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04 - Design Report - Cottonwood Condos - Water, Sewer, Storm
nr,•»DESIGN REPORTWATER, SEWER & STORM WATER MANAGEMENTCOTTONWOOD CONDOMINIUMSPrepared for:Delaney & Company101 East Main Street, Bozeman, MT 59718(406)586-3132ItIIPrepared by:C&H Engineering and Surveying, Inc.205 Edelweiss Drive, Bozeman, MT 59718(406)587-1115-3='-^-=%;..,lr"@SHlffl3f,:ffFFB 2 5 200^ J|,t L','. "'-<nl;^~T.--T^~,-»~..^,...JIProject Number: 03541January 2004fi/M^.^^IK^iii^jij^£:'Sss^jU^%a^?y'^.^^iL^r nINTRODUCTIONThe proposed Cottonwood Condominiums project will be located on Lot 2A of the Spring CreekVillage Resort Minor Subdivision, just north of the Ridge Athletic Club, located at the Corner ofFerguson and Fallen Streets. The project will entail installing the required infrastmcture to servicethe proposed 78 duplex condominium buildings (156 total units), with constmction being completedin three separate phases. Phase one of the development will start with the area closest to ResortDrive and will work its way west towards Fergiison with Phase two. Phase three will consist of thearea to the north of the central park area. This project will include extending Ravalli street throughthe site to Fallen Street, and will tie into the City ofBozeman water and sewer utilities. The sewersystem for Phases one and two will be routed to Resort Drive, while Phase three will tie into theexisting stub at Babcock Street. All interior streets within the development will be private drives thatdo not meet City ofBozeman standards for width. The private drives will be constructed with curband gutter to a width of 28 feet from back of curb to back of curb with a 4 foot sidewalk on the westside of the street.WATER SYSTEM LAYOUTCurrent water mains and stubs in the area utilized for Cottonwood Condominiums include an 8-inchductile iron pipe (DBP) stub from Fallen Street, an 8-inch stub from Resort Drive, and an 8-inch Stubfrom Babcock Street. A Watercad analysis is enclosed for all mains installed with Spring CreekResort Minor Subdivision. The connection to the existing system is modeled as a pump withcharacteristics matching data measured by the City ofBozeman Water Department. The water mainswill be looped throughout the development with three different tie in locations to the City ofBozemanwater system to ensure adequate circulation of water. As development continues in phase two, stubswill be provided to the boundary of adjoining property to the north where future development isplanned.Design Report - Page 1 of 16 nWATER DISTMBUTION SYSTEM SIZING1. INPUT DATAAverage Daily Residential UsageAverage Daily Usage per unit200 gallons per capita per day2.54 persons/dwelling unit(200 gpcd) = 508 gpd/unitPhase 1Average Day DemandPhase 2Average Day DemandPhase 3Average Day Demand508 gpd/unit(70 units) = 35,560 gpd = 24.69 gpm508 gpd/unit(62 units) =31,496 gpd =21.87 gpm508 gpd/unit(24 units) = 12,192 gpd = 8.47 gpmTotal55.03 gpmMinimum Fire Hydrant FlowResidual Pressure Required1500 gpm20 psi for Fire Flow1. Average Day Demand (Peaking Factor = 1)2. Maximum Day Demand (Peaking Factor =2.5)3. Peak Hour Demand (PeakingFactor=r3.0)Total Maximum Day Demand(Ph 1-3)Total Peak Hour Demand(Ph 1-3)== 55.03 gpm x 2.5= 55.03 gpmx 3.0137.58 gpm165.09 gpmDesign Report - Page 2 of 16 DnHYDR4ULIC ANALYSISWe have provided a water distribution model created using Watercad Version 6.5 for demandforecasting and describing domestic and fire protection requirements. In order to model the system,each junction node of the water distribution system was assessed a demand based on its service area.The table shown below quantifies the demands placed at the junction nodes and given are the demandsfor Average Day, Maximum Day and Peak Hour within the development. The peaking factor for eachcase is 1, 2.5 and 3.0 respectively.COTTONWOOD CONDOMINIUMS WATER SYSTEMJUNCTIONNODE# UNITSAVG. DAY GPMMAX. DAY GPMPEAK HOURGPM1882.827.058.481920.711.782.122062.125:306.362162.125.306.362220.711.782.1225124.2310.5812.7226165.6414.1016.9627124.2310.5812.7228103.538.8310.6029144.9512.3814.8430207.0617.6521.2031124.2310.5812.723262.125.306.363362.125.306.363862.125.306.3639103.538.8310.604082.827.058.48TOTAL15655.47137.66165.36Design Report - Page 3 of 16 nnStatic, residual and pitot pressures for fire hydrants #703 located at Ferguson and Fallen, #900located at Ferguson and Valley Commons, #717 located at Ferguson and West Babcock, #1134 atWest Babcock and Cottonwood, and a hydrant on Cottonwood south of West Babcock were obtainedfrom the City ofBozeman Utility Department.This flow/pressure information was used to develop relationships between static head and flow atthe tie in point. This relationship was used in the model by simulation of pumps at the connectionpoint at the intersection ofFallon Street and Ferguson Avenue. The pump is connected to a reservoirwhich acts as a source of water. The elevations of the reservoir is fixed at the elevation of the pump,which is also equivalent to the elevation of the tie in point. The reservoir does not create any headon the system, the head is generated entirely by the pump. The input data and the pump curve isincluded in the Appendix.DISTMBUTION MAINThe 8 inch DIP water mains do provide adequate capacity with regards to the