HomeMy WebLinkAbout18 - Design Report - Nelson Meadows - Water, Wastewater/nnNELSON MEADOWS SUBDFVISIONWATER AND WASTEWATER DESIGN REPORTFEBRUARY 20181.0IntroductionThe proposed Nelson Meadows Subdivision property contains a total of 69.47 acres and isgenerally located at the northwest comer of Nelson Road and the 1-90 Frontage Road. Theproperty was annexed and zoned M-1, Light Manufacturing, in May of 2018. The subdivisionwill consist of 27 industrial lots, 2 stormwater tracts, and a lift station tract. Each industrial lotwill have frontage on streets with 60' width dedicated right-of-way.The following is the legal description for the property.Tract 1C and Tract ID of Certificate of Survey No. 1372B, located in the SE1/4 of Section 22,Township 1 South, Range 5 East, Principal Meridian, Gallatin County, Montana, and theNortheast Quarter of the Northeast Quarter (NE14NE14) and the East Half of the East Half of theWest Half of the Northeast Quarter (E1/2EI/2W1/2NE1/4) of Section Twenty-seven (27), TownshipOne (1) South, Range Five (5) East, M.P.M.Table 1: Project AreaSurveyParcelsZoningAcreageCOS 1372BNE1/4, NE1/4El/2, El/2,Wl/2, NE1/4Total1C, IDNAM-1 ExistingM-1 Existing58.7210.7569.47M-1: Light Manufacturing DistrictWater mains within the subdivision will be located in the right-of-way with services stubbed tothe property line providing connection stubs to the building locations. Future water connectionstubs will also be provided at the north and south ends of the project on Nelson Road, at thesouthwest extent of the project near the Frontage Road and Valley Center Intersection, and at thenorth end of the proposed Royal Wolf Way. Off-site water mains will be extended J&om theexisting water main along the Frontage Road serving MDT.Sewer collection for the project will consist of sewer mains located in the right-of-way oreasements with individual services stubbed to the properties. Sewer mains will flow to thenorthwest extent of the property into a lift station. The lift station will be sized to handlewastewater generation from the subdivision. A forcemain from the lift station will pass along a30 foot access and utilities easement along the north boundary of the subdivision to NelsonRoad, south to the Frontage Road, and southeast paralleling the Frontage Road. The force mainwill eventually connect the Davis Lane Lift Station project (CIP#WWIF24). If the Davis LaneLift Station project is not available within the Nelson Meadows Subdivision's timeframe, thenand alternative force main route will be designed to the WRF.Public water and sewer main infrastructure installed for the project will be owned and operatedby the City ofBozeman upon completion. There will be an exception for the private sewer liftstation and forcemain which will be privately owned, maintained, and operated by thesubdivision Property Owners Association. A Municipal Facilities Exemption (MFE) process willN:\2286\009\04 Design\Reports\Water and SewerWater & Sewer Report.docx1
be implemented for DEQ review as the project proceeds through permitting for water and sewerservice capacity. Water supply from the City generally consists of surface water treatment atSourdough and the Lyman Creek spring, storage reservoirs, pump stations, pressure reducingvalves, and distribution system piping. City wastewater infrastmcture servicing this projectincludes collection by a sewer interceptor north of 1-90 and the Frontage Road, and treatment atthe Water Reclamation Facility (WRF).2.0 Water SystemWater DemandCity water service for the Nelson Meadows Subdivision is proposed. The project will includeinfrastructure to serve the property as well as incorporation of overall distribution systemconcepts according to the Water Facility Plan Update dated July 2017.Water demand for the proposed development includes water services for M-1 Zoning designationaccording to property uses outlined in the UDO Sec. 38.300.120. The City Design Standards andSpecifications Policy document (Page 45) accounts for water demand by population and 170gpd/person plus the maximum hour to average day ratio of 3:1 and the maximum day to averageday ratio of 2.3:1. In order to predict population, the average day wastewater demand of 66,691gpd calculated in Part 3.0 of this report is divided into the City Design