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06 - Design Report - Meadow Creek Ph 5 - Stormwater
r~nrAsaGRING,c.Consulting Engineers and Land SurveyorsSTORM WATER MANAGEMENTDESIGN REPORTFOR?5.Meadow Creek Subdivision, Phase VBozeman, Montana^ON'l^'<!F.PEPrepared For:Meadow Creek Partners, LLC924 Stoneridge Drive, Suite 1Bozeman,MT 59718June 2006BOZ-05021.02705 Osterman Drive, Suite FBozeman, MT 59715Phone 406.522.9876Fax 406.922.2768info.bozeman@enginc.comwww.enginc.com STORM WATER MANAGEMENTDESIGN REPORTFORMeadow Creek Subdivision, Phase VBozeman, Montana]1jj11jPrepared For:Meadow Creek Parbnets, LLC924 Stoneridge Drive, Suite 1Bozeman,MT 59718Prepared By:AA;KBENGINEERING, INC.Consulting Engineers and Land SurveyorsBlllINOSJune 2006BOZ-05021.02 0^iTABLE OF CONTENTS Pg.Introduction................................................................................................... 1Site Location and Description.............................................................................. 1Existing Conditions.......................................................................................... 1Soils................................................................................................... 1Drainage.............................................................................................. 2Design Methodology........................................................................................ 2Design Considerations.............................................................................. 2Subbasin Information............................................................................... 2Storm Runoff Calculations..............................................'................................... 3Rational Method Calculations..................................................................... 3Gutter and Inlet Capacity Calculations.. ......................................................... 3Sidewalk Chase Capacity........................................................................... 4Pipe Sizing Calculations........................................................................... 5Detention Pond Calculations....................................................................... 5Summary...................................................................................................... 6References.................................................................................................... 7Stormwater ExhibitLIST OF APPENDICESAppendix A - Soils InfonnationAppendix B - Inlet/Gutter/Sidewalk Chase Basin CalculationsAppendix C - Pipe Sizing CalculationsAppendix D - Gutter Capacity CalculationsAppendix E - Detention Pond CalculationsAppendix F - Outfall Structure SizingAppendix G - Sidewalk Chase SizingLIST OF TABLESTable 1 - Rational Method Detention Basin Sizing (10-Year Design Storm).Table 2 - Rational Method Inlet/Sidewalk Chase Basin Results (25-Year Design Storm)....Table 3 - Inlet Capacity Summary: 25-Year Design Storm.Table 4 - Pipe Sizing Summary: 25-Year Design Storm.Table 5 - Detention Pond Sizing Summary: 10-Year Design Storm.33456P:PM\BOZ-05021_02_STORM_DESIGN_REPORT_PH51 nnINTRODUCTIONThis design report summarizes the management plan for storm water ninoff within Meadow CreekSubdivision, Phase V, located in Bozeman, Montana. The information contained in this reportprovides the basis of design for the required storm drainage improvements to be completed. Thecompleted improvements will be under the ownership and maintenance of the Meadow CreekHome Owner's Association (MCHOA) and the City ofBo2eman. The MCHOA wiU be responsiblefor the maintenance of the detention pond areas and the City ofBozeman witl be responsible for theconveyance system that feeds the detention ponds.The methodology and analysis procedures utili2ed in this report are in conformance with the designstandards found in the City ofBo2eman Design Standards and Spedficadons Policy, March 2004.Recommendations made in this report are based on these standards and the professional judgmentof the author.SITE LOCATION AND DESCRIPTIONPhase V of Meadow Creek Subdivision is located on Certificate of Survey No. 2286. Generally, theproperty is bordered on the east by South 19 Avenue; Lot 3 of Minor Subdivision 235 to the north;Phase III to the west; and Certificate of Survey No. 2177 to the south.Phase V of the development will contain two high-density lots with approximately 16 dwelling unitsin the two lots. There are nine duplex lots, one hundred sixty-seven single family unit lots, and onelot with an existing farm home and that wiU remain as is. There are nine proposed local streets toserve Phase V. The nine local streets are an extension of Enterprise Boulevard, Scarlett Lane, BlakeDrive, Nicole Drive, Pintail Drive, Bree Lane, South 20 Avenue, South 21st Avenue, and South22nd Avenue. Each of the internal local streets will be constoructed to City of Bozeman standards,having appropriate right-of-way widths of 