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HomeMy WebLinkAboutWPO202200047 Calculations 2023-02-14Southwood Villages 3 & 4 ALBEMARLE COUNTY, VIRGINIA WP0202200047 DESIGN CALCULATIONS & NARRATIVE SUBMITTAL #1: NOVEMBER 11TH9 2022 REV. FEBRUARY 9TH9 2023 • 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 D D. Cichocli lie. 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. Virginia Runoff Reduction Method Worksheet Summary (On -site) 6. Common Plan of Development Overall Water Quality Tabulation (On -site) 7. Hydraflow Detention Calculations 8. Pond Reports Project Narrative: This project includes the construction of four public roads, four private alleys, two parking lots, a roundabout, a residential community, and associated utilities and landscaping, along with the reconstruction of an existing public road. The limits of disturbance is 25.24 acres. Water Quality: The current site is comprised of the existing Southwood mobile home park, with the current roadway infrastructure and mobile homes comprising the majority of the existing impervious area. The proposed improvements consist of roadways, residential buildings, and parking lots as described above. The total TP load reduction required is 22.72 lbs/year. The total load reduction achieved on site is 20.52 lb/yr via four bioretention basins, one wet pond, two extended detention basins, and a manufactured treatment device. The remaining 2.20 lbs/yr of required nutrient credits 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 the overall water quality tabulation included herein. Water Quantity In existing conditions, the site consists of five drainage areas, with descriptions listed below: Drainage Area 1 In existing conditions, runoff travels from this drainage area to the culvert (str. 502) installed underneath Horizon Rd. as part of WPO201900062. This flow is then routed through SWM A installed in Blocks 9-11 as part of WPO202100004. Drainage Area 2 In existing conditions, runoff travels from this drainage area to a DI-1 inlet (str. 140), which routes this runoff to the extended detention pond in Village 1 installed as part of WPO201900062. Drainage Area 3 In existing conditions, runoff travels from this drainage area to a DI-1 inlet (str. 136), which routes this runoff to bioretention 41 in Village 1 installed as part of WPO201900062. Drainage Area 4 In existing conditions, runoff from this drainage area sheet flows to the existing ephemeral channel on the east side of the site. Drainage Area 5 In existing conditions, runoff from this drainage area travels to an existing culvert underneath Hickory Road, which discharges to the ephemeral channel on the east side of the site, similar to drainage area 4. Energy balance and flood control requirements for the proposed drainage areas will be met by the BMPs described below: • Drainage Area 1: runoff is routed through Bioretention 41 to SWMA (Blocks 9- 11). • Drainage Area 2: runoff is routed through Bioretention #2 to the Village 1 extended detention pond. • Drainage Area 3: runoff is routed through Bioretention #3 to Village 1 Bioretention # 1. • Drainage Area 4: runoff is routed through Wet Pond # 1, which discharges into the existing ephemeral channel. • Drainage Area 5: a portion of the drainage basin is routed through Bioretention #4, then into Extended Detention #2. This portion then combines with the rest of Drainage Area 5 as inflow into Extended Detention #1, which discharges into the existing ephemeral channel. Inlet, Pipe, HGL, Outlet Protection Calculations 2. LD-204 Inlet Calculations LD-229 Pipe Calculations 4. LD-347 Hydraulic Grade Line Analysis FORM LD 2 STORMWATER INLET COMPUTATIONS SHEET 1 OF 12 ROUTE PROJECT SouM m villages 3" DESIGNER: MD DATE IWU12022 CHECKED: UNITS:NGLISH INIETSOFT BY ENSOFTEC DATE:IOY2N M FORM LD 2 STORMWATER INLET COMPUTATIONS SHEET 2 OF 12 ROUTE PROJECT SouM m villages 3" DESIGNER: MD DATE IWU12022 CHECKED: UNITS:NGLISH INIETSOFT BY ENSOFTEC DATE:IOY2N M FORM LD 2 STORMWATER INLET COMPUTATIONS SHEET 3 OF 12 ROUTE PROJECT SouM m villages 3" DESIGNER: MD DATE IWU12022 CHECKED: UNITS:NGLISH INIETSOFT BY ENSOFTEC DATE:IOY2N M FORM LD 2 STORMWATER INLET COMPUTATIONS SHEET A OF 12 ROUTE PROJECT SouM m villages 3" DESIGNER: MD DATE IWU12022 CHECKED: UNITS:NGLISH INIETSOFT BY ENSOFTEC DATE:IOY2N M LM2n PRWECT: Rdo STORM SEWER DMMN CMPMAnOW AIM MN C..Nl uemre cr.amq S1Cwe cx[gifl+Gv 0 U.RS Sou[hwoe0 Villages 3" PROJECT: LD347 DESIGNED BY: LD-36T CM1eckeJ: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION INLET STATION OURET WRTER SURFACE E. DIA PIPE W (in) DESIGN DISCH. Oo ICFGI LENGTH PIPE I IFS FRICTION SLOPE, Sb IFIFTI FRICTION LLISS HI IFS JUNCTION LOSS FINAL H IFS men Wmer ... Elect Rim Dee Comments Vo No (TO OI VI 0M N'32g HI Pigk 114 HI 13 HI 05 HI 102 11 453.89 18 7.55 68.5 0."% 1 5.19 0.1 7.69 5.2 39.98 1 915 W.W I 0.54 p FALSE 0.85 45498 460M OK -5.29 1" 11 82.30 45493 18 7.69 123.8 0.46% 1 5.2 0.1 0 0 p 0 0 p 0 0.1 p FALSE 0.67 d55.4 458.5 OK -309 107 101 459 15 0 20.8 0.00% 0 0 p 0 0 p 0 0 p 0 0 p FALSE 0 459 461.65 OK -265 1W 11 ♦88.04 459.26 15 0 173.25 0.00% 0 0 p 0 0 p 0 0 p 0 0 p FALSE 0 458.26 466.91 OK -765 111 12♦82.19 462.39 15 0 81.1E 0.00% 0 0 0 0 0 0 0 0 p 0 0 p FALSE 0 462.38 46].4] OK -508 202 11 ♦29.]] 469.d5 15 0.39 53.21 0.00% 0 2.28 0.02 0.2 1.87 0.37 1 TIM 47.68 1 907 0.09 FALSE 0.09 461 455.68 OK -614 2M 10t87.69 469.82 15 1 32.1E 0.00% 0 1.87 0.01 0 0 0 0 0 p 0 901 0.02 FALSE O.W 46I 455.62 OK -599 2% 101 658.5 15 0.76 16.M 0.01% 0 2.76 0.03 1 2.16 0.71 1 0.03 13.61 0.01 0.07 0.09 FALSE 0.09 458.58 461.65 OK -306 2W 10t52.40 458.68 15 1 0.33 1 31.97 0.00% 1 0 2.16 0.02 0 0 0 0 0 0 0 9W 0.02 FALSE O.W d58.7 461.63 OK -292 302 10t83.79 450.15 15 1.17 ]8S5 0.03% 1 4.2A 0.07 1.07 4.78 5.12 1 0.12 ]8.9] 1 943 0 FALSE 0.45 d50.6 453.29 OK -269 3" 11 t51.48 451.W 15 1.07 6].69 0.02% 1 4.78 0.09 0 0 0 0 0 0 0 909 0.12 FALSE 0.13 ARIAS 455.75 OK 4.57 305 10t28.09 WAR 15 6.75 28.W 0.93% 1 8.7 0.29 0 0 0 0 0 0 0 929 p FALSE 0.55 "tINI d a OK 5.26 402 10t21.87 467.01 12 0.47 2tA 0.01% 0 4.26 0.07 0 0 0 0 0 0 0 907 0.09 FALSE 0.1 d47.1 AIMS OK 5.39 4M 10a66.86 467.25 15 3.49 66.116 0.25% 1 6.64 0.17 0 0 0 0 0 0 0 917 0 FALSE 0.34 467.58 455.25 OK -7.66 5% 101 633.6 26 25.74 18.02 1.29% 1 11.35 1 25.]] 14.16 361.88 3.11 1.09 W166 2A8 3.]] 0 FALSE 4 d37.6 460136 OK -2.d6 5W 10t50.79 637.6 26 25.] 26.7 1.30% 1 14.16 0.78 25.83 14.91 WA319 3.65 1.21 35.56 1.68 3.47 0 FALSE 3.82 461.62 461.26 OK -2.84 510 11 461.62 26 25.63 69.01 1.30% 0.61 14.91 0.86 25.95 14.92 387.28 3.66 1.21 ]6.]5 2.28 4.36 0 FALSE 4.90 4C6A1 448.53 OK -2.12 512 11 8 37 466.61 26 25.95 96.99 1.32% 1.25 14.92 0.86 12.51 9.44 118.17 1.38 0.48 91.23 I 2.32 p FALSE 3.57 461 d58.85 OK 5.87 514 12N .41 451.57 18 12.51 69.32 1.42% 1 9.44 0.35 11.74 9.34 1CII 1.35 0.47 2].]6 1 1.29 p FALSE 1.90 453.57 d58.68 OK 5.11 516 13+18.74 453.57 18 11.74 74.39 1.25% 1 9.34 0.36 10.5 9.97 1MA9 1.54 0.54 KAM 1 1.65 p FALSE 2.58 456.15 461.23 OK -5.W 518 14t50.67 456.15 18 10.5 132.05 1.00% 1.32 9.97 0.39 7.14 8.35 51 1.08 0.38 50.76 0.51 1.31 1S FALSE 3.W 458.1] d6498 OK -5.56 520 15a02.26 459.17 1 18 1 7.14 51.67 0.46% 1 1 1 8.35 0.27 7.16 8.26 59.11 1.p6 0.37 12.W 1 0.78 p FALSE 1.W 460.18 d65.81 OK -5.63 522 15M1.29 460.18 15 7.16 35.68 1.23% 1 8.26 0.26 1A 7.54 28.41 1 0.31 74.62 0.51 1.11 p FALSE 1.55 46193 466.63 OK 5.1 526 15t]].14 46193 15 3.0 35.85 0.25% 1 7.36 0.21 1 5.15 3.85 1 0.14 0 0 935 0.46 FALSE 0.55 462.28 467.29 OK -501 526 18r18.22 462.81 15 0.75 241.08 0.01% 1 5.15 0.1 0 0 p 0 0 0 0 0.1 0.13 FALSE 0.16 462.97 d]2.68 OK -971 530 11 450.93 15 6.28 58.26 0.05% 1 6.01 0.14 5.68 5.92 32.62 0.51 919 75.02 1 969 p FALSE 1.25 452.18 d58.21 OK -] 03 532 11 452.18 15 5.0 39.69 0.72% 1 5.92 0.14 3.7 5.45 MAIL 1 916 61.28 93 0.6 0.78 FALSE 1.07 453.25 d58.18 OK -595 536 12t85.95 453.25 15 3.7 186.27 0.33% 0.61 5.45 0.12 2.4 4.88 11.71 1 0.13 62.78 1 0.45 0.59 FALSE 1.2 454.d5 46198 OK -] 29 536 13t25.29 451.d5 15 2A WU 0.14% 1 4.88 ON 0 0 p 0 0 p 0 909 0.12 FALSE 0.17 454.62 d62.p4 OK -761 538 10t59.49 452.55 15 5.03 50.4 0.61% 1 9.89 0.38 4.65 8.61 38.31 1A5 0.4 3.13 0 0.78 p FALSE 1.14 453A9 451 OK -564 540 11 ♦22.84 455.71 15 6.45 63.35 0.47% 1 8.61 0.29 0 0 p 0 0 p 0 929 0.37 FALSE 0.68 456.38 d62.35 OK -5.97 542 11NI4.08 46193 15 3.A 104.05 0.29% 1 7.54 0.22 1.25 7.116 8.8 1 927 63.76 1 982 1.07 FALSE 1.37 463.11 461 OK 5.2 546 12N60.60 465.11 15 1.25 157.68 0.03% 1 7.116 0.19 0 0 0 0 0 p 0 919 0.25 FALSE 0.3 465.61 478.68 OK -14.26 607 101 4W.TI 15 9.99 WI 2.39% 1.21 10.27 0.41 7.92 6.66 51.17 1 923 53.59 1 985 p FALSE 2.16 458.94 4]0.8] OK -11.93 609 11 t89.]4 663.9 15 7.92 135.131 1.W% 1 2.W 1 6.66 0.16 3.61 7.35 26.75 0.81 0.29 2].26 1 0.71 0.92 FALSE 2.95 466.85 d]0.69 OK -6.64 617 11NI1.21 466.85 15 1.25 100.66 0.06% 0.01 4.08 O.W 1 3.63 3.01 0.2 0.07 69.7 0.1 0.2A 0.31 FALSE 0.35 d67.2 d]2.58 OK -5.38 619 11 t52.52 d67.2 15 0.83 51.32 0.02% 0.01 3.63 0.05 0 0 0 0 0 0 0 905 1 0.07 1 FALSE 1 0.07 467.28 474.55 OK -].2] 615 101 661.9 15 1.7 36 0.07% 1 7.31 0.21 0 0 0 0 0 0 0 921 0.27 FALSE 0.20 462.18 4]0.8] OK -8.69 611 12t79.59 46.86 15 3.66 88.85 0.32% 1 7.35 0.21 ZA 6.82 18.87 1 0.25 38.37 0.31 0.]] 