Peak Hour Demands.The flows and pressures within the system for the Peak Hour Demands were generated with theWatercad program and can be found in the Appendix.The capacity of the system to meet fire flow requirements was tested by running a steady state fireflow analysis for all junctions at fire hydrant locations. The model shows that all hydrant junctionssatisfy fire flow constraints (residual pressure>20psi @ flow rate > 1500 gpm), while providingservice to all of the units at peak hour. The results of the analysis at peak hourly flow are given in theAppendix.Design Report - Page 4 of 16 nnSEWER SYSTEMSummary:Sewer main lines will be installed in all of the streets of the development and will flow into eitherthe existing 8-inch Sewer main in Resort Drive, or the existing 8" stub from Babcock Street. Phasesone and two will tie into an existing 8" stub from Resort Drive, where it will travel north to theexisting 10" main in Babcock Street. Phase tb-ee will tie into an existing 8-inch stub located at thenorth end of the property where it will enter the 10" main in Babcock street. The property is zonedRO Residential Office, and this development is consistent with the development predicted by thedesign report for Spring Creek Village Resort. The sewer main for phases 1 & 2 will also servicea piece of property to the south that will be sold to the Ridge Athletic Club for future development.Design RequirementsThe flow rates used herein are according to the City ofBozeman Design Standard and SpecificationPolicy dated May, 2003. The peaking factor for the design area is determined by figuring theequivalent population and inserting the population into the Harmon Formula. Using the city averageof 2.54 persons per household we can calculate the equivalent population for the development.For the sewer main servicing phases 1 & 2 the equivalent population is calculated below:Equivalent Population = (2.54 persons/dwelling unit)(132 units) = 335.28 persons=(12.19 persons/Acre)(4.6165 Acres) = 56.27 PersonsHannon Fonnula: Peaking Factor = (18 + -/P)/(4 + T/^P) P = Population in thousandsPeaking Factor = (18 + ^0.392)/(4 + /0.392)Peaking Factor =4.03Assumed infiltration rate = 150-gallons/acre/day = 150(28.2062acres) = 4,235 gal/dayThe peak flow rate is calculated by multiplying the City's design generation rate of 72 gallons percapita per day by the population, multiplying by the peaking factor, and adding the infiltration rateDesign Report - Page 5 of 16 n0PeakFlow Rate=72 gpcpd (392 persons)(4.03) + 4,235 gpd = 117,977.72 gpd81.93 gpm0.183cf8The capacity of an 8 inch main is checked using Maiming's Equation:Qfa,,=(1.486/0.013)AR2/3Sl/2For the 8 inch main:Manning's n = 0.013 for PVC PipeMinimum Slope = 0.004 ft/ftA = (3.14/4)d2= (3.14/4)(8/12)2= 0.34907 ft2P = 2(3.14)r = 2(3.14)(4/12) = 2.0944 ftR = A/P = 0.34907/2.0944 = 0.16667 ftR2/3=0.30105ftS = 0.004 ft/ftSl/2 = 0.0632 ft/ftQMI = (1.486/0.013)(0.34907)(0.30105){0.0632) = 0.7592 cfsQ/Qfaii = 0.183/0.7592 = 0.2318 or 24.10 %For the sewer main servicing phase 3 the equivalent population is calculated below:Equivalent Population = (2.54 persons/dwelling unit)(24 units) = 60.96 personsHarmon Formula: Peaking Factor = (18 + -/^P)/(4 + -/P) P = Population in thousandsPeaking Factor = (18 + y0.061)/(4 + T/'0.061)Peaking Factor = 4.30Assumed infiltration rate = 150-gallons/acre/day = 150(7.0614acres) = 1,060 gal/dayThe peak flow rate is calculated by multiplying the City's design generation rate of 72 gallons percapita per day by the population, multiplying by the peaking factor, and adding the infiltration ratePeak Flow Rate=72 gpcpd (60.96 persons)(4.30) + l,060gpd = 19,933.22 gpd13.84 gpm0.0308 cfsDesign Report - Page 6 of 16 nnThe capacity of an 8 inch main is checked using Manning's Equation:Qfai,=(1.486/0.013)AR2/3Sl/2For the 8 inch main:Manning's n = 0.013 for PVC PipeMinimum Slope = 0.004 ft/ftA=(3.14/4)d2=(3.14/4)(8/12)2=0.34907ft2P = 2(3.14)r = 2(3.14)(4/12) = 2.0944 ftR = A/P = 0.34907/2.0944 = 0.16667 ftR2/3=0.30105ftS = 0.004 ft/ftSl/2 = 0.0632 ft/ftQ^ = (1.486/0.013)(0.34907)(0.30105)(0.0632) = 0.7592 cfsQ/Qfaii = 0.0308/0.7592 = 0.0406 or 4.06 %Based on the previous calculations the proposed 8-inch sewer mains, at the grades shown, will bemore than adequate to cany the design flows. The City ofBozeman sewer plan shows there beingadequate capacity in the 10-inch main in Babcock Street for this amount of flow.STORM WATER MANAGEMENTSummarySTORM WATER mn-offfrom the development will be directed by curb and gutter and stoim sewersto several storm water retention ponds constnicted at various locations on the site. The drainageareas of this project are broken up into several different watersheds that will be directed to their ownstorage facility. Since the property to the south ofRavalli Street will be sold to the Ridge AthleticClub, all storm water mnofffrom this portion of the site will be retained on the south side of the street.A storm water drainage plan outlining the drainage areas and storm sewers is included in theAppendix.Design Report - Page 7 of 16 nnSTORM SEWER #1Stonn Sewer #1 carries the mnofffrom Drainage Area #1 to the retention pond located at the comerof Resort Drive and Babcock Street. Storm Sewer #1 will be approximately 150 feet and will routethe drainage from the