60-feet and street widths of 33-feet back-of-curb to back-of-curb. Boulevard sidewalks, located seven and a half feet behind curb and gutter, will be installedat the time building construction occurs on the lots and at the time of street construction for thepark areas and open spaces.EXISTING CONDITIONSSoilsAccording to the S oil Survey ofGallatin County Area, Montana (1996), the natural soil type ispredonunaatly Turner Loam and Meadowcreek Loam. Groundwater in the development area is ashigh as 18-inches below the natural surface to 8-feet below the surface. Dewatering techniques wiUbe used during construction to contirol groundwater.The site soils are gendy sloping with moderate organic-matter content. The risk of soil blowing andwater erosion is moderate to low. The existing area is primarily rangeland, having a moderate coverof native vegetation. A brief summary of the soils located in the subdivision is located in AppendixA of dus report. A more detailed description of the soils in this development can be found in theGeotechnical Report for Meadow Creek Subdivision (December 2005, AUied Engineering Services,Inc.).P:PM\BOZ-05021_02_STORM_DES_REP_PHV106/20/2006 nniDrainageThe existing ground is sloped, having an approximate 2% gradient from south to north. Surfacerunoff currendy drains to existing creeks that run from south to north through Phases I, II, III, andV of the development. Some runoff drains via sheet flow to the northern boundary of thedevelopment and eventually finds its way to the creeks that flow to the north from the property.Runoff from adjacent property to the south does not enter Phase V of the subdivision. Runoff fromthe southern boundary of Phase V flows to the existing creeks which flow through the developmentfrom south to north. Some areas in Phase V have already been analyzed as part of the StormwaterDesign Report for Phases II and III of Meadow Creek Subdivision.DESIGN METHODOLOGYDesign ConsiderationsPhase V of Meadow Creek Subdivision has a gross area of 56.44 acres. It is proposed to utilizegutters and inlets to coUect stormwater runoff from Meadow Creek Subdivision, Phase V. Thegutters and inlets wiU connect to detention areas located throughout Phase V. The detention areaswUl be designed to release only the pre-developed runofffrom the 10-year design storm event.Some of the area in Phase V will be park and wetland area which wiU remain in pre-developedrunoff condition and therefore this area was not analyzed as part of this report. A stormwaterexhibit has been included which delineates the drainage basins that drain to the detention ponds aswell as the gutter and inlet sub-basins that represent basins for the conveyance of the runoff.The detention ponds located in Phase V have been sized using the 10-year design storm event withpre-development runoff as required by the City of Bozeman Design Standards and SpecificationsPolicy. AU conveyance systems including gutters, inlets, sidewalk chases and storm piping have beensized to accept the 25-year design storm as required by the City ofBozeman Design Standards andSpecifications Policy. The Radonal method was used in calculating the storm runoff firom theproposed development and all contdbuting areas.Sub-basin InfonnationThe stormwater runoff analysis area for Meadow Creek Subdivision, Phase V, has fi.ve drainagebasins which drain to five detention pond areas. These five drainage basins have been divided upinto smaller sub-basin areas which are inlet basins and a sidewalk chase basin. These sub-basms canbe seen on the stormwater exhibit that is included in this report.P:PM\BOZ-05021_02_STORM_DES_REP_PHV206/20/2006 )1nSTORM RUNOFF CALCULATIONSRational Method CalculationsStorm water runoff calculations were performed using the Rational Method as outlined in the CityofBozeman Design Standards and Specifications PoUcy. A Rational Method "C" factor of 0.35 wasused for basins that contained low to medium density residential lots. The "C" factor of 0.60 usedfor basins that contained only right-of-way area was taken from a weighted average of "C" factorscontained in Hydrologic Analysis and Design, Second Edition (McCuen). Table 1 and Table 2summarize the results of the Rational Method calculations used to size the detention ponds and theconveyance systems in Phase V of Meadow Creek Subdivision. More detailed calculations can befound in Appendix B and Appendix E of this report.Table 1 Rational Method: Detention Pond Sizing (10-Yt Storm)Drainage Basin Area (Acre) "C" Factor Required Storage (cf)86.960.352,47292.230.35589107.820.352,633114.510.351,415133.790.351,193J)ITable 2 Rational Method: Inlet/Sidewalk Chase Basin Results (25-Yr Storm)Inlet/Gutter BasinInlet Basin XlInlet Basin X2Inlet Basin YlInlet Basin Y2Inlet Basin ZlInlet Basin Z2Inlet Basin AA1Inlet Basin AA2Chase Basin BB1Area (Acre)6.470.491.800.437.650.174.080.353.87"C" FactorPeakRunoff(cfs)0.350.600.350.600.350.600.350.600.353.701.301.141.143.230.942.411.932.33JGutter and Inlet Capacity