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Home My WebLink AboutWPO202200047 Calculations 2022-11-15Southwood Villages 3 & 4 ALBEMARLE COUNTY, VIRGINIA DESIGN CALCULATIONS & NARRATIVE SUBMITTAL #1: NOVEMBER 11TH9 2022 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 Bryan D. Cichxti k Na 53741 11/10/22 EW-Ki 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 17.98 lb/yr via four bioretention basins, one wet pond, two extended detention basins, and a manufactured treatment device. The remaining 4.73 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 LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: SuNN.mU VHM m 3U LOCATION: COUNTY: A.—m D.W. M: C.c by UNITS ENGl13N NO (1) RVNORCA COEEP. C. PI MCRE ENT (S) ACCUM- OLA]ED I6) A CA TCTALRUM)F FENO MIT 191= O 11 191 VWER (l01 ATIONE LOWIX UD L.. 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S�Olsl Wyev p019)=a1L nno p51�R n14J nWJ 210 2 nJ 0 K 155 0110 0.111 6210 169 HA55 nW5 62) W W 210 2111 6➢1 Bp02.45.JJdO 631 6H 62J0 p9WJ Southwood Kllagas 3M PROJECT: LD-347 DESIGNED BY: LD-34] Checked: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION INLET STATION OUTLET WATER SURFACE EIEV. OIA PIPE Do (In) DESIGN DISCK Go (CFS) LENGTH PIPE LO (Ft) FRICTION SLOPE, Sfo (FT/FO FRICTION LOSS Hf (Ft) JUNCTION LOSS FINAL H (FC low Waled Sutl Elevatlm RM Ek Cow nl Vo Ho (FC OI N OM N42g HI Angle HA HI IS M OE M 102 10+68.50 453.89 18 7.55 68.5 0.44% 0.3 5.19 0.1 7.69 5.2 39.99 0.42 0.15 90.08 0.29 0.54 0 FALSE 0.85 454.73 460.03 OK -5.29 104 11+92.30 454.73 18 7.69 123.8 0.46% 0.57 5.2 0.1 0 0 0 0 0 0 0 0.1 0 FALSE 0.67 455.4 458.5 OK -3.09 107 10+24.79 459 15 0 20.8 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 FALSE 0 459 461.65 OK -2.65 109 11+98.04 459.26 15 0 173.25 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 FALSE 0 459.26 466.91 OK -7.65 111 12+82.19 462.39 15 0 84.15 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 FALSE 0 462.39 46].4] OK -5.08 202 11+29.]] 449.45 15 0.39 53.21 0.00% 0 2.28 0.02 0.2 1.87 0.37 0.05 0.02 47.68 0.03 0.07 0.09 FALSE 0.09 449.54 455.68 OK -6.14 204 10+87.69 449.82 15 0.2 32.15 0.00% 0 1.87 0.01 0 0 0 0 0 0 0 0.01 0.02 FALSE 0.02 449.84 455.82 OK -5.99 206 10+20.44 458.5 15 0.76 16.44 0.01% 0 2.76 0.03 0.33 2.16 0.71 0.07 0.03 13.41 0.01 0.07 0.09 FALSE 0.09 458.59 461.65 OK -3.06 208 10+52.40 458.68 15 0.33 31.97 0.00% 0 2.16 0.02 0 0 0 0 0 0 0 0.02 0.02 FALSE 0.02 458.7 461.63 OK -2.92 302 10+83.79 450.15 15 1.17 ]9.]5 0.03% 0.02 4.24 0.07 1.07 4.78 5.12 0.35 0.12 ]9.9] 0.23 0.43 0 FALSE 0.45 450.6 453.29 OK -2.69 304 11+51.48 451.05 15 1.07 67.69 0.02% 0.02 4.78 0.09 0 0 0 0 0 0 0 0.09 0.12 FALSE 0.13 451.18 455.75 OK 4.57 305 10+28.09 441.19 15 6.75 28.09 0.93% 0.26 8.7 0.29 0 0 0 0 0 0 0 0.29 0 FALSE 0.55 441.74 450 OK -8.26 402 10+21.87 447.01 12 0.47 21.]] 0.01% 0 4.26 0.07 0 0 0 0 0 0 0 0.07 0.09 FALSE 0.1 447.1 455.5 OK -8.39 404 10+66.86 447.25 15 3.49 66.46 0.25% 0.17 6.64 0.17 0 0 0 0 0 0 0 0.17 0 FALSE 0.34 447.59 455.25 OK -7.66 506 10+24.10 433.6 24 25.74 18.02 1.29% 0.23 11.35 0.5 25.]] 14.16 364.88 3.11 1.09 94.66 2.18 3.]] 0 FALSE 4 437.6 440.05 OK -2.46 508 10+50.79 437.6 24 25.]] 26.7 1.30% 0.35 14.16 0.78 25.83 14.91 385.09 3.45 1.21 35.55 1.48 3.47 0 FALSE 3.82 441.42 444.26 OK -2.84 510 10+99.78 441.42 24 25.83 49.01 1.30% 0.64 14.91 0.86 25.95 14.92 387.28 3.46 1.21 ]6.]5 2.28 4.36 0 FALSE 4.99 446.41 448.53 OK -2.12 512 11+94.]] 446.41 24 25.95 94.99 1.32% 1.25 14.92 0.86 12.51 9.44 118.17 1.38 0.48 91.23 0.97 2.32 0 FALSE 3.57 449.98 458.85 OK -8.87 514 12+44.41 451.57 18 12.51 49.32 1.42% 0.7 9.44 0.35 11.74 9.34 109.63 1.35 0.47 27.76 0.47 1.29 0 FALSE 1.99 453.57 459.68 OK -6.11 516 13+18.74 453.57 18 11.74 74.39 1.25% 0.93 9.34 0.34 10.5 9.97 134.69 1 1.54 0.54 52.02 0. ] 1.65 0 FALSE 2.58 456.15 461.23 OK -5.08 518 14+50.67 456.15 18 10.5 132.05 1.00% 1.32 9.97 0.39 7.14 8.35 59.6 1.08 0.38 50.76 0.54 1.31 1.7 FALSE 3.02 459.17 464.73 OK -5.56 520 15+02.26 459.17 18 7.14 51.67 0.46% 0.24 8.35 0.27 7.16 8.26 59.11 1.06 0.37 12.05 0.14 0.78 0 FALSE 1.02 460.18 465.81 OK -5.63 522 15+41.29 460.18 15 7.16 35.48 1.23% 0." 8.26 0.26 3.]] 7.54 28.44 0.88 0.31 74.62 0.54 1.11 0 FALSE 1.55 461.73 466.83 OK -5.1 524 15+]].14 461.73 15 3.48 35.85 0.25% 0.09 7.36 0.21 0.75 5.15 3.85 0.41 0.14 0 0 0.35 0.46 FALSE 0.55 462.28 467.29 OK -5.01 526 18+18.22 462.81 15 0.75 241.08 0.01% 0.03 5.15 0.1 0 0 0 0 0 0 0 0.1 0.13 FALSE 0.16 462.97 472.68 OK -9.71 530 10+60.23 450.93 15 6.28 59.26 0.95% 0.55 6.01 0.14 5.48 5.92 32.42 0.54 0.19 75.02 0.36 0.69 0 FALSE 1.25 452.18 459.21 OK -7.03 532 10+99.67 452.18 15 5.48 39.49 0.72% 0.28 5.92 0.14 3.7 5.45 20.18 0.46 0.16 84.28 0.3 0.6 0.78 FALSE 1.07 453.25 459.19 OK -5.95 534 12+85.95 453.25 15 3.7 186.2] 0.33% 0.61 5.45 0.12 2.4 4.88 11.71 0.37 0.13 62.78 0.21 0.45 0.59 FALSE 1.2 454.45 461.]3 OK -7.29 536 13+25.29 4 1.45 15 2.4 39.34 0.14% 0.05 4.88 0.09 0 0 0 0 0 0 0 0.09 0.12 FALSE 0.17 454.62 462.04 OK -7.41 538 10+59.49 452.55 15 5.03 59.4 0.61% 0.36 9.89 0.38 4.45 8.61 38.34 1.15 0.4 3.13 0 0.78 0 FALSE 1.14 453.69 459.33 OK -5.64 540 11+22.84 455.71 15 4.45 63.35 0.47% 0.3 8.61 0.29 0 0 0 0 0 0 0 0.29 0.37 FALSE 0.68 456.38 462.35 OK -5.97 542 11+04.08 461.73 15 3.n 104.05 0.29% 0.3 7.54 0.22 1.25 7.06 8.8 0.]] 