Standards andSpecification Policy (Page 48) value of 89 gpd/capita to produce an equivalent population of 749people. Table 2 summarizes the projected water demands.Tablet: Water Demand ProjectionsZoningAcreageEquivalentPopulation(People)Flow(gpcVperson)AverageDay Flow(gpd)MaximumDay Flow(gpd)1MaximumHour Flow(gpm)2M-169.47749170127,330292,859265' Maximum day factor of 2.3:1 (City Design Standards and Specifications Policy, pg 45)2 Maximum hour factor of 3:1 (City Design Standards and Specifications Policy, pg 45)Average daily flow is anticipated to be 127,330 gpd or 88 gpm.The maximum day flows are calculated to be 292,859 or 203 gpm.The maximum hour flows are calculated to be 265 gpm.Fire protection will be provided through main line hydrants installed in accordance withapplicable regulations. Fire flows are calculated based on the International Fire Code (IFC) andconcept building sizes expected in the industrial setting. Water distribution system modelingindicates that the new distribution network can produce 1,600 gpm fire flows with pressures of atleast 20 psi in addition to maximum day demands with a single feed from the MDT water main.This could potentially allow buildings without sprinklers, according to IFC Appendix B, TableB105.1 ranging from 25,885 square feet with Type I constmction to 4,114 square feet with TypeV-B construction. Larger square footage buildings are allowed by IFC Appendix B to reduce theflow requirement up to 75% or not less than 1,500 gpm using fire sprinklers. Duration of theworst-case fire flow event would be 4 hours at 1,600 gpm with a storage volume of 384,000gallons. Standard hydrant locations will be at 450 foot spacing intervals per IFC Appendix C,and at intersections, dead ends, and piping high points. Coordination with the Fire Departmentfor hydrant locations will be completed during detailed design review for the subdivision. It mayN:\2286\009\04 DesignVReportsWater and SewerWater & Sewer Report.docx2
0nbe determined during lot specific site plan review submittals that individual buildings mayrequire additional off-street hydrants located at access points or in parking islands.Water ImprovementsWater main extensions to serve the subdivision are proposed to connect at two existing points inthe distribution system being on the 8" water main fronting the MDT property on the FrontageRoad and a future 16" water main planned to come across 1-90 from Davis Lane. The FrontageRoad coimection will be the sole connection initially. Pipe sizes are coordinated with the WaterFacility Plan Update July 2017, City CIS data, and City Engineering staff input.Table 3: Water Main Connection PointsConnection PointExisting MainSize (in)ProposedMain Size (in)Approx. Off-siteLength (ft)Frontage Road/MDTDavis Lane/Nelson Road8NA1216700NAWater mains are sized to keep velocities at 15 feet per second (fps) or less and minimize fiictionlosses so that a minimum pressure of 20 psi is maintained during maximum day demand plus fireflow conditions. Buried gate water valves will be located throughout the subdivision andprovided on off-site water mains as required in the City Design Standards and SpecificationsPolicy. Water main stubs for future use are included at the north and south extents of thesubdivision on Nelson Road, near the Frontage Road and Valley Center Intersection, and at thenorth end of Royal Wolf Way with sizing to match the Water Facility Plan Update. A pressurereducing valve (PRV) will be located at the MDT connection point since current pressures at theMDT site exceed 120 psi and another PRV will be installed on the future 16" water main feedingfrom the south. The proposed PRV locations are intended to conform to the Pressure Zone HGL4725 Northwest 3 shown on Figure 9-3 of the Water Facility Plan Update.Water ModelmeWater modeling using the proposed water main locations has been input into WaterCAD V8isoftware to assess expected performance of the new distribution network. Water supply from theexisting City water system has been modeled by a reservoir and pump at Springhill Road andCampbell Road to mimic distribution system output. Use of fire hydrant flow data and areservoir/pump supply is a commonly used method to build a stand-alone model withoutreproducing the complete distribution system. Hydrant flow data was provided by staff from theCity Water Department that flowed a hydrant at that intersection as well as at the MDT site toprovide actual system data.Table 4: Hydrant TestsHydrant LocationStaticPressure (psi)PitotPressure (psi)ResidualPressure (psi)Flow (gpm)Springhill Road andCampbell RoadIntersection126881161575MDT Property13268821365N:\2286\009\04 Design\Reports\Water and SewerWater & Sewer Report.docx3