CalculationsThe City of Bozeman Design Standards and Specifications provides that for city stireets, the flow inthe gutters shaU not be greater than 0.15 feet below the top of the curb. Calculations for availablegutter capacity for various street locations are located in Appendbc D. These gutter capacities wereused to determine if inlets are needed to convey the 25-year flow.P:PM\BOZ-05021_02_STORM_DES_REP_PHV306/20/2006 nrjJ1)Inlet capacities for the on-grade inlets were determined using dimensional data for a D & L Foundry1-3519 inlet and the following:Q = Kd5/3Q = captured flow (cfs)K = inlet gtate coefficient from Neenah Foundry K-chartsd = flow depth of runoff at inlet (ft)Ponded inlets will collect any flow directed to low points in the gutter. The capacity of the inlet wascalculated using a gutter depth of 0.35 feet (0.15 feet below top of curb). Using the nomographcontained in the Neenah Foundry Company Catalog "R", llth Edition (1-3519 inlet), the inletcapacity for the inlet was determined to be 3.1 cubic feet per second. This capacity was used todetermine spacing and density of inlets at low points in the gutter.The calculated capacities for the inlets proposed within Meadow Creek Subdivision, Phase V, aresununarized in Table 3. More detailed calculations for the inlet capacities can be found in AppendixTable 3 Inlet Capacity Summary: 25-Year Design StonnInletInletTypeDown-streamInlet #SubbasinAreaTotalFlowToInlet(cfs)TheoreticalCapturedFlow IntoInlet_^cfs)_FlowBy-Pas sFromInlet(cfs)AllowableGutterFlowAt Inlet_(cfs)XlOa-Grade Z2Inlet Basin Xl3.702.960.755.33X2On-GradeZlInlet Basin X21.301.300.005.33YlPondedNAItilet Basin Yl1.141.140.003.10Y2PondedNAInlet Basin Y21.141.140.003.10ZlOn-Grade AA1Inlet Basin 213.232.260.973.35Z2Oa-Grade AA2Inlet Basin Z21.681.680.003.35AA1 On-Grade BB1Inlet Basin AA13.382.780.605.11AA2 On-Grade BB1Inlet Basin AA21.931.930.005.11Sidewalk Chase CapacityMeadow Creek Subdivision, Phase V, wiU contain one sidewalk chase to convey stormwater runoffto a detention pond. The selection of sidewalk chases to convey stormwater flows was based onhigh groundwater levels in the area. Inlets and storm piping were used when possible. The sidewalkchase has been designed in accordance with the City of Bo2eman Modifications to the MontanaPublic Works Standard Specifications, Fifth Edition (drawing number 02529-14). The si2tng of theP:PM\BOZ-05021_02_STORM_DES_REP_PHV406/20/2006 rnI1channel width and height for the sbs: chases are contained on the construction plans and detailedcalculations can be found in Appendix G.Pipe Sizing CalculationsDesign of the system to convey stoanwater runoff for the eastern portion of Meadow CreekSubdivision, Phase V, includes analysis of the 25-year stoan event as required by the City ofBozeman Design Standards and Specifications Policy. The system was designed to accommodate the25-year event, conveying mnoff captured by the system inlets to detention ponds.Design calculations were performed by direct application of the Manning Equation. The minimumpipe diameter for the storm drain main Unes (non-service) shaU be 15-inches. The calculated pipingsystem is summarized in Table 4. Actual design slopes are greater than or equal to the minimumslopes in Table 4. More detailed calculations of the piping system can be found in Appendix C.Table 4 Pipe Sizing Summary: 25-Year Design StormPipe LocationFrom ToDiameter(inches)Pipe Slope(ft/ft)Pipe Capacity(cfs)Flow in Pipe(cfs)Inlet ZlInlet Z2120.00702.9812.955Inlet 22OutfaU150.00504.5684.253Inlet YlInlet Y2120.00502.5191.140Inlet Y2OutfaU150.00504.5682.276Inlet ZlInlet 22120.00502.5192.260Inlet Z2OutfaU150.00504.5683.942Inlet AA1 Inlet AA2120.00702.9812.781Inlet AA2OutfaU150.00705.4054.710J1iJDetention Pond Sizing CalculationsThere are five proposed detention ponds located in Phase V of Meadow Creek Subdivision.These five ponds will detain storm runofffrom the five drainage basins as shown on theStormwater Exhibit. The detention ponds were sized to hold the 10-year design storm eventwhile releasing only the pre-developed mnofffrom the basins. All ponds were designed to allowfor treatment of the stormwater and have adequate surface area to allow for particle settling.Infiltration was not included in the calculations to be conservative. Discharge structures will bedesigned to limit the flow out of the detention ponds to the pre-developed runoffflow. Sizing forthe discharge structures can be found in Appendix F. Overflow areas for the ponds will directflow from stonn events greater than the 10-year event to natural drainage areas. Overflow duringthese events will not flood or damage any structures on the site. A summary of the detentionpond sizing calculations is in Table 5. More detailed calculations can be found in Appendix E.P:PM\BOZ-05021_02_STORM_DES_REP_PHV506/20/2006 r\n11Table 5 Detention Pond Sizing Summary: 10-Year Design StormDetention PondDrainageBasin89101113RequiredStorage (cf)Required Surface Areawith 1.5 ft