curb and gutter to the retention pond. Drainage Area #1 includes a total area of386,595 ft or 8.8750 acres. Accordingto Table 1-1 ofthe City of Bozeman Design Standards a mnoffcoefficient(C) of 0.35 should be used for properties zoned medium density.The maximum flowrate anticipated from Drainage Area #1 during a 25-year storm event is calculatedas follows:Time of ConcentrationOverland flow(120 ft @ 1.0%, C=0.30) = 16.0 min.fsee Figure 1-1, Appendix)Gutter flow(1021 ft @ 1.50% avg.slope)V= (1.486/n)R2/3Sl/2 (n=0.013, A=0.70 ft, P=7.03, R2/3=0.2148, Sl/2==0.1225)V=3.01ft/sT= 1021 ft/^<ft/s/60s/min = 5.65 min?,o'o*<Total Time of Concentration =21.65 minutes (0.361 hours)For a 25-year storm event 125 = 0.78X-64 = 0.78(0.361)-64 = 1.50 in^rQz5 = CIA = 0.35(1.50 Whr)(8.8750 acres) = 4.66 cfsCalculations are enclosed in the Appendix for an 15" PVC pipe at 0.60% slope. The 15-inch pipewill flow at a depth of 11.46 inches with a velocity of 4.63 ft/sec.STORM SEWER #2Storm Sewer #2 carries the runofffrom Drainage Area #2 to three proposed stonn retention ponds onthe north side of the site. Two of the ponds will be located next to the park, and will be connected bya culvert underneath the road. The third retention pond will be coiinected to the other two ponds viaDesign Report - Page 8 of 16 nna stonn sewer that will flow when the two upper ponds fill to capacity. Drainage Area #2 containsa total area of 634,515 ft2 or 14.5664 acres of medium density property (0=0.35).Time of ConcentrationOverland flow(100 ft @ 1.0%, C-0.30)Gutter flow(800 ft @ 1.31% avg.slope)= 15.0min.(see Figure 1-1, Appendix)V= (1.486/n)R2/3Sl/2 (n=0.013, A=0.70 ft, P=7.03, R2/3=0.2148, Sl/2=0.1145)V=2.81ft/sT= 800 ft/2.81 ft/s/60s/min - 4.74 minGutter flow(200 ft @ 0.53% avg.slope)V= (1.486/n)R2/3Sl/2 (n=0.013, A=0.70 ft, P=7.03, R2/3=0.2148, Sl/2=0.0728)V=1.79ft/sT= 200 ft/1.79 ft/s/60s/min = 1.86minTotal Time of Concentration = 21.60 minutes(0.360 hours)For a 25-year stonn event 125 = 0.78X-64 = 0.78(0.360)-64 = 1.50 in^Q25 = CIA = 0.35(1.50 in/hr)(14.5664 acres) = 7.65 cfsCalculations are enclosed in the Appendix for a 18" PVC pipe at 0.50% slope. The 18-inch pipe willflow at a depth of 15.24 inches with a velocity of 4.78 ft/sec.STORM SEWER #3Storm Sewer#3 carries the mnoff from Drainage Area #3 to a detention pond located at the North Eastcomer of the property. The time of concentration from the furthest point in the drainage area iscalculated below. Drainage Area #2 contains a total area of 210,035 ft2 or 4.8217 acres of mediumdensity property (C=0.35).Design Report - Page 9 of 16 nnTime of ConcentrationOverland flow(100 ft @ 1.0%, C=0.30)Gutter flow(285 ft @ 2.30% avg.slope)15.0 min.fsee Figure 1-1, Appendix)V= (1.486/n)R2/3Sl/2 (n=0.013, A=0.70 ft, P=7.03, R2/3=0.2148, Sl/2=0.1517)V= 3.73 ft/sT= 285 ft/3.73 ft/s/60s/min1.27minTotal Time of Concentration == 16.27 minutes(0.271 hours)For a 25-year storm event 135 = 0.78X-64 = 0.78(0.271)-64 = 1.80 in/hrQz5 = CIA = 0.35(1.80 in/hr)(4.8217 acres) = 3.04 cfsCalculations are enclosed in the Appendix for a 15" PVC pipe at 0.25% slope. The 15-inch pipe willflow at a depth of 11.61 inches with a velocity of 2.99 ft/sec.STORM SEWER #4Storm Sewer #4 carries the mnofffrom the north halfofRavalli Street to the proposed storm sewerat the intersection at Ravalli Street and Ferguson Avenue. Drainage Area #4 contains a total area of34,860 ft2 or 0.8003 acres.Time of ConcentrationGutter flow(1075 ft @ 0.50% avg.slope)V= (1.486/n)R2/3Sl/2 (n=0.013, A=1.24 ft, P=9.23, R2/3=0.2623, Sl/2=0.07071)V=2.12ft/sT= 1075 ft/2.12 ft/s/60s/min = 8.45 minTotal Time of Concentration = 8.45 minutes(0.1409 hours)For a 25-year storm event 135 = 0.78X-'64 = 0.78(0.1409)-64 = 2.73 in/hrQz5 = CIA = 0.9(2.73 in/hr)(0.8003 acres) = 1.967 cfsCalculations are enclosed in Appendix B for a 15" PVC pipe at 0.50% slope. The 15-inch pipe willflow at a depth of 6.90 inches with a velocity of 3.58 ft/sec.Design Report - Page 10 of 16 nnSTORM SEWER #5Storm Sewer #5 carries the runofffrom the south halfofRavalli Street to the proposed storm seweron the south side ofRavalli Street at Ferguson Avenue. The total drainage Area from the south sideofRavalli Street contains a total area of 17,756 ft2 or 0.4076 acres.Time of ConcentrationGutter flow(1075 ft @ 0.50% avg.slope)V= (1.486/n)R2/3Sl/2 (n=0.013, A=1.24 ft, P-9.23, R2/3=0.2623, Sl/2=0.07071)V=2.12ft/sT= 1075 ft/2.12 ft/s/60s/min = 8.45 minTotal Time of Concentration = 8.45 minutes(0.1409 hours)For a 25-year storm event 135 = 0.78X-64 = 0.78(0.1409)-64 = 2.73 in/hrQ2s = CIA = 0.9(2.73 in/hr)(0.4076 acres) = 1.00 cfsCalculations are enclosed in Appendix B for a 15" PVC pipe at 0.50% slope. The 15-inch pipe willflow at a depth of4.SO inches with a velocity of 2.98 ft/sec.RETENTION PONDSThe volume of a retention pond sized to handle 10-yr 2-hr storm event is calculated as follows:Q=CiA Q=stonn water mnoff rate (cfs)iio = 0.64(t-°-65) = 0.64(2 hrs)-0-65 = 0.408 in/hrd = (0.408 in/hr)x(l ft/12 in)x( 2 hr) C = runoff coefficientd=0.068ft d= depth of rainfall (ft)V = CdA A = surface area (ft2)V = total volume requiredRetention Pond #1Retention Pond # 1 handles runofffrom Drainage Area #1, The total area of Drainage Area #1includes 386,595 ft2 or 8.8750 acres.Design Report - Page 11 of 16 ^^nV=CdAV = 0.35 x 0.068 ft x 