Pump Station Improvements 2011 - PDR_201407231644149204

PUMPSTATIONIMPROVEMENTS2011PRELIMINARYDESIGNREPORTFINAL 10/62010,Page1

WaterWorksEngineers,LLC

CITYOFSHASTALAKEPUMPSTATIONIMPROVEMENTS2011PRELIMINARYDESIGNREPORTFINALDate: October6,2010By: JoeRiess,P.E.

AndrewBorgic,P.E.ReviewedBy: MikeFisher,P.E.

TableofContents1. Purpose..............................................................................................................................................................32. Background........................................................................................................................................................32.1. PumpStationNo.4ConversionandPumpStationNo.4ADecommissioningandAbandonment..........32.2. PumpStationNos.1and2ConversionOptions.......................................................................................42.3. PumpStationNos.1,2and3RoofUpgrade.............................................................................................5

3. DesignFlows......................................................................................................................................................53.1. PumpStationNo.1....................................................................................................................................53.2. PumpStationNo.2....................................................................................................................................53.3. PumpStationNo.4....................................................................................................................................5

4. DesignAssumptionsandGoals.........................................................................................................................65. PumpStationNo.1............................................................................................................................................75.1. Alternative1WetPitwithSubmersiblePumps.....................................................................................75.2. Alternative2DryPitwithSubmersiblePumps.......................................................................................85.3. Alternative3NewWetPitwithSubmersiblePumps.............................................................................95.4. CostAnalysis............................................................................................................................................125.5. RecommendedAlternative......................................................................................................................12

6. PumpStationNo.2..........................................................................................................................................136.1. Alternative1WetPitwithSubmersiblePumps...................................................................................136.2. Alternative2DryPitwithSubmersiblePumps.....................................................................................146.3. CostAnalysis............................................................................................................................................186.4. RecommendedAlternative......................................................................................................................18

7. PumpStationNo.4..........................................................................................................................................197.1. HydraulicAnalyses...................................................................................................................................197.1.1. GravitySewer(MHK1tojustbeforeMHK1Atheoldgravityalignment)................................227.1.2. ForceMain(PumpStationNo.4toWWTP)....................................................................................24

7.2. Alternative1WetPitwithSubmersiblePumps...................................................................................257.3. Alternative2DryPitwithSubmersiblePumps.....................................................................................277.4. CostAnalysis............................................................................................................................................297.5. RecommendedAlternative......................................................................................................................29

8. ProjectConstraints..........................................................................................................................................30


R:\Projects\10018ShastaLakePSImprovements2011\14Deliverables\PDR\10018CoSLPDR_FINAL.docxWaterWorksEngineers,LLC

8.1. Constructability.......................................................................................................................................308.1.1. PumpStationNo.1..........................................................................................................................308.1.2. PumpStationNo.2..........................................................................................................................308.1.3. PumpStationNo.4..........................................................................................................................308.1.4. PumpStationNo.4A.......................................................................................................................30

8.2. Environmental.........................................................................................................................................318.2.1. BiologicalResources........................................................................................................................318.2.2. ArcheologicalResources..................................................................................................................32

8.3. AsbestosandLeadHazards.....................................................................................................................329. Appendices......................................................................................................................................................339.1. HydraulicCalculationsForceMain(PumpStationNo.1toMHK32)..................................................349.2. HydraulicCalculationsForceMain(PumpStationNo.2toMHB7)....................................................359.3. HydraulicCalculationsGravitySewer(MHK1BtoPumpStationNo.4)..............................................369.4. HydraulicCalculationsForceMain(PumpStationNo.4toWWTP)....................................................379.5. PreliminaryCostEstimatesand20YearNPWCostAnalysis..................................................................389.6. EnvironmentalConstraintsReport..........................................................................................................399.7. Asbestos/LeadTestingReport.................................................................................................................40



1. PurposeThepurposeofthePumpStationImprovements2011Project(Project)istoidentifyalternativesandassociatedcoststorehabilitateorreplacefivesewageliftstationsownedandoperatedbytheCityofShastaLake(City).Ofthesefive liftstations,one isplannedtobedecommissioned(PumpStation4A)andreplacedwithonethat isplannedtoberetrofitted(PumpStation4)in2011.ThisPreliminaryDesignReportincludes;

projectdesigncriteria; considers reuseofexisting infrastructure (includingCCTV review forpipeconditionandsurvey/model

forcapacityassessment); providesprojectalternativesbasedonlongtermplanningrequirementsandshorttermreliabilityneeds;

and allows for City input on project alternatives, such as equipment selection, facility layout, electrical

classification,etc.

2. BackgroundTheCityowns,operatesandmaintainssevensewer liftstationsstrategically locatedtoconveywastewatertoadjacentbasinsordirectly to theCityswastewater treatment facility.Thestationsvary insize, type,ageandcondition. Due to a combination of deteriorating condition and operational reliability concerns, the City ismoving forwardwithvaryingdegreesof rehabilitationand replacementat fiveof itsolder liftstationsites.Asummaryofthesitesandtherequiredupgradesateachisprovidedbelow.

2.1. PumpStationNo.4ConversionandPumpStationNo.4ADecommissioningandAbandonment

PumpStationNo.4(originallycalledEjectorStationNo.3)wasconstructedaspartoftheinitialsystembuildoutinthemidtolate1970sandwasdesignedtocollectsewagebygravityfromtheeastsideoftheCity.Thepumpstationconveyssewageapproximately400feetthrougha6inchforcemaintotheCityswastewatertreatmentplant (WWTP). Thepump stationoriginally included two 150 gpm ejectorpotpumps and associatedpiping,valvesandcontrols thatwerehoused in400 ft2 twostoryconcreteandCMUbuilding.Theejectorpotswerelocatedinthelowerlevel,andthecompressors,MotorControlCenter(MCC),andbackupemergencygeneratorwerehousedintheupperlevel.Overtimetheoperationalreliabilityofthepumpstationdecreasedsignificantlyduetoairpotfailure,andCitystaff installeddrypit centrifugalpumps.However,due to inadequatewetwellvolumeandpump sizing, thisretrofit did not provide sufficient pumping capacity. Therefore, in the late 1980s/early 1990s, the Cityconstructed Pump StationNo. 4A across Churn Creek, approximately 300feet from Pump StationNo. 4, toreplace it.Currently,Pump Station4A is theprimarypump station, and Pump Station4 isonlyusedduringemergencies,providingextremelylimitedcapacityandreliabilityasabackup.PumpStationNo.4Aisapackageduplexsubmersiblesewagepumpstationwithasteelwetwell.Themaximumpumping capacity is approximately 800 gpm (1.15mgd) and a firm capacity of 400 gpm (0.58mgd). PumpStation4Acollectssewagebygravity fromManholeK1Bandpumpsthesewagethrougha10inchFMtotheWWTP.TheCitymaintains a gravity relief connection (10inchVCP)betweenPump StationNo.4 andPumpStationNo.4A toprovide some backup toPump StationNo.4A inhigh flow conditions.However,during



constructionofthenewPineGroveAvenueBridgeoverChurnCreek,therelief linewascrushed,significantlyreducingitscapacity(toalmostzeropassableflowarea)andreliability.After20yearsofoperation, the steelwetwellofPumpStationNo.4A is significantlycorrodedandmustbereplaced.Additionally,thePumpStationNo.4pumpsareinpoorconditionandunreliableasabackup,andtheCitypreferscentrifugalpumpsversusejectorpotpumpsdue to limited (almostzero)availabilityofspareparts.Growthprojectionswithin thisbasin indicatepeakwastewater flows inexcessof thePumpStation4Acapacity.TheCity intends to address these issues (infrastructure condition,operational reliability, and future capacityneeds),byconvertingPumpStationNo.4toawetpitordrypitpumpstationwithcapacitytomeetultimatebuildout flows.Once the improvements toPumpStationNo.4are completed,PumpStationNo.4Awillbedecommissionedanddemolished,withallwastewaterflowsdivertedfromPumpStationNo.4AtoPumpStationNo.4.Figure6depictstheexistingfacilitiesatPumpStationNos.4and4A.

2.2. PumpStationNos.1and2ConversionOptionsDuring the same initial system buildout in the late 1970s, Pumps Station Nos. 1 and 2 were constructed(originally called Ejector Station Nos. 1 and 2). These stations are ejector pot pump stations and are stilloperatingassuchtoday.PumpStationNo.1 is locatedatthe intersectionofPoplarStreetandParkStreet.PumpStationNo.1collectssewagebygravityfromthenorthwestsideoftheCityofShastaLakeandpumpsthesewageapproximately700feetthrougha6inchPVC forcemaintoMHK32throughtheuseoftwoejectorpotpumps.Eachejectorpotpumphasapumping capacityofapproximately100gpm.Thepumpsarehoused inanunderground13footdeepconcretevaultthatcontainsthepumps,andassociatedvalvesandpiping.Anapproximately185ft2CMUwallbuildingcoversthevaultandcontains,twocompressors,theMCC,aroofmountedexhaustblower,andasteelstairs to thevault.Anapproximately1,200gallonsteelairstorage tank for thepumps is locatedon thesouthsideofthebuilding.PumpStationNo.2 is locatedapproximately400feetnortheastofthe intersectionofCascadeBoulevardandKennettStreetonCascadeBoulevard.PumpStationNo.2collectssewagebygravityfromthenortheastsideoftheCityofShastaLakeandpumpsthesewageapproximately425feetthrougha6inch forcemaintoMHB7throughtheuseoftwoejectorpotpumps.Eachejectorpotpumphasapumpingcapacityofapproximately40gpm.Thepumpsarehousedinanunderground8footdiameterprecastconcretevaultthatcontainsthepumps,andtheassociatedvalvesandpiping.Anapproximately175ft2CMUbuildingcoversthevaultandcontainsthecompressedairsystem,theMCC,anexhaustblower,andasteelaccessladdertothevault.TheCityhasrequestedareviewofpotentialoptionsforconversionoftheejectorpotliftstationtoeitherawetpitordrypitdesignbecauseofequipment reliabilityand limitedaccess (almost zero) to spareparts for theexistingequipment. Insome instancessparepartsforthisequipment isno longercommerciallyavailable,andCity staffmust fabricate from scratch replacement parts. The City intends to identify, analyze and developpreliminaryplansforreplacingthepumpsateachstationinthemostcosteffectivemanner,soastoavoidcostlyreplacementofthesystemunderemergencyconditions.



2.3. PumpStationNos.1,2and3RoofUpgradePumpsStationNos.1,2,3,and4haveexistingbuildingsthathousethemechanicalandelectricalequipmentforeach station. Thesebuildingswere constructedwith the initial systembuildout andhavehadno significantstructuralupgradessincethattime.Assuch,theflatroofstructuresareshowingsignsofsignificantdegradation,suchas leaks,drywallproblems,andwood rotting.Wastewater staff spends significant timemaking interimrepairstoaddresstheseissues.Inadditiontothelosttimeandcostofmakingtheserepairs,theleakscanresultinanunsafeworkingenvironment(i.e., leaks inthevicinityofolderelectricalequipment).ThereplacementoftheroofstructuresatPumpStationNos.1,2,and3withpitchedroofsiscurrentlyunderway,andisexpectedtobecompletedbytheendoffall,2010.ReplacementofPumpStationNo.4roofwillbecompletedaspartofthePumpStationNo.4improvementsproject.