1.01 FALSE 1.20 468.13 4]6.0] OK 5.94 613 13+19.87 469.% 15 2.]] 60.28 0.18% 1 6.82 0.18 0 0 p 0 0 0 0 0.18 0.23 FALSE 0.31 4]0.2] 476.55 OK 5.28 622 10M0.55 657.6 26 16.67 31.67 0.45% 0.16 10.91 0.46 14.35 9.93 162.62 1.53 0.54 88.58 1.07 2.07 p FALSE 2.22 458.82 465.] OK -587 626 11+15.116 $59.82 26 14.35 74.91 0.40% 1 9.93 0.38 10.27 6.72 MA35 0.7 0.25 61.01 0.3 0.93 p FALSE 1.23 461.36 470.32 OK -926 636 11+18.10 661.7 26 10.2] 116.71 0.21% 1 6.72 0.18 10.42 7.58 ]8.01 1 931 11 0.12 0.6 p FALSE 0.84 462.54 474.92 OK -12.38 636 12t57.18 462.83 26 10.62 139.07 0.18% 1 7.58 0.22 0 0 p 0 0 p 0 922 p FALSE 0.47 d63.3 4]2S5 OK -965 630 1OM0.55 459.82 15 2.26 7C51 0.12% 1 4.81 0.09 1.35 3.88 4.07 1 0.08 WA I 0.34 0." FALSE 0.53 d60.35 465.67 OK -532 632 11 46935 15 1.05 31.98 0.03% 0.01 3.88 0.06 0 0 0 0 0 p 0 9116 ON FALSE 0.08 d60.d4 I 465.]2 I OK -529 626 11 t]3.68 464.% 26 4A MA8 0.03% 1 7.01 0.19 2.35 5.915 14A1 1 919 59.21 0.31 0.69 1 FALSE 0.92 d65.68 475A4 OK -926 628 12r13.66 466M 26 2.35 38.95 0.01% 0 5.915 0.14 0 0 0 0 0 p 0 914 0.18 FALSE 0.18 466.4 475A8 OK 5.78 702 101 459.15 15 TIM 2].52 0.0239 1 8.14 0.26 7.92 6.66 51.17 1 923 WI 1 981 p FALSE 1.47 d60.62 470.83 OK -10.21 7Od 11 ♦]E.20 463.W 15 7.92 135.13 0.0150 2.W 6.66 0.16 3.61 7.35 26.75 0.81 929 2].26 1 0.71 10.91895 FALSE 2.95 466.85 4]0.69 OK -6.64 712 11NI1.]] 4W.85 15 1.25 111 (1 0.01 4.08 0.06 1 3.63 3.01 1 0.07 41 0.10 92A 0.30999 FALSE 0.35 467.20 4]2.58 OK -5.38 714 11 t53.09 467.20 15 0.83 RIM (I 0.01 3.63 0.05 1 0.00 O.W 1 900 O.W 1 905 0.1 FALSE 0.07 467.28 474.55 OK -]2] 716 11 ♦]].29 467.28 15 0.00 24.23 O.WW 1 0.00 0.00 1 0.00 O.W 1 900 O.W 1 0.00 p FALSE 0.00 467.28 4]0.61 OK 5.33 718 101 461.W 15 1.70 31.W (I 1 7.31 0.21 1 0.00 0.00 1 0.00 0.00 1 921 0.269W FALSE 0.20 462.18 4]0.8] OK -869 ]W 12a62.W 46.61 15 3.66 88.8E O.W32 1 7.35 0.21 ZA 6.82 1& 0.]2 925 38.3] 0.31 0.]] 1.00532 FALSE 1.20 468.13 4]6.0] OK 5.94 ]W 13a02.29 469.% 15 2.]] 60.28 (I 1 6.82 0.18 1 0.00 O.W U. S 0 O.W 160 918 923488 FALSE 0.31 4]0.2] 476.5E OK 5.28 ]10 13t59.93 470.9] 15 O.W 5].64 O.WW 1 0.00 O.W 1 0.00 O.W 1 0.00 O.W 1 0.00 p FALSE 0.00 4]0.9] de0.d8 OK -9.51 Bp2 11a53.93 4]9.59 15 2.31 1]5.63 1 0.18 4.]2 0.09 1.]8 4.51 B.p] 10.11 58.99 0.16 0.36 966564 FALSE p.W 480.2E dB6.d1 OK 5.1E 806 12+11.93 01.10 15 1.79 32.2E (I 1 4.51 0.08 1 0.00 O.W 1 0.00 O.W 1 908 0.10264 FALSE 0.13 481.23 4 M OK -5.12 Water Quality Calculations 5. Virginia Runoff Reduction Method Worksheet Summary (On -site) 6. Common Plan of Development Overall Water Quality Tabulation (On -site) MQ wrylnM RunoJjRMuttian MefM1oe RnMvebpmenr0mp11anre5preatlsM1ett -Version 3.0 oxmtaN.zr,nrae.a s.edlemm OM13 bmn amy wended-ld spedRrarwa p3, swwas Ders nI2.3 unea.Oepelopm ntvmlea No Site Information Port -Development Project (TnRatmeM Volume and LOads) Enter Total Disturbed Area (acres) 2593 Check: BMP AndI n5 e[I moans fl4: xallsttla as e¢ Pre RmewbPneM land cover (avesl Lnm.pmjettJ No loMmvnnreof enttreemm[r1yJ J ® roan elvnroeeoreo mbreeJ J m..vove.y.ry .an.a'no xnpla..l-wna.n.e .al-e.mm.ao•e.em. a.m..eymem,. nespe-sa—'scred Pace-owaopment Land Caster (acres) carom pe. sparel+o..l-..emme. ,pare.. rt.ren.e �e mad A.m,r.pe. ro..l-e e.a x.erm= u m<,Ixre,lm• bn OieeY oc OK Constans Runoff Coew[ia (ft I o.m..l a, card, b aces ue.11 .-1 1 an —ftepm ...ITa su,C lmµ) —oanncere a..lTm CUC(aged - nenwrn 111.- rti... m..m..-.,l landras"A's ra n arenar memPmrlwn'1 devtnmypvr mevsmme,.pex� or.m M.nm na.. pmwem9vma pvf¢wenpremre.imeer rc.. rvrmyor nsraeCce.l=R,1 Jnot In.m rre.m/ryresp.a .l om rrervµyrvsp... roal�l s w.dmn Ml.wl n,.emlr.resp ah-an wvl�re+a.lmanl oM dre xsreas )m asx xrm.., az xrreen N ue.mamno..., l=�1 nw nw b�l Ilse xasaan n.rC.... hcl vX wedmn Wmm eiaree.'ru eMnm mnWl -.To, a+N area. i.perene [real—1 5ra 1 1 ",.p---u1 area —A area--1 tN ecoi T xm-ad .nre.h.l Treatment Volume and Ncard nut Lead Treatment Volume and Nutrient Load r,ean�•. v. w. aft ho<x woo.. p nm.mv.m Mj3i I.�nur.ml.. ...mv� � hoM m. . .m T,ea, .melati. s..,l i.aene/vnn1T onti so -al Im+tl � n.e.u.aw.,e ears -on. �J mm toms �m.mv n wm . T Imeuxml� s)yre 34aW ;61e/ffrinllbsl 13.% 1xM Fusel Pass, Mwlepia. ffl p6M1 36A1 �31rpI T11 Y4r' taax IR'� neec,.p.aa'ass-.- IiVWM os. oT. wmwy..mn IvaMl sn p.s�,, Maw om HassecTmacensim, Inuw/venasMe3mp.�me�,an,e�ouaaigpwa umpm�er. xwimpn3veml Wool lent 'aW..,.eimemua s.mmmy: oe.enymm,�.remu.mmus ce�+�m avm rymn/men paervmwo).a ��ll..,..p. y,ymmy..w�np....m....,ne enrwnnv.,,moeu4pnem m.gelmmm mmy wp..ascruen- ree elepee ery0e/v,l e 6.J1 Ne. 16.d0 ervleuramlle/M a—.--,� m.,n..,mm.,mp....m.., re.,.e.n... mai.on,..�m.e ann, n.� �m�n Post-DweelOpMent Requirement for TP Wad Retlu[tion ReOuiretl lib/yrl NNroaen Wads )Informational Purposes Tite Area xx.Jx Only) Drainage Area A DralnageArea Aland (Sove, (acres) 7,22 iDir Intel 17.34 Stormwater Best Management Practices (RR = Runoff Reduction) —same,_xW y.aifrn b..a Total PM1osphormloollahle Rr Renpval In D.A. Arb/yr) 35 }2 Po Developm MTmmm MVolumeln D.A.A(W) <D.161 —xletto-om ampaown 1156— P!a[t [! Runoff Reduttlon CredN (%) Man,.d CredN Arco Area (apes) ImpeMws Cover create Area (area) Volume term Runoff UP[Veam ReduNon(Na)RuroXValume prattle 1N") Remains, )rla) Tome BMP Trea4reM Valume(Na) PhoWhmus pennusl nndenryl%) PropM1ws Wd Untreated floor Uprtream PW PracMS Wd Practices DID) WPn[tlre(Ih) Plnaphorvs Rennued By PIxR[e llh) Remaining pM1OSp(lb) Wad (lb) pow,nVea sorted [e W he Employed z. vegeramm nmlmlkea as) I,re- e. vageum Was mism, AD I, - - xa. slmgeokamnx,bn,eg25dh (Some" x h Vs. Dr—'enie.,e CID sxN (keaall aoamlon+a laavu a",...5, Ikea.) yearn mu4 aa11,a .lam an lsoea., cal, -n—sence nykeaa aSo('reaad) a All—tes H111uJ19(mmAD mn(5aceem�Mpewrnl ,. mmaa a.ememm(Reardn ,mar a aranam az(bea na) z. — mes".vdanoa.31 ,aai ..dgrosgN(zprra D, Tompmnam,d.Reyi o�Icae Rear.) z. mnpxmDl s.m uys aNm(sprrmm Leb- _Bb,km,e. Ice-lo.do.enden a.BB ,.. ,a mm(Reara m mmrcerer) z. muearassl ."an Removal miclenry I%) XVogen Wad rmm UPSbeam Practices(Ihs) U.d N"an Wad to Prattlm(Ihs) ."on Rennued By Prapl[e(Ihs) Remaining Namgen Wad Ilan) nls l't s aR NH w lsce,.zl��11 DO ED,- ,a o s6 ,.,1v 1.. TSP Q to v�,, e F ., s, ro, n s x e a, �Mvosel. so a D D o D nm aDO Dm nm rsPKVeM FM, TOTAL IMPERVIOUS COVER MATED )a[) 5.01 AREACNECN: OK. TOTAL MANAGED TURF AREA TREATED )a[) <.CO ARFACNEER: OR. TOTAL RUNOFF REDUCTION IN DA A)R?) ]]R3 TOTAL PHOSPHORUSAVAHARLE FOR REMWAIN D.A.A::,11 ) 2522 TOTAL PHOSPHORUS REMOVED WRN RUNOFF REDUCTION PMRNES IN D.A. AIL/y,) 6.52 TOTAL PHOSPHORUS REMAINING AMR APPLYING RUNOFF REDUCTION PRACRICES IN D.A. A)IL/y,) SEE WATER QUALITY COMPLMNCE TAB FOR SIT£ COMPLIANCE CALCULATIONS TOTALIMPERHOUSCOVERTREATED)ae) 9.6] AREACNECK: OK. TOTAL MANAGED TURF AREA TREATED LIC) ].]S AREACHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE)IE/yo) TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A)IL/yo) TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PMCTICES IN D.A. A)I!/y,) 6.20 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REOUCl10N PRACTICE3I N D.A. A)I!/to 6.52 TOTAL PHOSPHORUS LOADREDUCFION ACHIEVED IN DA A RR/y,) 12.]I TOTAL PHOSPHORUS REMAINING AFTER APPLYING RMP MAD REDUCTIONS IN D.A. A) IL/r) i 9. meemow to NDe,/Ocee space IRA TOTAL RU NOFF REDUCTION IN D.A A)N°) ]]R3 NDRWEN REMWEO WRN RUNOFF REDUCTION PMRCES IN D.A. A) I!/y,) 1 46.32 SEE WATER QUALITY COMPLMNCE TAN FOR SITE CAICUTA TIONS(Inf.