386,595 ft2 = 9,201 ft3 == volume to be retainedThe volume provided for the pond is given below:Vprovided =6,140 ft2 (at mid-depth) x 1.5 ft deep =9,210 ft3Retention Pond #2Retention Pond #2 handles mnofffrom Drainage Area #2. The combined area from DrainageAreas #2 contains 634,515 ft or 14.5664 acres.V=CdAV = 0.35 x 0.068 ft x 634,515 ft2 = 15,101 ft3 = volume to be retainedThree retention ponds will be used to provide the required volume of storage. The volume providedin each pond is calculated below:Vprovided = 1,585 ft2 (at mid-depth) x 1.5 ft deep == 2,375 ft3Vp,ovided= 2,640 ft2 (at mid-depth) x 1.5 ft deep = 3,960 ft3Vp,ovided = 5,875 ft2 (at mid-depth) x 1.5 ft deep = 8,812.5 ft3Total Volume Provided = (2,375 + 3,960 + 8,812.5) = 15,145 ft3Retention Pond #3Retention Pond #3 handles runofffrom Drainage Area #5. The combined area from DrainageAreas #5 contains 127,221 ft2 or 2.9206 acres. This piece of property is going to be sold tothe Ridge Athletic Club for future development. To be conservative a C factor of 0.60 wasused for commercial areas.V=CdAV = 0.60 x 0.068 ft x 127,221 ft2 = 5,190 ft3 = volume to be retainedThe volume provided for the pond is given below:Vprovided = 3,470 ft2 (at mid-depth) x 1.5 ft deep = 5,205 ft3Design Report - Page 12 of 16 nnRetention Pond #4Retention Pond #4 handles runofffrom Drainage Area #6. The total area from DrainageAreas #6 contains 123,648 ft or 2.8386 acres. Drainage area #6 includes the drainage fromthe south halfofRavalli Street and apiece of property is going to be sold to the Ridge AthleticClub for future development. To be conservative a C factor of 0.60 was used for the portionof land being sold to the Ridge. A C factor of 0.90 was used for Ravalli Street.V=CdAV = 0.60 x 0.068 ft x 105,892 ft2 = 4,320 ft3 = volume to be retainedV = 0.90 x 0.068 ft x 17,756 ft2 = 1,087 ft3 = volume to be retainedTotal Volume to be retained = (4,320 + 1087) = 5,407 ft3The volume provided for the pond is given below:Vprovided= 3,625 ft2 (at mid-depth) x 1.5 ft deep = 5,438 ft3DETENTION POND #1Detention Pond #1 will handle the mnofffrom Drainage Area #3. The time of concentration wascalculated from the furthest point in the drainage area to the detention pond.Pre-Developed ConditionsFlow Length =Slope (%) =C coeficient =Cf =Tc = (1.87*(1.1-C*Cf)(L)(1/2))/(s)<1/3)Tc(min)= 39.11234565.001.070.20i.00Storm Return Interval =I (in/hr) for 10 year storm l=0.64t(-065)100.845229RATIONAL METHOD FOR CALCULATING FLOW RATERational Method = Q = C*1*AC coeficient =Cf =I (in/hr) =Area (ft2) ==0.201.000.85210035.00= Area (AC)Allowable Runoff From 10yr Storm (ft3/s) =0.8154.8217Design Report - Page 13 of 16 nnThe storage basin located in the detention structure can have a release rate ofpre-development flow.The maximum required storage is calculated below by varying the storm duration and holding therelease rate at 0.815 cfs and using a C of 0.35.Total Area (ac) = 4.82Weighted C = 0.350Release Rate (cfs)= 0.815Tc Method10 YearStormlength(min)510151617181920212223242530StormIntensity(In/Hr)3.222.051.581.511.451.401.351.311.271.231.191.161.131.00TotalQ(ft3/s)5.4313.4612.6592.5502.4522.3622.2812.2062.1372.0732.0141.9591.9081.695Total RunoffVolume(ft3)1629.442076.822393.492448.172500.672551.202599.942647.042692.632736.832779.742821.462862.063050.65ReleaseVolume(ft3)244.53489.05733.58782.49831.39880.30929.20978.111027.021075.921124.831173.731222.641467.16RequiredStorage(ft3)1384.921587.771659.911665.681669.281670.901670.741668.931665,611660.911654.911647.731639.421583.48The proposed pond has a mid-depth surface area of 1,480 ft2. At a depth of 1.5 feet, the pond has astorage volume of 2,220 ft .DETENTION POND #2Detention Pond #2 will handle the ranofffi-om Drainage Area #6. The time of concentration wascalculated from the furthest point in the drainage area to the detention pond.Pre-Developed ConditionsFlow Length = 1100.00Slope (%) = 0.36C coeficient = 0.20Cf = 1.00Tc = (1.87*(1.1-C*Cf)(L)(1/2))/(s)'1/3)Tc(min)= 78.17718Design Report - Page 14 of 16 nStorm Return Interval =I (in/hr) for 10 year storm l=0.64t<-°65>100.53886RATIONAL METHOD FOR CALCULATING FLOWRATERationalMethod =Q=C*1*AC coeficient =Cf =I (in/hr) =Area (ft2) -0.201.000.5417756.0= Area (AC)00.4076Total Runoff For 10yr Storm (ft3/s)0.04393The storage basin located in the detention stmcture can have a release rate ofpre-development flow.The maximum required storage is calculated below by varying the storm duration and holding therelease rate at 0.044 cfs and using a C of 0.9.Total Area (ac) = 0.41Weighted C = 0.900Release Rate (cfs)= 0.044Tc Method10 YearStormlength(min)20120125130135140145150155160165170175180StormIntensity(In/Hr)1.310.410.400.390.380.370.360.350.350.340.330.330.320.31TotalQ(ft3/s)0.4800.1500.1460.1420.1390.1350.1320.1290.1270.1240.1220.1190.1170.115Total RunoffReleaseVolume Volume(ft3)52.72316.30329.48342.65355.83369.01382.19395.37408.55421.73434.91448.09(ft3)575.421077.311092.811107.921122.651137.031151.081164.821178.271191.431204.331216.981229.391241.57461.27474.44RequiredStorage(ft3)522.71761.01763.34765.26766.82768.02768.89769.45769.72769.70769.43768.90768.13767.13tThe proposed pond has a mid-depth surface area of 650 ft. At a depth of 1.5 feet, the pond has astorage volume of 975 ft3.Design Report - Page 15 of 16 nSTREETS, CURB