3. DesignFlowsThedesignflowsforPumpStationNos.1,2,and4aredescribedbelow.

3.1. PumpStationNo.1ThecurrentfirmcapacityofPumpStationNo.1is0.14mgd.Peakwetweatherflows(PWWF)in2003reachedahighof0.23mgd(Source:CityofShastaLake2005WastewaterSystemMasterPlan(MasterPlan);PaceCivil,April2005).PertheMasterPlan,PumpStationNo.1istobedecommissionedandabandonedoncedevelopmentresultsinconstructionoftheproposedUpperChurnCreekLiftStation(nearAshbyRoadandPineGrove)andnewtrunksewersouthoftheTwinLakesMobileHomeParktothenewstation.Inthemeantime,theCityintendstocontinueusingPumpStationNo.1,butwouldliketoimprovethepumpstationequipmentreliability.ThecurrentejectorpotequipmentisantiquatedandtheCitycannolongerobtainsparepartsfortheequipment,thusjeopardizingthepumpstationsreliability.AnticipatingtheeventualdecommissioningofPumpStationNo.1,aminimalfirmcapacityforPumpStationNo.1of0.23mgdshouldbeprovided.

3.2. PumpStationNo.2ThecurrentfirmcapacityofPumpStationNo.2is0.06mgd.PWWFin2003reachedahighof0.04mgd(MasterPlan).ThoughthecurrentfirmpumpcapacityisadequatetohandlethecurrentPWWF,theCitywouldliketoimprovethepumpstationequipmentreliability.LikePumpStationNo.1,PumpStationNo.2isalsooutfittedwithejectorpotpumpsthattheCitycannolongerobtainsparepartsforeasily.PertheCity(MaterPlan),theUltimateBuildOut(UBO)PWWFof2.73mgdaccountsforconsiderabledevelopmenttotheNorthofthestation(PeriProperty).ItisproposedintheMasterPlanthatPumpStationNo.2beupgradedandconnectedtoanexisting10inchforcemainthatwasinstalledinCascadeBlvdin1995.However,giventheextremelylimitedpropertyavailableatPumpStationNo.2site,itisunlikelythattherequiredupgradecouldbeaccommodatedcosteffectively.TheCityiscurrentlyoftheopinionthatasdevelopmentoccurstheNorth,thedeveloperwouldmasterplan,designandconstructinfrastructurethatwouldallowforconnectiontotheexistingsystematalocationdeemedacceptabletotheCity,butthatwouldnotrequireanupgradetoPumpStation2.Takingtheseconditionsintoaccount,theminimalfirmcapacityforPumpStationNo.2correspondstotheanticipated2025PWWFflowrateof0.31mgd(MasterPlan).

3.3. PumpStationNo.4PumpStationNo.4currentlyoperatesasabackuptoPumpStation4A,whichwasinstalledasareplacementforPumpStation4.ThecurrentfirmcapacityofPumpStationNo.4issupposedtobe0.43mgd,butthepumpcurrentlyinstalleddemonstratesextremelylowoperationalreliability.PWWFconveyedtoPumpStationNo.4Ain2003reachedahighof0.90mgd(MasterPlan).PumpStationNo.4willbeupgradedandmodifiedunderthis



ProjecttoreplacePumpStationNo.4A.Takingtheseconditionsintoaccount(aswellastheUBOflowsdescribedintheMasterPlan),theminimalfirmcapacityforPumpStationNo.4correspondstotheanticipatedUBOPWWFflowrateof1.44mgd.ThissizingassumesthatPumpStationNo.1willbedecommissionedandflowsreroutedtothenewUpperChurnCreekPumpStationpriortodevelopmentincreasingflowsabovethisdesignlimit.AsummaryofthedesignflowsforeachofthepumpstationsthatwillbeimprovedinthisProjectisprovidedinTable1.Table1.DesignFlowSummary,mgd

PumpStation CurrentFirmCapacityEstimatedPeakWetWeatherFlow(PWWF)

2003a 2025a UltimateBuildOuta(UBO)ProjectDesign

PumpStationNo.1 0.14 0.23 NAb 0.23PumpStationNo.2 0.06 0.04 0.31 2.73 0.31PumpStationNo.3 1.5 0.92 1.2 3.00 NAPumpStationNo.4 0.43 NAc 0.87 1.44 1.44PumpStationNo.4A 1.15 0.90 NAd

aSource:CityofShastaLake2005WastewaterSystemMasterPlan,PaceCivil,Inc.,April2005.bPumpstationtobedecommissionedandabandonedonceanewtrunksewerisconstructedsouthoftheTwinLakesMobileHomePark;Source:CityofShastaLake2005WastewaterSystemMasterPlan,PaceCivil,Inc.,April2005.

cBackuppumpstationtoPumpStationNo.4A.Approximatecapacityof0.43mgd.dPumpstationtobedecommissionedandabandonedduringthe2011PumpStationImprovementsProject.

4. DesignAssumptionsandGoalsThepumpstationconfigurationsforPumpStationNos.1,2,and4wereevaluatedassumingthefollowing:

Maintaintheexistinghydraulicgradelines Manningscoefficientoffriction,n,of0.013. CostAnalysis:

o DesignContingency=25%o ContractorOverheadandProfit=15%o ContractorBondsandInsurance=4%o ConstructionContingency=10%o 20YearNetPresentWorthInterestRate=6%o OperationsandMaintenanceCosts:

CostofElectricity=$0.11/kWhr. MaintenancePersonnelHourlyRate=$60/hr. WeeklyMaintenanceTasks=1personhrs./week MonthlyWetPitwithSubmersiblePumpsTasks=4personhrs./month MonthlyDryPitwithSubmersiblePumpsTasks=3personhrs./month

Eachalternativewasdevelopedtomeetthefollowingdesigngoals:

Reducecapitalbudgetimpactbymaximizingtheuseofexistinginfrastructure Provideacceptableapproachhydraulicstothepumpintakes Preventsedimentandsurfacescumaccumulation Maintainlessthan6motorstartsperhourperpumpatallflows



5. PumpStationNo.1PumpStationNo.1willbemodifiedandupgradedtoprovideafirmPWWFdesigncapacityof0.23mgd.ThreepumpstationdesignalternativesarepresentedandanalyzedbelowtoprovidetheCitywiththemostcosteffectivedesignfortheupgradeofPumpStationNo.1.ThefollowingthreepumpstationconfigurationswereevaluatedforPumpStationNo.1:

Alternative1:WetPitwithSubmersiblePumpso 26.5hpsubmersiblepumpso 1,700gallonwetwell

Alternative2:DryPitwithSubmersiblePumps

o 212hpsubmersiblepumpso 100ft2pumproomo 930gallonwetwell

Alternative3:NewSubmersiblePumpStation

o 212hpsubmersiblepumpso 6diameterx12deep(700gallon)precastwetwellwithlinero Valvevault

PumpStationNo.1willpumprawsewagetoMHK32throughtheexisting700foot,6inchPVCforcemain.ToassesstheforcemaincapacityandsizethePumpStationNo.1pumps,ahydraulicmodelofthesystemwascreated.Theforcemainhydraulicmodelwasusedtocalculatethetotaldynamichead(TDH)ofthepumpsforeachofthethreePumpStationNo.1pumpstationalternativesasprovidedinAppendix9.1.

5.1. Alternative1WetPitwithSubmersiblePumpsAlternative1utilizestheexistingundergroundrectangularconcretevaultasawetwell.Theconcretevault(134Lx114Wx116D)hasatotalvolumeof1,740ft3.Thewetwellstoragevolumeatadepthof3feetis1,700gallons.Aconcretecoatingwillbeappliedtotheinterioroftheconcretevaulttoprotecttheconcretefromchemicalattack.Anonstructuralfillconcretewillbeplacedinthevaultsumppumppitandwillbeusedtoshapethebottomofthevaulttodirectsewageandsettledsolidstowardsthesubmersiblepumps.Anewraisedconcreteslabwillbepouredtoseparatethewetwellfromtheabovegradestructure.AnewCMUpartitionwallwillbeconstructedbetweentheelectricalroomandthepumpaccessroom.Thepartitionwallwillbeaddedtoavoidtheneed(andadditionalcost)ofprovidingNECClassI,Div1or2approvedelectricalequipment.Thewetwellwillhousetwo6.5hpcentrifugalsubmersiblepumps(1duty,1standby).Thepumpscanbeliftedfromthewetwellthroughtheuseofaliftingchain,guiderails,andapumpaccesshatch.Thepumpshavea3inchdischargethatisimmediatelyincreasedtoa6inchdischargepipepriortoleavingthewetwelltothevalvevault.Theprecastconcretevalvevault,locatedonthenorthsideofthepumpstationbuilding,issizedtohouseacheckvalve,isolationvalve,dismantlingjointforeach6inchdischargepipe,andtoprovideadequateroomformaintenance.Thevalvevaultisapproximately6Lx6Wx4D.Theexistingmechanicalequipmentandpipinglocatedintheundergroundvaultwillberemovedandsalvaged.The1,200gallonsteelairstoragetanklocatedonthesouthsideofthepumpstationwillberemovedandsalvaged.Theconcretesupportsfortheairstoragetankwillbedemolished.Aportionofthesouthpumpstation



CMUwallwillbedemolishedtoinstalladoublemetaldoorthatwillbeusedtoaccessthepumpaccesshatch.Aportablefloorcraneisusedtoliftthepumpsfromthewetwell.Itisanticipatedthatconstructionofthisoptionwouldrequireapproximately4weeksofbypasspumpingatsignificantadditionalcosttotheproject.Intheinterestofcomparingcompleteprojectcosts,bypasspumpinghasbeenincludedwithinthecostestimate.OnecostsavingsoptionwouldbeiftheCityoperatedandmaintaineditsownbypasspumpingsetup.TheproposedPumpStationNo.1Alternative1layoutisshowninFigure1.