—Olion Only) IS SEE WATER QUALI" COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS ND0.WEN REMOVED WRN 0.NN.lF R DURIOX PMCMES IX D.P.PLIL/yII -12 WROGENREMWEDIADTHORRJI4., 0.EDUCiIOX PMClICE51N D.P. RLIN/yA 20.56 TOTRL NITROGEN REMOVED IN D.R. A SIN/y.) 20.88 Drainage Area g Drainage Area A lead Cover laeml ASalls Bsolls CSolls DWis Tmals lantl Cover Rv inraa/opan I, assert 000 oA0 Managen Tndavnl 2.44 2.40 0.20 ImrerviwxCoeerae—) 3.43 3.43 0.95 Total 5.82 vmw_cma lw_Vagv a, e d iffim Nlq< Total Phosphorus Available for Removal in D.A. B (lb/Yr) 0.54 Post Development Treatment Volumein D.A. Bih°) 13,E00 JCOSNIalwal gaol IVI2nagemenl rrauices)RR=RUNOR Reunsui n) -Selecttrain droptlownlists- Rhe Manages Impervious Volumefrom Roma Remaining Treat Phosphorus Phosphorus Untreated Remaining prd[[i[! ion Tud Getlit CoaerCredR Upstream Reduction Treatment ent Removal Wad Rom PM1ospM1oms Removed Removed By Phosphorus Downstream Pnttice to be Crack Cred'n (%) Area(acres) Area )acres) Pnttice )h') )Rai 1e Volume ih') Volume)ha) Fffidenry i%) Uprtream Wad to Practice )Ib) bad (lb) Employed Practices (lb) Practice(lb) ..vegerabl PoofmDPKas) 0 0 0 C oN C.. oL0 1B.vegerao1.00fa2(1r-.1j 60 0 0 o n aN "D anal 2. Rooftop r • zasmPleoxnnnxtinnb wasoB Ispace+l so 0 0 0 0 0 anal pan o.la Deal 2C,SmPle Dlsnnn¢4nnm C/Osola spero ss 0 0 0 0 0 oL0 con 0..oL0 Is, l enaea Fuer. as' es TCa[nn, le+ gC/D aolal(spec gU w sn sn 0 D D 0 D am O.N 0.00 A. z d. To Dry well nr F—c' Dnn an,0 MmrnCl Ispsson 0 n 0 zs coal O.aD 0.O] Deal 2, To Dry well nr F-1, Dan AD e-m0hm[no wz lspeexel mro B0 D D D 0 zs Dan O.aD 0.O] Deal zr Tom nGaraenwy w15Peewsl � 0 D n 0 zs oD0 Cl0.O] Deal zFa^1 n G araen.4 I—ai..arConpzlsvv M'g. Ml B0 0 D 0 0 So nal O.aD 0.O] oD0 zn.Ca Ralmaaatc,oerangncerwsl 0 0 D D D D oa D.CD D.m ow 2l To sto•mwater Planter, Imo Mmet, t o n (speC N, AppenL a Al 40 0 0 0 0 Es aL0 painaO] coal 4. Grass Channel (RR) 77 4.a, Grass CM1annel P/R soil, ngaC N3) EO o 0 0 oD0 aN aO] aL0 an. mass Chenal DID soils lsleC a31 10 0 0 0 o11Deal aN 0.0] anal 4e. Goss Cmnml eith Comportre• nrtlai soil, 0 D D o Deal con0.0] Deal per,pec, Raa spec gal or 1 le 1 1 1 D 1 D 1 D 1 0 1 a 1 Da I am I DOD I Da I Bnne Nitrogen NNml Load Untreated NNrogen Remaining Removal Rom Upstream Nitrogen bad to Removetl BY NRrogeA Efficiency)%) Practices (Real Practice (lbs) Practice (lbs) load (lbs) 0 t An am no Inn S. Dry Swale AR) 6. Bioretention (RR) owd.a,A=dan •�•••••••�spx KIV V•V•`•'•••V •^` BO EIC 141 0 10,6PL LRO ]3,600 50 0.0] ES4 ]M O.BS J-lefficatiun At(slec NB) 10 0 0 ss 0.0] ot0 oN 0.00 zb. Inmtormn wz Pac P) 90 0 0 ss 0.0] ot0 oN 0.0] �rd Detention Pond fill 4.a C0w11speewlsl n 2,7200 47M Z720 0.as oW o13 7 Sib EL.2Prerw11l Ss 0 o a o Is D.m oao BAD D.. TOTALIMPERNOUSCOVERTREATED(ac 3.03 AREA CHECK: OK. TOTAL TURF AREA TREATED) J.00 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. B (fix) lO,BRO TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B(Ib/yr PHOSPHORUS R.54 TOTAL TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. B(IIbM D.J4 SEE WATER QUALITY COMPLIANCE TAB FOR SUE COMPLIANCE CALCULATIONS tax, wN Swale in V ner NIn) n n 0 0 30 000 OCO ON 000 IDL wat Swale D Pawc tell n 0 0 0 W 0.00 a- ON O.W .aFl[ering Prarliap115Fec Nl11 0 0 0.W OLO ON 0.0] SLb. Filtering Poo i¢w31SFer U2) 0 0 0 0 0 65 0.W OLO ON 0.0] 12. Constructed Weiland (no RR) 1zaGMnMeawNand .115pc Alll o 0 0 0 oW ot0 oa0 0.0] 13 b. ConNur4a Wetland Al(Saw xl3d 0 0 0 0 011 0.00 OLO ON 0.0] 13. Wet Ponds Ino RR) 13.a.wHPonagllspc Ma) 0 0 0 0 0 so 0.0] ot0 oN 0.0] ]Ll. Ponawl tureml I.ind(serralal 0 0 0 0 0 as 0.00 000 000 0.00 tt...Ponaxzlsper Ma) 0 0 0 0 0 Js 0.0] ot0 oN 0.0] na. wH Ponaxz(C.-ral Nand Preao Alal 0 0 0 0 o f5 0.0] oC0 oW 0.0] 0W 6106 s6.1J - J. Infiltration UUI S. Extended Detention Pond (RR) 9. Sheetflow, to FiNer/Open Space (RR( TOTAL RUNOFF REDUCTION IN D.A. B(f2( NITROGEN REMOVED WITH RUNOFF REDUCTION PRACNCES IN D.A. B (lb/,rl 56.66 SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS(Infibrmatlon Only) 10. Wet Swale (Coa9al Plain) (no RR( 11. Filtering Fractions (no RR) 12. Constructed Welland (no RR) Le TOTAL IMPERVIOUS COVER TREATED(ae 3.03 AREA CHECK: OR. TOTAL MANAGED TURF AREA TREATED (al)2A0 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE(Ib/yr TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B(IbM R.50 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PMRICFS IN DA. B (Ib/yr D.DO TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PMRICFSIN D.A.B(Ib/yr 7.91 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED INDA B(Ib/yr ].81 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN DA. B(Ib/yr D.]0 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICFSIN D.A. B(Ib/yr 56.66 NITROGEN RFMOVEDWITHOUT RUNOFF REDUCTION PRACTICES IN D.A.B(IDIW D.0G TOTAL NITROGEN REMOVED IN D.A.6(Ib/yr M. 14. ManWatluretl BMP (no RR) Site Results (Water Quality Compliance) Area LM1x a[slay wenlay lan uyy SMa TwaMwitt VMumalR°I sY[ RunoR MJuaim Volume and TP By P'aWRe Area mmw muo uam wm ONnI ne I�NnI u%u l�oMl TotalP Ihlns mao0Yn1 re am ONM OY l- empe/pt Total MWogan lfu lrl rm4un Puryme[I maolVvrl tno l�Nnl mm OaM I Dana,¢ n.ee one xoe,eers and rteeen Deane - I I Virginia Runoff Reduction Method Workshest DEC, Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List: 2011 Stds & Specs Site Summary Project Title: SW Village 3, 4 & 5 Date: 44964 Total Rainfall (in): 43 Total Disturbed Acreage: 25.93 Site Land Cover Summary Pre-ReDevelopment Land Cover (acres) Asoils BSolis CSolls DSolis Totals %of Total Forest/Open (acres) 0.00 2001. 0.00 0.00 20.01 77 Managed Turf(acres) 0.00 0.66 0.00 0.00 0.66 3 Impervious Cover (acres) 0.00 5.26 0.00 0.00 5.26 20 25.93 100 Post-ReDevelopment Land Cover (acres) Asoils BSoils CSolls DSoils Totals %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf(acres) 1 0.00 11.56 0.00 0.00 11.56 45 Impervious Cover (acres) 1 0.00 14.37 0.00 0.00 14.37 55 25.93 100 Site Tv and Land Cover Nutrient Loads Final Port -Development post- poll Adjusted Pre- (Post-ReDevelopment ReDevelopment Developmentw ReDevelopment lm rvlous &Ne pe ) (New lmpervlous) Site Rv 0.62 0.43 0.95 0.32 Treatment Volume(ft) 57,948 26,532 31,416 19,805 TP Load (Ib/yr) 36.41 16.67 19.74 12.44 Total TP Load Reduction Required (lb/yr) 22.72 6.71 16.00 Final Post -Development Load (Post-ReDevelopment & New Impervious) Pre- ReDevelopment TN Load Ilb/yr) 260.46 93.48 Pre, ReDevelopment Final Post -Development Post-ReDevelopment TP TP Load per acre TP Load per acre Load per acre (lb/acre/yr) (lb/acre/yr) (lb/acre/yr) 0.74 1.40 0.99 Summary Print Virginia Runoff Reduction Method] Woftheet Site Compliance Summary Maximum% Reduction Required Below 20% Pre-ReDevelopment Load] Total Runoff Volume Reduction (kt) 18,663 Total TP Load Reduction Achieved (lb/yr) 20.52 Total TN Load Reduction Achieved (lb/yr) 127.54 Remaining Post Development TP Load 15.88 (lb/yr) Remaining TP Load Reduction (lb/yr) Required 2.20 Summary Print Virginia Runoff Retlucfion Methotl Woftheet Drainage Area Summary DA. A DA B DA. C D.A. D D.A. E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf(acros) 7.22 2.44 0.00 0.00 0.00 9.66 Impervious Corer(acres) 10.12 3.43 0.00 0.00 0.00 13.55 Total Area (acres) 17.34 5.87 0.00 0.00 0.00 23.21 Drainage Area Compliance Summary DA. A D.A. B DA. C D.A. D D.A. E Total TP Load Reduced (lb/yr) 12.71 7.81 0.00 1 0.00 0.00 20.52 TN Load Reduced (lb/yr) 70.88 56.66 0.00 1 0.00 0.00 127.54 Summary Print Virginia Runoff Redasion Method Worksheet ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Runoff Volume and CN Calculations 1-year storm 2-year storm 10-year storm Target Rainfall Event (in) 1 3.04 3.68 5.55 Drainage Areas RV & CN Drainage Area A Drainage Area R Drainage Area C Drainage Area D Drainage Area E CN 83 83 0 0 0 RR(fta) ],]83 10,880 0 0 0 I -year return period RV wa RR(wzin) 1.48 1.48 0.00 0.00 0.00 RV w RR(wiAn) 1.36 0.97 OAO 0.00 OAO CN adjusted 81 75 0 0 0 2-year return period RVwo RR(wzin) 2.01 2.01 OAO 0.00 0.00 RV w RR (wsan) 1.89 1.50 OAO 0.00 0.00 CN adjusted! 81 76 0 0 0 10-year return period RV wo RR(ws-in) 3.68 3.68 OAO 0.00 0.00 RV w RR(wzin) 3.55 3.17 OAO 0.00 0.00 CN adjusted 82 78 0 0 0 Summary Print VRRM_ReDei Compliance_ Village 3.4 & Suclom Version 2.8 - June 2014 - 2011 BMP Sttle 8 Space 1 Fixed summary sbeef-feels/percentage column fixed 2 Connected nitrogen etficieney percentages 3 Correctetl the Re value in column J for managed tuff 4 Checked and revls6l mom reduction aetlit values assigned Version 3.0 - 2011 and tlrsk 2013 BMP Still & Space General 1 Addetl error checks and user prompts to Site tab, DA Fars, ant Runoff Volume ant CN tab for data input moors. 2 Various format changes thoughouf the spreashmeet 3 Combined 2011 antl 2013 BMP spreadsheets into one spreadsheet wtlb a user selection option induced in Site tab. 4 User input cell color charged from cyan blue to green; calculation cells changed been mid -grey to light grey; antl added final result cell in indigo. S#e tab 5 Locknd annual rental of 43 inches for use throughout Virginia since regulatory site haled TP lead limit is based on this value. 