AND GUTTER, SIDEWALKSSummaryAccess to the site will be provided from four separate locations. The primary accesses will be fromResort Drive, Fallen Street, Ferguson Street, and Babcock Street. Secondary access will also beprovided to the site from Ravalli Street.Ravalli street will be improved to City of Bozeman standards. It will be constructed with a roadwidth of 31 feet measured from back of curb to back of curb. Curb and gutter will be constmcted toCity ofBozeman standards. A 5 foot wide sidewalk with a 7.5 foot boulevard will be constmctedon the north side ofRavalli. The road section will be 3 inches of pavement, 6-inches of 1.5 inchminus crushed base course, and 9-inches of6-inch minus pit run material. Geotextiles maybe useddepending on site conditions. Interior streets will be private drives that do not meet City ofBozemanstandards. The private drives will be constmcted with a road width of 28 feet measured from backof curb to back of curb. The private drives will have the same cross section of 3 inches of pavement,6-inches of 1.5 inch minus cmshed base course, and 9-inches of6-inch minus pit run material.G:\c&h\03\03541\0ffice\cottonwooddesign report, wpdDesign Report - Page 16 of 16 00APPENDIX n0Pump Curve Calculations:Pump #1Static Pressure (Ps) =Pitot Pressure (Pp)=Residual Pressure (Pr) =Qf=Q=Qf*((Ps-P)/(Ps-Pr))',(0.54)130801001680Pressure130120110100908070605040300Flow0.00928.251349.651680.001962.352213.642442.672654.712853.203040.573218.583708.46Head300.00276.92253.85230.77207.69184.62161.54138.46115.3892.3169.230.00 IK.rJ^0--00-8-W-1—-0-:44:"G--.J-10^-^fP-10-M.rzI*DQ,P-'463-~Ff^^P-44JP-9(J4 0J-37P-4J-38G/y-<</4-4-26J-2424,r~P-43J-36•lz"WP-42[J-36\P-41\-^_J L-J^2? ^ —— ^ —— ^0-^?.^naoooaP-64P-66 .;.,7-181J-44'-19a•^s-^@°0Bl23J90nP-2LJ3P-34L^-l67nOQaU-18J-2J-29J-2-18J-31lj-26^^GVJ>J-17}—BcIP-8J-4-37P-67er-r^-]LJr-^J-28LJ-3-616J-43P-6030p-se•sJ-33460143614O^j-^P-7m13(M* 0-13@^-^10 ... £R-22F?J-4?MP-2( n/•Scenario: Average DailyFire Flow AnalysisJunction ReportLabelElevation(ft)ZoneTypeBase Flow(9pm)PatternDemand(Calculated(9pm)CalculatedHydraulic Grade)(ft)Pressure(psi)J-4J-5J-6J-7J-8J-9J-10J-12J-13J-14J-15J-16J-17J-18J-19J-20J-21J-22J-23J-24J-25J-26J-27J-28J-29J-30J-31J-32J-33J-34J-35J-36J-37J-38J-39J-40J-42J-46J-41J-43J-44J-454,811.034,809.704,802.414,801.114,798.664,787.404,784.504,781.454,800.254,798.494,798.254,795.074,796.064,794.394,791.744,790.304,789.054,787.754,790.254,788.904,794.214,793.934,792.854,797.104,791.844,796.504,792.754,796.104,796.904,787.654,787.504,784.254,782.244,782.254,783.904,788.004,789.064,797.3514,790.504,797.7514,791.7414,795.071Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1DemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemand0.000.000.000.000.000.000.000.000.000.000.000.000.008.482.126.366.362.120.000.0012.7216.9612.7210.6014.8421.2012.726.366.360.000.000.000.006.3610.608.48i0.0010.00]0.001o.oolo.oolo.oolFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixed0.000.000.000.000.000.000,000.000.000.000.000.000.008.482.126.366.362.120.000.0012.7216.9612.7210.6014.8421.2012.726.366.360.000.000.000.006.3610.608.480.0010.0010.0010.0010.001o.ool5,293.305,293.215,292.765,292.755,292.725,292.685,292.675,292.675,292.705,292.685,292.675,292.665,292.665,292.665,292.665,292.665,292.675,292.675,292.675,292.675,292.665,292.675,292.675,292.675,292.675,292.675,292.675,292.675,292.675,292.675,292.675,292.675,292.675,292.675,292.6715,292.67 ]5,292.6715,292.675,292.6715,292.6715,292.6615,292.671208.66209.19212.15212.71213.76218.61219.86221.18213.06213.81213.91215.29214.86215.58216.73217.35217.89218.45217.37217.96215.66215.78216.25214.41216.68214.67216.29214.84214.50218.50218.56219.97220.84220.83220.12218.35217.89214.30217.26214.13216.73215.29Title: Spring Creekg:\c&h\03\03541\watercad.wcd02/24/04 09:48:53 AM © Haestad Methods, Inc.C & H Engineering & Surveying Inc37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Matt CottermanWaterCADv6.5[6.5120f]+1-203-755-1666 Page 1 of 1 nScenario: Average DailyFire Flow AnalysisPipe ReportnLabeLength(ft)Diameter(in)MaterialHazen-WilliamscCheckValve?MinorLossCoefficienContra;StatusDischarge (Jpstream Structur^lownstream Structu(gpm) | Hydraulic Grade | Hydraulic Grade(ft) I (ft)•t PressurePipeHeadloss(ft)P-2P-3P-4P-5P-6P-7P-8P-9P-10P-13P-14P-15P-17P-18P-19P-21P-22P-23P-24P-25P-26P-27P-29P-30P-31P-34P-35P-36P-37P-38P-40P-41P-42P-43P-44P-45P-46P-47P-48P-51P-57P-59P-60P-39P-49P-50P-52P-54P-55P-56P-576.00334.00153.00677.00233.00414.00730.00575.00623.00175.00200.00213.00219.00112.00164.00236.00238.00238.00262.00188.00182.00158.00219.00202.00266.00324.00322.00232.00266.0069.0058.0090.00318.00173.00304.0034.0092.00268.0086.0023.00205.0041.001187.00130.001189.00178.00154.00132.00|213.001190.00134.001481 Ductile Iroi88888888888Ductile IroDuctile Iro.Ductile IroiDuctile IroiDuctile IroiDuctile IroiDuctile IroiDuctile IroiDuctile IroiDuctile IroiDuctile Iroi81 Ductile Iror81 Ductile Iroi8 [ Ductile Iroi81 Ductile Iror8 [ Ductile Iror8| Ductile Iror81 Ductile Iror81 Ductile Iror8| Ductile Iror81 Ductile Iror81 Ductile Irorl8| Ductile Irorl81 Ductile Irorl8| Ductile lror[8| Ductile Irorl81 Ductile Irorl81 Ductile Irorl81 Ductile Irorl8| Ductile Irorl81 Ductile Irorl81 Ductile Irorl81 Ductile lror|81 Ductile lror|81 Ductile lror|81 Ductile lror|81 