5.2. Alternative2DryPitwithSubmersiblePumpsAlternative2utilizestheexistingundergroundrectangularconcretevaultasbothawetwellandpumproom.Theconcretevault(134Lx114Wx116D)hasatotalvolumeof1,740ft3.Thewetwellstoragevolumeatadepthof3.5feetisapproximately930gallons.Aconcretecoatingwillbeappliedtotheinterioroftheconcretewetwelltoprotecttheconcretefromchemicalattack.Anonstructuralfillconcretewillbeplacedinthebottomofthewetwelltodirectsewageandsettledsolidstowardsthesubmersiblepumpintakes.Anewraisedconcreteslabwillbepouredtoseparatethepumproomfromtheabovegradestructure.AnewCMUpartitionwallwillbeconstructedbetweentheelectricalroomandthepumpaccessroom.Thepartitionwallwillbeaddedtoavoidtheneed(andadditionalcost)ofprovidingNECClassI,Div1or2approvedelectricalequipment.Thepumproomwillhousetwo12hpcentrifugalsubmersiblepumps(1duty,1standby)mountedonconcretepedestals.Thepumpscanbeliftedfromthepumproomthroughtheuseofaliftingchainandapumpaccesshatch.Thepumpshavea6inchintakeanda4inchdischargethatisimmediatelyincreasedtoa6inchdischargepipepriortoleavingthepumpstation.Alloftheisolationvalves,checkvalves,andotherpipingappurtenancesforthepumpsarelocatedwithinthepumproom.AccesstothepumproomfromtheabovegroundstructurewillbeprovidedthroughanaccesshatchandladderwithaSafTClimbLadderFallPreventionSystemtypeofdevice.Theexistingmechanicalequipmentandpipinglocatedintheundergroundvaultwillberemovedandsalvaged.The1,200gallonsteelairstoragetanklocatedonthesouthsideofthepumpstationwillberemovedandsalvaged.Theconcretesupportsfortheairstoragetankwillbedemolished.AportionofthesouthpumpstationCMUwallwillbedemolishedtoinstalladoublemetaldoorthatwillbeusedtoaccessthepumpaccesshatch.Aportablefloorcraneisusedtoliftthepumpsfromthewetwell.Theexistingmechanicalequipmentandpipinglocatedintheundergroundvaultwillbedemolished.InaccordancewithNFPA820,Table4.2,Row19,theretrofitpumpstationwouldbecategorizedasaBelowgradeorPartiallyBelowgradeWastewaterPumpingStationDrywell,inwhichthepumproomisphysicallyseparatedfromthewetwell.Becausethecodelistthepotentialforignitionofflammablegasesthroughleaksfromthepumpsandpipingforthispumpstationlayout,theentirespace(lowerandupperlevels)mustbeventilatedat6airchangesperhourtobeconsideredanunclassifiedspace.Itisanticipatedthatconstructionofthisoptionwouldrequireapproximately4weeksofbypasspumpingatsignificantadditionalcosttotheproject.Intheinterestofcomparingcompleteprojectcosts,bypasspumpinghasbeenincludedwithinthecostestimate.OnecostsavingsoptionwouldbeiftheCityoperatedandmaintaineditsownbypasspumpingsetup.



TheproposedPumpStationNo.1Alternative2layoutisshowninFigure2.

5.3. Alternative3NewWetPitwithSubmersiblePumpsAlternative3eliminatestheneedforbypasspumpingbyconstructinganewduplexsubmersiblewetwellandmanholeindrivewayonwesternsideofthebuilding.Thisoptionassumesthatthenewstationcouldbeconstructedwhilemaintainingoperationoftheexistingstation.Thenew6footdiameterlinedprecastconcretewetwellhasastoragevolumeatadepthof4feetof700gallons.Thewetwelllinerisdesignedtoprotecttheconcretefromchemicalattack.Anonstructuralfillconcretewillbeplacedinthewetwellandwillbeusedtodirectsewageandsettledsolidstowardsthesubmersiblepumps.Thewetwellwillhousetwo6.5hpcentrifugalsubmersiblepumps(1duty,1standby).Thepumpscanbeliftedfromthewetwellthroughtheuseofaliftingchain,guiderails,andapumpaccesshatch.Thepumpshavea3inchdischargethatisimmediatelyincreasedtoa6inchdischargepipepriortoleavingthewetwelltothevalvevault.Theprecastconcretevalvevault,locatedonthesouthsideofthenewpumpstation,issizedtohouseacheckvalve,isolationvalve,dismantlingjointforeach6inchdischargepipe,andtoprovideadequateroomformaintenance.Thevalvevaultisapproximately6Lx6Wx4D.The1,200gallonsteelairstoragetanklocatedonthesouthsideofthepumpstationwillberemovedandsalvaged.Theconcretesupportsfortheairstoragetankwillbedemolished.Aportablefloorcraneortruckboomcanbeusedtoliftthepumpsfromthewetwell.Oncethenewstationisconstructedandtested,temporarycontrolscouldbeusedtorunthenewstationwhiletheinterioroftheexistingstationisdecommissionedandpermanentcontrolsconstructedontheinsideofthebuildingTheproposedPumpStationNo.1Alternative3layoutisshowninFigure2intheSITEPLAN.AlsoprovidedisanexcerptfromaparcelmapshowingtherecordedpropertysizeofPumpStation1.



Figure1.PumpStationNo.1AlternativeNo.1PlansandSections(WetPitAlternative)



Figure2.PumpStationNo.1AlternativeNo.2PlansandSections(DryPitAlternative)

PARCELMAPOFPUMPSTATION1FROMPARCELQUESTAPN006210027

ALTERNATIVE3 PRELIMINARYLAYOUT(WETWELL,MANHOLEANDVALVEVAULT)



5.4. CostAnalysisThe capital costsofPump StationNo.1AlternativeNos.1 and2were andused alongwith annual costs tocomputerthe20yearnetpresentworth(NPW)cost.Thefollowingoperationsandmaintenancecostelementswereincludedinthe20yearNPWanalysis:

ElectricalCosts(Pumpoperation) WeeklyMaintenance(visualinspectionofthepumpstationequipment) MonthlyMaintenance(preventativemaintenance)

The20yearNPWcostestimateforPumpStationNo.1AlternativeNos.1,2and3arepresented inAppendix9.5, in 2010 dollars, and summarized in Table 2. 20year NPW costs for Operational and Maintenance ofAlternativeNo.3isthesameasNo.1becauseofsimilartypeoffacility(submersible)andpumpsizing.Table2.PumpStationNo.1:20YearNPWCostEstimates

Alternative CapitalCostOperationsandMaintenanceCosts 20Year

NPWaAnnualElectricalWeekly

Maint.TasksMonthly

Maint.TasksAlternativeNo.1 $310,000b $4,700 $3,120 $12,480 $540,000AlternativeNo.2 $320,000b $10,000 $3,120 $9,360 $580,000AlternativeNo.3 $280,000 $4,700 $3,120 $12,480 $510,000

aInterestrateof6%.b$60,000forbypasspumpingincluded,couldbereducedsignificantlyifCityoperatesbypass.

5.5. RecommendedAlternativeTherecommendedPumpStationNo.1alternativeisAlternativeNo.3NewWetPitwithSubmersiblePumps.Thewetwellarrangementhasthelowestcapitaland20yearNPWcostofthethreealternatives.However,shouldtheCitychoosetoprovidebypasspumpingwithCitycrewsandequipment,thenrehabilitationoftheexistingstationsusingAlternative1appearstopresentcostsavingscomparedtoAlternatives2and3.Bypasssetupforthissizefacilityisrelativelysmall,couldbecompletedwithexistingCityequipmentandriskcouldbepartiallymitigatedifconnectedtoautodialer.



6. PumpStationNo.2PumpStationNo.2willbemodifiedandupgradedtoprovideafirmPWWFdesigncapacityof0.31mgd.TwopumpstationdesignalternativesarepresentedandanalyzedbelowtoprovidetheCitywiththemostcosteffectivedesignfortheupgradeofPumpStationNo.2.ThefollowingtwopumpstationconfigurationswereevaluatedforPumpStationNo.2:

Alternative1:WetPitwithSubmersiblePumps

o 25hpsubmersiblepumpso 940gallonwetwell


o 23.7hpsubmersiblepumpso 175ft2pumproomo 280gallonwetwell

AnewsubmersibleduplexstationsimilartothesizingofthepumpsshowninAlternativeNo.1andlayoutofthenewwetwellshowninAlternativeNo.2waseliminatedfromfurtheranalysisduetothelimitedlotspaceavailableandthelikelyhighercapitalcost.However,ifadditionalpropertyprocurementisfeasiblefortheCity,thisoptioncouldbecomefeasiblebecauseitsignificantlyreduces(andpossiblyeliminatescompletely)theneedforbypasspumpingdependingonthelimitsofadditionalpropertyprocurement.PumpStationNo.2willpumprawsewagetoMHB7throughtheexisting425foot,6inchforcemain.ToassesstheforcemaincapacityandsizethePumpStationNo.2pumps,ahydraulicmodelofthesystemwascreated.TheforcemainhydraulicmodelwasusedtocalculatetheTDHofthepumpsforeachofthetwoPumpStationNo.2pumpstationalternativesasprovidedinAppendix9.1.

6.1. Alternative1WetPitwithSubmersiblePumpsAlternative1utilizestheexistingundergroundprecastconcretecircularvaultasawetwell.The11.5footdeep,8footdiameterconcretevaulthasatotalvolumeof580ft3.Thewetwellstoragevolumeatadepthof3feetis940gallons.Aconcretecoatingwillbeappliedtotheinterioroftheconcretevaulttoprotecttheconcretefromchemicalattack.Anonstructuralfillconcretewillbeplacedinthevaultsumppumppitandwillbeusedtoshapethebottomofthevaulttodirectsewageandsettledsolidstowardsthesubmersiblepumps.Anapproximately8footdiameteraluminumplatecoverwillbeinstalledtoseparatethewetwellfromtheabovegradestructure.Thewetwellwillhousetwo5hpcentrifugalsubmersiblepumps(1duty,1standby).Thepumpscanbeliftedfromthewetwellthroughtheuseofaliftingchain,guiderails,andapumpaccesshatch.Thepumpshavea4inchdischargethatisimmediatelyincreasedtoa6inchdischargepipepriortoleavingthewetwelltothevalvevault.Theprecastconcretevalvevault,locatedonthenorthwestsideofthepumpstationbuilding,issizedtohouseacheckvalve,isolationvalve,dismantlingjointforeach6inchdischargepipe,andtoprovideadequateroomformaintenance.Thevalvevaultisapproximately6Lx6Wx4D.Theexistingmechanicalequipmentandpipinglocatedintheundergroundvaultwillberemovedandsalvaged.AportionofthepumpstationsouthCMUwallwillbedemolishedtoinstalladoublemetaldoorthatwillbeusedtoaccessthepumpaccesshatch.Aportablefloorcraneisusedtoliftthepumpsfromthewetwell.



Itisanticipatedthatconstructionofthisoptionwouldrequireapproximately4weeksofbypasspumpingatsignificantadditionalcosttotheproject.Intheinterestofcomparingcompleteprojectcosts,bypasspumpinghasbeenincludedwithinthecostestimate.OnecostsavingsoptionwouldbeiftheCityoperatedandmaintaineditsownbypasspumpingsetup.Becauseaccesstothewetwellwillbefromwithinthebuilding,theretrofitpumpstationwouldbecategorizedasanAbovegradeWastewaterPumpingStation,inwhichthepumproomorequipmentisnotphysicallyseparatedfromthewetwellinaccordancewithNFPA820,Table4.2,Row19.Asaresult,theentirespace(includingwetwellandupperlevel)wouldbeclassifiedasClass1,Division1(ifnotventilated),orClass1,Division2(ifcontinuouslyventilatedat12airchangesperhour).Ineithercase,allelectricalequipmentwouldneedtocomplywithassociatedclassification.Sincetherewillberelativelylittleelectricalequipmentassociatedwiththepumpstation,thecoststoprovideclassifiedequipmentarenotexpectedtobeexcessive.However,itislikelythatthesecostsarecomparabletothecosttodemolishtheentirebuildingandinstalltheelectricalequipmentinexterior,weatherproofenclosures.ForthisReport,itisassumedthatallnewelectricalequipmentwillmeetClass1,Division1criteria,andallexistingequipmentwouldbereplacedtomatch.TheproposedPumpStationNo.2Alternative1layoutisshowninFigure3.

