Loading...
HomeMy WebLinkAboutWPO201800078 Approval - County 2020-01-06Keswick Hall Spa WPO 201800078 COUNTY OF ALBEMARLE, VIRGINIA DESIGN CALCULATIONS & NARRATIVE OCTOBER 22, 2018 REVISED: FEBRUARY 15, 2019 JANUARY 6, 2020 TIMMONS GROUP Toux VISION ACHIEVED THRO"AH OURS_ Prepared by: Craig Kotarski, PE Timmons Group 608 Preston Ave, Suite 200 Charlottesville, VA 22903 434.327.1688 3WG W.1. KOTARSKI I.ic. No. 0402048507 01-06-20.< Table of Contents Section Tide I Project Narrative 2 Pipe and Inlet Computations 3 Virginia Runoff Reduction Method Worksheet Summary 4 Pre -Developed HydroCAD Calculations 5 Post -Developed HydroCAD Calculations 6 Nutrient Credit Availability Letter Project Narrative This project includes the demolition of an existing parking spaces and garden area, construction of a spa facility, parking and associated utilities. Erosion & Sediment Control Limits of Disturbance is 2.60. An area of 2.02 acres was used for water quality and quantity calculations. Water Quality Compliance: The disturbed area of 2.02 acres was used for the water quality analysis. In the proposed condition there will be 0.94 acres of managed turf, 1.08 acres of impervious cover. Approximately 0.55 lb/yr of phosphorus shall be removed through the installation of permeable pavement. A total of 1.09 Ib/yr have been previously purchased. This plan now proposes an excess water quality treatment of 0.36 lb/yr. Water Quantity Compliance: Stormwater Quantity requirements for analysis point 1 will utilize a CMP detention system located within the parking area to meet all stormwater quantity requirements for this drainage area. Energy balance and channel protection for this analysis point are in compliance with all requirements. SECTION 2 PIPE AND INLET COMPUTATIONS FORM LD 204 ROUTE Club Dore PROJECT Keswick Hell Spa STORMINATER INLET COMPUTATIONS DESIGNER: CG CHECKED: SHEET OF DATE 3/30/2020 UNITS ENGLISH INLETSOFT BY ENSOFTEC DATE: 3/30/2020 LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: Keswick Hall Spa LOCATION: Charlottesville COUNTY: Charlottesville Designed by: CG Checked by: UNITS ENGLISH PIPE NO. FROM POINT TO POINT DRAIN. AREA "A" Acre 3 RUNOFF COEFF. "C" 4 CA INLET TIME Minutes 7 RAM FALL IdHr 8 RUNOFF INVERTELEVATIONS LENGTH of Pipe Ft. 12 SLOPE PUF[. 13 SIZE (Di.. Or SpaN w) In- 14 SHAPE Number ofpipes Capacity CPS 15 Friction Slope FOR. NORMALFLOW FLOWTIME REMARKS 18 INCRE- MENT 5 ACCUM- ULATED 6 Lateral CFS TualQ CPS 9 UPPER END 10 LOWER END ❑) Depth of Flow,M FL Area of FIow, An SgFt Hot Ft. Vu PtlScc 16 Et Ft. INC RE- MENT Minutes 17) ACCVMU -LATED Minutes 17) REFERENCE 1 STA. REFERENCE 2) STA. lot 102 100 0.00 0.00 0.00 5.90 &26 0.00 6.79 412.23 411.70 53.02 0.01000 24 Fluent. 1 24.51 0.00080 0.72 1.02 0.40 6.67 L41 0.13 6.03 103 104 102 0.00 0.00 0.00 5.27 6.45 0.00 6.79 413.50 412.33 116.56 0.01004 24 Circular 1 9.93 0.00600 1.30 2.17 0.58 3.13 1.46 0.62 5.90 105 106 104 0.00 0.00 0.05 5.19 6.48 0.00 6.79 413.97 413.60 36.95 0.01001 18 Circular 1 1139 0.00370 0.83 1.01 0.40 6.72 1.54 0.09 5.28 107 108 106 000 0.00 000 5.09 6.51 0.00 6.45 41590 414.07 57.73 0.02997 18 Circular 1 19.70 0.00330 0.59 0.65 0.32 9.98 2.14 0.10 5.18 109 ISWM3 OUT 1108 0.00 I 1 0.00 0.00 5.00 0.00 000 6.45 1 422.00 419.75 56.22 004002 18 Circular 1 1 22.77 0.00330 0.55 0.58 0.30 11.09 2.46 0.09 5.09 111 112 SWM3 IN 0.00 0.00 0.10 5.14 6.50 0.00 0.65 425.02 4N.79 2397 001001 12 Circular 1 3,86 0.00030 0.28 0.18 0.16 3.66 0.49 0,11 5.25 113 114 112 0.14 0.91 0.10 0.10 5.00 6.54 U.00 0.65 425AI 425.12 29.79 0.00973 12 Circular 1 3.81 0.00030 0.28 0.18 0.16 3.63 0.49 0.14 5.14 115 116 SWM3 IN 0.28 0.70 0.20 0.20 5.00 6.54 0.00 1.29 425.51 424.24 27.00 0.04704 12 Circular 1 8'.37 0.00120 0,27 0.17 0.15 7.73 1.19 0.06 5.06 117 118 SWM31N 0.26 0.52 0.14 0.60 5.61 6.35 0.00 3.82 42327 422.38 88.94 0.01MI 18 Circular 1 11.39 0.00120 0.60 0." 0.32 5.81 1.12 0.26 5.87 119 120 118 0.51 0.39 0.20 0.42 5.50 6.38 U.00 2.66 423.74 423.37 37.05 0.00999 I8 Circular 1 11.37 0.00060 0.49 0.51 0.28 5.25 0.92 0,12 5.61 121 122 120 0.26 0.47 0.12 0.16 5.28 6.45 U.00 1.06 425.98 423.84 7953 0.02691 15 Circular 1 11.48 0.00020 0.26 0.18 0.15 5.84 039 0.23 5.51 123 124 122 0.08 0.51 0.04 0.04 5.00 6.54 0.00 0.27 428.19 426.08 70.30 0.03001 12 Chew. 1 6.69 0.00010 0.14 0.06 0.09 4.16 0.41 0.28 5.28 125 126 120 O.U9 0.60 0.05 0.05 5.00 6.54 0.00 0.35 423.88 423.84 3.98 0.01005 l2 Circular 1 3.87 0.00010 0.20 0.12 0.12 3.07 0.35 0,02 5.02 127 128 118 0.06 0.32 0.02 0.02 5.00 6.54 0.00 0.12 424.02 42331 31.21 0.00993 12 Circular I 3.85 0.00000 0.12 0.06 0.08 2.25. 0.20 0.23 5.23 129 130 118 0.06 0.48 0:03 0.03 5.00 6.54 000 0.19 425.00 424.90 4.03 0.02481 12 Circular 1 6.08 0.00000 1 0.12 1 0.05 0.08 3.52 0.31 0.02 5 02 131 132 106 0.12 0.43 0.05 0.05 5.00 5.04 0.00 0.26 414A4 414.07 38.58 0.01996 15 Circular 1 9.89 0.00000 0.14 0.08 0.09 3.48 0.33 0,19 5,19 LD-347 HYDRAULIC GRADE LINE ANALYSIS INCIDENCE PROBABILITY -Year PROJECT: Keswick Hall Spa DESIGNED BY: CG Checked: INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA. PIPE Do In/mm) DESIGN DISCH. Q. CFS/CMS LENGTH PIPE Lo (FVM) FRICTION SLOPE, Ste (FT/FT) MM1 FRICTION LOSS Hf (FVM) JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (FVM) Inlet Shaping? YIN 0.5 Ht (FVM) FINAL H (FVM) Inlet Water Surface Elevetlon Top of MH Top of Inlet EI.. APPROX. Adjustment? Vo Conn. He FVM VI M/29 Hi(Epn) 0.35'MAX. (Vi2/2) SKEW "Is K Bend H (FVM) Sum HL (FVM) 1 2) 3 4 5 6 7 8 9 10 11 12 13 14 15 16 16 17 18 19 100 0.000 102 1 1411.700 2.00 1412L3001 24 6.787 53.02 0.00080 0.043 6.671 0.173 3.128 0.152 0.053 0.0 0.00 0.000 0.226 1 0.000 0.226 YES 0.113 0.155 1413.455, 420.930 O.K. 104 412.330 2.00 413.930 24 6.787 116.56 0.00606 0.707 1 3.128 0.038 1 6.724 1 0. 002 0.246 0.0 0.00 0.000 0.284 0.000 0.284 YES 0.142 0.849 414.804 418.490 O.K. 106 413.600 1.50 414.804 18 6.787 36.95 0.00372 0.137 6.724 0.176 9.980 1.547 0.541 0.0 0.00 0.000 0.717 0.000 0.717 YES 0.358 0.496 415.300 418.180 O.K. 132 414.070 1.25 415.300 15 0.262 38.58 0.00001 0.001 3.482 0.047 0.000 0.000 0.000 0.0 0.00 0.000 0.047 0.262 0.061 YES 0.031 0.031 415.331 421.270 O.K. 108 414.070 1.50 415.300 18 6.450 57.73 0.00336 0.194 9.980 0.387 11.086 1.908 0.668 0.0 0.00 0.000 1.055 0.000 1.055 YES 0.527 0.721 416.391 425.960 O.K. WM3 OU 419.750 1.50 420.950 18 6.450 56.22 0.00336 0.189 11.086 0.477 0.000 0.000 0,000 0.0 0.00 0.000 0.477 0.000 0.477 YES 0.239 0.427 422.546 427.000 O.K. LD-347 HYDRAULIC GRADE LINE ANALYSIS INCIDENCE PROBABILITY -Year PROJECT: Keswick Hall Spa DESIGNED BY: CG Checked: INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA. PIPE Do In/mm) DESIGN DISCH. Q. CFS/CMS LENGTH PIPE Lo (FVM) FRICTION SLOPE, Ste (FT/FT) MM1 FRICTION LOSS Hf (FVM) JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (FVM) Inlet Shaping? YIN 0.5 Ht (FVM) FINAL H (FVM) Inlet Water Surface Elevetlon Top of MH Top of Inlet EI.. APPROX. Adjustment? Vo Conn. He FVM VI M/29 Hi(Epn) 0.35'MAX. (Vi2/2) SKEW "Is K Bend H (FVM) Sum HL (FVM) 1 2) 3 4 5 6 7 8 9 10 11 12 13 14 15 16 16 17 18 19 SWM3_IN 0.000 118 1 422.380 1.50 142&580 18 1 3.817 88.94 0.00118 0.105 5.805 0.131 5.250 0.428 0.150 0.0 0.00 0.000 0.281 1 0.857 0.365 YES 0.182 0.287 1423.868, 428.570 