6 Concedetl error in formula for total phosporus lead reduction requirement. Previous formula was inconsistent xtlth 9VAC25-87063 A2 and under certain circumstances providetl someone TP lead induction requirement for development on prior developed lands. Mom button ant sort" (Ctd+Shift+R) to dear user inputs marn all worksheets. 8 Mom sly dcut (CM+Shift+D) to dear land cover data from Site tab. 9 Mom TP Baseline Load for adjuslatl pre-ratlevelopement portion (cell C58). 10 Mom note (triggeretl to appear when applicable) belav'Land Cover Summary for Redevelopment" - indicating that modern below baseline TP lead (<0.41 Ibanal rest required as per 9VAC25-870-63. 11 Addetl error massages when data input areas incomplete or not enhanced comedly. 12 Conditional formatting(Summary sections grayed out) when input information incomplete or incorrect. 13 Added Pre-retlevelopment and Postdevelopence, lead in Ibs/acrl(row 57)for additional comparison purposes 14 Corrected error in excel formula for may impervious, cover Rv. 15 Corrected comes in excel formula for total site area and Res in redevelopment portion: error appeared v4ten and types charge betweennt pre-redevelopmeantl postdevelopmeM with no net increases in impervious increase 16 Mided section for Final Post -Development to lain Cover Summaries to show combination of re lovelopment portion ant new net impervious cover potion. 1] Mided informational section in blue (columns B to F, mans 12-14) ant inpuVerror guide (columns H to K, mass 12-14) to indicate to users upfront when new net ienpenrous cover is being triggered, wren 10 or 20%members are being utilized, and when data entry is completed correctly. 18 Mded data entry instruction when user inputs Monk (row 8), 19 Mded option for linear development projects (row 6 and will D64G64) 20 Removed 'protected' from pre-retlevelopment land cover type forestlopen space since this is only required in post -development. (UB1222p1n 21 Mom error irmfiramer m sire error notes if total disturbed adreage entered is greater than postdevelopment area entered.(O5=0M D.A labs 22 Mded Mi Hydrodynamic, Fifterpng, Generic. 23 Mided "Total BMP Treatment Volume(ft"i'column. 24 Rearranged previous Turf and Impervious input rave to adjacent cells in same over se each practice now located on 1 row only. 25 Consolidated BMP Probes beading and added (RR or no RR label) to each practice to knotty those with and without Rune Reduction. 26 Mided " Total Phosphorus Available for Removal in DA._(Ibs)'. 27 Mded button to dear BMP credit areas entered for each full 28 Mom user prompts to assist with user -input Rainwater Harvesting mom mothers resoled, and Ml 29 Renamed Credit and PMsphorus'Nitrogen EMMency column headem to Runoff Removal Credit and PhosphoroslNitregen Removal Eficiency for darity. 30 Removed -RW from Column headings reforms; to rumff volume and TP load from upstream practices (which may be RR or non -RR practices). 31 Renamed -10. vast Swale (Coastal Plain)" to'10. Wet Swag' in BMP heading in order o improve clarity. The practice is well suttetl for but not limited to the Coal Plain, 39 Renamed'14. Manufactured BMW section heading to-14. Manufactured Treatment Device's for consistency witb Virginia BMP Clearinghouse. 33 Added! 'Micro-Bponetention#1- and "Mice-Bioneterdion#-to Bioreterrom headings(6.a and b.b on tab, respectively) from Spec 9. 34 Replaced zerm values been all data entry cells with blank cells, blocked out calculation and data entry cells where input or calculations are rest applicable. Wall Qualify Compliance tab 35 Opfimizetl and reorganizetl for improved information output 36 Mom "Runoff Reduchon Volume and TP By Drainage Area". 37 Mom section for linear development projects (rows 21-26) Runoff Vdumea dCli 38 Reorganizetl and renamed Channel and Flood Protection tab to Runoff Volume and CN to more accurately reflect inomation oriented. 39 Aided user notes regarding limitations of Runoff Volume and CN tab for water quantity calculations. 40 command CN„y,ee to CNrdw xr for the Chia based on soils and land cover types for ach drainage area Scandsaryfdb 41 Added "Print Preview' button. 42 Fund runtime error in Summary tab update macro. 43 Added "BMP Treatment Volume", '7P mated been Upstream practil7P Removetl" and "1P remaining' columns to Summary tab. 44 Optimized macro elfrciency and eliminated screen updatingMashing during macros. 45 Corrected Summary tab macro -Turf missing routine missing"<>•, 46 Mded additional pre and post site data onto Summary tab. 47 Mded Error Summary Table to Summary tab (appears only Herrors on Site tab or Drainage Area tabs are present) 48 6pantled and improved Runoff Coeficent and CN calculation Section. 49 Mded summary information for linear projects, only populates it applicable. 50 Macro glitch with MS Excel 2016 counsel (Difi=01 7) 51 Added Project Title and Date from Site tab. (MM017) Plan Number VRRM Total Area Phosp Reduction orus a wired Phosphorus Reduction Provided Credits Purchased % Phosphorus Treated onsite WP0201900062 21.58 9. 7 8.52 1.25 87.21% WP0202100004* 7.49 8.52 6.67 1.22 78.29% Ofisite WP0202100004 2.91 0.18 0.63 0 350.00% WP0202100022 (Block 11) 1.27 1.5 0.66 0.84 44.00% WP0202100022 (Block 12) 2.84 3.48 2.7 0.79 77.59% WP0202100038 4.88 4.5 3.07 1.43 68.22% Village 3, 4 & 5 24.57 22.72 20.52 2.2 90.32% Total 65.54 50.67 42.77 7.73 84.41% 'NOTE. VILLAGE5(FUTURE) IS C CEPFUA YDESIGNED FOR I MPERMOUSAREAC CUTATIONSAND SNM FAGNTYDESGN AS PART OF THIS PI Water Quantity Calculations 7. Hydraflow Detention Calculations 8. Pond Reports OUTFALL #1 EXISTING Hydrograph Report 1 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Hyd. No. 1 PRE -DEVELOPED DRAINAGE AREA 1 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 2.810 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 3.05 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) = [(0.530 x 98) + (1.880 x 55) + (0.400 x 61)] / 2.810 Q (Cfs) 2.00 1.00 PRE -DEVELOPED DRAINAGE AREA 1 Hyd. No. 1 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 1 Thursday, 11 / 10 / 2022 = 1.809 cfs = 720 min = 5,006 tuft = 64" = Oft = 8.50 min = Type II = 484 Q (cfs) 2.00 1.00 "1 0.00 1080 1200 1320 1440 1560 Time (min) I Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 Hyd. No. 1 PRE -DEVELOPED DRAINAGE AREA 1 Hydrograph type = SCS Runoff Peak discharge = 8.730 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 20,084 cult Drainage area = 2.810 ac Curve number = 64" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.50 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.530 x 98) + (1.880 x 55) + (0.400 x 61)] / 2.810 Q (Cfs) 10.00 . M 4.00 fM l l 0.00 0 120 240 Hyd No. 1 PRE -DEVELOPED DRAINAGE AREA 1 Hyd. No. 1 -- 10 Year 360 480 600 720 840 Q (cfs) 10.00 12 4.00 2.00 0.00 960 1080 1200 1320 1440 1560 Time (min) PROPOSED Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 1 POST -DEVELOPED DRAINAGE AREA 1A Hydrograph type = SCS Runoff Peak discharge = 6.465 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 12,993 cult Drainage area = 2.840 ac Curve number = 81" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.04 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(1.550 x 98) + (1.290 x 61)]12.840 Q (Cfs 7.00 5.00 3.00 r II 1.00 Q (Cfs) 7.00 Moe 5.00 4.00 3.00 2.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) Hydrograph Report I Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Hyd. No. 8 Bio #1 Routing Hydrograph type = Reservoir Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 1 - POST -DEVELOPED DRAY E AohA Reservoir name = Bio #1 Max. Storage Storage Indication method used. Q (cfs) 7.00 5.00 4.00 r 11 1.00 Bio #1 Routing Hyd. No. 8 -- 1 Year Monday, 02113 / 2023 = 0.519 cfs = 752 min = 8,598 cuft = 455.45 ft = 6,401 cuft Q (cfs) 7.00 . mm 5.00 4.00 3.00 2.00 1.00 0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 Time (min) — Hyd No. 8 —Hyd No. 1 ®Total storage used = 6,401 cuff 24 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 02 113 12023 Hyd. No. 1 POST -DEVELOPED DRAINAGE AREA 1A Hydrograph type = SCS Runoff Peak discharge = 16.46 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 33,770 cuft Drainage area = 2.840 ac Curve number = 81" Basin Slope = 0.0 % Hydraulic length = 0 It Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.57 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(1.550 x 98) + (1.290 x 61)]12.840 Q (cfs) 18.00 15.00 12.00 •M 3.00 0.00 0 120 240 Hyd No. 1 POST -DEVELOPED DRAINAGE AREA 1A Hyd. No. 1 -- 10 Year 360 480 600 720 840 960 Q (cfs) 18.00 15.00 12.00 3.00 0.00 1080 1200 1320 Time (min) Hydrograph Report 31 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Hyd. No. 8 Bio #1 Routing Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 1 - POST -DEVELOPED DRAIif1TaAot1A Reservoir name = Bio #1 Max. Storage Storage Indication method used. Q (cfs) 18.00 15.00 12.00 • 11 . 