0.27 43.76 0.33 0.82 1.07 FALSE 1.37 463.11 459.3 OK -6.2 544 12+60.60 465.11 15 1.25 157.68 0.03% 0.05 7.06 0.19 0 0 0 0 0 0 0 0.19 0.25 FALSE 0.3 465.41 479.68 OK -14.26 607 10+54.41 456.T 15 9.99 50.41 2.39% 1.21 10.27 0.41 7.92 6.46 51.17 0.65 0.23 53.59 0.32 0.96 0 FALSE 2.16 458.94 4]0.8] OK -11.93 609 11+89.74 463.9 15 7.92 135.13 1.50% 2.03 6.46 0.16 3.64 7.35 26.75 0.84 0.29 27.26 0.25 0.71 0.92 FALSE 2.95 466.85 473.49 OK -6.64 617 11+01.21 466.85 15 1.25 100.46 0.04% 0.04 4.08 0.06 0.83 3.63 3.01 0.2 0.07 49.7 0.1 0.24 0.31 FALSE 0.35 467.2 4]2.58 OK -5.38 619 11+52.52 467.2 15 0.83 51.32 0.02% 0.01 3.63 0.05 0 0 0 0 0 0 0 0.05 0.07 FALSE 0.07 467.28 474.55 OK -].2] 615 10+34.60 461.9 15 1.7 34 0.07% 0.02 7.31 0.21 0 0 0 0 0 0 0 0.21 0.27 FALSE 0.29 462.19 4]0.8] OK -8.69 611 12+79.59 467.84 15 3.64 89.85 0.32% 0.29 7.35 0.21 2.n 6.82 18.87 0.]2 0.25 38.37 0.31 0. ] 1.01 FALSE 1.29 469.13 4]6.0] OK -6.94 613 13+19.87 469.96 15 2.]] 40.28 0.18% 0.07 6.82 0.18 0 0 0 0 0 0 0 0.18 0.23 FALSE 0.31 4]0.2] 476.55 OK -6.28 622 10+40.55 457.6 24 16.4] 34.4] 0.45% 0.16 10.91 0.46 14.35 9.93 142.42 1.53 0.54 89.58 1.07 2.07 0 FALSE 2.22 459.82 455.7 OK -5.87 624 11+15.46 459.82 24 14.35 ]4.91 0.40% 0.3 9.93 0.38 10.2] 6.]2 69.05 0.] 0.25 41.04 0.3 0.93 0 FALSE 1.23 461.06 470.32 OK -9.26 634 11+18.10 461.] 24 10.2] 116.]1 0.21% 0.24 6.72 0.18 10.42 7.58 79.01 0.89 0.31 10.79 0.12 0.6 0 FALSE 0.84 462.54 474.92 OK -12.38 636 12+5].18 462.83 24 10.42 139.0] 0.18% 0.25 ].58 0.22 0 0 0 0 0 0 0 0.22 0 FALSE 0.47 463.3 4T2.]5 OK -9.45 630 10+g0.55 459.82 15 2.26 ]4.54 0.12% 0.09 4.81 0.09 1.05 3.88 4.W 0.23 0.08 98.1 0.16 0.34 0." FALSE 0.53 460.35 465.6] OK -5.32 632 10+4p.55 460.35 15 1.05 31.99 0.03% 0.01 3.88 0.06 0 0 0 0 0 0 0 0.06 0.08 FALSE 0.08 460.44 465.72 OK -5.29 626 11+73.68 464.96 24 4.1 58.18 0.03% 0.02 7.01 0.19 2.35 5.96 14.04 0.55 0.19 59.21 0.31 0.69 0.9 FALSE 0.92 465.88 475.14 OK -9.26 628 12+13.66 466.22 24 2.35 39.95 0.01% 0 5.96 0.14 0 0 0 0 0 0 0 1 0.14 0.18 FALSE 0.18 466.4 475.18 OK -8.78 Water Quality Calculations 5. Virginia Runoff Reduction Method Worksheet Summary (On -site) 6. Common Plan of Development Overall Water Quality Tabulation (On -site) MQ VIryInM RunoARMuttIanMMOJ RnMvebpmenf Compllame5preae56ett - Ve[slon 3.0 oxtltta Rsda .e..espeaRamm a.1...n amp sr.mer-a speawdaem sw wlhp3,aas I®. v/exx unea.Qexelopmopm mPmlea No Site Information Port -Development Project (Treatment Volume and I-Oads) E..rT..IDi5WNed Area(a[rzt) x593 I Cheri: BMPQeaI n5 e[I moans fl4: xa115tda. cc .—PmjettJ No soMmvnnreof enttreemm[IIyJ J ® rom3 elvprompm mttreeJ J Pre RmewbPnent lane Coxer (avesl me.vope. y.re1�1-weamn.e ..ev.pm,pere xnW.e.l-e.mmeao•aa m. aem..eym=� r�nl� Pms-ow.lopmene Lana rmer (acres) sreem/own swrelmed-vc—, nvna..'cn-n.renc A. e a<a wearm= u Mn.-I, PC OK fnnslams Runoff Coelficia (Rv nlmmexl a, card, 0 Sass uenalmael I an rme voem o.elTa se[Imµl aaecea a, re.lTm EMC aN T. nan TR �e wed el N�airs mmam.-11 Lass or nMr.omxmr"On" ) candoesessocconarycant 0wsrmenmrpm� .smm M.nm` x..impmxu e mwem9vma pw¢wenpremre.imcerrc.m svrmyocenscaeCce.l=reel Jnot In.m r.rem/ryrespe. Cme.h—1 manroe.11 rrervµyrvspe.e P.P. .=tl�rea Ml.wlless.ronreal man wynmi Mr-Ol oM xs�r )m asx xrmen az xsrven N ue.eµamnon..l=-1 nw nw me.uacme. .- b�l tlzs xa' ra`e. -, h� )).0 weMoma Wmm eiand..ru -(om ard .-.To, MN imcer o.me.l=,e=1 s.0 zu mce.nm Cme.mereN u3) .oe..I." .. Cosa(—1 s.M n.. mcerere.. m.e, s)T 11 avlimpe.n.ml Msmwm.-1 me sN Sm T i Anas a.mW�l eareeh.al Trealmant Volume and Ncame nd Lead Treatment Volume and Nut Hard Load r"p`Oress^ossart aaar` nano nass) res�.n. �..n Im+tl � u3m ry aft nwn�ev. hr.a wm we.r, p nuussfe.w Mj3i me � hoM mm ..emr� . em T.ea. .melatie onri r..aeoe.n.m.mneee�. sv... mm toms Forc—osecause T .am.m— wm . s)ytl 34aW " Imauxnl� k�ourenl sent Real pose, T11 Nsae daa/oure.. 1 13.% 1xM MwlepientRlc.O 36.41 �31srI taax w'H p6M) Inured' i.aena/v711 nerce..p.r.anu3 m..e IiVWM osp oT. wmw.memn IVm�eMl ,n es�,, Maw pm m.+lbel �m� Inuw/ve/eeMe3mp.�me�ran.e�ouaaigpwa ump�.ery xwimpnweml am MM�b+I mm 'AW.�reeimemuers.mmmy:TP w load oercmvmme�mremu.mm.s ce�+�m avm rymn/men paervmwo)ea pepu rea 6.)t Ne. 16.tl0 ��ll Rremeprepmmynew..pe..nme..e.ne e ary0/nl e r/n, e ervleueealm/M enrwnnv..emoeuop.em megelmmm wmy me,mmm�.e.,mpe.,.m m.e, ramee...e. mmn�n..�m.e ama, n.