6.2. Alternative2DryPitwithSubmersiblePumpsAlternative2utilizestheexistingundergroundprecastconcretecircularvaultasadrypitpumproom.The11.5footdeep,8footdiameterconcretevaulthasatotalsquarefootageofapproximately50ft2.Anapproximately8footdiameteraluminumplatecoverwillbeinstalledtoseparatethepumproomfromtheabovegradestructure.Thepumproomwillhousetwo3.7hpcentrifugalsubmersiblepumps(1duty,1standby)mountedonconcretepedestals.Thepumpscanbeliftedfromthepumproomthroughtheuseofaliftingchainandapumpaccesshatch.Thepumpshavea4inchintakeanda4inchdischargethatisimmediatelyincreasedtoa6inchdischargepipepriortoleavingthepumpstation.Alloftheisolationvalves,checkvalves,andotherpipingappurtenancesforthepumpsarelocatedwithinthepumproom.AccesstothepumproomfromtheabovegroundstructurewillbeprovidedthroughanaccesshatchandladderwithaSafTClimbLadderFallPreventionSystemtypeofdevice.Theexistingmechanicalequipmentandpipinglocatedintheundergroundvaultwillberemovedandsalvaged.AportionofthesouthpumpstationCMUwallwillbedemolishedtoinstalladoublemetaldoorthatwillbeusedtoaccessthepumpaccesshatch.Aportablefloorcraneisusedtoliftthepumpsfromthewetwell.Anewwetwellwillbeconstructedonthewestsideoftheexistingpumpstation.Thewetwellwillbea4footdiameter,11.5footdeeplinedprecastconcretewetwellwithatotalvolumeof580ft3.Thewetwellstoragevolumeatadepthof3.5feetis280gallons.Thewetwellwillbelinedtoprotecttheconcretefromchemicalattack.Anonstructuralfillconcretewillbeplacedinthewetwelltoshapethebottomofthewetwelltodirectsewageandsettledsolidstowardsthedrypitsubmersiblepumpintakeslocatedinthewetwell.Itisanticipatedthatconstructionofthisoptionwouldrequireapproximately4weeksofbypasspumpingatsignificantadditionalcosttotheproject.Intheinterestofcomparingcompleteprojectcosts,bypasspumping



hasbeenincludedwithinthecostestimate.OnecostsavingsoptionwouldbeiftheCityoperatedandmaintaineditsownbypasspumpingsetup.Theexistingmechanicalequipmentandpipinglocatedintheundergroundvaultwillbedemolished.InaccordancewithNFPA820,Table4.2,Row19,theretrofitpumpstationwouldbecategorizedasaBelowgradeorPartiallyBelowgradeWastewaterPumpingStationDrywell,inwhichthepumproomisphysicallyseparatedfromthewetwell.Becausethecodelistthepotentialforignitionofflammablegasesthroughleaksfromthepumpsandpipingforthispumpstationlayout,theentirespace(lowerandupperlevels)mustbeventilatedat6airchangesperhourtobeconsideredanunclassifiedspace.TheproposedPumpStationNo.2Alternative2layoutisshowninFigure4.



6.3. CostAnalysisThe capital costsofPump StationNo.2AlternativeNos.1 and2were andused alongwith annual costs tocomputerthe20yearnetpresentworth(NPW)cost.Thefollowingoperationsandmaintenancecostelementswereincludedinthe20yearNPWanalysis:

ElectricalCosts(Pumpoperation) WeeklyMaintenance(visualinspectionofthepumpstationequipment) MonthlyMaintenance(preventativemaintenance)

The20yearNPWcostestimateforPumpStationNo.2AlternativeNos.1and2arepresentedinAppendix9.5,in2010dollars,andsummarizedinTable3.Table3.PumpStationNo.2:20YearNPWCostEstimates

Alternative CapitalCostOperationsandMaintenanceAnnualCosts 20Year

NPWaElectrical WeeklyMaint.TasksMonthly

Maint.TasksAlternativeNo.1 $320,000b $3,800 $3,120 $12,480 $540,000AlternativeNo.2 $310,000b $2,800 $3,120 $9,360 $490,000

aInterestrateof6%.b$60,000forbypasspumpingincluded,couldbereducedsignificantlyifCityoperatesbypass.

6.4. RecommendedAlternativeTherecommendedPumpStationNo.2alternativeisAlternativeNo.2DryPitwithSubmersiblePumps.Thedrypitarrangementhasthelowestcapitaland20yearNPWcosts.



7. PumpStationNo.4PumpStationNo.4willbemodifiedandupgradedtoprovideafirmPWWFdesigncapacityof1.44mgd.HydraulicanalysesontheinfluentgravitysewerenteringthepumpstationandtheforcemaintotheWWTPwereperformedtoverifythehydrauliccapacityofthesystemandsizethepumps.TwopumpstationdesignalternativesarepresentedandanalyzedtoprovidetheCitywithacosteffectivedesignfortheupgradeofPumpStationNo.4.

7.1. HydraulicAnalysesThegravitysewerenteringPumpStationNo.4andtheassociatedforcemain(FM)totheWWTPwereanalyzedtoverifytheirhydrauliccapacitytoservetheUBOdesignflowof1.44mgd.Currently,PumpStationNo.4AreceivessewagebygravityfromgravitysewerbasinupstreamofMHK1B.PumpStationNo.4Apumpsthesewagethroughan8inchPVCFMunderPineGroveAvenueandChurnCreek,whereittransitionstoa10inchPVCFMandcontinuesupthehillthroughoneoftheWWTPsprayfieldsanddischargesintothewestsideoftheWWTPheadworks.IfflowexceedsthecapacityofPumpStationNo.4A,theinfluentgravitypipelinebacksupandoverflowstoa10inchVCPemergencyoverflowgravitypipelinethatflowsfromMHK1BtoMHK1AunderPineGroveAvenuetoaMHonthesouthsideofroadthenunderChurnCreekintoMHK1andintoPumpStationNo.4.AsdiscussedpreviouslyPumpStation4hasanunreliablepumpingsystemwhichmovessewagethroughanold6inchductileironpipeupthehilltotheWWTPheadworks.Originally,theoverflowlineconsistedofa10inchVCP/DIPpipelinedirectlyconnectedbetweenMHK1BandMHK1.However,toallowforconstructionofthenewPineGrove/ChurnCreekBridge,anewgravitypipelinearoundthebridewasconstructed(asdescribedinpreviousparagraph).ThisincludedinstallationofMHK1AandtheMHonthesouthsideofthebridgeandthelineconnectingthoseandMHK1.Italsoincludedabandonmentoftheupstreamendofthe10VCP/DIPlinejustsouthwestofMHK1Awithaconcreteplug.DuringtheconstructionofthenewPineGroveAvenueBridgeoverChurnCreek,theemergencyoverflowgravitypipelinewascrushedatapointapproximatelyhalfwayacrossanddirectlybelowPineGroveAvenue,significantlyreducingitscapacityandreliability.TheexistingPumpStationNos.4and4AgravityandforcemainsystemlayoutisshowninFigure5.InordertobringPumpStationNo.4backintofulloperationastheprimarypumpstation,theexistingapproximately187feetofabandonedinfluentgravitysewerpipelinebetweenMHK1AandMHK1willbebroughtbackintoservicebyremovingtheplugandconnectingthepipetoMHK1A.Theexisting10inchoverflowunderPineGroveAvenuewillbepluggedatMHK1A.The8inchFMfromPumpStationNo.4AwillbeabandonedalongwiththeentirePumpStationNo.4Afacility.AtthedownstreampumpdischargesideofPumpStationNo.4,approximately50feetof8inchforcemainwillbeinstalledtoconnectPumpStationNo.4totheexisting10inchPVCforcemainthatgoesupthehilltotheWWTPheadworks.Theexisting6inchDIPforcemainthatservesPumpStationNo.4willbedisconnectedjustoutsidetheWWTPheadworks.ThislinecannotbecompletelydisconnectedattheWWTPheadworksbecauseanotherCityPumpStation(BusinessPark)dischargesintotheheadworksviathatforcemain.TheimprovedPumpStationNos.4and4AgravityandforcemainsystemlayoutisshowninFigure6.



Figure5.ExistingPumpStationNos.4and4ASystemLayout



Figure6.PumpStationNos.4and4ASystemImprovementsLayout



7.1.1. GravitySewer(MHK1tojustbeforeMHK1Atheoldgravityalignment)ToconfirmtheapparentstructuralintegrityofthegravitysewerbetweenMHK1tojustbeforeMHK1Atheoldgravityalignmentitwasinspectedin2010byCitycrewsusingClosedCircuitTelevision(CCTV)sewerinspectionequipment.TheCCTVinspectionstartedatMHK1andproceededupstreamtotheplugjustbeforeMHK1A.ThefollowingsummarizesreviewoftheCCTVvideofile,whichwasprovidedbytheCity.