O.K. 120 423.370 1.50 424.570 18 2.655 37.05 0.00057 0.021 1 5.250 1 0.107 1 5.837 0.529 1 0.185 1 0.0 0.00 0.000 0.292 1.270 0.380 YES 0.190 0.211 424.781 428.570 O.K. 122 423.840 1.25 424.840 15 1.055 79.53 0.00024 0.019 5.837 0.132 4.160 0.269 0.094 0.0 0.00 0.000 0.226 0.787 0.294 YES 0.147 0.166 426.236 430.260 O.K. 124 426.080 1.00 426.880 12 0.268 70.30 0.00005 0.004 4.160 0.067 0.000 0.000 0.000 0.0 0.00 0.000 0.067 0.268 0.087 YES 0.044 0.047 428.327 432.720 O.K. 116 424.240 1.00 425.040 12 1.289 27.00 0.00117 0.031 7.726 0.232 0.000 0.000 0.000 0.0 0.00 0.000 0.232 1.289 0.301 YES 0.151 0.182 425.775 429.910 O.K. 112 1 1424.780 1.00 1425.580, 12 0.654 1 23.97 0.00030 0.007 3.664 0.052 3.628 1 0.204 0.072 0.0 1 0.00 1 0.000 1 0.124 0.000 1 0.124 1 YES 0.062 1 0.069 1425.649 430.190 1 O.K. 114 425.120 1.00 425.920 12 0.654 29.79 0.00030 0.009 3.628 0.051 0.000 0.000 0.000 0.0 1 0.00 0.000 0.051 0.654 0,066 YES 0.033 0.042 425,962 429.790 O.K. 128 423.710 1.00 424.510 12 0,124 31.21 0.00001 0.000 2.251 0.020 0.000 0.000 0,000 0.0 0.00 0.000 0.020 0.124 0,026 YES 0.013 0,013 424.523 427.820 O.K. 130 424.900 1.00 425,700 12 0.190 4.03 0.00003 0.000 3.516 0.048 0.000 0.000 0,000 0.0 0.00 0.000 0.048 0.190 0.062 YES 0.031 0.031 425.731 427.190 O.K. 126 1423.840 1.00 424.781 12 0.353 3.98 0.00009 0.000 3.071 0.037 0.000 0.000 0.000 0.0 0.00 0.000 1 0.037 0.353 0.048 YES 0.024 0.024 424.805 427.070 1 O.K. SECTION 3 VIRGINIA RUNOFF REDUCTION METHOD WORKSHEET SUMMARY w__��a._.._.�, _. `� � - �,_____ . ..____. , �� �� Drainage Area A gbrmwater Beal Management Pmdic (RR=Rune RWu[tiwn) mirmynwanuurwmm�win rasa I- M Pertwwbw2lrexmomvelum TwwnlM iaY om 77�7- o. o. AAA AA roru e.m..o.�.rn,w«..wi.W a«:�namC� qan m rorµ..o... I rom —...o:..o.k w.r..ix--.e.— ww �.—I i. y.. o.... mnn oo0mm ommm� ' aMl� anllnoanl u. ei i. ae..mry 1.. am e pe nq memo nq SEE WATER pUAOiYCOM4LIRNCE TAB FOR SIII COM%IANC£ULCUTATIONS ®/M M—N mnu'fn M— sn�o/M imu xrtnm[x rtwu[o ix o.n. n yLMI XT Ids P.dW MR= erm Pbmpbwm A-iAwe A. R—Al In R.R. R pb/nl Pen wvmep sn.uwn V1— x on. a(M sd1R mw.t.tl R.nM ur rnmMeiu. wwgiew. env R.n.mm Putliu .Im`x Mma•„ellbl Fmp�J`em VA_(M VI—M E,1.71+1 wtlpbl 46444 px •nallbl r mwllel xlssxml xazmW oiuenn.nienealesm� W ml x.cvm[xwte4osdl� oi Lh«•nl �mfninpomMl`w wl mlipanml� nl �ry am try nl ry and mnelsv�w.�nal ppanl parml •. rw xa M++.l`sanl ren mnarrysoitlspanl entlswenol nol m mimnlV2eRl i4� xmyen vwmAbsl Remenp ".n m.a06s1 A. a��aaaaa���m� ro sRR lZ o,.., OR. roRu RUNDTF RR RUrnON IN ow. R MI .FR,n TO NINN RUNOFF MOULTON PA�M IN DiR�eM TOTu RxaerxOAUR REINIAN NO uaA nrnxwO RUNOFF RROUnwx RRunaR IN O.w ",ffl SRR Wp MR OWL;l CO.AlT TIR IL FSI RfOMW ..1c... RRJ we, N o��0000mmmmm� o��oa000mmmm� L A - 0�00 AR®R0�00 mmmm A mmmmm o oR..,oa..,RMI m mmm ommmm 0�000 D.A.M o xlmaRx RRxLAR, __ RUxars Rmxrnox Rurnas Ix on. R RMM sRR wnFRF Ox]IIIY rorO T.L. FAA FOR s,rR CAl... R,,.—Ne., nmrl ale 1Re+ —1—eel ®mmmm ® ho RRl m mmm m�mm 0®mmm aRhaRRI ®mm�m oI-RRImmmm ommmm o�mmm om�mm AM 0��o0000m�mm� o��000a�mmmm� TEG.. ARE CHMK ONE TGEALNAux c.SUIR wAmuTED�1 .<NE<N.GR. TOTAL PHOSPHORUS ASSIGNEE REWIRED ON SITE(lw, O Anb5 REMOVED WIN RUN ONES) WITHOUT RUNOFF REDUCTIN FRUCTOSE IN 0.9 yroM mTUEEMPHESPRODUS MINING AFTER APPLYING SUMP LOAD REDUCTIONS IN D.A. B BUYS LlEd SEE OVA TER OUALF Y COMPLIANCE TAB FOR SITE COMPLIANCE MCUTATLONS BW NITROGEN REMOVED wrtxou aye R ..,TO. vExorto lx Dax@m oW ommmm A LOAM o�mm ommmm onimge N . C Ids 7-1 n IlblermRamww M ow, glblwl r.ss oz..I.Rm.m nnam R.wm. m o.a <Irr'I Mmyerm Mmpbrm VMreautl _ RmnalXq Runts PraNn gtluMm rla iuOeM rtlre[It Eealavesl mamm PalaNm wR P.mwlM1mm M°yebm wMry Mmgerm nrPn Ruin rmmmM oNn Ml mlanesl n Ilr'I IH'1 valuarm M'I RIn'1 EMOerrcElnl neellbl wGAbl P�rmlly P upel nl:o.ol ml:o.ml �.a m wl irsa�wmllrnn :Ib aw=nl . nl nu �.ImK.al rm w.rnm R. 77 a��aaaaa���m� U l.q 1. ER,.,I anNECROF, TOTAL RUNOFF REMURON IN u.z c IffI „, qbM OTAIRNO:nNORUnRNnALNIN,.ITORn INGn,INOFFRM1cnON.ucna:INo..clon. SEE.., OUNfIFT COMVWNEE FAR FOR 9II COMVUdNCE GCCU... I -A, —all o��0000mmmmm� o��00000mmmm� 0�00 ®0�00 RRl mmmm IF mmmmm o oR..,o,..IRNI m mmm ommmm 0�000 - RUNOFF AIDUL-ON I" c(w) o .-..N REuovFu wnN RUNOFF FT...N vnam lxon clNlw 0 1. waTEn..FT roa .l R Ean Tonslx C41.00Al N.,f—N-OnNI o® I..RRI mm ®�mm ®mmmm ne ha uul ®mmmm WTN. IMPERVIOUS TOPER TREATED I••I WTN,MANMM7URF PwmurzD Nx q AREACHUSE. M. TOTAL PHOSPHORUS RBMOv L REWARD ON SITE VIOLAte C groM TmuPHAPH a.gro/yr W TUTNCIIB/yr:z:l TMnLBXOEPrpRYE RE WINING BMB WnB RE4VCTGNSIX G.P.fle/yr W SEE WA RR gUALT COMPLIANCE TAR FOR SITE COMPLIANCE CALCLUATTONS NOR AN REMOVED VV7N RUNOFF MDUCTON PRAOITIM IN Mw.CAbM xrcRNORn MEO wnxO .A. <ReM -IN NITROGEN REMOVED IN Oa. c DIV omm mm BI.�RRI ommmm ommm I—s LoulMwpbarm Patll.bbbrntV nn,nRD.A,0 )1 0 pw OrvebpmmtimrmeneVebmeln 0.0.01M1'I m nnfl'RmnalXq p Mnyeru. M®pbrm VMreantl _ Runts PraNn gtluMm iurla0ea rtn'Innlre[It Eealavesl nxm PalaNm w P.mwl W3M1om mO Mbro wMry Mmpbrm nr Ruin rmmmm oNn Ml ulanesl n Ilr'I IH'1 VGmn ry21 V uambealP'1 EMOerrcElnl n'ellbl n, Abl an P�rmlly P upel Mn-o I Ml:o.rvl 21 nl>rva:... :..p nbr'pbla �a m wl irsa�wmlI :Ib Inlrnn anl"lyernl a nl . mn-pf n5V.appem Al nl nu mtrlw�.al M w,nm mRiw�=m �a. n. a��aaaaa���m� reo MqA. FRIFFIDAR. ttolo<I oOU .[U.A aN. TOTAL RUNOFF REODUM IN O.A. O IKI TOTAL RiO' 011. I .FAIR DO D llM L rNOAPHOIUS REMAINING AFrzRAnnnxG RUNOFF RFOUMON nRacnaS IN O.A. O(IMI m SEE.., OUNEIIY COMVWNLE.. FOR SIrt CO.". [E[aE[U... All o��a000mmmmm� o��00000mmmm� 0�00 ®0�00 RRl mmmm AI mmmmm o Gn..,o,..IRM m mmm ommmm 0�000 o lMl o NNROGEN REMOVED OF- RUNOFF FFDUrnON FlUI I N o.A., ,A,i a[O 1. waiEn..FFro.MalnN[E Can FDA sett c I.ODAI rynD—U-dlvl A. o®mm I.. RR) ®�mm ®mmmm ha RR1 ®mmmm TRANS .. miu MAxwEDWH nw TREPTED x q WMACHILE. TEL TOTAL PNCESPXORYE MMOW L REWIRED OR SITE,eM oneM� WIT OUT JUNIOR REDUCION PIAOICES IN D� oleM TDTxL PxOE a.ole/n w D EVYe roTNPxmPxaxusxemuxlw APrexuxnno wPLOAo nxournaxs IN o.A OIIWn w SEE WAttp QUALW COMPLIANCE TA FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RU ROD ao Ne/n xITwGFx RFMovEowlTxou A.OZ TOTAL NITROGEN REMOVED IN Da. DIw ommmm PI.�NRI ommmm ommm I—s PnRimE (RR= Lew Phmph—P Nlnau R.nwa In D.R. E DI'VI Pm wweym.m immm,m V —In ow. E M) Mnyeru. M®pbrm VMreantl _ RmnAADv Runts Prn.- nnn, e- lnnOe rtlre[It Eealavesl nxmm MdMm wR P.mw, M1mm M°AA wMry --A. nr eu�n rmmmm oMn Ml ulanesl n Ilr'I IH'1 valuarm M'I a ln'1 EMOerrcElnl n'ellbl n, Abl En P�rm11y P upel nn of 2..e nlerv.:... o -1 :..P nrer'Pble mv� An I.. wI Am. :Ib I InWnl"L'11 a nl . Mn.nppem An —An, (f Al nI nu sdnlw�.al A Ann rm w,nm mRiw�=m �a. 77 n. a��aaaaa���m� TEol..lAM CHECK! M. DW AREA CHECK C. TOME UNION REoUEnoMIN D.A. EIM,I EAetr qnMED roRU PHOPHORW RENT AFTER aRRvwz RUMN REC.CTEN NE ICEVMD.a E(.m EC SEEAI IIF QVALCEE COMVWNCE IAB EOM 9II CONAPI.EMA GICUU CIE. A?Inn all o��0000mmmmm� o��00000mmmm� 0�00 ® awl a0�00 mmmm A mmmmm o oa..,o,..,RRI m mmm ommmm 0�000 E IMI o wEECAM REMCAE._". MHMM NMUu MM I.ES IMOA. E jffijpj M[O 1. MANE ..TEro.HaIAMECA. IN. sett CAI.norvs ryn)e,mmnw dlrl A. o® I..ERI mm ®�mm ®mmmm ne ha uul ®mmmm TOTAL IMPERVIOUS TOVER TREATED .. mini MANAOmrvNE AwmuTED Nl W n<NE<E.ON. TOTAL MNESPNONOS NIMOYAL REWIRED ON SITE Ob/n Ellb ; 3VE NANOUT RUNOFF DEDUCTION PINUCTORS IN ON EINM w .a[Ilb/n bPo E:z', MINE AFTER PPPLYINO IMP LOPO PEOYCiIONE IN OA. E RULVI PW SEE WA7R QUALITY COMPLIANCE TAR FOR SITE COMPLIANCE CALCULATIONS NO aez EOIM .NI.E.v[xwEOINOa IOR ommmm EI.