� �mwmn Post-DweelOpMent Requirement for Tite Area TP Watl Retlu[tion ReOuiretl llb/yr) xx.Jx NNroaen bads (Informational Purposes Only) Drainage Area A Drainage AWaAWnd Cover (acres) 7,22 1012 Thrill 17.34 Stormwater Best Management Practices (RR = Runoff Reduction) —ounce may" rtwma Total Phosphorus Mailable for Removal In D.A. A Batty) F3533 Port Development Trertment Volume In DA A(W) <D.161 —ielett from aropaown 1156— Prett[e Runoff RedueNon Cards (AI Man,.d Turf[rcdN Arco (acres) ImpeMwa [overCredN Arco (acres) Volume font Upnream Runoff RsduNon (Na) Practice IN") RemalnRp RuroXValume (Na) Totl BMP Trea4rcm Valume(N) Phosphorus e drmal nndem,1%) Pro pla—WG Unnems, Norm Uprtream Phosphorus Wd Prattlar(ID) WPractlre(lb) PMWhmus Borrweed By Prattee lib) RemalnlnR Phosphorus Wad (lb) Downstream Prattles W be Employed z. Vegeureenm."Stea AD e. threat. nmnA,Tyaaas) I, - - xa. aurae.,armsdantng25ae 2"'en x h Nmae.-"Donie to CID sae (Z., w ban+a led'a'a CSSn.dl(irca w) mu4 amp dc vanr eam ay mc, Am as riper Am a All—te H111uJ19 Varac) mn(5aeeaB�Mpwwanl ,. wmea a.ememmepmdn -11 a a.ememaB(speran z. „aa anrclaewenpsee, „aa nndgmsae(spaced) a, Wepnttnm 1.Sola lees'Per Ad z. Ad wA., s.m Dry iwaenwaralm Urba, _alnraetesa,.1. c-an—lon area ,..1affiloaacena1(wrraa) llfl eltio,n nprrael z. muperassl ."an Removal Efficiency(A) NNroRen W. tram Upotmam Practices(Ibs) U.d N"en Wad to Practice (Its) ."on Renneed By Plastics (Its) Remaining Naro,m Wad pas) nls l't s aR NH w lsce,.zl�� - s6 ,.,1v 1.. Ice )sPn.z) to ,,,,e F.,s,ro,nsxea, ere �M,t, ., so a D D o D nm am Dm nm G,R, AM) 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 REMOVAIN 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 TOTALIMPERHOUSCWERTREATED)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 REMWED WITHOUT RUNOFF REDUCTION PMCTICES IN D.A. A)I!/y,) 6.20 TOTAL PHOSPHORUS REMWED WITH RUNOFF REOUCl10N PRACTICE3I N D.A. A)I!/to 6.52 TOTAL PHOSPHORUS LOADREWCFION 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 RENEWED PATH RUNOFF REDUCTION PMRCES IN D.A. A) I!/y,) 1 46.32 SEE WATER QUALITY COMPLMNCE TAN FOR SITE CAICUTA TIONS(Infoimofion Only) 25 13.WeIPaetls ..RR) 14.N—Iu RMP eluretl I -RR) 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 Aral A land Cover laeml ASalls Bsolls CSolls DWWTUmIs..dinraa/opan I, assarl la.-DtlTsvi a--) 1" .'sam xCore-b—) 3.43 Pmx_Lmselsel Ypa,ediffim Nlq Total Phosphorus Available for Removal in D.A. B(lb/Yr) 0.54 Post Development Treatment Volumein D.A. Bih°) 13,E03s JCOSNIewal gag l IVI2nagemenl rCaunces )RR = RUNOR RCDURIDn) -Selecttrain droptlownlists- Runai Managetl Impervious VUpstream Runoa Remaining Treat vRemoval PM1osphoms Untreated Remaining prd[[i[! ReaducCrack ion Getlit CorearAssai rcd"R Upstream Re(n) ant Treatment Removal Wad Rom PM1ospM1oms Removenousd Rammed By Phosphorus Downrtream Pnttice to be Cred'n (%) Areaiacres) Assail Area )acres) Practical )Rai 10 Volume ih') Volume)ha) Fffidenry i%) Upmeam load to Practice )Ib) load (lb) Employed Practices (lb) Practice)Ib) ..vagarablesofmisPKas) 0 0 o n oN o.la 'L0 Ln.vegervhd.00f.(Ilo-.1 60 0 0 0 0 oN O.O] I- 2. 4. Grass Channel (RR) 77 4.a, Grass CMnnal Pop soil, RPa M3) EO o 0 o 7D0 oN oO] 'Es, On. Grass Clenal M Scils(s(ec Nil In 0 0 0 o aC0 oM 0.On aC0 4.r Grass Cmnml wit, Compoa Arre•tlei sons O O O o oC0 con 0.On Ina par ape Iwa spa gal or 1 40 1 244 1 343 1 1 5,440 I to. I 13,. 1 21 1 0.00 1 B54 1 0a 1 1. 1 6.a. ED p1 Nitrogen NNroRn Load Untreated NNrogen Remaining Removal ham llps[ream Nitrogen=. Removetl BY NRmgen -Wicienry)%) Practices (1bs) Practice (lbs) Practice (lbs) load (lbs) oa oa o.oD 0 aC0 rW O.O] 0. S. Dry Swale AR) 6. Bioretention (RR) owd.axAfidan ........_. _..._...-_....,_—.-- (sparx9l w IoI a Io o wI aLt oa om D.oB ].a.ln(Ibation Al l51ec N8) s0 0 0 000 OLO ON O.W ].b, lnfiltorion w Paxc P) 90 0 0 000 OLO ON 0.0] 8. Extended Detention Pond fill B.a, On., Inecplsl 8,1D, 0 $1W L. r, 3.BC OCO 0- 3.]6 Sib En.l Preenlsl Ss o 0 a o Ss o.00 ce. it. o.00 TOTALIMPERNOUSCOVERTREATED(ac 3.03 AREA CHECK: OK. TOTAL TURF AREA TREATED) 2.00 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. B (fix) 5,610 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B(Ib/yr R.54 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRUNCTICES IN D.A. a TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. B(IIbM 3.2T SEE WATER QUALITY COMPLIANCE TAB FOR SUE COMPLIANCE CALCULATIONS t0.a. wN Swale in V nec NIn) n n 0 0 30 000 OCO ON 000 IOb. wat Swale xE Pawc tell n 0 0 0 W 000 a- ON O.W .a.Fl[ering Prarriapl lSFec Nlll 0 0 OW OLO ON 0.0] SLb. Filtering Poo i¢p31SFerxlll 0 0 0 0 0 61 OW es- ON 0.0] 12. Constructed Weiland (no RR) t2.a..a¢—r..naxllsparxlll o B D o o.BB oa oaD D.m 13 b. ConNur4a wal Al(Saw xl3d 0 0 0 0 011 000 C,- ON 0.0] 13. Wet Ponds Ino RR) I3.a. wexerrODanucl a) 0 0 0 0 o so 0.00 000 om 0.00 ]3.n we Pooa xl lCoamlPlamllSprrala 0 0 0 0 o as 0.00 0. ren 0.00 tt... onaxllsper Ma) 0 0 0 0 0 ]s 0.0] ot0 oa0 0.0] 1La Wxa Ponaxl(Co-raINaln)ISPeralal 0 0 0 0 0 ss 0.00 000 000 0.00 oBB aaB ua B.BB ]. Infiltration UUI R. Extended Detention Pond (RR) 9. Sheetflow, to Fiher/Open Space (RR( TOTAL RUNOFF REDUCTION IN D.A. B(Ha) 5,000 NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (Iblytj 41.211 SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS(Infibrmatlon Only) 10. Wet Swale (Coa9al Plain) (no RR( 11. FiRering Practices(no RR) 12. Con dructed VWUantl (no RR) 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.54 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PMRICFS IN DA. B (Ib/yr D.00 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PMRICFSIN D.A.B(Ib/yr 5.27 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED INDA B(Ib/yr 5.27 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN DA. B(lb/yr 3.2] SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICFSIN D.A. B(Ib/yr Ol.]B NITROGEN RFMOVEDWITHOUT RUNOFF REDUCTION PRACTICES IN D.A.B(IDIW D.0G TOTAL NITROGEN REMOVED IN D.A.6(Ib/yr O .. 14. ManWatluretl BMP (no RR) Drainage Area C Drainage Area A land Cover laced Ailed, BSolls CSolls DWis Tatals Untl Cover Rv 1.vvvopen I, assert D.BO D.BO Manager Tnnlaver) D.BO D.BO ImRnlwa[ove,laereal D.DO D.DO Total D.DO Total Phosphorus Available for Removal in D.A. C(lb/Yr) ET Port Development Treatmen[VolumeinDACihs) D 11 JCOSNIW2TCr 6CSl IVlilnagemenC rrauices try, =RUNOn Reunsui of -Select fromdroptlown lists- RunaN Managetl Impervious Volumefrom Runoff Remaining TmaIBMP PRemoval Phosphorus Untreated Remaining prdRi[! on Tud Getlit CoaerCredR Uprtrcam Redfill Treatment Removal Wad Rom PM1ospM1orus Removed B) Removed Pbazpboma Downrtream Pnttice to be Credit Credit i%) Areaiacres) Area )acres) Pnttice )ha) )Rai 1. Volume iha) Volume)ha) Fffidenry (%) Upsream badto pnttice (fib) bad Qbs Employed Practices (lb) Prettice)Ib) 1. Vegetated Roof (RR) ..vegerabl Ponfxt(spereS) D o 0 C oN o.O] ot0 1B.vegctmnvofa2Dr- 1j 6o D D o n aN D.O] Ina 2. Rooftop r • zasmpl, Dxnnnxtion b N. Iris Rpernl sn o D D o D Dra poor D.O] oDo E., simple Dlsnnent-m CID sola ss o o D D D Dart am D.O] Dart Is, l Arrenter Fuv. as' w eiara[nne (e+ gC/D eo l)(sper cal sn o D D D D a. DOD 0.. oaD z d. To Dry well nr F—c' e.n an, Mmrn-mmm�nn Cl IGpssge) D o n D zs aDo O.aD D.O] oaD 2, T.Dry well or F-1, Dan allBD marn-m6bmrnn wz (sperxel D D D D zs oW O.aD D.O] oaD zrT-m nGad—M, samwl plan, Bl D D D D zs oDo O.aD D.O] oaD zg. IRea G arrenw3, M'vaBiorHen[ o n p3 (spx M BD o D D D So oDo O.aD D.O] oDo zn.Tv RvmCnc,H rvenngnperwsl o o D D D o oa o.DD D.m ow E..To sfo—ter Planner, D•Ban BOMent—(SpeC N, Appnvrs Al ao D D D D 35 at0 aN aO] aDo 4. Grass Channel (RR) 77 O.a, Graea Channel AIR s fl, Dear Al) ED o 0 0 oDo pan aO] at0 41, Grass CM1anll DID soile(sleC ail 1. D o 0 o11 Dar aN -Car aC0 e.e. Goss Cmnmlwith Comport Arre•tlal s fl, o D D o Dart a- -Car Dart per" have s, eat or 1 le 1 1 1D D D 01 a 1 DDD I am I it. I DDD Nitrogen NNml Load Untreated NNrogen Remaining Removal Rom Upstream Nitrogen bad to Removetl BY NRrogea Fficienry)%) Practices Qbs) Practice (Ibs) Practice (1bs) load (lbs) 0 1 CO Dan Inn Inn � 340 0.. DO, Dart S. Dry Swale (RR) 6. Biormention (RR) v:,x: w�.,.s6�w Isva=w91 D.m oa om D.w ].a.IMlbadonm lspacwfl) so 0 o ss o.m oa o00 0.00 zb. Inmtorm, wz Pac W) 90 0 0 ss o.O] ot0 oN o.W 8. Extended Detention Pond Fit R.a. FL., Inecwlsl 0 0 D.m ow oaD D.m Sib En.l Preenlsl Ss o 0 0 0 I, 0.00 oao it. o.00 TOTALIMPERWOUSCOVER TREATED(:[ 0.00 AREA CHECK: OK. TOTAL MAN AGED TURF AREA TREATED (ac) ODD ARFACHFCK: OK. TOTAL RUNOFF REDUCTION IN D.A. C (Wit 0 TOTAL PHOSPHORUS AVAILABLE FOR REMOVALIN D.A. C(Ib/yr 0.00 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTCES IN O.A.[(Ib/ 0.00 TOTAL PHOSPHORUS REMAINING AFIERAPPLYING RUNOFF REDUCTION PRACTICES IN O.A. C(Ib/yr 0.00 SEE WATERQUALITYCOMPLIANCE TAB FORSFFECOMPLIANCE iCALCUTATIONS 10.a. wN Swale in t,,cNIn) n n 0 0 30 000 oC0 ON 000 IDL Wrt Swale D Gac tell n 0 0 0 W 000 a- ON "A" .a.Fl[ering Practiapl (Spec Nlll 0 0 m OW ot0 ON 0.0] SLb. Filtering Poo imertSpec1111I 0 0 0 0 0 61 oW ot0 oN 0.0] 12. Constructed Weiland (no RR) t2,,.