depth (sf)Pre-developedRunoff (cfs)891011132,4725892.6331,4151,1931,6481.123930.621,7551.409430.877950.81SUMMARYThe included analyses and calculations show that the proposed storm water management system forMeadow Creek Subdivision, Phase V, wiU adequately store the 10-year storm event and adequatelyconvey the 25-year storm event. Available gutter capacity and the location and spacing of inlets willlimit encroachment ofrunoffon pavement surfaces to acceptable levels. The recommended pipesi2es would effectively convey storm nmoff from Meadow Creek Subdivision, Phase V, todesignated detention areas. Therefore, the proposed stormwater managements system meets therequirements of the City ofBozeman Design Standards and Specifications Policy and wffl satisfy theneeds of the owner of the property.i<P:PM\BOZ-05021_02_STORM_DES_REP_PHV606/20/2006 jn1REFERENCES1. McCuen, Richard H. (1998). Hydrologic Analysis and Design. Second Edition. Upper SaddleRiver, NJ: Prentice Hall.2. City Engineering Division. July, 2005). Design Standards and Specifications PoUcy. City ofBozeman, Montana: Author.3. Allied Engineering Services, Inc. (2005). Geotechnical Report, Meadow Creek Subdivision,South 19th Avenue, Bozeman, Montana.: Author.4. United States Department of Agriculture Soil Conservation Service; Natural ResourcesConseryadon Services; and Montana Agricultural Experiment Station. (1996). Soil Surrey ofGaUarin County Area. Montana. 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Base maps areorthophotographs prepared by the U.S. Department of the Interior,010001000200050006000 7000 FEET1 KILOMETER4000300001 MILEScale 1:24000tNSHFFT NIIMRCR -3R nF 4K 1:n!•I'rw0sI_2a.0c•=.a><urocLUJgsS.I5:•D•5-iof§NsJ3§c:9s.£100)•§a.e^s.s'sm.i•s0IUs.n•5£E20)jss3a3g^1sn<u —<0•sj=ss-±§sgw$3 I••5-^•sgs£••os.1couugcss•sssw$s<aM=)£a.s^jagfc^&w^1s< sg>3T?10 0" ?10CMwj$:? :'R" °ift n •<•s s10CT10I^•<•s10st88 :8 s.15 S ;,,;§.,; ^'~;::.•; .^- -^f:-., ..•v^^''.'^::^. ^./;"^g.§;y,g;;-;^'.;-'^.iSfi•-,-:ww0i-. .s's^^s^'s'-d! -5 s: "^5:J'y'li•^.~.'^"^/.••.:i,.;:^'-::','^-•'•.i-hp •o .•'.:. '..'/o;^^ ;'•°'.." ;.•'• "•; 7 - ;:;: ',; :" . !"^!..^"^•'•i!"-::\ :':"''".i;;::"^;',:"^^ / •'•:''.';:":;:';'^"i"'!:^.''''''-/'''^ ^^":.^'::^<<:,:";..',^:F:";^^,-.-, • '••: "•"' if:5-'./s :',,:"u ,'oo ^a:L^^||d||i|i::l.fE'.£tffltl—I t',^'2.'.^;-°:OS - 0 :—^'tEi;''^E,AV:lliIS:':[ljM'^|||i:iJI:!f|l|."- '..^.3sCM.CD'-^t^"g:^MVi<--'i".:\.:'";'^. ; '-. ":.ii ;—: •• '..•'::;-,'? ? °;Ui, -0 z0 Q23RR •?S 9 .. °:II Ir<- r^- i-11:, I02: •T :u;':l':.:sg::'^"-:?S'1:';;S'K^ss'^"••^•^:'^ . °'.', •0:0.::^'Y '^",.f"0,:T: '•••:i':^''":". •00 .'0 .: ,'• ,•"''.:'.i::".^" •;•..:.;;;-; -^; L.r".:"':55'j;.'•'."'s':T\'s.^Wh0 U,.0:^:iu..;;.••^.•s^^^j®I11!^!E§^I II:^.ii5:.!.g ? 'Si5111ls^e: ^j;|.^'•^?s:l-g:.'Si^ :s:^'•..-•:• ^:..•'-.•."^•••.l:gEASI•! •.::•r->riI -0§ ^rsa.a.IsIsr•s10gyinyn0c ^^sS3coa>gs3 sQ®s>gsfiSteg1°u•ss&uut<t»B0aS3.2a^s^uk.3usB02u<Ia^.3/1 "IJJJiJ250nnSoil Sun/e1.1-nonplastic; 10 percent cobbles and 40 percentpebbles; slightly alkaline.Range in CharacteristicsSoil temperature: 43 to 47 degrees FMoisture control section: Between 4 and 12 inchesMollic epipedon thickness: 10 to 15 inchesDepth to seasonal high water table: 24 to 42 inchesDepth to the 2C horizon: 20 to 40 inchesA horizonsHue: 10YRor2.SYValue: 2 or 3 moist; 4 or 5 dryChroma: 1 or 2Texture: Loam or silty clay loamClay content: 18 to 35 percentContent of rock fragments: 0 to 5 percent pebblesElectrical conductivity (mmhos/cm): 0 toSReaction: pH 6.6 to 8.4Bg horizonsHue:10YR,2.5Y,or5YValue: 3 or 4 moist; 5 or 6 dryChroma: 1,2, or 3Texture: Loam, silt loam, sandy clay loam, orsandy foamClay content: 18 to 25 percentConteftt of rock fragments: 0 to 5 percent pebblesElectrical conductivity (mmhos/cm): 0 to 4Reaction: pf-f 6.6 to 8.42C horizonsTexture: Sand or loamy sandClay content: 0 to 5 percentContent of rock fragments: 35 to 75 percent—0 to10 percent cobbles; 35 to 65 percent pebblesReaction: pH 6.1 to 7.8^ 51 OB—Meadowcreek loam,-^ 0 to 4 percent slopesSettingLandform: Stream terracesSlope: 0 to 4 percentElevation: 4,200 to 5,950 feetMean annual precipitation: ~\2\o 18 inchesFrost-free period: 90 to 110 daysCompositionMajor ComponentsMeadowcreek and similar soils: 85 percentMinor ComponentsBIossberg loam: 0 to 10 percentBeaverton loam moderately wet: 0 to 5 percentMajor Component DescriptionSurface layer texture: LoamDepth class: Very deep (more than 60 inches)Drainage class: Somewhat poorly drainedDominant parent material: AlluviumNative plant cover type: RangelandFlooding: NonetVater table: ApparentAvailable water capacity: Mainly 4.9 inchesA typical description with range in characteristics isincluded, in alphabetical order, in this section.Management^For management information about this map unit,see appropriate sections in Part II of this publication.504A—Meadowcreek silty clay foam,.0 to 2 percent slopesSettingLanc/form: Stream terracesSlope: 0 to 2 percentElevation: 4,000 to 5,000 feetMean annual precipitation: 10 to 14 inchesFrost-free period: 95 to. 115 daysCompositionMajor ComponentsMeadowcreek and similar soils: 85 percentMinor ComponentsBonebasin loam: 0 to 5 percentRivra sandy loam: 0 to 5 percentRyell sandy loam: 0 to 5 percentMajor Component DescriptionSurface layer texture: Silty day loamDepth class: Very deep (more than 60 inches)Drainage class: Somewhat poorly drainedDominant parent materiaf: AlluviumNative plant cover type: RangelandFlooding: NoneWater table: ApparentAvailable water capacity: Mainly 5.1 inchesA typical description with range in characteristics isincluded, in alphabetical order, in this section.ManagementFor management information about this map unit,see appropriate sections in Part II of this pubfication. 