Ductile lror|81 Ductile Iror]8 ] Ductile Iror|81 Ductile Irorl8| Ductile Iror]8| Ductile Irorl8| Ductile Iror]8| Ductile Irorl81 Ductile Iror]8| Ductile Irorl81 Ductile Irorl81 Ductile lror|81 Ductile Irorl81 Ductile Irorl130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.01130.01130.01130.01130.01130.01130.0)130.01130.01130.01130.0[falsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalse0.0010pen0.00]0pen0.0010pen0.00[0pen0.0010pen0.0010pen0.00[0pen0.0010pen0.0010pen0.3910pen0.3910pen0.3910pen1.0010pen0.7410pen0.00]0pen0.0010pen0.3910pen0.3910pen0.3910pen0.39)0pen0.0010pen1.00[0pen0.3910pen0.39[0pen0.0010pen0.3910pen0.3910pen0.3910pen0.00]0pen0.4010pen0.89]0pen0.2010pen1.0910pen0.7810pen0.3910pen1.7910pen0.00]0pen0.0010pen0.0010pen0.3910pen0.00]0pen1.7910pen0.7410pen1.7610pen0.0010pen0.0010pen1.7610pen1.7910pen0.0010pen0.00]0pen1.7910pen165.36165.36165.36165.3647.0747.0747.0712.7512.75118.2964.0334.947.477.47-1.01-11.82-18.06-9.36-7.86-34.322.33-10.39-17.08-5.77-18.49-16.35-54.268.72|-4.00-10.361-5.05[-5.05]-5.051-12.7517.70|7.70|1.34|-9.261-17.741-0.121-0.121-16.721-16.721-1.51-1.51-29.091-29.091-3.13)-3.13117.86117.86)4,994.805,293.525,293.305,293.215,292.765,292.755,292.725,292.685,292.675,292.765,292.705,292.685,292.665,292.665,292.665,292.665,292.675,292.675,292.675,292.675,292.665,292.665,292.675,292.675,292.675,292.675,292.675,292.67|5,292.6715,292.6715,292.6715,292.6715,292.6715,292.6715,292.6715,292.6715,292.675,292.67]5,292.6715,292.6715,292.6715,292.6715,292.6715,292.6715,292.6715,292.6715,292.67|5,292.6615,292.6615,292.67|5,292.674,994.805,293.305,293.215,292.765,292.755,292.725,292.685,292.675,292.675,292.705,292.685,292.675,292.665,292.665,292.665,292.675,292.675,292.675,292.675,292.685,292.665,292.665,292.675,292.675,292.675,292.675,292.7015,292.6715,292.67]5,292.6715,292.6715,292.6715,292.6715.292.67[5,292.6715,292.6715,292.6715,292.67]5,292.6715,292.6715,292.6715,292.6715,292.67)5,292.6715,292.6715,292.67]5,292.6815,292.6615,292.6615,292.6715,292.6610.000.220.100.440.010.030.050.000.000.060.020.010.000.000.000.000.000.000.000.010.000.000.000.000.000.000.030.000.000.000.000.000.000.000.000.000.000,000.000.000.000.000.000.000.000.000.000.000.000.000.00Title: Spring Creekg:\c&h\03\03541\watercad.wcd02/24/04 09:50:35 AM © Haestad Methods, Inc.C & H Engineering & Surveying Inc37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Matt CottermanWaterCADv6.5[6.5120f]+1-203-755-1666 Page 1 of 2 nScenario: Average DailyFire Flow AnalysisPipe ReportHeadlossGradient(ft/1000ft)0.000.650.650.650.060.060.060.010.010.370.120.040.000.000.000.000.010.000.000.040.000.010.010.000.010.010.080.000.000.010.010.000.000.010.000.000.000.000.010.000.000.010.010.000.000.030.050.000.00,0.010.01Title: Spring Creekg:\c&h\03\03541\watercad.wcd02/24/04 09:50:35 AM © Haestad Methods, Inc.C & H Engineering & Surveying Inc37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Matt CottermanWaterCAD v6.5 [6.5120f]+1-203-755-1666 Page 2 of 2 nScenario: Average DailyFire Flow AnalysisFire Flow ReportLabelZoneFire FlowIterationsSatisfiesFire FlowConstraints?Fire FlowBalanced?NeededFire Flow(9pm)AvailableFireFlow(9pm)TotalFlowNeeded(9pm)TotalFlowAvailable(9pm)ResidualPressure(psi)Calculated iMinimum ZonResidual I PressurePressure | (psi)(psi)CalculatedMinimumZonePressure(psi)J-4J-5J-6J-7J-8J-9J-10J-12J-13J-14J-15J-16J-17J-18J-19J-20J-21J-22J-23J-24J-25J-26J-27J-28J-29J-30J-31J-32J-33J-34J-35J-36J-37J-38J-39J-40J-42J-46J-41J-43J-44J-45Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1Zone-1333335333333333444543333333334343335433333truetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetrue1,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.0011,500.001,500.0011,500.0011,500.0011,500.0011,500.0011,500.00)1,500.0011,500.0013,051.962,964.472,654.762,608.622,578.122,616.872,574.072,597.332,614.482,593.462,571.082,555.172,523.712,524.322,534.992,560.762,582.332,601.802,610.112,608.722,547.042,567.902,588.272,575.642,591.802,596.052,582.612,565.522,565.002,604.69;2,605.792,610.7512,601.4912,602.1612,599.9012,610.1212,580.8412,569.28]2,604.2712,579.6012,540.6312,559.46111,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,508.4811,502.1211,506.3611,506.3611,502.1211,500.0011,500.00[1,512.7211,516.9611,512.7211,510.6011,514.8411,521.2011,512.72[1,506.3611,506.3611,500.0011,500.0011,500.00'1,500.00|1,506.361,510.6011,508.4811,500.0011,500.00]1,500.00)1,500.0011,500.0011,500.0013,051.962,964.472,654.762,608.622,578.122,616.872,574.072,597.332,614.482,593.462,571.082,555.172,523.712,532.802,537.112,567.122,588.692,603.922,610.112,608.722,559.762,584.862,600.992,586.242,606.642,617.252,595.332,571.882,571.362,604.6912,605.7912,610.75|2,601.4912,608.52|2,610.5012,618.6012,580.842,569.2812,604.2712,579.6012,540.63]2,559.46120.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00120.00120.00120.00120.00120.0020.0020.0020.0020.0020.7120.0020.0020.0020.0020.0020.0020.0020.0020.0021.5322.3523.3720.7821.9820.0020.0020.0020.0020.0020.0020.0020.0020.00121.3120.00120.02120.00120.00120.00120.12121.88120.00120.00120.00120.00120.00120.