In this case, the MDT hydrant is used to check model output while using the Springhill Road andCampbell Road hydrant as the supply for the model. Reasonable results were observed from themodel when equal flow is applied to the node on the MDT property as a check.Table 5: Water Model Inputs-3 Point Pump and ReservoirConnectionConditionSpringhill Road andCampbell RoadIntersectionShutoffDesignMax. Operating'Flow (gpm)01,5725,636Head (ft)29126846Head (psi)12611620'Calculated ValueDemand on the new water distribution system was placed at the northern end of each of theproject at the furthest point from the existing City distribution system. Fire flows of 1,600 gpmwere applied at the furthest hydrant location in addition to maximum day demands using thesingle connection near MDT. When the future connection from Davis Lane is complete,available fire flow is expected increase as predicted in Figure 9-9 and as recommended for M-1zoning in Table 5.7 of the Water Facility Plan. Distributions system modeling results indicatethat the proposed water mains will be capable of providing the needed flows for the project.Information from the water modeling is provided following this report.3.0 Wastewater SystemWastewater GenerationThe wastewater generation for the proposed development includes sewer services for M-1Zoning designation includes uses outlined in the UDO Sec. 38.300.120. The City DesignStandards and Specifications Policy document (Table V-l Page 49) lists wastewater flow ratebased on zoning classification and the peak hour factor is calculated based on the City DesignStandards and Specification Policy (Page 48). The final addition to projected wastewatergeneration is infiltration/inflow (I/I) which is 150 gpd/acre per the City Design Standards andSpecifications Policy (Page 48).Table 6: Wastewater ProjectionsZoningAcreageAverage DayFlow (gpd)'Peak HourFlow (gpm)2Inflow/Infiltration(gpd)3Design Flow(gpm)4M-169.4766,69118010,421187' Design Standards and Specifications Policy (M-l is 960 gpd/acre)2 Equivalent Population of 749 at 89 gpcd. Peak hour factor of 3.87.3 Design Standards and Specifications Policy (150 gpd/acre)4 Sum of Peak Hour Flow and I/IAverage daily flow is anticipated to be 66,691 gpd or 46 gpm.The peak hour flows are calculated to be 180 gpm based on a factor of 3.87.Sum of peak hour flow and I/I is 187 gpmNelson Meadows will utilize City wastewater capacity for 66,691 gpd of average day flow plusthe potential for 10,421 gpd ofl/1. Sewer collection mains, lift station, and forcemaininfrastmcture will be sized to handle the peak flow requirement of 187 gpm for the development.Sewer ImprovementsN:\2286\009\04 Design\Reports\Water and SewerWater & Sewer Report.docx4
nnCollection ofwastewater from the proposed development will consist of lot sewer services,gravity sewer main piping and manholes, a lift station, a forcemain, and connection to an existingCity sewer outfall. Sewer services will be 6" diameter piping stubbed from the sewer mains tothe property lines for future connection when buildings are constructed. Sewer mains will belocated in the street right-of-ways draining to the north end of Royal Wolf Way. 8" diametersewer mains and 4' diameter precast concrete manholes will be used for gravity collection. A liftstation will be located at the termination of the gravity collection system and will be deep enoughto allow adequate sewer main pipe slopes throughout the project. The lift station will consist of aprecast concrete wetwell structure with duplex submersible pumps and a building to house checkvalves, isolation valves, and flow metering. The lift station building will have utility powerservice and generator backup power with space for electrical panels, pump control panels, and aSCADA panel with alarm notification to the operator. Transport of pumped wastewater will beaccomplished by a 6" diameter forcemain