�NNI ommmm ommm ����� �0oaoo �����a �0000� n �; .w �.w��,r'.�._.,,�a.. �� w,ar vaom:>�eaw rv�me.. oiwia�oo: :P.-, PEPPJ DED Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 BMP Design 5pecifimtions Lis[ 2013 Draft Stas&Specs Site Summary Total Randall(in) i 43 Ta.1 Disturbed Acre., I anz Site land Cover Summary Pre-ReDevelopment Land Cover (acres) Asolls BSWIs CSolls OSOIIs Totals %of Total F..AlOpen(acres) 0.00 0.00 0.0] 0.59 0.59 29 ManaSel Turf (acres) uW o.W O.W 0.86 0.86 43 Impervbui Cever(aaes) OW O.W o.W 0.57 0,57 28 2.02 100 Post-ReDevelopment land Cover (acres) A solls BSells CSolls OWES Tolals %of Total Forest/Open(acres) ono 0.W O.W I ons, 0,00 0 Managed Turf 1 0.00 1 0.00 1 0.00 1 0,94 1 0.94 47 Impers ieus Cmar(acres) I O.W 1 0.00 1 o.W I 1.08 1 1.08 53 02 100 Site TV and Land Cover Nutrient Loads Final Post -Development Po„ Post ptljusletl Pre IPaemmuebpmem ReDeaenpTeM Development Re0evelopmeM &liXewlmpervbus) (.lmpereus) Site Rv 0.62 0.51 0.95 0.50 Treatment Volume (it') 4,5]] 2,819 1,759 2,761 W Wad(Ib/yr) 2.89 lA L. 1.]3 Total TP Load Reduction Required(Ib/yr) S.- 038 0.90 Final P-1-Development load Pre - (post rammbpmeM&No. impervious) RDeve elopment TN ad Rb/p) M.5] 12.82 Site Compliance Summary Maximum Is pressman Ran had Gelo� In% pR ReDevelopment Final Post -Development Poet-ReDevelopment TP per ax TP Load per acreLoad per a.TP=d /acre b/ r IIb/acre/yr) Rb/acre/yr) 1.15 l.pE 1.17 Viyinle... Retlucllm MCImd WaMabeel Thal Runoff Volume Reduction lftal 716 round TIP Load Reduction Mhleved(lb/yr) 0,55 TOWI TV Load Redualon Achieved(lb/yr) 4.09 Remaining Peg DeuelopmedTP Wad 1,33 (lb/yr) Remaining TP Load RetluWon pb/yrl Required 0.73 Drainage Area Summary Forest/Open (anes) D.A.A 000 D.A.6 0.00 D.A.0 0.00 D.A.D 0.00 DAE 0.00 Total ODO Managed Turf l acres) 039 0,55 000 D00 0.. 090 Impervious Carer (acres) 070 038 000 0,00 0.0 108 Total Am. br s) j 1.09 1 0.93 1 ..DO I 0.. 0.00 2.03 Drainage Area Compliance Summary TP Load Reduced(lb/,) D.A.A 0.55 O.A-8 am D.A.0 0.00 D.A.D 0.00 D.A.E 000 Total O55 TR Load Reduced (lb/yr) 6.09 DO ODD DAO OAO 0.09 Drainage Area A Summary Land Cover Summary FnmA/Open(acrea) A Sails 0.00 BSalls OD] CSolls O.W Osalls 0.00 Total am %of Total 0 Managed Turf(acres) 0.00 0.0) VOU 0.39 0.39 36 Imperriouat rb.—A) DOo O.W DCO 0.70 0.70 64 1D9 BRAPSeledlons Managetl Turf lin,miom BMp Treatment Untreated TP lr) TP Mlyr) TP Remaining Oa Treatment Practice Ea(.nea)a I Volumelft'1 ITPLoadlmm [o PraNce pbs) (16/yrl 116/yd tobeEm [o be En Are arlatraa) prraotrcea(lba) Total Impervious Cover Tenured (no—) 031 Total Turf Area Treated(acres) Vw Summary Prim "his TMaITP land Retlur[nn Achieved in O.A. (1b/11) 0.55 TAll TN And Retluotion Achieved in (lb/yr) Drainage Area B Summary Land Cover Summary ASoils asoils Ewa=10,38 %ef Total Poran/oven lanes) Doo D.DD oDoD Managed Turf (acres) aw OM oD059 lmparvlous Coverlanesl 0.00 D.00 D.W41 O.M BMPSelecdons manages Turr mcerHoua BD.Treatment TP laWafrom tla uto TP Removes lP Remaming Uasaaslream Tmatmem Pnm[e Gea¢Area Dmxcrean I vo U. lfel upnream Pra to Praotia lbs lbs) 1 1 Ib 1 /vrl Ib 1 /vrl to be Eml etl pev (eves) Area la[res) Pra[II[es (lbi) Thal Impervious Cover Treatetl (a[m) 0,00 TMal Turf Area Teri (acres) 000 Total TP Loatl Reduction Achieved in D.A. (IbM) Dw Total TN Load Reduction Achieved in D.A. (IbM) 0.00 Drainage Area C Summary Land Cover Summary sorest/Open(acres) Rseik O.DO BSaih O.W [Bells O.W LOW., o.00 Total 0.00 %ar T., 0 Managed Turf(anes) O.CO Do] oio 0.00 D 0 Impervious Cover(aves) 0.00 1 Doo I am I OAO 1 0.00 0 BMPSeleations Managed Turf Impervious BMPTrea[men[ TPLoam lfro unMatetl TP Load 1P Removetl Was -'I Oovmstream Treatmerrt Practice Cretli[Area CoyeKretlN I volumefR°I Dan in rePractice llbs) (lb/yr) Qb/yr) to be Employetl (ncra) Are.(a[m) Pra[tlasflbs) TMaumpervlous Case, Treated p[res) 0.00 Total Tuff Area Trested(anes1 0.00 Bumrsry Pnm TMaITp Load Reduction Alhicetl in O.A. (lb/yr) O.aO TctW TN land Reduction Aebi-,d in D.A. (lb/yr) 000 Drainage Area D Summary Land Cover Summary Pavan/oven(acras) A Sotls DaD asails D.DO csoYs o00 osgls 0.00 rWl D00Managed Turf(acres) 000 oDo oao 0.00 Danlmparvlous mo cover(a«s) 0.00 D.Do Doo oao 0.00 BMPSelections m,n,gea Tuff Imprrvioua BMPTreatment TP lnadrram untreatetlalbs) TP Remavea lP Remaming Dasaaatream Tmatmem --in Crean Area Cover Cm., valumelfle) upnre,m to Pravda lbs 1 1 Ib 1 /vrl Ib 1 /vrl to be Eml etl Pav (e[res) Rrea la[res) Prannes (Ibil TMel Impervious Corer Treahtl(acm) 000 Total Tuff Area Treatetl(mrs) DOD Total Tp Land Mtlucsion Acbieaetl in D.A. Dw b/ Total TN Load Reduction A[bieved In D.A. b 0.00 Drainage Area E Summary land Cover Summary sorest/Open(a[res) Aseik O.DO BSails O.W CBeils D.W LOW., O.DO Tatll 0.00 %of T., 0 Managed Tan (acres) am Doo oW 0.00 Oa0 0 Impervlous Cover(aaes) 1 0.00 1 Doo I am I Doc 1 0.00 0 I D.m RMP selections Managed Turf Impervious BMPTrea[men[ TPLoadfrom UnMatetl TP Loatl 1P Removetl TPBemaining Oovmstream Treatmem PnN[e Cretli[Area CoyeKretlN I volumefft) Up" m rePractice llbs) (lb/yr) (lb/yrl to be Employatl (attes) Are.(a[ren Pnances(lbs) Totaumpervlaus Case, Treated p[res) 0.00 Total Tuff Area Trestetl(anesl 0.00 Summery Pnm Viyinla TMaITP Load Redudion Achieved in D.A. j i b /Yr) 0.00 Ta,"TN Land a d,dion Aebievad in D.A. D00 Ilb/Yr) Runoff Volume and CN Calculations 1-rear worm o-rear,domi ¢o-M,torm Target Rainfall Event llnl 1 2.92 1 3.51 535 Drain., Area, RV&Col DmInageAMA OnInage&rea9 Drainage AreaC Oralnage AreaO Drainage AM CN 92 97 0 0 0 RR (h) 716 0 0 0 0 2-year Mum period RRlwrinl 2.09 167 aW aW O.W Ww RR ('n-i1) L.. 1.67 O.CO '. O.Do 0,*M4 9O 07 0 0 0 byear Mum period RV wo RR wn) 2Ad 222 o.CO '. aOJ Raw M0vnN1 2.49 2.22 OCO am DOD u,edNnae 90 a2 n a D 10-year return period RuwoRtjwinl 4A3 3,90 a00 a00 0U0 Rvw RR lwsinl 43s 3.an aa0 on, Don w adpwa 19p 97 1 p 1 a u amrway Nat ... L-Jude Rat,-Att BMP wd. aap— m.ry anal. mlaa mmmaamm.a fia oe ad z c rimed., dooms ammo., pWeolme¢ nodal tam—ru inmumn3mrnderwaowrt a Gaokea and nowea,unoff wdneon aeon vmum aWgnatl .... -.11... dare BMP 81b a We. carnal 1 ..1 wor cnWe and uyrpompla. wa In. 0A 4ee,.,I Ronal III and n. m tw Wbinew erica. 2 ..u¢.,cart mange¢ Inougnwl be epreeGAsa. 3 Carl 2011 and 2013 BMP apmaeanrk lnb and apaeatlaMtl wad a weer, made, opam vidWM n due We. d Law Input melWl Ganged rem Wan blue m boomcahulalbn call clwapM M1om mA prey W light grey: and added bore recall call MlI h luwe wourehabofa3kwmu m,w.ta cad mVdearran®,ecul..are e...d TPland Iowa eveeon Wuvalue. 6 m, der-1=1lnlmmu, lawmen ar uuclmd reeWlm rwulrementPmlwclwmula wa¢Incwrapem MN BVACR58]663ARand unMrccrlaln cwcum¢lamec prpvp¢d enwwouc lP bed reeuGlon,puvemeq bbe nameenlanprbshoredut(Cw lawmen arm ] PA,kd bulldaded(...hdlan 1n flood dam user ln0r alwrr awn Awa,kGaW. am'd 1MRul �ilload arbdred awvmWel sae We. 9 arde TPBmelmdLme Wrawon pren]e warm, . , cce). d•Ibepwew bwm adedo wdmbk)m mCav .ocearvbr R.e.a.Inpm.nl.metre�nemel,adummn..,,e.aebwr.mweal�dllw.o.Innlnwaed sa pxgvAczsB]os3. 