11 Bio #1 Routing Hyd. No. 8 -- 10 Year Monday, 02113 / 2023 = 9.445 cfs = 722 min = 29,376 cuft = 459.39 ft = 14,284 Cuft Q (cfs) 18.00 15.00 12.00 • 11 . 11 3.00 0.00 1 1 10.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 8 — Hyd No. 1 ® Total storage used = 14,284 cult Time (min) OUTFALL #2 EXISTING Hydrograph Report `A Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Hyd. No. 2 PRE -DEVELOPED DRAINAGE AREA 2 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 3.510 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 3.05 in Distribution Storm duration = 24 hrs Shape factor ' Composite (Area/CN) _ [(0.660 x 98) + (2.590 x 55) + (0.260 x 61)] / 3.510 Q (cfs) 3.00 r IT 1.00 PRE -DEVELOPED DRAINAGE AREA 2 Hyd. No. 2 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 2 Thursday, 11 / 10 / 2022 = 2.259 cfs = 720 min = 6,253 tuft = 64" = Oft = 8.00 min = Type II = 484 Q (cfs) 3.00 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 12022 Hyd. No. 2 PRE -DEVELOPED DRAINAGE AREA 2 Hydrograph type = SCS Runoff Peak discharge = 10.90 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 25,087 cuft Drainage area = 3.510 ac Curve number = 64" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.660 x 98) + (2.590 x 55) + (0.260 x 61)] / 3.510 Q (cfs) 12.00 10.00 AM 4.00 r IM PRE -DEVELOPED DRAINAGE AREA 2 Hyd. No. 2 -- 10 Year Q (Cfs) 12.00 10.00 :m 4.00 2.00 0.00 - I I ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) PROPOSED Hydrograph Report `A Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Hyd. No. 2 POST -DEVELOPED DRAINAGE AREA 2A Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.260 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 3.04 in Distribution Storm duration = 24 hrs Shape factor ' Composite (Area/CN) = [(0.570 x 98) + (0.690 x 61)] 11.260 Q (Cfs) 3.00 r IT 1.00 POST -DEVELOPED DRAINAGE AREA 2A Hyd. No. 2 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 2 Monday, 02 113 / 2023 = 2.481 Cfs = 718 min = 4,963 tuft = 78* = Oft = 6.00 min = Type II = 484 Q (Cfs) 3.00 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 9 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 9 Bio #2 Routing Hydrograph type = Reservoir Peak discharge = 0.322 cfs Storm frequency = 1 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 4,481 cuft Inflow hyd. No. = 2 - POST -DEVELOPED DRAIif1TaAo2tA = 449.01 ft Reservoir name = Bio #2 Max. Storage = 2,020 cuft Storage Indication method used Bio #2 Routing Q (Cfs) Hyd. No. 9 -- 1 Year Q (Cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Time (min) — Hyd No. 9 —Hyd No. 2 ®Total storage used = 2,020 cuff Hydrograph Report 3 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Hyd. No. 3 POST -DEVELOPED DRAINAGE AREA 2B Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.780 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.04 in Distribution Storm duration = 24 hrs Shape factor ' Composite (Area/CN) = [(0.250 x 98) + (0.530 x 61)] 10.780 Q (cfs) 2.00 1.00 POST -DEVELOPED DRAINAGE AREA 2B Hyd. No. 3 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 3 Monday, 02 / 13 / 2023 = 1.161 cfs = 718 min = 2,341 cuft = 73" = Oft = 6.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 14 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 14 DRAINAGE AREA 2 OUTFLOWS Hydrograph type = Combine Peak discharge = 1.410 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 6,822 cuff Inflow hyds. = 3,9 Contrib. drain. area = 0.780 ac Q (cfs) 2.00 1.00 DRAINAGE AREA 2 OUTFLOWS Hyd. No. 14 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 14 — Hyd No. 3 — Hyd No. 9 Q (cfs) 2.00 1.00 ��— 0.00 1080 1200 1320 1440 1560 Time (min) 25 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 2 POST -DEVELOPED DRAINAGE AREA 2A Hydrograph type = SCS Runoff Peak discharge = 6.753 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 13,729 cult Drainage area = 1.260 ac Curve number = 78" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.00 min Total precip. = 5.57 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.570 x 98) + (0.690 x 61)] 11.260 Q (cfs) 7.00 5.00 4.00 R ul r M 1.00 POST -DEVELOPED DRAINAGE AREA 2A Hyd. No. 2 -- 10 Year Q (cfs) 7.00 .m 5.00 4.00 3.00 2.00 1.00 0.00 ' I 10.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 2 Time (min) Hydrograph Report 32 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Hyd. No. 9 Bio #2 Routing Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 2 - POST -DEVELOPED DRAI*TaE Ao2tA Reservoir name = Bio #2 Max. Storage Storage Indication method used. Q (Cfs 7.00 5.00 4.00 r Kt 1.00 Monday, 02113 / 2023 = 6.753 cfs = 718 min = 13,247 cult = 449.70 ft = 2,384 cuft Q (Cfs) 7.00 .t• 5.00 4.00 3.00 2.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 9 — Hyd No. 2 ® Total storage used = 2,384 cuft Time (min) Hydrograph Report 26 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Hyd. No. 3 POST -DEVELOPED DRAINAGE AREA 2B Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.780 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.57 in Distribution Storm duration = 24 hrs Shape factor ' Composite (Area/CN) = [(0.250 x 98) + (0.530 x 61)] 10.780 Q (cfs) 4.00 5 11 r M 1.00 POST -DEVELOPED DRAINAGE AREA 2B Hyd. No. 3 -- 10 Year 120 240 360 480 600 720 840 960 Hyd No. 3 Monday, 02 / 13 / 2023 = 3.596 cfs = 716 min = 7,261 tuft = 73" = Oft = 6.00 min = Type II = 484 Q (cfs) 4.00 3.00 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 37 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 02113 12023 Hyd. No. 14 DRAINAGE AREA 2 OUTFLOWS Hydrograph type = Combine Peak discharge = 10.34 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 20,509 cuft Inflow hyds. = 3, 9 Contrib. drain. area = 0.780 ac Q (cfs) 12.00 10.00 II 1 .m 4.00 2.00 0.00 0 120 240 — Hyd No. 14 DRAINAGE AREA 2 OUTFLOWS Hyd. No. 14 -- 10 Year 360 480 600 — Hyd No. 3 720 840 960 — Hyd No. 9 Q (Cfs) 12.00 10.00 N 4.00 2.00 0.00 1080 1200 1320 1440 Time (min) OUFALL #3 EXISTING Hydrograph Report 3 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Hyd. No. 3 PRE -DEVELOPED DRAINAGE AREA 3 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.530 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.05 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) = [(0.410 x 98) + (1.120 x 55)]11.530 Q (Cfs) 2.00 1.00 PRE -DEVELOPED DRAINAGE AREA 3 Hyd. No. 3 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 3 Thursday, 11 / 10 / 2022 = 1.491 cfs = 718 min = 3,176 tuft = 67" = Oft = 6.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) I Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 Hyd. No. 3 PRE -DEVELOPED DRAINAGE AREA 3 Hydrograph type = SCS Runoff Peak discharge = 5.769 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 11,547 cult Drainage area = 1.530 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) _ [(0.410 x 98) + (1.120 x 55)]11.530 Q (Cfs) 6.00 5.00 4.00 3.00 r M 1.00 0.00 0 120 240 Hyd No. 3 PRE -DEVELOPED DRAINAGE AREA 3 Hyd. No. 3 -- 10 Year 360 480 600 720 840 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 960 1080 1200 1320 1440 1560 Time (min) PROPOSED Hydrograph Report 4 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Hyd. No. 4 POST -DEVELOPED DRAINAGE AREA 3A Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.950 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.04 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) = [(0.560 x 98) + (0.390 x 61)] 10.950 191-1dQW9=11161:j41111:?MI►E&Me1NA_M7d Monday, 02 / 13 / 2023 = 2.368 cfs = 716 min = 4,781 cult = 83" = Oft = 6.00 min = Type II = 484 Q (CrS) Hyd. No. 4 -- 1 Year Q (Cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) Hydrograph Report 10 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 10 Bio #3 Routing Hydrograph type = Reservoir Peak discharge = 0.240 cfs Storm frequency = 1 yrs Time to peak = 744 min Time interval = 2 min Hyd. volume = 4,339 cuft Inflow hyd. No. = 4 - POST -DEVELOPED DRAIfE = 453.29 ft Reservoir name = Bio #3 Max. Storage = 2,229 cuft Storage Indication method used Q (cfs) 3.00 r it 1.00 Bio #3 Routing Hyd. No. 10 -- 1 Year 