pipe routed in an easement along the north boundaryof the subdivision to Nelson Road, south to the Frontage Road, and parallel southwest along theFrontage Road to a location of the future Davis Lane Lift Station (CIP#WWIF24) connection.As was stated earlier, if the Davis Lane Lift Station connection is not available within the NelsonMeadows Subdivision's timefi-ame then alternative routes will be considered. Alternative forcemain routes could be to parallel the existing 1.5" sewer forcemain for MDT that is currently in analignment along the Frontage Road to an outfall / manhole near Springhill Road or the forcemain could be routed along the Moss Bridge Road alignment. Ultimately, the sewer outfall willdischarge to the existing 30" interceptor sewer leading to the nearby Water Reclamation Facilityheadworks.Sewer Capacity CalculationsCapacity of proposed infrastructure can be checked by calculating the effect of expected flowson piping and pumps. New 6" sewer services are proposed for connections from each buildingwith discharge into sewer collection mains. The maximum capacities of gravity sewer pipingcalculated by Bentley FlowMaster V8i software are listed in Table 5. City standards require thatsewer mains be designed to flow 75% or less from those full capacities. Peak hour flow from thenew development is predicted to be 187 gpm, therefore, the sewer mains within the developmentwill be a 8" diameter pipe to maintain 75% or less capacity of 259 gpm.Table 5: Gravity Sewer Discharge Rates at Proposed SlopesPipeDiameterManning'sCoefficientDEQminimumslopeProposedminimumslopeDischargefill! (gprn)Discharge75% (gpm)30"0.0130.10%0.10%5,8214,3668"0.0130.40%0.40%3462596"0.0131.0%1.0%2511894"0.0132.0%2.0%11788Lift station capacity will be based on the peak hour flow needs of the gravity sewer collectionarea and the ability to perform with 1 out of the 2 pumps in service. Design of the forcemain pipediameter is derived from balancing friction loss over the length of the pipe while maintaining aminimum flushing velocity of 2 feet/second. Given a forcemain length of 8,531 feet and flow of190 gpm, expected flow velocity is 2.09 feet/second in a 6" diameter pipe with fiiction andN:\2286\009\04 Design\Reports\Water and SewerWater & Sewer Report.docx5
minor losses of approximately 36 feet. Elevation difference from the lift station pump offelevation to discharge in the interceptor sewer is 67 feet. Pump design conditions of 190 gpm at103 feet of head are reasonable for application with submersible pumps.Table 6: Forcemain Design ConditionsLift StationPumpingRate (gpm)190ForcemainLength(ft)8,531ForcemainDiameter_(m)_6ForcemainVelocity(ft/s)2.09FrictionLoss (ft)36ElevationHead (ft)63TotalPumpHead (ft)994.0SummaryProposed water and sewer infrastmcture for the Nelson Meadows Subdivision are intended toserve the subject property and integrate into the existing City infrastructure systems according tothe Water and Wastewater Facility Plan Updates. A single water main connection to the existingsystem with a new PRV will be needed to bring water service to the site and a future connectionto Davis Lane will be implemented with a second PRV by others. Sewer connection will requirea lift station and forcemain discharging to the existing 30" interceptor sewer line leading into theWRF. On-site water and sewer infrastructure will be provided in accordance with CircularsDEQ-1 and DEQ-2 as well as the City Design Standards and Specifications Policy.This water and sewer report is intended to demonstrate the design conditions of water and sewerconnections for Nelson Meadows to City infrastructure. Plans and specifications are beingprovided to the City and DEQ for review prior to constmction ofinfrastmcture for approval.When approved, the plan and specification documents will be used for construction andeventually updated into record drawings when the project is complete.N:V2286\009\04 DesignVReportsWater and SewerWater & Sewer Report.docx6
0nWater Improvements