StartMHK1 010.5:10VCPrelativelygoodcondition,minimaldebrisinline,waterlevel1,flatslope 10.520:VCPrelativelygoodcondition,nodebris,smallflowinbottomofpipe,moreslopethan

first10ofpipe 2066:DIP,appearstohaveasphalticorpossibleceramicepoxy(Protecto401)coating,coating

showingsomesignsofdelimitation,especiallyatornearjoints,underlyingpipeappearstobeinacceptablecondition,pipejointsatapproximately30,48and66(anecdotalconversationwithCityO&Mstaffindicatesthatthissectionofpipeisincreekandtrenchwascutthroughrockandbackfilledwithconcreteslurry)

66145:VCP,minimalinfiltrationatbottomofseveraljoints,wetbottomalongentirealignmentindicatessomecontinuousgroundwaterinfiltrationalongpipe,56pipesegments,waterlevelapproximatelyflowing

145150:VCP,materialbuildup,debris5to7oclock(gravel,sand,aggregate),appearstobepipeslopechangeresultinginflatslopedsegmentofpipe

150168:VCP,waterlevelhigh,1,likelyduetomaterialbuildupdownstream 168188:VCP,stillwetonbottom,butnolongeratelevatedlevel,flowing 188:VCP,concreteplug,infiltration(seepage)apparentatbottomofplug

TheCCTVinspectionalsoindicatessomeminimallevelofgroundwaterinfiltration.GiventhattheCCTVinspectionwascompletedduringthewetseasonandnosignificantgusherlevelinfiltrationdefectswereidentified,itisanticipatedthatinfiltrationislimitedandthereisaffectivelyverylittledirectrainwaterinflowfromapossiblestormdraincrossconnectionoropenjointundertheactivecreekchannel.Anyrehabilitationofthepipetominimizepotentialstructuraldamageorreduceinfiltrationwouldrequireliningthepipe,whichcouldpresentaconcernatUBOflowsbecauseoflostpipelineflowarea.ToaddressthepossiblestructuralandinfiltrationreductionissuesidentifiedintheCCTVinspectionwhilealsomaintainingcapacityinthepipeline,atotalofsiximprovementalternativesweredevelopedandcompared.Thesiximprovementalternativeswerecomposedofthefollowingthreeapproaches:

Approach1DoNothing:Reconnecttheexistingabandoned10inchVCPgravityseweratMHK1A. Approach2NonstructuralCIPPLiner:Linetheexisting10inchVCPgravitysewerwithanonstructural

CuredinPlacePipe(CIPP)linerfromMHK1AtoMHK1. Approach3StructuralCIPPLiner:Linetheexisting10inchVCPgravitysewerwithastructuralCIPP

linerfromMHK1AtoMHK1.Eachofthesegravitysewerrehabilitationapproacheswereanalyzedundervariousconditions(Manningsnandinsidepipediameter)toassessthemaximumhydrauliccapacityofeachimprovementalternative.Thepipelength(204)andslope(0.0294ft/ft)werecalculatedbasedonfieldsurveyandinvertmeasurements.SlopecalculationassumedcontinuousslopefromMHK1AtoKHK1usingsurveyedinvertsandlength,eventhoughCCTVdatadoesindicatesomeminorslopevariationinpipe.



AlternativesAandBwithineachapproachrepresentmanufacturingtolerancesofVCPandDIPpipealongpipelengthtoensurethelower(moreconservative)rangeofpipediametersistakenintoaccount.Manningsnvaluesfornonstructuralliningisless(0.013comparedto0.012)thanexistingbarepipe(VCP/DIP)linermaterialisaffectivelysmoother,howeversomeroughpointsremaininpipewheninstallingrelativelythinnonstructuralliner.Manningsnforstructurallinerisless(0.011comparedto0.012)thannonstructuralbecausealmostallroughnessirregularitiesofexistingpipeareremovedwhenstructural(CIPPorslipline)piperehabilitationiscomplete.ThehydrauliccalculationsforeachimprovementalternativeareprovidedinAppendix9.3,andaresummarizedinTable4.Table4.GravitySewer(MHK1BtoPumpStationNo.4)HydraulicAnalysisSummaryImprovementAlternative Description

Manningsn

PipeID PWWFMaximumHydraulicCapacitya(inches) (mgd) (gpm) (SFEC)b

1A DoNothing10inchVCPincurrentcondition 0.013

10.0 1.96 1,360 1,1301B 9.625 1.82 1,260 1,0502A NonstructuralCIPPLiner

Lined10inchVCP 0.0129.6 1.92 1,330 1,110

2B 9.3 1.80 1,250 1,0403A StructuralCIPPLiner

Lined10inchVCP 0.0119.4 1.96 1,360 1,130

3B 9.1 1.84 1,280 1,070aWatersurfaceatcrownofpipe(100%full)overtheentirepipespan.bSFECSinglefamilyEquivalentConnection.1SFEC=1.2gpmatPWWF(Basedon2003PWWFof6.0mgdwithapprox.3,600attributingSFECs;MasterPlan,2003).

AscanbeseeninTable4,ImprovementApproach3hasthehighestrangeofmaximumhydrauliccapacitiesfrom1.84to1.96mgd,closelyfollowedbyImprovementApproach1.ImprovementAlternativeNos.1Aand3Ahavethehighesthydrauliccapacityof1.96mgd(1,130SFECs).TheUBOdesignflowrateforthispipelineis1.44mgd(830SFECs).ImprovementApproach1canaccommodateanadditional220to300SFECsabovetheUBOdesignof830SFECs.ImprovementApproach3canaccommodateanadditional230to300SFECsabovetheUBOdesign.UBOflowsdonotnecessarilytakeintoaccountdiurnalpeakingfactors.However,giventhelocationofthepipelineatthemostdownstreamendofagravitysewerbasin,itislikelythatpeakingfactorswillbedampened.Thecurrentpipesizing(andpossiblerehabilitationalternatives)isconsistentwiththecapacityneedsstatedintheCitysWastewatermasterPlan.7.1.1.1. GravitySewer(OldAlignment)RehabilitationRecommendationGenerallythepipeisingoodconditionanddoesnotappeartoneedimmediatestructuralrehabilitationtobeputbackinserviceasgravitysewermaintoPumpStationNo.4.DelaminationofthecoatingontheDIPpresentssomeconcern,sothepipeshouldremainonaroutineinspectionschedule(6monthafterstartupandannualthereafter)untilCityconfirmsthatintroductionofrawsewagebacktopipealignmentdoesnotresultinaccelerateddegradationofpipe.Ifitdoes,thencleaningandinstallationofacuredinplacepipeliner(CIPP)isrecommended.Itshouldbenoted,thereisacostsavings(nobypasspumping)associatedwithcompletingthepipelinerehabilitationnowversusputtingitinserviceandfindingthroughsubsequentinspectionthatrehabilitationisnecessary.Asummaryofcurrentcostsforthevariousoptionswithandwithoutbypasspumpingisprovidedbelow.GiventheCitysdefinedbudgetexpectationsforthisproject,itisrecommendedthattheCityincludenonstructuralrehabilitationofthislineasandAdditiveAlternativeBidItem.TheCitycanthenincludethisworkintheprojectonifContractorBidsarewithintheavailableprojectbudget.Ifnot,theCityshouldplantofundstructuralrehabilitationofthepipelineinthe1520yearplanninghorizon.NonStructuralLinerApproximateCosts= $11,000(nobypass) $19,000(withbypass)StructuralLinerApproximateCosts= $17,000(nobypass) $25,000(withbypass)



7.1.2. ForceMain(PumpStationNo.4toWWTP)PumpStationNo.4willpumprawsewagetotheWWTPthroughtheexisting400foot,10inchPVCforcemain.A40footsectionofnew8inchductileironpipeandfittingswillbeconstructedaspartoftheProjecttotiePumpStationNo.4intotheexistingforcemainasshowninFigure6.ToassesstheforcemaincapacityandsizethePumpStationNo.4pumps,ahydraulicmodelofthesystemwascreatedusingaclosedconduithydraulicmodelingsoftware(basedontheNewtonRaphsonmatrixiterationmethod),AFTFathomVersion7.0.ThefollowingPumpStationNo.4pumparrangementoptions,showninTable5,weredevelopedandinvestigatedtoidentifyacosteffectivedesignfortheupgradeofPumpStationNo.4.Table5.PumpStationNo.4PumpArrangementOptionSummary

Option ImprovementTimingDesignFlowrate(gpm/pump)

NumberofPumpsTotal(duty/standby)

TotalFirmCapacity(gpm)

A CurrentProject 625a 2(1/1) 625(0.9MGD)FutureProject 3(2/1) 1,250(1.8MGD)

B CurrentProject 500 3(2/1) 1,000(1.44MGD)C CurrentProject 1,000 2(1/1) 1,000(1.44MGD)

aDesignflowrateof625gpm(0.9mgd)correspondstothecurrentPWWF.

OptionAprovidestheminimalpumpingcapacityforthecurrentPWWFof625gpm(0.9mgd),withtheabilitytoaddathirdidenticalpumpinthefuturetopumptheUBOPWWFof1,000gpm(1.44mgd).ThisoptionisincludedtogivetheCitytheoptiontominimizecapitalcostsintheneartermandprovidethefullUBOpumpingcapacityofthepumpstationwithtwoseparateconstructionprojects,ratherthanone.OptionBandCprovidethepumpstationwiththeUBOcapacityunderthecurrentproject,whilealsocomparingduplex(2largerpumps)versustriplex(3smallerpumps)design.TheFMhydraulicmodelwasusedtocalculatethetotaldynamichead(TDH)ofthepumpsforeachofthethreePumpStationNo.4pumparrangementoptionsattheirrespectivedesignflowrates,asprovidedinAppendix9.4.PumprecommendationsandpreliminarybudgetarycostestimateswererequestedfromandprovidedbyITTFlygtforcomparisonpurposes.AsummaryofthehydraulicdesignandresultingpumpselectionforeachoptionaresummarizedinTable6.Table6.PumpStationNo.4PumpArrangementOptionSummaryOption

DesignFlowrate

(gpm/pump)TDH(feet)

NumberofPumpsTotal(duty/standby)

TotalFirmCapacity(gpm)

PumpPower(hp)

BudgetaryCostEstimatea

A 625 73 2(1/1) 625 20 $28,0003(2/1) 1,250 $42,000b

B 500 78 3(2/1) 1,000 20 $42,000C 1,000 78 2(1/1) 1,000 34 $43,000

a2010Dollars;Includespumps,dischargeelbows,guiderailbrackets,alarmrelays,andliftingchains.bTotalcostofall3pumpsin2010dollars(equipmentcostonly,installationcostnotincluded).OptionC,providingtwo1,000gpmpumps,istherecommendedpumparrangementforPumpStationNo.4.Thebudgetarycostsofthethreeoptionstoprovideatleast1,000gpmofcapacityforUBOareapproximatelyequivalent.However,OptionCprovidestheUBOpumpingcapacitywithonlytwopumpscomparedtotheotheroptionsrequiringthreepumps.OptionsAandBhaveadditionalcosts(e.g.,electricalandcontrolequipment,valving,piping,operationandmaintenance,etc.)associatedwithprovidingthreepumpsratherthantwopumpsthatarenotcapturedinTable6.



