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Home My WebLink About06 - Design Report - Bozeman Gateway - StormDMORRISONMAIERLE,INC,All Efnployee-C^vnecf CompanyLETTER OF TRANSMITTAL901 Technology Blvd.P.O. Box 1113Bozeman, MT 59771Phone: (406)587-0721FAX: (406)587-5238Date: July 07, 2006Job No.: 3638.003Attention: Bob Murrayr^r—np^:!~lit!- •••• ''"v ••i -y-iiOS^!SIU-|5RE: The Bozeman Gateway - Design Reportsadditional information^3-•s^vTO: City of BozemanEngineering DepartmentP.O. Box 1230Bozeman, MT 59771-1230We are sending you the following items:II Shop Drawings II Prints II Plans[_1 Copy of Letter D Contract DocumentsAttached D Under separate cover viaD Specifications D Change OrderD Pay Request D Addendum S Other:CopiesDateNo.Description17-07-06Requested information for Design ReportTHESE ARE TRANSMITTED as checked below:For approvalFor your useAs requestedFor review and commentsD No exceptions takenD Make corrections notedD Revise and resubmitRejectedDSubmit specified itemPrints returned after loan to usFor your filesREMARKS: Bob, attached is the information you requested in your letter dated June 26 2006for the above mentioned project. If you should have any questions don't hesitate to contact me.Copy to: FileSigned:(1AAAWL ^/-If enclosures are not as noted, please advise. yI8r^^,yrI1fM1d^=^?LMir^g=BA%N=10AR = 3^68~oc.Q10 = 5.66cfsI Q25 = 6.78cfs<.,"1-——?.MIN'pR BASIN: 3ARE^t= ^53'ac.Q10 ^ l3.,55cfsQ25 =i 1^,22cfs^ \'ieteK@©'n ^©r-vme^4433sH^....u•ir^^b ciJ?ti=| 0 C=3 C:I MINOR BASIN 8AREA_,= 7.02 ac,Qi-e—s i£t2tgcfr°;G3 ,-„„ 025- = 13.3lcfs-1|(ferition Volumey ^S?- 513.. cj.'''v/?^^;:?:^'/yC=3L\JelutfoDetea,annmeCJ;1^?.™ '&462cft:uwe.-MINdfi BA^fN J3=^AREA 1= £.26 ae.Q10 A 8J19cfsr\^d)MINOR BASIN*..n^sfsz^^-^QWS^.^ScfsQ25 = 9.(35cfsDetentiorl |VplumeSlI?cfe=3i:=t=? C=3 C=3' CC=3o.s.:'T5eten;lion Pil'olumeeTO7cfiusa-1}cf3ass's.rja—0"*>.5915cft'.=,„0yC!Ci3\^--—t>,*»••\'u•^^-\0-i-^i.•-•\1"•••>^.r/.."•-.,o.s.ft/IINOIsa/R•z..,N~'pUTJTER FLOVfiARllo:-oti-.,'4-^SQAREA06.S36.7j5cTB&Q10/u8.0'4cfsQ25V,oln<S787fcfffDetetiofnnue^ ; ;AI]NOR-:6 |jGUTTEp-ri;JW5tfiE|I^^^^IN^E^t1.55.f'•ac------^^^^ I nn3=2.73^8i.^'Q10./ iJo.s.yQ253.28/?-,*ic.—^^ T».^»»»::::L^' ^»J;DetentionVoJ1422cft^=\n_n—"5-ee"'ac.''——nHf.4^Ql,0»^^^t4cfsfQ25-^--1.0..9.5Gfs fra'<::::::^^-" €J- ,-l^fS'^A^IN 6VJSXEA <,fir3.59 ac. •~"QW = :6'43C?S-,,,.e&5 =7.681®=" o o cion Volume = 4064cft4\/retention Voijineu=; !697&eFt ]csC=3r\016.!^l!>L..fjlSSIIf:I n ; r\wf"i^llNaR, B/ES» 4 L.^ uIRMl0ARBi-1mi^REX'-= 2,60 ac.'qi0 = 4.63cfsQ25 = 5.54cfsQetention Volume ,= 2851 eftI C3 C=3 CS3E;i5cft00o.s.di.S2cfs"02;nJlVbluDet;*iii\meo.s.c?-1ji r\NOTES: 1- ^HIS PRELIMINARY PLAN IS INTENDED TO ILLUSTRATE THE ESTIMATED DRAINAGEREQUIREMENTS FOR THE BOZEMAN GATEWAY SITE. ACTUAL REQUIREMENTS WILL BEDETERMINED AS PART OF THE SITE PLAN REVIEW PROCESS FOR EACH INDIVIDUALSITE.2. INDIVIDUAL DETENTION AND TREATMENT FACILITIES WILL BE PROVIDED ON-SITE ASPART OF THE SITE IMPROVMENTS FOR EACH INDIVIDUAL SITE.3. PIPE SIZES SHOWN ARE PRELIMINARY. FINAL PIPE SIZES WILL BE DETERMINEDDURING THE PLAN AND SPECIFICATION REVIEW PROCESS.GRAPHIC SCALE100 0 50 100( IN FEET )1 inch = 100 ft.F flnMORRISON SifflUMAIERLEjNc. S!Em.Tiaytc-Owt. Pl™e (<06)17211_;IFNT- MITCHELL DEVELOPMENTF.E1.D WORK:-DBAWN RY: KDJCHECKED BY:JAUBOZEMAN GATEWAYIMINOR DRAINAGE BASINSDATE: OS/09/05SCALE:r^lOO_PROJ ^: 3638,003PLOTTED DATE; Jul/06/2006 - 03:44:14 pmDRAWING NAME; DRAINAGE AREAS (2)H:\3638\003\ACAD\OESIGN\DRAINAGE MASTER.dwgSHEET 1 nr 1 n/Worksheet for Gutter - For 11i^Rn^ct'OescriptlQlllSolve ForilnprtiaataChannel SlopeDischargeGutter WidthGutter Cross SlopeRoad Cross SlopeRoughness CoefficientSpreadFlow AreaDepthGutter DepressionVelocitySpread0.80 %1.11 ft3/s1.50 ft6.25 %3.00 %0.0165.74 ft0.53 ft20.22 ft0.05 ft2.09 ft/s7/6/2006 3:14:08 PWIBentley Systems, Inc. Haestad Methods Solution Center27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666FlowMaster [08.01.058.00]Page 1 of 1 »k^nnBOZEMAN GA TEWA YSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/JJKMORRISON & MAIERLE, INC.DATE : July 6, 2006Basin #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDuration11Post-development25 yr2 hr37850.00 sf0.87 acres1130.00ft0.800.80 %power curve in/hr120 min.ItcQ at tcPeak Volume19.55 min1.11 cfs2526.04 cfIntensityTimeTime(min)in/hrsec00.00016010.7221206.8835.3118042404.4153003.8363.4036074203.0884802.8395402.63106002.46116602.31127202.18132.08780148401.98Flow (Q)<cfs)0.000.380.490.570.630.690.730.770.810.850.880.910.940.970.99RunoffVolume{cQ0.0023.0559.17102.70151.88205.73263.62325.11389.85457.58528.08601.16676.68754.50834.51per COB Design Standards, March 2004Per FAA,USDOT, A/C 150-5320-5b, 1970 nnWorksheet for Gutter -For4, 5 & 7Project-Descripiicij^^••iSolve For SpreadjjJgjpbataChannel SlopeDischargeGutter WidthGutter Cross SlopeRoad Cross SlopeRoughness CoefficientSpreadFlow AreaDepthGutter DepressionVelocityiiar1.101.271.506.253.000.016%ft3/sft%%5.680.520.220.052.44ftft2ftftft/s7/6/20063:14:13PMBentley Systems, Inc. Haestad Methods Solution Center27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666FlowMaster [08.01.058.00]Page 1 of 1 nnBOZEMAN GA TEWA YSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/JJKMORRISON & MAIERLE, INC.DATE : July 6, 2006Basin #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDuration4,5 &7Post-development25 yr2 hr43425.00 sf1.00 acres1450.00 ft0.801.10%power curve in/hr120 min.toQat tcP@ak Volume19.92 min1.27cf82898.10 cfTime TimeIntensityin/hrminsec000.006010.72121206.8831805.3142404.4153003.8363603.4074203.0884802.8395402.63106002.46116602.31127202.18137802.08148401.98Flow (Q)<cfe}0.000.430.560.640.710.770.820.870.910.950.991.031.061.091.12RunoffVolume<cf)0.0025.9666.64115.67171.05231.70296.90366.15439.07515.35594.74677.05762.11849.75939.86per COB Design Standards, March 2004Per FAA, USDOT, A/C 150-5320-5b, 1970 ] YJ.EXIST. 30" ARCPIE=4835.52-56" RCP—OR-TOUIW.L'ENT-BRIDGE SPAN-*?n /.MTECH5- RCPS.fSIEM90H2+-^CP^jlTJSTORMTECHSYST10STORMTECHss™.,,1^•^^'^^^KS^^^.^.SYSTEMEll7^::24" RCPMINgR^BASIN^OAREA~= 3;'68""ac.Q10 = 5.66cfs1.-Q25 = 5.7Scfs\|UA.uMINORIBASIBI 3AREA =i8.S3 a<010 =-'13.55crso.s.».--15' RCF1—'.J,—3s":-fief~—||—:''oin:!:iniw...... II —flRIBSE-spAN—BetSnS&n «5ISme;S-44S3e|:| 1:=„-;2-24' RCP8R EOUIVAIsENT'.^:?;:r-5.:::J^sSSSSS-SSSMINOR BASIN 8AR£A..^7.02^c.|Q -= laascfsj jQ25 =s 13.7.].cfr^ J '—•'-.ODeierition Volume 1= p462cft'^K"i'f ....... '-^ ;--., I Sy ^^ ^ cj..Q25 = 1i6.22efsDeientigni Volume ^ W427cftU ^--D .^Jr"""MINOR? BASIN 9~"--AREA 1= 3.26 ac.Q10 = B.nScfsSTORMTECHSYSTEM 1 1^=J .-r" MlNORBASIN\1/"t.ARE'L^.S:22 "eq.sKCH—Q25~= S.Blcfs—, ——, ,-t—, ,—- ,.""Detemnon Rrolun:ie-= SVSJcfl.so.s.7—S¥e^S=4rf5cfs' IQ25 = 5.S5cfsDetentiori IVofume15' RCF3915cfta-I In•S3psJ '-' II. •-&-Wt-fUV.—-; ,;±J=i-^K^UlS;LENTl-....±I _^,^4" RCP u II "r-7n^El,—^—.eRIDQ^SpANDiL.SIB' RCP~~"teL^7?N/•-., AIINOR"'&ASI'N'-7.4, '~7 AREA = 4.80.^c.<,^>^ 010 = 6.70cTs-t-' Q25 = 8.04cfs,' / ,:rDetention Volume ="-^/ n( 2-24' RCP [ I•"OR EOUIVALEtTiBRIDGE SPANI ?8^"^L^ ^-18' RCPf.J..^^f/.O.S. f;:i I^ Hit^2-30" RCPOR-, EOUIVALENTBRIDGE SPAN..-•'nA-i/• f•\-]STORMTECH,'JSYSTSK 2C-fl5" RC"~?I2-59x36 ARCPOR EQUIVALENTBRIDGE SPANf/^Mgws'^7 / ^/MINOR-'BASIN 5/;:I : I I/ AREA = 1'35 ,00? ./ ^'I : J I/ 010 •= 2.75cfrI : if '•02^ = 3.2Bcfs.--'•••-..^petentiQn VpJ<-=" 1422cftJ £„../ ('<( 0--S^Tl^Rci15" RC!Gs|U4|24" RC15' RC-f u!• jl.N!O.S.li-?u--•-Jr^r••^-.•15" RCPJhiU'WlNeR-BASfN^i ^jtE£A——5,88;ac^.,Q1C ^===-AT4cfs i. ~-=^]Q25 = 10.95Cirs•"',B" RCP"~S•^-^15' RCP—^gTMTECMb \\SYSTEM 4 - ' '^.\v\ M)N®B?B^SIS 6"•^WEh =^3159 ac.-•G'1Q.-= 6.4.3cf502^-= 7.68cfs=L-:; Defeention Volume—'>jme—s 6976eftu.,^"i W'^S^S:^d":l2-24"OR EQUIV/BRIDGE SPAGT\\MINOR BASIN 11AREAl= 114194 ac.r\MtSBRCBSBtNAREA = 2.60 -ere,'Q10 = -4.63cfsI I Q25 = 5.54cfs!1 j Detention Volume2-30" RCFOR EQUIVALENTBRIDGE SPANI _._.. .,_D d010 = lj6.87cfs02S =;30.B2cfsI- i:==' •:=? „!H '-»DIIo.s.F.5;20155cft4Q64cft1DeteniionVblumeo.s.285 left.J^,«.-1.n nnNOTES: 1. THIS PRELIMINARY PLAN IS INTENDED TO ILLUSTRATE THE ESTIMATED DRAINAGEREQUIREMENTS FOR THE BOZEMAN GATEWAY SITE. ACTUAL REQUIREMENTS WILL BEDETERMINED AS PART OF THE SITE PLAN REVIEW PROCESS FOR EACH INDIVIDUALSITE.2. INDIVIDUAL DETENTION AND TREATMENT FACILITIES WILL BE PROVIDED ON-SITE ASPART OF THE SiTE IMPROVMENT3 FOR EACH iNDIViDUAL S!TE.3. Plc^ SIZES -SHOWN ARE PRELIMINARY. FINAL PIPE SIZES WILL BE DETERMINEDDURING THE PLAN AND SPECIFICATION REViEW PROCESS.C ^MORRISONEaiMAIERLE.iKc,GRAPHIC SCALE100 0 50IN FEEIIOU !.100BOZEMAN GATEWAYMINOR DRAINAGE BASINS! CLIENT: UITCHELL DEVELOPMEN"'^t Fi£LD WORI...I DRAV-/N BY- KDJS CHECKED BY-JA^I na---.08/09/L^I SCALE:r±LO£_I PROJ <.363S.OO.-PLOTTEO UATC; :>ep/2S/200:; - O.::5i:16 r-DRAWING NAME;: WAIN^E ARE'.:.H:\3G3B\003\ACAO\DES1GN\DRA!NACE UASTER.awgSHEET —^L- ^- Oc _\. DATEPROJ, NO.DATEPAGE.-OF-aMORRISONMAIERLE,INC.PROJECT:BY:CHK:^B ^^ -Z^Sft^l rTZ^ S .&fiAAPp£ c '-ff.3-0R^^r-c-s o ,&0OU^U.^TJ bl'^7- T^C)p;7't Su-PE. ; Z^t.e sr-£(-^£: r Z.^-^(7p-^-<?<^ -- /..r0 ^^P^T-Q^ ^ £i.f4- ^^>j-^,.,-,»j [.L-.o S.?r ^ ^ 3-^, c^P^- ^^^ /^.^^c..^^??r/;fC£; S'?•£'" S-&S2s"fR P>,P,^- /'^'''^C-P if^.'?.5~<^fs' ^.}c£^(%?%2(r'i1c^ e.ff.A€li>Z'"pi/C-^-^.4^^ ^ The Bozeman Gateway-MB2-10yrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationN/APre-development10 yr2 hr255941.00 sf5.88 acres700.00 ft0.20 per Maidment, D. R., 1993, Handbook of Hydrology, McGraw-Hi2.00 %power curve in/hr120 min.-^^^^^&fV;f»^..fSUiS9SSViUSSSKiSixAirrr%:.s^S'tlEBSSNISig!tl;S:r'":":1^',:¥":".:.;isS9iiBKSS SisaPer FAA, USDOT, A/C 150-5320-5b, 1970 The Bozeman Gateway-MB2-10yrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development10 yr2 hr255941 sf5.88 acres700.00 ft0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill2.40 %power curve in/hr120 min.1.10 cfssv.vSSsll.:s,ITO»l©iGiteroc®;ntRafflawi^;1liWt|i3|,[;.;.,, , :l'.;.'gPe®!t<N©l( i!mestoflb®'^o':^:IBXIIBBIi?g^gggi^lBiSffli);.%;7:.i;Nm:XK^|163t8y§ ^Per FAA, USDOT, A/C 150-5320-5b, 1970H:\3638\003\DOCS\Drainage\BG-MB2-10YR.XIs8/9/2005 •n-aiC3DIMORRISONMAIERLE,INC.An Employee-Owned CompanyThe Bozeman Gateway-MB2-10yrORIFICE SIZING FOR DETENTION POND OUTLETQ = Cc,A(2gH)1/2Engineering Formulas, 5th Edition, Kurt Gieck, 1986Where:Q = Allowable release rate (cfs)Cd = Discharge Coefficient = 0.6 for sharp edge apertureA == Area of Orifice in square feet (sq. ft.)A = /7d2/4(sf)d = diameter (ft)g = gravity constant = 32.2 (ft/s)H = Height of Water at Maximum design water elevation inrelationship to the orifice elevationQ= 1.1 cfsCd = 0.6A = /7d2/4 sfg = 32.2 (ft/s)2H= 1.5ftSolve for d:d= 0.487463ftord = 5.85 in.ORIFICE DIAMETER SIZE5.85 INCHES The Bozeman Gateway-MB2-25yrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development25 yr2 hr255941 sf5.88 acres700.00 ft0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill2.40 %power curve in/hr120 min.1.33 cfs- SSSSm:S ^^^^^^^^^S"Jmt-lii<|Niw@iilrii^3C| ^:Sel1g|ih%'i^^i^£^;@®7sm ;^'^|t^j^||^^||ll^l<:a^iHim®^®3te^ilig«S g®^^scS®l:l% SlffiB—KIPer FAA, USDOT, A/C 150-5320-5b, 1970H;\363B\003\DOCS\Drainage\BG-MB2-25YR.xls8/g/2005 y^MB2-25yr concrete pipe-18" ^Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB2-25yr concrete pipiiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coefflc 0.013Channel Slope 009500 ft/ftDiameter 18.0 inDischarge 10.95 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope FullFlow Type1.36 ft1.7 ft23.79 ft0.00 ft1.27 ft90.9 %0.010323 ft/ft6.49 ft/s0.66 ft2.02 ft0.8211.01 cfs10.24 cfs0.010868 ft/ftSubcriticalh:\3638\003\docs\draina9e\mb2.fm208/09/05 04:50:55 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB2-25yr pvc pipe-18"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB2-25yr pvc pipiniCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 006000 ft/ftDiameter 18.0 inDischarge 10.95 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.28 ft1.6 ft23.54 ft0.00 ft1.27 ft85.5 %0.006108 ft/ft6.80 ft/s0.72 ft2.00 ft0.9711.38 cfs10.58 cfs0.006431 ft/ftFlow Type Subcriticalh:\3638\003\docs\drainage\mb2.fm208/09/05 04:51:17 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle. Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 ^»'MB2-25yr concrete pipe-21"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB2-25yr concrete pipiiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 004500 ft/ftDiameter 21.0 inDischarge 10.95 cfsResultsDepth 1.49 ftFlow Area 2.2 ft2Wetted Perime 4.10 ftTop Width 0.00 ftCritical Depth 1.23 ftPercent Full 85.0 %Critical Slope 0.006692 ft/ftVelocity 5.03 ft/sVelocity Head 0.39 ftSpecific Energ: 1.88 ftFroude Numbs 0.67Maximum Disc 11.43 cfsDischarge Full 10.63 cfsSlope Full 0.004776 ft/ftFlow Type Subcriticalh:\3638\003\docs\drainage\mb2.fm208/09/05 04:52:10 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB2-25yr pvc pipe-21"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB2-25yr pvc pipiniCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 004000 ft/ftDiameter 21.0 inDischarge 10.95 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ:Froude NumbeMaximum DiscDischarge FullSlope Full1.23 ft1.8 ft23.48 ft0.00 ft1.23 ft70.2 %0.003960 ft/ft6.07 ft/s0.57 ft1.80 ft1.0114.01 cfs13.03 cfs0.002826 ft/ftFlow Type Supercriticalh:\3638\003\docs\draina9e\mb2.fm208/09/05 04:52:49 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 ^.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 r-coQ^ 0)IUmCMQ-<d< D(^ 0 UJ^ P QCQ ^ ^^ T ^0 ° ^z a) coIS?00nec:0D-00LUQ-wLUCL0-Q^LU1~-0<or0LL.D;LUQ-\001u_000tQ;Q;0<0NULJO'ULH3,.JUJ0TUJD;<0LU3:a<0<LUQ;I^•z.u0uzxco0LLLUcnIIw"Dz"UJQU 3;77. UwLUQ^xh-sLU 0w fcwD;UJS UJ2 uII^18<22§^_ EIN?8M °? -?SSsiijjlli!I11"^sa-?illi|!iti!|Is]¥u1§1i§i1^1UJ^1t^l>m!iw<slS,!=PQLL.I"IQlI-I I§1Iylsl?1wM(=1y pSC -j^^^\,b£|l£lI^KiSl^iiSiiilBlg^:^^IIP^^IIEIiiliiil^i^i^S?°3§|£§§?s?£y8ggy nnBozeman Gateway - Phase 1Storm Drain Pipe Sizing CalculationsJune 30, 20061 IntroductionThis summary report provides hydrologic and hydraulic calculations for sizing of stormdrain piping for Phase 1 of the Bozeman Gateway development. The site is acommercial/retail development located south of the Gallatin Valley Mali. Pipe sizing isbased on full build-out conditions as shown on the preliminary plat, modified to includetwo development blocks (Rosauers/Bank site and Morrison Maierle building site) whereproposed site layout is known. Sizing for stonn drain pipes along Fowler Avenue and forthe two streams passing through the site were provided under separate cover.2 ApproachPipes were sized for the 25-year storm, using the preliminary drainage calculations in theBozeman Gateway Preliminary Plat Application as a basis. Results from thehydrologic/detention analysis (Storm Drainage Calculations, Bozeman Gateway -Phase 1, dated June 16, 2006) were also used.Representative pipes were selected for analysis based on their contributing basin areasand key pipe confluence points, and pipe sizes were selected based on the resulting flowrates. The result of this analysis was applied to the remaining pipes.3HydrologyPeak runoff rates for the 25-year storm were estimated using the Rational JVIethod andCity ofBozeman IDF curves. Developed drainage sub-basin data for pipe sizing is fairlyconsistent throughout the Bozeman Gateway development in tenns of percent imperviousarea, slope, and other hydrologic conditions. Therefore,a conservatively high runoffcoefficient ofC= 0.77 was used throughout these pipe sizing calculations. Thiscoefficient is the same one used for sub-basin 1.2 of the hydrologic/detention analysis,"Storm Drainage Calculations, Bozeman Gateway - Phase 7," dated June 16,2006.Time of concentration was assumed as the minimum of 5.0 minutes, except where thisvalue was overly conservative. Time of concentration calculations are provided for alltimes over 5.0 minutes.The attached hydrologic results summaries for the selected sub-basins were created usingan Excel spreadsheet. Figure 1 shows on-site drainage basins from the preliminary plat application, modified based on proposed street grades and proposed grading for theRosauers/Bank site and Morrison Maierle building site.4Pipe SizingRather than providing calculations for every pipe segment, representative pipes wereselected for analysis based on their contributing basin areas and key pipe confluencepoints. Peak flow rates were estimated for the selected pipes, and pipe sizes wereselected based on pipe capacity at the minimum pipe slope used (0.70 percent). Theresult of this analysis was applied to the remaining culverts using the rationale that, allelse being equal, two sub-basins with the same area would produce roughly the samepeak mnoff rate.Two pipe segments on Technology Boulevard were calculated independently (separatepipe flow calculation sheets are provided):Sta. 21+07, Pipe In from Southeast: Pipe slope was increased to 2.00 percent sopipe size could be reduced to 15" diameter; andSta. 21+07, Pipe In from Southeast: Pipe slope was reduced to 0.60 percent dueto minimum cover considerations.Pipe sizes are shown on the attached drawings.H:\3638\003\DOCS\Drainage\Phase IVevised 6-16-06\Pipe Calcs.doc Record Id: Harmon Stream Boulevard Sta. 7+38 InletDesign MethodRational i IDF Table:Composite C Calcr"1-SeattleIDescriptionlimpervious"frSubAreaf^49~acfSubcJ0.77TypeDirectly Connected TC Calc-^^-. ^^. ^^. ^^_.^_^Description-j-^ISheetSmooth Surfaces.: 0.011 J130.00 ft jl.00% [0.0110 |1.20 in j3.22minChannel (intemi) [Concrete pipe (n=0.012) |j730.00 ft |1.00% (0.0120Directly Connected TCJ2.87 min6.09minRecord Id: Harmon Stream Boulevard Sta. 8+06 ManholeDesign MethodRational | IDF Table:Composite C CalciSeattleIn|Description!7-jimperviousSubArea5.45-ac|Subcfo.77"TypeSheetDirectly Connected TC CalcDescription | Length | SlopeSmooth Surfaces.: 0.011 |130.00 ft |1.00%Coeff I MiscTTi^^ ^^^^^.j.^^^^^ ^^^^^^^.. ^.^^ ^^^ ^^. ^-Directly Connected TC!3.18min6.40minRecord Id: South 29th Avenue Sta. 5+61 ManholeDesign MethodRationalIDF Table:Seattleh;jDescriptionjimperviousComposite C Calc:|Subc-IO.T?SubArea12.52 acTypeDirectly Connected TC Calc_^^_ ^^-^.^^. ^^_ItDescriptionTTSheetjSmooth Surfaces.: 0.011 ;|160.00 ft 12.50%Cha:[mef(interm)JConcretepipe(^-1—0.0110jl.20m!2.64min.!i0.012013.14minlDirectly Connected TC!s—5.78min nn> thRecord Id: South 29In Avenue Sta. 8+39 ManholeDesign MethodRationalIDF Table:SeattleIDescriptionimperviousComposite C Calc...^^^^._._^.^....^^...^............_Directly Connected TC Calcli! [-TypeTDescription,.„... ^..SheetISmooth Surfaces.: 0.011-[7Length I Slope | Coeff I Misc j TTr"17Channel (interm) jConcrete pipe (n=0.012)160.00ft 12.50% 10.0110il.20in |2.64 minjl950.00ft |0.7Q% 10.0120 Ii4^46minDirectly Connected TC7.09min•thRecord Id: South 29l" Avenue Sta. 10+43 ManholeDesign MethodijDescriptionjimperviousRationalIDF Table:SeattleComposite C Calc|SubArea |Sub c14.94ac0.77DescriptionType^Directly Connected TC CalcLengthSlope I Coeff j MiscTTleetISmooth Surfaces. :0.011 1160.00ftChannel (interm) (Concrete pipe (n=0.012) |1140.00 ft-[2.50% 10.0110il.20 in 12.64min0.70%|0.0120j~~Directly Connected TC|5.35 min17.98minIILicensed to: Morrison Maierle Inc Bozeman Gateway - Phase 125-yr Pipe Flows - Technology Boulevard WestMMI#: 3i63i:003.W1.031^lDATE: 6/27/06a's;?"'ENGINEER:MODIFIED RATIONAL METHODQp=CiASta. 2+82, Curb InletRAINFALL FREQ = i::g;25||| yrBASLN AREA (#4) =|SICT'7/?.;:'acresTc=BSBI©^:l::'min.C=|ai%STORM A = 0.78B = -0.64STORM INTENSITYQp3.83 IN/HR2.56 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)Sta. 21+07, Pipe In from SoutheastRAINFALL FREQ = llegglg^ yrBASIN AREA (#17) =iUIIK acresTc=i:l.'%5K®'.min.c=ii|ffiajSTORM A = 0.78B = -0.64STORM INTENSITY = 3.83 IN/HRQp = 7.75 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004) nnSta. 21+07, Manhole (total inflow)RAINFALL FREQ = %;^j%,iN yrBASIN AREA (#17,18)= :^':3m^ acresTc = ;:,|xl|SSU^' min.c=gg|g||STORM A= 0.78B = -0.64STORM INTENSITY = 3.83 IN/HRQp = 9.22 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004) Bozeman Gateway - Phase 125-yr Pipe Flows - Harmon Stream BoulevardMMI#: M38.003.09t;0310DATE: •6/27^06ENGINEER: Mike HiGkmanMODIFIED RATIONAL METHODQp=CiASta. 5+30, CulvertRAINFALL FREQ = J|||ZSgi:: yrBASIN AREA (#6) = ..iia.95,, acresTc= :,W5.0 :min.C=::,'i^7::lSTORM A= 0.78B = -0.64STORM INTENSITY -Qp3.83 IN/HR11.64 CFSSTORM EVENT(YR)A * (Tc/60)BSTORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.422.252.833.374.164.67(Source: City ofBozeman Design Standards, March 2004)Sta. 7+38, Curb InletRAINFALL FREQ -BASIN AREA (#7)Tcc-STORM ABSTORM INTENSITY'Qp=KSSsiyIS-BSy,, acres'S^&: min.R'TNl0.78-0.643.37 IN/HR9.05 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.422.252.833.374.164.67(Source: City ofBozeman Design Standards, March 2004) nnSta. 7+44, Curb InletRAINFALL FREQ =SBsj||yrBASIN AREA (#5) = BBK* acresTc=g:iSl8||^min.C=w(KM^STORM A= 0.78B = -0.64STORM INTENSITy= 3.83 IN/HRQp = 3.86 CFSi = A * (Tc/60)BSTORM EVENT(YRLSTORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.422.252.833.374.164.67(Source: City ofBozeman Design Standards, March 2004)Sta. 7+88, Curb InletRAINFALL FREQ'BASIN AREA (#8)Tcc-STORM A:B'STORM INTENSITY:Qp:;::^|||i|yr•O-.Wy acres"5.0' min..0.770.78-0.643.83 IN/HR2.47 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.422.252.833.374.164.67(Source: City ofBozeman Design Standards, March 2004)Sta. 8+06, Manhole (total inHow)RAINFALL FREQ = 'S;SS^M yrBASIN AREA (#5, 7, 8) = S»|tS'gs acresTc = ^lllpS min.c=||KlKiliSTORM A= 0.78B = -0.64STORM INTENSITY = 3.27 IN/HRQp= 13.71 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.422.252.833.374.164.67(Source: City ofBozeman Design Standards, March 2004) nSta. 11+82, Outlet Pipe (east side)RAINFALL FREQ = ws^^ yrBASIN AREA (#9) = J||)<ga| acresTc=^||5aggmin.c=^igg|||^STORM A= 0.78B = -0.64STORM INTENSITY = 3.83 IN/HRQp = 2.31 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.422.252.833.374.164.67(Source: City ofBozeman Design Standards, March 2004) Bozeman Gateway - Phase 125-yr Pipe Flows - South 29th AvenueMMI#: 3638;003.0@1.03101^DATE: 6/27/06ENGINEER: MiKe HickmanE—MODIFIED RATIONAL METHODQp=CiASta. 1+98, Stub to EastRAINFALL FREQ = yrBASIN AREA (#14) =ig|2i^,-acresTc=||».0?':':\min.c=wy^.STORM ABSTORM INTENSITY -Qp0.78-0.643.83 IN/HR8.63 CFSi = A * (Tc/60)BSTORM EVENT_(YRLSTORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)Sta. 3+21, Pipe from WestRAINFALL FREQ = igiaWuyBASIN AREA (#13)= ii@.82i ^, acresTc = ^fsS-Q • min.c = "SKS-I,STORM A= 0.78B = -0.64STORM INTENSITY'Qp-3.83 IN/HR8.31 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67iNTENSiry(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004) nSta. 3+21, Manhole (total inHow)RAINFALL FREQ = .:i|35g@ yrBASIN AREA (#13, 14, 15) =%»l t.i acresTc = 218111®Imn-C=||BISBSTORM A= 0.78B = -0.64STORM INTENSITY = 3.83 IN/HRQp= 17.97 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(-IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)Sta. 5+54, Curb InletRAINFALL FREQ = ;g|g||^j yrBASIN AREA (#16) =|g||gl acresTc=gB!Bi||:i.min.C=%it77.STORM A = 0.78B = -0.64STORM INTENSITY = 3.83 IN/HRQp = 1.50 CFSi == A * (Tc/60)BSTORM EVENT_(YR)_STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(-IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)Sta. 5+61, Pipe from WestRAINFALL FREQ = giggyrBASIN AREA (#12) =£!n.'78: acresTc=®IS5:.0 . min.C=::ga'771'STORM A= 0.78B = -0.64STORM INTENSITYQp:3.83 IN/HR8.19 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004) nnSta. 5+61, Manhole (total inflow)RAINFALL FREQ = |gg2§^.!!^ yrBASIN AREA (#12 thru 1 8) = yW^B acresTc=BS§aiKmin-STORM A= 0.78B = -0.64STORM INTENSITY = 3.48 IN/HRQp= 33.54 CFSA * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)Sta. 8+39, Stub to EastRAINFALL FREQ = yrBASIN AREA (#19) =|^BBg acresTc=||fi^ |^mm,c=g:,.o-iillSTORM A= 0.78B = -0.64STORM INTENSITY = 3.83 IN/HRQp = 5.80 CFS] = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)Sta. 8+39, Manhole (total inflow)RAINFALL FREQ = gi:i5|@|,| yrBASIN AREA (#12 thru 19) = l,:ra.49g; acresTc=||^,'7.3|||t::min.c=31SUi'STORM A= 0.78B = -0.64STORM INTENSITY = 3.06 IN/HRQp= 34.11 CFSi = A * (Tc/60)BSTORM EVENT^(YR)_STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004) nnSta. 10+43, Outlet Pipe (west side)RAINFALL FREQ =|-,:i^|.;yrBASIN AREA (#11 thru 19) =gg3i|;:':.; acresTc=ig!|B|imin.c=|go.@STORM A= 0.78B = -0.64STORM INTENSITY:QP:2.83 IN/HR33.13 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFPAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004) nBozeman Gateway - Phase 125-yr Pipe Flows - Rosauers BlockMMI#: B638.003;019%? |iaaiUrDATE:^/2^&6:':->ll^:::i!»|»KlaRKSENGINEER: MifceHickmaaMODIFIED RATIONAL METHODQp=CiATo Curb Inlet #5 (Rosauers Grading, Sheet C-2B)RAINFALL FREQ =^:.^5||i|- yrBASIN AREA (#3, 4) =ggl::§2;|i:: acresTc=.:]:;^®&J.:l:il;:min.C^^SKE.STORM A= 0.78B = -0.64STORM INTENSITY'Qp:3.83 IN/HR5.36 CFSSTORM EVENT_(YR)- A * (Tc/60)BSTORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.60 •2.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)To Curb Inlet #4 (Rosauers Grading, Sheet C-2B)RAINFALL FREQ = ^35^ yrBASIN AREA (#2, 3, 4) =gg|2|N®.';. acresTc=i%]5eQi:K:'min.c=B8irSTORM A = 0.78B = -0.64STORM INTENSITY = 3.83 IN/HRQp = 7.25 CFS: A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004) nTo Curb Inlet #3 (Rosauers Grading, Sheet C-2B)RAINFALL FREQ =ICT 25^,;yrBASIN AREA (#1 thru 4) =^m' acresTc= ^5.0 min.C=!'^»;?77.STORM AB'STORM INTENSITY -Qp0.78-0.643.83 IN/HR12.26 CFS1: A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004) Worksheet for 12" PVC CapacityProject DescriptionFlow Element:Friction Method:Solve For:Input DataRoughness Coefficient:Channel Slope:Diameter:ResultsDischarge:Normal Depth:Flow Area:Wetted Perimeter:Top Width:Critical Depth:Percent Full:Critical Slope:Velocity:Velocity Head:Specific Energy:Froude Number:Maximum Discharge:Discharge Full:Slope Full:Flow Type:GVF Input DataDownstream Depth:Length:Number Of Steps:GVF Output DataUpstream Depth:Profile Description:Profile Headloss:Average End Depth Over Rise:Normal Depth Over Rise:Downstream Velocity:Circular PipeManning FormulaFull Flow Capacity0.0120.7000012.003.231.000.793.140.000.77100.00.007944.110.261.260.003.473.230.00700SubCritical0.000.0000.00N/A0.000.000.000.00%inft3/sftft2ftftft%ft/ftft/sftftft3/sft3/sft/ftftftftft%%ft/s Worksheet for 15" PVC CapacityProject DescriptionFlow Element:Friction Method:Solve For:Input DataRoughness Coefficient:Channel Slope:Diameter:ResultsDischarge:Normal Depth:Flow Area:Wetted Perimeter:Top Width:Critical Depth:Percent Full:Critical Slope:Velocity:Velocity Head:Specific Energy:Froude Number:Maximum Discharge:Discharge Full:Slope Full:Flow Type:GVF Input DataDownstream Depth:Length:Number Of Steps:GVF Output DataUpstream Depth:Profile Description:Profile Headloss:Average End Depth Over Rise:Normal Depth Over Rise:Downstream Velocity:Circular PipeManning FormulaFull Flow Capacity0.0120.7000015.005.851.251.233.930.000.98100.00.007654.770.351.600.006.305.850.00700SubCritical0.000.0000.00N/A0.000.000.000.00%inft3/sftft2ftftft%ft/ftft/sftftft3/sft3/sft/ftftftftft%%ft/s nWorksheet for 15" PVC at 2.00%Project DescriptionFlow Element:Friction Method:Solve For:Input DataRoughness Coefficient:Channel Slope:Diameter:Discharge:ResultsNormal Depth:Flow Area:Wetted Perimeter:Top Width:Critical Depth:Percent Full:Critical Slope:Velocity:Velocity Head:Specific Energy:Froude Number:Maximum Discharge:Discharge Full:Slope Full:Flow Type:GVF Input DataDownstream Depth:Length:Number Of Steps:GVF Output DataUpstream Depth:Profile Description:Profile Headloss:Average End Depth Over Rise:Normal Depth Over Rise:Downstream Velocity:Circular PipeManning FormulaNormal Depth0.0122.0000015.007.750.830.872.391.181.1066.60.011018.931.242.071.8310.659.900.01227Supercritical0.000.0000.00N/A0.000.000.000.00%inft3/sftft2ftftft%ft/ftft/sftftft3/sft3/sWftftftftft%%Ws Worksheet for 18" PVC CapacityProject DescriptionFlow Element:Friction Method:Solve For:Input DataRoughness Coefficient:Channel Slope:Diameter:ResultsDischarge:Normal Depth:Flow Area:Wetted Perimeter:Top Width:Critical Depth:Percent Full:Critical Slope:Velocity:Velocity Head:Specific Energy:Froude Number:Maximum Discharge:Discharge Full:Slope Full:Flow Type:GVF Input DataDownstream Depth:Length:Number Of Steps:GVF Output DataUpstream Depth:Profile Description:Profile Headless:Average End Depth Over Rise:Normal Depth Over Rise:Downstream Velocity:Circular PipeManning FormulaFull Flow Capacity0.0120.7000018.009.521.501.774.710.001.19100.00.007435.390.451.950.0010.249.520.00700SubCritical0.000.0000.00N/A0.000.000.000.00%inft3/sftft2ftftft%ft/ftft/sftftft3/sft3/sWftftftftft%%ft/s Worksheet for 18" PVC at 0.50%Project DescriptionFlow Element:Friction Method:Solve For:Input DataRoughness Coefficient:Channel Slope:Diameter:Discharge:ResultsNormal Depth:Flow Area:Wetted Perimeter:Top Width:Critical Depth:Percent Full:Critical Slope:Velocity:Velocity Head:Specific Energy:Froude Number:Maximum Discharge:Discharge Full:Slope Full:Flow Type:GVF Input DataDownstream Depth:Length:Number Of Steps:GVF Output DataUpstream Depth:Profile Description:Profile Headloss:Average End Depth Over Rise:Normal Depth Over Rise:Downstream Velocity:Circular PipeManning FormulaNormal Depth0.0120.6000018.009.221.301.633.601.011.1786.90.007185.660.501.800.799.488.810.00657SubCritical0.000.0000.00N/A0.000.000.000.00%inft3/sftft2ftftft%ft/ftft/sftftft3/sft3/sft/ftftftftft%%ft/s nWorksheet for 24" PVC CapacityProject DescriptionFlow Element:Friction Method:Solve For:Input DataRoughness Coefficient:Channel Slope:Diameter:ResultsDischarge:Normal Depth:Flow Area:Wetted Perimeter:Top Width:Critical Depth:Percent Full:Critical Slope:Velocity:Velocity Head:Specific Energy:Froude Number:Maximum Discharge:Discharge Full:Slope Full:Flow Type:GVF Input DataDownstream Depth:Length:Number Of Steps:GVF Output DataUpstream Depth:Profile Description:Profile Headless:Average End Depth Over Rise:Normal Depth Over Rise:Downstream Velocity:Circular PipeManning FormulaFull Flow Capacity0.0120.7000024.0020.502.003.146.280.001.62100.00.007126.530.662.660.0022.0620.500.00700SubCritical0.000.0000.00N/A0.000.000.000.00%inft3/sftft2ftftft%ft/ftWsftftft3/sft3/sft/ftftftftft%%ft/s n0Worksheet for 30" PVC CapacityProject DescriptionFlow Element:Friction ^4ethod:Solve For:Input DataRoughness Coefficient:Channel Slope:Diameter:ResultsDischarge:Normal Depth:Flow Area:Wetted Perimeter:Top Width:Critical Depth:Percent Full:Critical Slope:Velocity:Velocity Head:Specific Energy:Froude Number:Maximum Discharge:Discharge Full:Slope Full:Flow Type:GVF Input DataDownstream Depth:Length:Number Of Steps:GVF Output DataUpstream Depth:Profile Description:Profile Headless:Average End Depth Over Rise:Normal Depth Over Rise:Downstream Velocity:Circular PipeManning FormulaFull Flow Capacity0.0120.7000030.0037.182.504.917.850.002.06100.00.006917.570.893.390.0039.9937.180.00700SubCritical0.000.0000.00N/A0.000.000.000.00.