356nSoil Sun/eIJIjJJI^^pi1^jFlooding: NoneAvailable wafer capacity: Mainly 5.2 inchesA typical description with range in characteristics isincluded, in alphabetical order, in this section.ManagementFor management information about this map unit,see appropriate sections in Part II of this publication.457A—Turner loam, moderate//wet,0 to 2 percent slopesSettingLandform: Stream terracesSlope: 0 to 2 percentElevat/'on: 4,300 to 5,200 feetMean annual precipitation: 15 to 19 inchesFrost-fres period: 9Q to 110 daysCompositionMajor ComponentsTurner and similar soils: 85 percentMinor ComponentsBeaverton c©bb// loam: 0 to 5 percentMeadowcreek loam: 0 to 5 percentTurner foam: 0 to 5 percentMajor Component DescriptionSurface layer texture: LoamDepth class: Very deep (more than 60 inches)Drainage class: Well drainedDominant parent material: Mw\un\Native plant cover type: RangelandFlooding: NoneWater tejb/e; ApparentAvailable water capacity: Ma'infy 5.2 inchesA typical description with range in characteristics isincluded, in alphabetical order, in this section.ManagementFor management information about this map unit,see appropriate sections in Part II of this publication.Udecide SeriesDepth class: Moderately deep (20 to 40 inches)Drainage class: Well drainedPermeability: Moderately slowLandform.'Wlls, sedimentary plains, and escarpmentsParent material: Semiconsolidated, loamy sedimentanbedsSlope range: 4 to 35 percentElevation range: 4,100 to 5,500 feetAnnual pree'ipitation: ~\0 \o 14 inchesAnnual afr temperature: 41 to 45 degrees FFrost-free period: 95 to 115 daysTaxonomic Class: Fine-loamy, mixed, superactive,frigid Aridic ArgiustollsTypical PedonUdecide cobbfy sandy day loam, in an area ofUdecide-Cabbart complex, 15 to'45 percent slopes, inan area of native rangefand, 1,600 feet south and1,400 feet east of the northwest comer of sec. 20,T. 1 N, R. 1 E.A—0 to 5 inches; grayish brown (10YR 5/2) cobbfysandy clay loam, very dark grayish brown (10YR3/2) moist; weak fine subangular bfocky structure;soft, friable, slightly sticky, and slightly plastic;many very fine and fine and few medium roots; 10percent cobbles and 10 percent pebbles; slightlyalkaline; clear smooth boundary.Btl—5 to 7 inches; grayish brown (10YR 5/2) dayloam, very dark grayish brown (10YR 3/2) moist;moderate fine subanguiar blocky structure; hard,firm, slightly sticky, and slightly plastic; commonvery fine and few medium roots; few faint clayfilms on faces of peds; slightly alkaline; clearsmooth boundary.Bt2—7 to 12 inches; grayish brown (10YR 5/2) sandyday loam, dark brown (10YR 4/2) moist; moderatemedium subanguiar blocky structure; hard, firm,moderately sticky, and moderately plastic;common very fine and fine and few medium roots;many faint clay films on faces of peds; slightlyalkaline; clear smooth boundary.Bk—12 to 32 inches; light gray (2.5Y 7/2) sandy dayloam, grayish brown (2.5Y 5/2) moist; weak finesubangLflar blocky structure; hard, friable, slightlysticky, and slightly plastic; 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Sheet Flow @ 2%)Using Equation in Section II-E-6 Tc = 25.8min.Channel Flow ConditionsFind Channel Flow Tc (Gutter Flow)Using Mannings Equation, n = 0.013, calculate channel flowPintail Dr. (4+07-5+25) Pintail Dr. (5+25-8+75)s=L=Rv0.0142 ft/ft118 ft0.136 ft3.60 ft/secs=L-R=v0.005 ft/ft350 ft0.136 ftT,c(CF)T,c(CF)2.142.73ft/secmin-0.640.55 minTotal Tc = 29 minCalculate Post-developed Storm Intensity at T<;From Figure 1-3, using the 25 year event, I =0.78Tc1= 1.24 in/hrCalculate Post-developed Peak Runoff RateQ = ciA, using the above parameters.Q = 2.08 cfsMinimum capacity on Pintail Drive from 5+25-8+75 is 2.73 cfs.Therefore, the gutter is capable of conveying the flow from the 25-year event. n111nr111]jJ1IjItIIiji£IsiffiijiIIss.?.Is•sIj5§sIaIs& sjJ ^II tiiII ISt ^II?I.^.g^d,•sI< III IIs•sIII§1^!|jmuNIIwc^£j:ilg^IIssIIisI §aIIu§.ik-JV •C!I!ijj1a? ij!viII IilN§sg<l§i;ioc;l& ^I•s'- s,i st I'II•l^lllSl.-j a: >IIs")U I; I"i2!!jiIB@SI"i<%iIHgai§mi0s,nc^Ml!!=!^US' ti f ^ ]js ill< ViSaBftes-EgsiaidmIim!§iii§@t0,uP3Kffi:>Bi0^-tt3i£sInf-mt0«•&2?0)s'IIs ^saIs Ili?0!sitla11iIKjsn5,"m(Ds:II§s<?&.iIi§ss£gas!ssRl•iuuI IH?ss£.—£II•a^•sgII.•"s« 1n01111111j]IEsIsIIsIiIIsIsg&as££^I?ssEI!a v5 -s"2 £cfigsgsga°?