11 Fa�Omrorarrel(S—run lammtw gowned put,rereemw, ay and Lded Pelidea oy (6nmmays.dlma epme ooBwnm mpam donal7) ormmpae o, Iwn,ow 1a onma Preaeaavdcpmamala vdn.aevalopmem rise Mlbsledreryr(mw s]lldraaelocnalmmpenwn puma¢¢¢ dt 1d Comdederminewallwmrlabrmxanpenlwemver R,. 15 Comdeeemm¢ma¢dW,mulalpfibl¢bareaaM RJ¢mreemlopmenl geNan:a,rorappureewMn wllrym¢cnarge aalwwn preremvebgneMandpWLevekpmmlwlM no mllnc,eau¢In Ynmrncu¢ la "wed ucnm der Final Pos,"waloplrenl be Load Cover Summed be show com man ofreeerebpmem mean and new beer wallco,ran poem. detl lwwnmdamal adlon In blue (vlmn¢BaF,m�t?16)and lreporu angammolumm H W K, mwa l Z1 a)W cN an b leupbom alwnnew, Ind raervlouarover le Miry aOmreMzM d, wn 10an2➢% ulims are be, uNlud, antl Ir 1] eea mtryl¢ mmpleW dnrall' , 1B arde rereadmo.Wedum—oenwwwrobbaranda.A le,rb=dpum brllnew dewbpnenl weeds bmv 6. and calla U61-C{A) OA. am A added MI , HOmyramlc, Fllbnn0 Cerwre, 21 Adee, 7mII BMPTrea.. Vdome(n). dowan. 2S bou"I' ed paver, Toll and lmpmvbua inryl gels m awarof newIn gems ma w own pradm rise burden on 1 raw mlv R3 Con¢dldaWd BMP P,xero baMMq and a.M(RR pm RR wwII(Weacn pon. temody... won andwnh.w monew Redudbn. 2d AtlMtl'TWI on-proAveilebk be Removal In DA, _(Ibal'. R5 MMd buMn ro dear IMP com areas ordered der each pradlu, ffi Mtletl u.,pre-WW..1..1. mainryl For.HamNll m1Mre]1. wool antl w1Ie ZI Renamed CrWoand PMwMrvadabegry en ERWaledumn normal b RunRena l Cal are PnwynorvaMNdmn Removal Ercurel ear daly. 2B Real'RR' emm Ldumn beatlinmre Ito mnoR volume.,TP land emm umlm.pardem(nfitrA mry be RR ornorvliR pmoal de named'10. Wa1 Bxale(..IRain)'W'm..1 b BMP Madag In aka to amedve dam,. The prc4w 1.-11 euoad.but not nmlkdb pw(mew Plain. 30 Renendt'1d.Mmukclund BMPa'ttcaonM1mtlinOro'tl. ManukoWmtl Treeanml�vice's kremaiarengwiM Vigrve 6MP LkmnpM1wx. 91 AdWd'Mk Bb nbonpl"and'Micm Np lion NR'b BbmbnOmhuGy¢(6.aiN6 on Wb,rese vNy)Lom6p . 32 Replecedmmvdweabtm dltlme ennyctlbwiM Nmk cel; blotlwdl dirmculanineM eeW enOyreAa MwminOulmmlmhadeare mrapplimMe. Were pueWy deaden— and Id OprlmlzPo and reamn¢M br reed abnormal mart_ 31 Ad! 'Rarbere'ud Non VolumeeM TP 6y CrGneOe Pree'. % Andae wellon .door MvebpmM proemrowe 21-26) drum Voaam and CN and 96 Rmgenmtl and,emmed Channel and Fbdr Promenade orb W enal Voume and LN W more acurnal reined iMowmdion provitled 37 added over no: ryydly Indrawn, of RumR Volume are CN bb an water guaMTy valwlglon¢. 3B Renamed CN..owe be III, n der the CNa hmM on men and land down "¢for down dminomam dyf 39 Mredano Inl wour bunco. Five'MP Mr Msummary. updae from ra dl .,., MPI.. Vdume',TPLaad Man Up dwru pmdl d"ID Ramrod' and "iP mmelnln0 mNmma106ummery Wd. Op4mlz®l mnare"m "aa andellm woong eenunearea lleNlrwO JurawOmadm. d3 Andedw. Summery Wrd!waluflmlmnp munne bran '<>', Aemd EmorSnl preyT pan.ae cameey w summary We. Aae AS Add EnnsumWrvTedarosunWn M.dol ra anryoamm¢doown See WaorUminage Ares WMma premm) Fnded sunow imprwadwnan mr,pe neat' popurlsIf wel n Aatlee wmmery lmolmenon kr oneewroeW, mry mmlalez Bepdmbk. SECTION 4 PRE -DEVELOPED HYDROCAD CALCULATIONS 4S 13L Pre Area 1-1 (Offsite) Areas Combined (1-1 + 1-2) 12S Pre Area 1-2 (Onsite) Subcat Reacn on Link Keswick Hall_Spa_Analysis Points 1 (PRE) Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.780 83 VRRM SPREADSHEET D.A. A (4S) 2.020 87 VRRM SPREADSHEET D.A. B (12S) 2.800 86 TOTAL AREA Keswick Hall_Spa_Analysis Points 1 (PRE) Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.000 HSG D 2.800 Other 4S, 12S 2.800 TOTAL AREA Keswick Hall_Spa_Analysis Points 1 (PRE) Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 0.000 0.780 0.780 VRRM SPREADSHEET D.A. A 4S 0.000 0.000 0.000 0.000 2.020 2.020 VRRM SPREADSHEET D.A. B 12 S 0.000 0.000 0.000 0.000 2.800 2.800 TOTAL AREA Keswick Hall_Spa_Analysis Points 1 (PRE) Type 1124-hr 1-YR Rainfall=2.92" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 s1n 08663 © 2017 HydroCAD Software Solutions LLC Page 5 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment4S: Pre Area 1-1 (Offsfte) Runoff Area=0.780 ac 0.00% Impervious Runoff Depth>1.38" Tc=7.0 min CN=83 Runoff=1.83 cfs 0.090 of Subcatchmentl 2S: Pre Area 1-2 (Onsite) Runoff Area=2.020 ac 0.00% Impervious Runoff Depth>1.67" Tc=7.0 min CN=87 Runoff=5.65 cfs 0.281 of Link 131.: Areas Combined (1-1 + 1-2) Inflow=7.48 cfs 0.370 of Primary=7.48 oft 0.370 of Total Runoff Area = 2,800 ac Runoff Volume = 0.370 of Average Runoff Depth = 1.59" 100.00 % Pervious = 2.800 ac 0.00% Impervious = 0.000 ac Keswick Hall_Spa_Analysis Points 1 (PRE) Type 11 24-hr 1-YR Rainfall=2.92" Prepared by Timmons Group Printed 1/6/2020 HydroCAD@ 10.00-20 s/n 08663 @ 2017 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 4S: Pre Area 1-1 (Offsite) Runoff = 1.83 cfs @ 11.99 hrs, Volume= 0.090 af, Depth> 1.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=2.92" 0.780 83 VRRM SPREADSHEET D.A. A 0.780 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 7.0 Direct Entry, Subcatchment 4S: Pre Area 1-1 (Offsite) Type II 24-hr 1-YR Rainfall=2.92" Runoff Area=0.780 ac Runoff Volume=0.090 of Runoff Depth>1.38" LL Tc=7.0 min CN=83 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (hours) Keswick Hall_Spa_Analysis Points 1 (PRE) Type 1124-hr 1-YR Rainfall=2.92" Prepared by Timmons Group Printed 1/6/2020 HydroCAD@ 10.00-20 sin 08663 @ 2017 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 125: Pre Area 1.2 (Onsite) Runoff = 5.65 cfs @ 11.98 hrs, Volume= 0.281 af, Depth> 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=2.92" Area (ac) CN Description 2.020 87 VRRM SPREADSHEET D.A. B 2020 100.00% Pervious Area Tic Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 125: Pre Area 1-2 (Onsite) 6 � —I — — � — I— - ■ RunWf Type II 24-hr 6 1-YR RI infall=2.J2i' Runoff Area=2.020 ac _ 4 Runoff Volume=0.281 of u Runoff Depth>1.67" Tc=7.0 min CN=87 2 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) Keswick Hall_Spa_Analysis Points 1 (PRE) Type 1124-hr 1-YR Rainfall=2.92" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 sin 08663 @ 2017 HydroCAD Software Solutions LLC Page 8 Summary for Link 13L: Areas Combined (1-1 + 1-2) Inflow Area = 2.800 ac, 0.00% Impervious, Inflow Depth > 1.59" for 1-YR event Inflow = 7.48 cfs @ 11.98 hrs, Volume= 0.370 of Primary = 7.48 cfs @ 11.98 hrs, Volume= 0.370 at, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 13L: Areas Combined (1-1 + 1-2) Hydrograph 8 I I— I I I I II LBCI¢ — —I— —I— T —1— F 7, Inflow Area=2.800 ac 7- 6- 4 I T—I — — T 1 8 I ( I I I I I ( I I I I 11 12 13 14 15 16 17 18 Time (hours) ■ Inflow ■ Primary Keswick Hall_Spa_Analysis Points 1 (PRE) Type // 24-hr 2-YR Rainfall=3.54" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 9 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment4S: Pre Area 1-1 (Offsfte) Runoff Area=0.780 ac 0.00% Impervious Runoff Depth>1.89" Tc=7.0 min CN=83 Runoff=2.49 cfs 0.123 of Subcatchmentl 2S: Pre Area 1-2 (Onsite) Runoff Area=2.020 ac 0.00% Impervious Runoff Depth>2.22" Tc=7.0 min CN=87 Runoff=7.43 cfs 0.373 of Link 131.: Areas Combined (1-1 + 1-2) Inflow=9.91 cfs 0.496 of Primary=9.91 cfs 0.496 of Total Runoff Area = 2,800 ac Runoff Volume = 0.496 of Average Runoff Depth = 2.12" 100.00 % Pervious = 2.800 ac 0.00 % Impervious = 0.000 ac Keswick Hall_Spa_Analysis Points 1 (PRE) Type 11 24-hr 2-YR Rainfall=3.54" Prepared by Timmons Group Printed 1/6/2020 HydroCAD@ 10.00-20 s/n 08663 @ 2017 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 4S: Pre Area 1-1 (Offsite) Runoff = 2.49 cfs @ 11.98 hrs, Volume= 0.123 af, Depth> 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.54" 0.780 83 VRRM SPREADSHEET D.A. A 0.780 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 7.0 Direct Entry, Subcatchment 4S: Pre Area 1-1 (Offsite) Type II 24-hr 2-YR Rainfall=3.54" 2- Runoff Area=0.780 ac Runoff Volume=0.123 of Runoff Depth>1.89" LL Tc=7.0 min CN=83 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (hours) Keswick Hall_Spa_Analysis Points 1 (PRE) Type // 24-hr 2-YR Rainfall=3.54" Prepared by Timmons Group Printed 1/6/2020 HydroCAD@ 10.00-20 sin 08663 @ 2017 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 125: Pre Area 1.2 (Onsite) Runoff = 7.43 cfs @ 11.98 hrs, Volume= 0.373 af, Depth> 2.