%inft3/sftft2ftftft%ft/ftft/sftftft3/sft3/sft/ftftftftft%%ft/s ItT^ 1^J.D(:ST. 30 ~ A-^CFE-4U5.5I-_^/SS2t••%. .•*••-.oc> •-^--^MTECH5-RCp'^=GSYSTEM9iTORUI£CHSYSTEM 10\ 113 'ySZfl2*' RC^»-?.,1<5TORMTECHSYSTEM 1-t^^uSYSTEM 8,A.FA(y2<' RCPI rt^-^^-;;'',,1 MINOR-BASIN-10 i 'I AREA~=~ .i.68" ac. i ;010 = 5.66cfsL 025^= 6.78cf5-^s^i-v-./ft-a-_\IS- KCF—i^s/-^BetBnZon Vo^me'.-=-^;3<:O'-RC!EQ-'IVALM;'.3G;-SPAN-^11!"^;^t^—_^!STOFiMTECH ?SYSTEM 1 '.^s1.2aMINOR BASIN 8 ;ARy = 7.02 ac.l010-= t£-46cfs-l025 = 13.71cfs—' Detention Volume••4.30act-.*^i7-.i 1^=:"MINOR BA5iN 9~AREA .= 5.25 c;.010 = 8..19:-s•Q25-= 9.8lc-s_;. .—-."Detention •Voi-I.TiT'= G437cftB462c't;;\\^s,.MINOR SASINMr'jAREA = ;S22 s;.k45cfs ,025 = 5.35ds • IS- RCP \.\Detention ;VO|LW- = 39I5c't^'r^cH•••^•*/M- 7 ."'!<\ ^-.h•-•--,!-f •C ^-2<- RCP Q,-1-•-C.:i'io'Jr,'AL£NT". ^~-;^'>:?. ^our.A;r—S3;3G—SP>-1">b ',-^»-r@,"^sr, ^-^h\*-\/H•^: 2-2<" RC?--OR EOUIVALESR'OC; SPAN"\\^rr»<*^;1?•18" RCP<•"•";».-••-•••2-.50- RC' ; ':\,\ CTs EOUNAL::.S7-BRIDGE SPAN ^; ;^*¥•[^'.•i,'-.."•^i2§;'->•:0.5.~~^/»/ /A^ MINOR BASIN-y., • _"^^-'AREA = 4.80, ac..,'* • »•A1 STORMTECH;;\ 5Y^Tii j^ys^hH• •2-59i36 A.VPOR EC^n.'ALENT-BCT=£ SPANJ, "->/ 010 = 6.70cfs~-"»^y 025 = 8.0+cfs/ ,;~7~~::=^:Detention Volume = 57S7cft^//• /^..•MiNOR-'S/sSlN 5,y .-•'7 T'AREA ^^Sc/- /15' RC•t18- R=«s^:f1-24" R:P-;-15- RCI U ? L/ ^-=&r-^i.l010•'G2& = 3.28/:• iff --^Detention ^;:^=' 1 422cf-; =-.; /"<2.75c\o.s.^28/s..-:>/^1•^£,-^5' RC?U!«s^ ').".»iS->-SAS!N-"2 '—t,-A-R^—S.BSZ.acr—ji i nn - Q IJ-F-, s •—i.! j i025 = 1 O.SSrfs " --j JE^ ^ j••-~,•±s!--;Illft* •-*•*•••••--=—r-z--.-" '—';15- RCP—'<'-\\I C.LH '^...2-24'RcV^ SYST^^'.\ MINOR-B^IN 6"^R£A' =^S:59 ec.-010.— 6.43cf3,QZ5-= 7.68cfs=^- '~~Detention Volume = 4064;ft^\\^<.-" ^^^"\ ^iOR EOUIVAlly:^MINOSWEAi-010 »;025^JBRIDGE SP--•. .-in-2-33' R:?3R EOUIVALThTBR!DC£ SPA.M"»MtKGR 'S.iSINAREA2.60 bc.;o.s.27Storm DrainPipe Sizing Summary\\\ i01'04.63cSub-Basin | Drainage25-yr PeakPipeqQ255.5^=/sDescriptionNoArea (ac)Runoff (cfsDia. (in)o.s.Detention VoL'me285 left i•-<~J122.5640.87f.f<2.63'^'7,75"'III7Z18Zn8iB* • -3,139.221^^I^H4Drainage Sub-BasinsNo: | Area (ac)13-1^64243.35T9.053.4918-'5~,123.86'2^)780.84121.70sIMl^5.45^2£!...^^13.715.95g0.672.311230.871.12_:u__13_13^Z[5:16"2S3ss3.^95^1862.828.31183.4917.97ZB6.10240;84s0.51121.50g0.672.78iT"::'i°:3i^12^J2]|TTUJ8-19;12JhruJ9-11 thru 198.19~]30V2S233.540.70125.8027811.9715"34.r\-14.4930^13MORRISON =s2,8233.131423315.1930.^UIERLE.IN:. ^=Ts^135js:ZZ]CRAPK:: SCALSICO C 5C0,51I CO'~-\'S2^5,36isl2^63_AA-•".T *.-c-DFvrLOPvc'''2.1^::7.252,4618-JB—.0:50.( ]•< FECT ;I in--.-. - ica I.12.264.1624191.97;_: «s".<2J^AftT*. .£RoadStation!-2+8221+07^21+fl7"5+307+38_7 .i.447+88^8+0611+82_T+98"3-+213+21-5+54"s+ei5+6118-1-391^8+m;10+43Technology Boylevard'WestTCurt) InletPipe^lnfrom'SqutheastM.anhol.e..(tota.!...i.nf'.PWLHarmon]5tream Boulevard:^CulvertCurt)]nle[CurbjnletCurt]_Inlet__Manhole (total inflow)putlet Pipe (east side_)_fSouth 29th AvenueJStubtoeast^Pipe from WestJM3nhpl.e.(tpta.l,ln^?w)CuRs Inlet__Pipe from WestMa nhot e (tota f jnfiow)—~Stub_toEast-^r^^^(t?!t^Jn?i?^)_Outle[Pipe^(weslside)_Riwauers BlockCurtojnlel ^.(tota[inflow[^Curb Inlet #4 (total inflow)Curb Tniet #3 (toialinflow)-1'thru~4PVA^€ l Pipe^m/^6 5vB^/l<m f-»7i- »« CU N1.1)BOZEMAN GATEWAY jMIN'OR DRAINAGE BASINSfnA-.o-'ca/;'5CA.:._^U£-PRC.J *-?^39:OC.;?-G7Ti:: Ct-i ie:,;;/;;;: - C^:S2.1o sn-^RAWir^C hAME: o^—S£ *»£AiK;\JUe\;CJ\*C*D'C£SO>\0-<AS*C£ UAS~?U»;^ 1TlQnSTA 5+30INSTALL BOLF OF24" PVC 0 0.50%INV. EL. (W) - 4847.00INV. EL. (E) = 4847.40STA 7+44 24.1'LTNEW GRATE INLETINV. EL. =4844.71s00-HINSTALL 36LF OF15' PVC 0 0.70^LCT -Ji-'•'.'a0+STA 7+54 1 1.0'RTNEW SD MHjjll-§-•—g*>§.|H4f-==^?,:REAMBL;5' TB(T-="—ItgI s8-»>STAV<1+B2 28.6'LTNEWOR4TE INLETINV. EL =41d&ghj/'"--. ^>.o.s : /INSTALT-tSLF c)l12" PVCi 0 1.03^£sr't't.+g+1<0n;INSTAL18' PV<21LF OF0 0.70%£1.0T :'5STA 7+38' 25.6'RTNEW GRATE INLETINV. EL./»4843.73a:05R1STA a+06~-TT:0'RT,NEW SD MHi?2f^^\"1S^A g+a&-9-yRNEW SO MH,jl3^,;^g^ll80w^,INSTALL 22LF OF12" PVC 0 1.007.%ss'nQ4-Q7 1 1 £.'STA 11+82 22.0'NEW teRATE INLETINV. (:L. = 4840.s1.0)t~4^.$•NEW SO MH)f4STA 7'WS. 24.1'RTNEW GRATF-tNLETINV. EL. = 4843^sSTORM DRAIN COORDINATE TABLESTORM DRAIN COORDINATE TABLE - (CON'T)STA 11+82 4t.4'RTINSTALL 20LF |OF5' PVC 0 1.00%INV. EL. =4840.42LOT ]-STRUCTURE:STATIONNORTHINGEASTINGSTRUCTURESTATIONNORTHINGEASTING^GRATE INLET7+389958.29g98.56INVERT10+1310206.839290.290GRATE INLET7+449972.073150.45GRATE INLET8210389.479246.90/OF30;4S40.?7 f=-v.24" PVCINV. EL.MM; 17+549975.839186.55GfiATE INLET11+8210389.42S297.49GRATE INLFT7+aa10007.939204.8BNWRT+8210389.409316.85H(210027.9-19194.868+0610124.3920.2UHfSMHf49+059+9710204.669250.82If^.s .IidaLdu1HORIZ: 1" = 50'VERT: 1" = 5'1x17 HORIZ: 1" = 100'11x17 VERT: 1" = 10'4860~zl~~^::.z:¥-=-HARMON STREAM BLVDI-TYPE A TRENCH BACKFILL—TYPE 1 PIPE BEDDING -—..-..^.4860ss—^-r-.•m Sr-i 5--:^T|S3a-Ei-Stl-S ¥—3ss£48554855trS?n^9sC.5-1:a?-iSr3S:ss'-tl:::jss-iA!£3•$iSs^^-:sl.ifrp_.^B-ii—fgg48504S50,'g2-Z:^,sl:::trEXISriNG§i-GROUND^-(.....t-i48454S45——i-t—: —-INSTALL 7.7 LF7crt07.92.4LF8i2ASPHALCfli4840INST,LLLF484048354835—l-_s-4-^-t48304850yi^^gs9..saa48254825llI? ^3 "|S ^SI II 1| IJ £|11 ^ II sl 1111 Ij2+00 3+("s ^1i i siI II ill 11 i|S3 ^1!" S^. ^13 2.R?•; 5l5 S°f ?| ?|| 5| ¥|| S|II"IS ?S "|R ^12 "ig ns "|R .;:= 5|g ~£ 3[S! s;g 5!I II 11 II i ij i i | ij 111¥|?'ns °1'Ill|^ ^!S "Is. °? •"|S °:? $1° '38 2|g 3?- ^?'¥ ?]¥ ^¥ sl? I? S[? 9? S|? S:? R]51$ $;? ¥|? ?i$ ?|$ ?:? ¥|? ¥? ?|¥ ?:¥ ¥|s^? ^\s ^ ^S£ J[s S: S|0+001+003+004+005+006+007+008+009+00w+oo11+0012+00VERIFY SCALETHESE PRINTS MAYBEREDUCED. LINEBELCBWMEASURES ONE INCH ONORIGINAL ORAWIPtu-MODIFY SCALE ACCOR£»MGL1REV1SIO\SNO.DESCRIPTIONDATEBYH'\3638\006W,CADIP6ANSSHEETSISD-1 .dwg Plaited oy jperry on Jun/30Q»C6^-"jMORRISONa3iMAIERLE,lNC. ^EngineersSurveyorsScientistsPlannersAM EmpSayec-Ownad Company901 Technology Blvd.Bozeman.MT 59718Phone: (406) 587-0721Fax:(406)587-1176COPYRH3HT 0 MORRISOM-MAIERLE INC . 2006^mDRAWN BY: JCP/JCHCHKTI.BY:_NJAPPR.BY: JAU^'-sms-f^g^j:^DATE'. 2)01106=;^<?Q.A. REVIEWBY;DATE:^B02EMANBOZEMAN GATEWAYSTORM DRAINAGE IMPROVEMENTSMONTANAPROJECT NUMBER3636.006.040SHEET NUMBER21HARMON STREAM BLVDSTA 0+00 - ENDDRAWING NUMBERSD-1 ( )uu^1r-?^INSTALL 15LF OF30" CLASS III RCP1.007.I STALL'/^ 18" PVCOF0i.00%STA 10+43 17.5'LT=JSTA 5+41 23.2'LTNEW GRATE INLETINV. EL. =4846.861.1') [ -;:NEWiATE INLFTr1=4841.62INV.L..(IT 4621 34.0'LT4ini FOFINSTA)STA 2+86 113-jlO'RTNEW GRATIE INLETINV. EL. =^8Bo.76STA 3NEW CINV. E->15" PVC^.007.<ATE INLET=4850.43SOUCTH 29TH A(35' TBC - TBC)A.O'LTSTA 1+7J 17.5'RTNEW GRATE IMETINV. £L.=4552..i4STAINSTALL 46LF OF12' PVC 8 1.78%NEWINLET40LF OFS' 1.007.LOT riINSTALL12" PVCi-o r:o1,.'£LnSTA 5+87 20.7'LTNEW GRATE INLETINV. EL. =4847;INSITALL 45LF OF18"FTCra0^-^\H AVSNUET7UIvr0^z^r==Cs/ET>INSTALL 4QLF OF18" PVC © 11.78%INSTALL 25LF OF12-PVC C 2.35-:^a^0INSTALL 28LF OF30- CLASS III RCPI.OOZSTA 5+61 11.0'RTNEW SD MH^7STA 8+39 11.0'RTNEW SD MH|?B£;^\STA 3+21 11.0'RTNEW SO MHj!65§STA 5rl-54 20.7'RTNEW [GRATE INLETINV. EL. =4846.35STA ;+gs i I.O'RTM'EW S: MHj.\^TOI!'^0STA 10+50 17.5'RTNEW GRATE INLETINV. EL. =4842.00II10+43 1 1.0'RTNEW SD MHC9STA30NOi INSTALL 25LFOFf<s-(^2"p^&^=^°%ITO -fflJTURE >lMI]?,5"ALL •5-F OFIS" P/C e 0.73%TO FUTURE MMI GRACINGINSTALL 12LF OF12" PVC 8 5.007.^ITO -fflJTURE >lMI GRADINGjINSTALL 9LF OF12~ PVC S 1.00%8 \STA 12+40 17.5'RTNEW GRATE INLETINV. EL. 4839.40sSTORM BRAIN COORDINATE TABLE;llnNORTHINGEASTINGCON'TSTORMDRAIN COORDINATE TABLE^GRATE INLET !9422.230369.17STRUCTURENORTHINGEASTINGaMH^59446.7110562.59-98GRATE INLET5+879835.2610329.70^\GRATE [NL£"369534.4810317.32aMH^aB+3910360.68GRAT; INLC710317.21HORIZ: 1" = 50'VERT; 1" = 5'11x17 HORIZ: 1" = 100'11x17 VERT: 1" = 10'frlMHjjig10+43MH(1695G9.730362.22GRATE INLET10+43i 0.531.579789.5010327.37GRA7S INLCT |41GRATE INLET10298.750.366.55GRATE INLE75-549802.6310371.26GRATE INLCT12+4010488.7910365.98Unf710361.51GRATE INLET10488,6810325.49All-L-51s?tl-S'l?§"¥l:?!5^1!IJLJI.^!SOUTH 29TH AVEI--—i-?i-5Kl'?¥¥-S\G-tTYPE A TRENCH BACKFILLTYPE 1 PIPE BEDDING4-..-.-....-..-.-}-..-.i..-...-.-|-(Is<ES60 iI 4860BO (CO 00 °0 ('i@g-^5y|tt§5i-^i^^tig--^.el^llgr.^I^Mji.:3|titi]:r:;ii4--!•sn^..!.. ^-•s-^1?fg_-...Lxfcg-s\s"s"^554855-"iS,._.4..,._s-9£-?•V)::t§l&.-^•~EXISTING GROUNDi5<ao s4850ett-..^/-|-.ASPHALT,C(-_Ip4" fPVC -3DR-35 e0.7e%<e(54845pvc; suiLIr—CLASS. -IN STALL 199.:LF'ao-s8xtSfO4840«3648351_Sl0•rgl:.^-i^I<ao •5]4830^^~'ss::£§1y<E54825°';3lr)\I^ s§ ^g T? ^s ^g ^g ^is ^i[| 1|1111| II 1811I II ilS »g •"|g ;;? "|g s'g ^[g sg -'I? "SI ii | i | 1| i|| !| | 1| | 1| |S ^. s]5 s!§ ^|? ^S SK ?|s ?^ 5^ ^:in!£1 s|! il s|l £1 s|",sli s:lsi55|Sd1^]<°a "is »:£ "i?i "!2 ^i^CT ol.!3 lo.S l^.loi CO.S co]?j ^j£ CN|i?i COCT r/llS cn:5?5 ?!? ^5 ^1$ 51? ^ fS 'S ^5 ¥|s 5i? I ?|| $| $|S ?| $11 515 ^ i^ $]S $ S(D[I"!:S -I? -;S•^-irisii I s:l s|B ^ s!'? s:? sls ~; ^^.'i'2 '?;2 Sls S 2 ;l2?2$ ¥l5 ¥|$ ?[5 ¥|? 5 ? Sip?z:0+001+002+003+004+005+006+007+008+009+0010+00n+oo12+0013+00VEfflFy SCALE!THESE PRWffS MAr BEREOIEEO. UME BELOWMEASStES OWE INCH ONOafB»U,LORAW!NG.MODIFYSCALE ACCORUNGL^REVISIONSNO.DESCRIPTIONDATEBYHA36381i06\ACADlPLANS'SHEETSlSD-2.d»g Plotted Dy jl>err>! on Jun;30,2006MORRISONMAIERLE, INC.An Envployce-Ownvd Company901 Technology Blvd.EnghBara Bozeman. MT 59718SurveyofsScientistsPlanners Phone: (406) 5S7<72-Fax:(406)587-1176DRAWN BY: JCP/JCHCHK-D. BY: NJHCOPYRIGHT C- MOftRI-^%^^if & ii-B:;i:OATE; 2/01/06"i \v& ^= s^/j Q.A. REVIEWM®^ o^-S.ERLE INC., 2006^DATE;BOZEMANBOZEMAN GATEWAYSTORM DRAINAGE IMPROVEMENTSMONTANAPROJECT NUMBER3638.006.040SHEET NUMBER22SOUTH 29TH AVESTA 0+00 - ENDDRAWING NUMBERSD-2 STORM Dfr..OORDINATE TABLESTRUCTUREGRATE INLETSTATION2+42NORTHING9913.35EASTING8775.97GRATE INLEJGRATE INLET2+822+9'.9933.229984.728810.978796.30STORM LCOORDINATE TABLESTRUCTUREMHpSTATION19+01NORTHING9810.19EASTING10361.51GRATE INLETMHftGRATE INLET20+9821+0721+319883.279858.599853.6610542.54.10561.9510569.04\./y3STA 2+91 27.2'LTNEW GRATE INLET[NV. EL. =4844.72MINSTALU?8ffF OF f.012" PVt fe T.20^TO FUtUJSfE SITEINSTALL 5.5LF Of12' PVC © 1.20^-ss^—I+.^ §-^-;"1!ggoc^0;3s0gi+42 28.0'RTNEff'SRASJNLETEL. =48^STA 2+82 25.5'RTNEW GRATE INLETINV. EL. =4844.09/<+INSTALL 40LF OF<i n12" PVC ® 1.58%'i0STA 20+94 17.5'LTNEW 'GRATE INLETINV. EL. =4847.49LOT?.']STA 19+01 11.1'RTNEW SO MHj?7TrSTA 18+76 20.7'LTNEW GRATE INLET^3fE(CT'E_B-2^SEEINSTALL 31LF OF12"-PVC-Bi- 0:707.INSTALL9LFg-t^Vl/ ©g.So9/ECHNOLOQY BLg»STA 18+63 23.2'RT ' 7 -1!——NEW-ORATc-INtCT:SEE SHEET SD-2iSIiC21+07 IV.O'RTNEW SO tflH^OSTA 27.5'RT// \_ NEW GRA^E INLETINV. EL. /-4847..S2STA 19+09 20,7'RTNEW GRATE INLETSEE SHEET SD-2sTALL3OF2" PVsTO FUTURE MMI GRADI^TECHNOLGGYi'BLVDE^(35' TBC/--TBC)~"rs-j-^•^HORIZ: 1" =VERT: 1" :1 1x17 HORI2: 11 1x17 VERT: 150'5'100'10'"^tEGHNOLOGYBLVDWBST^.IYP£...A[.JRE.NCHTYPE 11 P1PE-I-BACKFIUL6EDDING48654865i-slsiSS^—C S"S.ca ._^•"•^•"•s:"^"""issis'-48604860n co »? ;?:ls'll:s.s-?.--sT^s^i>tiLTIASPHALT CL^iR48554855cn£§- EXISTINGGROUND'"&z z?A -As:L4S504850-INSTALL -202.2 LF48454845-Qr"48404840-1-^^48354835"'s:,i'-1^48304830S!sRfT_> T\?! Ss Slg|s |s l|s? 5¥ ?j¥ ?¥ S]is ss si5 ^ §ig ss §II II Ip II 1[1 || £is °g °!? "sII 11 S I?1?^s|sf^, 0«"Ii II'??|S ¥19+0020+0021+0022+00wesE^awrsw.YES."EDUCES- tL'(NEB£l-Cw•&SUt-=S.3NEaiCMONeftiGwsta-Qwm»*aMtENFY SC-BLSACCOROUO.Y'REVISIONSNO.DESCRIPTX)NDATEBYH;363ait)CEACM)',PUlhS'SHEETS'5D-3 d»g Ptonedtiy ipwry on JurV30;2006-;gi|MORRISONa311MAIERLE,lNC.EngineersSufveyoraScientistsPlannersAn Empluyce-Owned Company901 Technology Blvd,6ozeman,MT 59718Pnone: (406) 587-0721Fax:(406)587-1176COPYRIGHT C WORFUSOH-MAlERl.E. INC..^DRAWN BY; JCP/JCHCHK'D. BY: NJH^^APPR.BY:DATE: 2/01£1-t§s^^^0Q.A. REVIEWBY^DATE:BOZEMANBOZEMAN GATEWAYSTORM DRAINAGE IMPROVEMENTSMONTANAPROJECT NUMBER3638.006.040SHEET NUMBER23TECHNOLOGY BLVD (STA 18+50 - 22+50)DRAWING NUMBERSD-3 I-!:—^ r-"^?iU :c-&^\1^<60.00^'s\/ p •">s0.917,!PcuINLET STRUCTUREOW SPLITTER/BYPASS)RIM = 43.7644.|(FLBtt+48DRIVE-THROUGHBANKF.F. ELEV. ~ 47.9C§t ^-^^24' IE [W) = 40.Z412" IE (W) = 39.80f~o'-.-^r^2.60;^.56- IE |(5) - 37.8015- IE!(SE) =39.93DESCRIPTION: OONC. VAULT.INSIDE blMENSIDNS 4'x10')<6'HIGH.WITH 2 CALV. STEEL WIRBOLTED IACROSS <• WIDTH.0<\Y-^-iy^/o?f\^'4^.<^^0^5>,o/^,^;n^^?•85T^ "B'-S^-^o, ^ ^. ^^'s-^^^^=^^^^•s"cS.037.j 12' DIA.^7 (TW)'c,^t'^^A ""^1, -^^^•v^^tcstt&%•c^^12" DIA,"u.\°^^•s,POK|DOUUET STORfy^44.6>5.^24" 1\24- l.t.t^!M TCCH&BASE EI^EV.=39.5010-W )VSEL-42.0IU-YH jilUKAUL VULUME (MIN.)=5,2Cro-C-CH-TSEE DEyAIL ^5"^^"^-."•^s<^^.c@^S' MIN.i^^g•^<"&<^i^v\."^4^'-:%.4S<6.A ^^W. ^c^^,.&!^5.00^s<^•s.'&7<?P--^~^^sTCMPEND CO?&•&.» @ I © ^ /&7.*207.ft^3^%°r^LF:•s9'.20%A.-.01^s\-b^'^e/.^^ICP^^^^^\£•sss^s/s?i^c]I^'s^^<y30\s0-s'7S<Ps%II^?i§a^ffi/?/El?%^-19sr'sa¥<«>ss^Weffl"\%vfSI^APHIC SCALE00§ROSAUERSGROCERY STOREDa( W FEET )Inch . 20 ft.^^8F.F. ELEV.5?felKbVIbIUNS"\ DRAWN BY: DHWVERIFY SCALEPROJECT NUMBER3638.003NODESCRIPTIONDATEBYTHESE PRINTS MAY BEREDUCED, LINE BELOWMEASURES ONE tMCH ONORIGINAL DRAWING\ CHK-D. BY: MGH\ APPR. BY: MGH^jiijMORRISONy@iMAIERLE,lNC.An Employvo-Owncd CompanyBOZEMAN GATEWAY901 Tecfinology Blvd.Bozeman, MT 59718EngineersSurveyorsScientistsPlanners SHEET NUMBERBOZEMANMONTANA)DATE: 04/2006DRAWING NUMBERPhone: (406) 587-0721Fax:(406)587-1176QA. REVIEWBY:DATE:ROSAUERS SITE GRADING AND DRAINAGEODIPr' SCALE ACCORDINGLY)C-2Bi3638\003V\CAD\DESIGN\GRADEMSTR-ROSAUERS.dwg Plotted by ;hockaday on Jun/30/2006I nnStorm Drainage CalculationsBozeman Gateway - Phase 1June 16, 20061 IntroductionThis summary report provides hydrologic and hydraulic calculations for sizing ofdetention storage facilities and other storm drainage structures for Phase 1 of theBozeman Gateway development, in accordance with the City ofBozeman DesignStandards. The site is a commercial/retail development located south of the GallatinValley Mail. Pre-development topography is gradual, about 1.5 to 2 percent slope fromsouth to north. Existing ground cover is agricultural fields.2ApproachThe preliminary drainage calculations in the Bozeman Gateway Preliminary PlatApplication were used as a basis. Figure 1 shows the three off-site drainage basins fromthe previous work, labeled herein as OH-1, OH-2 and OH-3, and also shows the on-sitebasins, which are divided into nine sub-basins, numbered to coincide with the associatedupstream off-site basin number.Pre-development sub-basins HI.1, H2.1, and H3.1 through H3.3, shown in Figure 2, areassociated with this project (Phase 1, Block 2). These pre-development sub-basinscorrespond to developed sub-basins 1.1, 1.2, 2.1 through 2.3, and 3.1 through 3.3, shownin Figure 3. Developed sub-basins 1.1 and 1.2 will drain to Basin 1 (un-named tributaryto Baxter Creek), and developed sub-basins 2.1 through 2.3 will drain to Basin 2 (UpperCattail Creek). Developed sub-basins 3.1 through 3.3 will drain to Basin 3, whichdischarges into Upper Cattail Creek via the roadside ditch along Huffine/West MainStreet.Post-development peak flows and mnoff volumes were estimated using the RationalMethod, as required. Phase 1 development includes the two blocks showing buildingsand parking lots (see Figure 3), and access roads excluding Fowler Lane. Drainagecalculations for Fowler Lane were provided as part of a previous application.Detention will be used to limit the combined 10-year peak runofffrom sub-basins 1.1 and1.2 to the pre-development rate from sub-basin HI. 1. Similarly, the combined 10-yearpeak mnofffrom sub-basins 2.1 through 2.3 will be limited to the pre-development ratefrom sub-basinH2.1. The combined 10-year peak mnoff from sub-basins 3.1 through3.3will each be limited to the pre-development rate from the respective pre-developmentsub-basin (i.e., sub-basins H3.1 through H3.3). The attached hydrologic resultssummaries were created using an Excel spreadsheet.Page 1 of 2 nn3Detention PondsA total of eight detention facilities are proposed. Pond #1 will be a combination ofsurface and pipe detention, Pond #2 will be an underground storage system("StormTech"), and Pond #3 will be a surface pond. Ponds #4 through #8 will betemporary detention ponds that will be re-designed and made permanent as developmentoccurs in the area.Surface ponding depth will be limited to 1.5 feet in the 10-year storm. The detention pipewill gravity drain at all flow rates. Outlet structures will be made up of a 10-year orificeinside a manhole, with an overflow riser to pass larger flows into the piped storm drainsystem. Emergency overflows are also provided for the 100-year storm. Detentionvolume calculations are attached.The underground detention facility (Pond #2) is a pre-manufactured system calledStormTech. The StormTech system will not rely on infiltration or cross-flow betweenrows. It will include inlet and outlet manifolds, and an outlet control structure draining tosurface water through a gravity pipe. Sizing calculations are provided. Design detailswill be provided on the construction drawings.H:\3638\003\DOCS\Drainage\Phase l\revised 6-9-06\Drainage Report.docPage 2 of 2 Record Id: Hl-1Design MethodiDescnptionjPasture (n=0.20)jPavement and roofs (n=0.90)j RationalComposite C CalcjSubArea ISub c.^-.^.^-(0.44 ac |0.90Composite C = 0.25Directly Connected TC CalcTypeSheetj (Shallow11I j Channel!|(interm)DescriptionjLength j Slope j Coeff (Misc | TTiCultivated Soil w/ residue cover|(s<=20%).: 0.06 jftFallow or minimum tillage cultivation 460.00Ift I1300.001ft.^.^.._^......^^.^....^.^^^._^j 1.70% 10.0600 |^~" 111.35mm||Im|(n=0.04)(Grassed (n=0.030)|1.60% 10.040010.30% 10.0300Directly Connected TC17.55min j15.37 minI124.27mm.jRecord Id: 1-1Design MethodRationalT~(Descriptionjimperviousjpervious (landscaped/undeveloped)Composite C Calc^jSubArea jSub c'|2.90'ac~"—|a90-11.40ac 10.20tComposite C == 0.67;1IIrTypeDirectly Connected TC CalcDescriptionLength | Slope j Coeff j Misc I TT[Sheet'•—^^^^^^^F--^^^--^^^^jChannel (interm) jpipeIShallow1380.00fi |0.70% :j0.01101100.00ft 11.60% lO.OllOiiLDirectly Connected TC11.63mini0.45 minr4X)6min::.{:j.ir. Record Id: 1-2Design MethodRationalFjDescriptioni.iimperviousjpervious (landscaped/undeveloped) JO.80 ac |0.20Composite C CalcISubArea ! Sub c|3.36 ac 10.90"inComposite C = 0.77IT=Type.... r.|!SheetDirectly Connected TC CalcDescription | Length j Slope j Coeff | Misc i TTjSmooth Surfaces.: 0.011 180.00ft 11.90% J0.0110 11.20in |1.69min'"I I„.!.?I Channel (interm) pipe1430.00ft 10.80% !0.0110Directly Connected TC11.73minil! 3.42mm 11Record Id: H2-1Design MethodRationalIIT-IDescription(Pasture (n=0.20)jPavement and roofs (n=0.90)Composite C CalcISubArea jSub c112.56 ac 10.2010.45 ac 10.90Directly Connected TC CalcComposite C = 0.22 j===l-jDescription|| Type,||_ . ICultivated Soil w/ residue coverj:]&neel j(s<=20%).: 0.06i Length [Slope | Coeff | Misc | TT111.35!min1150.00ft 11.70%0.0600|J1.20I Shallow IjFallow or minimum tillage1090.00I in[""""iicultivation (n=0.04)Ifti1.80% 10.0400 1Directly Connected TC116.87Imini28.22mm'J! nnRecord Id: 2-1Design MethodRationaliDescriptionjimperviouslandscape (75% grass)Composite C Calc(SubArea ISub cjl.lOac 10.90!l.50ac 10.20Composite C = 0.50Directly Connected TC Calcf-TypeISheetIfjChannel (interm) jpipeDescription | Length I Slope | Coeff | Misc | TT^^^.^^^.,.^.^_^^,.^._^^^^.^.^^1270.00ft 12.00% 10.0110iDirectly Connected TCJ0.69 min1.14minRecord Id: 2-2Design Method|DescriptionRationalComposite C CalcISubArea:|Sub c(impervious JO.46 ac.landscape (75% grass) 0.49 ac10.9010.20Composite C = 0.54Type-r~Directly Connected TC Gate_^^ ^^^ ^^DescriptionMiscTT:l[;il.'Sheet-.^r~Smooth Surfaces.: 0.011 |40.00 ft[::7:l.jChannel (interm) jpipe.. ^.^..^....^.^...., ^.^..^.Directly Connected TC|2.00% [0.0110 |1.20in |0.95min ||10.57 minjl52minj Record Id: 2-3!—Design MethodRationalComposite C CalcJDescriptionjimpervious(landscape (75% grass)ISubArea13.10aci9.90acISubcJ0.90|0.20Composite C = 0.37Directly Connected TC Calc! {i—TypeDescriptionJLengthlSlopeJCoeff iMiscr~jSheetI Cultivated Soil w/residue cover 1150.00 |IIr:j ChannelI j(interm)I[IShallowIIChannell(inten-n)|(s<=20%).: 0.06(Grassed (n=0.030)jFallow or minimum tillagejcultivation (n=0.04)[Concrete pipe (n=0.012)Directly Connected TC1ft1640.00Ift1310.00Ift1400.00Ift|1.50% 10.0600!^11.20iinTTjll.93imm10.90% 10.0300 Ijl.60% 10.0400 110.70% ]0.0120!16.62 min15.09minii11.88min125.51minRecord Id: H3-1Design MethodTIDescriptionIPasture (n=0.20)'Pavement and roofs (n=0.90)Rational |Composite C CalcISubArea iSub c;10.86 ac10.10ac0.200.90Composite C = 0.27Directly Connected TC CalcTypeDescriptionSheet•t iiCultivated Soil w/ residue cover|(s<=20%).: 0.06I Length | Slope | Coeff | Misc | TT~[l'60^~iT^!^^lL20-|^30'~iftII!l.30% 10.0600 |xlinmmII(Fallow or minimum tillage cultivation J140.00 ,j^ , ^, ^ ^^^ I ^ ^ __I Shallow l^"^^," """— -»-.o- -^^^.^^^.-.-- ;j2.10% i0.0400i |2.01 min! Directly Connected TC j 15.3 Imin nnRecord Id: 3-1Design MethodjDescriptionjimperviousjlandscape (75% grass)Type!Sheet_^RationalComposite C Calc(SubAreaISubc|0.55 ac'~|a47ac10.9010.20Composite C = 0.58I',Directly Connected TC CalcDescription^^_..,^^_^.^.^I",S-"Smooth Surfaces. :0.011 jl6.00ft |1.00% J0.0110MiscTT-17Channel (interm) |Concretepipe (n==0.012) J175.00 ft 11.40% J0.0120TrDirectly Connected TC1.20in [0.60 minJ0.58 minj 1.18mins11Record Id: H3-2Design MethodIDescription(Pasture (n=0.20)!.rp(RationalComposite C CalcjSubArea |Sub c113.64ac 10.20Directly Connected TC Calc•I—Composite C = 0.20TypeTDescriptionLength (Slope | Coeff | MiscTTr'IISheetI(Cultivated Soil w/ residue coverj(s<=20%).: 0.06.... y.......1150.00Ift12.63jl.30% 10.0600 !'•"" j^'|m Imm.[Fallow or minimum tillage cultivationIShallowj(n=0.04)Directly Connected TC18.771.20% 10.0400mm31.40min1990.00 |Ift Record Id: 3-2Design MethodI .^>™»,^-.«,.»....~,...^^..IDescription[imperviousilandscape (75% grass), ^.Rational-1fSiAc10.90TypeComposite C CalcISubArea!6.80 ac.^.^_,_.-......_...^^.Directly Connected TC Calc^^^^_..._.._^____ ^^Composite C = 0.5511-11!! 1 Sheet11 ChannelIj(interm)IJShallowIShort prairie grass andllawns.: 0.15i Concrete pipe (n=0.012)iPaved145.00ft!•--"h10.90% 10.1500 L1 inr-l--l-l~''ll'l'-ll-i'll'"---l-ll'l'-ll'T-1'''|0.90%i0.0120]1.20J1200.00Iftil60.00ft 12.70% 10.0100iDirectly Connected TCTT1"1L63-jmm14.96 min10.80min-Tl7.39minl!iRecord Id: H3-3Design Method!iDescriptionjPasture (n=0.20)"[a62"ac"RationalComposite C CalcjSubc10.20iComposite C = 0.20Directly Connected TC Calci1.1j [Type I....^^^..___.-..............,..._._^! IijSheetICultivated Soil w/ residue cover|(s<=20%).: 0.06J30.00Ift'-1~3.30%!0.0600|jmDirectly Connected TC12.40iminJ2.40min1 n0Record Id: 3-3Design MethodjDescriptionI-jimperviousilandscape (75% grass)?••-"TypeTRationalComposite C Calc^^^^^^.10.40 ac |0.9G|0.22 ac 10.20Composite C = 0.65tjIDirectly Connected TC Calc.....^^^^._._......._^^^^II[Sheet (Smooth Surfaces.: 0.011 |18.00ft (1.00% J0.0120 |1.20 injO.71 min ||j^^^^^^.^^.^._^^^_^^_^^^^.^_^Directly Connected TC7.06minLicensed to: Mon-ison Maierle, Inc. nBozeman Gateway - Phase 1Detention Ponds #1 and #2MMI#:B638.(}03.091.Q310DATE: 6A6^06ENGINEER: 'Mike HickmanSiiSIBSs,::?MODIFIED RATIONAL METHODQp=CiAPRE-DEVELOPMENT, BASIN Hl.lRAINFALL FREQ=,IC|f.yr, 1 hr.BASFN AREA PRE = i6.57j. ; acresPRE-DEV Tc =24.3 min.PRE-DEVC= 9.25STORM A = 0.64B = -0.653TORM INTENSITY = 1.15 IN/HRPRE-DEVQp= 1.89 CFSi = A * (Tc/60)BSTORM EVENTJYR)_STORM i COEFFAB251025501000.360.520.640.780.92l.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)0.620.931.151.391.671.85(Source: City ofBozeman Design Standards, March 2004)H:\3638\003\DOCS\Drainage\Phase 1\revised 6-16-06\Detention Ponds #1 and #2.xls Bozeman Gateway - Phase 1Detention Pond #1MODIFIED RATIONAL METHODQp=CiAPOST-DEVELOPMENT - BASW 1.1BASIN AREA POST =^.^ 4.3tt.. :; ACPOST-DEV Tc = 5,0 ,MINPOST-DEVC= .0.67STORM INTENSITY = 3.22 IN/HRPOST-DEV Qp = 9.27 CFSPRE-DEVEL.Qp (Basin 1.1) =|||%icfsMATCHING Qp(Basin 1.1+Basin 1.2)= 1.89 cfsTIME STEPDURATION = 1.0 mm.POND VOLUME CALCULATIONS:DURATION(MIN)FNTENSITY(IN/HR)Qp(CFS)i^^^;.ssy%^S"!®??l'""?^ '!::^.vssym.|®i'1Vte.':.''&rolBFnB,'En»gls;;:Rel.^GU.''£t,)i^6M^l.j,:Triangle ReleasePOND VOLUME(CF)^'••"piMsi'i-snB-nfagws'";::K[ax.WQNae,ist':^l:i^®astaffit;Ml;|BB,a.^;MlS5.i;.£3LConstant ReleasePOND VOLUME(CF)V^^WSSS^'©ETENTIQW^QL,•^CTT).h-:<:,3g8.Mg|g4.755.756.757.758.759.7510.7511.7512.7513.7514.7515.7516.7517.7518.7519.7520.7521.7522.7523.7524.7525.7526.7527.7528.7529.7530.753.332.942.652.422.242.091.961.851.751.671.591.531.471.411.361.321.281.241.201.171.141.111.081.061.031.010.999.598.477.636.976.446.015.645.325.054.804.594.404.234.073.933.803.683.573.463.373.283.203.123.042.972.912.852425.092582.542719.672841.242950.453049.563140.233223.713301.003372.873439.973502.813561.833617.413669.853719.433766.383810.923853.213893.423931.703968.174002.944036.124067.804098.084127.012152.472282.982392.892487.042568.642639.992702.772758.252807.422851.092889.902924.382954.982982.063005.953026.923045.223061.043074.593086.013095.453103.053108.923113.163115.883117.153117.05ORIFICE CALCULATIONMATCHING Qp:(Basin 1.1) = 1.05 cfsCIRCULAR ORIFICE:DIAMETER = "5.71. inchesArea = 0.18 ft2Max. Depth =||lj.5®, ft.ORIFICE FLOW = 1.05 CFSRECTANGULAR ORIFICE:LENGTH =6.41! inchesWIDTH = 4.00 inchesArea = 0.18 ft2Max. Depth =gK30:CFSORIFICE FLOW = 1.05 nDURATION(MIN)INTENSITY(IN/HR)Qp(CFS)Triangle ReleasePOND VOLUME.LCF)Constant ReleasePOND VOLUME(CF)31.7532.7533.7534.7535.7536.7537.7538.7539.7540.7541.7542.7543.7544.7545.7546.7547.7548.7549.7550.7551.7552.7553.7554.7555.7556.7557.7558.7559.7560.7561.7562.7563.7564.7565.7566.7567.7568.7569.7570.7571.7572.7573.7574.7575.7576.7577.7578.7579.7580.7581.7582.7583.7584.750.970.950.930.910.900.880.860.850.840.820.810.800.790.770.760.750.740.730.720.710.700.700.690.680.670.660.660.650.640.630.630.620.620.610.600.600.590.590.580.570.570.560.560.550.550.550.540.540.530.530.520.520.520.512.792.732.682.632.582.542.492.452.412.372.332.302.262.232.202.172.142.112.082.062.032.001.981.961.931.911.891.871.851.831.811.791.771.751.741.721.701.691.671.661.641.631.611.601.581.571.561.551.531.521.511.501.481.474154.684181.154206.484230.734253.954276.184297.464317.854337.374356.064373.964391.104407.504423.204438.224452.574466.304479.414491.944503.894515.294526.154536.504546.344555.69.4564.574572.994580.974588.514595.624602.334608.634614.554620.094625.254630.064634.514638.624642.404645.854648.97:4651.794654.304656.514658.434660.074661.434662.514663.324663.874664.174664.214664.014663.563115.663113.053109.273104.383098.443091.493083.573074.733065.013054.433043.053030.883017.973004.322989.982974.972959.312943.022926.132908.652890.602872.002852.882833.232813.082792.452771.352749.782727.782705.332682.472659.192635.522611.452587.002562.192537.012511.472485.602459.392432.842405.982378.802351.322323.542295.462267.092238.452209.522180.332150.872121.162091.192060.97 Bozeman Gateway - Phase 1Detention Pond #2MODIFIED RATIONAL METHODQp= C i APOST-DEVELOPMENT - BASIN 1.2BASIN AREA POST =,;:; 4. ; :ACPOST-DEV Tc = 5.0, SMDMPOST-DEVC=? 