^.d^ •» d^$III.ssV< 0s5s§5co!5.iCMs0ITl. sain(0s3IssI§suaI53•sss1s^,?3si§sI3II£ IIgs113 g?LL11m>•5s3Is?.i^s&&£S |£^uIIIb.J i=IR;S|§E5^<1IIiIll iI ci .1 S|'ecc'Al1&d-II II-I D: >NJI.J I1 IP!8 si Sl"^^II-i a: >jI?eI Ii j IPi^Ru-^ II I ?^c; .t iIs1-"tIIIIIssi i2'I'II!J.l!flIjsI"iRSi.i;rPsiilit!!SS;ia.'s:*-:-^"j.SISminIu,ME0gSifel"i^sesailCMgilss"»BIillsi%<£1"B»iiISffll3m^nMM•nsNmmBvmas^vliliiiifiyi!^g?s3•"0teN^Itl<tsIIIIII•a^scn•sIIIIaI"I^>ri.!»IIi 1111 iI isIg0gnjgggliS 5HI 1nn11111111IIIIIiIIIIi!sI*•£sgI9y•s.s•ss5fcD:s•sI•s€,sISssps^^II§Iri3SS 5sss.as;gNIB c^0ngs^< uI?u\•§u•s£I8:•o nI3ssuI3is"."u ys us§5<s.SlI Isui£s•5s;^&£i£1s0I§IIs2s•ss? j d 'I I ICJ j i!I I |P" 5 -IIII II I "sUJI55?.glf sIA11-j a: >j lz•iih."is,i' ^ js.iIIIsI112'rI.1Kjj,IIstooIji"IgB!>mea.80.3ci811sIB^IdBitIffl3y-&fec^^assftsBia.jl|i|:o3ali«saii§IdIS•;Itgsissi§isI--sIUI!!isl":K?d:S^izg-§sSlswa1U.2s13sim•p»ms§8riss:»£•liljigISu§mtiSIBBJ5sg" gl:i!2u.sI ts5 S•smES si£ s sa 1nn111111]]J1JJjs8siJI1III£Ij5s•sIas11a Ss pllI il<.111IsS3111 1s t^Is11 IIati IIII ?1gI!•sIiIII3t§mus%§3u:iogs SJ IslIS^!IshII13sIillliIIILUiIII1..1|8!s s011|w -j a > a:h?N]S c c 6 E|»!S 3" -J °:> g8l^I«g£|SI ^SS5 S^ £1,^'"m0-Iff >gs1-°m3n?§II&"s" I$1I^IwIC iCsi•ISl§!s s§ S 5 S ^1^^j•I1-°IIj"1-" g,i I j It'H dlsI j : |<:II ^ - i00P JI3IIIIItII.sisII§•s&II3!i^tIJJIIIIJS -C CMiw.ilii1111lilt1!11iisS°£i2i£&%Itsi•sII."I§s.2III11i i511 i .. -.T'^M'--V./... ..^ •'',.;;' .T.^:/,1'.'..'-^'^^:^'';^^;y.:;.";^-^'5-^•.'•^•;^';^/;/^'{\.'•f'-^;:-t:^'J•-.• . 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'••^'^Wt.Im^1;A.^T"^;.^^mr:^m^5ft^.<•-'•^^fM: ^p.^KK^,^^^^^:,-::..,.^j^^^^••,.•1S^~^/-:^-/:;^€'.I%£%.^®ii®ffi^S^:^';^t>^>.;i.^';^%.''^^^it^WiiiiliiSSS9i9iiii^ilSi^^iSiSiiiS/iSii^iSii^iiiiSil%il%i!%l%iii:%•l^^ti^:$^^^ii'l..i:il^^^^^^^^'^••^:^'y"'.^-.\•^-.1-''•• - :-'":.,.^..- , ;^, •.•;^^ ,^:^5-'T^'.:":::''•^^-•^•^'.,"; '?:w-*1.'1 n0PhaseVDrainage Basin - 8The following calculations were used to determine the minimum required storage volume for stormwater runoff. The volumes were calculated using the Rational Method, and the detention facilities weresized based on a 10-year 2-hour storm event.Pre-developed ConditionsArea = 6.96 AcreC = 0.2 Open LandCalculate Time of Concentration (Tc)Pre-developed Conditions:3=1.90%C = 0.20 Open Land ConditionsAssume: L = 950 ft. (All overland flow)Using Equation in Section II-E-6 Tc = 42 min. (overland flow)Channel FlowUsing Mannings Equation, n = 0.035, S = 2.00%, calculate channel flow3'^^^L=aiKiaioii»BiaftR^j^n:iO.921a ftv=|||JJi|JB@|ft/sec0.00minTc:Total Tc ••Calculate Pre-developed Storm Intensity at TcFrom Figure 1-3, using the 10 year event, I = 0.64Tc'I = 0.81 in/hrCalculate Pre-developed Peak Runoff RateQIO = ciA, using the above parameters.QIO= 1.12 cfs-0.65 r^nCalculate Developed Minimum Required Volume Storage For 10-Year EventC ValueDescriptionArea (Acres)I]Storm Duration(Minutes)0.35 Low to Medium Density ResidentialDeveloped Developed Pre-developedIntensity Runoff Rate Runoff Volume Release Volume(in/hr) (cfs) (cf) (cf)6.96Required Storage(cf)57911131517192123252729313335373941434547495153555759613.21852.58622.19641.92781.72951.57591.45271.35141.26631.19361.13061.07551.02660.98310.94390.90850.87630.84680.81970.79470.77160.75010.73000.71130.69370.67720.66170.64700.63327.846.305.354.704.213.843.543.293.082.912.752.622.502.392.302.212.132.062.001.941.881.831.781.731.691.651.611.581.5423522646288931003286345536103753388740124131424443524454455346484739482749124995507551535228530253745444551355805645337472607741876101111461281141515501685182019552089222423592494262927632898303331683303343735723707384239774111—2015217422832358241024442464247124622446242423972365232922892245219821492097204219851926186518021737167116031534Storage Volume Required2472Calculate Minimum Surface Area For Storm TreatmentAssume: 1. Non-flocculant particles2. Settling velocity of 40 micron particles = 0.0069 ft/secDesign Release Rate = 1.12Minimum Area = 163Basin Sizing (Pond 5A) - DetentionWater DepthSurface AreaVolume1.522752577cfssfftsfcfCriteria is met(From AutoCAD)(From AutoCAD) n0t>Phase VDrainage Basin - 9The following calculations were used to determine the minimum required storage volume for stormwater runoff. The volumes were calculated using the Rational Method, and the detention facilities weresized based on a 10-year 2-hour storm event.Pre-developed ConditionsArea = 2.23 AcreC = 0.2 Open LandCalculate Time of Concentration (Tc)Pre-developed Conditions:S =1.90%C = 0.20 Open Land ConditionsAssume: L = 175 ft. (All overland flow)Using Equation in Section II-E-6 Tc = 18 min. (overland flow)Channel FlowUsing Mannings Equation, n = 0.035, S = 2.00%, calculate channel flowL--Rv-IftiftIft/secTc= 0.00 minCalculate Pre-developed Storm Intensity at TgFrom Figure 1-3, using the 10 year event, I = 0.64Tc"°'651= 1.40 in/hrCalculate Pre-developed Peak Runoff RateQIC = ciA, using the above parameters.QIO = 0.62 cfs nnCalculate Developed Minimum Required Volume Storage For 10-Year EventC