—Mea Wadanawl Rparmll o o D o o.RR Co, oaD D.m 12 b. ConNuc4a Wal Al(Spar xl3d 0 0 0 0 011 000 ot0 oN 0.0] 13. Wet Ponds Ino RR) In. wHPonsURpar Ma) 0 0 0 0 o so 0.0] ot0 oN o.0] ]3.n We Ponawl(C"'n"I'lnlO"eal 0 0 0 0 o as o.00 o00 ren o.00 I1.e WHPonaxl(spar Mp 0 0 0 0 o Ts o.0] on, oao 0.0] va.WxtPonaxl(r,-raIwaln)Rpae+lal 0 0 0 0 o ss o.00 o00 oao o.00 oRR aa: oa R.Rd ]. Infiltration(RR) R. Extended Detention R. Extended Detention Pond (RR) 9. Sheetflow, to FiNer/Open Space (RR) TOTAL RUNOFF REDUCTION IN OA C (FillO NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN OA C (Ib/yr 0.00 SEE WATER QUALITY COMPLFANCE TAB FOR SITE CALCUTANONS(Injormation Only) 10. Wet Swale (Coa9al Plain) (no RR) 11. FiRering Praatices(no RR) 12. Con dructed Weiland (no RR) TOTAL IMPERVIOUS COVER TREATED(ae 0.00 AREA CHECK: OR. TOTAL MANAGED TURF AREA TREATED(a[) 0.00 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (Ib/yr 22.T2 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. C(Ib/yr 0.00 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. C(Ib/Yr 0.00 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTCES IN D.A. C(IbM 0.00 TOTAL PHOSPHORUS LOAD REDUCTIONACHIEVEDIN D.A. C(Ib1V 0.00 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN DA C(Ib/yr 0.00 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICESIN D.A. C(Ib/yr 0.00 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTCES IN O.A. C(Ib/yr 0.00 TOTAL NITROGEN REMOVED IN DA C(Ib/Yr 0.00 14. Manufatluretl BMP (no RR) d LYm Drainage Area D Drainage Area A lead Cmer laeml ASalls BSolls CSolls DWis Tmals Untl Cheer Rv insert/open I, asses) D.BO D.BO Manageal,fhans) D.BO D.BO lmfenlwaComrae•es) D.BO D.BO Total D.BO Total Phosphorus Available for Removal in D.A. D (1b/Yr) 0.88 Post Development Treatment Volume in D.A. Dih°) D 3COSTW2TCr DCSI ivianagemenC YC3RICCs )RR = RUNOR Reunsui n) -Slletttrain droped own lists- RunaN Managetl Impervious Volumefrom Runoff Remaining TmaIBMP Phosphorus Phosphorus Untreated Phosphorus Remaining prdRi[! on Tud Getlit Upsream ReduRion Treatment Removal Wad Rom PM1ospM1orus Removed B) Phosphorus Downrtream Pnttice to be Crack Cred'n i%) Areaiacres) Anna(aredR Area )acres) Pnttice )ha) )Rai Volume ihs) 1ti Volume)ha) Fffidenry (%) Upsream Wad to pnttice )Ib) Wad(Hal bad Qbs Employed Practices(lb) Pmctice)Ib) 1. Vogel Roof (RR) ..vegetablerofm Dreares) D o 0 C oao C.. ot0 1n.VcicnaMPoof.(1r-p1l 6n D D o n oN D.O] Ina 2. Rooftop r • zasmple I—raCtion b N. son Rpan) sD o D D o D Dra oN D.O] oDo 1n. simple Irlamearl in CID snla and ss o o D D D one oN D.O] ot0 Is, Ira ArrenIrl ,In, Path as' w eiara[nne (e+ gC/D son)(oen car sn o D D D D am oN 0.. oaD z d. To Dry wra nr snnm e.n an,D Mmrn-mmmDnn Cl lspeene) o n D zs nal oaD D.O] oaD 1e. T.Dry well or Reran Dan AD mero-mtihm[nn wz lspaxal BD D D D D zs nan oaD D.O] oaD 1r Tnm =drnwy wl prerwsl D D n D zs oDo oaD D.O] oaD zg. IRea G ararn.4 M'—gi..arrConpz Ispx MI BD o D D D so nal oaD D.O] oDo z n. To xalnafer rvanen rag raper ws) o o D D D o oa oDD D.m ow E..To sto•mwater Planner, D•nan Bmcan,t n lspeC as, Appmlas A) ao D D D D Es at0 painoO] aDo 4. Grass Channel (RR) 77 O.a, Graea Channel AIR sal, npx N3) ED o 0 o aDo oN oO] at0 an. mass Cnanrel DID soils(oen A3) 1. D o 0 o11 "a oN D.O] "'A 4- Grass Chanml with Comport Mre•tlan soar o D D o "a oaD D.O] Inn per"nee s, ea) or 1 aD 1 1 1D D D 01 a 1 oa I am IoDDI as Nitrogen NNroRn Load a�Untreatedd NNrogen Remaining Removal Rom Upstream Nitrogen bad to Removetl BY NRrogeA Efficiency)%) Practices (1bs) Practice (Ibs) Practice (Ibs) load (lbs) ra Dra S. Dry Swale (RR) 6. Bioretention (RR) ®N�:,A6bwn (sva=w91 ].a.IMlbagonal lsparwfl) so 0 o ss o.m oa Pan 0.00 zb. Inmtormn wz Pac P) 90 0 0 ss o.O] ot0 oN o.W 8. Extended Detention Pond fill B.a. On., Ineewlsl 0 0 D.m ow 0. D.m Sib Enwzlsveenlsl Ss o 0 0 0 15 0.00 en. 0. o.00 TOTALIMPERNOUSCOVER TREATED(:[ 0.00 AREA CHECK: OK. TOTAL MANAGED TURF A=TREMED (ac) 0.00 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. D (�) 0 TOTAL PHOSPHORUS AVAILABLE MR REMOVAL IN D.A. D(Ib/yr 0.00 PHOSPHORUSTOTAL PRACTICES TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. D(Iecr 0.00 SEE WATER QUALITY COMPLIANCE TAB FOR SUE COMPLIANCE CALCUTATIONS 10.a. wN Swale in V nec NIn) n n 0 0 30 000 OCO ON 000 IDL wat Swale xE Pac tell n 0 0 0 W u a- ON O.W .a.Fl[ering Praetiapl lSFec Nlll 0 0 OW OLO ON 0.0] SLb. Filtering Poo i¢w31SFerxlll 0 0 0 0 0 61 OW es- ON 0.0] 12. Constructed Weiland (no RR) I2a.--rwmanaxllSvaexlll o B D o o.BB oa Ba0 D.m 12 b. ConNue4a wetland Al(Svc xl3d 0 0 0 0 011 u C,- ON 0.0] 13. Wet Ponds Ino RR) In. wexerrODanucl a) 0 0 0 0 o so o.00 000 om o.00 ]3.n we Poo: xl lCoamlPlamllSpreala 0 0 0 0 o as o.00 0. ren o.00 tt...Ponaxllsvc Ma) 0 0 0 0 o Ts o.0] ot0 oao 0.0] ]La Wxa Ponaxl(Co-raINaln)ISvaealal 0 0 0 0 o ss o.00 000 oao o.00 BBB aaB oa B.Bd ]. Infiltration(RR) S. Extended Detention S. Extended Detention Pond (RR) 9. Sheetflow, to FiNer/Open Space (RR) TOTAL RUNOFF REDUCTION IN D.A. D (fel NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D(Ib/Yr 0.00 SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS(Infibrmatlon Only) 10. Wet Swale (Coa9al Plain) (no RR) 11. FiRering Practices(no RR) 12. Con dructed Weiland (no RR) vRsm�Da._�yF.,,- "tea aa� DkD TOTAL IMPERVIOUS COVER TREATED (au 0.00 AREA CHECK: OR. TOTAL MANAGED TURF AREA TREATED AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (Ib/yr TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN DA. D �Ib/yr 0.00 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PMRICFS IN DA. D �Ib/yr 0.00 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PMRICFSIN D.A.DO �Ib/yr 0.00 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED INDA DIIb/yr 0.00 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN DA.DIIb/yr 0.00 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS HOFF REDUCTION PRACTICES IN D.A. O:Ib/yr 0.00 HOFF RFOUCf10NPMCTICFSIN D.A.D�Ib/yrI 0.00 TOTAL NITROGEN REMOVED IN D.A. D(Ib/yr 0.00 14. ManWatlu,e BMP Ino RR) Drainage Area E Drainage Area A land Cover laeml PSalls BSolls CSolls DWWTumls..dinsects., I, asses) ManagaaTnnhans) mfenlwaCoaer(ares) Callan DAE Tmal Phosphorus Available for Removal in DA E(lb/Yr) 0.88 Pos[Deeelopment Treatment Volumein D.A.Eih°) D 11 3COSNIW2ICr gag l ivianagemefll rrauices )RR = Runon RCDU scion) -SNetttrain droptlown fsts- RunaN Managetl Impervious Volumefrom Runoff Remaining TmaIBMP Phosphorus Phosphorus Untreated Phosphorus Remaining prdRi[! on Tud Getlit CoeerCredR Uprtream Reduetion Treatment Removal Wad Rom PM1ospM1orus Removedb) Phosphorus Downstream Pnttice to be Credit Credit i%) Area(acres) Area )acres) Pnttice )ha) )Ra) 1minRums( Volume ih') Volume)ha) Fffidenry (%) Distance Wad to Practice (lb) bad (lb) Employed Pratticez ilb) Prettice)Ib) 1. Vogel Roof (RR) ..vegerabl Roof Nt Reargs) D o 0 C oao Can ot0 1B.Vegefao,.00frCDr-p51 6o D D o n oN ran Ina 2. Rooftop r • zasmPla I—ralron b N. Iris Ream) sn o D D o D oDo oN Can oDo 1h. slmPlr Dl—naerl m CID sola crasrari ss o o D D D are ODD Canot0 z.. l enaea Fuv Pam as' w or Tra[nne (e+ gC/D soh)(sper M) sn o D D D D am oN Can oaD z d. To Dry wra nr F—c' onn m, Mmrn-mmmDan Cl Isparae) D o n D zs ado pan Can oaD 1eT.Dry wnl or F-1, D-an xz mero-mnam[no wz lsearxel an D D D D zs aon pan Can oaD 1r Tn"n Gamen is, saml Rear l D D n D zs CAM can Can oaD zg. IRea G araenwz, M'—gi..arrConpz Ispx MI BD o D D D So cal pan Can ooD r CCrRalmaaatc,H—nng(Sper Je) o o D D D o oa oaD Can ow E..To sto•mwater Plantrr, D man Bondero n ISpeC as, Appenl's N) QD o o D o zs at0 oN oO] aDo 4. Grass Channel (RR) 77 sia. Graea Channel P/B soil, near N3) ED o 0 o aDo oN oO] at0 OB.Grass Cl DID soils(spec D) to 0 0 0 o aC0 oN D.O] aC0 e.e. Goss Cmnml with Comport Rrre•nai soils o D D o oC0 oaD D.O] onn err"Ree s, gal or 1 aD 1 1 1 D 1 D 1 D 1 0 1 zs 1 oa I I. I it. I as Nitrogen NNroRn Load Untreated NNrogen Remaining Removal Romups[ream Nitrogen bad to Removetl BY NRrogea Ffgcienry)%) Practices (1bs) insider (lbs) Practice (lbs) load (lbs) 0 n al am 0 Can Call 0 0. Da Dan Call il Can am 0. Da Call no 0. Da Call Can Dra 0 Inn 34� Can S. Dry Swale (RR) 6. Bio etention (RR) csnax.n®wxa.,.s6,daw CAP 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 RR) 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 TOTALIMPERWOUSCOVER TREATED(:[ 0.00 AREA CHECK: OR. TOTAL MANAGED TURF A= TREATED (ac) 0.00 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN DA E (f? 0 TOTALPHOSPHORUSAVAIIABLE FOR REMOVALIN OA E(Ib/yr 0.M. US DES TOTALPHOSPHOR REMOVED ITH RUNOFF REDUCTION PRACT TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICESINOA E(Ilb� 0.00 SEE WATER QUALITY COMPLIANCE TAB FOR SUE COMPLIANCE CALCULATIONS 10.a.wNSwale N115pec Nlll 0 0 30 000 oC0 ON 000 IDL Wrt Swale wE (Spar, M1) n0 0 0 W u a- ON "A" .a.Fl[ering Praetiapl (spec Nlll 0 0 m OW ot0 ON 0.0] 111i. Filtering Poo i¢wllSpecw111 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 12 b. ConNue4a Watlana Al(Spar xl3d 0 0 0 0 011 000 ot0 oN 0.0] 13. Wet Ponds Ino RR In. VanxnawlDaa Ma) 0 0 0 0 o so 0.0] ot0 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 ado oa R.Ro ]. Infiltration(RR) S. Extended Detention S. Extended Detention Pond (RR) 9. Sheetflow, to FiNer/Open Space (RR) TOTAL RUNOFF REDUCTION IN D.A. E (fli')� NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. E)Ib/yr 0.00 SEE WATER QUALITY COMPLIANCE TAB FOR SITE OUCUTATIONS(I jarmation Only) 10. Wet Swale (Coa9al Plain) (no RR) 11. Filtering Practims(no RR) 12. Con dructed Wedana (no RR( wagwOm DAE TOTAL IMPERVIOUS COVER TREATED(ae 0.00 AREA CHECK: OR. TOTAL MANAGED TURF AREA TREATED(a[( 0.00 AREA CHECK: OR. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE(Ib/yr TOTAL PHOSPHORUS AVAl1ABLF FOR REMOVAL INOAF(Ib/yr 0.00 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A E(IbM 0.00 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTI S:N 0AA E(IbM 0.00 TOTAL PHOSPHORUS LOAD REDUCTION A[HIEVEO IN D.A. E(Ib/yr 0.00 'MAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. E(Ib/Yr 0.00 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN DA F(Ib/yr 0.00 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN DAF(IDIW 0.00 TOTAL NITROGEN REMOVED IN D.A. E(Ib/yr 0MID 14. ManWatlore l 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 i.gff Area mmwI wn wm ONnI ne I�NnI u%u l�oMl TotalP Ihlns mao0Yn1 mO teen, " mI t4,73 Total MWogan lfu lrl rm4un Puryme[I