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00120.00120.00120.00]20.00[20.00120.00]20.00120.00120.00120.00120.5322.9620.5622.5526.1320.0025.1721.8520.8920.5821.6120.0321.7921.1320.3320.0020.0020.0020.0020.0021.5421.1520.5421.1621.8920.2420.6420.8121.1420.0020.1220.0021.2120.6421.5620.0020.0020.9420.5520.7320.5820.62Title: Spring Creekg:\c&h\03\03541 \watercad.wcd02/24/04 09:50:58 AM © Haestad Methods, Inc.C & H Engineering & Surveying Inc37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Matt CottermanWaterCAD v6,5 [6.5120f]+1-203-755-1666 Page 1 of 2 rScenario: Average DailyFire Flow AnalysisFire Flow ReportMinimumZoneJunctionfVlinimum Systerr) CalculatedPressure I Minimum(psi) I SystemPressure(psi)MinimumSystemJunctionJ-5J-6J-7J-8J-7J-33J-15J-15J-14J-43J-17J-17J-18J-17J-18J-17J-15J-15J-46J-33J-17J-15J-28J-43J-46J-46J-32J-33J-32J-15J-15J-15J-38J-39J-38J-33J-15J-33J-46J-28J-18J-17N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/A;N/AN/A|N/A|N/AlN/AlN/AlN/AlN/A]N/AlN/AlN/AlN/AlN/AlN/A|20.5322.9620.5622.5526.1320.0025.1721.8520.8920.5821.6120.0321.7921.1320.3320.0020.0020.0020.0020.0021.5421.1520.5421.1621.8920.2420.6420.8121.1420.0020.1220.0021.2120.6421.5620.0020.0020.9420.55120.7320.58120.621J-5J-6J-7J-8J-7J-33J-15J-15J-14J-43J-17J-17J-18J-17J-18J-17J-15J-15J-46J-33J-17J-15J-28J-43J-46J-46J-32J-33J-32J-15J-15J-15J-38J-39J-38J-33J-15J-33J-46J-28J-18J-17Title: Spring Creekg:\c&h\03\03541\watercad.wcd02/24/04 09:50:58 AM © Haestad Methods, Inc.C & H Engineering & Surveying Inc37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Matt CottermanWaterCAD v6.5 [6.5120f]+1-203-755-1666 Page 2 of 2 r ^Detailed Report for Pump: PMP-2Note:The input data may have been modified since the last calculation was performed.The calculated results may be outdated.Scenario SummaryScenarioActive Topology AlternativePhysical AlternativeDemand AlternativeInitial Settings AlternativeOperational AlternativeAge AlternativeConstituent AlternativeTrace AlternativeFire Flow AlternativeCapital Cost AlternativeEnergy Cost AlternativeUser Data AlternativeAverage DailyBase-Active TopologyBase-PhysicalMaximum Daily DemandBase-lnitial SettingsBase-OperationalBase-Age AlternativeBase-ConstituentBase-Trace AlternativeBase-Fire FlowBase-Capital CostBase-Energy CostBase-User DataGlobal Adjustments SummaryDemand<None>Roughness<None>Geometric SummaryxYElevation4,854.65 ft3,328.55 ft4,810.00 ftUpstream PipeDownstream PipeP-2P-3Pump Definition SummaryPump DefinitionCOTTONWOODInitial StatusInitial Pump StatusOnInitial Relative Speed Facto1.00Calculated Results SummaryTime Control Intake Discharg£)ischargePump RelativeCalculated(hr) Status Pump Pump (gpm) Head Speed WaterGrade Grade (ft) Power(ft) (ft) (Hp)0.000n ,994.805,293.52 165.36:98.72 1.00 12.47Title: Spring Creekg:\c&h\03\03541\watercad.wcd02/24/04 09:51:30 AM © Haestad Methods, Inc.Project Engineer: Matt CottermanC & H Engineering & Surveying Inc WaterCAD v6.5 [6.5120f]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 rDetailed Report for Pump: PMP-2350.0300.0.250.0Pump Head CurvePMP-2 (Relative Speed Factor = 1.00)200.0^y-^—1---;---T--!--rO.OL-0.0150.0100.050.0h-500.01000.01500.0Discharge(9Pm)2000.02500.03000.0Title: Spring Creek Project Engineer: Matt Cottermang:\c&h\03\03541\watercad.wcd C & H Engineering & Surveying Inc WaterCAD v6.5 [6.5120f|02/24/04 09:51:30 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 STUB-TilifRETENTION POND #12" W STUB8' SS STUB8' W STUBB' SS STUB4" SS STUBr/-/f^f^JLJT ENGINEERING AND}^4^ZnL SURVEYING, INC.»CxvU Engineeriiig • Sftructurai Engineerins • land Surreylng205 Edelweiss Drive Bozeman, Montana 59718J406) M7-1115 • Fu: (406) 587-9768 • info@chengineers.comj~fTO-SS(D y;BABCOCK STREET^in"^<N1£T SIGNc^yiUU| | 8" SS STUB8" SS S~'UBrt-fi^^l"::ar-1IP-W-STUErPOND #2C^1\Ikl.^//'ftTRACT AUREMAINDER OF"A COS NO. 1872)KEN LECLAIR 50%Delaney A Co., Inc. 50%211•J/\^TRA^^ o^n\'/\n2^§=1\s^s17u3femin;^=)^IMAGE ABEA^MAPc9ws=.<Ill III^Uln|wEDETENTION POND_#1j^ET^NTaON PONDJfe2-A-&-B795u=uttI !;—\^fft*«11>-bf I•siwn=?.»COt6CO,I]K!BION; ROND•Ala^A ^e=AlRAIN^#15a/iL^ENTION POND^4DRAINAG&^REA #6£Asy8-SSIT\^TENTION POND #3sRETEN71CM PONO NO. Hw'£A-ysz/^KPW}ITS't®3»3^ffiff^~ = (T^-^-A ft^^:l^g=—^j I XJ£/'DRAGE ARE«(S.W)0S3/.rx^•<D/s<§•LOT 1MINOR SUB. No. 295RIDGE ATHLETIC CLUBtv^/IIm•rAspcLOT IBLOCKIPlace ClPhasesCDC\J0LOT 1BLOCK 2Ken LeClair127 Fm 3256-3260000>QmD^\'\Q^ 3-tc^^ ^eujgv- -^70ntmp#5.txtMann-ing Pipe CalculatorGiven Input Data:Shape ........................... d rcut arSolving for ..................... Depth of FlowDiameter ........................ 1.2500 ftFlowrate ........................ 4.6600 cfsSlope ........................... 0.0060 ft/ftManning's n ..................... 0.0130Computed Results:Depth ........................... 0.9550ftArea ................;........... 1.2272 ft2Wetted Area ..................... 1.0060 ft2wetted perimeter ................ 2.6588 ftPen'meter ....................... 3.9270 ftvet oc-i ty ........................ 4.6320 f psHydraulic Radius ................ 0.3784ftPercent Full .................... 76.4009%Full flow Flowrate .............. 5.0037 cfsFull flow velocity .............. 4.0774 f pscritical InformationCritical depth .................. 0.8901 ftslope .................. 0.0068 ft/ftCriticalCriticalCriticalCriticalIPSvelocity ............... 4.9317area .."..... ............ 0.9449 ft2perimeter .............. 2.4936 ftCritical hydraulic radius ....... 0.3789 ftCritical top width .............. 1.2500 ftSpecific energy ................. 