Twopumpstationdesignalternatives(basedonprovidingtwo1,000gpmsubmersibletypesewagepumps)arepresentedandanalyzedbelowtoprovidetheCityacosteffectivedesignfortheupgradeofPumpStationNo.4.ThefollowingtwopumpstationconfigurationswereevaluatedforPumpStationNo.4:

Alternative1:WetPitwithSubmersiblePumps

o 234hpsubmersiblepumpso 4,300gallonwetwell


o 234hpsubmersiblepumpso 250ft2pumproomo 2,500gallonwetwell

7.2. Alternative1WetPitwithSubmersiblePumpsAlternative1utilizestheexistingundergroundrectangularconcretevaultasawetwell.Theconcretevault(20Lx16Wx166D)hasatotalvolumeof5,280ft3.Thewetwellstoragevolumeatadepthof4feetisapproximately6,700gallons.Aconcretecoatingwillbeappliedtotheinterioroftheconcretevaulttoprotecttheconcretefromchemicalattack.Anonstructuralfillconcretewillbeplacedinthevaultsumppumppitandwillbeusedtoshapethebottomofthevaulttodirectsewageandsettledsolidstowardsthesubmersiblepumps.Anewraisedconcreteslabwillbepouredtocloseanexistingfloorpenetrationtoseparatethewetwellfromtheabovegradestructure.AnewCMUpartitionwallwillbeconstructedbetweentheelectricalroomandthepumpaccessroom.Thepartitionwallwillbeaddedtoavoidtheneed(andadditionalcost)ofprovidingNECClassI,Div1or2approvedelectricalequipment.Thewetwellwillhousetwo34hpcentrifugalsubmersiblepumps(1duty,1standby).Thepumpscanbeliftedfromthewetwellthroughtheuseofaliftingchain,guiderails,andapumpaccesshatch.Thepumpshavea6inchdischarge.Theprecastconcretevalvevault,locatedonthesouthsideofthepumpstationbuilding,issizedtohouseacheckvalve,isolationvalve,dismantlingjointforeach6inchdischargepipe,andtoprovideadequateroomformaintenance.Anemergencybypassconnectiononthedownstreamsideoftheisolationvalvesonthe8inchforcemainwillprovidealocationforCitystafftobypasspumpsewagefromthewetwellintoasewagepumptruckinanemergency.Thevalvevaultisapproximately6Lx6Wx4D.Theexistingmechanicalequipmentandpipinglocatedintheundergroundvaultwillbedemolished.AwatertightmetalcoverwillbeinstalledovertheexistingParshallflumechannel.TheproposedPumpStationNo.4Alternative1layoutisshowninFigure7.



7.3. Alternative2DryPitwithSubmersiblePumpsAlternative2utilizestheexistingundergroundrectangularconcretevaultasadrypitpumproom.The16Wx20Lx166Hconcretevaulthasatotalsquarefootageofapproximately320ft2.A20Lx10Hconcretewallbeconstructedwithinthevaulttoseparatethespaceintoapumproomanddrypit.Thedrypitwillhaveatotaloperatingvolume(atawaterdepthof3.4feet;maximumwatersurfaceelevationof691.4feetattheinvertoftheinfluentchannel)ofapproximately2,500gallons.Thewetwellwillbelinedtoprotecttheconcretefromchemicalattack.Anonstructuralfillconcretewillbeplacedinthewetwelltoshapethebottomofthewetwelltodirectsewageandsettledsolidstowardsthedrypitsubmersiblepumpintakes.Anaccesshatchwillbeinstalledbetweenthewetwellandexistingexteriorvaultinwhichtheparshallflumeislocated.Anaccessplatformwillbeprovidedforpersonnelaccessfromtheoutside.Accesstothewetwellisnotrecommendedfromthedrypitarea,sincethiswouldresultintheentireinteriorspaceofthebuildingbeingclassifiedasClass1,Division2andrequireallelectricalequipmenttobeupgradedtomeettheserequirements.Thepumproomwillhousetwo34hpcentrifugalsubmersiblepumps(1duty,1standby)mountedonconcretepedestals.Thepumpscanbeliftedfromthepumproomthroughtheexisting4x4accesshatchlocatedinthecontrolroomfloor.Thepumpshavea6inchintakeanda6inchdischargethatisimmediatelyincreasedtoan8inchdischargepipepriortoleavingthepumpstation.Alloftheisolationvalves,checkvalves,andotherpipingappurtenancesforthepumpsarelocatedwithinthepumproom,withtheexceptionoftheemergencybypassconnection.TheemergencybypassconnectiononthesouthsideofthepumpstationwillprovidealocationforCitystafftobypasspumpsewagefromthewetwellintoasewagepumptruckinanemergency.Accesstothepumproomfromthecontrolroomwillbeprovidedthroughtheuseoftheexistingmetalstairway.Theexistingmechanicalequipmentandpipinglocatedintheundergroundvaultwillbedemolished.InaccordancewithNFPA820,Table4.2,Row19,theretrofitpumpstationwouldbecategorizedasaBelowgradeorPartiallyBelowgradeWastewaterPumpingStationDrywell,inwhichthepumproomisphysicallyseparatedfromthewetwell.Becausethecodelistthepotentialforignitionofflammablegasesthroughleaksfromthepumpsandpipingforthispumpstationlayout,theentirespace(lowerandupperlevels)mustbeventilatedat6airchangesperhourtobeconsideredanunclassifiedspace.SimilartoatPumpStationNos.1,2and3,theexistingroofstructureisshowingsignsofsignificantdegradation(e.g.,leaks,drywallproblems,andwoodrotting)andshouldbereplacedinasimilarfashion.Anewtrussframedpitchedroofstructurewillbeconstructedatthesametimeastheabovedescribedpumpstationimprovements.Theexistingroofmountedexhaustmufflerontheenginegeneratorwillberelocatedtowithinthebuilding,suspendedfromtheceiling,insulated,andventedtotheoutsidethroughtheCMUwall.TheproposedPumpStationNo.4Alternative2layoutisshowninFigure8.



7.4. CostAnalysisThecapitalcostofPumpStationNo.4AlternativeNos.1and2wereevaluatedtodeterminethepumpstationdesignandlayoutthatwouldprovidethe20YearNPWcost.

The20yearNPWcostestimateforPumpStationNo.4AlternativeNos.1and2arepresentedinAppendix9.5,in2010dollars,andsummarizedinTable7.Table7.PumpStationNo.4:20YearNPWCostEstimates

Alternative CapitalCostOperationsandMaintenanceAnnualCosts 20Year

NPWaElectrical WeeklyMaint.TasksMonthly

Maint.TasksAlternativeNo.1 $330,000 $18,200 $3,120 $12,480 $720,000AlternativeNo.2 $310,000 $18,200 $3,120 $12,480 $700,000

aInterestrateof6%.ThecapitalcostofthegravitysewerimprovementalternativesandforcemainimprovementswereestimatedaspresentedinAppendix9.5,in2010dollars,andsummarizedinTable8.Table8.PumpStationNo.4GravitySewerandForceMainImprovementsCostEstimates

Facilities Alternative Description CapitalCost

GravitySewer(MHK1AtoMHK1)

1 DoNothing10inchVCPincurrentcondition $7,000

2 NonstructuralCIPPLinerLined10inchVCP $18,000

3 StructuralCIPPLinerLined10inchVCP $24,000

ForceMain NA Abandonexisting8inchFMs;Connectnew8inchFM $7,000

7.5. RecommendedAlternativeTherecommendedPumpStationNo.4alternativeisAlternativeNo.2DryPitwithSubmersiblePumps.Thedrypitarrangementhasthelowestcapitalandlower20yearNPWcostthanAlternativeNo.1.TheGravitySewerAlternative1approachisalsorecommendedasdescribedinsection7.1.1.1



8. ProjectConstraintsKeyprojectconstraintsincludethefollowingtopics:constructability,electricaldesign,safety,environmental,andfutureexpansion.Eachofthesetopicsiscoveredbelow.

8.1. ConstructabilityVariousconstructionconstraintscanbeexpectedateachpumpstation.Adescriptionofconstructionconstraintsforeachpumpstationisprovidedbelow.8.1.1. PumpStationNo.1DuringtheconstructionofthePumpStationNo.1improvements,influentrawsewagewillneedtobedivertedaroundthepumpstation.Thiscanbeaccomplishedthroughbypasspumpingfromtheinfluentmanholelocatedtothenorthofthepumpstationtoatemporarytieinconnectiontotheexisting6inchFMapproximately10feeteastoftheinfluentmanhole.FromaconstructabilityandoperationandmaintenancestandpointitmaybeadvantageoustodemolishtheexistingCMUwallsonthesouthsideofthenewCMUpartitionwallafterthenewpartitionwallisconstructed.ThiswouldallowCitystafftomoreeasilyaccessandmaintainthepumpswithouttherestrictionsofanenclosedspace.8.1.2. PumpStationNo.2DuringtheconstructionofthePumpStationNo.2improvements,influentrawsewagewillneedtobedivertedaroundthepumpstation.Thiscanbeaccomplishedthroughbypasspumpingfromtheinfluentmanholelocatedtothenorthwestofthepumpstationtoatemporarytieinconnectiontotheexisting6inchFMapproximately10feetsouthoftheinfluentmanhole.8.1.3. PumpStationNo.4DuringtheconstructionofthePumpStationNo.4improvements,influentrawsewagewillcontinuetobedivertedaroundPumpStationNo.4throughtheuseofPumpStationNo.4A.ThiswillallowfortheremovalanddemolitionoftheexistingPumpStationNo.4equipment.AplugmustbeinstalledontheoverflowlineatMHK1BtoensurenoflowisdivertedtoPumpStationNo.4duringconstruction.SpecialmeasuresmayberequiredasdescribedinSection8.5ofthisReporttoprotectthebiologicalresourceslocatedintheChurnCreekwatershedadjacenttothepumpstationandatthegravitysewertieinlocationnearMHK1A.8.1.4. PumpStationNo.4AThedecommissioningofPumpStationNo.4AwilloccurafterPumpStationNo.4hasbeensuccessfullyconstructedandallfunctionalitytestssuccessfullypassed.Atemporaryyconnectionandvalvingattheexisting10FMlinegoingupthehillwillbeinstalledtoaccommodatetestingandcontinuedoperationofPumpStationNo.4A.Thiscanthenberemovedandreplacedwith8inchconnectionforPumpStationNo.4onlyaftertesting.



8.2. EnvironmentalOftheproposedimprovements,onlyworkatPumpStationNo.4Ahaspotentialtoresultineffectstotheenvironmentthatwouldrequirespecialenvironmentalpermitting.Forallotherproposedimprovements,thelimitofdisturbedareaandthelocationofthatdisturbedareaeliminatetheneedforspecialpermitting,aslongastypicalindustrystandardpermits,includingstormwaterBestManagementPractices(BMPs)aremet.InordertodecommissionPumpStationNo.4A,anexisting,thedecommissioned10inchsewerlinethatconnectstoPumpStationNo.4willneedtobereconnectedinordertoredirectflows.ChurnCreekislocateddirectlywestofPumpStationNo.4A,soconstructionactivitiescouldhavethepotentialtonecessitatespecialenvironmentalpermitting.Theassumedareaofexcavation(nomorethana10ftby10ftx10ftdeep)islocatedwithinanareathatwaspreviouslydisturbedwhenPumpStationNo.4andtheconnectingsewerpipelineswereconstructed.AlimitedEnvironmentalConstraintsAssessmentoftheproposedimprovementswasconductedtoevaluatetheneedforspecialenvironmentalpermittingbasedonthisexcavationlimitation.Theactualareaofexcavationmaybeasmuchas20ftby10ftby10ftdeepbasedonsurveyandCCTVresults,butthisappearsfromsurfacemeasurementstostaywithintheareaanalyzedbytheenvironmentalanalysis.AsummaryoftheEnvironmentalConstraintsAssessmentaredescribedherein.8.2.1. BiologicalResourcesAbiologicalresourcescharacterizationoftheexcavationsitewasinvestigatedandreportedonbyNorthStateResources,Inc.(NSR),inatechnicalmemorandumtitled,CityofShastaLakePumpStationImprovements2011Project:BiologicalResourcesCharacterization(NSRNo.51220),attachedinAppendix9.6.Thefindingsofthistechnicalmemorandumfortheproposedareaofconstructionaresummarizedbelow:

Nodocumentedoccurrencesofspecialstatusspeciesorplantspecies(CNDDBdatabase) Proposedareaofconstructiondidnotsupportanywetlandparameters. Section404permitisnotrequirednoraSection404waterqualitycertificationwiththeRWQCB. No federally listed threatenedorendangered species areexpected tooccur in theproposedareaof

construction. Thus formal Section 7 consultation under the federal ESA with the USFWS andconsultationwiththeCDFGisnotrequired.