maolVvrl tno l�Nnl mm ObM 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: 44876 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) 13,223 Total TP Load Reduction Achieved (lb/yr) 17.98 Total TN Load Reduction Achieved (lb/yr) 112.16 Remaining Post Development TP Load 1842 (lb/yr) Remaining TP Load Reduction (lb/yr) Required 4.73 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 DA B DA. C D.A. D D.A. E Total TP Load Reduced (lb/yr) 12.71 5.27 0.00 1 0.00 0.00 17.98 TN Load Reduced (lb/yr) 70.88 41.28 0.00 1 0.00 0.00 112.16 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 5,440 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 1.22 0.00 0.00 0.00 CN adjusted 81 79 0 0 0 2-year return period RVwo RR(wzin) 2.01 2.01 0.00 0.00 0.00 RV w RR (wsan) 1.89 1.76 0.00 0.00 0.00 CN adjusted! 81 80 0 0 0 10-year return period RV wo RR(ws-in) 3.68 3.68 0.00 0.00 0.00 RV w RR(wzin) 3.55 3A2 0.00 0.00 0.00 CN adjusted 82 80 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 Feed 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 Phosphorus Reduction Required Phosphorus Reduction Provided Credits Purchased %Phosphorus Treated onsite WP0201900062 21.58 9.77 8.52 1.25 87.21% WPO2021000W 7.49 8.52 6.67 1.22 78.29% ORsite WPO202100004 291 0.18 0.63 0 350.00% WPO202100022 (Bock 11) 1.27 1.5 0.66 0.84 44.00% WPO202100022 (Back 12) 284 3.48 27 0.79 77.59°i% WP0202100038 4.88 4.5 3.07 1.43 68.22% 111ge 3, 4 & 5 24.57 22.72 17.98 4.74 79.14% Total f6.trl40.23 4.1 79.40"/0 'NOTE: MR GE 5IFUTUREI IS CONCEPTUALLYDESIGNED FOR IMP ERVIO US AREA CALCUWTIONS AND MM FAG LRY DESIGN AS PARTOFTHISWPO PLAR. 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 Thursday, 11 / 10 / 2022 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 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 Thursday, 11 / 10 / 2022 = 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 Thursday, 11 / 10 12022 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 DRAY E AohA 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 Thursday, 11 / 10 / 2022 = 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 Thursday, 11 / 10 / 2022 = 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 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 Thursday, 11 / 10 / 2022 = 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 9 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 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 14 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 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 Thursday, 11 / 10 / 2022 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 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 Thursday, 11 / 10 / 2022 = 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 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 Thursday, 11 / 10 / 2022 = 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 37 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 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:j41111MMI►EMMe1NA_M7d Thursday, 11 / 10 / 2022 = 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) 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 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 10 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 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) Hydrograph Report 15 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 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 = Thursday, 11 / 5.775 cfs 716 min 11,943 cuft 83" 0 ft 6.00 min Type II 484 10 / 2022 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) 28 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 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 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 Thursday, 11 / 10 / 2022 = 4.891 cfs = 720 min = 11,501 cult = 455.93 ft = 4,216 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 = 4,216 cuff Hydrograph Report 38 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 Hyd. No. 15 DRAINAGE 3 OUTFLOWS Hydrograph type = Combine Peak discharge = 5.632 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 Q (cfs lif 6.00 5.00 4.00 5 11 1.00 Q (cfs) 6.00 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. 