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.54" Area (ac) CN Description 2.020 87 VRRM SPREADSHEET D.A. B 2020 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftift) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 125: Pre Area 1-2 (Onsite) Type II 24-hr 2-YR Rainfall=3.54" 6 Runoff Area=2.020 ac 5 Runoff Volume=0.373 of v Runoff Depth>2.22" 4 LL Tc=7.0 min 3 CN=87 2 3 4 5 6 7 8 9 10 11 13 13 14 15 16 17 18 19 20 21 22 23 Time ft.,) Keswick Hall_Spa_Analysis Points 1 (PRE) Type 1124-hr 2-YR Rainfall=3.54" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 sin 08663 © 2017 HydroCAD Software Solutions LLC Page 12 Summary for Link 13L: Areas Combined (1-1 + 1-2) Inflow Area = 2.800 ac, 0.00% Impervious, Inflow Depth > 2.12" for 2-YR event Inflow = 9.91 cfs @ 11.98 hrs, Volume= 0.496 of Primary = 9.91 cfs @ 11.98 hrs, Volume= 0.496 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 8 — T — — U- 3 u 5 i — — 4 — — 3" 2 Link 13L: Areas Combined (1-1 + 1-2) Hydrograph I I I I aei a. Inflow Area=2.800 ac -I--,-I-- I -II- — i — } — li i I � li II li li i I I Ij .II . 9 10 11 12 13 Time (hours) ■ Inflow ■ Primary Keswick Hall_Spa_Analysis Points 1 (PRE) Type 1124-hr 10-YR Rainfall=5.35" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 13 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment4S: Pre Area 1-1 (Offsite) Runoff Area=0.780 ac 0.00% Impervious Runoff Depth>3.49" Tc=7.0 min CN=83 Runoff=4.49 cfs 0.227 of Subcatchmentl 2S: Pre Area 1-2 (Onsite) Runoff Area=2.020 ac 0.00% Impervious Runoff Depth>3.89" Tc=7.0 min CN=87 Runoff=12.67 cfs 0.655 of Link 131.: Areas Combined (1-1 + 1-2) Inflow=17.16 cfs 0.882 of Primary=17.16 cfs 0.882 of Total Runoff Area = 2,800 ac Runoff Volume = 0.882 of Average Runoff Depth = 3.78" 100.00 % Pervious = 2.800 ac 0.00 % Impervious = 0.000 ac Keswick Hall_Spa_Analysis Points 1 (PRE) Type 11 24-hr 10-YR Rainfall=5.35" Prepared by Timmons Group Printed 1/6/2020 HYdroCAD@ 10.00-20 s/n 08663 @ 2017 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 4S: Pre Area 1-1 (Offsite) Runoff = 4.49 cfs @ 11.98 hrs, Volume= 0.227 af, Depth> 3.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.35' 0.780 83 VRRM SPREADSHEET D.A. A 0.780 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 7.0 Direct Entry, Subcatchment 4S: Pre Area 1-1 (Offsite) Hydrograph ❑ Run.e Type II 24-hr 4 10-YR Rainfall=5.35rr Runoff Area=0.780 ac Runoff Volume=0.227 of Runoff Depth>3.49rr LL Tc=7.0 min CN=83 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 TIT. (hours) Keswick Hall_Spa_Analysis Points 1 (PRE) Type 1124-hr 10-YR Rainfall=5.35" Prepared by Timmons Group Printed 1/6/2020 HydroCAD@ 10.00-20 sin 08663 @ 2017 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 125: Pre Area 1.2 (Onsite) Runoff = 12.67 cfs @ 11.98 hrs, Volume= 0.655 af, Depth> 3.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.35' Area (ac) CN Description 2.020 87 VRRM SPREADSHEET D.A. B 2020 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 125: Pre Area 1-2 (Onsite) Type II 24-hr 10-YR Rainfall=5.35" Runoff Area=2.020 ac Runoff Volume=0.655 of Runoff Depth>3.89" Tc=7.0 min ---- -- CN=87 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (h—,rs) Keswick Hall_Spa_Analysis Points 1 (PRE) Type 1124-hr 10-YR Rainfall=5.35" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 sin 08663 © 2017 HydroCAD Software Solutions LLC Page 16 Summary for Link 13L: Areas Combined (1-1 + 1-2) Inflow Area = 2.800 ac, 0.00% Impervious, Inflow Depth > 3.78" for 10-YR event Inflow = 17.16 cfs @ 11.98 hrs, Volume= 0.882 of Primary = 17.16 cfs @ 11.98 hrs, Volume= 0.882 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 13L: Areas Combined (1-1 + 1-2) Hydrograph 17 Inflow Area=2.800 ac 1] ,5 ——T———,———,—I— ,5 14 13 — —I—T T— I—T —I —T T—I- 12- - r -r T I— T —I— T T —1 _ 11 - I" I - I - 'I -I -"' I - I t 10 _ _ T _ _ f _ _ _ _ _ T _ _ _ T I_ T _ 3 g I I I I I I I I T I I I I I u 5 5 — — — — — — — — — — — — — — — — — — — — — — — — — — — 5 I I I I I I I I I I I I I I I q 3 I I I I I I I I I I I I I 9 10 11 12 13 14 15 16 D 18 19 20 21 22 Time (hours) ■ h— ■ Primary SECTION 5 POST -DEVELOPED HYDROCAD CALCULATIONS 1S Post Area 1-3 (Offsite, detained) 2S Post Area 1-4 (Onsite, Detained) 17S 19 Post Area 1-5 (Onsite, SWM3 18L Undetained) Areas Combined Subcat Reach Aw Llrlk Keswick Hall_Spa_Analysis Points 1 (POST) Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.780 83 VRRM SPREADSHEET D.A. A (1S) 1.090 91 VRRM SPREADSHEET D.A. B (2S) 0.930 87 VRRM SPREADSHEET D.A. D (17S) 2.800 87 TOTAL AREA Keswick Hall_Spa_Analysis Points 1 (POST) Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.000 HSG D 2.800 Other 1S, 2S, 17S 2.800 TOTAL AREA Keswick Hall_Spa_Analysis Points 1 (POST) Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 0.000 0.780 0.780 VRRM SPREADSHEET D.A. A 1 S 0.000 0.000 0.000 0.000 1.090 1.090 VRRM SPREADSHEET D.A. B 2S 0.000 0.000 0.000 0.000 0.930 0.930 VRRM SPREADSHEET D.A. D 17 S 0.000 0.000 0.000 0.000 2.800 2.800 TOTAL AREA Keswick Hall_Spa_Analysis Points 1 (POST) Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) (ft"t) (inches) (inches) (inches) 1 19P 422.00 420.00 50.0 0.0400 0.013 18.0 0.0 0.0 Keswick Hall_Spa_Analysis Points 1 (POST) Type // 24-hr 1-YrRainfall=2.92" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 6 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchmentl S: Post Area 1-3 (Offsite, Runoff Area=0.780 ac 0.00% Impervious Runoff Depth>1.38" Tc=7.0 min CN=83 Runoff=1.83 cfs 0.090 of Subcatchment2S: Post Area 1-4 (Onsite, Runoff Area=1.090 ac 0.00% Impervious Runoff Depth>1.99" Tc=6.0 min CN=91 Runoff=3.63 cfs 0.181 of Subcatchmentl 7S: Post Area 1-5 (Onsite, Runoff Area=0.930 ac 0.00% Impervious Runoff Depth>1.67" Tc=6.0 min CN=87 Runoff=2.65 cfs 0.129 of Pond 19P: SWM 3 Peak Elev=425.29' Storage=0.051 of Inflow=5.39 cfs 0.271 of Outflow=2.55 cfs 0.271 of Link 18L: Areas Combined Inflow=4.92 cfs 0.400 of Primary=4.92 cfs 0.400 of Total Runoff Area = 2.800 ac Runoff Volume = 0.400 of Average Runoff Depth = 1.71" 100.00% Pervious = 2.800 ac 0.00% Impervious = 0.000 ac Keswick Hall_Spa_Analysis Points 1 (POST) Type 1124-hr 1-Yr Rainfall=2.92" Prepared by Timmons Group Printed 1/6/2020 HydroCAD@ 10.00-20 s/n 08663 @ 2017 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1S: Post Area 1-3 (Offsite, detained) Runoff = 1.83 cfs @ 11.99 hrs, Volume= 0.090 af, Depth> 1.