Neitherbaldeaglenorgoldeneaglesareexpectedtooccurintheproposedareaofconstruction. Nostatejurisdictionalfeaturesarepresentwithintheproposedconstructionarea. SincenoconstructionactivitywilloccurwithinChurnCreek,aStreambedAlterationAgreement isnot

required. ARWQCBGeneralPermitforStormWaterDischargesAssociatedwithConstructionActivities(General

Permit)isnotrequired. NospecieswhicharedesignatedasfullyprotectedbyCDFGareexpected tooccur in theproposed

areaofconstruction.RecommendedconservationmeasurestoensurethattherearenowetlandorstormwaterimpactstoChurnCreekarelistedonpages11and12intheCityofShastaLakePumpStationImprovements2011Project:BiologicalResourcesCharacterization(NSRNo.51220).Althoughtheproposedconstructionactivitiesdonotincludetheremovaloftreesorshrubsthatcouldbeutilizedfornestinghabitat,indirectimpactsduetoconstructionnoisewouldimpactbirdsnestingwithintheadjacentripariancorridorandoakwoodlands.RecommendedmeasuresthatmaybeinstitutedtohelpensurecompliancewiththeMigratoryBirdTreatyActandreduceimpactstobirdsofpreyunderSection3503.5ofthe



CDFGCodearelistedonpage13intheCityofShastaLakePumpStationImprovements2011Project:BiologicalResourcesCharacterization(NSRNo.51220).8.2.2. ArcheologicalResourcesAnarchaeologicalsurveyoftheexcavationsitewasinvestigatedandreportedonbyNSR,inatechnicalmemorandumtitled,CityofShastaLakePumpStationImprovements2011ArcheologicalResourcesTechnicalMemorandum,attachedinAppendix9.6.Thefindingsofthistechnicalmemorandumshowthattherearenoprehistoricorhistoricresources(e.g.,artifacts,features,sites,etc.)locatedintheproposedconstructionareaduringthearcheologicalsurvey.Recommendedmitigationmeasuresduringconstructionactivitiestohelpavoidorminimizethepotentialforsignificantaffectstounknownburiedorobscuredarcheologicaldepositsarelistedonpage18intheCityofShastaLakePumpStationImprovements2011ArcheologicalResourcesTechnicalMemorandum.

8.3. AsbestosandLeadHazardsAnasbestosandleadsurveyPumpStationNos.1,2,3,and4wasconductedandreportedonbyEntekConsultingGroup,Inc.,inareporttitled,AsbestosandLeadSurveyFinalReportCityofShastaLakePumpStations1,2,3&4(AsbestosandLeadReport),attachedinAppendix9.7.Thefindingsofthisreportaresummarizedbelow:

Asbestoswasfoundatvaryinglevelsateachofthepumpstations(seetablesintheAsbestosandLeadReport,pages57.

There are no US EPA NESHAP regulated materials present in excess of 160ft2, therefore a 10daynotificationforasbestosrelatedworkwillnotberequired.

TheCAT1andCal/OSHAasbestoscontainingconstructionmaterials foundwouldnotberegulatedbythe US EPA unless the Category 1 materials are expected to become friable, in the course of thedemolition.

Because it has been determined that ACM and ACCM does exist, a licensed Asbestos Contractor,certifiedby theStateofCalifornia,and registeredwithCal/OSHA is required toperformanyasbestosrelatedremovalwork.

Projectconsideredleadrelatedconstructionwork

Thedemolitionrelatedrequirementsarelistedonpage9intheAsbestosandLeadReport.ThesewereincorporatedintotheCitysPumpStationRoofReplacementProjectConstructDocuments(Bidno.201103)andsimilarspecificationsshouldbeusedforthisprojectwithrespecttoroof,materialsandequipmentreplacement.



9. Appendices

PUMPSTATIONIMPROVEMENTS2011PRELIMINARYDESIGNREPORTFINAL 10/62010


9.1. HydraulicCalculationsForceMain(PumpStationNo.1toMHK32)

Hydraulic AnalysisProject: 10-018 COSL Pump Station Improvements 2011 Date: 24-Aug-10 TDH = 56.4 feetCase: Pump Station No.1 Calc By: AJB Static Head = 53.0 feet PVC Manning's 'n' = 0.013Flowrate 160 gpm Power = 2.3 hp

0.357 cfs

Hydraulic Element Further Description Pipe ClassNominal Size, in. Flow, cfs

Inside Diameter or

Height, ft Width, ftWater

Depth, ft Length, ft Area, sfHyd.

Radius, ftVelocity,

fpsVel.

Head, ftCoefficient (n, K or C)

Exponent for Weir

Head Loss, ft

Weir or Invert EL,

ft

Water Surface EL or

HGL, ftStarting W.S. Elevation MH K32 885.000Exit Loss FM - PVC 6 0.36 0.50 0.50 0.50 0.20 0.13 1.82 0.0512 1.000 0.0512 882.00 885.051Pipe, PVC FM - PVC 6 0.36 0.50 0.50 0.50 700 0.20 0.13 1.82 0.0512 0.013 2.8106 887.862Tee, Flow thru Run FM - PVC 6 0.36 0.50 0.50 0.50 0.20 0.13 1.82 0.0512 0.500 0.0256 839.25 887.887Pipe, PVC FM - PVC 6 0.36 0.50 0.50 0.50 3 0.20 0.13 1.82 0.0512 0.013 0.0120 839.25 887.899Tee, Branch to Run FM - PVC 6 0.36 0.50 0.50 0.50 0.20 0.13 1.82 0.0512 1.200 0.0614 839.25 887.961Pipe, PVC FM - PVC 6 0.36 0.50 0.50 0.50 4.5 0.20 0.13 1.82 0.0512 0.013 0.0181 839.25 887.979Valve, Plug FM - PVC 6 0.36 0.50 0.50 0.50 0.20 0.13 1.82 0.0512 1.000 0.0512 839.25 888.030Valve, Check (Swing) FM - PVC 6 0.36 0.50 0.50 0.50 0.20 0.13 1.82 0.0512 2.500 0.1280 839.25 888.158Pipe, PVC FM - PVC 6 0.36 0.50 0.50 0.50 5 0.20 0.13 1.82 0.0512 0.013 0.0201 839.25 888.17890-deg bend, Standard FM - PVC 6 0.36 0.50 0.50 0.50 0.20 0.13 1.82 0.0512 0.300 0.0154 839.25 888.194Pipe, PVC FM - PVC 6 0.36 0.50 0.50 0.50 7 0.20 0.13 1.82 0.0512 0.013 0.0281 888.222Increaser, d/D=1/2 4" x 6" Increaser 4 0.36 0.33 0.33 0.33 0.09 0.08 4.09 0.2592 0.560 0.1451 888.36790-deg bend, Standard Pump Bend 4 0.36 0.33 0.33 0.33 0.09 0.08 4.09 0.2592 0.300 0.0777 888.445

Hydraulics_PS1.xls Page 1 of 1 9/16/2010



9.2. HydraulicCalculationsForceMain(PumpStationNo.2toMHB7)

Hydraulic AnalysisProject: 10-018 COSL Pump Station Improvements 2011 Date: 24-Aug-10 TDH = 26.7 feetCase: Pump Station No.2 Calc By: AJB Static Head = 22.5 feet PVC Manning's 'n' = 0.013Flowrate 215 gpm Power = 1.5 hp

0.479 cfs


Inside Diameter or

Height, ft Width, ftWater


Radius, ftVelocity,

fpsVel.

Head, ftCoefficient (n, K or C)

Exponent for Weir

Head Loss, ft

Weir or Invert EL,

ft

Water Surface EL or

HGL, ftStarting W.S. Elevation MH B7 769.000Exit Loss FM - VCP 6 0.48 0.50 0.50 0.50 0.20 0.13 2.44 0.0924 1.000 0.0924 769.00 769.092Pipe, PVC FM - VCP 6 0.48 0.50 0.50 0.50 425 0.20 0.13 2.44 0.0924 0.013 3.0813 772.174Tee, Flow thru Run FM - VCP 6 0.48 0.50 0.50 0.50 0.20 0.13 2.44 0.0924 0.500 0.0462 754.00 772.220Pipe, PVC FM - VCP 6 0.48 0.50 0.50 0.50 3 0.20 0.13 2.44 0.0924 0.013 0.0218 754.00 772.242Tee, Branch to Run FM - VCP 6 0.48 0.50 0.50 0.50 0.20 0.13 2.44 0.0924 1.200 0.1109 754.00 772.353Pipe, PVC FM - VCP 6 0.48 0.50 0.50 0.50 4.5 0.20 0.13 2.44 0.0924 0.013 0.0326 754.00 772.385Valve, Plug FM - VCP 6 0.48 0.50 0.50 0.50 0.20 0.13 2.44 0.0924 1.000 0.0924 754.00 772.478Valve, Check (Swing) FM - VCP 6 0.48 0.50 0.50 0.50 0.20 0.13 2.44 0.0924 2.500 0.2311 754.00 772.709Pipe, PVC FM - VCP 6 0.48 0.50 0.50 0.50 5 0.20 0.13 2.44 0.0924 0.013 0.0363 754.00 772.74590-deg bend, Standard FM - VCP 6 0.48 0.50 0.50 0.50 0.20 0.13 2.44 0.0924 0.300 0.0277 754.00 772.773Pipe, PVC FM - VCP 6 0.48 0.50 0.50 0.50 7 0.20 0.13 2.44 0.0924 0.013 0.0508 772.823Increaser, d/D=1/2 4" x 6" Increaser 4 0.48 0.33 0.33 0.33 0.09 0.08 5.49 0.4679 0.560 0.2620 773.08690-deg bend, Standard Pump Bend 4 0.48 0.33 0.33 0.33 0.09 0.08 5.49 0.4679 0.300 0.1404 773.226

Hydraulics_PS2.xls Page 1 of 1 9/16/2010



9.3. HydraulicCalculationsGravitySewer(MHK1BtoPumpStationNo.4)

Hydraulic AnalysisProject: COSL_PS Improvements 2011 Date: 24-Aug-10Case: Improvements Calc By: AJB