ValueDescriptionArea (Acres)Storm Duration(Minutes)0.35Intensity(in/hr)Low to Medium Density ResidentialDevelopedRunoff Rate(cfs)DevelopedRunoff Volume(cf)Pre-developedRelease Volume(cf)2.23Required Storage(cf)157911131517192123252729313335373941434547495153555759613.21852.58622.19641.92781.72951.57591.45271.35141.26631.19361.13061.07551.02660.98310.94390.90850.87630.84680.81970.79470.77160.75010.73000.71130.69370.67720.66170.64700.63322.512.021.711.501.351.231.131.050.990.930.880.840.800.770.740.710.680.660.640.620.600.590.570.560.540.530.520.510.497548489269931053110711571202124512861324136013941427145914891518154715741600162616511675169917221744176617881809187262337412487562637712787862936101110861161123613111386146115361611168617601835191019852060213522102285SB566586|i|l!:589:^5815665455204914594243873483082662231781328638-10-60-110-160-211-263-316-369-422-476Storage Volume Required589Calculate Minimum Surface Area For Storm TreatmentAssume: 1. Non-flocculant particles2. Settling velocity of 40 micron particles = 0.0069 ft/secDesign Release Rate = 0.62Minimum Area = 90Basin Sizing (Pond 5B) - DetentionWater DepthSurface AreaVolume1.5822607cfssfftsfofCriteria is met(From AutoCAD)(From AutoCAD) 0nPhase VDrainage Basin -10The following calculations were used to determine the minimum required storage volume for stormwater runoff. The volumes were calculated using the Rational Method, and the detention facilities weresized based on a 10-year 2-hour storm event.Pre-developed ConditionsArea = 7.82 AcreC = 0.2 Open LandCalculate Time of Concentration (Tc)Pre-developed Conditions:3=1.90%C = 0.20 Open Land ConditionsAssume: L = 700 ft. (All overland flow)Using Equation in Section II-E-6 Tc = 36 min. (overland flow)Channel FlowUsing Mannings Equation, n = 0.035, S = 2.00%, calculate channel flowR=aiiiio;92rifl$lftTc= 0.00 minCalculate Pre-developed Storm Intensity at TcFrom Figure 1-3, using the 10 year event, I = 0.64TcI = 0.89 in/hrCalculate Pre-developed Peak Runoff RateQIC = ciA, using the above parameters.QIO= 1.40 cfs-0.65 nnCalculate Developed Minimum Required Volume Storage For 10-Year EventC ValueDescriptionArea (Acres)11Storm Duration(Minutes)0.35Intensity(in/hr)Low to Medium Density ResidentialDevelopedRun off Rate(cfs)DevelopedRunoff Volume(cf)Pre-developedRelease Volume(cf)7.82Required Storage(cf)57911131517192123252729313335373941434547495153555759613.21852.58622.19641.92781.72951.57591.45271.35141.26631.19361.13061.07551.02660.98310.94390.90850.87630.84680.81970.79470.77160.75010.73000.71130.69370.67720.66170.64700.63328.817.086.015.284.734.313.983.703.473.273.092.942.812.692.582.492.402.322.242.182.112.052.001.951.901.851.811.771.732643297332463483369238824056421743674508464247684889500551155222532454235519561257025789587559576038611761946269634341958675392110881256142315901758192520932260242825952762293030973265343235993767393441024269443746044771493951062224238724932562260426262626260925832549250824622410235322922227215920872013193518551773168816021513142213301236IIBStorage Volume Required =Calculate Minimum Surface Area For Storm TreatmentAssume: 1. Non-flocculant particles2. Settling velocity of 40 micron particles = 0.0069 ft/sec2633Design Release Rate = 1 .40Minimum Area = 202Basin Sizing (Pond 6A) - DetentionWater DepthSurface AreaVolume1.523292675cfssfftsfcfCriteria is met(From AutoCAD)(From AutoCAD) nnPhase VDrainage Basin -11The following calculations were used to determine the minimum required storage volume for stormwater runoff. The volumes were calculated using the Rational Method, and the detention facilities weresized based on a 10-year 2-hour storm event.Pre-developed ConditionsArea = 4.43 AcreC = 0.2 Open LandCalculate Time of Concentration (Tc)Pre-developed Conditions:S= 1.90%C = 0.20 Open Land ConditionsAssume: L= 515 ft. (All overland flow)Using Equation in Section II-E-6 Tc = 31 min. (overland flow)Channel FlowUsing Mannings Equation, n = 0.035, S = 2.00%, calculate channel flowv=arasi.68isBNffift/secTc = 0.00 min^^isaminM^fTotal Te = ICalculate Pre-developed Storm Intensity at TcFrom Figure 1-3, using the 10 year event, I = 0.64Tc'°-65I = 0.98 in/hrCalculate Pre-developed Peak Runoff RateQIO = ciA, using the above parameters.Qio = 0.87 cfs ]nCalculate Developed Minimum Required Volume Storage For 10-Year EventC ValueDescriptionArea (Acres)I10.35 Low to Medium Density ResidentialC Value of 0.60 is weighted C value based onHydrologic Analysis and Design, 2nd Edition, McCuen4.43Storm Duration(Minutes)Intensity(in/hr)DevelopedRunoff Rate(cfs)DevelopedRunoff Volume(cf)Pre-developedRelease Volume(cf)Required Storage(cf)1I1J57911131517192123252729313335373941434547495153555759613.21852.58622.19641.92781.72951.57591.45271.35141.26631.19361.13061.07551.02660.98310.94390.90850.87630.84680.81970.79470.77160.75010.73000.71130.69370.67720.66170.64700.63324.994.013.412.992.682.442.252.101.961.851.751.671.591.521.461.411.361.311.271.231.201.161.131.101.081.051.031.000.981497168418391973209221992298238924742554263027012770283528982958301630723127317932303280332833753421346535093551359326136647057567978488899310971202130714111516162017251829193420382143224723522456256126652770287429793083318812361318136913981412Siiiisj140913961376135213231290125412151173112910831034984932878823767710651591530468405Storage