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nnNelson Meadows SubdivisionDesign ReportWaterCAD ModelingFeb-19Description: Apply 1,600 gpm fire flow to J-35 near Frontage Road and Valley Center Intersection and max hour 265 gpm to J-14at the north end of Royal Wolf Way. Temporary single feed from Frontage Road south of MDT.Junction Report Outputs (1.600 epm fire flow + 265 epm max hour)Pipe Reeort Outeuts (l,600^pmfire_flow±265 gBmjnax hour)LabelJ-6J-8J-26J-7J-33J-34J-42J-41J-9J-45J-12J-44J-46J-llJ-10J-15J-39J-35J-38J-37J-43J-13J-40J-16J-36J-14J-2J-lJ-20J-3J-30J-19J-29J-28J-4J-24J-23J-22J-211-17Elevation Flow4,625.004,619.004,618.734,610.004,609.354,609.144,605.254,604.124,603.004,601.084,600.004,599.064,599.004,598.004,598.004,597.004,596.944,597.004,596.314,595.424,595.104,595.004,592.414,591.004,591.674,591.004,652.004,655.004,640.344,638.004,639.004,642.004,632.584,629.874,626.004,626.004,626.004,626.004,626.004,626.00HydraulicGrade0 4,692.720 4,687.1710 4,692.720 4,685.600 4,685.500 4,685.560 4,684.990 4,685.530 4,684.860 4,684.650 4,682.020 4,683.470 4,682.310 4,682.610 4,683.380 4,685.500 4,685.421,600 4,681.610 4,684.620 4,683.480 4,683.070 4,682.950 4,685.500 4,685.500 4,682.27265 4,682.140 4,890.950 4,906.230 4,898.850 4,901.800 4,902.890 4,909.020 4,903.610 4,904.170 4,905.120 4,905.590 4,906.080 4,907.470 4,907.760 4,908.73Pressure2929323333333435353635373637373838373838383840413939103109112114114116117119121121121122122122LabelP-102P-103P-2P-38P-39P-28P-52p-11P-101P-31P-85P-86P-40P-42P-44P-46P-47P-56P-58P-59P-60P-87P-88P-77P-78P-33P-34P-30P-81P-83P-84P-91P-92P-16P-72P-89P-90P-94P-95P-96P-50P-14P-97P-98P-76StartLength Node3,356 J-232 PRV-1815 J-l570 J-2213 J-20378 J-3691 J-6794 J-719 J-71,072 J-l430 J-15132 J-40319 J-1795 J-21457 J-22163 J-23154 J-24312 J-28183 J-29358 J-3237 J-30472 J-15420 J-41432 J-1386 J-36298 R-l45 PMP-1684 J-19599 J-37426 J-3843 J-3967 1-13217 J-43302 J-1046 J-33352 J-3391 J-4262 J-44147 J-9815 J-45798 J-6229 J-13196 J-ll196 J-46276 J-12StopNodePRV-11-6J-2J-20J-31-19J-8J-8J-34J-19J-40J-16J-21J-22J-23J-24J-4J-4J-28J-30J-29J-41J-34J-36J-14PMP-1J-19J-17J-38J-39J-15J-43J-37J-13J-34J-42J-9J-10J-45J-44J-26J-llJ-46J-12J-35Pipe Dia888886121616121616888888888161682424128888816161616161616816161616Flow1,8751,8751,014-861-861-4811,865-1,8651,865-1,01400380380380380380-380-380-380-380-294-2942652651,8751,875380-294-294-294-294-2941,571-1,5711,5711,5711,5711,5711,571101,6001,6001,6001,600Velocity11.9711.976.475.55.55.465.292.982.982.88002.432.432.432.432.432.432.432.432.430.470.471.691.691.331.331.081.881.881.881.881.882.512.512.512.512.512.512.510.062.552.552.552.55
Nelson Meadows SubdivisionDesign ReportWaterCAD ModelingFeb-19Description: Apply 1,600 gpm fire flow to J-16 at North end of Nelson Road and max hour 265 gpm to J-14at the north end of Royal Wolf Way. Temporary single feed from Frontage Road south of MDT.Junction Report Outputs (1.600 epm fire flow + 265 eom max hour)Pipe Report Outputs 11.600 epm fire flow -^265 eom max hour)LabelJ-6J-8J-26J-7J-33J-34J-42J-41J-9J-45J-12J-44J-46J-llJ-10J-15J-39J-35J-38J-37J-43J-13J-40J-16J-36J-14J-2J-lJ-20J-3J-30J-19J-29J-2SJ-4J-24J-23J-22J-21J-17Elevation Flo'4,625.004,619.004,618.734,610.004,609.354,609.144,605.254,604.124,603.004,601.084,600.004,599.064,599.004,598.004,598.004,597.004,596.944,597.004,596.314,595.424,595.104,595.004,592.414,591.004,591.674,591.004,652.004,655.004,640.344,638.004,639.004,642.004,632.584,629.874,626.004,626.004,626.004,626.004,626.004,626.00HydraulicGrade0 4,692.720 4,687.1710 4,692.720 4,685.600 4,685.560 4,685.560 4,685.510 4,685.050 4,685.500 4,685.480 4,685.330 4,685.370 4,685.330 4,685.330 4,685.370 4,684.470 4,684.500 4,685.330 4,684.770 4,685.150 4,685.290 4,685.330 4,683.831,600 4,683.640 4,684.65265 4,684.520 4,890.950 4,906.230 4,898.850 4,901.800 4,902.890 4,909.020 4,903.610 4,904.170 4,905.120 4,905.590 4,906.080 4,907.470 4,907.760 4,908.73Pressure2929323333333535363737373738383838383839393940404040103109112114114116117119121121121122122122LabelP-102P-103P-2P-38P-39P-28P-52p-11P-101P-31P-85P-86P-40P-42P-44P-46P-47P-56P-58P-59P-60P-87P-88P-77P-78P-33P-34P-30P-81P-83P-84P-91P-92P-16P-72P-89p-goP-94P-95P-96P-50P-14P-97P-98P-76StartLength Node3,356 J-232 PRV-1815 J-l570 J-2213 J-20378 J-3691 J-6794 J-719 J-71,072 J-l430 J-15132 J-40319 J-1795 J-21457 J-22163 J-23154 J-24312 J-28183 J-29358 J-3237 J-30472 J-15420 J-41432 J-1386 J-36298 R-l45 PMP-1684 J-19599 J-3742G J-3843 J-3967 J-13217 J-43302 J-1046 J-33352 J-3391 J-4262 J-44147 J-9815 J-45798 J-6229 J-13196 J-ll196 J-46276 J-12StopNodePRV-1J-6J-2J-20J-3J-19J-8J-8J-34J-19J-40J-16J-21J-22J-23J-24J-4J-4J-28J-30J-29J-41J-34J-36J-14PM P-1J-19J-17J-38J-39J-15J-43J-37J-13J-34J-42J-9J-10J-45J-44J-26J-llJ-46J-12J-35Pipe Dia8888861216161216168888888881616882424128888816161616161616816161616Flow1,8751,8751,014-861-861-4811,865-1,8651,865-1,0141,6001,600380380380380380-380-380-380-380-1,437-1,4372652651,8751,875380163163163163163428-428428428428428428100000Velocity11.9711.976.475.55.55.465.292.982.982.882.552.552.432.432.432.432.432.432.432.432.432.292.291.691.691.331.331.081.041.041.041.041.04o.es0.680.680.680.680.680.680.060000