0.00 0 240 480 720 960 1200 1440 1680 Hyd No. 10 — Hyd No. 4 ® Total storage used = 2,229 cuft Q (cfs) 3.00 2.00 1.00 ___J_ 0.00 1920 Time (min) 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 5 POST -DEVELOPED DRAINAGE AREA 3B Hydrograph type = SCS Runoff Peak discharge = 0.427 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 866 cult Drainage area = 0.150 ac Curve number = 86" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.04 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.100 x 98) + (0.050 x61)]10.150 POST -DEVELOPED DRAINAGE AREA 313 Hyd. No. 5 -- 1 Year Hydrograph Report 15 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 15 DRAINAGE 3 OUTFLOWS Hydrograph type = Combine Peak discharge = 0.602 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 5,205 cuff Inflow hyds. = 5, 10 Contrib. drain. area = 0.150 ac DRAINAGE 3 OUTFLOWS Q (Cfs) Hyd. No. 15 -- 1 Year Q (Cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 15 — Hyd No. 5 — Hyd No. 10 Hydrograph Report 27 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Hyd. No. 4 POST -DEVELOPED DRAINAGE AREA 3A Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 2 min Drainage area = 0.950 ac Basin Slope = 0.0 % Tc method = User Total precip. = 5.57 in Storm duration = 24 hrs Inc. v2019.2 Peak discharge = Time to peak = Hyd. volume = Curve number = Hydraulic length = Time of conc. (Tc) = Distribution = Shape factor = Monday, 02 / 5.775 cfs 716 min 11,943 cuft 83" 0 ft 6.00 min Type II 484 13 12023 Composite (Area/CN) _ [(0.560 x 98) + (0.390 x 61)] 10.950 POST -DEVELOPED DRAINAGE AREA 3A Q (cfs) Hyd. No. 4 -- 10 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 0 120 240 360 480 600 — Hyd No. 4 720 840 960 1080 0.00 1200 1320 Time (min) Hydrograph Report 33 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Hyd. No. 10 Bio #3 Routing Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 4 - POST -DEVELOPED DRAIfE Reservoir name = Bio #3 Max. Storage Storage Indication method used. Q (cfs) 6.00 5.00 4.00 5 11 r M 1.00 Bio #3 Routing Hyd. No. 10 -- 10 Year Monday, 02113 / 2023 = 3.437 cfs = 722 min = 11,501 cult = 456.19 ft = 4,481 Cuft Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 10 —Hyd No. 4 ®Total storage used = 4,481 cuff 28 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 5 POST -DEVELOPED DRAINAGE AREA 3B Hydrograph type = SCS Runoff Peak discharge = 0.972 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 2,043 tuft Drainage area = 0.150 ac Curve number = 86" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.57 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(0.100 x 98) + (0.050 x61)]10.150 POST -DEVELOPED DRAINAGE AREA 3113 Q (cf5) Hyd. No. 5 -- 10 Year Q (Cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 5 Time (min) Hydrograph Report 38 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 15 DRAINAGE 3 OUTFLOWS Hydrograph type = Combine Peak discharge = 4.136 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 13,544 cult Inflow hyds. = 5, 10 Contrib. drain. area = 0.150 ac 91CL11►Y-.WM1011111;111614fby Q (cfs) Hyd. No. 15 — 10 Year Q (Cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 15 — Hyd No. 5 — Hyd No. 10 Time (min) OUTFALL #4 EXISTING Hydrograph Report 4 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hyd. No. 4 PRE -DEVELOPED DRAINAGE AREA 4 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 6.090 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = TR55 Time of conc. (Tc) Total precip. = 3.05 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) = [(0.650 x 98) + (5.440 x 55)]16.090 Q (cfs) 3.00 r IM 1.00 PRE -DEVELOPED DRAINAGE AREA 4 Hyd. No. 4 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 4 Thursday, 11 / 10 / 2022 = 2.227 cfs = 722 min = 7,770 cuft = 60" = Oft = 9.60 min = Type II = 484 Q (cfs) 3.00 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) I Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 Hyd. No. 4 PRE -DEVELOPED DRAINAGE AREA 4 Hydrograph type = SCS Runoff Peak discharge = 15.64 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 36,531 cult Drainage area = 6.090 ac Curve number = 60" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 9.60 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.650 x 98) + (5.440 x 55)] 16.090 Q (cfs) 18.00 15.00 12.00 • 11 . 11 0.00 0 120 240 Hyd No. 4 PRE -DEVELOPED DRAINAGE AREA 4 Hyd. No. 4 -- 10 Year 360 480 600 720 840 Q (cfs) 18.00 15.00 12.00 3.00 0.00 960 1080 1200 1320 1440 1560 Time (min) PROPOSED Hydrograph Report I Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Hyd. No. 6 POST-DEVELOEPD DRAINAGE AREA 4 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 8.330 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.04 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) _ [(5.110 x 98) + (3.220 x61)]18.330 Q (Cfs) 24.00 20.00 16.00 12.00 m 4.00 0.00 0 120 240 Hyd No. 6 POST-DEVELOEPD DRAINAGE AREA 4 Hyd. No. 6 -- 1 Year 360 480 600 720 840 Monday, 02 / 13 / 2023 = 21.74 cfs = 716 min = 43,919 cuft = 84" = Oft = 6.00 min = Type II = 484 Q (cfs) 24.00 20.00 16.00 12.00 4.00 0.00 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 11 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Hyd. No. 11 Wet Pond 1 Outflow Hydrograph type = Reservoir Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 6 - POST-DEVELOEPD DRAII E Ao4 Reservoir name = WET POND #1 Max. Storage Storage Indication method used. Q (cfs 24.00 20.00 16.00 12.00 M 4.00 Wet Pond 1 Outflow Hyd. No. 11 -- 1 Year Monday, 02113 / 2023 = 0.283 cfs = 1166 min = 43,637 cult = 430.58 ft = 32,221 cult Q (cfs) 24.00 20.00 16.00 12.00 tt 4.00 0.00 0.00 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time (min) — Hyd No. 11 —Hyd No. 6 ®Total storage used = 32,221 cult 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 7 POST -DEVELOPED 4 (UNDETAINED) Hydrograph type = SCS Runoff Peak discharge = 0.120 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 311 cult Drainage area = 0.240 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.04 in Distribution = Type II Storm duration = 24 1 Shape factor = 484 POST -DEVELOPED 4 (UNDETAINED) Hyd. No. 7 -- 1 Year Hydrograph Report 12 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 12 DRAINAGE AREA 4 OUTFLOWS Hydrograph type = Combine Peak discharge = 0.338 cfs Storm frequency = 1 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 44,026 cult Inflow hyds. = 7, 11 Contrib. drain. area = 0.240 ac • �m loop 3000 3600 — Hyd No. 11 4200 4800 5400 6000v VV Time (min) 29 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 12023 Hyd. No. 6 POST-DEVELOEPD DRAINAGE AREA 4 Hydrograph type = SCS Runoff Peak discharge = 51.78 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 107,602 cuft Drainage area = 8.330 ac Curve number = 84" Basin Slope = 0.0 % Hydraulic length = 0 It Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.57 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(5.110 x 98) + (3.220 x 61)] 18.330 POST-DEVELOEPD DRAINAGE AREA 4 Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs) 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 6 Time (min) Hydrograph Report 34 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Hyd. No. 11 Wet Pond 1 Outflow Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 6 - POST-DEVELOEPD DRAI1 Ao4 Reservoir name = WET POND #1 Max. Storage Storage Indication method used. Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 0 360 720 Hyd No. 11 Wet Pond 1 Outflow Hyd. No. 11 -- 10 Year 1080 1440 — Hyd No. 6 Monday, 02113 / 2023 = 11.20 cfs = 724 min = 107,238 cuft = 432.14 ft = 53,791 cuft Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 1800 2160 2520 2880 3240 3600 3960 Time (min) ® Total storage used = 53,791 cult 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 7 POST -DEVELOPED 4 (UNDETAINED) Hydrograph type = SCS Runoff Peak discharge = 0.701 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,408 tuft Drainage area = 0.240 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.57 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 POST -DEVELOPED 4 (UNDETAINED) Hyd. No. 7 -- 10 Year Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 7 Time (min) Hydrograph Report 35 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 02113 12023 Hyd. No. 12 DRAINAGE AREA 4 OUTFLOWS Hydrograph type = Combine Peak discharge = 12.43 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 108,772 cuft Inflow hyds. = 7, 11 Contrib. drain. area = 0.240 ac DRAINAGE AREA 4 OUTFLOWS Q (cfs) Hyd. No. 12 -- 10 Year Q (Cfs) 14.00 14.00 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 0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 Time (min) — Hyd No. 12 —Hyd No. 7 —Hyd No. 11 OUTFALL #5 EXISTING 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 Hyd. No. 5 PRE -DEVELOPED DRAINAGE AREA 5 Hydrograph type = SCS Runoff Peak discharge = 9.537 cfs Storm frequency = 1 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 24,757 cult Drainage area = 11.990 ac Curve number = 66" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 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) _ [(3.010 x 98) + (8.980 x 55)1111.990 Q (cfs) 10.00 . M 4.00 fM l l 0.00 0 120 240 Hyd No. 5 PRE -DEVELOPED DRAINAGE AREA 5 Hyd. No. 5 -- 1 Year 360 480 600 720 840 Q (cfs) 10.00 12 4.00 2.00 0.00 960 1080 1200 1320 1440 1560 Time (min) 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 Hyd. No. 5 PRE -DEVELOPED DRAINAGE AREA 5 Hydrograph type = SCS Runoff Peak discharge = 40.51 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 92,868 cult Drainage area = 11.990 ac Curve number = 66" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 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) = [(3.010 x 98) + (8.980 x 55)1111.990 Q (Cfs) 50.00 30.00 20.00 10.00 0.00 0 120 240 Hyd No. 5 PRE -DEVELOPED DRAINAGE AREA 5 Hyd. No. 5 -- 10 Year 360 480 600 720 840 Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 960 1080 1200 1320 1440 1560 Time (min) PROPOSED 17 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 17 POST -DEVELOPED AREA 5A Hydrograph type = SCS Runoff Peak discharge = 9.871 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 19,929 cult Drainage area = 3.960 ac Curve number = 83" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.04 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(2.330 x 98) + (1.630 x 61)] 13.960 Q (Cfs) 10.00 . m 4.00 f2 l 1 0.00 0 120 240 Hyd No. 17 POST -DEVELOPED AREA 5A Hyd. No. 17 -- 1 Year 360 480 600 720 840 Q (cfs) 10.00 M 4.00 2.00 0.00 960 1080 1200 1320 1440 1560 Time (min) 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 13 POST -DEVELOPED DRAINAGE AREA 5B Hydrograph type = SCS Runoff Peak discharge = 14.19 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 28,446 cult Drainage area = 6.530 ac Curve number = 80" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.04 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(3.430 x 98) + (3.100 x 61)]16.530 Q (cfs) 15.00 12.00 • 11 0.00 0 120 240 Hyd No. 13 POST -DEVELOPED DRAINAGE AREA 5B Hyd. No. 13 -- 1 Year 360 480 600 720 840 Q (cfs) 15.00 12.00 . mm 3.00 0.00 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 16 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 16 Extended Detention #2 Hydrograph type = Reservoir Peak discharge = 0.880 cfs Storm frequency = 1 yrs Time to peak = 772 min Time interval = 2 min Hyd. volume = 28,436 cult Inflow hyd. No. = 13 - POST -DEVELOPED DRAN%kGEIAM6n5B = 470.65 ft Reservoir name = EXTENDED DETENTION #2 Max. Storage = 13,514 cuft Storage Indication method used Q (cfs) 15.00 12.00 • 11 0.00 0 240 Hyd No. 16 Extended Detention #2 Hyd. No. 16 - 1 Year 480 720 — Hyd No. 13 960 1200 1440 1680 ® Total storage used = 13,514 cult Q (cfs) 15.00 12.00 • 11 . mm 3.00 ___J_ 0.00 1920 Time (min) 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 18 POST -DEVELOPED 5C Hydrograph type = SCS Runoff Peak discharge = 0.780 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,731 tuft Drainage area = 0.970 ac Curve number = 65" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.04 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(0.230 x 98) + (0.740 x 55)] 10.970 POST -DEVELOPED 5C Q (Cfs) Hyd. No. 18 -- 1 Year Q (Cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 18 Time (min) 19 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 19 POST -DEVELOPED 5D Hydrograph type = SCS Runoff Peak discharge = 0.863 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,034 tuft Drainage area = 1.330 ac Curve number = 63" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.04 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(0.240 x 98) + (1.090 x 55)]11.330 POST -DEVELOPED 5D Q (Gf5) Hyd. No. 19 -- 1 Year Q (Cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 19 Time (min) Hydrograph Report 20 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 20 Inflow Extended Detention #1 Hydrograph type = Combine Peak discharge = 12.15 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 52,131 cult Inflow hyds. = 16, 17, 18, 19 Contrib. drain. area = 6.260 ac Q (cfs 14.00 12.00 10.00 4.00 2.00 Inflow Extended Detention #1 Hyd. No. 20 -- 1 Year Q (cfs) 14.00 12.00 10.00 U11 . 11 4.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 20 —Hyd No. 16 —Hyd No. 17 —Hyd No. 18 Time (min) — Hyd No. 19 22 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 02113 12023 Hyd. No. 22 DRAINAGE 5 ED #1 OUT Hydrograph type = Reservoir Peak discharge = 3.106 cfs Storm frequency = 1 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 52,124 cuft Inflow hyd. No. = 20 - Inflow Extended DetentiorMx. Elevation = 455.73 ft Reservoir name = EXTENDED DETENTION #1 Max. Storage = 8,688 cuft Storage Indication method used DRAINAGE 5 ED #1 OUT Q (cfs) Hyd. No. 22 -- 1 Year Q (cfs) 14.00 14.00 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 0 240 480 720 960 1200 1440 1680 1920 Time (min) — Hyd No. 22 —Hyd No. 20 1 1 Total storage used = 8,688 cult 21 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 21 POST DEVELOPED 5 (UNDETAINED) Hydrograph type = SCS Runoff Peak discharge = 0.080 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 207 cult Drainage area = 0.160 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.04 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 POST DEVELOPED 5 (UNDETAINED) Q (Cfs) Hyd. No. 21 -- 1 Year Q (Cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 000 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 21 Time (min) Hydrograph Report 23 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 23 DRAINAGE 5 OUTFLOW Hydrograph type = Combine Peak discharge = 3.636 cfs Storm frequency = 1 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 52,334 cult Inflow hyds. = 21, 22 Contrib. drain. area = 0.160 ac Q (cfs) 4.00 3.00 r M 1.00 DRAINAGE 5 OUTFLOW Hyd. No. 23 -- 1 Year Q (cfs) 4.00 3.00 2.00 1.00 0.00 ' I I I I I 10.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Time (min) — Hyd No. 23 —Hyd No. 21 —Hyd No. 22 40 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 12023 Hyd. No. 17 POST -DEVELOPED AREA 5A Hydrograph type = SCS Runoff Peak discharge = 24.07 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 49,783 cuft Drainage area = 3.960 ac Curve number = 83" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.57 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(2.330 x 98) + (1.630 x 61)] 13.960 Q (cfs) 28.00 24.00 20.00 16.00 12.00 4.00 POST -DEVELOPED AREA 5A Hyd. No. 17 -- 10 Year 0.00 1 ' ' 0 120 240 360 480 600 — Hyd No. 17 720 840 Q (Cfs) 28.00 24.00 20.00 16.00 12.00 M 4.00 0.00 960 1080 1200 1320 Time (min) 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 13 POST -DEVELOPED DRAINAGE AREA 5B Hydrograph type = SCS Runoff Peak discharge = 36.91 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 75,459 cult Drainage area = 6.530 ac Curve number = 80" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.57 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(3.430 x 98) + (3.100 x 61)]16.530 Q (cfs) 40.00 30.00 20.00 10.00 0.00 0 120 240 Hyd No. 13 POST -DEVELOPED DRAINAGE AREA 5113 Hyd. No. 13 — 10 Year 360 480 600 720 840 960 1080 1200 Q (cfs) 40.00 30.00 20.00 10.00 � 0.00 1320 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Hyd. No. 16 Extended Detention #2 Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 13 - POST -DEVELOPED DRAN%kGEIAM6n5B Reservoir name = EXTENDED DETENTION #2 Max. Storage Storage Indication method used. Extended Detention #2 Monday, 02113 / 2023 = 14.54 cfs = 722 min = 75,448 cult = 473.08 ft = 30,912 cuft Q (CIS) Hyd. No. 16 — 10 Year Q (Cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800 Time (min) — Hyd No. 16 —Hyd No. 13 ®Total storage used = 30,912 cult Hydrograph Report 41 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Hyd. No. 18 POST -DEVELOPED 5C Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.970 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.57 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) = [(0.230 x 98) + (0.740 x 55)] 10.970 Q (cfs) 4.00 5 11 r M 