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Yr Rainfall=2.92" 0.780 83 VRRM SPREADSHEET D.A. A 0.780 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 7.0 Direct Entry, Subcatchment 1S: Post Area 1-3 (Offsite, detained) Hydrograph 2 Type II 24-hr 1-Yr Rainfall=2.92rr Runoff Area=0.780 ac Runoff Volume=0.090 of Runoff Depth>1.38" LL Tc=7.0 min CN=83 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (hours) ❑ Runoff Keswick Hall_Spa_Analysis Points 1 (POST) Type 1124-hr 1-Yr Rainfall=2.92" Prepared by Timmons Group Printed 1/6/2020 HydroCAD@ 10.00-20 s/n 08663 @ 2017 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 2S: Post Area 1-4 (Onsite, Detained) Runoff = 3.63 cfs @ 11.97 hrs, Volume= 0.181 af, Depth> 1.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Yr Rainfall=2.92" 1.090 91 VRRM SPREADSHEET D.A. B 1.090 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fVsec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Post Area 1-4 (Onsite, Detained) Type II 24-hr 1-Yr Rainfall=2.92" 3 Runoff Area=1.090 ac Runoff Volume=0.181 of Runoff Depth>1.99" 2 LL Tc=6.0 min CN=91 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time Ihoursl Keswick Hall_Spa_Analysis Points 1 (POST) Type 1124-hr 1-Yr Rainfall=2.92" Prepared by Timmons Group Printed 1/6/2020 HydroCAD@ 10.00-20 s/n 08663 @ 2017 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 175: Post Area 1-5 (Onsite, Undetained) Runoff = 2.65 cfs @ 11.97 hrs, Volume= 0.129 af, Depth> 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Yr Rainfall=2.92" 0.930 87 VRRM SPREADSHEET D.A. D 0.930 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 6.0 Direct Entry, Subcatchment 175: Post Area 1-5 (Onsite, Undetained) Type II 24-hr 1-Yr Rainfall=2.92" 2- Runoff Area=0.930 ac Runoff Volume=0.129 of Runoff Depth>1.67" LL Tc=6.0 min CN=87 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (hours) Keswick Hall_Spa_Analysis Points 1 (POST) Type // 24-hr 1-YrRainfall=2.92" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 10 Summary for Pond 19P: SWM 3 Inflow Area = 1.870 ac, 0.00% Impervious, Inflow Depth > 1.74" for 1-Yr event Inflow = 5.39 cfs @ 11.97 hrs, Volume= 0.271 of Outflow = 2.55 cfs @ 12.08 hrs, Volume= 0.271 af, Atten= 53%, Lag= 6.4 min Primary = 2.55 cfs @ 12.08 hrs, Volume= 0.271 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 425.29' @ 12.08 hrs Surf.Area= 0.020 ac Storage= 0.051 of Plug -Flow detention time= 5.3 min calculated for 0.271 of (100% of inflow) Center -of -Mass det. time= 5.2 min ( 818.0 - 812.8 ) Volume Invert Avail.Storage Storage Description #1 422.00' 0.081 of 60.0" Round CMP Round 60" L= 180.0' S= 0.0033 7' Device Routing Invert Outlet Devices #1 Primary 422.00' 18.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 422.00' / 420.00' S= 0.0400'f Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Device 1 422.00' 7.5" Vert. Orifice/Grate C= 0.600 #3 Primary 425.29' 30.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 426.70' 2.4' long Sharp -Crested Rectangular Weir 0 End Contraction(s) rimary OutFlow Max-2.54 cfs @ 12.08 hrs HW=425.26' (Free Discharge) Culvert (Passes 2.54 cfs of 10.65 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.54 cfs @ 8.27 fps) =Sharp -Crested Rectangular Weir( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Keswick Hall_Spa_Analysis Points 1 (POST) Type // 24-hr 1-YrRainfall=2.92" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 sin 08663 © 2017 HydroCAD Software Solutions LLC Page 11 LL Pond 19P: SWM 3 - - _ - - - I- t -I - t - -I - IIIIIIIIII - -II II II II III II II 2 3 4 5 ■ ■ pPrimad..ry Inflow Area=1.870 ac Peak Elev=425.29' Storage=0.051 of III iL L _ �I_ 1 �IIIIIIIIIII Keswick Hall_Spa_Analysis Points 1 (POST) Type // 24-hr 1-YrRainfall=2.92" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 sin 08663 © 2017 HydroCAD Software Solutions LLC Page 12 Summary for Link 18L: Areas Combined Inflow Area = 2.800 ac, 0.00% Impervious, Inflow Depth > 1.71" for 1-Yr event Inflow = 4.92 cfs @ 11.99 hrs, Volume= 0.400 of Primary = 4.92 cfs @ 11.99 hrs, Volume= 0.400 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 18L: Areas Combined Hydrograph ■ Inflow ■ Primary Time (hours] Keswick Hall_Spa_Analysis Points 1 (POST) Type // 24-hr 2-YR Rainfall=3.54" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 13 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: Post Area 1-3(Offsite, Runoff Area=0.780 ac 0.00% Impervious Runoff Depth>1.89" Tc=7.0 min CN=83 Runoff=2.49 cfs 0.123 of Subcatchment2S: Post Area 1-4 (Onsite, Runoff Area=1.090 ac 0.00% Impervious Runoff Depth>2.58" Tc=6.0 min CN=91 Runoff=4.62 cfs 0.234 of Subcatchmentl7S: Post Area 1-5 (Onsite, Runoff Area=0.930 ac 0.00% Impervious Runoff Depth>2.22" Tc=6.0 min CN=87 Runoff=3.49 cfs 0.172 of Pond 19P: SWM 3 Peak Elev=425.79' Storage=0.061 of Inflow=7.03 cfs 0.357 of Outflow=5.60 cfs 0.357 of Link 18L: Areas Combined Inflow=8.02 cfs 0.529 of Primary=8.02 cfs 0.529 of Total Runoff Area = 2.800 ac Runoff Volume = 0.529 of Average Runoff Depth = 2.27" 100.00% Pervious = 2.800 ac 0.00% Impervious = 0.000 ac Keswick Hall_Spa_Analysis Points 1 (POST) Type 11 24-hr 2-YR Rainfall=3.54" Prepared by Timmons Group Printed 1/6/2020 HydroCAD@ 10.00-20 s/n 08663 @ 2017 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 1S: Post Area 1-3 (Offsite, detained) Runoff = 2.49 cfs @ 11.98 hrs, Volume= 0.123 af, Depth> 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.54" 0.780 83 VRRM SPREADSHEET D.A. A 0.780 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 7.0 Direct Entry, Subcatchment 1S: Post Area 1-3 (Offsite, detained) Type II 24-hr 2-YR Rainfall=3.54" 2- Runoff Area=0.780 ac Runoff Volume=0.123 of Runoff Depth>1.89" LL Tc=7.0 min CN=83 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (hours) Keswick Hall_Spa_Analysis Points 1 (POST) Type 11 24-hr 2-YR Rainfall=3.54" Prepared by Timmons Group Printed 1/6/2020 HydroCAD@ 10.00-20 s/n 08663 @ 2017 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 2S: Post Area 1-4 (Onsite, Detained) Runoff = 4.62 cfs @ 11.97 hrs, Volume= 0.234 af, Depth> 2.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.54" 1.090 91 VRRM SPREADSHEET D.A. B 1.090 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fVsec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Post Area 1-4 (Onsite, Detained) Type II 24-hr 2-YR Rainfall=3.54" Runoff Area=1.090 ac Runoff Volume=0.234 of Runoff Depth>2.58" LL Tc=6.0 min CN=91 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 Keswick Hall_Spa_Analysis Points 1 (POST) Type // 24-hr 2-YR Rainfall=3.54" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 sin 08663 © 2017 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 17S: Post Area 1-5 (Onsite, Undetained) Runoff = 3.49 cfs @ 11.97 hrs, Volume= 0.172 af, Depth> 2.