00Nelson Meadows SubdivisionDesign ReportWaterCAD ModelingFeb-19Description: Apply 1,600 gpm fire flow and max hour 265 gpm to J-14 at the north end of Royal Wolf Way.Temporary single feed from Frontage Road south of MDT.Junction Report Outputs (1.600 gpm fire flow + 265 Eom max hour)HydraulicElevation Flow Grade PressurePipe Reeort Outputs (1.600 EDHLfire flow±265 Epm max hour)LabelJ-14J-36J-6J-8J-26J-7J-33J-34J-42J-41J-9J-12J-45J-46J-44J-llJ-10J-35J-13J-43J-37J-38J-39J-15J-40J-16J-2J-lJ-20J-3J-30J-191-29J-28J-4J-24J-23J-22J-21J-174,591.004,591.674,625.004,619.004,618.734,610.004,609.354,609.144,605.254,604.124,603.004,600.004,601.084,599.004,599.064,598.004,598.004,597.004,595.004,595.104,595.424,596.314,596.944,597.004,592.414,591.004,652.004,655.004,640.344,638.004,639.004,642.004,632.584,629.874,626.004,626.004,626.004,626.004,626.004,626.001,865 4,652.950 4,657.940 4,692.720 4,687.1710 4,692.720 4,685.600 4,685.500 4,685.560 4,684.990 4,685.530 4,684.860 4,682.950 4,684.650 4,682.950 4,683.470 4,682.950 4,683.380 4,682.950 4,682.950 4,683.070 4,683.480 4,684.620 4,685.420 4,685.500 4,685.500 4,685.500 4,890.950 4,906.230 4,898.850 4,901.800 4,902.890 4,909.020 4,903.610 4,904.170 4,905.120 4,905.590 4,906.080 4,907.470 4,907.760 4,908.732729292932333333343535363636373737373838383838384041103109112114114116117119121121121122122122LabelP-102P-103P-77P-78P-2P-38P-39P-28P-52p-11P-101P-31P-16P-72P-89P-90P-94P-95P-96P-40P-42P-44P-46P-47P-56P-58P-59P-60P-81P-83P-84P-91P-92P-33P-34P-30P-87P-88P-SOP-14P-86P-85P-98P-76P-97StartLength Node3,356 J-232 PRV-1432 J-1386 J-36815 J-l570 J-2213 J-20378 J-3691 J-6794 J-719 J-71,072 J-l302 J-1046 J-33352 J-3391 J-4262 J-44147 J-9815 J-45319 J-1795 J-21457 J-22163 J-23154 J-24312 J-28183 J-29358 1-3237 J-30599 J-37426 J-3843 J-3967 J-13217 J-43298 R-l45 PM P-1684 J-19472 J-15420 J-41798 J-G229 1-13132 J-40430 J-15196 J-46276 J-12196 J-llStopNodePRV-1J-6J-36J-14J-2J-20J-3J-19J-8J-8J-34J-19J-13J-34J-42J-9J-10J-45J-44J-21J-22J-23J-24J-4J-4J-28J-30J-29J-38J-39J-15J-43J-37PMP-1J-19J-17J-41J-34J-26J-llJ-16J-40J-12J-35J-46Pipe Dia8888888612161612161616161616168888888888888824241216168161616161616Flow1,8751,8751,8651,8651,014-861-861-4811,865-1,8651,865-1,0141,571-1,5711,5711,5711,5711,5711,571380380380380380-380-380-380-380-294-294-294-294-2941,8751,875380-294-29410000000Velocity11.9711.9711.911.96.475.55.55.465.292.982.982.882.512.512.512.512.512.512.512.432.432.432.432.432.432.432.432.431.881.881.881.881.881.331.331.080.470.470.06000000
n0Sewer Infrastructure
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0n4" SewerProject DescriptionFriction MethodSolve ForInput DataRoughness CoefficientChannel SlopeNormal DepthDiameterDischargeResultsDischargeNormal DepthFlow AreaWetted PerimeterHydraulic RadiusTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific EnergyFroude NumberMaximum DischargeDischarge FullSlope FullFlow TypeGVF Input DataDownstream DepthLengthNumber Of StepsGVF Output DataUpstream DepthProfile DescriptionProfile HeadlossAverage End Depth Over RiseManning FormulaFull Flow Capacity0.0130.02000 ft/ft0.33 ft0.33 ft0.26 ft3/s•wm-SubCritical0.26 ft3/s0.33 ft0.09 ft21.04 ft0.08 ft0.00 ft0.29 ft100.0 %0.01841 ft/ft3.06 ft/s0.15 ft0.48 ft0.000.28 ft3/s0.26 ft3/s0.02000 ft/ftS8W:1'0.00 ft0.00 ft0•^.SffssWs'WitimssswSiSSafiawgMSisasmsix^^ riM®l: ®':&®r!^^^^0.00 ft0.00 ft0.00 %8/24/20182:15:54PMBentley Systems, Inc. Haestad Methods S<artttelE61tt»Waster V8i (SELECTseries 1) [08.11.01.03]27 Siemens Company Drive Suite 200 W Watertown.CT 06795 USA+1-203-755-1666 Page 1 of 2