0.77STORM INTENSITY = 3.22 IN/HRPOST-DEVQp= 10.31 CFSPRE-DEVEL.Qp (Basin 1.2) = 0.84 cfsMATCHING Qp(Basin 1.1+ Basin 1.2) = 1 .89 cfsTIME STEPDURATION = 1.0 min.^aMte(..'Vefiame,"?:IXi'iamgleRel.doti.'fi.):&^^0^^SfSi,:'Bitax. 'Voifflin^'ICoastant 'Rel. (cu€®.|?|I"'''^E^5E'gg|®ErI7EMTION¥©lj|^:.;,,.^CFT),,^S|IPOND VOLUME CALCULATIONS:DURATION(MIN)INTENSITYCIN/HR)Qp(CFS)Triangle ReleasePOND VOLUME(CF)Constant ReleasePOND VOLUME(CF)4.755.756.757.758.759.7510.7511.7512.7513.7514.7515.7516.7517.7518.7519.7520.7521.7522.7523.7524.7525.7526.7527.7528.753.332.942.652.422.242.091.961.851.751.671.591.531.471.411.361.321.281.241,201.171.141.111.081.061.0310.669.418.487.757.176.686.275.925.615.345.104.894.704.524.374.224.093.963.853.743.653.553.473.383.312791.602976.433138.663283.603414.803534.773645.353747.953843.653933.344017.714097.354172.754244.314312.394377.294439.274498.564555.354609.844662.174712.494760.92:4807.594852.592565.362727.572867.042989.083097.283194.163281.573360.943433.353499.703560.683616.883668.813716.863761.393802.713841.083876.743909.873940.673969.303995.894020.574043.474064.68ORIFICE CALCULATIONMATCHING Qp:(Basin 1.1) = 0.84 cfsCIRCULAR ORIFICE:DIAMETER = 5.11, inchesArea = 0.14 ft2Max. Depth = p.5t); ft.ORIFICE FLOW = 0.84 CFSRECTANGULAR ORIFICE:LENGTH =5.87 inchesWIDTH =3.30 inchesArea = 0.14 ft2Max. Depth :=®5,O.CFSORIFICE FLOW = 0.84 Triangle Release Constant ReleaseDURATION INTENSITY Qp POND VOLUME POND VOLUME(MIN) (W/HR) (CFS) (CF) (CF)29.7530.7531.7532.7533.7534.7535.7536.7537.7538.7539.7540.7541.7542.7543.7544.7545.7546.7547.7548.7549.7550.7551.7552.7553.7554.7555.7556.7557.7558.7559.7560.7561.7562.7563.7564.7565.7566.7567.7568.7569.7570.7571.7572.7573.7574.7575.7576.7577.7578.7579.7580.7581.7582.7583.7584.751.010.990.970.950.930.910.900.880.860.850.840.820.810.800.790.770.760.750.740.730.720.710.700.700.690.680.670.660.660.650,640.630.630.620.620.610.600.600.590.590.580.570.570.560.560.550.550.550.540.540.530.530.520.520.520.513.233.173.103.042.982.922.872.822.772.722.682.642.592.562.522.482.452.412.382.352.322.292.262.232.202.182.152.132.102.082.062.032.011.991.971.951.931.911.891.881.861.841.831.811.791.781.761.751.731.721.701.691.681.661.651.644896.024937.964978.505017.715055.655092.385127.965162.455195.895228.335259.815290.375320.045348.875376.885404.105430.575456.315481.355505.705529.405552.465574.915596.765618.045638.755658.925678.575697.715716.345734.505752.195769.425786.205802.555818.4:85834.005849.115863.845878.185892.155905.765919.015931.925944.485956.725968.635980.225991.506002.476013.156023.546033.646043.46. 6053.0160.62.294084.314102.434119.134134.484148.554161.404173.094183.674193.184201.694209.224215.824221.534226.374230.404233.624236.084237.804238.804239.124238.774237.784236.174233,954231.144227.774223.854219.404214.434208.954202.994196.544189.644182.284174.494166.264157.624148.574139.134129.304119.094108.514097.574086.274074.644062.664050.364037.744024.794011.553997.993984.153970.013955.593940.883925.91 DURATION(MW)HsfTENSITY(IN/HR)Qp(CFS)Triangle ReleasePOND VOLUME(CF)Constant ReleasePOND VOLUME(CF)85.7586.7587.7588.7589.7590.7591.7592.7593.7594.7595.7596.7597.7598.7599.75100.75101.75102.75103.75104.75105.75106.75107.75108.75109.75110.75111.75112.75113.75114.75115.75116.75117.75118.75119.75120.75121.75122.75123.75124.75125.75126.75127.75128.75129.75130.75131.75132.75133.75134.75135.75136.75137.75138.75139.750.510.500.500.500.490.490.490.480.480.480.470.470.470.460.460.460.450.450.450.450.440.440.440.430.430.430.430.420.420.420.420.420.410.410.410.410.400.400.400.400.400.390.390.390,390.390.380.380.380.380.380.370.370.370.371.631.611.601.591.581.571.561.541.531.521.511.501.491.481.471.461.451.451.441.431.421.411.401.391.381.381.371.361.351.351.341.331.321.321.311.301.291.291.281.271.271.261.251.251.241.241.231.221.221.211.211.201.191.191.186071.306080.066088.566096.816104.826112.596120.126127.426134.506141.356147.986154.396160.606166.596172.386177.976183.366188.556193.566198.376203.006207.446211.716215.796219.716223.456227.026230.426233.666236.736239.656242.416245.016247.466249.766251.916253.916255.776257.486259.056260.496261.786262.946263.976264.866265.626266.266266.766267.156267.406267.546267.556267.446267.216266.873910.673895.163879.403863.393847.123830.613813.873796.883779.673762.233744.573726.693708.593690.283671.763653.043634.113614.993595.673576.163556.463536.583516.513496.263475.833455.233434.463413.513392.403371.123349.683328.083306.333284.413262.343240.123217.753195.243172.583149.773126.823103.733080.513057.143033.653010.022986.252962.362938.342914.202889.932865.532841.022816.382791.63 nBozeman Gateway - Phase 1Detention Ponds #3, #4 and #5MMI#: 363ro03.091.031DDATE: 6/16/06ENGINEER: Mike HickmanMODIFIED RATIONAL METHODQp=CiAPRE-DEVELOPMENT, BASIN H2RAINFALL FREQ=^?aAO'':yr, 1 hr.BASIN AREA PRE =5113.01 acresPRE-DEVTc= • 18.2 min.PRE-DEV C = 0.22STORM A= 0.64B = -0.653TORM INTENSITY = 1.05 IN/HRPRE-DEV Qp = 2.99 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)0.570.841.051.261.511.68(Source: City ofBozeman Design Standards, March 2004)H:\3638\003\DOCS\Drainage\Phase 1\revised 6-16-06\Detention Pond #3, 4 and 5.xls Bozeman Gateway - Phase 1Detention Pond #3MODIFIED RATIONAL METHODQp= C i APOST-DEVELOPMENT - BASIN 2.1BASIN AREA POST =g|g2^|g,;ACPOST-DEV Tc = • r ,^!5i0"" : MINPOST-DEV C = ,0:5STORM FNTENSITY = 3.22 IN/HRPOST-DEV Qp = 4.18 CFSPRE-DEVEL.Qp (Basin 2.1) =iBO';cfsMATCHRMG Qp(Basins 2.1 + 2.2 + 2.3) = 2.99 cfsTIME STEPDURATION = 1.0 min.SSSS:s'CSi3SS":KS3BSS!Slll.llft'tax.Voluraie,VHrlaTigteRel.(<:u."eE.),:tl3S.12 , -:.Max.Votea®,,t©ofis&Rt Rel. (CB; ):.685.33 :.:^j:,:f.ipgliwE]RAi38':BT'BETBNTIQNVOi,':1;CTT)912.22POND VOLUME CALCULATIONS:DURATION(MIN)INTENSITY(IN/HR)Qp(CFS)Triangle ReleasePOND VOLUME:(CF)Constant ReleasePOND VOLUME(CF)4.755.756.757.758.759.7510.7511.7512.7513.7514.7515.7516.7517.7518.7519.7520.7521.7522.7523.7524.7525.7526.753.332.942.652.422.242.091.961.851.751.671.591.531.471.411.361.321.281.241.201.171.141.111.084.333.823.443.152.912.712.542.402.282.172.071.981.911.841.771,711.661.611.561.521.481.441.41881.87931.13971.211004.281031.781054.711073.841089.721102.811113.461121.951128.521,133.361136.661138.531139.121138.521136.831134.131130.481125.971120.641114.54630.73657.19673.70682.56685.33683.09676.65666.65653.55637.74619.53599.19576.92552.91527.32500.28471.91442.31411.56379.76346.97313.26278.67ORIFICE CALCULATIONMATCHING Qp:(Basin 1.1) = 1.20 cfsCIRCULAR ORIFICE:DIAMETER = 6. ll.i inchesArea = 0.20 ft2Max. Depth =|aM ft,ORIFICE FLOW = 1.20 CFSRECTANGULAR ORIFICE:LENGTHWIDTH'AreaMax. DepthORIFICE FLOW'5.86i inches5.00^ inches0.20 ft2|1:59:?CFS1.20 nnBozeman Gateway - Phase 1Detention Pond #4MODIFIED RATIONAL METHODQp = Ci APOST-DEVELOPMENT - BASIN 2.2BASIN AREA POST = giiggBg ACPOST-DEV Tc = £- ?5;0 ^ MINPOST-DEVC=: 0.54STORM INTENSITY = 3.22 IN/HRPOST-DEVQp= 1.65 CFSPRE-DEVEL.Qp (Basin 2.2) = yyS^ cfsMATCHING Qp(Basins 2. \+2.2+ 2.3) = 2.99 cfsTIME STEPDURATION = 1.0 min.POND VOLUME CALCULATIONS:DURATION(MIN)INTENSITY(IN/HR)Qp(CFS)^^^^"^HKSi^^S^iWSW^Big|iMaxtr''VoiwnB,:|'S!||rr(aa8l8;:itel^^:ft^Triangle ReleasePOND VOLUME(CF)iS%Kiax.:''VigB«Bi®,;-Goastaat'Ragau.KI.issw|gifisfeifiKa!!8!!iBnConstant ReleasePOND VOLUME_(CF)?IVERXGEii?E)BTE]SFnON'.¥<»^CEg^yi4.755.756.757.758.759.7510.7511.7512.7513.7514.7515.7516.7517.7518.7519.7520.75.21.7522.7523.7524.7525.7526.7527.7528.753.332.942.652.422.242.091.961.851.751.671.591.531.471.411.361.321.281.241.201.171.141.111.081.061.031.711.511.361.241.151.071.000.950.900.860.820.780.750.720.700.680.650.630.620.600.580.570.560.540.53451.41481.45507.88531.53552.99572.65590.80607.67623.45638.25652.21665.41677.93689.83701.18712.02722.39732.32741.86751.03759.86768.36776.56784.48792.13418.84445.62468.76489.11507.25523.59538.40551.93564.35575.80586.40596.22605.37613.89621.86629.31636.28642.83648.97654.74660.16665.25670.04674.55678.79ORIFICE CALCULATIONMATCHING Qp:(Basin 1.1) = 0.12 cfsCIRCULAR ORIFICE:DIAMETER=, t.94 inchesArea = 0.02 ft2Max. Depth =iia0s ft.ORIFICE FLOW = 0.12 CFSRECTANGULAR ORIFICE:LENGTH =2.00.: inchesWIDTH=il.50 inchesArea = 0.02 ft2Max. Depth =||l|||^ CFSORIFICE FLOW = 0.12 DURATION(MIN)INTENSITY(IN/HR)Qp(CFS)Triangle ReleasePOND VOLUME(CF)Constant ReleasePOND VOLUME(CF)29.7530.7531.7532.7533.7534.7535.7536.7537.7538.7539.7540.7541.7542.7543.7544.7545.7546.7547.7548.7549.7550.7551.7552.7553.7554.7555.7556.7557.7558.7559.7560.7561.7562.7563.7564.7565.7566.7567.7568.7569.7570.7571.7572.7573.7574.7575.7576.7577.7578.7579.7580.7581.7582.7583.7584.751.010.990.970.950.930.910.900.880.860.850.840.820.810.800.790.770.760.750.740.730.720.710.700.700.690.680.670.660.660.650.640.630.630.620.620.610.600.600.590.590.580.570.570.560.560.550.550.550.540.540.530.530.520.520.520.510.520.510.500.490.480.470.460.450.440.440.430.420.420.410.400.400.390.390.380.380.370.370.360.360.350.350.340.340.340,330.330.330.320.320.320.310.310.310.300.300.300.290.290.290.29•0.280.280.280.280.280.270.270.270.270.260.26799.53806.69813.63820.35826.87833.20839.34845.30851.10856.74862.23867.57872.76877.82882.75887.56892.24896.80901.26905.60909.84913.98918.02921.96925.81929.57933.25i 936.84940.35943.77947.13950.40953.61956.74959.80962.79965.72968.59971.39974.13976.81979.44982.00984.51986.97989.37991.72994.02996.27998.471000.631002.741004.801006.811008.791010.72682.77686.51690.03693.33696.42699.32702.04704.57706.94709.15711.20713.10714.86716.48717.97719.33720.57721.69722.70723.60724.39725.08725.67726.16726.56726.87727.09727.23727.28727.25727.15726.97726.71726.38725.99725.52724.99724.39723.73723.01722.22721.38720.48719.53718.51717.45716.33715.16713.94712.68711.36709.99708.58707.13705.63704.09 Triangle Release Constant ReleaseDURATION INTENSITY Qp POND VOLUME POND VOLUME(MIN) (IN/HR) (CFS) (CF) (CF)85.7586.7587.7588.7589.7590.7591.7592.7593.7594.7595.7596.7597.7598.7599.75100.75101.75102.75103.75104.75105.75106.75107.75108.75109.75110.75111.75112.75113.75114.75115.75116.75117.75118.75119.75120.75121.75122.75123.75124.75125.75126.75127.75128.75129.75130.75131.75132.75133.75134.75135.75136.75137.75138.75139.75140.750.510.500.500.500.490.490.490.480.480.480.470.470.470.460.460.460.450.450.450.450.440.440.440.430.430.430.430.420.420.420.420.420.410.410.410.410.400.400.400.400.400.390.390.390.390,390.380.380.380.380.380.370.370.370.370.370.260.260.260.250.250.250.250.250.250.240.240.240.240.240.240.230.230.230.230.230.230.230.220.220.220.220.220.220.220.220.210.210.210.210.210.210.210.210.210.200.200.200.200.200.200.200.200.200.190.190.190.190.190.190.190.191012.601014.451016.251018.021019.751021.431023.081024.701026.271027.811029.321Q3 0.791032.231033.631035.001036.341037.651038.921040.171041.381042.571043.721044.851045.951047.021048.061049.081050.071051.031Q51.971052.881053.761054.621055.461056.271057.061057.821058.561059.281059.981060.651061.301061.931062.541063.131063.691064.241064.761065.271065.751066.221066.661067.091067.501067.891068.26702.50700.87699.20697.49695.74693.95692.13690.26688.36686.42684.45682.44680.40678.32676.21674.07671.90669.69667.45665.19662.89660.56658.20655.82653.40650.96648.49645.99643.47640.92638.34635.74633.12630.47627.79625.09622.36619.62616.85614.05611.24608.40605.54602.65599.75596.82593.88590.91587.92584.91581.89578.84575.77572.69569.58566.46 DURATION(MIN)INTENSITY(IN/HR)Qp(CFS)_Triangle ReleasePOND VOLUME(CF)Constant ReleasePOND VOLUME(CF)141.75142.75143.75144.75145.75146.75147.75148.75149.75150.75151.75152.75153.75154.75155.75156.75157.75158.75159.75160.75161.75162.75163.75164.75165.75166.75167.750.370.360.360.360.360.360.360.350.350.350.350.350.350.350.340.340.340.340.340.340.340.330.330.330.330.330.330.190.190.190.190.180.180.180.180.180.180.180.180.180.180.180.180.180.170.170.170.170.170.170.170.170.170.171068.611068.941069.261069.561069.841070.101070.351070.581070.791070.991071.171071.331071.481071.611071.731071.831071.921071.991072.041072.081072.111072.121072.121072.101072.071072.021071.96563.32560.16556.98553.78550.57547.33544.08540.82537.53534.23530.92527.58524.24520.87517.49514.09510.68507.25503.81500.35496.88493.39489.89486.37482.84479.29475.73 n0Bozeman Gateway - Phase 1Detention Pond #5MODIFIED RATIONAL METHODQp= C i APOST-DEVELOPMENT - BASIN 2.3BASIN AREA POST =gU|^.MBBACPOST-DEV Tc = -: '25.5 MINPOST-DEV C = - •? ©37STORM INTENSITY = 1.12 IN/HRPOST-DEV Qp = 5.37 CFSPRE-DEVEL.Qp (Basin 2.3) = 1.67 cfsMATCHING Qp(Basins 2.1+2.2+2.3)= 2.99 cfsTIME STEPDURATION = 1.0 min.^^^^y^^iiSif^B-^^^'i^'ii^'•B•iiMax%oteB|fii;:•'rtaagls.%el.(ca.|B.)^^^Sil^mii^^MM^^S^®^^:»?5^i>KfHW™ij^^'?a^™^^»wjt^^|Mia^W®ti»i8,||||i;Gonfi|aBt;iRe|.(ei.|1^1Ki?^^I^V'ERAOEfDEBNTION'^QE;:h^CET^ysMWsPOND VOLUME CALCULATIONS:DURATION(MIN)INTENSITY(IN/HR)Qp(CFS)Triangle ReleasePOND VOLUME(CF)Constant ReleasePOND VOLUME(CF)24.2325.2326.2327.2328.2329.2330.2331.2332.2333.2334.2335.2336.2337.2338.2339.2340.2341.2342.2343.2344.2345.2346.2347.2348.231.151.121.101.071.041.021.000.980.960.940.920.900.890.870.860.840.830.820.800.790.780.770.760.750.745.555.415.275.155.034.914.814.714.614.524.434.354.274.204.134.063.993.933.873.813.753.703.653.603.555573.255638.125700.055759.255815.865870.045921.925971.636019.296064:996108.836150.906191.296230.076267.306303.066337.416370.416402.106432.546461.786489.866516.836542.716567.563849.403884.633916.653945.663971.833995.334016.304034.874051.184065.334077.424087.564095.834102.324107.104110.244111.814111.884110.514107.744103.634098.234091.584083.734074.72ORIFICE CALCULATIONMATCHING Qp:(Basin 1.1) = 1.67 cfsCIRCULAR ORIFICE:DIAMETER =. 7.20 inchesArea = 0.28 ft2Max. Depth =g|Bgl< ft.ORIFICE FLOW = 1.67 CFSRECTANGULAR ORIFICE:LENGTH= 8.16 inchesWIDTH =,.5.W inchesArea = 0.28 ft2Max. Depth =Sgg)(:CFSORIFICE FLOW = 1.67 49.2350.2351.2352.2353.2354.2355.2356.2357.2358.2359.2360.2361.2362.2363.2364.2365.2366.2367.2368.2369.2370.2371.2372.2373.2374.2375.2376.2377.2378.2379.2380.2381.2382.2383.2384.2385.2386.2387.2388.2389.2390.2391.230.730.720.710.700.690.680.680.670.660.650.650.640.630.630.620.610.610.600.590.590.580.580.570.570.560.560.550.550.540.540.530.530.530.520.520.510.510.510.500.500.490.490.493.503.463.413.373.333.293.253.213.173.143.103.073.043.012.982.952.922.892.862.832.812.782.752.732.702.682.662.632.612.592.572.552.532.512.492.472.452.432.412.402.382.362.346591.406614.276636.216657.236677.376696.666715.126732.786749.666765.786781.166795.836809.806823.106835.746847.736859.106869.866880.026889.606898.616907.086915.006922.396929.276935.646941.536946.926951.856956.326960.336963.906967.046969.756972.046973.936975.426976.516977.226977.556977.516977.116976.354064.594053.384041.114027.824013.553998.323982.163965.103947.163928.383908.763888.353867.143845.183822.473799.043774.903750.073724.573698.423671.623644.203616.173587.543558.323528.543498.19.3467.303435.873403.923371.453338.493305.033271.083236.663201.783166.443130.663094.433057.773020.702983.202945.30 DBozeman Gateway - Phase 1Detention Pond #6MMI#: 3638.0Q3.091.0310DATE:ENGINEER: Mifee HiekmanBiiSKKSMODIFIED RATIONAL METHODQp-CiAPRE-DEVELOPMENT, BASIN H3.1RAINFALL FREQ=^..s'tQ:|Q;,yr, 1 hr.BASIN AREA PRE = 0.96 'acresPRE-DEVTc= 15.3 mm.PRE-DEV C = ?'0.27STORM A = 0.64B = -0.653TORM INTENSITY = 1.56 IN/HRPRE-DEV Qp = 0.40 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFF.AB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)0.821.251.561.872.272.52(Source: City ofBozeman Design Standards, March 2004)H:\3638\003\DOCS\Drainage\Phase 1\revised 6-16-06NDetention Pond #6.xls Bozeman Gateway - Phase 1Detention Pond #6MODIFIED RATIONAL METHODQp= C i APOST-DEVELOPMENT - BASIN 3.1BASIN AREA POST =g ^l.©2 :''!^ACPOST-DEV Tc =: 5.0 - MINPOST-DEV C = 0.5SSTORM INTENSITY = 3.22 IN/HRPOST-DEVQp= 1.90 CFSPRE-DEVEL.Qp (Basin 1.1) =gg®'.icfsMATCHING Qp(Basin 1.1+Basin 1.2)= 0.40 cfsTIME STEPDURATION = 1.0 min.)Max.^tohiBie^j€^||iMax."¥^liNaagle'B.et.^eu;^1'646^9u:m€c!BstantRel.<w.-%)^,41;0.29,,;.],^v|,.WSW li'OE'rENTtON.VQEaW^CFT)MMPOND VOLUME CALCULATIONS:DURATION(MIN)INTENSITY(IN/HR)Qp(CFS)Triangle ReleasePOND VOLUME(CF)Constant ReleasePOND VOLUME(CF)4.755.756.757.758.759.7510.7511.7512.7513.7514.7515.7516.7517.7518.7519.7520.7521.7522.7523.7524.7525.7526.7527.7528.7529.7530.7531.7532.7533.753.332.942.652.422.242.091,961.851.751.671.591.531.471.411.361.321.281.241.201.171.141.111.081.061.031.010.990.970.950.931.971.741.571.431.321.231.161.091.040.990.940.900.870.840.810.780.750.730.710.690.670.660.640.630.610.600.580.570.560.55443.10469.80492.33511.67528.46543.19556.18567.69577.93587.06595.21602.49608.98614.76619.90.624.45628.47631.98635.04637.67639.90641.76643.27644.45645.33645.92646.23646.2964.6.09645.67349.93367.81381.33391.49398.99404.30407.78409.71410.29409.69408.05405.48402.08397.92393.08387.62381.57375.00367.93360.41352.46344.11335.39326.32316.92307.20297.19286.90276.34265.54ORIFICE CALCULATIONMATCHING Qp:(Basin 1.1) = 0.40 cfsCIRCULAR ORIFICE:DIAMETER = 3.52. inchesArea = 0.07 ft2Max. Depth =|l;5frf ft.ORIFICE FLOW = 0.40 CFSRECTANGULAR ORIFICE:LENGTH =3.25. inchesWIDTH = ,3.00 inchesArea = 0.07 ft2Max.Depth=gl.5OTCFSORIFICE FLOW = 0.40 nnBozeman Gateway - Phase 1Detention Pond #7MMI#:3638:003.091;031CB®DATE: 6/16/06^??CT;ENGINEER: .Mike'HiclmianMODIFIED RATIONAL METHODQp=CiAPRE-DEVELOPMENT, BASIN H3.2RAINFALL FREQ = ^^10 ij^yr, 1 hr.BASIN AREA PRE = '13.64 ^ acresPRE-DEVTc= 3E4 min.PRE-DEVC= 0.20STORM A = 0.64B = -0.65STORM INTENSITY = 0.97 IN/HRPRE-DEV Qp = 2.66 CFSi=A*(Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)0.530.790.971.181.411.56(Source: City ofBozeman Design Standards, March 2004)H:\3638\003\DOCS\Drainage\Phase 1\revised 6-16-06\Detention Pond #7.xls Bozeman Gateway - Phase 1Detention Pond #7MODIFIED RATIONAL METHODQp =C i APOST-DEVELOPMENT - BASIN 3.2BASIN AREA POST = ^-^13.72'ilSACPOST-DEV Tc =; . 17.4 !; MINPOST-DEVC=, 0.55:,^STORM fNTENSITY = 1.43 IN/HRPOST-DEV Qp = 10.80 CFSPRE-DEVEL.Qp (Basin 1.1) =?:!;K66;,cfsMATCHING Qp(Basin 1.1+ Basin 1.2) = 2.66 cfsTIME STEPDURATION = 1.0 min.m^wxsfssasiwsy'ssvsisiSvsessusaMtw^POND VOLUME CALCULATIONS:DURATION(MIN)INTENSITY(IN/HR)Qp(CFS): 'Max. :Volanie,n''i.i;'|'HangleRel.(ou.IftO'<Ifi, n47QMTriangle ReleasePOND VOLUME(CF)Wax.:'V0l{m'ie,Sal.;;C'MstaBtRd. (ou.A.).-••7ft5.71 ^,.j|Constant ReleasePOND VOLUME(CF)||)ETE^^3DN^W3LP'^;^i:,(CFT!'i: :;S9293.2116.5317.5318.5319.5320.5321.5322.5323.5324.5325.5326.5327.5328.5329.5330.5331.5332.5333.5334.5335.5336.5337.5338.5339.5340.5341.5342.5343.5344.5345.5346.5347.531.481.421.371.331.291.251.211.181.141.121.091.061.041.010.990.970.950.930.920.900.880.870.850.840.830.810.800.790.780.770.760.7411.1610.7510.3710.029.709.409.138.878.648.428.218.017.837.667.497.347.197.056.926.796.676.556.446.336.236.136.045.955.865.785.705.628365.188515.37:8657.198791.368918.539039.249153.989263.199367.259466.509561.259651.779738.329821.129900.389976.2810049.0110118.7210185.5710249.6710311.1710370.1710426.7910481.1310533.2910583.3410631.3710677.4710721.7010764.13F0804.8310843.866319.456415.596502.856582.006653.706718.536777.016829.596876.686918.646955.796988.427016.807041.177061.757078.737092.317102.657109.917114.227115.737114.567110.837104.647096.097085.277072.287057.207040.107021.067000.156977.43ORIFICE CALCULATIONMATCHFNG Qp:(Basin 1.1) = 2.66 cfsCIRCULAR ORIFICE:DIAMETER =^9.10. inchesArea = 0.45 ft2Max. Depth =J3!?50:! ft.ORIFICE FLOW = 2.66 CFSRECTANGULAR ORTFICE:LENGTHWIDTHAreaMax. DepthORIFICE FLOW9.28; inches7.00 inches0.45 ft2IHSO.CFS2.66 nDURATION(MIN)INTENSITY(IN/HR)Qp(CFS)Triangle ReleasePOND VOLUME_(CF)Constant ReleasePOND VOLUME(CF)48.5349.5350.5351.5352.5353.5354.5355.5356.5357.5358.5359.5360.5361.5362.5363.5364.5365.5366.5367.5368.5369.5370.5371.5372.5373.5374.5375.5376.5377.5378.5379.5380.5381.5382.5383.5384.5385.5386.5387.5388.530.730.720.720.710.700.690.680.670.670.660.650.640.640.630.620.620.610.600.600.590.590.580.580.570.570.560.560.550.550.540.540.530.530.520.520.520.510.510.500.500.505.545.475.405.335.275.205.145.085.024.964.914.854.804.754.704.654.614.564.524.474.434.394.354.314.274.234.194.164.124.094.054.023.993.963.933.893.863.843.813.783.7510881.2810917.1310951.4810984.3711015.8411045.9511074.7311102.2311128.4711153.5111177.3611200.0811221.6711242.1911261.6511280.0811297.5211313.9811329.4911344.0711357.7511370.5511382.4911393.5811403.8511413.32.11422.0011429.9211437.0811443.5111449.2211454.2211458.5311462.1711465.1511467.4711469.1611470.2211470.6811470.53.11469.796952.976926.816899.026869.666838.766806.376772.556737.336700.766662.866623.696583.286541.656498.846454.896409.826363.666316.436268.176218.916168.656117.436065.276012.195958.225903.365847.655791.095733.715675.535616.565556.825496.325435.085373.115310.445247.065183.005118.265052.874986.83 Bozeman Gateway - Phase 1Detention Pond #8MMI#:;3638.()©3.0911.0310DATE: 6^6/06'KS-y-wENGINEER: Mike Hickman.SgliS!IODIFIED RATIONAL METHODQp=CiAPRE-DEVELOPMENT, BASIN H3.3RAINFALL FREQ = .\ yr, 1 hr.BASIN AREA PRE = 0.62 acresPRE-DEVTc= 5.0 min.PRE-DEV C = 0.20STORM A= 0.64B = -0.653TORM INTENSITY = 3.22 IN/HRPRE-DEV Qp = 0.40 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)H:\3638\003\DOCS\Drainage\Phase 1\revised 6-16-06\Detention Pond #8.xls r-\nBozeman Gateway - Phase 1Detention Pond #8MODIFIED RATIONAL METHODQp=CiAPOST-DEVELOPMENT - BASIN 3.3BASIN AREA POST =||g|||gACPOST-DEV Tc ='i.]^,|.^"^ -MINPOST-DEVC=^,:ygS5JSTORM INTENSITY = 3.22 IN/HRPOST-DEV Qp = 1.30 CFSPRE-DEVEL.Qp (Basin 1.1) =g»0.cfsMATCHING Qp(Basin 1.1+ Basin 1.2) = 0.40 cfsTIME STEPDURATION = 1.0 min.ax1•s.WSSK•31cla3fc^:Vt)ta'Re,;:n||aa^te.^|||ttafi|s|eoB^tiRefeii<®tt.|B:|E®'ENTK3N?¥!Q!L-.(GET)i|B|i:;giggii^es.gs'iiaaEPOND VOLUME CALCULATIONS:DURATION(MIN)INTENSITY(IN/HR)Qp,(CFS)_Triangle ReleasePOND VOLUME(CF)Constant ReleasePOND VOLUME(CF)4.755.756.757.758.759.7510.7511.7512.7513.7514.7515.7516.7517.7518.7519.7520.7521.7522.7523.7524.7525.7526.7527.7528.7529.7530.7531.7532.7533.7534.753.332.942.652.422.242.091.961.851.751.671.591.531.471.411.361.321.281.241.201.171.141.111.081.061.031.010.990.970.950.930.911.341.181.070.980.900.840.790.740.710.670.640.620.590.570.550.530.510.500.480.470.460.450.440.430.420.410.400.390.380.370.37265.45279.91291.53300.97308.683:14,97320.09324.20327.45329.93331,75332.98333.67333.88333.64333.01332.01330.68329.03327.09324.87322.41319.71316.78313.65310.32306.80303.10'299.24295.21291.04184.35191.55195.62197.30197.05195.24192.11187.86182.63176.55169.71162.21154.09145.43136.28126.66116.62106.2095.4284.3072.8761.1549.1636.9024.4111.69-1.26-14.40-27.74-41.27-54.98OMFICE CALCULATIONMATCHING Qp:(Basin 1.1) = 0.40 cfsCIRCULAR ORIFICE:DIAMETER = Ri.3.52 inchesArea = 0.07 ft2Max. Depth =K}J|| ft.ORIFICE FLOW = 0.40 CFSRECTANGULAR ORIFICE:LENGTH = :,:3.25 inchesWIDTH = 3.®0 inchesArea = 0.07 ft2Max. Depth = ®i|i CFSORIFICE FLOW = 0.40 ^^\MORRISONMAIERLE,INC.PROJECT, ^C-Z-^t^^T^ <^^e^'"/, f>^^ iBY, ^^/ | DATE ^/i ^/O^ | PROJ. NO. J^ ^ 0 0~}. G^l, P^ I 0CHK:DAIIPAGE: I^ zS^o^^r^c^l 5l7l/^^ C.ALC5 - Pff^P ^ZF'os^cj ^2^ re^'d -yic^'-^e. \/of^/^c ^ S^i'y1/ //3.^^ 'yio^^.'Te-c^ <:iC-7HO /?(7 Jc^) <^4^^^, p:^c^'^o/^^74 //Va^i/-^^ (iTt^^^ed)^J'^?/^/.4c/ ^TGry^i, =- 7^ £7 J'/ pf^- ^cy^e^Y/ii^y^^n ^ce</^ -- ^^il/7^c? •= -70.^ ^> 7Z y-^^>.e- <>»^pi/e c-c<./<;^/^/-/'>^ i/i£./0c/e.> ^se- f'^ T('4£/ \/oi^ ^/"^ie-/ t?^r^clK^(?i^ i~"T5A^ fro^^ F^c^ l-(^c. ^^•oji^^i' /^e^-fi^^VcU $A^& ^ 7y-9- ^5:7 = z^.y f^ ^t^ ^^^-/c ^^t^^ tk^ v~€^u~ir^ci ds^-f-e^''^^ £?'/^1^' ,~r,^'^/, ^e^^^i^\Te.^ ^^^s,^ ^^} oi/t^.?/^tj 1-f> <^l cA^^^^ ,^ ^pt<<? of 7 o^c,,^f?e^),P^^-^/A-^e- ^ ^//7l/-Z) - ^^7 ^p-t^^^k-^ ^-^r^t^£^^e^ ^/o^^g..5;2^y ^^/^ ^355^'i^.e,y\i" i^/'JI be v^i^\o\/e'(^ ^/..o^ i^ ye^c-^5 o ^&-^'//' o^ ^ ^^4e?. ^2.0 Product InformationFigure 1StormTech SC-740 Chamber (not to scale)Nominal Chamber SpecificationsSize (W x H x Installed L) 51.0' (1295 mm) x 30.0" (762 mm) x 85.4" (2170^mm)Chamber Storage 45.9ff(1.3 m')Min. Installed Storage* 74.9ff(2.1 m3)I— ACCEPTS 4-(100 mm)SCH 40 PIPE FOR OPTIONALINSPECTION PORTm-WMmmm,WMMSUII^IIUIIUKU•IIIUIIU74 Ibs (33.6 kg)Weight!1ff90.7- (2300 mm)24" (61 Omm) DIA.MAX85.4" (2170 mm) INSTALLED11fy;30.0"(762 mm)0'^ ••.^51.0" (1295mm)Figure 2StormTech SC-310 Chamber (not to scaie)Nominal Chamber SpecificationsSize (W x H x Installed L) 34.0" (864 mm) x 16.0" (406 mm) x 85.4" (2170 mm)Chamber Storage14.7 ft3 (0.4m3)r— ACCEPTS 4" (100 mm)I SCH 40 PIPE FOR OPTIONALI INSPECTION PORTMin. Installed Storage* 31.Oft'(0.8 m3)Weight37 Ibs (16.8 kg)WMf^f012" (305 mm)DIA. MAXi16.0"(406 mm)-]~T\\n^y,'H3unu\{1^W^W^-i90.7" (2300 mm).J85.4" (2170 mm) INSTALLED-ii!^li34.0" (864 mm)*This assumes a minimum of 6" (150 mm) of stone below, above and between chamber rows and 40% stone porosity.4Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. Bozeman Gateway - Phase 1Sub-Basins 1.1 and 1.2 - Peak Flows for 25-yr and 100-yr StormsMODIFIED RATIONAL METHODQp= C 1 APOST-DEVELOPMENT. BASIN 1.1, 25-YEAR PEAK RUNOFF:RAINFALL FREQ=^,. 25^^^^ 1 hr.BASIN AREA POST = E S4.3Q.. .acresPOST-DEV Tc =i ;^5.®.'R.min.POST-DEV C = iSWZ:-STORM A = 0.78B = -0.64STORM INTENSITY = 3.83 IN/HRPOST-DEVQp= 11.02 CFSA * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)POST-DEVELOPMENT, BASIN 1.1,100-YEAR PEAK RUNOFF:RAINFALL FREQ=l@Q.,yr, 1 hr.BASIN AREA POST = 4.30 acresPOST-DEV Tc = 5.0 min.POST-DEV C = 0.67STORM A= 1.01B = -0.64STORM INTENSITY = 4.95 IN/HRPOST-DEVQp= 14.27 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004) POST-DEVELOPMENT, BASIN 1.2, 25-YEAR PEAK RUNOFF:RAWFALLFREQ= '25 „ yr, 1 hr.BASLN AREA POST = M.l-6 acresPOST-DEV Tc = 5.0 , min.POST-DEVC= 0.77STORM A= 0.78B = -0.64STORM INTENSITY = 3.83 LN/HRPOST-DEVQp= 12.26 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)POST-DEVELOPMENT, BASIN 1.2,100-YEARPEAKRUNOFF:RAFNFALL FREQ = , t@0: yr, 1 hr.BASIN AREA POST = 4.16 acresPOST-DEVTc= 5.0 min.POST-DEV C = 0.77STORM A= 1.01B = -0.64STORM INTENSITY = 4.95 IN/HRPOST-DEVQp= 15.87 CFS1 = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004) '^1Bozeman Gateway - Phase 1Sub-Basins 2.1, 2.2 and 2.3 - Peak Flows for 25-yr and 100-yr StormsMODIFIED RATIONAL METHODQp=CiAPOST-DEVELOPMENT, BASIN 2.1, 25-YEAR PEAK RUNOFF:RAINFALL FREQBASIN AREA POSTPOST-DEV TcPOST-DEV C -25 yr, 1 hr.2.60 acres5.0 min.0.50STORM A= 0.78B = -0.64STORM INTENSITY = 3.83 IN/HRPOST-DEV Qp = 4.97 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)POST-DEVELOPMENT, BASIN 2.1,100-YEAR PEAK RUNOFF:RAINFALL FREQBASIN AREA POST'POST-DEV TcPOST-DEV C100 yr, 1 hr.2.60 acres5.0 min.0.50STORM A= 1.01B = -0.64STORM INTENSITY = 4.95 IN/HRPOST-DEV Qp = 6.44 CFSA * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)POST-DEVELOPMENT, BASIN 2.2. 