Volume Required1415Calculate Minimum Surface Area For Storm TreatmentAssume: 1. Non-flocculant particles2. Settling velocity of 40 micron particles = 0.0069 ft/secDesign Release Rate = 0.87Minimum Area = 126Basin Sizing (Pond 6B) - DetentionWater Depth :Surface AreaVolume:1.515001519cfssfftsfcfCriteria is met(From AutoCAD)(From AutoCAD) 11jn0Phase VDrainage Basin -13The following calculations were used to determine the minimum required storage volume for stormwater runoff. The volumes were calculated using the Rational Method, and the detention facilities weresized based on a 10-year 2-hour storm event.Pre-developed ConditionsArea = 3.87 AcreC = 0.2 Open LandCalculate Time of Concentration (Tc)Pre-developed Conditions:3=1.90%C = 0.20 Open Land ConditionsAssume: L = 435 ft. (All overland flow)Using Equation in Section II-E-6 Tc = 28 min. (overland flow)Channel FlowUsing Mannings Equation, n = 0.035, S = 2.00%, calculate channel flowmL=;aiagn§R=]ESB NKo.:92B•,i;Biftv=iBIB5l8|—ft/secaTc = 0.00 minCalculate Pre-developed Storm Intensity at TcFrom Figure 1-3, using the 10 year event, I = 0.64Tc'1= 1.05 in/hrCalculate Pre-developed Peak Runoff RateQIO = ciA, using the above parameters.QIO = 0.81 cfsXSSWM-0.65 1n^-1I111Calculate Developed Minimum Required Volume Storage For 10-Year EventC ValueDescriptionArea (Acres)Storm Duration(Minutes)0.35 Low to Medium Density ResidentialDeveloped Developed Pre-developedIntensity RunoffRate Runoff Volume Release Volume(in/hr) (cfs) (cf) (cf)3.87Required Storage(cf)J57911131517192123252729313335373941434547495153555759613.21852.58622.19641.92781.72951.57591.45271.35141.26631.19361.13061.07551.02660.98310.94390.90850.87630.84680.81970.79470.77160.75010.73000.71130.69370.67720.66170.64700.63324.363.502.982.612.342.131.971.831.721.621.531.461.391.331.281.231.191.151.111.081.051.020.990.960.940.920.900.880.8613081471160717231827192120072087216122312297236024202477253225842635268427312777282228652907294829883027306531023139244 1064341 1130439 1168537 1187634 irKIli93;g@B|732 1189829 1178927 11601024 11371122 11091219 10781317 10431415 10051512 9651610 9221707 8771805 8301902 7822000 7322097 6802195 6272293 5732390 5172488 4612585 4032683 3442780 2852878 2252975 163Storage Volume Required1193Calculate Minimum Surface Area For Storm TreatmentAssume: 1. Non-flocculant particles2. Settling velocity of 40 micron particles = 0.0069 ft/secDesign Release Rate = 0.81Minimum Area = 118Basin Sizing (Pond 7) - DetentionWater Depth ••Surface AreaVolume:1.513611221cfssfftsfcfCriteria is met(From AutoCAD)(From AutoCAD) -1'V/"•- •••I-I*..'.• I--J*;;• : .t.'-..•:,•,:-I;•';;"-].v:'>:1-'' K-'^.''^l.:^~^:'<''/.;.• ^;,i '^••:::'^;;,.•:..:.-^,''•,,-.•--"-•..I'.^-s-;-^;',^< -•'^•s':<' V,--.•^•-. •./^;:,' ..,.• ^;'..^L;,'-:':^^'^ • .:'^'^.;.I^IN"%%%^:1 ^.^^•.'".•••":.^-'^'.'.^-;.^^•u---;. "".-•-.'.'^•.^^'•:-¥.,^..-;"^••'•-'. ;..;'^";.;-..'~^'v..:>.^;'.'' • ';>''''•^;-.:;'^:.&-^''^I^J.^Tl^yi?®^'^'^•l^t®^!^^^^^•~\,,^.:'~- •'::'!- ••''.'^y-''^"i<'''.'-'..,:.'.-;-^^^^..;'^^..^l;.^^:^%'lli^l^:::,;'^<^.;..J&|^;5^';1'^-^.••-' -•^;.,:.^%'s;'''';",- '•.;.',; I,-:\'.. '..:..''''.••;,,,.;'; j^^-.:xiy^^^^^^^''^i,;;;..^.'..'.,'''-•• s?-^r'l^;;'iilill%il^^^^•'':^'^:l'^'^^:^.:/.y!--iM'^;'^„<•.'".;'.'-.'.•.I.' "•; '-. ..'• '•'-/•: . 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';.•,,-t^.';:.-'';''.•.".:...'•'•*;/^.'.•'-••(.''"'.''L •'•';• 1; .; '^•"" ' '•' '•'.'''?;. '''':"vy •''!'.:-1'1;:'^^''';^;KI';':':.::.V-^1^•)1.'*.',•'•--1 ! ..f:••":'.'-';"';;^.-"'..''.^ ;^- ''':::^i'--Y,;"''.'W':^i::'1^,'<,''^.:,^^-,^,^.,h..; •• •'•••:. .' .' 111nnMeadow Creek Subdivisioin, Phase VOutfall Structure SizingUsed weir equation in Section 11-2D of City of Bozeman Design Standards and Specifications PolicyQ=CLH1-51.5^L = Q/(CH '•:')Q values from Pre-developed runoff conditionsBasin 8Basin 9Basin 10Basin 11Q= 1.12Q= 0.62Q= 1.40Q= 0.87cfscfscfscfsHc1.5FT3.33 FTWeir LengthsBasin 8Basin 9Basin 10Basin 11LL--L--L0.183622 FT0.102048 FT0.228054 FT0.142379 FT2.2 Inches1.2 Inches2.7 Inches1.7 Inches -1i^fI'»..'...;' . .'••-..''r;,*-<'.'•^^J.^ ..^I•;'-,-• '(•.••:l'-':.:-:^..\^l-'-^.;^;-':^.:.''.1^^'/-••'.•-''^'•:':;^'1^/^;\:^^' '-''•" .';'• '' '; ' ' .\ -• l'< ''''"'•'•'.''. • ';'1';,. 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"' ^'"\:i-'' :/-'.:'::'':' '..<^;1/-^''^-;';.\^,~i.••."•'"^''!•••'•^:.:•^/-'.1/.^^%-..' ^'•:<''•:1:-''•-':v nMeadow Creek Subdivision, Phase VSidewalk Chase SizingSW ChaseBoulevardWidth (ft)h (ft) @1.5%min slopeRational Method"C" ValueIntensity(in/hr)Area(Acres)25-Yr Flow(cfs)w (ft)(0.5' min.)ChaseCapacity (cfs)|(Manning's)SolidCoverwidth (ft)|Pond 137.51.0-0^5-1.7-3~8T2.33f.00"Z79^1.211^) c^f^ 0.^^; -^