1.2707 ftMtmmum energy .................. 1.3351 ftFroude number ................... 0.9291Flow condition .................. SubcnticalPage 1 bj-erm SeuJcv-0.'iznntmp#6.txtManning Pipe calculatorGiven input Data:Shape ........................... CircularSolving for ..................... Depth of FlowDiameter ........................ 1.5000 ftFlowrate ........................ 7.6500 cfsSlope ........................... 0.0050 ft/ftManning's n ..................... 0.0130Computed Results:Depth ........................... 1.2742 ftArea ............................ 1.7671 ft2Wetted Area ..................... 1.6000 ft2wetted Pen meter ................ 3. 5169 ftPer-imeter ....................... 4.7124 ftVet ocity ........................ 4.7812 f psHydraul-ic Radius ................ 0.4549 ftPercent Full .................... 84.9436%Full flow Flowrate .............. 7.4277 cfsFull flow velocity .............. 4.2032 fpsCn t-i cat Informationcn t-i cal depth .................. 1.0925 ftCritical slope .................. 0.0065 ft/ftCritical velocity ............... 5.4747 fpsCn't-ical area ..'................. 1.3973 ft2Critical perimeter .............. 3.0412 ftCritical hydraulic radius ....... 0.4595 ftcn t1cal top w1dth .............. 1.5000 ftSpeclf-ic energy ................. 1-5727 ftMi m" mum energy .................. 1.6388 ftFroude number ................... 0.8568Flow cond-itlon .................. Subcnt-ical"Page 1 5+,~o€W\^1ujerN^snntmp#ll.txtManning Pipe CalculatorGiven input Data:Shape ........................... CircularSolving for ..................... Depth of FlowDiameter ........................ 1.2500 ftFlowrate ........................ 3.0500 cfsSlope ........................... 0.0025 ft/ftManm ng's n ..................... 0. 0130Computed Results:Depth ........................... 0.9671 ftArea ............................ 1.2272 ft2wetted Area ..................... 1.0188 ft2wetted Perimeter ................ 2.6876 ftPerimeter ....................... 3.9270ftVelocity ...................... 2.9937 fpsHydraulic Radius ................ 0.3791ftPercent Full .................... 77.3708%Full flow Flowrate .............. 3.2299 cfsFu11 f1ow vet oc1ty .............. 2.6320 fpsCntlcal informationcn tical depth .................. 0.7040 ftCritical slope .................. 0.0060 ft/ftcritical velocity ............... 4.2819fp5critical area ..'................. 0.7123 ft2critical perimeter .............. 2.1214 ftCritical hydraul-ic radius ....... 0.3358 ftCritical top width .............. 1.2500 ftSpecific energy .................. 1.0804 ftMinimum energy .................. 1.0560 ftFroude number ................... 0.5981Flow condition .................. Subcnti'calPage 1 oto'fvn t^^-ey y^ ^/^0tmp#10.txtManning Pipe CalculatorGiven input Data:Shape ........................... circularsolving for ..................... Depth of plowDiameter ........................ 1.2500 ftFlowrate ........................ 1.9670 cfsSlope ........................... 0.0050 ft/ftManning's n ..................... 0.0130Computed Results:Depth ........................... 0.5732 ftArea ............................ 1.2272 ft2wetted Area ..................... 0.5490 ft2Wetted Perimeter ................ 1.8598 ftPerimeter ....................... 3.9270 ftVelocity ........................ 3.5832 fpsHydraulic Rad-ius ................ 0.2952 ftPercent Full .................... 45.8584%Full flow Flowrate .............. 4.5678 cfsFull flow vetoc-ity .............. 3.7221 fpsCritical InformationCritical depth .................. 0.5586 ftcritical slope .................. 0.0055 ft/ftCr-itlcal velocity ............... 3.7064f pscritical area ................... 0.5307 ft2critical perimeter .............. 1.8304ftCritical hydraulic radius ....... 0.2899 ftCritical top w-idth .............. 1.2429 ftSpecific energy ................. 0.7728 ftMini mum energy .................. 0.8378 ftFroude number ................... 0.9516Flow condition .................. Subcnticatpage 1 <^ Term 5€sJ^r ^ ^>nntmp#9.txtManning Pipe calculatorGiven Input Data:Shape ........................... CircularSolving for ..................... Depth of FlowDiameter ........................ 1.2500 ftFt owrate ........................ 1.0000 cfsSt ope ........................... 0.0050 ft/ftManning's n ..................... 0.0130Computed Results:Depth ........................... 0.3973 ftArea ............................ 1.2272 ft2Wetted Area ..................... 0.3354 ft2Wetted Perimeter ................ 1.4974 ftPerimeter ....................... 3.9270 ftVet ocity ........................ 2.9812 f psHydraulic Radius ................ 0.2240 ftPercent Full .................... 31.7864%Full flow Ftowrate .............. 4.5678 cfsFull f1ow velocity .............. 3.7221 fpscritical InformationCnt-ical depth .................. 0.3930 ftCritical slope .................. 0.0052 ft/ftCritical velocity ............... 3.0264fp5Cr-itlcal area ................... 0.3304 ft2Cnt-ical per-imeter .............. 1.4882 ftCn'tlcal hydraulic rad-ius ....... 0.2220 ftCritical top width .............. 1.1607ftSpecific energy ................. 0.5355 ftMim'mum energy .................. 0.5895 ftFroude number ................... 0.9791Flow condition .................. subcn'ticalPage 1