25-YEAR PEAK RUNOFF:RAINFALL FREQ= 25 yr, 1 hr.BASDM AREA POST = 0.95 acresPOST-DEV Tc = 5.0 min.POST-DEV C = 0.54STORM A= 0.78B = -0.64i = A * (Tc/60)BSTORM EVENT(YR)_STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34 STORM INTENSITY = 3.83 IN/HRPOST-DEV Qp = 1.96 CFS(Source: City ofBozeman Design Standards, March 2004)POST-DEVELOPMENT, BASIN 2.2, 100-YEAR PEAK RUNOFF:RAINFALL FREQ = 100 yr, 1 hr.BASIN AREA POST = 0.95 acresPOST-DEVTc= 5.0 min.POST-DEV C = 0.54STORM A= 1.01B = -0.64STORM INTENSITY = 4.95 IN/HRPOST-DEV Qp = 2.54 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0,67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)POST-DEVELOPMENT, BASIN 2.3, 25-YEAR PEAK RUNOFF:RAINFALL FREQ = 25 yr, 1 hrBASIN AREA POST = 13.00 acresPOST-DEVTc= 25.5 min.POST-DEV C = 0.37STORM A= 0.78B = -0.64STORM INTENSITY = 1.35 IN/HRPOST-DEV Qp = 6.49 CFSA * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-060-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)POST-DEVELOPMENT, BASIN 2.3, 100-YEAR PEAK RUNOFF:RAINFALL FREQ = 100 yr, 1 hr.BASCM AREA POST = 13.00 acresPOST-DEVTc= 25.5 min.POST-DEV C = 0.37STORM A= 1.01B = -0.64STORM INTENSITY = 1.75 IN/HRPOST-DEV Qp = 8.40 CFSA * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004) Bozeman Gateway - Phase 1Sub-Basin 3.1 - Peak Flows for 25-yr and 100-yr StormsMODIFIED RATIONAL METHODQp=CiAPOST-DEVELOPMENT. BASIN 1.1, 25-YEAR PEAK RUNOFF:RAINFALL FREQ'BASIN AREA POST -POST-DEV Tc -POST-DEV C:STORM A-B-STORM INTENSITYPOST-DEV Qp,25 :• yr, 1 hr.1.02 acres5.0 mm.0.580.78-0.643.83 IN/HR2.26 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN,/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)POST-DEVELOPMENT, BASIN 1.1,100-YEAR PEAK RUNOFF:RAINFALL FREQ -BASIN AREA POST -POST-DEV Tc -POST-DEV C -STORM A.BSTORM INTENSITY'POST-DEV Qp,I©0 , :yr, 1 hr.1.02 acres5.0 min.0.581.01-0.644.95 IN/HR2.93 CFSi = A * (Tc/60)BSTORM EVENT_(YR)_STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITYfn^/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004) Bozeman Gateway - Phase 1Sub-Basin 3.2 - Peak Flows for 25-yr and 100-yr StormsMODIFIED RATIONAL METHODQ,pCiAPOST-DEVELOPMENT, BASIN 3.2, 25-YEAR PEAK RUNOFF:RAINFALL FREQ=Y ''25^ 1 hr.BASIN AREA POST = 13.72 acresPOST-DEVTc= 17.4 min.POST-DEV C = 0.55STORM A= 0.78B = -0.64STORM INTENSITY = 1.72 IN/HRPOST-DEVQp= 13.00 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM 1 COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)0.761.151.431.722.082.31(Source: City ofBozeman Design Standards, March 2004)POST-DEVELOPMENT, BASIN 3.2,100-YEAR PEAK RUNOFF:RAINFALL FREQ=Lf:4@0,::yr, 1 hr.BASIN AREA POST = 13.72 acresPOST-DEVTc= 17.4 mm.POST-DEVC= 0.55STORM A= 1.01B = -0.64STORM INTENSITY = 2.23 IN/HRPOST-DEVQp= 16.83 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)0.761.151.431.722.082.31(Source: City ofBozeman Design Standards, March 2004) Bozeman Gateway - Phase 1Sub-Basin 3.3 - Peak Flows for 25-yr and 100-yr StormsMODIFIED RATIONAL METHODQp=CiAPOST-DEVELOPMENT, BASIN 3.3, 25-YEAR PEAK RUNOFF:RAINFALL FREQ -BASIN AREA POST -POST-DEV TcPOST-DEV C -STORM ABSTORM ^TENSITYPOST-DEV Qp25 yr, 1 hr.0.62 acres5.0 min.0.650.78-0.643.83 IN/HR1.54 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67FNTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)POST-DEVELOPMENT. BASIN 3.3,100-YEAR PEAK RUNOFF:RAINFALL FREQ:BASEST AREA POST -POST-DEV Tc -POST-DEV C -STORM ABSTORM INTENSITY :POST-DEV Qp;m:^:yr, 1 hr.0.62 acres5.0 mm.0.651.01-0.644.95 IN/HR2.00 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004) nFipwMaster Pipe Flow Results:Worksheet for Sub-Basin 1.1 - 18" PVCFlow Element: Circular PipeFriction Method: Manning FormulaSolve For: Normal DepthInput Data:Roughness Coefficient:Channel Slope;Diameter:Discharge:Results:Normal Depth:Flow Area:Critical Depth:Percent Full:Critical Slope:Velocity:Velocity Head:Specific Energy:Froude Number:Maximum Discharge:Flow Type:0.0110.80000 %30.00 in9.21 ft3/s0.781.311.0131.30.003047.010.761.551.6446.64 ft3/sSupercriticalftft2ft%ft/ftft/sftftWorksheet for Sub-Basin 1.2 - 24" PVCFlow Element: Circular PipeFriction Method: Manning FormulaSolve For: Normal DepthInput Data:Roughness Coefficient:Channel Slope:Diameter:Discharge:Results:Normal Depth:Flow Area:Critical Depth:Percent Full:Critical Slope:Velocity:Velocity Head:Specific Energy:Froude Number:Maximum Discharge:Flow Type:0.0110.70000 %24.00 in12.26 ft3/s1.061.681.2652.80.004047.280.821.881.4024.06 ft3/sSupercriticalftft2ft%ft/ftft/sftft Worksheet for Sub-Basin 3.2 - 24" PVCFlow Element: Circular PipeFriction Method: Manning FormulaSolve For: Normal DepthInput Data:Roughness Coefficient:Channel Slope:Diameter:Discharge:Results:Normal Depth:Flow Area:Critical Depth:Percent Full:Critical Slope:Velocity:Velocity Head:Specific Energy:Froude Number:Maximum Discharge:Flow Type:0.0110.70000 %24.00 in13.00 ft3/s1.091.761.3054.70.004167.390.851.941.3924.06 ft3/sSupercriticalftft2ft%WftWsftftH:\3638\003\DOCS\Drainage\Phase 1\revised 6-16-06\FlowMaster Results.doc I Ii+•w:'T^4»R-"t'NiS<-•AT-Ka-^ES»!*-=»3iS'^^'K^^i^;k.<gajtT.<H3.1a,H1J1y^-mH2.HUFFIN^ LANE18^2F-.\r^S^gamSTREETN1IS"L~..-^...-^-^F"^]?^uu"!H* I4^;./a^i >^k ^11.2H3.2^frxW\<I-^•f2-l....-V-t—-?H3.3:;:L^-"H2-ftSUBJEOTAREA•Ic^-~TOH3>,•(I/p5. !1\ V^.r"</3'i4iy^5t~rrt••If.".-^-Ty-13•^ y:•/^6"\I -II: .^1:^k:'!.^4"i1°.ijm—?>hf<it><-n4b,,E,.:t.i<i11 '•^---./L^ry_4 V>.>^:71 ~//'1^412^ \/ \ '~/ At\ 11^IH \wir- il '^ ^SWCKY ROADW376 Tv-'--isII..L-—A"!S.J.iyfI \.^ -.——_.Jf:r..._,.4-oy-i.^AC.F)^2.-2.70-^~s!,2©1^=^-j;r/e^y^<r-t-—®?5^2,fis>-^]1=)8\iQTAl 501^T^0S021TBLACk'KOOD ROA6_<w«..''.U.,..l;---—1rt?BAI0471,57~A3AS.-^-'^6——.22.sa^-• •"-.„".. •--" v_y-I?e^y-.^-2000CA110750/S033TPATTFRSdKTRrTATI( IN FET ) .....-"'•IB/n5\01 .35B6PROJECT NO.3G38.003MORRISON ir;:MAIERLE,INC.= ^^^1DRAWN BY:, DHWCHK'D. BY; MGHAPPR. BY; MGHDATE:901 Technology BKdBozemanMT 59718BOZEMAN GATEWAYBOZEMANMONTANAFIGURE NUMBERAn EmpSoyee-Owned CompanyOFFSITE DRAINAGE BASINSFIG. 1H:\3638\003WCAD\Drainage\ROSAUERS_DRAINAGE_EX_1.dwg Plotted by jhockaday on Jun/16/2006 <LEGENDBASIN BOUNDARYSUB-BASIN BOUNDARYPRE-DEVELOPMENTSUB-BASIN DESIGNATIONSUB-BASIN AREA (ACRES)bJ5Q;£/rF._L_J.HX.X-e^-G©t|-gQ£- ~STR£@E'-STREIWEST MAIN STREET3.saE===-:-'iSSS£^^^^f1!S^•^s^i^ssaj^w^swKw^^-^.^^p™.^^"^q^^^. ^_—"^^'^~"—;^^_.,^,...;)U<X *c.^^^^^3^^^SiSS»s:^•-c.-E'crsiB'TBlfB5^41=48404840\\H31»,.••L0.96Ac.i^~HI 71--^-•^V/Ac.6.57^%>•13\ \-im-/ L.J ^ ,,-,Ml-2gHZ..4--•""IrFARMERS CANAL~VII c" .....^I/@33.87Ac13.01AcIpfs-fH5.5-ffK[AtLiJ.1Ft L—4B45^0^6Ac.<<H34ro.--499©2317Ac.1—>».i-^-egMil.lifeffiI^,S.,S^H»---^^^—^<0>^_-F--EQ^€9H3.2H2'^^S" -1mOSIK®'/13.64 Ac.y 'ir\3.78Ac'a®?;1^^11Is/fft .m') %••./ ?c\Il.f.J['':.\->X-^x^es.'\VII-./'-"41)'/ i :'y /»^i/l\ ---wsu-....-"""g L-<:3H53OH1OH20.62Ac.OH5681Ac.58Ac200098Ac( IN FEET )teifiMORRISONaBBMAIERLE,!NC. ^EngineersSfjn/ryors)An Employec-Owned Company901 Technology Blvd.Bozeman MT 59718Phone: (406) 587-0721Fax:(406)587-1176COPYRiGHT 0 MORRISON-MAIERLE. IMC.. 2006DRAWN BY: DHWCHK'D. BY: MGHAPPR. BY: MQHDATE:_N:\2200\023\ACAD\Exhibits\PHASE1_DRAiNAGE_PREDEVEL.dwg Plotted by dweiel on Jun/16/2006BOZEMAN GATEWAY, PHASE 1BOZEMANMONTANAPROJECT NO.2200.023PRE-DEVELOPMENT DRAINAGE BASINSFIGURE NUMBERFIG. 2 <,^...,UMs;/.--Li-r"'\HiU11^-iyi'^LEGENDSUB-BASIN BOUNDARY31±miEXISTING 36"STORM DRAINiliaQ^ H;iAi:i1.02acy ii.-.^21POND #2(DISCHARGE TOSTORM DRAIN)22^ ^ CTREEI_2.600ac0.95 acCOLLEGE STfREETDETENTION POND-^..._ /..^POST-DEVELOPMENTSUB-BASIN DESIGNATIONy*"—--——-.•^•-S"POND ^4-CE)lseHAKGE:^J-&--HARM ON STREAM)r/31tr%IPOND #6u\^^:¥1.02 acp/•<9/ /(DISCHARGE TO~'~" ROADSIDE DITCH)\SUB-BASIN AREA (ACRES)\A{\r.POND #.5N5>11^21•^9-RON'D^I-...-• (DISCHARGE "||\-^-,iSTOR^B.RAir®^'(DISCHARGE-J0:.. "-.. --'PQND ^'HARMONSTREAM)-.(DISCH'AR'GE%i.......^""si4.30ac,6-(ROADSJDE ^ffe-H^)Is-rPOND ^(D^SCHAI^GE TO-"--flARMON {"STREAM)Ji^—^/-f\i^v-o^^:^i rfl,^,1111\ '.Sll^F^RMBRS ...CANAU4^^1--^,/gs"w/mi^"•%25.5:1IW.I/U^ ? /'!/ <. li'.. ^ -5.2? -\ "\ \&w^r/\ ~Q.xJ-V . \ \KMi!.13.72m0:-u,\^.a®11^ ,91:'iw;II(^ a-11~~SiMi02.5<t-\-<N^13.00<-A~ti^s\"\\Q/"^^Sy'%.'»u;\IISCHEDULE33RECT,DRIFICEDIMENSIONS(IN.)POND #8(DISCHARGE TOUN-NAMEDTRIBUTARY)0.62ac20006,41( INFEET,;)I/_\_PONDND,/DETENTION PDNDMAXIMUM10-YRRELEASERATE(CFS)MINIMUM10-YRSTORAGEVOLUME(CU, FT.)CIRCULARDRIFICEDIAMETER<IN,)/1_2_^1,05_g,843,8915,2545,715,114,00 x3,50 x 5,873A.1,200,129139006,111,945,00 x 5,861,5Q,_>; 2,005_&_1,67_0,40_5,5455297,203,525,00 x 8,163,00_^<, 3,25T__8_2,660,409,2942669,103,527,00 x 9,283,00 x 3,25it iMORRISONM3yMAIERLE,lNC.EngineersSurveyorsScientistsPlanners901 Technology Blvd.BozemanMTS9718Phone: (406) 587-0721Fax: (406) 587-1176An Empfoyec-Owned CompsinyCOPYRIGHT 0 MORR1SON-MAIERLE. INC.. 2006DRAWN BY:CHK'D.BY:,APPR, BY; MGHDATE: OfN;\2200\023V\CAD\Exhibits\PHASE1_DRAINAGE_POST.dwg Plotted by jhockaday on Jun/16/2006BOZEMAN GATEWAY, PHASE 1BOZEMANMONTANAPROJECT NO.2200.023POST-DEVELOPMENT DRAINAGE BASINSFIGURE NUMBERFIG. 3 GRADING AND DRAINAGE PLANFORBOZEMAN GATEWAY DEVELOPMENTBOZEMAN, MONTANAPrepared By:Engineers:Date:File:Morrison-lMaierle, Lie.901 Technology BoulevardP.O. Box 1113Bozeman, Montana 59771-1113Kevin D. Jacobsen, P.E.James A. Ullman, P.E.Justin C. Peny E.I.May 24, 20063638.003/041/0310BOZEMAN GATEWAY GRADING AND DRAINAGE PLANPage 1 BOZEMAN GATEWAY DEVELOPMENT,GRADING AND DRAINAGE PLANTABLE OF CONTENTS1.0 Introduction to the Existing Drainage System ............................................................Page 32.0 Proposed Drainage Plan..............................................................................................Page 33.0 Land use to Detennine Runoff ...................................................................................Page 44.0 Water Courses.............................................................................................................Page 45.0 Major Drainage Basins Defined..................................................................................Page 56.0 Major Drainage System - Flood Routing Analysis ....................................................Page 67.0 Minor Drainage System..............................................................................................Page 78.0 Individual Site Drainage Plans....................................................................................Page 79.0 Storm Water Maintenance Plan ..................................................................................Page 8Exhibits1.2.3.LIST OF EXHIBITSBozeman Gateway Drainage Basins ExhibitBozeman Gateway Minor Drainage Basin ExhibitBozeman Gateway Preliminary Site Grading PlanB.LIST OF APPENDICESAppendixA. CalculationsIndividual Site Storm Drainage ReportsBOZEMAN GATEWAY GRADING AND DRAINAGE PLANPage 2 BOZEMAN GATEWAY DEVELOPMENTGRADING AND DRAINAGE PLANThis section is a response to the requirements of the City ofBozeman UnifiedDevelopment Ordinance, Section 18.42.080 relative to Grading and Drainage.This drainage plan provides the foundation for the drainage system to serve The BozemanGateway Subdivision Planned Unit Development and is based on the site plan providedwith the preliminary plat application to the City ofBozeman. Modifications to accountfor variations in site design are expected. This preliminary analysis provides a drainagesystem that will effectively drain the site upon full development.1.0 Introduction to the Existing Drainage SystemBozeman Gateway Development is comprised of 72.20 acres located in the northwestquarter of Section 14 and the northeast quarter of Section 15, Township 2 south, Range 5east. More specifically, the subject property is bordered by Huffine Lane to the north,Garfield Street to the south and Fowler Avenue intersecting the development in theeastern portion. The existing drainage system Upper Cattail Creek (Harmon Stream)which flows northerly into a 36" reinforced concrete Pipe (RCP) culvert extending underHuffine Lane and the Gallatin Valley Main Mall and then through Babcock MeadowsSubdivision and eventually to the East Gallatin River. Another portion of the existingdrainage system is an unnamed basin ditch which flows northerly and tenninates into theFarmers Canal. The Farmer's Canal is to be relocated and conveyed through a 72" RCPwhich will terminate into the original channel at a point just west of the Chroniclebuilding. Therefore unnamed basin drainage will be extended north through the projectand into the 36" RCP flowing under Huffine Lane. An unnamed Tributary to BaxterCreek flows tb-ough the property on the west side of Fowler Ave.2.0 Proposed Drainage PlanThe Bozeman Gateway Development Drainage Plan consists of two systems, the majordrainage system and the minor drainage system. The minor system is designed to providepublic convenience, to accommodate moderate, relatively frequent flows, and to conveyrunofffrom the site. The major drainage system shall convey 100-year events withoutinundating building stmctures.Development tends to increase downstream peak flow by increasing mnoff volumes andby decreasing the time it takes the mnoffto travel downstream. The minor drainageBQZEMAN GATEWAY GRADING AND DRAINAGE PLANPage 3 3.0system will consist of detention ponds and StonnTech Detention systems designed for the10-year stonn event to reduce the downstream peak mnoffto levels that existed beforethe subdivision was created. The detention systems will provide for removal of sedimentand other storm water pollutant loads.Land use to Determine RunoffIn order to evaluate peak mnofffor each of the basins an understanding of current and futuredevelopment conditions is required. It will be assumed that all areas not currently within theBozeman City Limits will be annexed per the Bozeman Community 2020 plan. Thefollowing table will be used with the rational method for calculating peak volumes (from theCity ofBozeman Design Standards and Specifications Policy, July 2001, Table 1-1, and theBozeman Community 2020 Plan):ZoningLand UseRunoff CoefficientB2R2R-MHR-0202020202020202020202020R3 & R3AR4AreasAreasAreasAreasAreasAreasCommunity Business 0.80Residential (Medium) 0.35Residential (Medium) 0.35Residential/Office 0.60shown as Public Lands 0.20to be annexed as Low to Med. Residential 0.35to be annexed as Future Urban 0.35to be annexed as High Density Residential 0.50to be annexed as Business Park 0.60to be annexed as Community Commercial 0.60Residential (Medium) 0.35Residential (High) 0.504.0 Water CoursesThere are three watercourses identified by the Gallatin Conservation District that currentlycross the Bozeman Gateway Site.1. An Unnamed Tributary to Baxter Creek2. Upper Cattail Creek3. An unnamed basinRefer to the "Bozeman Gateway Drainage Basins" Exhibit, for locations of each watercourse.The drainage basin for each watercourse is also illustrated on the above named exhibit.BOZEMAN GATEWAY GRADING AND DRAINAGE PLANPage 4 5.0 Major Drainage Basins DefinedNone of the following basins are currently mapped by the National Flood Insurance Programfor the 100 year flood plain. Additionally, each drainage basin analyzed is less than 25square miles.Due the alluvial fan stmcture of the up-gradient terrain, few if any well defined ridges ornaturally occurring boundaries delineate the basins. By following the contour lines on theUSGS quadrangle map, it is nearly impossible to trace a flow line from Garfield Street to thebase of the mountains to the south. Therefore, thorough field inspections were performed todetermine the flow routing and attenuation effect of the man-made features within the basins.UNNAMED TRIBUTARY TO BAXTER CREEKThe drainage basin is approximately 681 acres and originates approximately 2.9 miles southof West Garfield Street, immediately north of Middle Creek Ditch. Runoffwill flow northon the west side of Fowler Avenue and cross under Huffine Lane. One culvert will beinstalled on this stream to provide access to the property on the west side of Fowler Ave. Asummary of the peak flow for this stream follows. Calculations for each analysis areprovided in the Appendix:Unnamed Tributary to Baxter Creek0250100Peak Flows (CFS)81102Two 59" x 36" reinforced concrete arch pipes will be installed under or an equivalent bridgespan will be constructed to allow access to the property on the west side of Fowler Ave. Thedual pipes account for emergency overflow capacity.UPPER CATTAIL CREEK (HARMON STREAM)The drainage basin is approximately 58 acres and originates approximately 0.8 miles south ofWest Garfield Street. A summary of the peak flows for this basin follows. Calculationswere based on the Rational Method and the City ofBozeman Storm Water Master Plan, andare provided in the Appendix:Upper Cattail Creek (Harmon Stream)0250100Peak Flows (CFS)13.116.8Two 24" RCP culverts will be placed under or an equivalent bridge span will be constmctedover any road or access crossing Harmon Stream. The dual pipes account for emergencyoverflow capacity.BOZEMAN GATEWAY GRADING AND DRAINAGE PLANPage 5 UNNAMED BASWThe drainage basin is approximately 98 acres and originates approximately 0.8 milessouth of West Garfield Street. A summary of the peak flows for the unnamed basinfollows. Calculations were based on the Rational Method and the City ofBozemanStorm Water Master Plan, and are provided in the Appendix:Unnamed BasinPeak Flows (CFS)Unnamed Basin0250100Peak Flows (CFS)22.328.6Two 30" RCP culverts will be placed under or and equivalent bridge span constmcted overany road or access crossing the unnamed basin. The dual pipes account for emergencyoverflow capacity.6.0 Major Drainage System - Flood Routing AnalysisThe majority ofmnofffrom The Bozeman Gateway will be drained through an existing36" pipe flowing north under Huffine Lane. The entrance to the pipe is approximately320' east of the centerline ofHarmon Stream Blvd. Hamion Steam (Upper Cattail Creek)and an unnamed drainage will drain into this pipe.The existing pipe approximately 1350 feet in length and is constmcted of a combinationof reinforced concrete pipe and corrugated metal pipe. The entrance on the south side ofHuffine Lane is reinforced concrete pipe. At the discharge point on the north side of theGallatin Valley Mall the pipe is corrugated metal. The location of the change is unknownbut is assumed to be at some point under the mall parking lot. To be conservative thisflood routing analysis will be completed utilizing a cormgated metal pipe for the entirelength. The capacity of the pipe is 41.8 cfs as illustrated by the Culvert Capacity Reportprovided in the calculation section of the appendix.The 36" pipe will drain the overall basins for the unnamed drainage and Harmon Streamincluding the areas south of West Garfield St. The West Garfield St. and Fowler AvenueDrainage Report identifies these basins. The Unnamed Drainage drains 98 acres south ofWest Garfield St. through a 30" concrete pipe. Harmon Stream drains 58 acres south ofWest Garfield St. through a 24 concrete pipe. This area is currently undeveloped and isidentified as public land on the future land use map in the Bozeman 2020 CommunityPlan. In this analysis the property is analyzed as future residential development using arunoff factor of 0.35. Additionally 44 acres of The Bozeman Gateway will drain throughthe 36" pipe with a runoff factor of 0.8 corresponding to the commercial development.The total size of the basin is 200 acres with a weighted runoff coefficient of 0.45.BOZEMAN GATEWAY GRADING AND DRAINAGE PLANPage 6 The runoff generated by the 25-year and 100-year events for the above mentioned basinconditions are estimate to be 59.84 cfs and 76.88 cfs respectively. A Storm WaterHydraulic Analysis is provided in the appendix for each flood event. Both the 25-yearand 100-year runoff events exceed the capacity of the existing 36" pipe. Toaccommodate the 10-year flood event a series of detention ponds will be constructed onthe south side ofHuffine Lane to store excess runoff prior to draining through the existingpipe.To estimate the size of the detention facilities the 100-year runoff event was analyzedcompared to an allowable release rate equal to the capacity of the 36" drainage pipe. Thepipe capacity was simulated by adjusting the mnoff coefficient for the pre-developmentcondition until the discharge equals the capacity of the drainage pipe. An effective storagevolume of 166,020 cfis needed to accommodate the 100-year event. The Preliminary SiteGrading Plan provides for up to 257,000 cf of storage volume.7.0 Minor Drainage SystemThe minor drainage system for The Bozeman Gateway is made up of streets, buildinglots, parking areas, and open space. Runoffis collected in parking areas and streets,transported to treatment facilities and then released to the major drainage system. Duringlarger storm events site grading provides designated flow paths to convey runoffto thereceiving streams without inundating stmctures.The Bozeman Gateway is divided into 11 minor drainage basins as illustrated on theexhibit entitled "Bozeman Gateway - Minor Drainage Basins". Runoff volumes andtreatment requirements are provided on the exhibit for each individual minor basin.Treatment facilities will consist ofonsite detention ponds with City ofBozeman standarddischarge stmctures or Stormtech Subsurface Stormwater Management chamber systems.The use of subsurface systems will be in conjunction with a means to provide for oilseparation and additional sediment removal. Runoff calculation and pond sizingcalculations for each minor basin are provided in the appendix8.0 Individual Site Drainage PlansEach lot or phase ofconstmction will be designed with the overall Bozeman GatewayDrainage Plan in mind. As lots in the subdivision are developed, the sites drainagesystems will be designed to facilitate the subdivisions overall drainage plan. As anexample of this, enclosed in Appendix B are individual site drainage reports for Phase 1,Block 2 and for the new Morrison Maierie office building located in Phase 3. Some ofthe site specific drainage systems will be temporary until further buildup of thesubdivision takes place, such as temporary ponds built in place of underground storageBOZEMAN GATEWAY GRADING AND DRAFNAGE PLANPage? systems (as were indicated in the Preliminary Plat submittal).9.0 Storm Water Maintenance PlanThe maintenance of the onsite stonn water collection, detention and discharge releaseappurtenances shall be integrated as part of the duties of maintenance personnelresponsible for normal grounds keeping. Duties shall include routine inspections toensure that debris, yard waste, and seasonal ice does not impede operation of thedetention ponds and discharge stmctures. These inspections shall occur after each majorrunoff event and on a continued monthly basis throughout the year. All results shall berecorded and kept on file for future verification by regulation agencies. In addition tothe routine inspections, annual inspections of appurtenances shall assess and mitigate, ifnecessary, performance of the detention ponds, and release stmctures. These inspectionsshall address accumulation of sediment and debris in the detention ponds and releasestmctures as well as any weather or vandalism-related damage. Detention ponds andswales shall be mowed on a regular basis during the growing season so as to remain freeof vegetation that might impede their conveyance capacity.H:\3638\003\DOCS\DRAINAGE\DRAINAGE-REPORT-REVISED-052406.DOCBOZEMAN GATEWAY GRADING AND DRAINAGE PLANPageS as-'affys^w^."J••^./!• *^'0-0Ix=^f£><»<•I.-<I!sm^•^e.(73<—•-x-'^-^-z0°I^>-ii^Z -\^^MsK50-1^<I?^'d-^(-Q/+<CT1~~CD.-o w~R.\1•IQ^is^e c---(%0^!V)z^ Ia "^^^%<ss'ww^0<.0M<2szsr.•-..:_^Js&^<-- -^117^ !—=7—...\'1H?1w<-jjt^92 §8-1N Oi«1CCMOQsg'>;'0'ms litT@3-*—••>.^IS:!35Jg5}^xMss_JL.-.—a»*?A;¥K<-^[:s?s8-r§1.r\......^sI-h.s„sm:y-;<nMsnjN•.„—-—•-—I2^0-)sS3jt.00(±3IIgLn).ss£2^!^^ti-l.-4BS——Jicyp05SBw»r.««191}funos0^§tS!>a-I^fe'>-^-A--J^^'~wsUUbs\q50 i£3JI>133il0 NOM1V3USV3 i° HONV^a ltii313V3CL<0^g5^—^—=-~^,-t... '^»-fi-ifaayo NOiiLva isvi ip HSNvya Nl'i3i.s3M•rfsl!.*-^-^^fls^£s|f~fc^^§• •••ll.« •^•<>:«..-lf; >.~—-—-,—^t--r:l§ti-aINin•j^crt „(D—^r-.. - .— -^. j^^'^ _ J——^==4^>nT\T«N^<\§°^iSl I ••s.--ll'it*- —-^r41-- t - -11'[-.J,-^§—--Js^a^-—4Qg , 1 Nisva aanvNNn'^'-1u.1^^ ^T.q!1u; ^^ r!-—J^-i—--J^-^—..i^„[.._.s*.t- -r!.^••Ir^^c^0' t- * •!CT)°K'a•tp-]_'-*_. * lr£=—S<-s»=l^, VlP^!• e^kh-s^g\V1'^~?V3^4*l3 i(31XVa Oi AiiVl^^N\^0C~)£aiyivaanvNNn^ \r<0•o^—^^-T1VNV3eAx..u©^\^•\=Slaca?,\II<3v•4trs<6-0»5 ^-frsyu//\ 1\,\^1-te^f^-Kv\ i2Qv3\•^wQnL^in(\J^A—If^--u\\.\^-I--1---AL. -.--;<3r.l/]few ^MI \r*-....*"s^^/--•o^OQ\c-^^^0\ C'3U',1\^?ii—^r\^^\\^•\••hL '^^.• \\^"""t -\- -^^..__....IEXIST. 30" ARCPIE=4835.52-36" RCP--OR-EQUIVAtERT-VEST KAW RRinnE SPAN:'SKfMTES'95' RCP0HWLSTORMTECHSYSTEM 3EM1024" Rt;riS8BjMIN§g5iA% jOi AREA-7= 3.68 ac.Q10 = 5.66cfs^Q25_^ 6.78cfslet^Pon ^J©1:u?me^^~%SYSTEMSTORMTECHSYSTEM 1a"~E324" RCP2-24" RCP08 E@UIVALEK1;II ISRID&E-SPANnnsassy.M-ni..BASIN-.. 36SS ac.13,55cfs16iNa;feimeI^Snfto.s.Iq15" RClate=3-C-f^^5-:445iatEaa'-fie..EQBIWL.EIpBRi@6fr;iSP%lMlRr°iARsiQ10MINOR BASIN 8AREA-,= 7.02 ac,|Qi-e—i vascfs-V3 ,:,:., Q25 =Detention Volume^"'/-;..;• S13'// {J^:/IU<(427cft:li ^iaBAgfN S=3AREA h ?.26 ae.Q 10 4 8j't9cfs3S25c: 9iSic<fe=3 co d-rBet^1;onr%iuSr<= N3^crt-3C=3i'3462cftca«°~KCj^MINOR BASINGn.AREj»L=j5^2^.••^5cfsQ25 = 5.^5cfs |\ 15" RCfDetentioriNolupi^\= 3915cfta r-"WSSmssSSSe^SSSSSYSTEM 11 IIn/^IaBLSi/}.scf'-tC=3o.s.s7^uu.'^^L>s^ce-,4-DRCPJA [——I—I r Su-A I—!-iJ\Jd^y*•-..,.\j^D--S5y^o8" RCP^..2-24" RCPOR EQUIVALEBRIDGE SPANsb-.-.""•18" RCP's^^'^/L.Jf-^gQRMT^H ^'^^6"<^ 7|<iNpK-<^l^ 5/4 /k^i .35 :hy?.7ss»'' yy^<.-:—'fc.<IN&R..-$AStN--7^^ AREA ='4^0,Q10 = 6.7j0c'f<Q25 = 8.04cfs/Detention ^(pluye/•2-30" RCPEQUIVALENTilDGE SPAN1nQSTORMTECHSYSTEMo.s.-?=^33-2-59x36 ARCPOR EQUIVALENTBRIDGE SPAN2uI—.£v—"^.»^s-s;::.SB--*S"^CP-15" RC15" R787,•—Tu-q-M24" RCF^-.B=rs=15" RCiQ10^=-:2.75GW ^•'/•'[025 = 3.28cfg,,///'1 Detention Vq^-^ 1422cftA\o.s.\ \^ftyi0\J5" RCPi MtNOR-BAS)NJ 2_jfnlvm^=TB" RCP""S^iyac,'I '•AREA-./r i^Q40—9-4-4.cfg)etention Volytne"= 6g7e'c-ftliffiH^^-StlSTEM 4-^15" RCP—'^)FS; PA?IN 6ftKEA esT3.59 ac.-Q}0 = i6.43c:fa,^6 = 7,68c5-3ion Volume^>"rf2-24' RdOR EOUIVABRIDGE SP.."(VI lfl._:i=; r\Lvi ^J^&B/?iS4!wMlaA1a000c=-SfA!2-30" RCF3R EQUIVALENTBRIDGE SPANc ~= 2.60 ac:|10 = 4.63cf slil Q25 = 5.54cf3 .detention Volumes 2851 sftC^=)C"=3000Q_-Jl.,,,.J—o.s.M2^:52ift-0 C3 C4064cft120155cftlumeiio.s.S I0C3C=3.\/-sn.-....>''•--t/'—pNOTES: .1. THIS PRELIMINARY PLAN IS INTENDED TO ILLUSTRATE THE ESTIMATED DRAINAGEREQUIREMENTS FOR THE BOZEMAN GATEWAY SITE. ACTUAL REQUIREMENTS WILL BEDETERMINED AS PART OF THE SITE PLAN REVIEW PROCESS FOR EACH INDIVIDUALSITE.•2. INDIVIDUAL DETENTION AND TREATMENT FACILITIES WILL BE PROVIDED ON-SITE ASPART OF THE SITE IMPROVMENTS FOR EACH INDIVIDUAL SITE.3. PIPE SIZES SHOWN ARE PRELIMINARY. FINAL PIPE SIZES WILL BE DETERMINEDDURING THE PLAN AND SPECIFICATION REVIEW PROCESS.GRAPHIC SCALE100 0 50( IN FEET )1 inch = 100 ft.iMORRISONJMAIERLEjNc.)An fm.flstVfi-Own* '! Q im jn iBoa 1111, Wl TtthfBkig) BlK l, BoMmu i,(406) 567-07;) Fn (KM) 517-1)76lC:l IFNT-MITCHELL DEVELOPMENTFIELD WORK-DRAWN BY: KDJCHECKED RY'JAUBOZEMAN GATEWAYMINOR DRAINAGE BASINSDATE: 08/09/05SfAIF-1"»100'PROJ ii!:3638.003PLOTTED DATE: May/25/2006 - 03:14:37 pmDRAWING NAME: nmiucE <lissH:\J638\003\ACAD\D£SIGN\ORAINAGE MASTER.dwgSHEET 1 OF I r~\yr)BOZEMAN GATEWAYPRELIMINARY SITE GRADING'(Cy^gsss___L__...._1......L._J._.,___^PACT-^n-^t-S/yw^ELEV.484.3,&-r:^$IPAD.IPAD—p'KC^fPAC£LEV-4842^1£V—-£L£V1—'~t:":-'.;..••-4844.C4843.548cS=1PAD^ELEV.'4846.Cc^^^il-*i:P.E.•€Z..,4848.2 '?/ i/^>s^"^'-^T-^-"~S^-^><2} '/^A^:"»!-,•^^-C^SiS^s'W^^^'i^^'^PAD?5-.<PAD?"LLh.V. i~4'a'5.3.048S7'^-:-FELE'i/.ELBV- . i\4852..D \.\[ All^'-l-l-^.,..-\T4851.0•3:S5J2:'0•JL:^fPASS^\;0rf-y»!.'«sSSESV-ffl^S.^YT n.l U=^==^:;£:r^5it;^FPAE?ELEV. .'•/^ELEV..iSAB--:f<~485.0:F'PA'?ELEV.4853.0ELEV.s-Ir-ELPAD-......-..AD/'ELEV4/ELEV/ PAD48/2.2P.E.4855.0 I^.ELEV48^5^5ELEV.J4854.G'4'g54.7/4853.D^A.EL-Ef.4856.5^!1\. ELEV.fl-U=i4855.0Ih30rf.^illj._pA^.--|I!/)-i;-fePft.D.—p.sfe.EfcEV-sSC3.!~^tEV7::^..fe-—--X85B':0'4857.0 I-4856r-lS£1}Esr ^nMORRISONMAIERLE,INC. .EsAn eTnpicyas-Ovmsit Cinnpan.ysGRAPHIC SCALE100 0 50 100CLIEN T'MITCHELL DEVELOPMFNT( IN FEET )nch100 ft.EXISTING CONTOURSt=^:"^^^^ PROPOSED CONTOURSDRAWN RY' JAUCHECKED BY:GJ5BOZMAN GATEWAYPRELIMINARYSITE GRADINGDATF- 08/OS/05SCAIF:1"=100'PRO.:3658.00JPLOTTED DATE: Moy/25/2006 - 03:21:18 pmDRAWING NAME:H:\.3638\003\ACAO\DESIGN\GRADEMSTR,dwg nnAPPENDIX A 0nMINOR BASIN 154 SC-740 CHAMBERS12 SC-740 END CAPS31.0'-INSPECTION PORTISOLATOR ROW~m71.9'FLOW CONTROL MANHOLE40' OF 18" PERFORATED PIPEINLET MANHOLE12"X 12" HEADERSTORMTECH LLC GONCEPTUAL PLAN DISCLAIMERTHIS STDRMTECH CHAMBER SYSTEM LAYOUT WAS PRDBUCED TO DEMDNSTRATE A BEIILAYOUT THAT VILL HANDLE THE DESIGN VOLUME LISTED ABDVE. THE SIZING, FITAND APPLICABILITY DF THE STDRMTECH CHAMBER SYSTEM FDR THIS SPECIFICPROJECT HAS NOT BEEN BETERMINED. IT IS THE ULTIMATE RESPONSIBILITY OF THEDESIGN ENGINEER TO ASSURE: THAT THE: STDRMVATER SYSTEM DESIGN IS IN FULLCOMPLIANCE WITH ALL APPLICABLE: LAVS ANB REGULATIONS. STORMTECH PRDDUCTSMUST BE DESIGNED AND INSTALLED IN ACCDRDANCE WITH STDRHTECH'S MINIMUMREQUIREMENTS. STDRMTECH LLC DOES NOT APPROVE PLANS, SIZING, OR SYSTEMDESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE FOR ALL DESIGN BECISIDNS.* NOTE: CHAMBER SYSTEM DESIGN MUST BE INACCORDANCE WITH STORMTECH DESIGN MANUAL'!s'»S—ssStexml^bh-Da Isnlion 'Retsn lK in' RechameSubsurface Stormwater Management"20 Beaver Road, Suite 104Wethersfield,CT06109Phone: 888-892-2694Fax: 866-328-8401www.stormtech.comSCALE:NTSDATE:DRAWN BY:CHECKEDACAD No.SHEETOF wQ^ C/)IAJ Q-03 <ill0) 0 LU^00ffl ? ?Q^ ^" ^0 ° ^z ^ w^ '? 