4" SewerGVF Output DataNormal Depth Over RiseDownstream VelocityUpstream VelocityNormal DepthCritical DepthChannel SlopeCritical Slope100.00 %Infinity ft/sInfinity ft/s0.33 ft0.29 ft0.02000 ft/ft0.01841 ft/ft8/24/20182:15:54PMBentley Systems, Inc. Haestad Methods S<flrt«ttelC61d»Master V8i (SELECTseries 1) [08.11.01.03]27 Siemens Company Drive Suite 200 W Watertown.CT 06795 USA+1-203-755-1666 Page 2 of 2
0n6" SewerProject DescriptionFriction MethodSolve ForInput DataRoughness CoefficientChannel SlopeNormal DepthDiameterDischargeResultsDischargeNormal DepthFlow AreaWetted PerimeterHydraulic RadiusTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific EnergyFroude NumberMaximum DischargeDischarge FullSlope FullFlow TypeGVF Input DataDownstream DepthLengthNumber Of StepsGVF Output DataUpstream DepthProfile DescriptionProfile HeadlessAverage End Depth Over RiseManning FormulaFull Flow CapacitySubCritical0.0130.01000 ft/ft0.50 ft0.50 ft0.56 ft3/s0.56 ft3/s0.50 ft0.20 ft21.57 ft0.13 ft0.00 ft0.38 ft100.0 %0.01155 ft/ft2.86 ft/s0.13 ft0.63 ft0.000.60 ft3/s0.56 ft3/s0.01000 ft/ft:'«Kl0.00 ft0.00 ft0iiWaS;"'": :~.0.00 ft0.00 ft0.00 %w8/24/20182:17:59PMBentley Systems, Inc. Haestad Methods S<flrtt*»jE»driVlasterV8i (SELECTseries 1) [08.11.01.03]27 Siemens Company Drive Suite 200 W Watertown,CT 06795 USA+1-203-755.1666 Page 1 of 2
6" SewerGVF Output DataNormal Depth Over RiseDownstream VelocityUpstream VelocityNormal DepthCritical DepthChannel SlopeCritical Slope100.00 %Infinity ft/sInfinity ft/s0.50 ft0.38 ft0.01000 ft/ft0.01155 ft/ft8/24/20182:17:59PMBentley Systems, Inc. Haestad Methods ScBrtUBlGeittoWaster V8i (SELECTseries 1) [08.11.01.03]27 Siemens Company Drive Suite 200 W Watertown,CT 06795 USA+1.203-755-1666 Page 2 of 2
n0SewerProject DescriptionFriction MethodSolve ForInput DataRoughness CoefficientChannel SlopeNormal DepthDiameterDischargeResultsDischargeNormal DepthFlow AreaWetted PerimeterHydraulic RadiusTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific EnergyFroude NumberMaximum DischargeDischarge FullSlope FullFlow TypeGVF Input DataDownstream DepthLengthNumber Of StepsGVF Output DataUpstream DepthProfile DescriptionProfile HeadlossAverage End Depth Over RiseManning FormulaFull Flow CapacitySubCritical0.0130,00400 ft/ft0.67 ft0.67 ft0.77 ft3/s|,'«jS|8|%xi||0.77 ft3/s0.67 ft0.35 ft22.10 ft0.17 ft0.00 ft0.41 ft100.0 %0.00802 ft/ft2.19 ft/s0.07 ft0.74 ft0.000.82 ft3/s0.77 ft3/s0.00400 ft/ft0.00 ft0.00 ft00.00 ft0.00 ft0.00 %8/24/20182:23:12PMBentley Systems, Inc. Haestad Methods Sca*titto<asl«toMaster V8i (SELECTseries 1) [08.1 1.01.03]27 Siemens Company Drive Suite 200 W Watertown,CT 06795 USA+1-203-755-1666 Page 1 of 2
8" SewerGVF Output DataNormal Depth Over RiseDownstream VelocityUpstream VelocityNormal DepthCritical DepthChannel SlopeCritical SlopeSSlBaK100.00 %Infinity ft/sInfinity ft/s0.67 ft0.41 ft0.00400 ft/ft0.00802 ft/ft8/24/20182:23:12PMBentley Systems, Inc. Haestad Methods Scfl«htte<Seht»WasterV8i (SELECTseries 1) [08.11.01.03]27 Siemens Company Drive Suite 200 W Watertown,CT 06795 USA+1-203-755-1666 Page 2 of 2
0n30" SewerProject DescriptionFriction MethodSolve ForInput DataRoughness CoefficientChannel SlopeNormal DepthDiameterDischargeResultsDischargeNormal DepthFlow AreaWetted PerimeterHydraulic RadiusTop WidthCritical DepthPercent FullCritical SlopeVelocityVelocity HeadSpecific EnergyFroude NumberMaximum DischargeDischarge FullSlope FullFlow TypeGVF Input DataDownstream DepthLengthNumber Of StepsGVF Output DataUpstream DepthProfile DescriptionProfile HeadlossAverage End Depth Over RiseManning FormulaFull Flow CapadtySubCritical0.0130.00100 ft/ft2.50 ft2.50 ft12.97 ft3/s12.97 ft3/s2.50 ft4.91 ft27.85 ft0.63 ft0.00 ft1.21 ft100.0 %0.00447 ft/ft2.64 ft/s0.11 ft2.61 ft0.0013.95 ft3/s12.97 ft3/s0.00100 ft/ft0.00 ft0.00 ft00.00 ft0.00 ft0.00 %8/24/20182:17:03PMBentley Systems, Inc. Haestad Methods S(artt*tyeH<t»WasterV8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown.CT 06795 USA+1-203-755-1666 Page 1 of 2
30" SewerGVF Output DataNormal Depth Over RiseDownstream VelocityUpstream VelocityNormal DepthCritical DepthChannel SlopeCritical Slopea100.00 %Infinity ft/sInfinity ft/s2.50 ft1.21 ft0.00100 ft/ft0.00447 ft/ft8/24/2018 2:17:03 PMBentley Systems, Inc. Haestad Methods StflirtiUa^OetatnWaster V8i (SELECTseries 1) [08.11.01.03]27 Siemens Company Drive Suite 200 W Watertown,CT 06795 USA+1-203-755-1666 Page 2 of 2