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.54" Area (ac) CN Description 0.930 87 VRRM SPREADSHEET D.A. D 0.930 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftift) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 17S: Post Area 1.5 (Onsite, Undetained) Type II 24-hr 3 2-YR Rainfall=3.54" Runoff Area=0.930 ac Runoff Volume=0.172 of u 2 Runoff Depth>2.22" LL Tc=6.0 min CN=87 2 3 4 5 6 7 8 9 10 11 13 13 14 15 16 17 18 19 20 21 22 23 Time ft.,sl Keswick Hall_Spa_Analysis Points 1 (POST) Type // 24-hr 2-YR Rainfall=3.54" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 s/n 08663 @ 2017 HydroCAD Software Solutions LLC Page 17 Summary for Pond 19P: SWM 3 Inflow Area = 1.870 ac, 0.00% Impervious, Inflow Depth > 2.29" for 2-YR event Inflow = 7.03 cfs @ 11.97 hrs, Volume= 0.357 of Outflow = 5.60 cfs @ 12.04 hrs, Volume= 0.357 af, Atten= 20%, Lag= 4.2 min Primary = 5.60 cfs @ 12.04 hrs, Volume= 0.357 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 425.79' @ 12.04 hrs Surf.Area= 0.019 ac Storage= 0.061 of Plug -Flow detention time= 5.3 min calculated for 0.357 of (100% of inflow) Center -of -Mass det. time= 5.2 min ( 810.5 - 805.4 ) Volume Invert Avail.Storage Storage Description #1 422.00' 0.081 of 60.0" Round CMP Round 60" L= 180.0' S= 0.0033 7' Device Routing Invert Outlet Devices #1 Primary 422.00' 18.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 422.00' / 420.00' S= 0.0400'f Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Device 1 422.00' 7.5" Vert. Orifice/Grate C= 0.600 #3 Primary 425.29' 30.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 426.70' 2.4' long Sharp -Crested Rectangular Weir 0 End Contraction(s) rimary OutFlow Max=5.41 cfs @ 12.04 hrs HW=425.77' (Free Discharge) Culvert (Passes 2.75 cfs of 11.67 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.75 cfs @ 8.95 fps) =Sharp -Crested Rectangular Weir( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 2.66 cfs @ 2.22 fps) Keswick Hall_Spa_Analysis Points 1 (POST) Type // 24-hr 2-YR Rainfall=3.54" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 sin 08663 © 2017 HydroCAD Software Solutions LLC Page 18 Pond 19P: SWM 3 -I- L I I I I I C 2 3 4 5 ■ r ■pd..rimary Inflow Area=1.870 ac Peak Elev=425.79' Storage=0.061 of -�- ►IIII IIIIII Keswick Hall_Spa_Analysis Points 1 (POST) Type // 24-hr 2-YR Rainfall=3.54" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 sin 08663 © 2017 HydroCAD Software Solutions LLC Page 19 Summary for Link 18L: Areas Combined Inflow Area = 2.800 ac, 0.00% Impervious, Inflow Depth > 2.27" for 2-YR event Inflow = 8.02 cfs @ 12.02 hrs, Volume= 0.529 of Primary = 8.02 cfs @ 12.02 hrs, Volume= 0.529 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 18L: Areas Combined Hydrograph Inflow Area=2.800 __I_L l_1_1_I_L__1 1 1 I 1 1 I IL 1 10 11 12 13 14 15 16 17 18 10 20 21 22 Time (hours] Keswick Hall_Spa_Analysis Points 1 (POST) Type 1124-hr 10-YrRainfall=5.35" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 s/n 08663 © 2017 HvdroCAD Software Solutions LLC Page 20 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchmentl S: Post Area 1-3(Offsite, Runoff Area=0.780 ac 0.00% Impervious Runoff Depth>3.49" Tc=7.0 min CN=83 Runoff=4.49 cfs 0.227 of Subcatchment2S: Post Area 1-4 (Onsite, Runoff Area=1.090 ac 0.00% Impervious Runoff Depth>4.32" Tc=6.0 min CN=91 Runoff=7.50 cfs 0.392 of Subcatchmentl 7S: Post Area 1-5 (Onsite, Runoff Area=0.930 ac 0.00% Impervious Runoff Depth>3.89" Tc=6.0 min CN=87 Runoff=5.96 cfs 0.302 of Pond 19P: SWM 3 Peak Elev=426.96' Storage=0.079 of Inflow=11.87 cfs 0.619 of Outflow=11.36 cfs 0.619 of Link 18L: Areas Combined Inflow=17.01 cfs 0.921 of Primary=17.01 cfs 0.921 of Total Runoff Area = 2.800 ac Runoff Volume = 0.921 of Average Runoff Depth = 3.95" 100.00% Pervious = 2.800 ac 0.00% Impervious = 0.000 ac Keswick Hall_Spa_Analysis Points 1 (POST) Type 11 24-hr 10-Yr Rainfall=5.35" Prepared by Timmons Group Printed 1/6/2020 HYdroCAD@ 10.00-20 s/n 08663 @ 2017 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 1S: Post Area 1-3 (Offsite, detained) Runoff = 4.49 cfs @ 11.98 hrs, Volume= 0.227 af, Depth> 3.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr Rainfall=5.35" 0.780 83 VRRM SPREADSHEET D.A. A 0.780 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 7.0 Direct Entry, Subcatchment 1S: Post Area 1-3 (Offsite, detained) Type II 24-hr 4 10-Yr Rainfall=5.35" Runoff Area=0.780 ac Runoff Volume=0.227 of Runoff Depth>3.49" LL Tc=7.0 min CN=83 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 TIT. (hours) Keswick Hall_Spa_Analysis Points 1 (POST) Type /I24-hr 10-YrRainfall=5.35" Prepared by Timmons Group Printed 1/6/2020 HydroCAD@ 10.00-20 s/n 08663 @ 2017 HydroCAD Software Solutions LLC Pace 22 Summary for Subcatchment 2S: Post Area 1-4 (Onsite, Detained) Runoff = 7.50 cfs @ 11.96 hrs, Volume= 0.392 af, Depth> 4.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr Rainfall=5.35' Area (ac) CN Description 1,090 91 VRRM SPREADSHEET D.A. B 1.090 100.00% Pervious Area Tic Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Post Area 1.4 (Onsite, Detained) ■ RunoM Type II 24-hr 10-Yr Rainfall=5.35" Runoff Area=1.090 ac 3 Runoff Volume=0.392 of v Runoff Depth>4.32" LL ° Tc=6.0 min 3 CN=91 2 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) Keswick Hall_Spa_Analysis Points 1 (POST) Type 11 24-hr 10-Yr Rainfall=5.35" Prepared by Timmons Group Printed 1/6/2020 HYdroCAD@ 10.00-20 s/n 08663 @ 2017 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 175: Post Area 1-5 (Onsite, Undetained) Runoff = 5.96 cfs @ 11.97 hrs, Volume= 0.302 af, Depth> 3.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr Rainfall=5.35" 0.930 87 VRRM SPREADSHEET D.A. D 0.930 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 6.0 Direct Entry, Subcatchment 175: Post Area 1-5 (Onsite, Undetained) Type II 24-hr s- 10-Yr Rainfall=5.35" Runoff Area=0.930 ac Runoff Volume=0.302 of Runoff Depth>3.89" LL 3- Tc=6.0 min CN=87 Keswick Hall_Spa_Analysis Points 1 (POST) Type /I24-hr 10-YrRainfall=5.35" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Page 24 Summary for Pond 19P: SWM 3 Inflow Area = 1.870 ac, 0.00% Impervious, Inflow Depth > 3.97" for 10-Yr event Inflow = 11.87 cfs @ 11.97 hrs, Volume= 0.619 of Outflow = 11.36 cfs @ 12.00 hrs, Volume= 0.619 af, Atten= 4%, Lag= 1.9 min Primary = 11.36 cfs @ 12.00 hrs, Volume= 0.619 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 426.96' @ 12.00 hrs Surf.Area= 0.010 ac Storage= 0.079 of Plug -Flow detention time=4.8 min calculated for 0.619 of (100%of inflow) Center -of -Mass det. time= 4.7 min ( 795.3 - 790.6 ) Volume Invert Avail.Storage Storage Description #1 422.00' 0.081 of 60.0" Round CMP Round 60" L= 180.0' S= 0.0033 7' Device Routing Invert Outlet Devices #1 Primary 422.00' 18.