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AS A SUBSURFACE RETENTIONSYSTEM, STORMTECH CHAMBERS RETAIN AND ALLOWEFFECTIVE INFILTRATION OF WATER INTO THE SOIL. ASA SUBSURFACE DETENTION SYSTEM, STORMTECHCHAMBERS DETAIN AND ALLOW FOR THE METEREDFLOW OF WATER TO AN OUTFALL.2.0 CHAMBER PARAMETERS2.1 THE CHAMBER SHALL BE INJECTION MOLDED OFPOLYPROPYLENE RESIN TO BE INHERENTLY RESISTANTTO ENVIRONMENTAL STRESS CRACKING (ESCR), AND TOMAINTAIN ADEQUATE STIFFNESS THROUGH HIGHERTEMPERATURES EXPERIENCED DURING INSTALLATIONAND SERVICE.2.2 THE NOMINAL CHAMBER DIMENSIONS OF THESTORMTECH SC-740 SHALL BE 30.0 INCHES TALL, 51.0INCHES WIDE AND 90.7 INCHES LONG. THE NOMINALCHAMBER DIMENSIONS OF THE STORMTECH SC-310SHALL BE 16.0 INCHES TALL, 34.0 INCHES WIDE AND 90.7INCHES LONG. THE INSTALLED LENGTH OF A JOINEDCHAMBER SHALL BE 85.4 INCHES.2.3 THE CHAMBER SHALL HAVE A CONTINUOUSLY CURVEDSECTION PROFILE.2.4 THE CHAMBER SHALL BE OPEN-BOTTOMED.2.5 THE CHAMBER SHALL INCORPORATE AN OVERLAPPINGCORRUGATION JOINT SYSTEM TO ALLOW CHAMBERROWS OF ALMOST ANY LENGTH TO BE CREATED. THEOVERLAPPING CORRUGATION JOINT SYSTEM SHALL BEEFFECTIVE WHILE ALLOWING A CHAMBER TO BETRIMMED TO SHORTEN ITS OVERALL LENGTH.2,6 THE NOMINAL STORAGE VOLUME OF A JOINEDSTORMTECH SC-740 CHAMBER SHALL BE 74.9 CUBICFEET PER CHAMBER WHEN INSTALLED PERSTORMTECH'S TYPICAL DETAILS (INCLUDES THEVOLUME OF CRUSHED ANGULAR STONE WITH ANASSUMED 40% POROSITY). THIS EQUATES TO 2.2 CUBICFEET OF STORAGE/SQUARE FOOT OF BED. THENOMINAL STORAGE VOLUME OF AN INSTALLEDSTORMTECH SC-310 CHAMBER SHALL BE 31.0 CUBICFEET PER CHAMBER WHEN INSTALLED PERSTORMTECH'S TYPICAL DETAILS (INCLUDES THEVOLUME OF CRUSHED ANGULAR STONE WITH ANASSUMED 40% POROSITY). THIS EQUATES TO 1.3 CUBICFEET OF STORAGE/SQUARE FOOT OF BED.2.7 THE CHAMBER SHALL HAVE FORTY-EIGHT ORIFICESPENETRATING THE SIDEWALLS TO ALLOW FOR LATERALCONVEYANCE OF WATER.2.8 THE CHAMBER SHALL HAVE TWO ORIFICES NEAR ITSTOP TO ALLOW FOR EQUALIZATION OF AIR PRESSUREBETWEEN ITS INTERIOR AND EXTERIOR.2.9 THE CHAMBER SHALL HAVE BOTH OF ITS ENDS OPEN TOALLOW FOR UNIMPEDED HYDRAULIC FLOWS ANDVISUAL INSPECTIONS DOWN A ROW'S ENTIRE LENGTH.2.10 THE CHAMBER SHALL HAVE 14 CORRUGATIONS.2.11 THE CHAMBER SHALL HAVE A CIRCULAR, INDENTED,FLAT SURFACE ON THE TOP OF THE CHAMBER FOR ANOPTIONAL 4-INCH INSPECTION PORT OR CLEAN-OUT.2.12 THE CHAMBER SHALL BE ANALYZED AND DESIGNEDUSING AASHTO METHODS FOR THERMOPLASTICCULVERTS CONTAINED IN THE LRFD BRIDGE DESIGNSPECIFICATIONS, 2ND EDITION, INCLUDING INTERIMSPECIFICATIONS THROUGH 2001. DESIGN LIVE LOADSHALL BE THE MSHTO HS20 TRUCK. DESIGN SHALLCONSIDER EARTH AND LIVE LOADS AS APPROPRIATEFOR THE MINIMUM TO MAXIMUM SPECIFIED DEPTH OFFILL.2.13 THE CHAMBER SHALL BE MANUFACTURED IN AN ISO9001:2000 CERTIFIED FACILITY.3.0 END CAP PARAMETERS3.1 THE END CAP SHALL BE INJECTION MOLDED OFPOLYPROPYLENE RESIN TO BE INHERENTLY RESISTANTTO ENVIRONMENTAL STRESS CRACKING, AND TOMAINTAIN ADEQUATE STIFFNESS THROUGH HIGHERTEMPERATURES EXPERIENCED DURING INSTALLATIONAND SERVICE.3.2 THE END CAP SHALL BE DESIGNED TO FIT INTO ANYCORRUGATION OF A CHAMBER, WHICH ALLOWS:CAPPING A CHAMBER THAT HAS ITS LENGTH TRIMMED;SEGMENTING ROWS INTO STORAGE BASINS OFVARIOUS LENGTHS.3.3 THE END CAP SHALL HAVE SAW GUIDES TO ALLOW EASYCUTTING FOR VARIOUS DIAMETERS OF PIPE THAT MAYBE USED TO INLET THE SYSTEM.3.4 THE END CAP SHALL HAVE EXCESS STRUCTURALADEQUACIES TO ALLOW CUTTING AN ORIFICE OF ANYSIZE AT ANY INVERT ELEVATION.3.5 THE PRIMARY FACE OF AN END CAP SHALL BE CURVEDOUTWARD TO RESIST HORIZONTAL LOADS GENERATEDNEAR THE EDGES OF BEDS.3.6 THE END CAP SHALL BE MANUFACTURED IN AN ISO9001:2000 CERTIFIED FACILITY.STORMTECH LLC CONCEPTUAL PLAN DISCLAIMERTHIS STDRMTECH CHAMBER SYSTEM LAYOUT WAS PRDDUCEB TO DEMONSTRATE A BEDLAYOUT THAT VILL HANDLE THE DESIGN VOLUME LISTED ABaVE. THE SIZING, FITAND APPLICABILITY DF THE STDRMTECH CHAMBER SYSTEM FDR THIS SPECIFICPROJECT HAS NOT BEEN DETERMINED, IT IS THE ULTIMATE RESPONSIBILITY OF THEDESIGN ENGINEER Ta ASSURE THAT THE STDRMWATER SYSTEM DESIGN IS IN FULLCOMPLIANCE VITH ALL APPLICABLE LAVS AND REGULATIONS. STDRMTECH PRDBUCTSMUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH STQRMTECH'S MINIMUMREQUIREMENTS. STDRHTECH LLC DOES NOT APPRDVE PLANS, SIZING, DR SYSTEM,DESIGNS. THE DESIGNING ENGINEER IS RESPONSIBLE: FDR ALL DESIGN DECISIONS.* NOTE: CHAMBER SYSTEM DESIGN MUST BE INACCORDANCE WITH STORMTECH DESIGN MANUAL'.^ ^J&a|lStorrriRNSh-DalenlianiRglenliOn'RecharyeSubsurface Stormwater Management"20 Beaver Road, Suite 104Wethersfield.CT06109Phone: 888-892-2694Fax: 866-328-8401www.stormtech.comSTORMTECH PRODUCT SPECIFICATIONSSCALE:NTSDATE:DRAWN BY:CHECKEDACAD No.SHEETOF MORRISONMAIERLE,INC.PROJECT.BY:DATCPROJ. NO.CHK:DATEPAGE:OF• i./ y-o^^'7^^ d^€. ^^^^ ^-t^ y( jr} ^{ ^»-1./E'A?; (k'\ ftr^A : G- & lf /^^.i^L^J d ^ 3^^ ^< e^^.MJ-i^ y ^.dj"7 2; rn*. ^*> ^> ? ;^- 4?M// y ^.^ ^23^ /t^ fi^ x ^,20/2^z-^13^4-fe2^.^^)€^ld^ ^^ _Z^t.~ ^S[3u^3 Tributary to Baxter CreekSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationN/APre-development25 yr2 hr29664436.00 sf681.00 acres14900.00 ft0.20 perMaidment, D. R., 1993, Handbook of Hydrology, McGraw-Hi1.50%power curve in/hr120 min.1#G;-:.SlSsi.r;^';w,,..:..^::^l:y^syygii7s.i^wew^issiy&iB—BISli'^'l.w'^@^MBIK8j:^t%SiiaBB8B aSSttSIIB8S^^Per FAA, USDOT, A/C 150-5320-5b, 1970 Tributary to Baxter CreekSTORI^ WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development25 yr2 hr29664436 sf681.00 acres14900.00 ft0.30 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hili1.50 %power curve in/hr120 min.47.75 cfsl^^S'^iil®©©;nee^iitiiiSSniN^^imiffit^^c--iigSii'l'%>wSJ~M^^:ifffiiKM'^•:Per FAA, USDOT, A/C 150-5320-5b, 1970H:\3638\003\DOCS\Drainage\BaxterCk.xls8/9/2005 Tributary to Baxter CreekSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAEERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationN/APre-development100yr2 hr29664436.00 sf681.00 acres14900.00 ft0.20 per Maidment, D. R., 1993, Handbook of Hydrology, McGraw-Hi1.50 %power curve in/hr120 min.81511iBS8BiljSsSiSlllfiisiBWWWSSif:tiSiH91SK^^^^PerFAA, USDOT, A/C 150-5320-5b, 1970 Tributary to Baxter CreekSTORM WATER HYDRAULIC ANALYSISDESIGNED BYrJAU/KDJMORRISON & MAIERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development100 yr2 hr29664436 sf681.00 acres14900.00 ft0.30 PerMaidment, D.R., 1993, Handbook of Hydrology, McGraw-h!ll1.50 %power curve in/hr120 min.60.56 cfs.;-;;;)'";•',: fl^iSi&i£&-iililffttKBII|iii3niS|^|ei^i|ti®i^i|i||;3i||3tt^^iifaKSS^t...-s"sw:.^'€Si:i|tia|^;a%(»||ti.^;i%gi^;^:.:'.'''\f^i:r'l'-.;^^:^''^^';v^::^':i.'?'r ^::::: ^"'::''.^.Reifc;3MiiitW|©Ai%l2^|a>a@li :i;S Swf..^.;w?«BlslgBE'Per FAA, USDOT, A/C 150-5320-5b, 1970H:\3638\C03\DOCS\Drainage\BaxterCk.xls8/g/2005 Culvert Calculator ReportTributary to Baxter CreekSolve For: Headwater ElevationCulvert SummaryAllowable HW Elevation 4,853.35 ftComputed Headwater Elev; 4,853.70 ftInlet Control HW Elev. 4,853.70 ftOutlet Control HW Elev. 4,853.68 ftHeadwater Depth/HeightDischargeTailwater ElevationControl Type1.2382.00 cfs4,852.23 ftInlet ControlGradesUpstream InvertLength4,850.00 ft100.00 ftDownstream InvertConstructed Slope4,849.50 ft0.005000 ft/ftHydraulic ProfileProfileSlope TypeFlow RegimeVelocity DownstreamM1MildSubcritical7.46 ft/sDepth, DownstreamNormal DepthCritical DepthCritical Slope2.73 ft2.24 ft2.16 ft0.005384 ft/ftSectionSection ShapeSection MaterialSection SizeNumber SectionsArchConcrete58.5 x 36.0 inch1Mannings CoefficientSpanRise0.0134.88 ft3.00 ftOutlet Control PropertiesOutlet Control HW Elev.Ke4,853.68 ft Upstream Velocity Head 0.94 ft0.20 Entrance Loss 0.19ftInlet Control PropertiesInlet Control HW Elev. 4,853.70 ft Flow ControlInlet Type Groove end projecting (arch) Area FullK 0.00450 HDS 5 ChartM 2.00000 HDS 5 ScaleC 0.03170 Equation FormY 0.69000Submerged11.4 ft2001h:\3638\003\docs\drainage\trib to baxter ck.cvm08/09/05 11:19:47 AM © Haestad Methods, Inc.Project Engineer: Momson- Maierte. Inc.Morrison-Maierle Inc CulvertMaster v3.0 [3.0003]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 (IIMORRISONMAIERLE,INC.PROJECT;BY:CHK:DATEPROJ. NO.DATEPAGE:OFi I ^ t/f/r^. '~* '^~!-K s'-^- (;T ,'. 4~_rw , ; q^^ ~?Ii/A)A/r4-mr,_ i;.-i-:rA,' -s r"irf (L. ^.•~ : ~~ -'-; ^7*:' f:'"'„.",:-...;," <.:,-N^,-?1'~-^»:' ;::;•;..-. ••- •'i'v.^•a,}L.?.^-<>-.••„>f,:/ ^ i".^f\], !»", L'Sr"•^..'^-.'il ;„'.-! ".-;('. •*w,l,'ff^.';' • . :;• >:-fc-;.t/f.-\/'>;/.-..- -:-.. ^,.?../ 3SO!: -:<-I,••}-f ,,1.Zl,?^-^2-S .^^ ^: s.<c^f?,^se^^.--.'^ „ „• .'"/7L ;=•<.-;•;„...,; "A- ;.'--.";... Qy ft- :; y^fii.r/.;/';—•-?/-.^ r"^,.•1..,-£: "• ,?;./ '-'^.fLi/c:.&~ •^"¥^^-^ fi-^i.j "A.- 4^^~'-^^-i'•:11.. -./,.<'^.,/^'B ""'..„•.-;;."•;... f'S ^.' " •• / -^ -••&. ..: •—"" ^ .X y, i^ •i'; "s^.",',r..';'/:.;.;<:i-; ,;',-'..,/&?'- '"'•"•"-•';-.;- - ^'^4. .1"/^ ^lcW0£! ^°.«*-":¥' i"—.--/;..'. :7,,^ .-.^/f/;/. ^Sit^h- --•ff-;-. •-:''1 ^ I(rv.nGarfield Culvert Sta. 14+97STORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/JJKMORRISON & MAIERLE, INC.DATE: 12/16/20040:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateSta. 14+97Post - development25 yr -2 hr4268880 sf98.00 acres4240.00 ft0.35 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hilt1.30 %power curve in/hr120 min.11.93 cfsM-ae;|ti©|iiit|a|iiig|Bi21ia«i^^^.i;^ ....;?,./;•-: ^,.=.. r i^^ ,:.''-\';.^;:;:'^?;-.'^^^^^^•^ .^•:;'IU^:l'?;:i' ':^'./.^\^:.^. :'^:^^'T^^^'^-':~'^'\'..'^^:^^^^^:S^^:l^:''ly',:?l<:':ife-»mfe~fe®-£13<'tt^®!i'i:S;81':B fflS;E:5^?!^^Per FAA, USDOT, A/C 150-5320-5b, 1970 IIIIIIIGar field Culvert Sta. 14+97STORM WATER HYDRAULIC ANALYSISDESIGNED BY.-JAU/JJKMORRISON & MAIERLE, INC.DATE: 12/16/20040:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateSta. 14+97Post - development100yr2 hr4268880 sf98.00 acres4240.00 ft0.35 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-; ill1.30 %power curve in/hr120 min.15.27 cfsII81®IgB|M3fei.iiyi||::l"~aSS:W9WSS"iSStissiiiiigt'issSBiii^:'':-E'-&:£:A5^s&B:.,,aSg";:g?^ss;:'i:'n'^.:,-||giil||BiiigUNi|sSSjgggg@i||i;Q|11^^B|g||g@^JrCTi|g|JBg|Sig™i;^;;^PerFAA, USDOT, A/C 150-5320-5b, 1970f Culvert Calculator ReportBasin 3; Garfield STA 14+96Solve For: DischargeCulvert SummaryAllowable HW Elevation 4,858.50 ftComputed Headwater Elev; 4,858.50 ftInlet Control HW Elev. 4,858.43 ftOutlet Control HW Elev. 4,858.50 ftHeadwater Depth/Height 1.14Discharge 28.60 cfsTailwater Elevation 4,854.92 ftControl Type Entrance ControlGradesUpstream InvertLength4,855.64 ft84.00 ftDownstream InvertConstructed Slope4,852.92 ft0.032381 ft/ftHydraulic ProfileProfileSlope TypeFlow RegimeVelocity DownstreamCompositeS1S2SteepN/A6.79 ft/sDepth, DownstreamNormal DepthCritical DepthCritical Slope2.00 ft1.08 ft1.82 ft0.006248 ft/ftSectionSection ShapeSection MaterialSection SizeNumber SectionsCircularConcrete30 inch1Mannings CoefficientSpanRise0.0132.50 ft2.50 ftOutlet Control PropertiesOutlet Control HW Elev.Ke4,858.50 ft0.20Upstream Velocity HeadEntrance Loss0.86 ft0.17 ftInlet Control PropertiesInlet Control HW Elev. 4,858.43 ft Flow ControlInlet Type Beveled ring, 33.7° bevels Area FullK 0.00180 HDS 5 ChartM 2.50000 HDS 5 ScaleC 0.02430 Equation FormY 0.83000Transition4.9 ft23B1Ih:\...\docs\design-rpts\drainage\offsite.cvm12/16/04 03:22:35 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierie IncMorrison-Maierle Inc CulvertMaster v3.0 [3.0003]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator ReportOverflow Sta. 14+97Solve For: DischargeCulvert SummaryAllowable HW Elevation 4,858.50 ftComputed Headwater Elev; 4,858.50 ftInlet Control HW Elev. 4,858.47 ftOutlet Control HW Elev. 4,858.50ftHeadwater Depth/Height 1.18Discharge 17.15 cfsTailwater Elevation 4,854.92 ftControl Type Entrance ControlGradesUpstream InvertLength4,856.14 ft84.00 ftDownstream InvertConstructed Slope4,853.42 ft0.032381 ft/ftHydraulic ProfileProfileSlope TypeFlow RegimeVelocity DownstreamCompositeS1S2SteepN/A6.79 ft/sDepth, DownstreamNormal DepthCritical DepthCritical Slope1,50 ft0.91 ft1.49 ft0.006988 ft/ftSectionSection ShapeSection MaterialSection SizeNumber SectionsCircularConcrete24 inch1Mannings CoefficientSpanRise0.0132.00 ft2.00 ftOutlet Control PropertiesOutlet Control HW Elev.Ke4,858.50 ft0.20Upstream Velocity HeadEntrance Loss0.72 ft0.14 ftInlet Control PropertiesInlet Control HW Elev. 4,858.47 ft Flow ControlInlet Type Beveled ring, 33.7° bevels Area FullK 0.00180 HDS 5 ChartM 2.50000 HDS 5 ScaleC 0.02430 Equation FormY 0.83000Transition3.1 ft23B1Ih:\...\docs\design-rpts\drainage\offsite.cvm12/16/04 03:28:22 PM © Haestad Methods. Inc.Project Engineer: Momson-Maierle IncMomson-Maierle Inc CulvertMaster v3.0 [3.0003]37 Brookside Road Waierbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 •-(IMORRISONMAIERLE,INC.PROJECT:BY:DATEPROJ. NO.CHK;DATCPAGE:OF^Jc'^.T- L;--^;-:Ofiftc'i-'- Ai.---^-, ;,l^--.^^ --^r^. ^.'.•-« -/s "~d „.. ?".,-:; .:; • / ^'sz 'S ?'.-tv°^£ ^•^.'••I „,.^yv »^^..;..•-«ij(<- f;/-- ^'g ^""'_T"rC_^i-xdLC,-;. i-w^jij ^ ;;"i-f/c: Zl^O ~-,.;4A.;.; ^ ^'^ 'Ll;-/;;"^."*-W c.- ^ •" "i<;" '•" ^ =: Qil-i-<1.' i ~ ,-* /-..c-r C7'y."'-^;ii.'i-i?-e-< "'/A;?-..•...;,/r-/",..T^ /'''.^,;>,.^^,1^ Fi^.-,.' •~ 4/^^^'if- J- -0 ^r -- 13.0C..'-!,G«/ -.<y ' /4..'? ^ ^ ^^<iZ^t c.Z^S.^C- 4.".'=.c<;;]:_;j»j r-&':-.;r .,£•.;„; -w"-',?Ey-'lC^^-^ Ci-' 4 ^ £/? *- C^*' 4-—:' '•' '< /3/-; ,_.„ );l . .::—>'':' ."•• ""^ •'""rj^7£2:~-.y "•,...;"'V4-^/?^ ,'"-u rf'C'S: T1"-;;•' ,- L.-' v? ,it:. ~"^/F.2:rs!-t^'''J- -.-</'44jZ3.L, i-" ^" .• Culvert Calculator ReportBasin 4; Gariield STA 6+43Solve For: DischargeCulvert SummaryAllowable HW Elevation 4,856.69 ftComputed Headwater Elev; 4,856.69 ftInlet Control HW Elev. 4,856.69 ftOutlet Control HW Elev. 4,856.67 ftHeadwater Depth/HeightDischargeTailwater ElevationControl Type1.5023.G1 cfs4,852.67 ftInlet ControlGradesUpstream InvertLength4,853.69 ft94.00 ftDownstream InvertConstructed Slope4,850.67 ft0.032128 WftHydraulic ProfileProfileSlope TypeFlow RegimeVelocity DownstreamCompositeS1S2SteepN/A12.84 ft/sDepth, DownstreamNormal DepthCritical DepthCritical Slope1.13 ft1.10 ft1.72 ft0.010053 WftSectionSection ShapeSection MaterialSection SizeNumber SectionsCircularConcrete24 inch1Mannings CoefficientSpanRiseOutlet Control Properties0.0132.00 ft2.00 ftOutlet Control HW Elev.Ke4,856.67 ft Upstream Velocity Head 1.04 ft0.20 . -Entrance Loss 0.21 ftInlet Control PropertiesInlet Control HW Elev. 4,856.69 ft Flow ControlInlet Type Beveled ring, 33.7° bevels Area FullK 0.00180 HDS 5 ChartM 2.50000 HDS 5 ScaleC 0.02430 Equation FormY 0.83000Submerged3.1 ft23B1Ih:\...\docs\design-rpts\drainage\offsite.cvm12/16/04 03:49:29 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierie IncMorrison-Maierle Inc CulvertMaster v3.0 [3.0003]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 n•-4LiGar field Culvert Sta. 6+44STORM WA TER HYDRA ULIC ANAL YSISDESIGNED BY:JAU/JJKMORRISON & MAIERLE, INC.DATE: 12/16/20040:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateSta. 6+44Post - development25 yr2 hr2526480 sf58.00 acres4400.00 ft0.35 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-HilI1.30 %power curve in/hr120 min.6.75 cfsls!^^^^^^;;^ ^ ^^^i^^'^^^.^^^^i^:::^^!;!^:^ •/:'^;^^.^'^;'\'"^'^''1^|JI||||||3:|||||^|i|ll|l^^Per FAA, USDOT, A/C 150-5320-5b, 1970I IGar field'Culvert Sta. 6+44STORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/JJKMORRISON & MAIERLE, INC.Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateDATE: 12/16/20040:00Sta. 6+44Post - development100 yr2 hr2526480 sf58.00 acres4400.00 ft0.35 PerMaidment, D.R., 1993, Handbook of Hydrology, McGraw Hill1.30 %power curve in/hr120 min.8.62 cfsym^Mi;jjjCT©|0i||3m|| ||i!i®||||^^:^..^^'^..^ ^^:;:^^H;^?^^:^'^^^^^^^ ^^^^•;^4ff/S^''T^^.@a^§1®a^:|Ill181lkIiS®ilSS®Si88SiSii?iii^iBaliMiimiMiis|Bii®g|KI®6»ii^|is0S%:;i8Sli 13Ia%lli^^Per FAA, USDOT, A/C 150-5320-5b, 1970(I( MORRISONMAIERLE,INC.PROJECT:BY,DATEPROJ. NO.CHK:DATEPASE;OFf'jood /^ou..^-in^ /nf^l^^'i ^ - //4.^^t^. ^^eeft.^ / l^^e.^ ^^. f dk^:^- ^T.Uftfl^' CAt~l"^'l C. ^dnsr'i-'- yl'e-^•^f^ ^-^£T^ ^.^e ^-^f ^ ^-^e- ..SZC?c5 4irp<,cly^l^s ^ ey'^i1^.J^I],|^, . ^X?.3- ^g!g,<,/35-4 '2 -''S?, ^-^ /^ (^ ^&^_ /^f^ //,A 0 8 ">,cs^-ft ^-^ ^ ii/.& ^•Ji^^^ L--^ & .< ©J ^^& .*• d?,?'-ti^ x o. 'S=- ^?- ^,s- -%-.^^^, & -r Zoo^/^ nCulvert Calculator ReportThe Bozeman Gateway - Flood RoutingSolve For: DischargeCulvert SummaryAllowable HW Elevation 4,840.00 ftComputed Headwater Elev; 4,840.00 ftInlet Control HW Etev. 4,837.00 ftOutlet Control HW Elev. 4,840.00 ftHeadwater Depth/Height 2.23Discharge 41.81 cfsTailwater Elevation 4,821.00 ftControl Type Outlet ControlGradesUpstream InvertLength4,833.30 ft1,356.00 ftDownstream InvertConstmcted Slope4,818.62 ft0.010826 ft/ftHydraulic ProfileProfile CompositeM2PressureProfileSlope Type MildFlow Regime SubcriticalVelocity Downstream 6.95 ft/sDepth, DownstreamNormal DepthCritical DepthCritical Slope2.38 ftN/A ft2.11 ft0.018959 ft/ftSectionSection ShapeSection MaterialSection SizeNumber SectionsCircularCMP36 inch1Mannings CoefficientSpanRise0.0243.00 ft3.00 ftOutlet Control PropertiesOutlet Control HW Elev.Ke4,840.00 ft0.90Upstream Velocity HeadEntrance Loss0.54 ft0.49 ftInlet Control PropertiesInlet Control HW Elev.Inlet TypeKMcY4,837.00 ftProjecting0.034001.500000.055300.54000Flow ControlArea FullHDS 5 ChartHDS 5 ScaleEquation FormUnsubmerged7.1 ft2231h:\3638\003\docs\drainage\bg flood.cvm08/08/05 02:41:03 PM © Haestad Methods, Inc.Morrison-Maierte Inc37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Morrison- Maierle, Inc.CulvertMaster v3.0 [3.0003]+1-203-755-1666 Page 1 of 1 The Bozeman Gateway-Flood RoutingSTORM WATER HYDRAULIC ANALYSISDESIGNED BY.-JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/8/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationN/APre-development25 yr2 hr8712000.00 sf200.00 acres5600.00 ft0.20 perMaidment, D. R., 1993, Handbook of Hydrology, McGraw-H1.80 %power curve in/hr120 min.tia?i§Mi?BS™BSglS@:^'E-''3?~s'i'^Per FAA, USDOT, A/C 150-5320-5b, 1970 The Bozeman Gateway-Flood RoutingSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MADERLE, mC.DATE : 8/8/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development25 yr2 hr8712000 sf200.00 acres6030.00 ft0.45 PerMaidment, D.R., 1993, Handbook of Hydrology, McGraw-Hitl1.60 %power curve in/hr120 min.22.69 cfs:,;^'•KM»'/.'''^'."i..<.:'l::!...';.;.^'^ ^" • ;1: l'v-- ••1lr;<;^r':^v'::,::;^::':i''^r,^;'i,^'''.l.^.ly.,.:.^/'.^BiljljlByii^n|^nttptix^ggjB;i%|g7^^ FAA, USDOT, A/C 150-5320-5b, 1970•^fiS&"ffiiSI«'!''BB%; L' ^:ft- '^ • '^ -;''•&lii?8^;?:^i '^.\Mt*•^:SSM^^'^S^~:. r'':~.'-SSiSaSsSSS9'^^:^^My^.-^y. ":•' ^: '^\H:\3538\003\DOCS\Drainage\BG-ES-FLOOD.xls8/8/2005 The Bozeman Gateyvay-Flood RoutingSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/8/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeintensityDurationN/APre-development25 yr2 hr8712000.00 st200.00 acres5600.00 ft0.33 per Maidment, D. R., 1993, Handbook of Hydrology, McGraw-r1.80 %power curve in/hr120 min.ieafciiSlidiiiBPer FAA, USDOT, A/C 150-5320-5b, 1970 n0The Bozeman Gate^ay-Flood RoutingSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, ENC.DATE : 8/8/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development25 yr2 hr8712000 sf200.00 acres6030.00 ft0.45 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill1.60 %power curve in/hr120 min.41.41 cfs^%,!i;ls.-;:;||iwBa@>ic»Ri^iiM^isi|^!^!^il31Jllsi81iliSIIIIISKBieiliW «i©i@iNBiilB%W:^2%^i^^<^'-^^;^sysssiiPer FAA, USDOT, A/C 150-5320-5b, 1970H:\3638\003\DOCS\Drainage\BG-ES-FLOOD.xls8/B/2005 The Bozeman Gateway-Flood RoutingSTORM WA TER HYDRA ULIC ANAL YSISDESIGNED BYrJAU/KDJMORRISON & MAIERLE, INC.DATE : 8/8/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationN/APre-development25 yr2 hr8712000.00 sf200.00 acres5600.00 ft0.33 per Maidment, D. R., 1993, Handbook of Hydrology, McGraw-Hi1.80 %power curve in/hr120 min.Per FAA, USDOT, A/C 150-5320-5b, 1970^liCK&Sii^itSWB"IS^^iiSi!aw-sis-::llfiilllliwe":SWi.'' "^i'y:''''m nThe Bo^eman Gate^vay-Flood RoutingSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORMSON & MAIERLE, INC.DATE : 8/8/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development100 yr2 hr8712000 sf200.00 acres6030.00 ft0.45 PerMaidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill1.60 %power curve in/hr120 min.41.41 cfsi?L!^»li'Kt^j.[!i:^;V?::-^i%iai!^^FAA, USDOT, A/C 150-5320-5b, 1970^!ii i£rii®^)tesi©:SK'^^.H:\363BW03\DOCS\Drainage\BG-ES-FLOOD.xls8/8/2005 r-ICulvert Calculator ReportCulvert at Harmon Stream/HuffineSolve For: Section SizeCulvert SummaryAllowable HW Elevation 4,840.00 ftComputed Headwater Elev; 4,839.89 ftInlet Control HW Elev. 4,839.87 ftOutlet Control HW Elev. 4,839.89 ftHeadwater Depth/Height 1.63Discharge 60.00 cfsTailwater Elevation 4,836.50 ftControl Type Outlet ControlGradesUpstream InvertLength4,835.00 ft120.00 ftDownstream InvertConstructed Slope4,834.50 ft0.004167 ft/ftHydraulic ProfileProfile CompositeM2PressureProfileSlope Type MildFlow Regime SubcriticalVelocity Downstream 9.53 ft/sDepth, DownstreamNormal DepthCritical DepthCritical Slope2.50 ftN/A ft2.50 ft0.007855 ft/ftSectionSection ShapeSection MaterialSection SizeNumber SectionsCircularConcrete36 inch1Mannings CoefficientSpanRise0.0133.00 ft3.00 ftOutlet Control PropertiesOutlet Control HW Elev.Ke4,839.89 ft Upstream Velocity Head0.50 Entrance Loss1.12 ft0.56 ftInlet Control PropertiesInlet Control HW Etev. 4,839.87 ft Flow ControlInlet Type Square edge w/headwall Area FullK 0.00980 HDS 5 ChartM 2.00000 HDS 5 ScaleC 0.03980 Equation FormY 0.67000Submerged7.1 ft2111h:\...\003\docs\drainage\harmon stream-huffine.cvm08/09/0-- 03:41:33PM © Haestad Methods, Inc.Project Engineer: Morrison- Maierle, Inc.Momson-Maierle Inc CulvertMaster v3.0 [3.0003]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MORRISONMAIERLE,INC.PROJECT:BY:DATEPROJ. NO.CHK:DATEPA6&OF^l^ //h 22?,2>3for-r^= S.ZZ^c.p,i£<^ '-<^-2^I&ST-C ' £3,2^i^£A(yh~-f> l^ivr-' ^•525P,1^ $Ls -• 1.^-%.ff^r- c^wpv- = 2.5-^i?.3S-^- €.. ^=c.SO ; f.Sf-^c £ o.20 -> ?.S^(:o.SoU 1.8^ ('0.20; ; ^£. 2- Z./P,zi: ^ '- 0 ^,C. ^A">r~^ •' 4-:AS" C-^S^7-p^-w^ pc^o S,?E.- ^ I S' er^tP^r-Q^-^. S^^ C^,^,F,ff.Si^^^ ^•-^4.61<•2^T,-z p,^,^^-- f^T'fZc^ &o.(s0 %fS" P^'c-e o.aft^c.'c- nnThe Bozeman Gateway-MB 1-lOyrSTORM WA TER HYDRA ULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/8/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeintensityDurationN/APre-development10 yr2 hr227336.00 sf5.22 acres650.00 ft0.20 per Maidment, D. R.1.70 %power curve in/hr120 min.1993, Handbook of Hydrology, McGraw-Hilisaiy^^F:awiliiiaa.£^»%-MSSS>SSaSNBBSiaaSgBlgaSB^^i§&;.$l'|:s|8lBiB|KS^I?'f^';j'1i^BlPer FAA, USDOT, A/C 150-5320-5b, 1970 The Foreman Gateway-MB 1'lOyrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE: 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development10 yr2 hr227336 sf5.22 acres650.00 ft0.59 Per Maidment, D.R., 1993, Handbook of Hydrology, McGr /-h ill2.50 %power curve in/hr120 min.0.96 cfs.-.",s'.:%ig:Sllis"a!wijw-;s^ss:ssltMffS'~ssiS3fK-SlS!s'-si^ii^ i^!ii^siC^viii^^i9SSii31||igR||i;;t:s:|t?^%g||B|^Per FAA, USDOT, A/C 150.5320-5b, 1970H:\3638\003\DOCS\Drainage\BG-MB1-10YR.X[s8/9/2005 E3D[MORRISONMAIERLE.INC.An Employee-Ownec/ CompanyThe Bozeman Gateway-MB1-10yrORIFICE SIZING FOR DETENTION POND OUTLETQ = CdA(2gH)1/2Engineering Formulas, 5th Edition, Kurt deck, 1986Where:Q = Allowable release rate (cfs)Cd = Discharge Coefficient = 0.6 for sharp edge apertureA = Area of Orifice in square feet (sq. ft.)A = /rd2/4(sf)d = diameter (ft)g = gravity constant = 32.2 (ft/s)H = Height of Water at Maximum design water elevation inrelationship to the orifice elevationQ = 0.96 cfsCd = 0.6A = /7d2/4 sfg = 32.2 (ft/s)2H= 1.5ftSolve for d:d= 0.455387ftord = 5.46 in.ORIFICE DIAMETER SIZE5.46 INCHES The Bozeman Gateway-MB 1-2 SyrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORMSON & MAIERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development25 yr2 hr227336 sf5.22 acres650.00 ft0.59 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-^ill2.50 %power curve in/hr120 min.1.16cf8SIIUift&iS?":';a-S::¥^ili^ l^^Siff^^iii^Sisi^it^KiSi^iiwi^iSiiJ^"^'~^iBMfiaiK13iJBi5SS;IBBRJA%%&SISi|a!t||©s;ftiiiB^fie••A-S'K:..i€'iSft;-r?i'»»i^:^i??K1u'''"T-j'"'flu»j»;".'^:;'':"^@i'^"^i~;iiJ8B||BggSgg^i5KlsiBN'Slm|SS%tisl^Er3^yt'S^Sf,?^:?^^•'^aiaiPer FAA, USDOT, A/C 150-5320-5b, 1970H:l3638\003\DOCS\Drainage\BG-MB1-25YR.xls8/g/2005 MB1-25yr concrete pipe-Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB1-25yr concrete pipiiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 006000 ft/ftDiameter 15.0 inDischarge 5.35 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.13 ft1.2 ft23.16 ft0.00 ft0.94 ft90.8 %0.008244 ft/ft4.57 ft/s0.32 ft1.46 ft0.635.38 cfs5.00 cfs0.006860 ft/ftFlow Type Subcriticalh:\3638\003\docs\drainage\mb1.fm208/09/05 08:58:04 AM © Haestad Methods, Inc.Project Engineer: Momson-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 <MB1-25yr pvc pipe-15"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB1-25yrpvcpipin]Circular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 004000 ft/ftDiameter 15.0 inDischarge 5.35 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.03 ft1.1 ft22.85 ft0.00 ft0.94 ft82.6 %0.004878 ft/ft4.93 ft/s0.38 ft1.41 ft0.815.71 cfs5.31 cfs0.004059 ft/ftFlow Type Subcriticalh:\3638\003\docs\drainage\mb1.l:m208/09/05 08:58:46 AM © Haestad Methods, Inc.Project Engineer: Morrison-Maierie, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 DATEPROJ. NO.DATEPAGE:OFMORRISONMAIERLE,INC.PROJECTBY:CHK;.//(/!B_Z_fr:- •z.'S'S'^^.t r-r^^s.S&c^-P,-z& <^ "^.WR^sr-^s o.&d-(^'be.^t./"->o &i'a7"- TtS'd)ppt Sf/Pfc- Z.O^sJ%^r-£(.<-cE:;: 2^:-?oPfi-^.^a -- /,.t0 ^^P">T-^,o ; ^.f^r ^C>s~rk^'-> r-fc-'o S.^r r ^ 7-^ c.^/P.^ Q^,^ f^^^c^6{?,f-,^ S'?(--- S-&S2^K f,P,^-- /^'/^P f^^%^ FOc £c.<%;%^'"^^t°ff.4€^z>"pvc..fi.^.^^ ^- The Bozeman Gateway-MB2-10yrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationN/APre-devetopment10 yr2 hr255941.00 sf5.88 acres700.00 ft0.20 per Maidment, D. R., 1993, Handbook of Hydrology, McGraw-Hi2.00 %power curve in/hr120 min.Per FAA, USDOT, A/C 150-5320-5b, 1970gg® The Foreman Gateway-MB2-10yrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY.-JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development10 yr2 hr255941 sf5.88 acres700.00 ft0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McC w--lill2.40 %power curve in/hr120 min.1.10 cfs|nii|)®i©tl^G^Aai||n||g^|||t||^SSII^fifi.w-tii'.^SiSSalSS,|:P^I<»i|H^^toifeei»ig^—BSfSBfi'sPer FAA, USDOT, A/C 150-5320-5b, 1970H:\3638\003\DOCS\Drainage\BG^B2-10YR.xls8/9/2005 J3D[nMORRISONMAIERLE,INC.An Employee-Owned CompanyThe Bozeman Gateway-MB2-10yrORIFICE SIZING FOR DETENTION POND OUTLETQ = CdA(2gH)1/2Engineering Formulas, 5th Edition, Kurt Gieck, 1986Where:Q = Allowable release rate (cfs)Cd = Discharge Coefficient = 0.6 for sharp edge apertureA = Area of Orifice in square feet (sq. ft.)A = /7d2/4(sf)d = diameter (ft)g = gravity constant = 32.2 (Ws)2H = Height of Water at Maximum design water elevation inrelationship to the orifice elevationQ= 1.1 cfsCd = 0.6A = ?rd2/4 sfg = 32.2 (ft/s)2H= 1.5ftSolve for d:dd0.487463 ftor5.85 in.ORIFICE DIAMETER SIZE5.85 INCHES The Bozeman Gateway-MB 2-2 SyrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORmSON & MAIERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development25 yr2 hr255941 sf5.88 acres700.00 ft0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hi!!2.40 %power curve in/hr120 min.1.33 cfs,g.;; w'wi'SSSfi'l?'.:.vsl|IRj^£ac^'ni3^i|tja|«|^ftA:iiI^j^C;itlilISIfiii!£-/''•.!-«I'je^lW^liiftiseilteRbaeystG;l.lKi^^^^^fKiSKSgSBIiy&iSSSW'm:Ss:fflssS^^sPerFAA, USDOT, A/C 150-5320-5b, 1970H:\3638\003\DOCS\Drainage\BG-MB2-25YR.xls8/g/2005 MB2-25yr concrete pipe-',Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB2-25yr concrete pipiiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 009500 ft/ftDiameter 18.0 inDischarge 10.95 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercsnt FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope FullFlow Typeft%1.36 ft1.7 ft23.79 ft0.00 ft1.2790.90.010323 ft/ft6.49 ft/s0.66 ft2.02 ft0.8211.01 cfs10.24 cfs0.010868 ft/ftSubcriticalh:\3638\003\docs\drainage\mb2.fm208/09/05 04:50:55 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Mornson-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB2-25yr pvc pipe-18"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSoive ForMB2-25yr pvc pipin;Circular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 006000 ft/ftDiameter 18.0 inDischarge 10.95 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.28 ft1.6 ft23.54 ft0.00 ft1.27 ft85.5 %0.006108 Wft6.80 Ws0.72 ft2.00 ft0.9711.38 cfs10.58 cfs0.006431 ft/ftFlow Type Subcriticalh:\3638\003\docs\drainage\mb2.fm208/09/05 04:51:17 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierie, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 0MB2-25yr concrete pipe-Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB2-25yr concrete pipiiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 004500 ft/ftDiameter 21.0 inDischarge 10.95 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope FullFlow Type1.49 ft2.2 ft24.10 ft0.00 ft1.23 ft85.0 %0.006692 ft/ft5.03 ft/s0.39 ft1.88 ft0.6711.43 cfs10.63 cfs0.004776 ft/ftSubcriticalh:\3638\003\docs\drainage\mb2.fm208/09/05 04:52:10 PM © Haestad Methods. Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle tnc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB2-25yr pvc pipe-21"Worksheet for Circular ChannelProject DescnptionWorksheetFlow ElementMethodSolve ForMB2-25yr pvc pipiniCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 004000 ft/ftDiameter 21.0 inDischarge 10.95 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.23 ft1.8 ft23.48 ft0.00 ft1.23 ft70.2 %0.003960 ft/ft6.07 ft/s0.57 ft1.80 ft1.0114.01 cfs13.03 cfs0.002826 ft/ftFlow Type iupercriticalVh:\3638\003\docs\drainage\mb2.fm208/09/05 04:52:49 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MORR[SONMAIERLE,INC.PROJECT:BY:DATEPROJ. NO.CHK:DATEPAGE:OF/^^ 3^ ^c?/<8/^^-? - Z332S-7-r?= i>3-/^&OF-rs = ^.^s-'^7£..C" ~-^-2^f7oy- c^ o.&o^.c.($iy£%L/iv/DCT37-= 5327p,z£ S^f .:. /./(5^fhST i^PE:- 1.80^P??fc <"?t0 =- ^•5'^ ^P^T^,^: (Z.^ ^j^~y,o^ fl>^D ^ ,?£ -: Iff ^T^- 6.-f^,P^rQ-zs--- i^-^-L c-^^e.,^rc£.S,?K • ^^SSII^T/Z p,D,^ - [8" f^Cp (£. Z./ ?<'0!^'-puce. [^o^2 f"/Up < Q^S%Z-l"^^^ o,5^^"[i^e a^s%^A. I-'I-'C.C o.AO 1^ ^crt': S(^pf cfcui-^ S£. c£.&£. ^•-'.1? £7,u .