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 Thursday, 11 / 10 / 2022 = 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) 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 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 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 Thursday, 11 / 10 / 2022 = 0.294 cfs = 1152 min = 43,716 cult = 433.21 ft = 32,013 cuft 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 = 32,013 cult Hydrograph Report 12 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 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 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 Thursday, 11 / 10 / 2022 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) 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 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 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 DRAII EE*iUFaAo4 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 Thursday, 11 / 10 / 2022 = 12.21 cfs = 724 min = 107,364 cuft = 434.74 ft = 53,066 cuft Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 1800 2160 2520 2880 3240 3600 3960 ® Total storage used = 53,066 cuft Time (min) Hydrograph Report 35 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 12022 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 Thursday, 11 / 10 / 2022 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 fM l l 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 Thursday, 11 / 10 / 2022 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) 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 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 Thursday, 11 / 10 / 2022 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 16 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 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) Hydrograph Report 20 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 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 21 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 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 22 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 Hyd. No. 22 DRAINAGE 5 ED #1 OUT Hydrograph type = Reservoir Peak discharge = 3.605 cfs Storm frequency = 1 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 52,127 cult Inflow hyd. No. = 20 - Inflow Extended DetentionWx. Elevation = 459.49 ft Reservoir name = EXTENDED DETENTION #1 Max. Storage = 7,703 cuft Storage Indication method used Q (cfs) 14.00 12.00 10.00 It '. $ t 4.00 r M DRAINAGE 5 ED #1 OUT Hyd. No. 22 -- 1 Year Q (cfs) 14.00 12.00 10.00 . t] 4.00 2.00 0.00 - ' I I I I I 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Time (min) — Hyd No. 22 —Hyd No. 20 ®Total storage used = 7,703 cuff Hydrograph Report 23 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 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 Iy I 1 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 40 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 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 Thursday, 11 / 10 / 2022 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 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 Thursday, 11 / 10 / 2022 = 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 Thursday, 11 / 10 / 2022 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 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 Thursday, 11 / 10 / 2022 = 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 43 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 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 Thursday, 11 / 10 / 2022 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 46 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 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 Hydrograph Report 45 Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2019.2 Thursday, 11 / 10 / 2022 Hyd. No. 22 DRAINAGE 5 ED #1 OUT Hydrograph type = Reservoir Peak discharge = 35.54 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 140,490 cuft Inflow hyd. No. = 20 - Inflow Extended DetentionWx. Elevation = 460.21 ft Reservoir name = EXTENDED DETENTION #1 Max. Storage = 9,967 cuft Storage Indication method used Q (cfs) 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 — -- 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Time (min) — Hyd No. 22 —Hyd No. 20 ®Total storage used = 9,967 cuff POND REPORTS 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. 437.00 7.00 16.00 ft Riser 6.00 WeirA - Elev. 434.75 5.00 15.0 x 25.0 in orifice 4.00 3.00 2.00 2.50 in orifice CulvB -Inv. 430.00 1.00 0.00 Stage (ft)``� EIev 430.60 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 Thursday, 11110 / 2022 Pond No. 1 - EXTENDED DETENTION #1 Hvdraflow Hvdrooraohs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc. v2019.2 Top of pond Elev. 463.00 6.00 16.00 ft Riser WeirA - Elev. 459.50 6.00 4.00 8.00 in orifice CulvC - Inv. 456.50 2.00 4.00 in orifice Culv6 -Inv. 455.00 0.00 Stage (ft) Bottom of pond Elev. 455.00 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 Thursday, 11110 / 2022 Pond No. 6 - EXTENDED DETENTION #2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 10.00 Top of pond Elev. 475.00 6.00 16.00 ft Riser Broad crested weir WeirB - Elev. 474.00 6.00 10.00 in orifice CulvC - Inv. 470.50 a.00 z.00 4.00 in orifice CulvB -Inv. 467.00 0.00 Stage (ff) �� ottom of pond lev. 467.00 CulvA - 100.0 LF of 24.0 in @ 0.01 % 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 Thursday, 11110 / 2022