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 422.00' / 420.00' S= 0.0400'f Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Device 1 422.00' 7.5" Vert. Orifice/Grate C= 0.600 #3 Primary 425.29' 30.0" W x 6.0" H Vert. Orifice/Grate C= 0,600 #4 Device 1 426.70' 2.4' long Sharp -Crested Rectangular Weir 0 End Contraction(s) rimary OutFlow Max=11.22 cfs @ 12.00 hrs HW=426.94' (Free Discharge) Culvert (Passes 4.11 cfs of 13.75 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.18 cfs @ 10.36 fps) =Sharp -Crested Rectangular Weir(Weir Controls 0.93 cfs @ 1.61 fps) 3=Orifice/Grate (Orifice Controls 7.11 cfs @ 5.69 fps) Keswick Hall_Spa_Analysis Points 1 (POST) Type 11 24-hr 10-YrRainfall=5.35" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 sin 08663 © 2017 HydroCAD Software Solutions LLC Paae 25 Pond 19P: SWM 3 I I I --}--—,-1—- I I I C — — L —1 ——I— ■ ■ pPrimad..ry Inflow Area=1.870 ac Peak Elev=426.96' Storage=0.079 of — I— - — I — - - — I— Y —I — r - - I— I Keswick Hall_Spa_Analysis Points 1 (POST) Type 11 24-hr 10-YrRainfali=5.35" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 sin 08663 © 2017 HydroCAD Software Solutions LLC Paae 26 Summary for Link 18L: Areas Combined Inflow Area = 2.800 ac, 0.00% Impervious, Inflow Depth > 3.95" for 10-Yr event Inflow = 17.01 cfs @ 11.99 hrs, Volume= 0.921 of Primary = 17.01 cfs @ 11.99 hrs, Volume= 0.921 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 18L: Areas Combined Hydrograph 19 - - 18 - - - - - - _ " 17 Inflow Area=2.800 ac 16 15.- 14.- 13.———————————— 1 12 _11 t 16' 3 y I I I I 1 1 1 I I I I I I I I I u 6. � I I I I I I I I I I I I I I I 6 I I I I I I I I I 5 I I I I 1 1 1 I I I I I I I I I p 3 I I I I I I I I I I I I I 2 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 2 21 22 Time (hours) ■ Inflow ■ Primary Keswick Hall_Spa_Analysis Points 1 (POST) Type 1124-hr 100-YrRainfall=8.80" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 s/n 08663 © 2017 HvdroCAD Software Solutions LLC Page 27 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchmentl S: Post Area 1-3(Offsite, Runoff Area=0.780 ac 0.00% Impervious Runoff Depth>6.74" Tc=7.0 min CN=83 Runoff=8.35 cfs 0.438 of Subcatchment2S: Post Area 1-4 (Onsite, Runoff Area=1.090 ac 0.00% Impervious Runoff Depth>7.71" Tc=6.0 min CN=91 Runoff=12.90 cfs 0.700 of Subcatchmentl7S: Post Area 1-5 (Onsite, Runoff Area=0.930 ac 0.00% Impervious Runoff Depth>7.22" Tc=6.0 min CN=87 Runoff=10.63 cfs 0.560 of Pond 19P: SWM 3 Peak Elev=427.81' Storage=0.081 of Inflow=21.05 cfs 1.138 of Outflow=21.60 cfs 1.138 of Link 18L: Areas Combined Inflow=32.23 cfs 1.698 of Primary=32.23 cfs 1.698 of Total Runoff Area = 2.800 ac Runoff Volume = 1.698 of Average Runoff Depth = 7.28" 100.00% Pervious = 2.800 ac 0.00% Impervious = 0.000 ac Keswick Hall_Spa_Analysis Points 1 (POST) Type 1124-hr 100-YrRainfall=8.80" Prepared by Timmons Group Printed 1/6/2020 HydroCAD@ 10.00-20 sin 08663 @ 2017 HydroCAD Software Solutions LLC Pace 28 Summary for Subcatchment 1S: Post Area 1-3 (Offsite, detained) Runoff = 8.35 cfs @ 11.98 hrs, Volume= 0.438 af, Depth> 6.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Yr Rainfall=8.80" Area (ac) CN Description 0,780 83 VRRM SPREADSHEET D.A. A 0.780 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 1S: Post Area 1-3 (Offsite, detained) ■ RunoR Type II 24-hr 100-Yr Rainfall=8.80" Runoff Area=0.780 ac Runoff Volume=0.438 of Runoff Depth>6.74" Tc=7.0 min CN=83 11 12 13 14 15 16 17 18 19 20 21 Time (houre) Keswick Hall_Spa_Analysis Points 1 (POST) Type 1124-hr 100-YrRainfall=8.80" Prepared by Timmons Group Printed 1/6/2020 HydroCAD@ 10.00-20 s/n 08663 @ 2017 HydroCAD Software Solutions LLC Paae 29 Summary for Subcatchment 2S: Post Area 1-4 (Onsite, Detained) Runoff = 12.90 cfs @ 11.96 hrs, Volume= 0.700 af, Depth> 7.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Yr Rainfall=8.80" Area (ac) CN Description 1,090 91 VRRM SPREADSHEET D.A. B 1.090 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, LL Subcatchment 2S: Post Area 1.4 (Onsite, Detained) L - - i- l - - IT I- Ir - - - -- - - -, - - - �II - If- -II - - -If - Type II 24-hr 100-Yr Rainfall=8.80" Runoff Area=1.090 ac Runoff Volume=0.700 of Runoff Depth>7.71" Tc=6.0 min CN=91 T -I -- - -T -- I-- T --I - - _I _ I- 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 ■ RunoM Keswick Hall_Spa_Analysis Points 1 (POST) Type 1124-hr 100-YrRainfall=8.80" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 s/n 08663 © 2017 HydroCAD Software Solutions LLC Paue 30 Summary for Subcatchment 17S: Post Area 1-5 (Onsite, Undetained) Runoff = 10.63 cfs @ 11.96 hrs, Volume= 0.560 af, Depth> 7.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Yr Rainfall=8.80" Area (ac) CN Description 0.930 87 VRRM SPREADSHEET D.A. D 0.930 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, v" 3 Subcatchment 17S: Post Area 1.5 (Onsite, Undetained) Type II 24-hr 100-Yr Rainfall=8.80" Runoff Area=0.930 ac Runoff Volume=0.560 of Runoff Depth>7.22" Tc=6.0 min CN=87 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 T,.e (M1ou15) Keswick Hall_Spa_Analysis Points 1 (POST) Type 1124-hr 100-YrRainfall=8.80" Prepared by Timmons Group Printed 1/6/2020 HydroCAD@ 10.00-20 s/n 08663 @ 2017 HydroCAD Software Solutions LLC Page 31 Summary for Pond 1913: SWM 3 [93] Waming: Storage range exceeded by 0.21' [88] Waming: Qout>Qin may require smaller dt or Finer Routing Inflow Area = 1.870 ac, 0.00% Impervious, Inflow Depth > 7.30" for 100-Yr event Inflow = 21.05 cfs @ 11.97 hrs, Volume= 1.138 of Outflow = 21.60 cfs @ 11.96 hrs, Volume= 1.138 at, Atten= 0%, Lag= 0.0 min Primary = 21.60 cfs @ 11.96 hrs, Volume= 1.138 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 427.81' @ 11.96 hrs Surf.Area= 0.000 ac Storage= 0.081 of Plug -Flow detention time=4.3 min calculated for 1.138 of (100%of inflow) Center -of -Mass det. time= 4.2 min ( 779.0 - 774.8 ) Volume Invert Avail.Storage Storage Description #1 422.00' 0.081 of 60.0" Round CMP Round 60" L= 180.0' S= 0.0033 T Device Routing Invert Outlet Devices #1 Primary 422.00' 18.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 422.00' / 420.00' S= 0.0400'f Cc= 0.900 n= 0.013 Concrete pipe, bends R connections, Flow Area= 1.77 sf #2 Device 1 422.00' 7.5" Vert. Orifice/Grate C= 0.600 #3 Primary 425.29' 30.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 426.70' 2.4' long Sharp -Crested Rectangular Weir 0 End Contraction(s) rimary OutFlow Max=20.86 cfs @ 11.96 hrs HW=427.75' (Free Discharge) =Culvert (Passes 11.92 cfs of 15.02 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.45 cis @ 11.23 fps) =Sharp -Crested Rectangular Weir(Weir Controls 8.47 cis @ 3.35 fps) 3=Orifice/Grate (Orifice Controls 8.95 cis @ 7.16 fps) Keswick Hall_Spa_Analysis Points 1 (POST) Type 1124-hr 100-YrRainfall=8.80" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 sin 08663 © 2017 HydroCAD Software Solutions LLC Paae 32 Pond 19P: SWM 3 24 - - T 23' 22 21 - - - - - - - - - - 20 - - - - - - - - - - - - 17- --T---T---,-1 14' �i --i_-1---1--J-1 13 --T----1---1-1 4 _ _ 3 4 ■ fi w ■ PPrimary Inflow Area=1.870 ac Peak Elev=427.81' Storage=0.081 of T— I— T I 1 1 — — — — — — — — — — — — _ I_ _ —I— L L _I_ 1 _I_ L J _I_ -——T T—I—T—I—F—I- Keswick Hall_Spa_Analysis Points 1 (POST) Type 1124-hr 100-YrRainfall=8.80" Prepared by Timmons Group Printed 1/6/2020 HydroCAD® 10.00-20 sin 08663 © 2017 HydroCAD Software Solutions LLC Paae 33 Summary for Link 18L: Areas Combined Inflow Area = 2.800 ac, 0.00% Impervious, Inflow Depth > 7.28" for 100-Yr event Inflow = 32.23 cfs @ 11.96 hrs, Volume= 1.698 of Primary = 32.23 cfs @ 11.96 hrs, Volume= 1.698 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 18L: Areas Combined Hydrograph Inflow Area=2.800 ac -'---I-�L-I-a-I-L�-I- I�IILII — —— — I —L J_I-1—I—L J—I— '— _ _I—L J_I-1—I—L J—I— 9 10 11 12 13 14 15 16 17 18 19 2 21 22 Time (hours) ■ Inflow ■ Primary SECTION 6 NUTRIENT CREDIT AVAILIBILITY LETTER