•'-'TE,5 'n^E-£,?e^/-i°. U? 2,c-Flr/£ fl4-< <5nE^r£-K> . nnThe Bozeman Gateway-1MB 3-1 OyrSTORMS WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE: 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationN/APre-development10 yr2 hr371480.00 sf8.53 acres550.00 ft0.20 per Maidment, D. R., 1993, Handbook of Hydrology, McGraw-Hi1.10 %power curve in/hr120 min.BS'UIBSMMi'^3WS.ySSSBsSSSiH,Per FAA, USDOT, A/C 150-5320-5b, 1970 The Bozeman Gateway-MB3-10yrSTORMS WATER HYDRAULIC ANALYSISDESIGNED BYrJAU/KDJMORRISON & MAIERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development10 yr2 hr371480 sf8.53 acres550.00 ft0.80 PerMaidment, D.R., 1993, Handbook of Hydrology, McGraw -lill1.80 %power curve in/hr120 min.1.51 cfs|lJme'(ff®<an<se^ati1iigiBiKl|%^^s^"""''~""ji|Bg3ia||B3Wsf'" ; :";:'/.^k''lS^WKSSKff81131Per FAA, USDOT, A/C 150-5320-5b, 1970H:\3638\003\DOCS\Drainage\BG-MB3-10YR.xls8/9/2005 nnHi.QlaMORRISONMAIERLE.INC.An Employee-Owned CompanyThe Bozeman Gateway-MB3-10yrORIFICE SIZING FOR DETENTION POND OUTLETQ = CdA(2gH)1/2Engineering Formulas, 5th Edition, Kurt Gieck, 1986Where:Q = Allowable release rate (cfs)Cd = Discharge Coefficient = 0.6 for sharp edge apertureA = Area of Orifice in square feet (sq. ft.)A = /rd2/4(sf)d = diameter (ft)9=,2HQCd-A:gH--gravity constant = 32.2 (Ws)"Height of Water at Maximum design water elevation inrelationship to the orifice elevation1.51 cfs0.677d2/4 Sf32.2 (ft/s)21.5ftSolve for d:d= 0.571128ftord = 6.85 in.ORIFICE DIAMETER SIZE6.85 INCHES The Sozeman Gateway-MB 3-2 SyrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY.-JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development25 yr2 hr371480 sf8.53 acres550.00 ft0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw- -till1.80 %power curve in/hr120 min.1.83 cfs^:^fes'.A-.g" :,•'••: 1: i". : ', '' •\:'^)'&:j<aK g:BI;a%K»B|«jjgii|||s©fiC^®rtl^Ji@|gg|g^|^^s|^||||n|te€©si|^|||l|^W^HBS^y^jl'"::' ' •• iSBI1'?;^.. ; t.:^:;l%';:fw?:%i"lW9i Si3Per FAA, USDOT, A/C 150-5320-5b, 1970H:\3638\003\DOCS\DralnagetBG-MB3-25YR.XIs8/9/2005 MB3-25yr concrete pipe-Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB3-25yr concrete pipiiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 021000 ft/ftDiameter 18.0 inDischarge 16.22 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.35 ft1.7 ft23.75 ft0.00 ft1.43 ft90.0 %0.020673 ft/ft9.69 ft/s1.46 ft2.81 ft1.2516.37 cfs15.22 cfs0.023846 ft/ftFlow Type Supercriticalh:\3638\003\docs\drainage\mb3.fm208/09/05 04:44:02 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB3-25yr pvc pipe-18"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB3-25yr pvc pipiniCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 013000 ft/ftDiameter 18.0 inDischarge 16.22 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.29 ft1.6 ft23.58 ft0.00 ft1.43 ft86.3 %0.012232 ft/ft10.00 ft/s1.55 ft2.85 ft1.4116.75 cfs15.57 cfs0.014110 ft/ftFlow Type iupercriticalh:\3638\003\docs\drainage\mb3.fm208/09/05 04:45:11 PM © Haestad Methods, Inc.Project Engineer: Mon-ison-Maierie, Inc.Morrison-Maierle Inc RowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 nMB3-25yr concrete pipeWorksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB3-25yr concrete pipiiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 009500 ft/ftDiameter 21.0 inDischarge 16.22 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopsVelocityVelocity HeadSpecific Energ:Frauds NumbeMaximum DiscDischarge FullSlope FullFlow Type1.53 ft2.2 ft24.23 ft0.00 ft1.48 ft87.4 %0.009907 ft/ft7.27 ft/s0.82 ft2.35 ft0.9216.61 cfs15.44 cfs0.010480 ft/ftSubcriticalh:\3638\003\docs\drainage\mb3.fm208/09/05 04:44:38 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury. CT 06708 USA +1-203-755-1666 Page 1 of 1 MB3-25yr pvc pipe-21"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB3-25yr pvc pipiniCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 005500 ft/ftDiameter 21.0 inDischarge 16.22 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ:Froude NumbeMaximum DiscDischarge FullSlope FullFlow Type1.56 ft2.3 ft24.33 ft0.00 ft1.48 ft89.2 %0.005862 ft/ft7.16 ft/s0.80 ft2.36 ft0.8716.43 cfs15.28 cfs0.006201 ft/ftSubcriticalh:\3638\003\docs\drainage\mb3.fm208/09/05 04:45:29 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Momson-Maierie Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 ^MB3-25yr concrete pipe-Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB3-25yr concrete pipiiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 004500 ft/ftDiameter 24.0 inDischarge 16.22 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope FullFlow Type1.81 ft3.0 ft25.04 ft0.00 ft1.45 ft90.7 %0.006683 ft/ft5.42 ft/s0.46 ft2.27 ft0.5916.32 cfs15.170.005141Subcriticalcfsft/fth:\3638\003\docs\drainage\mb3.fm208/09/05 04:44:52 PM © Haestad Methods. Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB3-25yr pvc pipe-24"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB3-25yr pvc pipiniCircular ChannelManning's FonnulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 004000 ft/ftDiameter 24.0 inDischarge 16.22 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.45 ft2.4 ft24.06 ft0.00 ft1.45 ft72.3 %0.003954 ft/ft6.67 ft/s0.69 ft2.14 ft1.0120.01 cfs18.60 cfs0.003042 fyftFlow Type iupercriticalh:\3638\003\docs\drainage\mb3.fm208/09/05 04:45:38 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierte, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MORRISONMAIERLE,INC.PROJECT E^^^j G^-t.^^.BY:^tyr'DATE C,gic"::(Q^- | PROJ.NO. 3^5^.tt«'.3CHK:DATEPAGE:/OFD fZ^ r v^ A^, {\-^ ^.. ^ ^ | Sm& 4^ ft3>, aS& icr't.- Z^(y ^.P^IE C ; <3.^^T- €.. -- 0^ ^0^^i^cA^D Dc sr-^ 4^0Pt^^ ^^p£ -- A ^ ^,Tb^T ^^>E- -- 2....C3%,/7^£ <$,o--^.S~6 c<5p?^,7- <^,o -^-.63 c'^>pEr^r'^' P^D 5 /^E r ^g^'l c^P^r <r?2^ ~- ^.€-4. ^'2<5-^PrF-xSf. 6/^£ -- ^-/-?-//<?'£'fc? p,p,^<^!- !S" tZ-^P <5^..6SZ= f& PUC €.. <s'^°7o J:rc^~-<,i^fk is-u'-^&kt.B^S ,^Q ^-nu- pft^^ T^-i-A,re-ft^- ff L» '- 3,.(;.' ^ di-^-eT'fcr-TE.fc., nThe Bozeman Gateway-]\fB4-10yrSTORM WA TER HYDRA ULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/8/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationN/APre-development10 yr2 hr113086.00 sf2.60 acres400.00 ft0.20 per Maidment, D. R., 1993, Handbook of Hydrology, McGraw-Hi1.70 %power curve in/hr120 min.ifelB!i!!Bi";¥^•UB.IIas^^^•^ Ji;;;^;:,^:-;;,;.;;, ••,:^K:^^^ill^•^:^^J.w-is<CT-^s^»smS:SI^^lPer FAA, USDOT, A/C 150-5320-5b, 1970 The Bozeman Gateway-MB4-10yrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY.-JAU/KDJMORRISON & MAIERLE, INC.DATE: 8/8/20050:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development10 yr2 hr113086 sf2.60 acres400.00 ft0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-h'2.00 %power curve in/hr120 min.0.56 cfs;-%l*Ss'»Bttg'h^iss::iill»filSSISi:ii%^Sf'fi^S.S'/S^^' •: - ,1,1 :.6:"I^'M»!i>siiSaia®at;211cig.?|B|||S:tf:.V@PPerFAA, USDOT, A/C 150-5320-5b, 1970H:\363B\003\DOCS\Dra!nage\BG-MB4-10YR.xls8/8/2005 nnODlMORRISONMAIERLE, INC.An Employee-Owned CompanyThe Bozeman Gateway-MB4-10yrORIFICE SIZING FOR DETENTION POND OUTLETQ = CdA(2gH)1/2Engineering Formulas, 5th Edition, Kurt Gieck, 1986Where:Q = Allowable release rate (cfs)Cd = Discharge Coefficient = 0.6 for sharp edge apertureA = Area of Orifice in square feet (sq. ft.)A = /7d2/4(sf)d = diameter (ft)g = gravity constant = 32.2 (ft/s)2H = Height of Water at Maximum design water elevation inrelationship to the orifice elevationQ = 0.56 cfsCd = 0.6A = /7d2/4 sfg = 32.2 (ft/s)2H= 1.5ftSolve for d:dd0.347808 ftor4.17 in.ORIFICE DIAMETER SIZE4.17 INCHES The Bozeman Gateway-MB4-2 SyrSTORM WATER HYDRAULIC ANALYSISDESIGNED BYrJAU/KDJMORmSON & MAIERLE, INC.DATE: 8/8/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development25 yr2 hr113086 sf2.60 acres400.00 ft0.80 PerMaidment, D.R., 1993, Handbook of Hydrology, McGraw-, till2.00 %power curve in/hr120 min.0.68 cfsf".;®^T^teallBB8iii!SsE;%^''';l:lif'.$'l';^^<'1'•'':''''.'.-':':':'^?^;?:lte"^^;;''::^^Per FAA, USDOT, A/C 150-5320-5b, 1970H:\3638\003\DOCS\Drainage\BG-MB4-25YR.xls8/8/2005 '•MB4-25yr concrete pipeWorksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB4-25yr concrete pipiiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 006500 ft/ftDiameter 15.0 inDischarge 5.54 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ:Froude NumbeMaximum DiscDischarge FullSlope FullFlow Type1.12 ft1.2 ft23.11 ft0.00 ft0.95 ft89.6 %0.008506 ft/ft4.78 ft/s0.35 ft1.47 ft0.685.60 cfs5.21 cfs0.007356 ft/HSubcriticalh:\3638\003\docs\drainage\mb4.fm208/08/05 04:17:00 PM © Haestad Methods. Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB4-25yr pvc pipe-15"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB4-25yr pvc pipiniCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 004000 ft/ftDiameter 15.0 inDischarge 5.54 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.08 ft1.1 ft22.99 ft0.00 ft0.95 ft86.5 %0.005033 ft/ft4.91 ft/s0.37 ft1.46 ft0.755.71 cfs5.31 cfs0.004353 ft/ftFlow Type 3ubcriticalh:\3638\003\docs\drainage\mb4.fm208/08/05 04:17:33 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MORRISONMAIERLE,INC.PROJECT:BY;CHK:DATEDATEPROJ. NO.PAGE: ^OF^./^/4- •" ^8^^ FT z = < 3'S^ c-P/Z£ d -- G^OPOS.T-C ~ <2'.S^^uUU.^1^ &>r^T -? 'S^.OP,Z.£. ^ tcp E -- /.^^^r-St^-pE ^ Z.Z?pr^. Q,c, - (9.32 ^$r-o&T ^,o; '?-^s' <-'A>O^fc^TK,^ ^'t> 'S', g^-- /'4Z-:Z- ffAP^-r- (^^ ^ ?-Z^ c^(3l?'Ft^ ^fg£-^- 3. ifc,//^-^ p^p^ - /^; ^^ e ^^i ^ ^, ^^. ^^ ^,^ ^ ^^^ ^,fS' Pt}6-^ o.4d7a ->'£:=:= TOE.s.K.p.^.^® (/=3.£?^ <=A ^/ayTTeft. nThe Bozeman Gateway-MB5-10yrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/8/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationN/APre-development10 yr2 hr58960.00 sf1.35 acres300.00 ft0.20 per Maidment, D. R., 1993, Handbook of Hydrology, McGraw-Hi1.60 %power curve in/hr120 min.;^Sal^SSSSfSffSSISSWSSSSUISSSSSSSi^^Per FAA, USDOT, A/C 150-5320-5b, 1970 The Bozeman Gate^vay-MBS-lOyrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MADERLE, INC.DATE : 8/8/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development10 yr2 hr58960 sf1.35 acres300.00 ft0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGrav -till2.20 %power curve in/hr120 min.0.32 cfs';SSi&v. !|£|SS%11111^.';-.;., ;l:^^lllll:ll^^Jl^fe,^r''.i^"';-',.;rl'-'''1^;-:.'^^Per FAA, USDOT, A/C 150-5320-5b, 1970H:\3638\003\DOCS\Drainage\BG-MB5-10YR.xls8/8/2005 00aaiMORRISONMAIERLE,INC.An Employee-Owned CompanyThe Bozeman Gateway-MB5-10yrORIFICE SIZING FOR DETENTION POND OUTLETQ=C<iA(2gH)1/2Engineering Formulas, 5th Edition, Kurt Gieck, 1986Where:Q = Allowable release rate (cfs)Cd = Discharge Coefficient = 0.6 for sharp edge apertureA = Area of Orifice in square feet (sq. ft.)A = ffd2/4(sf)d = diameter (ft)g = gravity constant = 32.2 (ft/s)2H = Height of Water at Maximum design water elevation inrelationship to the orifice elevationQ = 0.32 cfsCo = 0.6A = /7d2/4 sfg = 32.2 (ft/s)2H = 1.5 ftSolve for d:d= 0.262918ftord= 3.16in.ORIFICE DIAMETER SIZE3.16 INCHES The Bozeman Gateway-MB5-25yrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORMSON & MAIERLE, me.DATE : 8/8/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development25 yr2 hr58960 sf1.35 acres300.00 ft0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGr /-Hill2.20 %power curve in/hr120 min.0.38 cfs'MSUSSttSSSSi.''•isi:'Sf'ISSSK': .^!!lJ ir::l-'l:';,',.:l'.';lw"S|iSs%SNiSs;l—i^:,Sll^:.:;(B\^%ilS;g;SISBSBi'affi»&^!ffiS<;.^^IftitSa,PerFAA, USDOT, A/C 150-5320.5b, 1970H:\3638\003\DOCS\Drainage\BG-MB5-25YR.xls8/8/2005 ilMB5-25yr concrete pipeWorksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB5-25yr concrete pipiiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 004000. ft/ftDiameter 15.0 inDischarge 3.28 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full0.85 ft0.9 ft22.42 ft0.00 ft0.73 ft67.8 %0.006215 ft/ft3.70 ft/s0.21 ft1.06 ft0.754.39 cfs4.09 cfs0.002578 ft/ftFlow Type 3ubcriticalh:\3638\003\docs\drainage\mb5.fm208/08/05 05:26:10 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB5-25yr pvc pipe-15"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB5-25yr pvc pipiniCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 004000 ft/ftDiameter 15.0 inDischarge 3.28 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full0.71 ft0.7 ft22.14 ft0.00 ft0.73 ft56.8 %0.003678 ft/ft4.55 ft/s0.32 ft1.03 ft1.055.71 cfs5.31 cfs0.001526 ft/ftFlow Type Supercriticalh:\3638\003\docs\drainage\mb5.fm208/08/05 05:26:18 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierie, Inc.Morrison-Maierte Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MORRISONMAIERLE,INC.PROJECT:BY:DAT!CHK;DATEPROJ. NO.PAGE: ^S,OF^c 6/4^ /^^?Z/pr7-333^6 F-? =- /^S^'^r'2 - 3<^<-.cF - ^ ^ <5.'2-0P^7C^~^-&0C)^[IL/'~-^ &,s-r ^ ^f-S<^f^E-^..PE--. /^%'ST St-c.R?;-- 2.4?oPpf. <^o ^ ^.^ -^^vr C,^, - ^^<5 ^^•*'!GO&TI^T.C.^J ^<^ £,,?.£ =4^?^,<iA <-^P^T ^s- = ?.6S ^<^Sif-ic.E^ie£.s'- 4:^?-,'1^/>,p,^<^^ !^" i^P f /.3<3'?fS " fZ-cP e ff^'0 %^"Puc e^7ts2o/8 PU^ (' ff^O 7/a ^r^'. c.us^-fc.t^^ es->.^&e. i^-p sritL,-^', 6Tr-^^' <£ lu/.-.? .(?r"'ri/s<=ea isftSf-TEA., nThe Bozeman Gateway-MB6-10yrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationN/APre-development10 yr2 hr156575.00 sf3.59 acres450.00 ft0.20 per Maidment, D. R., 1993, Handbook of Hydrology, McGraw-Hi1.60 %power curve in/hr120 min.tc|@«t?i©l;||||^^1|g|!:','?.,0-73^G s:g||jgB|^;:SM?g™!Si!is»g"N^.j^l^.,1•:^assPer FAA, USDOT, A/C 150-5320-5b, 1970 TheBozeman Gateway-MB 6-lOyrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development10 yr2 hr156575 sf3.59 acres450.00 ft0.80 PerMaidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill2.40 %power curve in/hr120 min.0.73 cfs38'fsS,»sSMiB.Jjfc|jgjjy^.:^l,'^,^'':7''^;:S*l|l|n||@l|^(iG8n&al:i||^|^|^^^j£|||l|J|:,^:',!::.::'ll%^'::WlMip©iNfee?^iESSi|i@%^^^:'?,!''al:l^:'::;'l:::':-;'':'';:i'.^'-S''^^£^^^^:l:^'';;!::,:'s:':.-:'.l-,.,,'^-...':,,.;'';g;a^'s\'ay.;,PerFAA, USDOT, A/C 150-5320-5b, 1970H:\3638\003\DOCS\Drainage\BG-MB6-10YR.xls8/9/2005 Hi.aiaalMORRISONMAIERLE,INC.An Employee-Owned CompanyThe Bozeman Gateway-MB6-10yrORIFICE SIZING FOR DETENTION POND OUTLETWhere:Q = CdA(2gH)Q=Cd :AA=d=1/2Engineering Formulas, 5th Edition, Kurt Gieck, 1986Allowable release rate (cfs)Discharge Coefficient = 0.6 for sharp edge apertureArea of Orifice in square feet (sq. ft.)ffd2/4(sf)diameter (ft)g = gravity constant = 32.2 (ft/s)H = Height of Water at Maximum design water elevation inrelationship to the orifice elevationQ = 0.73 cfsCd = 0.6A = /7d2/4 sfg = 32.2 (ft/s)2H = 1.5 ftSolve for d:d= 0.397106ftord = 4.77 in.ORIFICE DIAMETER SIZE4.77 INCHES The Bozeman Gate^ay-MB6-25yrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE: 8/9/20050:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development25 yr2 hr156575 sf3.59 acres450.00 ft0.80 PerMaidment, D.R., 1993, Handbook of Hydrology, McGraw-till2.40 %power curve in/hr120 min.0.89 cfs^Ss.flffiiii:Uft:as?,'::, •1': •'1- .ll^;'l:'l@:;";-^;e?'8'I?st£Ils.N|?|J^|||g|Jg|g||_^^^||l|||jt!Miie»ic®isi®®^a|ii%K^IISBi^NidlSi'SioiSiiSVSSWs's:.^,^glliigyK.iiisci^i;i|^|lc^,-.[@||||g?g:y:|S@|g||l illili^iiili^li8NSiw^^1?^!'^1^Per FAA, USDOT, A/C 150-5320-5b, 1970H:\3638\003\DOCS\Drainage\BG-MB6-25YR.xls8/9/2005 n(IMB6-25yr concrete pipeWorksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB6-25yr concrete pipiiCircular ChannelManning's FonnulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 013000 ft/ftDiameter 15.0 inDischarge 7.68 cfsResultsDepthFlow AreaWettad PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.08 ft1.1 ft22.98 ft0.00 ft1.10 ft86.4 %0.012730 Wft6.81 ft/s0.72 ft1.80 ft1.057.92 cfs7.36 cfs0.014136 ft/ftFlow Type iupercriticalh:\3638\003\docs\drainage\mb6.fm208/09/05 04:31:42 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierie, Inc.Morrison-Maierle tnc FtowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB6-25yr concrete pipe-18"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB6-25yr concrete pipiiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 005000 ft/ftDiameter 18.0 inDischarge 7.68 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.28 ft1.6 ft23.54 ft0.00 ft1.07 ft85.4 %0.007200 ft/ft4.78 ft/s0.35 ft1.64 ft0.687.99 rfs7.43 cfs0.005346 ft/ftFlow Type Subcriticalh:\3638\003\docs\drainage\mb6.fm208/09/05 04:32:49 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 n()MB6-25yr pvc pipe-1£Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB6-25yr pvc pipiniCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 007500 ft/ftDiameter 15.0 inDischarge 7.68 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ:Froude NumbeMaximum DiscDischarge FullSlope Full1.10 ft1.1 ft23.05 ft0.00 ft1.10 ft88.3 %0.007532 ft/ft6.70 ft/s0.70 ft1.80 ft0.997.82 cfs7.27 cfs0.008365 ft/ftFlow Type Subcriticalh:\3638\003\docs\drainage\mb6.fm208/09/05 04:33:18 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB6-25yr pvc pipe-18"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB6-25yr pvc pipiniCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 004000 ft/ftDiameter 18.0 inDischarge 7.68 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.10 ft1.4 ft23.09 ft0.00 ft1.07 ft73.4 %0.004261 fVft5.52 ft/s0.47 ft1.58 ft0.959.29 cfs8.64 cfs0.003163 ft/ftFlow Type 3ubcriticalh:\3638\003\docs\drainage\mb6.fm208/09/05 04:33:30 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierie Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MORRISONMAIERLE,INC.PROJECT:BY:DATEPROJ.NO.CHK;DATEPAGE: ^-OF^ & 7~/^--- 2^<:),z.z i r-f'i—- ^..&>ffc^P,-?^.c- i$.wr^^~" c-" ^ 'S^'i^i^fi.i..^-'^ C>'£.r.- ^^25PKE. ^^p£- - I. (, %.A">r'£)^<--P^-~ /•2&Plt^ ^,c, " <3<&:2- CT4;P^r ^,o -' ^^ <^3P&r£</T,y^ /^WD ^( ?E •• <-?-8 ?- <^''^'"A^r ^s- ; 5<<^4 ^^(^.',-Z lf-,CF. ^,? i --• ^ 2^>rr2'sT/s. pip,^^-^ /^/'/^A.P e ^.4(5%/g'^cP (2 ^^-^^IS"PUC.C.Q^^ ^[^ (!U/- €• C^O^a /-rffTS.' &'.cVE.a.^i_!-.&F..:E€S i^-'& i,r'it-L t>f,-a.^ T!+.E. <,n--c-."'' €U ;• 1 .o '""''S ^-WiS-'—K.St. .t^-y nfThe Bo^eman Gateway-M^B7'10yrSTORM WA TER HYDRA ULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE: 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationN/APre-development10 yr2 hr209221.00 sf4.80 acres650.00 ft0.20 per Maidment, D. R., 1993, Handbook of Hydrology, McGraw-Hi1.60 %power curve in/hr120 min.v^-.s^s:^^ ^^sSi!iy^if^?ss<^^@^'^K '^'t ^.'^alite,^•^•;iiisyys3SSiHill^^'^!My.|Sl^^|Ac^|£||S||jp|^^|||||n|j^Per FAA, USDOT, A/C 150-5320-5b, 1970 TheBozeman Gateway-MB 7-1 OyrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORmSON & MAIERLE, INC.DATE: 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development10 yr2 hr209221 sf4.80 acres650.00 ft0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-H.II1.20 %power curve in/hr120 min.0.87 cfs::s:j^.ff&97,..-:^^:M^^GOljK3©M^ |l|||g|a||l2^si|iB»tc^.;,:.. -^:.:'-'ffe|SS®^'-,:';! !1 /;::111'? :^li''IS8SI StlPer FAA, USDOT, A/C 150-5320-5b, 1970HA363B\003\DOCS\Drainage\BG-MB7-10YR.xls8/9/2005 n(r^ia>DDIMORRISONMAIERLE,INC.An Employ ee-O^vned CompanyThe Bozeman Gateway-MB7-10yrORIFICE SIZING FOR DETENTION POND OUTLETQ = CdA(2gH)1/2Engineering Formulas, 5th Edition, Kurt Gieck, 1986Where:Q = Allowable release rate (cfs)Cd = Discharge Coefficient = 0.6 for sharp edge apertureA = Area of Orifice in square feet (sq. ft.)A = /7d2/4(sf)d = diameter (ft)g = gravity constant = 32.2 (Ws)2H = Height of Water at Maximum design water elevation inrelationship to the orifice elevationQ=Cd =A=9=0.87 cfs0.6/rd2/4 sf32.2 (ft/s):1.5ft2Solve for d:dd0.433516 ftor5.20 in.ORIFICE DIAMETER SIZE5.20 INCHES TheBozeman Gateway-MB 7-2 SyrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MADERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development25 yr2 hr209221 sf4.80 acres650.00 ft0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-h'tl1.20 %power curve in/hr120 min.1.06 cfs®%Ka^rf:":':;sa:®?l:F;:•S*;;frl:?f'L';'1^,:.;3%|,--^.gs||||||g|g%sffiaKtSSW;':s^;«» ^-';'iSSK;Si"B:!iUS^^WtcL ;': M;:::''^-:1^l^i'!ltel[i;i^a:?t©';tet;is|ffii1Ml;ggglS®gilgiSSSSUSMPer FAA, USDOT, A/C 150-5320-5b, 1970H:\3638\003\DOCS\DraJnage\BG-MB7-25YR.xls8/9/2005 nMB7-25yr concrete pipk. <5"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB7-25yr concrete pipiiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 014000 ft/ftDiameter 15.0 inDischarge 8.04 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.10 ft1.1 ft23.03 ft0.00 ft1.12 ft87.7 %0.013727 fUft7.05 ft/s0.77 ft1.87 ft1.068.22 cfs7.64 cfs0.015493 ft/ftFlow Type iupercnticalh:\3638\003\docs\draina9e\mb7.fm208/09/05 04:36:15 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB7-25yr concrete pipe-18"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB7-25yr concrete pipiiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 005500 ft/ftDiameter 18.0 inDischarge 8.04 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.28 ft1.6 ft23.53 ft0.00 ft1.10 ft85.2 %0.007459 ft/ft5.01 ft/s0.39 ft1.67 ft0.728.38 cfs7.79 cfs0.005859 ft/ftFlow Type 3ubcriticalh:\3638\003\docs\drainage\mb7.fm208/09/05 04:36:47 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierie, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 0MB7-25yr pvc pipe-Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB7-25yr pvc pipin;Circular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 008000 ft/ftDiameter 15.0 inDischarge 8.04 cfsResultsDepth 1.14 ftFlow Area 1.2 ft2Wetted Perime 3.17 ftTop Width 0.00 ftCritical Depth 1.12 ftPercent Full 91.1 %Critical Slope 0.008122 ft/ftVelocity 6.85 ft/sVelocity Head 0.73 ftSpecific Energ' 1.87 ftFroude Numbe 0.94Maximum Disc 8.08 cfsDischarge Full 7.51 cfsSlope Full 0.009167 ft/ftFlow Type 3ubcriticalh:\3638\003\docs\drainage\mb7.fm208/09/05 04:37:13 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle tnc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB7-25yr pvc pipe-18"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB7-25yr pvc pipiniCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 004000 ft/ftDiameter 18.0 inDischarge 8.04 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.15 ft1.4 ft23.19 ft0.00 ft1.10 ft76.4 %0.004413 ft/ft5.55 ft/s0.48 ft1.62 ft0.929.29 cfs8.64 cfs0.003467 ft/ftFlow Type Subcriticalh;\3638\003\docs\drainage\mb7.fm208/09/05 04:37:22 PM ©Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 DATEDATEPROJ. NO.PAGE:OFMORRISONMAIERLE,INC.PROJECT:BY;CHK:A1.& Sif ^ S^.^^7^-'-' T. 7^^^&Pizfc ^ = (?,A3t^T-c ; ^rSc7.^^Ai-A^s &,sr-- ^syPR£- ^c^E •-. l.&lc^~<S~ ^^ '- ^^oP^^o - 42 S .^sPC^T- <Q,c -. 11.46. O.-A,|C>Ew;^rwft'i"a^,?£-- S4-fc2- c-'^-/(%ST ^z^ ^ /?.3-^ &'fe^pfFfCt; ^>(?£,-- (^.3 /7s~fi'z- pipf-^G ^•I'S" ^P<^ l:S %2.1" /2^P£-^.&S'&<» PU^SL a.^OTszr"puc.e <?,4.o ^ -?<- nnThe Bozeman Gateway-MB8-10yrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationN/APre-development10 yr2 hr305960.00 sf7.02 acres650.00 ft0.20 per Maidment, D. R., 1993, Handbook of Hydrology, McGraw-Hi1.60%power curve in/hr120 min.^s'ss'sessss'iissstii^Z-!<al^^!BiMBEI^BS ^ ?-i^::SKiBfiBIBBBR1^v:S JS^^^:^\Per FAA, USDOT, A/C 150-5320-5b, 1970 The Foreman Gateway-MB8-10yrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY.-JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development10 yr2 hr305960 sf7.02 acres650.00 ft0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw—lill2.50 %power curve in/hr120 min.1.28 cfs1®1|S;;^':..;1; :.''''iJliN^SiiSMfies^Q&^^M^i^HyiSsisw^'^^::'lfflU»KNlfi^ii^^^llK^Per FAA, USDOT, A/C 150-5320-5b, 1970H:\3638\003\DOCS\Drainage\BG-MB8-10YR.xls8/9/2005 nnDiaMORRISONMAIERLE.INC.An Employee-Ov/ned CompanyThe Bozeman Gateway-MB8-10yrORIFICE SIZING FOR DETENTION POND OUTLETQ = CdA(2gH)1/2Engineering Formulas, 5th Edition, Kurt Gieck, 1986Where:Q = Allowable release rate (cfs)Cd = Discharge Coefficient = 0.6 for sharp edge apertureA = Area of Orifice in square feet (sq. ft.)A = /rd2/4(sf)d = diameter (ft)g = gravity constant = 32.2 (ft/s)2H = Height of Water at Maximum design water elevation inrelationship to the orifice elevationQ = 1.28 cfsCd = 0.6A = /rd2/4 sf9 = 32.2 (ft/s)2H= 1.5ftSolve for d:d = 0.525836 ftord = 6.31 in.ORIFICE DIAMETER SIZE6.31 INCHES The Foreman Gateway-MB 8-2 SyrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development25 yr2 hr305960 sf7.02 acres650.00 ft0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill2.50 %power curve in/hr120 min.1.55 cfs•^^^•^-Kll-^^i:^^:'l:i ;^SwS^pWi^®r»^t!«fei^iw^^^^!:jiiC^'::ll::l:^liSli§:l^^l^^|Fae!af^@l|ti^':to»la®sUiiiggS1iOi^^^'•:;•>;•^'^Per FAA, USDOT, A/C 150-5320-5b, 1970H:\3638\003\DOCS\Drainage\BG-MB8-25YR.xls8/9/2005 nMB8-25yr concrete pip 8"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB8-25yr concrete pipiiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 015000 ft/ftDiameter 18.0 inDischarge 13.71 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.35 ft1.7 ft23.75 ft0.00 ft1.37 ft90.0 %0.014824 ft/ft8.19 ft/s1.04 ft2.39 ft1.0613.84 cfs12.86 cfs0.017037 ft/ftFlow Type Supercriticalh:\3638\003\docs\drainage\mb8.fm208/09/05 04:20:40 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 f7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB8-25yr pvc pipe-18"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB8-25yr pvc pipiniCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 009000 ft/ftDiameter 18.0 inDischarge 13.71 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.33 ft1.7 ft23.68 ft0.00 ft1.37 ft88.6 %0.008772 Wft8.28 ft/s1.06 ft2.39 ft1.1113.93 cfs12.95 cfs0.010081 ft/ftFlow Type iupercriticalh:\3638\003\docs\drainage\mb8.fm208/09/05 04:21:17 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 nMB8-25yr concrete pip 1"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB8-25yr concrete pipiiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 006500 ft/ftDiameter 21.0 inDischarge 13.71 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.61 ft2.3 ft24.49 ft0.00 ft1.38 ft92.0 %0.008100 ft/ft5.92 ft/s0.54 ft2.16 ft0.6713.74 cfs12.77 cfs0.007487 ft/ftFlow Type Subcriticalh:\3638\003\docs\drainage\mb8.fm208/09/05 04:20:51 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB8-25yr pvc pipe-21"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB8-25yr pvc pipiniCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 004000 ft/ftDiameter 21.0 inDischarge 13.71 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ:Froude NumbeMaximum DiscDischarge FullSlope Full1.54 ft2.2 ft24.25 ft0.00 ft1.38 ft87.7 %0.004793 ft/ft6.13 ft/s0.58 ft2.12 ft0.7714.01 cfs13.03 cfs0.004430 WftFlow Type subcriticalh:\3638\003\docs\drainage\mb8.fm208/09/05 04:21:2BPM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle. Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MORmSONMAIERLE.INC,PROJECT:BY:CHK:DATEPROJ. NO.DATEPAGE:^OF^B ^/^•^ ^^c7,226f-r^^Z4.«=^.c.Pi'ZE <t^ 0-^>pbsr- Cz ^..&0G^^f,^-^ ^,^ ^ ^3Rzs S-.^PE =- /.6^t-c^ S^re..- Z.O?,P(^.^ Q^ -^ (3, t^ ^.P^r Q,o = ^.^ G-fe.FJ-&.->-!-> f_U '^C.^.Q ^ ^J; - ^A^ c^'-^ Q^^7.B-1 -^(3?^ctS,»£- s-.zgi[f^-StfR> F>,»,^<3; . ^''/^^P^Z^Sf6 "fic.P €. <<-.& 7sl^'P^C. <? /.^ %,/51' Puic e<3-45 % nThe Bozeman Gateway-MB9-10yrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE: 8/8/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationN/APre-development10 yr2 hr229326.00 sf5.26 acres700.00 ft0.20 perMaidment, D. R., 1993, Handbook of Hydrology, McGraw-Hi1.60 %power curve in/hr120 min.W0^,;^^;^?l^'^^. /::^i- ^SSyS9K9siSiSi»W!SBs SWwM^SKM SSS&WSSSWiPer FAA, USDOT, A/C 150-5320-5b, 1970 TheBozeman Gateway-MB9-10yrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORMSON & MAIERLE, INC.DATE : 8/8/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development10 yr2 hr229326 sf5.26 acres650.00 ft0.80 PerMaidment, D.R., 1993, Handbook of Hydrology, McGrav Hill2.00 %power curve in/hr120 min.0.93 cfs;"St'.^B|ial||io1iy|i||aio*l3(^^'• '.'.•'"':- • •••- -^••,-1.^':;-''•••-''^l:;'^'^^^^-.;--]:is',:''.'. " •'• .•-:<.'"; •."":''-- ^ ,,.1';-!-""" •-^Per FAA, USDOT, A/C 150-5320-5b, 1970H:\3638\003\DOCS\Drainage\BG.MBg-10YR.xlsB/8/200S J3anMORRISONMAIERLE,INC.An Employee-O'wned CompanyThe Bozeman Gateway-MB9-10yrORIFICE SIZING FOR DETENTION POND OUTLETQ = CoA(2gH)1/2Engineering Formulas, 5th Edition, Kurt Gieck, 1986Where:Q = Allowable release rate (cfs)Cd = Discharge Coefficient = 0.6 for sharp edge apertureA = Area of Orifice in square feet (sq. ft.)A = ffd2/4(sf)d = diameter (ft)g = gravity constant = 32.2 (ft/s)H = Height of Water at Maximum design water elevation inrelationship to the orifice elevationQ = 0.93 cfsCd = 0.6A = /7d2/4 sf9 = 32.2 (ft/s)2H= 1.5ftSolve for d:d= 0.448215ftord = 5.38 in.ORIFICE DIAMETER SIZE5.38 INCHES The Bozeman Gateway-MB9-25yrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY.-JAU/KDJMORMSON & MAIERLE, INC.DATE : 8/8/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development25 yr2 hr229326 sf5.26 acres650.00 ft0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGra -Hill2.00 %power curve in/hr120 min.1.13 cfs^,.^:.i-" ;;ir-;-..':i^:;' '^•':;:;;!:^''''^-ll.^'^^r?^^^^^r^':^:;^^^^81SISiBSNNuliI8ffii888Silll!