1.00 0.00 0 120 240 Hyd No. 18 POST -DEVELOPED 5C Hyd. No. 18 -- 10 Year 360 480 600 720 840 Monday, 02 / 13 / 2023 = 3.374 cfs = 718 min = 6,747 cuft = 65" = Oft = 6.00 min = Type II = 484 Q (cfs) 4.00 3.00 2.00 1.00 0.00 960 1080 1200 1320 1440 1560 Time (min) 42 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 19 POST -DEVELOPED 5D Hydrograph type = SCS Runoff Peak discharge = 4.254 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 8,516 tuft Drainage area = 1.330 ac Curve number = 63" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.57 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.240 x 98) + (1.090 x 55)]11.330 Q (Cfs) 5.00 4.00 3.00 r IT 1.00 0.00 0 120 240 Hyd No. 19 POST -DEVELOPED 5D Hyd. No. 19 — 10 Year 360 480 600 720 840 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 43 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 20 Inflow Extended Detention #1 Hydrograph type = Combine Peak discharge = 35.49 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 140,494 cuft Inflow hyds. = 16, 17, 18, 19 Contrib. drain. area = 6.260 ac Inflow Extended Detention #1 Q (Cfs) Hyd. No. 20 — 10 Year Q (Cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 — Hyd No. 20 —Hyd No. 16 —Hyd No. 17 —Hyd No. 18 Time (min) — Hyd No. 19 44 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 21 POST DEVELOPED 5 (UNDETAINED) Hydrograph type = SCS Runoff Peak discharge = 0.467 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 938 cult Drainage area = 0.160 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.57 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 POST DEVELOPED 5 (UNDETAINED) Q (Cfs) Hyd. No. 21 -- 10 Year Q (Cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 21 Time (min) Hydrograph Report 45 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 22 DRAINAGE 5 ED #1 OUT Hydrograph type = Reservoir Peak discharge = 35.05 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 140,487 cuft Inflow hyd. No. = 20 - Inflow Extended DetentionWx. Elevation = 457.20 ft Reservoir name = EXTENDED DETENTION #1 Max. Storage = 14,440 cuft Storage Indication method used Q (CIS) 40.00 30.00 20.00 10.00 DRAINAGE 5 ED #1 OUT Hyd. No. 22 — 10 Year Q (cfs) 40.00 30.00 20.00 10.00 ' 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800 Time (min) Hyd No. 22 — Hyd No. 20 ® Total storage used = 14,440 cult Hydrograph Report 46 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Hyd. No. 23 DRAINAGE 5 OUTFLOW Hydrograph type = Combine Peak discharge = 36.01 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 141,429 cuff Inflow hyds. = 21, 22 Contrib. drain. area = 0.160 ac Q (cfs) 40.00 30.00 20.00 10.00 DRAINAGE 5 OUTFLOW Hyd. No. 23 — 10 Year Q (cfs) 40.00 30.00 20.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Time (min) — Hyd No. 23 —Hyd No. 21 —Hyd No. 22 POND REPORTS Pond Report 15 Hydrafiow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Pond No. 2 - WET POND #1 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation - 427.50 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft) 0.00 427.50 8,219 0 0 1.00 428.50 9,669 8,933 8,933 2.00 429.50 11,089 10,370 19,303 3.00 430.50 12,580 11,825 31,129 4.00 431.50 14,125 13,344 44,472 5.00 432.50 15,722 14,915 59,387 6.00 433.50 17,358 16,532 75,919 7.00 434.50 19,460 18,397 94,316 Culvert / Orifice Structures [A] Rise (in) = 36.00 Span (in) = 36.00 No. Barrels = 1 Invert El. (ft) = 423.75 Length (ft) = 50.00 Slope I%) = 4.00 N-Value = .013 Orifice Coeff. = 0.60 Multi -Stage = n/a Stage (ft) 8.00 Weir Structures Monday, 02113 / 2023 [B] [C] [PrfRsr] [A] [B] [C] [D] 2.50 15.00 Inactive Crest Len (ft) = 16.00 20.00 Inactive Inactive 2.50 25.00 0.00 Crest El. (ft) = 432.25 433.25 0.00 0.00 1 1 1 Weir Coeff. = 3.33 2.60 3.33 3.33 427.50 430.75 0.00 Weir Type = 1 Broad -- - 0.00 0.00 0.00 Multistage = Yes No No No 0.00 0.00 n/a .013 .013 n/a 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour) Yes Yes No TIN Elev. (ft) = 0.00 Note: CuIveNOnfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir nears checked for orifice conditions (ic) and submergence (a) Stage / Discharge 6.00 4.00 2.00 0.00 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 Total Q Elev (ft) 435.50 433.50 431.50 429.50 1 427.50 180.0 Discharge (cfs) Pond Report 21 Hydrafiow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Pond No. 6 - EXTENDED DETENTION #2 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation - 467.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft) 0.00 467.00 2,283 0 0 1.00 468.00 2,943 2,606 2,606 2.00 469.00 3,963 3,440 6,046 3.00 470.00 4,531 4,243 10,289 4.00 471.00 5,455 4,985 15,275 5.00 472.00 6,465 5,952 21,227 6.00 473.00 11,210 8,728 29,955 7.00 474.00 16,771 13,896 43,851 8.00 475.00 20,000 18,360 62,211 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 36.00 4.00 10.00 Inactive Crest Len (ft) = 16.00 50.00 Inactive Inactive Span (in) = 36.00 4.00 10.00 0.00 Crest El. (ft) = 472.75 474.00 0.00 0.00 No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 3.33 3.33 Invert El. (ft) = 461.73 467.00 470.50 0.00 Weir Type = 1 Broad -- -- Length (ft) = 100.00 0.00 0.00 0.00 Multi -Stage = Yes No No No Slope I%) = 0.01 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multistage = n/a Yes Yes NO TIN Elev. (ft) = 0.00 Stage (ft) 8.00 6.00 4.00 2.00 0.00 0.0 20.0 Total Q Note: CuIveNOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice condition (ic) and submergence (s). 40.0 60.0 80.0 Stage / Discharge Elev (ft) 475.00 473.00 471.00 469.00 467.00 100.0 120.0 140.0 160.0 180.0 200.0 220.0 240.0 260.0 Discharge (cis) Pond Report 28 Hydrafiow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2019.2 Monday, 02 / 13 / 2023 Pond No. 1 - EXTENDED DETENTION #1 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation - 452.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft) 0.00 452.00 1,422 0 0 1.00 453.00 'I'm 1,630 1,630 2.00 454.00 2,340 2,089 3,719 3.00 455.00 2,908 2,619 6,338 4.00 456.00 3,564 3,230 9,568 5.00 457.00 4,329 3,940 13,508 6.00 458.00 5,083 4,700 18,208 7.00 459.00 5,569 5,324 23,532 8.00 460.00 5,829 5,698 29,230 9.00 461.00 6,414 6,119 35,348 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 36.00 4.00 8.00 Inactive Crest Len (ft) = 16.00 12.00 Inactive Inactive Span (in) = 36.00 4.00 8.00 0.00 Crest El. (ft) = 456.50 458.50 0.00 0.00 No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 449.00 452.00 453.50 0.00 Weir Type = 1 Broad -- -- Length (ft) = 100.00 0.00 0.00 0.00 Multi -Stage = Yes No No No Slope I%) = 0.02 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 Yes Yes No TIN Elev. (ft) = 0.00 Stage (ft) 10.00 8.00 6.00 4.00 2.00 0.00 ' 0.0 30.0 Total Q Note: CuIveNOnfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir nears checked for orifice conditions (ic) and submergence (a). Stage / Discharge 60.0 90.0 120.0 150.0 180.0 210.0 240.0 Elev (ft) 462.00 460.00 458.00 456.00 454.00 1 452.00 270.0 Discharge (cfs) Pond No. 2 - WET POND #1 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 8.00 Top of pond Elev. 434.50 7.00 16.00 ft Riser Broad crested weir 6.00 WeirA - Elev. 432.25 WeirB - Elev. 433.25 5.00 15.0 x 25.0 in orifice 4.00 3.00 2.00 2.50 in orifice CulvB -Inv. 427.50 1.00 0.00 Stage (ft)� m of pond 427.50 CulvA - 50.0 LF of 36.0 in @ 4.00% Section 10-yr NTS 2 yr 1-yr Inflow hydrograph = 6. SCS Runoff - POST-DEVELOEPD DRAINAGE AREA 4 Project: 49821 SW Village 3 POST.gpw Monday, 02 113 / 2023 Pond No. 1 - EXTENDED DETENTION #1 Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc. v2019.2 10.00 Top of pond Elev. 461.00 6.00 16.00 ft Riser _#90.50 Broad crested weir WeirB - Elev. 458.50 6.00 a.00 8.00 in orifice CulvC - Inv. 453.50 2.00 4.00 in orifice CulvB -Inv. 452.00 10.00 Stage (ft) ottom of pond lev. 452.00 CulvA - 100.0 LF of 36.0 in @ 0.02% 100-yr 10-yr Section NTS 2-yr 1-yr Inflow hydrograph = 20. Combine - Inflow Extended Detention #1 Project: 49821 SW Village 3 POST.gpw Monday, 02 113 / 2023 Pond No. 6 - EXTENDED DETENTION #2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D@ 2019 by Autodesk, Inc. v2019.2 Top of pond Elev. 475.00 8.00 16.00 ft Riser Broad crested weir WeirA - Elev. 472.75 WeirB - Elev. 474.00 6.00 10.00 in orifice CuIvC - Inv. 470.50 a.00 z.00 4.00 in orifice CulvB -Inv. 467.00 0.00 Stage (ft)\ 3ottom of pond lev. 467.00 CuIvA - 100.0 LF of 36.0 in @ 0.01 % 100-yr 10-yr Section NTS 2-yr 1-yr Inflow hydrograph = 13. SCS Runoff - POST -DEVELOPED DRAINAGE AREA 5B Project: 49821 SW Village 3 POST.gpw Monday, 02 / 13 / 2023