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xylemnnNP 3153 HT 3-464Technical specificationFX-IiTHeadW--12(^11^112-108-104-:lOCh:9&^92^84-BO^7fr:72-68-64^70.4\Kh:\5&^\S2r48-44-:\4(H\3fr:\\32-\28-\24-.\^464 253mm2th1^12-8-4^0•^••SMHW\Note: Picture night not correspond to the cuirvnt conllgumtton.GeneralPatented self cleaning semi-open channel impeller, idea[for pumping inwaste water applicattons. Possible to be upgraded with Guide-pin®for even better clogging resistance. Modular based design wKh highadaptatton grade.Impelleri 1^0 2^0 aio 4lio 5^0 6^0 7^0 8^0 gioictx) 1100 12^|USfl.p.m.] DmspcSS'e DiameterliameterWatw.pum Cuve/SO Impeller diameterNumber of bladesHaid-lron ™315/16inch315/16inch253 mm2Installation: P • Semi permanent, WetilUlt1HE«T?OKT)tttM*tavu^^^STtfL3^>'Ti77a2LTr*31.SJ...@-B|^^ '55S'?EMotorMotor#Stator v ariantFrequencyRated voltageNumber of polesPhasesRated powerRated currentStarting currentRated speedPower factor1/1 Load3/4 Load1/2 LoadMotor efficiency1/1 Load3/4 Load1/2 LoadConfigurationN3153.830 21-15-4AS-W IE3 14hpFM160 Hz460V43-14 hp15 A112A1800 rpm0.980.960.9492.4%92.4%91.5%ProjectProject IDCreated byII.Created on3/4/2019Last update
xylemNP 3153 HT 3-464Performance curvePump MotorDischarge Flange Diameter 3 15/16 inch Motor#Suction Flange Diameter 100mmImpeller diameter 915/'«"Number of blades 2Stator variantFrequencyRated voltageNumber of polesPhasesRated powerRated currentStarting currentRated speedN3153.830 21-15-4AS-WIE3 14hp160 Hz460V43-14 hp15 A112A1800 rpmWV!E,TPower factor1/1 Load 0.983/4 Load 0.961/2 Load 0.94Motor effidency1/1 Load 92.4 %3/4 Load 92.4 %1/2 Load 91.5%i[2| ad115|-110|105|10&I95|90|85|80175170|65|60|55|50|45|40|35|30125|20|15|10|51o^-70.4°\"-464253mmjRjmpBfteiencyF'/oH Overall Bffcienc40-|2Q-\^(ht-[hpH Rawer input Pl^^^ Shaft powerF2aT4^|45%|^^§3R^417^=^^ffffl11.5hpl0^-[ft]|NPSH-values35|30|25|20|15|~10| I 190USg.p.nn^464 253mm10 100 200 300 400 500 600 700 800 900 1000 1100 1200 [USg.p.rn]Water, pile Curve ISOProjectProject IDCreated byCreated on3/4/2019Last update
xytemNP 3153 HT 3-464Duty Analysisnr^n-yjB-rHead&1[«H120-1116^112J108H104-^100H96-192-188-184-180-176^7268^6470.4\60-1\\56-1\52-1\\48H\\44-1\\40H\36-1\\32-1\28-1\\24-120H16^12^8^4d190 US g.p.m.300-[M;2ft]N464 253mm0 100Water, pweCam Issue 4200400500 600700800II900 10001100 1200 [USg.p.m.]Curve ISOPumpsrunning/System1Individual pumpFlow HeadigOUSg.pim. 9ft2ftTotalShaft power Flow10.6hp ISOUSg.p.nHead Shaft power Pump eff.9B2» 1U6^> 45%2SSpecificenergy NPSHre749WWUSMG 14.5ftProjectProject IDCreated byCreated ona/A»niaLast update
xylemNP 3153 HT 3-464VFD CurveFX-YjKT[ffliHead12(H11531103105^1(KH95^9(H8S-38(H75^7(H65^70.46055704%5(H\45^70.40)S\40^\•^70,4°^35^\\3(H\1:70.4^\25^s^464 253mm2(H55i-k15-350 H2-45Hz1(H40 HzM0Bffcfency,^ Overall Bffciency50^^4(H40 45 5-m^srn3(H20^1(H(H,^ Rawer input Pl•'^|ShaftpowerR212^10-38^45 llz6^t-: .:^40Hz4^2^(HijNFSH-values^464 253mn35^/^30^i>-25-320-315i1(H0100 200Project300 400 500 600Project ID700 800 900 1000 1100 1200 [USg.p.m]Curve ISOCreated byCreated on*tA19tt4Last update
xylemF}C}NP 3153 HT 3-464VFD AnalysisFLYlG-rHead1 120^1169112^108-1104-1100-196H92H88-\84^BOH76d72-168-164d70.4\60H\\56H\70,4^\52-\\\i. ..„ ..L^. !48-1\\TM^S^-44-1\40-1\70:4°?"36-1\\32-1\70;4°/§:128-1\\2420H55 H16-150 Hz12-1'45 Hz40 Hz !8-14-1190 US g.p.m0\ 4 253mm0100 200 300 400 500 600 700 800 900 1000 1100 1200 [USg.p.m]CUVB/SOPumparunning/SyatamFrequency FloweoHz55 Hz50 Hz45 Hz40 HzHead99^ ft174USg.p.m. 83.4ft158USg.p.m. 68.9ft143 US g.p.m. 55.8ft1Z7USg.pLn 44.1ftShaft power FlowHead10.6hpai7hp6.14hp4.48hp3.14hp190USg.p.in 99J2ft174USg.p.m. 83.4ft158USg.p.m. 6B9H143USg.pim S&Sft127USg.pim. 44.1 HShaft power Hyd eff.10.6hp 45%8.17hp 45%6.14hp 45%4.48hp 45%3.14hp 45%NPSHreSpecificenergy7481OThUSMG 14.5ft625 Mrth/USMG 12.6ft538IOTh/USMG10.8ft449 MAWUSMG 9.14ft351 MMVUSMG 757ftProjectProject IDCreated by ^wCreated on3/4/2019Last update
xylemNP 3153 HT 3-464Dimensional drawingVWfGTRB:.U^E4cr2ETi^^(TOFLRTreSTR3NT)paVf\a-^ ^»+A4——t —— aREF.ureJ ^zSUCEBWS^J 1^60F 1?1ffijtsiT^~wM-01(v*^_Tw\v MNLEVH.±i-^^ -I l»FB:'ur£^ w{^sA.folKL--Te§(4()VIEW* a^e61CNTOSC6CFaJICEBAFSAUTOGWDRAWINGDnnBBcnEldvghP,R331SKTMS~NK |S~SB |°~ 081013v\feyi ^bs)FUip466Qsch9653996504SOO11ProjectProject IDCreated byCreated on3/4/2019Last update
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