^^Jj^JjjUCT||^ s|gjJ^gjp^^ii||^j^giJiliPer FAA, USDOT, A/C 150-5320-5b, 1970H:\363B\003\DOCS\Drainage\BG-MB9-25YR.xls8/8/2005 nMB9-25yr concrete pipe-Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB9-25yr concrete pipiiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 020000 ft/ftDiameter 15.0 inDischarge 9.81 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DspthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.15 ft1.2 ft23.22 ft0.00 ft1.18 ft92.3 %0.019941 ft/ft8.29 ft/s1.07 ft2.22 ft1.109.83 cfs9.14 cfs0.023065 ft/ftFlow Type iupercriticalh:\3638\003\docs\drainage\mb9.fm208/08/05 05:22:55 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB9-25yr pvc pipe-15"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB9-25yr pvc pipiniCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 012000 ft/ftDiameter 15.0 inDischarge 9.81 cfsResultsDepthFlow AreaWetted PerimeTop Width.Critical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.13 ft1.2 ft23.13 ft0.00 ft1.18 ft90.1 %0.011799 ft/ft8.42 Ws1.10 ft2.23 ft1.199.90 cfs9.20 cfs0.013648 ft/ftFlow Type iupercriticalh:\3638\003\docs\drainage\mb9.fm208/08/05 05:23:15 PM © Haestad Methods, Inc.Morrison-Maierle Inc37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Morhson-Maierle, Inc.FlowMasterv7.0 [7.0005]M-203-755-1666 Page 1 of 1 nMB9-25yr concrete pipe' 'Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB9-25yr concrete pipitCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 008000 WftDiameter 18.0 inDischarge 9.81 cfsResultsDepth 1.30 ftFlow Area 1.6 ft2Wetted Perime 3.59 ftTop Width 0.00 ftCritical Depth 1.21 ftPercent Full 86.6 %Critical Slope 0.009006 ft/ftVelocity 6.03 ft/sVelocity Head 0.57 ftSpecific Energ' 1.86 ftFroude Numbe 0.84Maximum Disc 10.11 cfsDischarge Full 9.39 cfsSlope Full 0.008723 ft/ftFlow Type 3ubcriticalh:\3638\003\docs\drainage\mb9.fm208/08/05 05:23:04 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005137 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB9-25yr pvc pipe-18"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB9-25yr pvc pipiniCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 004500 ft/ftDiameter 18.0 inDischarge 9.81 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischargs FullSlope Full1.37 ft1.7 ft23.81 ft0.00 ft1.21 ft91.2 %0.005329 ft/ft5.80 ft/s0.52 ft1.89 ft0.729.85 cfs9.16 cfs0.005161 ft/ftFlow Type Subcriticalh:\3638\003\docs\drainage\mb9.fm2 Morrison-Maierle Inc08/08/05 05:23:24 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Morrison-Maierie, Inc.FlowMaster v7.0 [7.0005]+1-203-755-1666 Page 1 of 1 ^-\MORRISONMAIERLE,INC,PROJECT;BY:CHK:DATEDATEPROJ. NO.PAGE: ^2-OF^& (^^ 7^,^6S'rfz'-- 3-fe8^pi?^ c -^ c. z-o(^\r-c - <9,&3^.£t/^(j 0^-:- ^ sr?r? ScoP£ - I-^ To/n^r S^fc -- />^ %,p^.^^-'ffl^-f- ^^AST- Qw '• ^•(s^^Df.rl^nc-j ^v^iff^^f-^ .c'^fR-^- ^^ -- ^.^ ^</}iz.,f(ct.. £f?E :- ^S?rt?5-trj2.. p,p^<^ ^ /S' /245 <f o. 60%IS' PUCC^ ^^0% nThe Bozeman Gateway-MBlO-lOyrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY.'JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/8/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationN/APre-development10 yr2 hr160265.00 sf3.68 acres650.00 ft0.20 per Maidment, D. R., 1993, Handbook of Hydrology, McGraw-Hi1.60 %power curve in/hr120 min.>.>^^s%^A^^^I^m^f^^^'^^;:.;,:... ::•;:,..,.:.^ ••;....;.^.-.:::,':;;.^..:-.^^^:;^>-^..^:.;.:,^l^:^^^^^%^N^%€^I^W ^si^g|t^;^ :''';'• :^^'1i^':;^'r:^^;-;^/^|'^S|i|;||g|||l||jj||||£^|g^||||a|||J||^gBs|^^isa:KPer FAA, USDOT, A/C 150-5320-5b, 1970 The Bozeman Gateway-MB 10-1 OyrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE: 8/8/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development10 yr2 hr160265 sf3.68 acres650.00 ft0.80 PerMaidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill1.90 %power curve in/hr120 min.0.67 cfs'wsI;K^^ %iT.^ .:''.• ,-1-'?:4;:5'%iafr\,;|Riiip6^1wnie^B»e^giSi:T:^ '^S'vvwS^^^....%ya:»»^';¥Y?'^,,:^:K,:l(:g^^|^^m!.r ••ri!,f-Per FAA, USDOT, A/C 150-5320-5b, 1970H:\3638\003\DOCS\DrainagelBG-MB10-10YR.xls8/8/2005 nJ3C3DMORRISONMAIERLE,INC.An Employee-Owned CompanyThe Bozeman Gateway-MB10-10yrORIFICE SIZING FOR DETENTION POND OUTLETQ = CdA(2gH)1/2Engineering Formulas, 5th Edition, Kurt Gieck, 1986Where:Q = Allowable release rate (cfs)Cd = Discharge Coefficient = 0.6 for sharp edge apertureA = Area of Orifice in square feet (sq. ft.)A = ffd2/4(sf)d = diameter (ft)g = gravity constant = 32.2 (ft/s)2H = Height of Water at Maximum design water elevation inrelationship to the orifice elevationQ = 0.67 cfsCd = 0.6A = /7d2/4 sfg = 32.2 (ft/s)2H= 1.5ftSolve for d:d= 0.380437ftord = 4.57 in.ORIFICE DIAMETER SIZE4.57 INCHES The Bozeman Gateway-MB 10-2 SyrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, JNC.DATE : 8/8/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development25 yr2 hr160265 sf3.68 acres650.00 ft0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGrs -Hill1.90%power curve in/hr120 min.0.81 cfs^?|fe'lt^^'^l%W:3'|M|^1ttl|^l:#fc^£,'»;>-ffi^?':;'^:Per FAA, USDOT, A/C 150-5320-5b, 1970H:\363B\003\DOCS\Drainage\BG-MB10-25YR.xlsB/B/2005 nMB10-25yr concrete pipeWorksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB10-25yr concrete pipiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 010000 ft/ftDiameter 15.0 inDischarge 6.78 cfsResultsDepthFlow AreaWetted PenmeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope FullFlow Type1.09 ft1.1 ft23.02 ft0.00 ft1.05 ft87.3 %0.010630 ft/ft5.96 ft/s0.55 ft1.64 ft0.906.95 cfs6.46 cfs0.011017 ft/ft3ubcriticalh:\3638\003\docs\drainage\mb10.fm208/08/05 05:09:11 PM © Haestad Methods, Inc.Project Engineer: Mon-ison-Maierie, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB10-25yr pvc pipe-15"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB10-25yrpvcpipinCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 006000 ft/ftDiameter 15.0 inDischarge 6.78 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.08 ft1.1 ft22.98 ft0.00 ft1.05 ft86.4 %0.006290 ft/ft6.02 ft/s0.56 ft1.64 ft0.927.00 cfs6.50 cfs0.006519 ft/ftFlow Type 3ubcriticalh:\3638\003\docs\drainage\mb10.fm2 Morrison-Maierle Inc08/08/0505:09:17PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Morrison-Maierle, Inc.FlowMaster v7.0 [7.0005]+1-203-755-1666 Page 1 of 1 tlMB10-25yr concrete pipeWorksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB10-25yr concrete pipiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 004000 ft/ftDiameter 18.0 inDischarge 6.78 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.26 ft1.6 ft23.48 ft0.00 ft1.01 ft84.0 %0.006639 ft/ft4.28 ft/s0.28 ft1.54 ft0.637.15 cfs6.64 cfs0.004166 ft/ftFlow Type 3ubcriticalh:\3638\003\docs\drainage\mb10.fm208/08/05 05:09:23 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB10-25yr pvc pipe-18"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB10-25yrpvcpipinCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 004000 ft/ftDiameter 18.0 inDischarge 6.78 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Frauds NumbeMaximum DiscDischarge FullSlope Full1.00 ft1.3 ft22.87 ft0.00 ft1.01 ft66.7 %0.003929 ft/ft5.41 ft/s0.45 ft1.46 ft1.019.29 cfs8.64 cfs0.002465 ft/ftFlow Type iupercriticalh:\3638\003\docs\drainage\mb10.fm208/08/05 05:09:28 PM © Haestad Methods, Inc.Project Engineer Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MORRISONMAIERLE,INC.PROJECT:BY:CHK:DATEPROJ. NO.DATCPAGE:€OF.^1& ilft--- &-5^,25~^T-r''i ~ /^^^^.e-RlZE (T r.<^,3j3^k-c '- c.e^^E/(| f.,^t_, t.5 I ^~ ^ 1^-SGP^ ^^P£ -- f^ ?„P^&r ^ >..<-?(--' /.Z%P . <^(o ;- 2'^>- ('"fef<..T-0,<, •- l&^ C^^.^•^.n"b^.s,£F-t y>,ts~^ cA^^ST £S?Z^ r Z&S^C-hG^Z.ihCE.. SlZt: •- €..'2^<fffZs-rR. pi P'-^.(S"(t^ c 3.3f.l6"Pu'C C. ~L.o^^'"^p ^. /.^l;zi" puce. ^.SsZzar'dcp e ^ •?"(?*<?4" Pt^£- S-. C'.4^?ff nnThe Bozeman Gateway-MB 11-lOyrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE: 8/9/2005 0:00Pond #Basin DescriptionN/APre-developmentStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDuration10 yr2 hr650854.00 sf14.94 acres1250.00 ft0.20 perMaidment,D.R.1.60 %power curve in/hr120 min.1993, Handbook of Hydrology, McGraw-Higii^.ii8sss"-siBHKig^^ui'yi-i:;i,'fr^ .?;•',: ^•w-^ssasssss5iKsssSSiBiWlBiSBMC;%$K'" •' ''^ "vSSKgsS'ISSSSSIaB%WIBffK?i®':;-_S::;':'~'.'^taBS®;'''SK:S9S9. ia8telXlleW^iKliteiwe^'^^i^W^^^:-Per FAA, USDOT, A/C 150-5320-5b, 1970 The Bozeman Gateway-MB 11-lOyrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, INC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development10 yr2 hr650854 sf14.94 acres1250.00 ft0.80 Per Maidment, D.R., 1993, Handbook of Hydrology, McGraw-Hill1.20 %power curve in/hr120 min.2.20 cfsl|%i,ait,^e^.. :^:/;' :^v^:. ^ jl|©a!k»^luii^^t®SNi,|;.^.:-N |p©-$@®B©»l|ii(;l|^J||||||||^^wSy'^Per FAA, USDOT, A/C 150-5320-5b, 1970H:\3638\003\DOCS\Drainage\BG-MB11-10YR.xls8/9/2005 Hi^11DDlnMORRISONms&wc-The Bozeman Gateway-MB11-10yrORIFICE SIZING FOR DETENTION POND OUTLETQ = CdA(2gH)1/2Engineering Formulas, 5th Edition, Kurt deck, 1986Where:Q = Allowable release rate (cfs)Cd = Discharge Coefficient = 0.6 for sharp edge apertureA = Area of Orifice in square feet (sq. ft.)A = /7d2/4(sf)d = diameter (ft)g = gravity constant = 32.2 (ft/s)H = Height of Water at Maximum design water elevation inrelationship to the orifice elevationQ = 2.2 cfsCd = 0.6A = /7d2/4 sfg = 32.2 (ft/s)2H= 1.5ftSolve for d:dd0.689377 ftor8.27 in.ORIFICE DIAMETER SIZE8.27 INCHES The Bozeman Gateway-MB 11-2 SyrSTORM WATER HYDRAULIC ANALYSISDESIGNED BY:JAU/KDJMORRISON & MAIERLE, ENC.DATE : 8/9/2005 0:00Pond #Basin DescriptionStorm FrequencyStorm DurationBasin AreaBasin AreaOverland DistanceRunoff CoefficientSlopeIntensityDurationAllowed Release RateN/APost - development25 yr2 hr650854 sf14.94 acres1250.00ft0.80 PerMaidment, D.R., 1993, Handbook of Hydrology, McGi1.20 %power curve in/hr120 min.2.68 cfsw-hill3S•ygij'^;:ii'!SiSsfi,i:S':'-^.^^,M•^P'SiK|i|!ii^^B(^n^t@CT||gg($|il^%^3^;::.S:^11:%''®t-•IS!Per FAA, USDOT, A/C 150-5320-5b, 1970H:\3638\003\DOCS\Drainage\BG-MB11-25YR.xls8/9/2005 nMB11 -25yr concrete pipe /'Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB11-25yr concrete pipiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 033000 ft/ftDiameter 18.0 inDischarge 20.32 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.35 ft1.7 ft23.74 ft0.00 ft1.47 ft89.8 %0.033498 ft/ft12.15 ft/s2.29 ft3.64 ft1.5820.53 cfs19.08 cfs0.037425 ft/ftFlow Type iupercriticalh:\3638\003\docs\drainage\mb11 .fm208/09/05 04:25:59 PM © Haestad Methods, Inc.Project Engineer: Momson-Maierle, Inc.Morrison-n/laierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB11-25yrpvcpipe-18"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB11-25yr pvc pipinCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 020000 ft/ftDiameter 18.0 inDischarge 20.32 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.32 ft1.6 ft23.64 ft0.00 ft1.47 ft87.7 %0.019821 ft/ft12.37 ft/s2.38 ft3.69 ft1.6920.77 cfs19.31 cfs0.022145 ft/ftFlow Type lupercriticalh:\3638\003\docs\drainage\mb11 .fm208/09/05 04:26:31 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierie, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 nMB11 -25yr concrete pipeWorksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB11-25yr concrete pipiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 015000 ft/ftDiameter 21.0 inDischarge 20.32 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.52 ft2.2 ft24.21 ft0.00 ft1.61 ft87.0 %0.014295 ft/ft9.15 ft/s1.30 ft2.82 ft1.1720.87 cfs19.41 cfs0.016448 ft/ftFlow Type iupercriticalh:\3638\003\docs\drainage\mb11 .fm208/09/05 04:26:07 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB11-25yr pvc pipe-21"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB11-25yr pvc pipinCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 008500 ft/ftDiameter 21.0 inDischarge 20.32 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ:Froude NumbeMaximum DiscDischarge FullSlope Full1.59 ft2.3 ft24.43 ft0.00 ft1.61 ft91.0 %0.008459 ft/ft8.84 ft/s1.22 ft2.81 ft1.0320.43 cfs18.99 cfs0.009732 ft/ftFlow Type iupercriticalh:\3638\003\docs\drainage\mb11 .fm208/09/05 04:26:39 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.IVIorrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB11-25yr concrete pipeWorksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB11-25yr concrete pipiCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.013Channel Slope 007100 WftDiameter 24.0 inDischarge 20.32 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.80 ft3.0 ft25.00 ft0.00 ft1.62 ft90.1 %0.008266 ft/ft6.82 ft/s0.72 ft2.52 ft0.7620.50 cfs19.06 cfs0.008069 ft/ftFlow Type 3ubcriticalh:\3638\003\docs\drainage\mb11 .fm208/09/05 04:26:18 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FiowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MB11-25yrpvcpipe-24"Worksheet for Circular ChannelProject DescriptionWorksheetFlow ElementMethodSolve ForMB11 -25yr pvc pipinCircular ChannelManning's FormulaChannel DepthInput DataMannings Coeffic 0.010Channel Slope 004200 ft/ftDiameter 24.0 inDischarge 20.32 cfsResultsDepthFlow AreaWetted PerimeTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific Energ'Froude NumbeMaximum DiscDischarge FullSlope Full1.80 ft3.0 ft25.00 ft0.00 ft1.62 ft90.1 %0.004891 ft/ft6.82 ft/s0.72 ft2.52 ft0.7620.50 cfs19.06 cfs0.004775 ft/ftFlow Type subcritjcalh:\3638\003\docs\drainage\mb11 .fm208/09/05 04:26:49 PM © Haestad Methods, Inc.Project Engineer: Morrison-Maierle, Inc.Morrison-Maierle Inc FlowMaster v7.0 [7.0005]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 APPENDIX B rStorm Drainage CalculationsBozeman Gateway - Phase 1, Block 2May 2, 20061IntroductionThis siimmary report provides hydrologic and hydraulic calculations for sizing ofdetention storage facilities and other storm drainage stmctures for Phase 1, Block 2 of theBozeman Gateway development, in accordance with the City ofBozeman DesignStandards. The site is an 8.5-acre, commercial/retail development with a total of 9 lots,including 2 open space lots totaling 1.7 acres. The subdivision is located south of theGallatin Valley Mali. Pre-development topography is gradual, about 1.5 to 2 percentslope from south to north. Existing ground cover is agricultural fields.2ApproachThe preliminary drainage calculations in the Bozeman Gateway Preliminary PlatApplication were used as a basis. Figure 1 shows the three off-site drainage basins fromthe previous work, labeled herein as OH-1, OH-2 and OH-3, and also shows the on-sitebasins (all ofBozeman Gateway) divided into five sub-basins, numbered to coincide withthe associated upstream off-site basin number.Pre-development sub-basins HI. 1 and H2.1, shown in Figure 2, are associated with thisproject (Phase 1, Block 2). The two pre-development sub-basins correspond todeveloped sub-basins 1.1, 1.2 and 2.1, shown in Figure 3. Developed sub-basins 1.1and 1.2 will drain to Basin 1 (un-named tributary to Baxter Creek), and developedsub-basin 2.1 will drain to Basin 2 (Upper Cattail Creek).Post-development peak flows and runoff volumes were estimated using the RationalMethod, as required. Only the area bordered by the public roadways shown on Figure 3will be developed with this phase. Detention will be used to limit the combined 10-yearpeak runofffrom sub-basins 1.1 and 1.2 to the pre-development rate fromsub-basin HI.1. Similarly, the 10-year peak mnoffjS-om sub-basin 2.1 will be limited tothe pre-development rate from sub-basin H2.1. The attached hydrologic resultssummaries were created using an Excel spreadsheet.3Detention PondsThree detention facilities are proposed. Pond #1 will be a combination of surface andpipe detention, Pond #2 will be an underground storage system ("StormTech"), andPond #3 will be a surface pond. Surface ponding depth will be limited to 1 .5 feet in the10-year storm. The detention pipe will gravity drain at all flow rates. The undergrounddetention facility will not rely on infiltration or cross-flow between rows. It will includeinlet and outlet manifolds, and an outlet control structure draining to surface waterthrough a gravity pipe. Outlet structures will be made up of a 10-year orifice inside amanhole, with an overflow riser to pass larger flows into the piped storm drain system.Emergency overflows are also provided for the 100-year storm. Detention volumecalculations are attached. ^Calculations for Composite C and Time of ConcentrationRecord Id: HI-1)i^^Design MethodRationaln^,^ l'r.^w "}><:""^^Composite C CalconSubAreaISub c[Pasture (n=0.20);l6.13ac10.20Pavement and roofs (n=0.90) 10.44 ac0.90Composite C = 0.25Directly Connected TC CalcTypeISheetShallowDescriptionSoil w/ residuejcover(s<=20%).:0.06jFallow or minimum tillagelcultivation (n=0.04)r-Length | Slope | Coeff | MiscTTTIt50'00 |l.70%lo.060o!.1;20 I"..3jin |min11.35460.00ft-!"":!-1.60%0.04007.55 minChannel(interm)Grassed (n=0.030)J300.00!ftj0.30%!|0.0300j5.37minj1>Directly Connected TC24.27miniRecord Id: 1-1Design MethodRational | IDF Table:Seattlej Composite C Calc.Description-——^^^^^^^^.^^...[impervious""-———^^^^^^^^^^pervious (landscaped/undeveloped) 12.08 ac JO.20Composite C =0.56TypeDirectly Connected TC Calcj—-™^^,—^-.^— ,.—-"•"'-—•Descriptionr-I Length | Slope j Coeff j MiscTTSheetISmooth Surfaces.: 0.011 J50.00 ft J0.60% [0.0120 JO.OO m'jO.OOmin1380.00ft 10.70% J0.0110i] (Channel (interm) jpipeijShallow I!i(lOO.OOft |l.60%|0.0110|1.63 min10.45 minf~Directly Connected TC! 4.06mini /^rRecord Id: 1-2Design Methodi—jDescriptionjimperviousipervious (landscaped/undeveloped)jrTypeTISheetI Channel (interm) jpipe[Shallow 1I.Record Id: H2-1t^p^i^I RationalSeattleIDF TableComposite C CalciSubAreaSub c3.36ac10.9010.8010.20Composite C = 0.77ac^^^_. ^^. ^..^^.. ^^^TT0.00 minj 1.63 min|o.45min14.06miDirectly Connected TC CalcDescription(Smooth Surfaces.: 0.011 J50.00 ft J0.60% 10.0120 JO.OO mj380.00fij0.70%j0.0110~ 1100.00ft 1^60%' |Q^ lYoDirectly Connected TCiw^^S^Design Method•••- rRational ! IDF Table:Composite C CalciSeattlejDescription|pasture(n=0.20)jPavement and roofs (n=0.90)iSubArea14.62 ac10.40 ac!Subc10.20J0.90Composite C = 0.26I [ Directly Connected TC Calcjj Type j DescriptioninLength | Slope j Coeff j MiscjSheetjiShallowjICultivated Soil w/ residue coverj(s<=20%).: 0.06jFallow or minimum tillagejcultivation (n=0.04)1150.00Ift1490.00Ifi"I"[';TT1.90%j0.0600j'!mjl.20 J10.85r'"jl.60% 10.0400 Ij|mm18.04 min•!Directly Connected TC118.90mini I ^nRecord Id: 2-1Design Methodf-RationalIDF Table:SeattleComposite C Calc[DescriptionimperyiousiSubAreajSubci'0.32 ac10.90landscape (75% grass) 2.81 ac[0.20jComposite C = 0.27i[-TypeDirectly Connected TC CalcDescriptions!Sheetj Length j Slope | Coeff 1 Misc^^^,...^^^^^.,.^^Channel (interm) [pipe{Shallow380.00ft j0.70%j0.0110100.00 ft ]1.60%|0.0110TT1.97min11.63 min10.45 min iDirectly Connected TC4.06minLicensed to: Morrison Maierle IncH:\3638\003\DOCS\Drainage\Phase l\Drainage Report.doc nnBozeman Gateway - Phase 1, Block 2Detention Ponds #1 and #2MMI#:DATE:ENGINEER:F.iBSSEBSBSBKSISiBlMODIFIED RATIONAL METHODQp=CiAPRE-DEVELOPMENT, BASIN HI.1RAINFALL FREQ =g|^|3yr, 1 hr.BASIN AREA PRE =i|gSj acresPRE-DEV Tc :=gi|i||imn.PRE-DEVC=iB)i||BSTORM A = 0.64B = -0.65STORM INTENSITY = 1.15 IN/HRPRE-DEV Qp = 1.89 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)0.620.931.151.391.671.85(Source: City ofBozeman Design Standards, March 2004)H:\3638\003\DOCS\Drainage\Phase 1\Detention Ponds #1 and#2.xls nBozeman Gateway - Phase 1, Block 2Detention Pond #1MODIFIED RATIONAL METHODQp= C i APOST-DEVELOPMENT - BASIN 1.1BASIN AREA POST = ACPOST-DEV Tc = igtg|:||| MINPOST-DEV C =STORM INTENSITY = 3.22 IN/HRPOST-DEV Qp = 7.75 CFSPRE-DEVEL.Qp (Basin 1.1) =gS|gcfsMATCHING Qp(Basin 1.1 4-Basin 1.2)= 1.89 cfsTIME STEPDURATION = 1.0 min.•ssi'sssssssssessiS"miSUIwPOND VOLUME CALCULATIONS:DURATION(MIN)INTENSITY(IN/HR)QpiCFS)_Triangle Release;POND VOLUME_@LConstant ReleasePOND VOLUMEiCFl4.755.756.757.758.759.7510.7511.7512.7513.7514.7515.7516.7517.7518.7519.7520.7521.7522.7523.7524.7525.7526.7527.7528.7529.753.332.942.652.422.242.091.961.851.751.671.591.531.471.411.361.321.281.241.201.171.141.111.081.061.031.018.017.086.385.835.395.024.714.454.224.023.843.683.533.403.283.173.072.982.892.812.742.672.612.542.492.431932.652054.573159.5:1•2251.452333.062406.232472.34'2532.452587.372637.782684.182727.042766.702803.482837.642869.402898.982926.532952.202976.142998.473019.273038.673056.733073.543Q89.171635.561728.621804.261866.561918.261961.271997.022026.582050.802070.362085.792097.552106.012111.482114.252114.542112.552108.472102.452094.622085.112074.032061.482047.542032.302015.84ORIFICE CALCMATCHD^G Qp(Basin 1.1) =AREA =ORFFICE=i1.20 cfs0.20 ft2IUM " dia.Max. Depth =^^3 ft.ORIFICE FLOW = 1.20 CFS nnTriangle Release Constant ReleaseDURATION INTENSITY Qp POND VOLUME POND VOLUME(MIN) (IN/HR) (CFS) (CF) (CF)30.7531.7532.7533.7534.7535.7536.7537.7538.7539.7540.7541.7542.7543.7544.7545.7546.7547.7548.7549.7550.7551.7552.7553.750.990.970.950.930.910.900.880.860.850.840.820.810.800.790.770.760.750.740.730.720.710.700.700.692.382.332.282.242.202.162.122.082.052.011.981.951.921.891.861.841.811.791.761.741.721.701.681.663103.683117.143129.593141.093151.693161.423170333178.453185.813192.463198.413203.703208.353212:393215.843218.723221.053222.853224.143224.933225.253225.1.13224.523223.491998.211979.481959.711938.951917.241894.631871.161846.861821.791795.951769.401742.151714.241685.681656.511626.741596.391565.501534.061502.111469.661436.731403.321369.46 nnBozeman Gateway - Phase 1, Block 2Detention Pond #2MODIFIED RATIONAL METHODQp = C iAPOST-DEVELOPMENT - BASIN 1.2BASIN AREA POST =|^^^ ACPOST-DEV Tc =li3j|gg|gMINSTORM INTENSITY = 3.22 IN/HRPOST-DEVQp= 10.31 CFSPRE-DEVEL.Qp (Basin 1.2) = 0.69 cfsMATCHING Qp(Basin 1.1 + Basin 1.2)= 1.89 cfsTIME STEPDURATION = 1.0 min.ISISi3E^iSillllS«felt8111iSi^'SS'^'^SSt[S8|S|!iea^K%|Bi¥^s|ff^iS&itSSEi^i| 3tissPOND VOLUME CALCULATIONS:DURATION(MIN)INTENSITY(IN/HR)Qp(CFS)Triangle ReleasePOND VOLUME(CF)Constant ReleasePOND VOLUME(CF)4.755.756.757.758.759.7510.7511.7512.7513.7514.7515.7516.7517.7518.7519.7520.7521.7522.7523.7524.7525.7526.7527.7528.753.332.942.652.422.242.091.961.851.751.671.591.531.471.411.361.321.281.241.201.171.141.111.081.061.0310.669.418.487.757.176.686.275.925.615.345.104.894.704.524.374.224.093.963.853.743.653.553.473.383.312835.473024.8G3191.543340.9S3476.68!360:1^3716.223823.323923.534017.714106.584190.734270.624346.694419.274488.674555.144618.934680.234739.214796.044850.864903.804954.965004.462646.632816.992964.653094.933211.403316.583412.323500.033580.813655.533724.913789.523849.873906.363959.344009.124055.954100.084141.704180.994218.124253.214286.414317.834347.57ORIFICE CALCQPRE = 0.69 cfsAREA = 0.09 ft2ORIFICE =j!i%^"dia.Max. Depth =n||J ft.ORIFICE FLOW = 0.69 CFS nnDURATION(MIN)INTENSITY(IN/HR)Qp(CFS)Triangle ReleasePOND VOLUME(CF)Constant ReleasePOND VOLUME(CF)29.7530.7531.7532.7533.7534.7535.7536.7537.7538.7539.7540.7541.7542,7543.7544.7545.7546.7547.7548.7549.7550.7551.7552.7553.7554.7555.7556.7557.7558.7559.7560.7561.7562.7563.7564.7565.7566.7567.7568.7569.7570.7571.7572.7573.7574.7575.7576.7577.7578.7579.7580.7581.7582.7583.7584.751.010.990.970.950.930.910.900.880.860.850.840.820.810.800.790.770.760.750.740.730.720.710.700.700.690.680.670.660.660.650.640.630.630.620.620.610.600.600.590.590.580.570.570.560.560.550.550.550.540.540.530.530.520.520.520.513.233.173.103.042.982.922.872.822.772.722.682.642.592.562.522.482.452.412.382.352.322.292.262.232.202.182.152.132.102.082.062.032.011.991.971.951.931.911.891.881.861.841.831.811.791.781.761.751.731.721.701.691.681.661.651.645052.395098.845143.885187.585230.025271.255311.345350.335388.275425.205461.185496.245530.425563.745596.255627.985658.955689.195718.725747.585775.775803.345830.285856.645882.415907.635932.305956.455980.086003.22602X886048.066069.796091.076111.936132:356152.376171.996191.216210.066228.536246.646264.396281.796298.866315.596332.006348.096363.876379.356394.536409.426424.026438.346452.396466.164375.724402.384427.624451.524474.144495.554515.804534.944553.034570.114586.224601.404615.694629.124641.744653.554664.614674.934684.544693.464701.734709.354716.344722.744728.564733.814738.524742.694746.354749.504752.174754.364756.104757.384758.234758.654758.654758.254757.464756.274754.724752.794750.514747.884744.904741.594737.954733.994729.714725.134720.254715.074709.614703.864697.834691.53 y nDURATION(MIN)INTENSITY(IN/HR)Qp(CFS)Triangle ReleasePOND VOLUME(CF)Constant ReleasePOND VOLUME(CF)85.7586.7587.7588.7589.7590.7591.7592.7593.7594.7595.7596.7597.7598.7599.75100.75101.75102.75103.75104.75105.75106.75107.75108.75109.75110.75111.75112.75113.75114.75115.75116.75117.75118.75119.75120.75121.75122.75123.75124.75125.75126.75127.75128.75129.75130.75131.75132.75133.75134.75135.75136.75137.75138.75139.75140.750.510.500.500.500.490.490.490.480.480.480.470.470.470.460.460.460.450.450.450.450.440.440.440.430.430.430.430.420.420.420.420.420.410.410.410.410.400.400.400.400.400.390.390.390.390.390.380.380.380.380.380.370.370.370.370.371.631.611.601.591.581.571.561.541.531.521.511.501.491.481.471.461.451.451.441.431.421.411.401.391.381.381.371.361.351.351.341.331.321.321.311.301.291.291.281.271.271.261.251.251.241.241.231.221.221.211.211.201.191.191.181.186479.686492.936505.946518.696531.206543.466555.506567.306578.87659.0.226601.356612.276622.976633.47 •6643.766653.846663.736673.436682.936692.246701.376710.326719..Q86727.676736.086744.326752.396760.296768.036775.616783.026790.286797.396804.346811.136817.786824.286830.646836.866842.936848.866854.666860.326865.'846871.246876.506881.636886.646891.526896.286900.9169Q5.426909.826914.096918.256922.294684.974678.144671.064663.734656.144648.324640.264631.964623.444614.694605.714596.524587.124577.504567.674557.654547.424536.994526.374515.564504.574493.384482.024470.474458.754446.854434.784422.554410.144397.574384.844371.964358.914345.714332.354318.854305.194291.394277.454263.364249.134234.764220.254205.614190.834175.924160.894145.724130.424115.004099.464083.794068.004052.094036.064019.92 DURATION(MIN)INTENSITY(IN/HR)Qp(CFS)Triangle ReleasePOND VOLUME(CF)Constant ReleasePOND VOLUME_(CF_)_141.75142.75143.75144.75145.75146.75147.75148.75149.75150.75151.75152.75153.75154.75155.75156.75157.75158.75159.75160.75161.75162.75163.75164.75165.75166.75167.75168.75169.75170.75171.75172.75173.75174.75175.75176.75177.75178.75179.75180.75181.75182.75183.75184.75185.75186.75187.75188.75189.75190.750.370.360.360.360.360.360.360.350.350.350.350.350.350.350.340.340.340.340.340.340.340.330.330.330.330.330.330.330.330.320.320.320.320.320.320.320.320.310.310.310.310.310.310.310.310.310.300.300.300.301.171.171.161.161.151.151.141.141.131.131.121.121.111.111.101.101.091.091.081.081.081.071.071.061.061.051.051.051.041.041.031.031.031.021.021.021.011.011.001.001.000.990.990.990.980.980.980.970.970.976926.22693Q.036933.736937.336940.816944.196947.466950.626953.686956.646959.496962.246964.906967.456969,916972.276974.536976:706978.786980.776982.666984.466986.176987.796989.336990.786992.146993.416994.6069195.716996.736997.676998.536999.317000.017000.637001.187001.647002.Q37002.34 .7002.577002.737002.827002.837002.777002.647002.447002.167001.817QM.404003.663987.293970.803954.203937.493920.673903.753886.713869.573852.333834.993817.543799.993782.343764.593746.743728.803710.763692.633674.403656.083637.673619.163600.573581.893563.123544.263525.313506.283487.163467.963448.683429.323409.873390.343370.733351.043331.273311.433291.513271.513251.433231.283211.063190.763170.393149.943129.433108.843088.18 nnBozeman Gateway, Phase 1, Block 2Detention Pond #3MMI#: in|)i3-@gi.Q|igUSSSBSBI^sDATE:i5W»®iENGINEER: W^SasMs&SM^MODIFIED RATIONAL METHODQp=CiAPRE-DEVELOPMENT, BASIN H2.1RAINFALL FREQ = gggig|| yr, 1 hr.BASIN AREA PRE = |g||||gg| acresPRE-DEV Tc = ^IgSagmin.PRE-DEV C =tgga||g||STORM A = 0.64B = -0.655TORM INTENSITY = 1.36 IN/HRPRE-DEVQp= 1.77 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFABINTENSITY(IN/HR)251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.670.721.091.361.631.972.19(Source: City ofBozeman Design Standards, March 2004)H:\3638\003\DOCS\Drainage\Phase 1 detention Pond #3.xls Bozeman Gateway, Phase 1, Block 2Detention Pond #3MODIFIED RATIONAL METHODQp =C i APOST-DEVELOPMENT - BASIN 2.1BASIN AREAPOST-DEV Tc = jglggggl MINPOST-DEV C = IgliiillSTORM INTENSITY = 3.22 IN/HRPOST-DEV Qp = 4.84 CFSPRE-DEVEL.Qp (Basin H2.1) =aB|cfsMATCHING Qp(Basin 2.1)= 1.77 cfsTIME STEPDURATION = 1.0 min.BS!^I l'^^fe|K|i^^J|||«ts|aEaffi|nB|POND VOLUME CALCULATIONS:DURATION(MIN)INTENSITY(IN/HR)Qp(CFS)Triangle ReleasePOND VOLUME(CF)Constant ReleasePOND VOLUME(CF)4.755.756.757.758.759.7510.7511.7512.7513.7514.7515.7516.7517.7518.7519.7520.7521.7522.7523.7524.7525.753.332.942.652,422.242.091.961.851.751.671.591.531.471.411.361.321.281.241.201.171.141.115.004.423.983.643.363.132.942.772.632.512.392.292.202.122.051.981.921.861.811.761.711.67907.11:952.55987.38-1014.11;T034.39 49.40.1:060.01VQ66XS:1070.5-1.1071:.321069.641065.74:1059.851052.1:61042.841032.021019.841006.39991.77976.07959.36941.71577.39594.58599.70595.52583.92566.21543.38516.17485.18450.86413.59373.69331.43287.03240.67192.52142.7291.4038.67-15.37-70.64-127.06SSsSMS'TK^SSORIFICE CALCMATCHING Qp(Basin 2.1) =^3°7.cfsAREA = 0.22 ft2ORIFICE =||g"dia.Max. Depth =SJ||| ft.ORIFICE FLOW = 1.32 CFS r")Bozeman Gateway - Phase 1, Block 2Sub-Basins 1.1 and 1.2 - Peak Flows for 25-yr and 100-yr StormsMODIFIED RATIONAL METHODQp=CiAPOST-DEVELOPMENT, BASIN 1.1, 25-YEAR PEAK RUNOFF:RAINFALL FREQ=giggitiyr, 1 hr.BASIN AREA POST =gBi|ijg acresPOST-DEV Tc =|gi|||gjmin.POST-DEV C = 13|i|§g;;iSTORM A= 0.78B = -0.64STORM INTENSITY = 3.83 IN/HRPOST-DEV Qp = 9.21 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)POST-DEVELOPMENT, BASIN 1.1,100-YEAR PEAK RUNOFF:RAINFALL FREQ=||||||g|yr, 1 hr.BASIN AREA POST = 4.30 acresPOST-DEV Tc = 5.0 min.POST-DEV C = 0.56STORM A = 1.01B = -0.64STORM INTENSITY = 4.95 IN/HRPOST-DEVQp= 11.93 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004) POST-DEVELOPMENT, BASIN 1.2, 25-YEAR PEAK RUNOFF:RAINFALL FREQ=g|^B|yr, 1 hr.BASIN AREA POST = acresPOST-DEV Tc = min.•POST-DEVC=ii^BSTORM A = 0.78B = -0.64STORM INTENSITY = 3.83 IN/HRPOST-DEVQp= 12.26 CFS; A * (Tc/60) BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)POST-DEVELOPMENT, BASIN 1.2,100-YEAR PEAK RUNOFF:RAINFALL FREQ=|||ia&|iiyr, 1 hr.BASIN AREA POST = 4.16 acresPOST-DEVTc= 5.0 min.POST-DEV C = 0.77STORM A = 1.01B = -0.64STORM INTENSITY = 4.95 DsT/HRPOST-DEV Qp = 15.87 CFSi = A * (Tc/60)BSTORM EVENT_(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004) /^\InBozeman Gateway, Phase 1, Block 2Sub-Basin 2.1 - Peak Flows for 25-yr and 100-yr StormsMODIFIED RATIONAL METHODQp=CiAPOST-DEVELOPMENT, BASIN 2.1. 25-YEAR PEAK RUNOFF:RAINFALL FREQBASIN AREA POST =gjg|gj acresPOST-DEV Tc = IBifflKB min.POST-DEV c =BMingWgSTORM AB0.78-0.64STORM INTENSITY = 3.83 IN/HRPOST-DEV Qp = 5.75 CFSA * (Tc/60)BSTORM EVENT__(YR1STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)POST-DEVELOPMENT, BASIN 2.1.100-YEAR PEAKRUNOFF:RAINFALL FREQ = ||IUKil VBASIN AREA POST = 3.13 acresPOST-DEVTc= 5.0 min.POST-DEV C = 0.48STORM A= 1.01B = -0,64STORM INTENSITY = 4.95 IN/HRPOST-DEV Qp = 7.44 CFS' A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004) nFlowMaster Pipe Flow Results:Worksheet for Sub-Basin 1.1 - 18" PVCFlow Element: Circular PipeFriction Method: Manning FormulaSolve For: Normal DepthInpytData:Roughness Coefficient:Channel Slope:Diameter:Discharge:Results:Normal Depth:Flow Area:Critical Depth:Percent Full:Critical Slope:Velocity:Velocity Head:Specific Energy:Froude Number:Maximum Discharge:Flow Type:0.0110.80000 %18.00 in9.21 ft3/s1.041.311.1769.50.006037.030.771.811.2711.94 ft3/sSupercriticalftft2ft%ft/ftft/sftftWorksheet for Sub-Basin 1.2 - 24" PVCFlow Element: Circular PipeFriction Method: Manning FormulaSolve For: Normal DepthInput Data:Roughness Coefficient:Channel Slope:Diameter:Discharge:Results:Normal Depth:Flow Area:Critical Depth:Percent Full:Critical Slope:Velocity:Velocity Head:Specific Energy:Froude Number:Maximum Discharge:Flow Type:0.0110.70000 %24.00 in12.26 ft3/s1.061.681.2652.80.004047.280.821.881.4024.06 ft3/sSupercriticalftft2ft%ft/ftft/sftftH:\3638\003\DOCS\Drainage\Phase l\FlowMaster Results.doc I IE3J~'\"p.hj'a»yil»,t;T.,iH1'<»'•H2.^£^JGE...sd'Rte|-4I HUFFINfe LANESi^^s.J•/*^w^<•• imfJL^£I-g' r a; l&s•P^ka.2I UStatvUntwnltywH3.1^frrW^U2^>^.'+1»:::SUBJECT iWE*t^--rc*iOH3(-•/rM tu-e4\%I374-l-.l.lI\t15-^^5^,K15~.^.,.T-te--\Of)•fi^/4/ i .J-ftlhlctll-^;t-.:.I-I<l.II\v>L-^^_^j\\I.'^_^I\STUCKt ROAD>ii.BA^Z^ s/^45J/T\ I-T-^-/ts-r&Tv^~ng3,i-l.y"r// !f-.^—^..^—-oyii Ie.-amI IC^F"X9T4A^2-Zr!0^2^¥^=^©A/ L-_%y<a<^?<©^^2q§Ul<Qr Ws^^T501^T^QO^02 tTBLACkWGOD ROA6¥<-.l!f?Bffi(347i,5T£^53^--^-•-r^6—.- s-*%!—.;-—I(L.^"^^^1^tl^--2000$A11075 ..-0SOS 3TrgRS^NraTrERsfsnmm( IN FIT ) ..--•J6/nr^65; 0 A^35]/ij56901 Technology Blvd.:emanMT59718^SlMORRISON S ^=aMAIERLE,!NC.= ^rf^(406) 587-07211176An Empluyce'Owned CompanyCOPYRIGKT 0 MORRISON-MAIERLE. INC.. 3006DRAWN BY: DHWCHK'D. BY: M.G}APPR.BY:DATE: 05/2006H;\3638\003\ACAD\Drainage\ROSAUERS_DRAlNAGE^EX__1.dwg Plotted by dweiel on May/2/2006BOZEMAN GATEWAYBOZEMANMONTANAPROJECT NO.363B.003OFFSITE DRAINAGE BASINSFIGURE NUMBERFIG. 1 Storm Drainage CalculationsMorrison Maierle Office BuildingMay 19, 20061IntroductionThis summary report provides hydrologic and hydraulic calculations for sizing ofdetention storage facilities and other storm drainage structures for the new MorrisonMaierle office building and access roads. The site is a 3.8-acre parcel located withinBlock 7 of the Bozeman Gateway development, south of the Gallatin Valley Mail.Pre-development topography is gradual, sloping about 1.5 percent from south to north.Existing ground cover is agricultural fields.2ApproachThe preliminary drainage calculations in the Bozeman Gateway Preliminary PlatApplication were used as a basis. Figure 1 shows the three off-site drainage basins fromthe previous work, labeled herein as OH-1, OH-2 and OH-3, and also shows the on-sitebasins (all ofBozeman Gateway) divided into seven sub-basins, numbered to coincidewith the associated upstream off-site basin number.Pre-development sub-basins H3.1, H3.2 and H3.3, shown in Figure 2, are associated withthis project. These three pre-development sub-basins correspond to developed sub-basins3.1, 3.2 and 3.3, shown in Figure 3. The developed sub-basins all drain to the sameun-named tributary.Post-development peak flows and mnoff volumes were estimated using the RationalM[ethod. Development and construction of impervious area associated with the site andsite access is shown on Figure 3. Detention will be used to limit the combined 10-yearpeak mnofffrom sub-basins 3.1, 3.2 and 3.3 to the pre-development rates fromsub-basins H3.1, H3.2 and H3.3, respectively. The attached hydrologic resultssummaries were created using an Excel spreadsheet. Pipe capacity calculations are alsoprovides, based on the minimum proposed slope of 0.70 percent. The pipe calculationsand 25-year peak mnoff estimates were used to determine stonn drain pipe sizes.3Detention PondsThree detention facilities are proposed. Pond #1 will be a small surface pond that may bemodified or re-located as part of future development ofBozeman Gateway. Pond #2 willbe a temporary surface pond that may be expanded in the future, and will eventually bereplaced with an underground storage system as indicated in the Preliminary Platapplication for Bozeman Gateway. Pond #3 will be a naijew, surface pond within.Garfield Street right-of-way to provide detention for th^ nortlT9al££LLth&-sfreST Surfaceponding depth will be limited to 1.5 feet in the 10-year sfSfm. Outlet structures willconsist of a 10-year orifice inside a manhole, with an overflow riser to pass larger flows,up to the 25-year peak flow, into the pond's outlet pipe. Emergency overflow spillwaysare also provided for the 100-year storm. Detention volume calculations are attached.^Xj? Calculations for Composite C and Time of ConcentrationRecord Id: H3-1IDesign MethodRational"r|Description[Pasture (n=0.20)ISubAreaComposite C CalcISubc10.57ac1.0.20Composite C = 0.20Directly Connected TC CalcIITypej~IiSheetDescriptionLength j Slope l Coeff | Misc-I—TTEuU^SoUw/residuecov^ |»0.00 j^5^(s<=20%).: 0.06Ift[Fallow or minimumShallow FT"","jcultivation (n=0.04)1510.00jftj 1.00%lin0.0400Directly Connected TC|minJ10.59 jj(min122.52minRecord Id: 3-1Design MethodRationalComposite C Calc1(Descriptionjimpervious[pervious (landscaped/undeveloped)- rrISubAreaJ0.29 ac10.01 ac[Sub cJ0.9010.20Composite C = 0.88j-.-^.-.TypeDirectly Connected TC CalcDescriptionLength j Slope j Coeff j Misc j TTI SheetChannel (interm) jconc. gutter flowjSmooth Surfaces.: 0.011 116.00ft [1.00% 10.0120 il.20 m 10.65 miniO.63 min1175.00ft jl.40% 10.0130Directly Connected TC1.27min Record Id: H3-2Design MethodRationalrIDescription(Pasture (n=0.20)jSubArea116.09acComposite C Calc,1 Sub c10.20Composite C = 0.20IIType j!"""Directly Connected TC CalcDescription! Length [Slope•i-[Cultivated Soil w/ residue coverI Sheet|(s<=20%).: 0.06ShallowIIFallow or minimum tillagecultivation (n=0.04)Directly Connected TC1150.00 jIft1880.00[ftrCoeff[—1.30% J0.06001.30% 10.0400Misc11.20inI TT112.63Imm|16.03Imm[28.66mmRecord Id: 3-2Design MethodionI—|impervious:|pervious (landscaped/undeveloped)RationalComposite C Calc..^^^,^^.15.65 ac 10.90[10.71 ac (0.20Composite C = 0.44-==7jDirectly Connected TC CalcTypeSheetDescriptionT,Length j Slope j Coeff j Misc I TT-lijCultivated Soil w/ residue|cover(s<=20%).:0.06IChannel L,_j^_^^_^ ipipej(interm) |I[150.00 ft 13.30% J0.0600 I1'20 18.70 mm ||1 II jm j^070 ° 0.70% 0.01201 15.02minDirectly Connected TC113.72mm! Record Id: H3-3Design MethodRationalComposite C CalcIDescription[Pasture (n=0.20)ISubArea|0.62 acISubc10.20Composite C = 0.20Directly Connected TC Calc.^^...^...__.__..._._^^^.^.^--^^ISheet jiCultivated Soil w/ residue coverR"-^-|(s<=20%).: 0.06I30'00 b.30%io.0600i1-20 P'4»Ift!|inDirectly Connected TCimm12.40min11Record Id: 3-3r"-Design MethodIDescriptionlimperviousRationalComposite C CalcISubArea!Subcjlandscape (75% grass)|0.40 ac^[0.22 ac|0.9010.20Composite C = 0.65Directly Connected TC Calc!SheetTypeDescriptionLength [Slope I Coeff I Misc j TTjSmooth Surfaces. :0.011 118.00ft |1.00% iO.0120 11.20 in 10.71 min|Channel(mtenn)-iGrassed^^^!„...„Directly Connected TC7.06min •j!Licensed to: Morrison Maierle IncN:'\2200\023\Design Docs\Dramage\Drainage Report.doc New Morrison Maierle BuildingDetention Pond #1MMI#: g2%.®23:,NQ.Qilg^igg|igBBIEDATE: %^:l®l?SSSiSSR8SSENGINEER: Wke,I^]m]ana-'-:^''l':':'^MODIFIED RATIONAL METHODQp=CiAPRE-DEVELOPMENT, BASIN H2.1RAWFALLFREQ =@';B»^g|yr, 1 hr.BASIN AREA PRE = ffSWSi acresPRE-DEV Tc =tt:^Zi|^min.PRE-DEV C =;??aS2fflE3STORM A = 0.64B = -0.653TORM INTENSITY = 1.21 D\T/HRPRE-DEV Qp = 0.14 CFSi=A*(Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67C\TTENSITYCW/HR)0.650.971.211.461.761.95(Source: City ofBozeman Design Standards, March 2004)N:\2200\023\Design Docs\Drainage\Detention Pond#1.xls New Morrison Maierle BuildingDetention Pond #1MODIFIED RATIONAL METHODQp=CiAPOST-DEVELOPMENT - BASIN 2.1BASIN AREA POST = gs|^g|;i ACPOST-DEV Tc =l!||sKfi|MINPOST-DEV C =g|S|l|g||STORM INTENSITY = 3.22 IN/HRPOST-DEV Qp = 0.85 CFSPRE-DEVEL.Qp = 0.14 cfsMATCHING Qpg81SsfflmiHiBgBffiSJ;l cfsTIME STEPDURATION = 1.0 min.SI!^S*'!W"'9K<"S'S''S'KS''"'''S"W'''X'''^^BmsiSA3M®CSgm.SSisPOND VOLUME CALCULATIONS:DURATION(MIN)INTENSITY(IN/HR)Qp(CFS)Triangle ReleasePOND VOLUME(CF)Constant ReleasePOND VOLUMEfCF)4.755.756.757.758.759.7510.7511.7512.7513.7514.7515.7516.7517.7518.7519.7520.7521.7522.7523.7524.7525.7526.7527.7528.7529.7530.7531.753.332.942.652.422.242.091.961.851.751.671.591.531.471.411.361.321.281.241.201.171.141.111.081.061.031.010.990.970.880.780.700.640.590.550.520.490.460.440.420.400.390.370.360.350.340.330.320.310.300.290.290.280.270.270.260.26209.99223.17234.48;244.36253.12260.94268.00274.39280.22285.55290.45294.95299.11302.94306.50309.79312.83315.66318.28320.71322.96325.05326.98328.77330.42331.94333.34334.62176.13186.02194.00200.51205.86210.25213.84216.76219.08220.90222.26223.21223.80224.07224.03223.73223.17222.38221.38220.18218.80217.24215.52213.65211.64209.49207.21204.81ORIFICE CALCMATCHING Qp(Basin 2.1) =|®||4.cfsAREA = 0.02 ft2ORIFICE =l'^U"dia.Max. Depth =JMJ,i ft.ORIFICE FLOW = 0.14 CFS DURATION(MIN)INTENSITY(IN/HR)Qp(CFS)Triangle ReleasePOND VOLUME(CF)Constant ReleasePOND VOLUME(CF)32.7533.7534.7535.7536.7537.7538.7539.7540.7541.7542.7543.7544.7545.7546.7547.7548.7549.750.950.930.910.900.880.860.850.840.820.810.800.790.770.760.750.740.730.720.250.250.240.240.230.230.220.220.220.210.210.210.200.200.200.200.190.19335.79336.86337.82338.70339.48340.18340:79341.32341.78342.17342.48342.73342.92'343:04343.10343.10343.05342.94202.30199.67196.94194.12191.20188.19185.09181.91178.65175.31171.90168.42164.87161.25157.58153.84150.04146.18 New Morrison Maierle BuildingSub-Basin 3.1 - Peak Flows for 25-yr and 100-yr StormsMODIFIED RATIONAL METHODQp= C i APOST-DEVELOPMENT. BASIN 2.1, 25-YEAR PEAK RUNOFF:RAINFALL FREQ:BASIN AREA POST ••POST-DEV Tc -POST-DEV C -STORM AB'STORM INTENSITY -POST-DEV QpQffii^yr£®®.3®S-6 acres|g||gg|.min.wsi%";0.78-0.643.83 IN/HR1.01 CFSA * (Tc/60) BSTORM EVENT_0:RLSTORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)POST-DEVELOPMENT, BASIN 2.1. 100-YEAR PEAK RUNQFF:RAINFALL FREQ =jiig|B yrBASIN AREA POST = 0.30 acresPOST-DEV Tc = 5.0 min.POST-DEVC= 0.88STORM A= 1.01B = -0.64STORM INTENSITY = 4.95 IN/HRPOST-DEV Qp = 1.31 CFSA * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.602.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004) '^New Morrison Maierle BuildingDetention Pond #2MMI#: t^©®.i(®!:.®W©BB<|sigiDATE:»9^0fi-•s^-w^wENGINEER: |i%£e:lilc3|®g|'iS|glISISS;KB8sMODIFIED RATIONAL METHODQp = C lAPRE-DEVELOPMENT, BASIN H2.1RAINFALL FREQ=|J|fflgj%yr, 1 hr.BASIN AREA PRE = ||^|||^| acresPRE-DEV Tc =K'ai®;%'imin.PRE-DEV C:is'W-QSTORM A= 0.64B = -0.655TORM INTENSITY = 1.03 IN/HRPRE-DEV Qp = 3.33 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(FN/HR)0.560.831.031.251.501.66(Source: City ofBozeman Design Standards, March 2004)N:\2200\023\Design Docs\Drainage\Detention Pond #2.xls New Morrison Maierle BuildingDetention Pond #2MODIFIED RATIONAL METHODQp= C i APOST-DEVELOPMENT - BASIN 2.1BASIN AREA POSTPOST-DEV Tc =|Jjgg||MINPOST-DEV C =|gg8BSI;!STORM INTENSITY = 1.67 IN/HRPOST-DEV Qp = 12.03 CFSPRE-DEVEL.Qp=gSU!?^fsMATCHFNG Qp(Basin H3.2)= 3.33 cfsTIME STEPDURATION = 1.0 min.•w^'POND VOLUME CALCULATIONS:DURATION(MIN)INTENSITY(IN/HR)Qp(CFS)Triangle ReleasePOND VOLUME_(CF)Constant ReleasePOND VOLUME(CF)13,0214.0215.0216.0217.0218.0219.0220.0221.0222.0223.0224.0225.0226.0227.0228.0229.0230.0231.0232.0233,0234.0235.0236.0237.0238.0239.0240.021.731.651.571.511.451.401.351.311.271.231.191.161.131.101.081.051.031.000.980.960.940.930.910.890.880.860.850.8312.4411.8611.3410.8710.4510.079.729.409.118.848.598.358.147,937.747.567.397.237.076.936.796.666.546.426.316.206.095.997048.777203.977347.607480.917604.937720.577828.567929.578024.168112.828196.008274.088347.418416.308481.038541.848598.978652.628702.998750.238794.538836.018874.828911.088944.918976.419005.689032.835114.055205.505284,495352.355410.185458.945499.425532.335558.275577.775591.305599.285602.085600.035593.435582.555567.645548.925526.605500.855471.865439.785404.765366.935326.415283.335237.805189.91vsORIFICE CALCMATCHING Qp(Basin 2.1) =m.33.cfsAREA = 0.79 ft2ORIFICE =|l2»"dia,Max. Depth = gj||)j ft.ORIFICE FLOW = 4.63 CFS''-» O^tFlce roe- L-A!s-<pt -[)cfi. npf ^5 rrA^-.eL.yr^cru^i. ($££a'LVE^T CAUt/LATVli ^rffftj-') DURATION(MW)INTENSITY(IN/HR)Qp(CFS)Triangle ReleasePOND VOLUME(CF)Constant ReleasePOND VOLUME(CF)41.0242.0243.0244.0245.0246.0247.0248.0249.0250.0251.0252.0253.0254.0255.0256.0257.0258.0259.020.820.810.790.780.770.760.750.740.730.720.710.700.690.690.680.670.660.650.655.905.815.725.635.555.475.405.325.255.195.125,064.994.934.874.824.764.714.669057.929081.059102.309121.739139.419155.419169.789182.599193.889203.719212.129219.179224.889229.329232.509234.479235.279234.949233.495139.755087.435033.024976.594918.234858.004795.964732.194666.734599.654530.994460.814389.154316.054241.564165.734088.584010.163930.50 New Morrison Maierle BuildingSub-Basin 3.2 - Peak Flows for 25-yr and 100-yr StormsMODIFIED RATIONAL METHODQp= C 1 APOST-DEVELOPMENT. BASIN 2.1, 25-^^EAR PEAK RUNOFF:RAINFALL FREQ =|;|^%|yrBASIN AREA POST = MliiVS acresPOST-DEV Tc =g|lig!imin.POST-DEVC=ii®.^,STORM A= 0.78B = -0.64STORM INTENSITY = 2.01 IN/HRPOST-DEVQp= 14.45 CFSi = A * (Tc/60) BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)0.871.341.672.012.442.72(Source: City of Bozeman Design Standards, March 2004)POST-DEVELOPMENT. BASIN 2.1, 100-YEAR PEAK RUNOFF:RAINFALL FREQ = gfjgi yrBASIN AREA POST = 16.36 acresPOST-DEVTc= 13.7 min.POST-DEV C = 0.44STORM A= 1.01B = -0.64STORM INTENSITY = 2.60 IN/HRPOST-DEVQp= 18.71 CFSA * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)0.871.341.672.012.442.72(Source: CityofBozeman Design Standards, March 2004) Culvert Calculator ReportPond 2 outletSolve For: Headwater ElevationCulvert SummaryAllowable HW Elevation 3.00 ftComputed Headwater Elev; 1.48 ftInlet Control HWEIev. 1.48 ftOutlet Control HW Elev. 1.46ftHeadwater Depth/HeightDischargeTailwater ElevationControl Type1.383.33 cfs0.00 ftInlet ControlGradesUpstream InvertLength0.10 ft20.00 ftDownstream InvertConstructed Slope0.00 ft0.005000 ft/ftHydraulic ProfileProfileSlope TypeFlow RegimeVelocity DownstreamM2MildSubcritical5.06 ft/sDepth, DownstreamNormal DepthCritical DepthCritical Slope0.78 ftN/A ft0.78 ft0.006875 ft/ftSectionSection ShapeSection MaterialSection SizeNumber SectionsOutlet Control PropertiesCircularConcrete12 inch1Mannings CoefficientSpanRise0.0111.00 ft1.00 ftOutlet Control HW Elev.Ke1.46 ft Upstream Velocity Head 0.33 ft0.50 Entrance Loss 0.16 ftInlet Control PropertiesInlet Control HW Elev. 1 .48 ft Flow ControlInlet Type Square edge w/headwall Area FullK 0.00980 HDS 5 ChartM 2.00000 HDS 5 ScaleC 0.03980 Equation FormY 0.67000Submerged0.8 ft2111Title: New MMI Buildingn:\2200\023\design docs\drainage\pond 2 outlet.cvm05/19/06 04:08:19 PM © Haestad Methods, Inc.Project Engineer: Mike HickmanMorrison-IVIaierle Inc CulvertMaster v3.0 [3.0003]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 New Morrison Maierle BuildingDetention Pond #3MMI#: i20{)I@3^.(N.Q;03i(SigUBSSIS81^DATE: wiSS^S3asS!SSSSasKssENGINEER: Mikea61ai]an;:l^fflS8S*gg|gt^^MODIFIED RATIONAL METHODQp=CiAPRE-DEVELOPMENT, BASIN H2.1RAINFALL FREQ =ffl|dlfcyr' ! hr-BASIN AREA PRE = i'i'-UtBI. acresPRE-DEV Tc =-¥;5|®'^&min.PRE-DEVC=|g@ii||STORM A= 0.64B = -0.653TORM INTENSITY = 3.22 IN/HRPRE-DEV Qp = 0.40 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.60-2.553.223.834.745.34(Source: City ofBozeman Design Standards, March 2004)N:\2200\023\Design Docs\Drainage\Detention Pond #3.xls New Morrison Maierle BuildingDetention Pond #3MODIFIED RATIONAL METHODQp =C i APOST-DEVELOPMENT - BASIN 2.1BASIN AREA POST = ACPOST-DEV Tc = i|ggggg:!!MINPOST-DEV C = IgJJSgSTORM INTENSITY = 2.56 IN/HRPOST-DEV Qp = 1.03 CFSPRE-DEVEL.MATCHING Qp(Basin H3.3)= 0.40 cfsTIME STEPDURATION = 1.0 min.scaiiwwai»ms^POND VOLUME CALCULATIONS:DURATION(MW)6.757.758.759.7510.7511.7512.7513.7514.7515.7516.7517.7518.7519.7520.7521.75INTENSITY Qp(IN/HR) (CFS)Triangle ReleasePOND VOLUME(CF)Constant ReleasePOND VOLUMECCF)2.652.422.242.091.961.851.751.671.591.531.471.411.361.321.281.241.070.980.900.840.790.740.710.670.640.620.590.570.550.530.510.50266.33275.78283.50;2891.80294:.£>2299.04302.29304.78306.60307.83308.52308.73308.50307.87306.88305.54164.12167.57169.03168.84167.28164.55160.80156.15150.71144.57137.79130.44122.56114.20105.4096.19ORIFICE CALCMATCHING Qp(Basin 2.1) =a^6.cfsAREA = 0.07 ft2ORIFICE =3.S2:" dia.Max. Depth = ^ffifO; ft.ORIFICE FLOW = 0.40 CFS nNew Morrison Maierle BuildingSub-Basin 3.3 - Peak Flows for 25-yr and 100-yr StormsMODIFIED RATIONAL METHODQp=CiAPOST-DEVELOPMENT. BASIN 2.1, 25-YEAR PEAK RUNOFF:RAINFALL FREQ'BASIN AREA POST -POST-DEV TcPOST-DEV C -STORM A-BSTORM INTENSITYPOST-DEV Qp:«g&yr:^, @2;l,i" acres^IIIJpmin.:@::W5;.Jf0.78-0.643.06 IN/HR1.23 CFSi = A * (Tc/60)BSTORM EVENT(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITY(IN/HR)1.302.042.563.063.764.22(Source: City of Bozeman Design Standards, March 2004)POST-DEVELOPMENT, BASIN 2.1. 100-YEAR PEAK RUNOFF:RAINFALL FREQ.BASIN AREA POST -POST-DEV Tc'POST-DEV C'STORM AB-STORM INTENSITY -POST-DEV Qp.affi.:::;,yr0.62 acres7.1 min.0.651.01-0.643.96 IN/HR1.60 CFS- A * (Tc/60) BSTORM EVENT_(YR)STORM i COEFFAB251025501000.360.520.640.780.921.01-0.60-0.64-0.65-0.64-0.66-0.67INTENSITYCIN/HR)1.302.042.563.063.764.22(Source: City ofBozeman Design Standards, March 2004) Worksheet for 15" PVC @ 0.70%ProjectbesCTption'Flow Element:Friction Method:Solve For:Input Data^^.:,,Roughness Coefficient:Channel Slope:Diameter:•^f.Circular PipeManning FormulaFull Flow Capacity'iiy?CT3":i&.M^SS[jS^Results,SB18iBSg::'....Normal Depth:Flow Area:Wetted Perimeter:Top Width:Critical Depth:Percent Full:Critical Slope;Velocity:Velocity Head:Specific Energy:Froude Number:Maximum Discharge:Discharge Full:Slope Full:Flow Type:SsSSSgSS-MSW^^ ' - ••,;;.t-.Downstream Depth:Length:Number Of Steps:GVF^Outp|iDatJJ|^^[ ^,Upstream Depth:Profile Description:Profile Headloss:Average End Depth Over Rise:Normal Depth Over Rise:Downstream Velocity:Upstream Velocity:Normal Depth:Critical Depth:Channel Slope:Critical Slope:0.0110.7000015.006.391.251.233.930.001.02100.00.007075.200.421.670.006.876.390.00700SubCritical^^•^^-'^3»SBSK0.000,000•i^--... s.:^£..,0.00N/A0.000.000.000.000.001.251.020.700000.00707.^.•^s, ;.;;';,;,.;,',•'^ v.^::.,^;£.,J,3giSi2S®.^;:&s;;%in:•£:..:.;' ^USftft2ftftft%ft/ftft/sftftft3/sWsft/ftft^^y^^^^.^s;:^^1-''^^-.''- -- "•••'^y-.s3@;ass,;'':,:.-...':;-^•-•^'•y^-^:^.:^i'^^ £3^sK^^^e^;y^^^^.ej^"^'^.:^ '^•^tfi^^^^-^.v^i-^:^^^^ftft%%ft/sft/sftft%ft/ft Worksheet for 18" PVC @ 0.70%Project Description .^g.^Flow Element:Friction Method:Solve For:Input Data :.,:.:. ';;,;^Roughness Coefficient:Channel Slope:Diameter:i'LIA.-^.,s..;:Results ..'Discharge:Normal Depth:Flow Area:Wetted Perimeter:Top Width:Critical Depth:Percent Full:Critical Slope:Velocity:Velocity Head:Specific Energy:Froude Number:Maximum Discharge:Discharge Full:Slope Full:Flow Type:<3Vf:r|n^tDa|Downstream Depth:Length:Number Of Steps:GVF Output Data^ '^^^wUpstream Depth:Profile Description:Profile Headless:Average End Depth Over Rise:Normal Depth Over Rise:Downstream Velocity:Upstream Velocity:Normal Depth:Critical Depth:Channel Slope:Critical Slope:f'1"""'"""'^^iSwySs:^iiKSWCircular PipeManning FormulaFull Flow Capacity-•:^;:':'..:.;.!&0.0110.7000018.00-f'^'"'^r'^''"-'~~t'',"'^-'l^"''~J""'tr:v-r^"f^"~^ .'^^ '.^"'. '~ .••"c^y^^^-.^J u^"\^^ '"! .. '' '. l?.^"^•^,.11.501.774.710.001.24100.00.006905.880.542.040.0011.1710.390.00700SubCritical0.000-;''.;'tp7:i-l &%::'^^|t;:;S|K?W:S:1:;S.^,K.A;^?d%2%;sfis£fi^:.:;N/A0.000.000.000.000.001.501.240.700000.00690%inWsftft2ftftft%ft/ftWsftftft'/sft3/sft/ftsgs^:ssiftftftft%%ft/sft/sftft%ft/fta Worksheet for 24" PVC @ 0.70%Project Description-; l.-^y^^^?i::;Flow Element:Friction Method:Solve For:Input DataRoughness Coefficient:Channel Slope:Diameter:Results . .. ,;i^ ,-.'- '•.Discharge:Normal Depth:Flow Area:Wetted Perimeter:Top Width:Critical Depth:Percent Full:Critical Slope:Velocity:Velocity Head:Specific Energy:Froude Number:Maximum Discharge:Discharge Full:Slope Full:Flow Type:GVFInputDateSffi:iaBS8Length:Number Of Steps:•":,":::5r":n'";SiffSSSSii^Circular PipeManning FormulaFull Flow Capacity0.0110.7000024.0022.372.003.146.280.001.69100.00.006677.120.792.790.0024.0622.370.00700SubCritical•••::^^•'-•^•Si',^.0.000'"SSgS^^:.£•i-^sg^£"yGVF Output Data ^Upstream Depth: 0.00Profile Description: N/AProfile Headless: 0.00Average End Depth Over Rise: 0.00Normal Depth Over Rise: 0.00Downstream Velocity: 0.00Upstream Velocity: 0.00Normal Depth: 2.00Critical Depth: 1.69Channel Slope: 0.70000Critical Slope: . 0.00667^'SSSSS f^sSif'^''.:'X'^SfeSiSsffi'SSSfc^;:..;;,%inft3/sftft2ftftft%ft/ftft/sftftft3/sft3/sft/ftSpilBS'•as^,ftftftft%%ft/sft/sftft%ft/ft —^issah<-•r-"^ri-r";asI*aI llto*I l|T.,kH3.4•JA3.1^Y.I HUFFINE LANE?-;\EGE* S^RrifeT<ys&fS^*-v .—^BB?3^<1 . ]!I -I^ifl-^H3.5T~'\,,Mortu»:jg»{Sta|^'Unh«nlt)> (I*—'r s•-•^ I-rHI /[^r-a{.ie.T\! "%'^-rt,--^H2 |]-^^?I >-^1^—/. .^-->"' ! ^^?^— u°RRBON_u'uoiLE--r~ OFFICE 8UILUNO aTE;•:HJ..2^\^wH3.3OH3"'-"388 hi,-/i 5. !374•d_^^=^^\ 15^£^r^;HP-iy-J-MI-^-%13i^.;J.•»/0^, 1 "te \sI -il::J--5aj<fc.'^i. '"" .•:iK..^.^Mct,t.^§..-~:>!]p-<iL-/^3'tiS-^J-J:^ j/-'/\1_^-n'1331 JYSTUCK'C ROAD«J-T376 7-~a-.^-r^1^4-g •ss i3.-Li-^tY".•y ——r~.1^i-.'_4-oy681 AC./rR"mn2-Zr7029^-J^. UT-R23j^re.y<s<^-s-^?5cns^8L.^6^^—'^0^^-^"TSOI^TSO 2 ITRIAckwonn RnAh'•{•———^;;;»-1§B/Ci(54",sT£(35£iJ:-^LfrTlN..-GAI-^^'^y(ESTy/M07B20000 /S033TFFR"PTS.TTF'R^nKTRTBmINFEETBW-^-^l5} Oh .]/^||MORRISpN@3BMAIERLE,INC.DRAWN BY: DHWCHK'D. BY; MGHAPPR.BY: MGHDATE. 05;2[PROJECT NO2200.023EflB/neera 901 Technology Bl»dSurveyors Bozeman MT 59718S^IK, pho"'"' «°6)587-°721'""'" Fax;(406)^B7-1176BOZEMAN GATEWAYBOZEMANMONTANAFIGURE NUMBERAn Emp)oyec-0wned Comp»n)OFFSITE DRAINAGE BASINSFIG. 1SON-MAIERLE. INC.. 3006^\2200\023\ACAD\Exhibits\MMI_DRAINAGE_EX_1-dwg Plotted by ihockaday on May/19/2006 :•. n,«'51r •orLd\01^LL^^^^—.^.-^^:-::^-''GOt-bEiS'E----STRE@WEST MAIN STREETa^^^ 3t^--=£=fSSSS.—S^^^^.SSS-^^LEGEND^==i~:~'^'"''^''''1'^^^^^'—CV» — -~-N-B:W--M"—saw—.:.: m, I"' u. —^.fe^I=SSBFT3feSvWBASIN BOUNDARYSUB-BASIN BOUNDARY••"•T,Jr!I" ^"" ...•••-ruSUB-BASIN DESIGNATIONi'"^\!W/a-HX.X^|B'; -.•••/X.XXAc.®'3?';;\i ^"-/SUB-BASIN AREA (ACRES)\,^\H2,'1^./H1\-•%-••"/^5.02tooooc:K'\6.57Ac....;^' /\ \ i f'l:G1...-; .-' ^.' ^ ..-•\H1.2r-" /Ii^MERi|AN€—il^i;;^g£^?5::^^^~--~~~\..-K^^....>^ ..I@/3.6'fe?Ac\/Qf^-V"'-l/tIy\^\H3.1=:A37.30Ac,--. '•^•Xs1^ J-;Ti!5 .Imij^'" ^ ...-.^© / A..ss'"••/" ^1M\L£J.H2.2"' i<£/.,iz,( '11.77 Ac.-®r"". 33^1,3'ililv.cOH3OH 1OH2as <c.68) As.58 te2000( IN FEEJ ).SiaMORRISONa3iMAIERLE,lNC.An Empinyw-Owneci CompanyPROJECT NO.3638.003DRAWN BY;,CHK'D.BY: MGH901 Technology Blvd.BozemanMT 59718BOZEMAN GATEWAYEnginiSurveyorsScientistsPlannersMONTANABOZEMANPhone: (406) 587-0721Fax: (406)587-1176APPR. BY: MGHDATE: 05/2006FIGURE NUMBERFIG. 2PRE-DEVELOPMENT DRAINAGE BASINSH:\3638\003\ACAD\Drainaqe\FiOSAUERS DRAINAGE_PREDEVEL.dwg Plotted by dweiel on May/2/2006 I S11K I(E •%saM^.^.^^)M-1='" —-"jil10-W WSEL-42.310-YR STORAGE VOLUME (MIN.)-6.DOO CU.FT.I Iouurr STRUCTUREAND EMERGENCY 0\CRFLOW^W}EST MAINB/^rs?•s48+0•n.4842I*B*2I4S44*a**I^^ru\T"~EXIST. DCTEHTIONPOND f1TOP EL-39.0ftf1:,=.---"4-^--»sCON••-W- €tgsRUCuBANKfIBs^/F.F.ELEV.45.5h¥Sa( m !!.ii.r.?\\^I ^.)ilOUTLTTSTRUCTUREu\w..8ANDBIERSENCYOVERSOW\^_< ,)....4-DETCNT10M PONO//s11^/nTOP OF BERM ELEELEV, (MIN.)*<5,WSEU4K.Jtf»fr-J?(a .'.III'is/110-YR POND STORAGE VOLUME (MIN.)-2.00010-YR PIPE STORAGE VOLUME-700 (it)21s;4.30ac/ss\3.aci3»^DE'TFNTIOW POND ^3 ......-.-„..TOP OFSERM ELE\41 (MIN.)-42.:210-YR-WSEL-44.2 .110-fR/STORAGE VOLUME (MIN.)-B50 CU.FT.\ROS^^SO^a/(^ 4/»—-1GROC^48*6\/*3.nt^^4.1ac/s^.5£L^-\F.F///^'I/^p-^lDRIVE-THR^JGH/ ,-',BANK // If//F.F. ELEV. = 47.7 /J J / ^ .•sy ..j\-«\&^^1\I IP! !s^\^'^ 1c^/^^^111 is.N;^LEGEND^\BASIN BOUNDARYSUB-BASIN BOUNDARY\^'6DETENTION POND^"'-frt^^!/ IF! ft [r/ /;// /&'\\f^^^-SUB-BASIN DESIGNATION11^\4.30 ac\SUB-BASIN AREA (ACRES)\80 .0u\>s\( IN FEET )\"\L-i.^PROJECT NO.3638.003iilMORRISONH@iMAIERLE.lNC.DRAWN BY: DHWCHK'D. BY: MGH901 Technology Blvd.Bozeman MT 59718BOZEMAN GATEWAYEngineersSurveyorsScwntistsPlannersBOZEMANMONTANAPhone: (406) 587-0721Fax:(406)587-1176APPR.BY; MGHFIGURE NUMBERDATE: 0Ail Employee-Owned CompanyPOST-DEVELOPMENT DRAINAGE BASINSFIG. 3H:\3638\003WCAD\Drainaoe\ROSAUERS DRAINAGE POST.dwg Plotted by dweiel on May/2/2006 LEGEND:ff^BASIN BOUNDARYSUB-BASIN BOUNDARYSUB-BASIN DESIGNATIONSUB-BASIN AREA (ACRES)nLd^^ i-s^--?"^^==^, \,.^'^IZl.-^,-'.-./^^'^-'..._.---..-..—__^^__[j_,^^__-.--:^;- • -eOhbEC'E-STREig•--^,ai-te-—^——oH!:Q;£/,1HX.XWEST MAIN STREETXJO< te.^I»1^£=-OHZS^3:^VI-ff°s?pOHP—sea— OHPr?-'QWP—^—-4S40—^-^1^' . 'vH3OHi•••GUB-M^1{0.30Ac.f-^-^1@/I\aIT^'iH 2.1.•X//^.H1XXX^•7\5.02 Au:...y' ,;/oo-tSl.fc.x-^k•?^RS--"/I0^.:^^^ 7rlm.2A^mFARMERS CANAL-:>;::.;-ll£':/@SJSJyAc.\H3.5 Vs..»-%Q^MjJ&V.; 'aja *c,}s^w><m ^Sfcai:x./-0 -'1^y-'^i/Lex—-. ^B- J^ A;!I./\iMi'0; ^ i. °lr"'A•. KWr-~^iffl::rCsXI[:E)ED s-•H3.4Ji£7 .H3.220^2 h-MORRISON MAIERLEOFFICE BUILDING,.SITE/ 4 /-'/'M<t-Jl/t\.^i«jarfcaAc.•.U-t],H2;2!<£star1.77 h-zl/ ,^Kit! / _....••W!it; •"""""Q-/)i=2:) ;r/ua^llM^^ sf \IpH3.3OH1OH2D.82 Ac.881te.OH3Ac.2000Ac.( IN FEET )^g||MORRISON13yMAIERLE,lNC.EngineersSurveyorsScientistsPianngrs901 Technology Blvd,BozemanMT 59718Phone: (405) 587-0721Fax:(006)587-1176All bmphiycc-Dwnei.i C.'omp.fiiyCOPYRIGHT .0 MORRISON-MAIERLE. INC.. 2006DRAWN BY; JCHCHK'D. BY: MGHAPPR. BY;DATE: 05/2[N:\2200\023V\CAD\Exhibits\MMI DRAINAGE PREDEVEL.dwg Plotted by jhockaday on May/19/2006BOZEMAN GATEWAYBOZEMANMONTANAPROJECT NO.2200.023PRE-DEVELOPMENT DRAINAGE BASINSFIGURE NUMBERFIG. 2 .-..•••:;. T"•^.:' •^;===:nnns-); ;:^st[•^•^Ns!, , , DETENTION POND ^110-YR STORAGE VOLUME (MIN.)=300 CU.FT.MAX. RELEASE RATE = 0.40 iCFS\/^Y1KDETENTION PDND #2?,10-YR STORAGE\ VOLUME |(MIN.)=\7i5DO,lCU.FT./ MAX. RELEASE RATE H^33..CFSDETENTION POND ^5.10-YR STORAGE VOLUME (MIN.)==300 CU.FT.MAX. RELEASE RATE =v 0.14 CFS/ / ../ /3.2.-16.36ac/N^/^^u,_...CEf LAN-.C^RONfCTE IANKN! S-f.\31MORRISON MAIERLEOFFICE BUILDING ,0.30ocJ.\33\0.62acaj54sLEGENDs\\\s/5UB-BASIN BOUNDARY^'w\-\\\nDETENTION PONDSUB-BASIN DESIGNATION^^,K.\aot-1aQi\31^^m0.57ac\SUB-BASIN AREA (ACRES)<a^WWET/C100D( IN FEET )^ijlMORRISONeSilMAIERLE,lNC.PROJECT NOZ200.023DRAWN BY: JCH901 Technology Blvd.Bozeman MT 59718MORRISON MAIERLE OFFICE BUILDINGEnginoersSurveyorsScientistsPitCHK'D. BY: MGHBOZEMANMONTANAPhone: (406) 587-0721Fax:(406)587-1176APPR.BY: MGHFIGURE NUMBERDATE; 05/2006An Employcc-Owned CompanyPOST-DEVELOPMENT DRAINAGE BASINSFIG. 3N:\2200\023\ACAD\Exhibtts\MMI DRAINAGE POST.dwq Plotted by ihockaday on May/19/2006