Length (ft)Flowrate = 1.44 mgd Slope 1 = -0.01225 (PS No. 4 to MH K1) 40

1,000 gpm Slope 2 = -0.029412 (MH K1 to MH K1A) 204Slope 3 = -0.01931 (MH K1A to MH K1B) 58


Inside Diameter or Height,

ft Width, ftWater


Radius, ftVelocity,

fpsVel. Head,

ftCoefficient (n, K or C)

Exponent for Weir

Head Loss, ft

Weir or Invert EL,

ft

Water Surface EL or

HGL, ft % FullStarting W.S. Elevation Pump Station No. 4 692.087 #VALUE!Exit Loss CIP 8 2.23 0.67 0.67 0.67 0.35 0.17 6.39 0.6349 1.000 0.6349 692.722 #VALUE!22.5-deg bend CIP 8 2.23 0.67 0.67 0.67 0.35 0.17 6.39 0.6349 0.150 0.0952 692.817 #VALUE!Pipe, Ductile Iron w/ CM Lining CIP 8 2.23 0.67 0.67 0.67 2 0.35 0.17 6.39 0.6349 0.013 0.0679 692.885 #VALUE!Tee, Branch to Run CIP 8 2.23 0.67 0.67 0.67 0.35 0.17 6.39 0.6349 1.200 0.7618 691.42 693.646 100%Pipe, Ductile Iron w/ CM Lining CIP 8 2.23 0.67 0.67 0.67 1 0.35 0.17 6.39 0.6349 0.013 0.0339 691.42 693.680 100%Entrance Loss, Pipe Flush with Tank CIP 8 2.23 0.67 0.67 0.67 0.35 0.17 6.39 0.6349 0.500 0.3174 691.42 693.998 100%Channel, Rectangular, Concrete Influent Channel 2.23 3.25 1.50 2.58 1.5 3.87 0.58 0.58 0.0052 0.013 0.0001 691.42 693.998 79%

Parshall Flume (3-inch Throat) 2.23 1.6853 692.33 694.015 #DIV/0!Channel, Rectangular, Concrete Influent Channel 2.23 3.25 1.00 1.77 7.58 1.77 0.39 1.26 0.0248 0.013 0.0032 692.25 694.019 54%Exit Loss PS No. 4 VCP 10 2.23 0.83 0.83 0.83 0.55 0.21 4.09 0.2601 1.000 0.2601 692.25 #VALUE!Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.83 10 0.55 0.21 4.09 0.2601 0.013 0.1015 692.37 694.120 100%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.83 10 0.55 0.21 4.09 0.2601 0.013 0.1015 692.50 694.221 100%Pipe, Ductile Iron w/ CM Lining MH K1 VCP 10 2.23 0.83 0.83 0.83 10 0.55 0.21 4.09 0.2601 0.013 0.1015 692.62 694.323 100%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.83 10 0.55 0.21 4.09 0.2601 0.013 0.1015 692.74 694.424 100%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.83 10 0.55 0.21 4.09 0.2601 0.013 0.1015 693.03 694.526 100%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.83 10 0.55 0.21 4.09 0.2601 0.013 0.1015 693.33 694.627 100%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.83 10 0.55 0.21 4.09 0.2601 0.013 0.1015 693.62 694.729 100%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.83 10 0.55 0.21 4.09 0.2601 0.013 0.1015 693.92 694.830 100%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.72 10 0.50 0.25 4.48 0.3111 0.013 0.0957 694.21 694.926 86%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.58 10 0.40 0.25 5.56 0.4801 0.013 0.1530 694.50 695.079 69%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.50 10 0.34 0.23 6.47 0.6501 0.013 0.2232 694.80 695.302 60%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.48 10 0.32 0.23 6.93 0.7462 0.013 0.2666 695.09 695.569 57%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.47 10 0.31 0.22 7.11 0.7860 0.013 0.2852 695.39 695.854 56%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.46 10 0.31 0.22 7.17 0.7986 0.013 0.2912 695.68 696.145 56%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.46 10 0.31 0.22 7.17 0.7986 0.013 0.2912 695.98 696.436 55%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.46 10 0.31 0.22 7.19 0.8028 0.013 0.2932 696.27 696.730 55%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.46 10 0.31 0.22 7.21 0.8071 0.013 0.2953 696.56 697.025 55%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.46 10 0.31 0.22 7.19 0.8028 0.013 0.2932 696.86 697.318 55%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.46 10 0.31 0.22 7.21 0.8071 0.013 0.2953 697.15 697.613 55%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.46 10 0.31 0.22 7.19 0.8028 0.013 0.2932 697.45 697.907 55%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.46 10 0.31 0.22 7.19 0.8028 0.013 0.2932 697.74 698.200 55%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.46 10 0.31 0.22 7.21 0.8071 0.013 0.2953 698.03 698.495 55%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.46 10 0.31 0.22 7.21 0.8071 0.013 0.2953 698.33 698.791 55%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.46 10 0.31 0.22 7.19 0.8028 0.013 0.2932 698.62 699.084 55%Pipe, Ductile Iron w/ CM Lining MH K1A VCP 10 2.23 0.83 0.83 0.46 4 0.31 0.22 7.19 0.8028 0.013 0.1173 698.74 699.201 55%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.50 10 0.34 0.23 6.55 0.6658 0.013 0.2301 698.93 699.431 60%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.52 10 0.35 0.23 6.31 0.6177 0.013 0.2091 699.13 699.640 62%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.52 10 0.36 0.24 6.21 0.5984 0.013 0.2009 699.32 699.841 63%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.53 10 0.36 0.24 6.15 0.5878 0.013 0.1964 699.51 700.038 63%Pipe, Ductile Iron w/ CM Lining VCP 10 2.23 0.83 0.83 0.53 10 0.36 0.24 6.14 0.5852 0.013 0.1953 699.71 700.233 63%Pipe, Ductile Iron w/ CM Lining MH K1B VCP 10 2.23 0.83 0.83 0.53 8 0.36 0.24 6.13 0.5827 0.013 0.1554 699.86 700.388 63%

Influent Sewer Hydraulics.xls Page 1 of 1 9/16/2010



9.4. HydraulicCalculationsForceMain(PumpStationNo.4toWWTP)

AFT Fathom 7.0 Output 9/16/2010Water Works Engineers

AFT Fathom Model

General

Title: AFT Fathom ModelAnalysis run on: 9/16/2010 10:45:37 PMApplication version: AFT Fathom Version 7.0 (2009.08.19)Input File: T:\Projects\10-018 Shasta Lake PS Improvements 2011\08 Calculations\LS4_Hydraulics.fthScenario: Base Scenario/2 PumpsOutput File: T:\Projects\10-018 Shasta Lake PS Improvements 2011\08 Calculations\LS4_Hydraulics_1.out Execution Time= 0.08 secondsTotal Number Of Head/Pressure Iterations= 0Total Number Of Flow Iterations= 2Total Number Of Temperature Iterations= 0Number Of Pipes= 6Number Of Junctions= 6Matrix Method= Gaussian Elimination Pressure/Head Tolerance= 0.0001 relative changeFlow Rate Tolerance= 0.0001 relative changeTemperature Tolerance= 0.0001 relative changeFlow Relaxation= (Automatic)Pressure Relaxation= (Automatic) Constant Fluid Property ModelFluid Database: AFT StandardFluid: Water at 1 atmMax Fluid Temperature Data= 212 deg. FMin Fluid Temperature Data= 32 deg. FTemperature= 70 deg. FDensity= 62.30841 lbm/ft3Viscosity= 2.36004 lbm/hr-ftVapor Pressure= 0.36157 psiaViscosity Model= Newtonian Atmospheric Pressure= 1 atmGravitational Acceleration= 1 gTurbulent Flow Above Reynolds Number= 4000Laminar Flow Below Reynolds Number= 2300

Total Inflow= 1,000 gal/minTotal Outflow= 1,000 gal/minMaximum Static Pressure is 48.39 psia at Pipe 3 InletMinimum Static Pressure is 14.70 psia at Pipe 1 Inlet

Pump Summary

Jct Name

2 Pump

Vol.Flow

(gal/min)1,000

MassFlow

(lbm/sec)138.8

dP

(psid)33.93

dH

(feet)78.41

OverallEfficiency(Percent)

100.0

Speed

(Percent)N/A

OverallPower(hp)19.79

BEP

(gal/min)N/A

% ofBEP

(Percent)N/A

NPSHA

(feet)33.13

NPSHR

(feet)N/A

X5 Pump 0 0.0 N/A N/A N/A 0 N/A N/A N/A N/A N/A

Reservoir Summary

Jct Name

1 PS4 Wetwell

Type

Infinite

Liq.Height(feet)

N/A

Liq.Elevation

(feet)688.0

SurfacePressure

(psia)14.70

LiquidVolume(feet3)

N/A

LiquidMass(lbm)

N/A

NetVol. Flow(gal/min)

-1,000

NetMass Flow(lbm/sec)

-138.86 Headworks Infinite N/A 756.8 14.70 N/A N/A 1,000 138.8

Pipe Output Table

(1 of 2)

AFT Fathom 7.0 Output 9/16/2010Water Works Engineers

AFT Fathom Model

Pipe Name

1 False Pipe

Vol.Flow Rate(gal/min)

1,000

Velocity

(feet/sec)0.1773

P StaticMax

(psia)14.70

P StaticMin

(psia)14.70

ElevationInlet(feet)

688.0

ElevationOutlet(feet)

688.0

dP Stag.Total(psid)

0.000

dP StaticTotal(psid)

0.000

dPGravity(psid)

0.0002 False Pipe 1,000 0.1773 14.70 14.70 688.0 688.0 0.000 0.000 0.0003 Pump Discharge Piping 1,000 5.8871 48.39 41.60 688.0 701.0 6.795 6.795 5.6254 False Pipe 0 0.0000 14.70 14.70 688.0 688.0 0.000 0.000 0.0005 Pump Discharge Piping 0 0.0000 47.45 41.83 688.0 701.0 5.625 5.625 5.6256 Pipe 1,000 6.4455 41.55 14.70 701.0 756.8 26.855 26.855 24.145

Pipe dH

(feet)1 0.000

P StaticIn

(psia)14.70

P StaticOut

(psia)14.70

HGLInlet(feet)688.0

HGLOutlet(feet)688.0

Dyn. Head

(feet)0.0004885

dH

(feet)0.000

dH

(feet)0.000

P Stag.In

(psia)14.70

P Stag.Out

(psia)14.70

2 0.000 14.70 14.70 688.0 688.0 0.0004885 0.000 0.000 14.70 14.703 2.703 48.39 41.60 765.9 763.2 0.5385971 2.703 2.703 48.62 41.834 0.000 14.70 14.70 688.0 688.0 0.0000000 0.000 0.000 14.70 14.705 0.000 47.45 41.83 763.7 763.7 0.0000000 0.000 0.000 47.45 41.836 6.263 41.55 14.70 763.1 756.8 0.6456148 6.263 6.263 41.83 14.98

All Junction Table

Jct Name

1 PS4 Wetwell

P StaticIn

(psia)14.70

P StaticOut

(psia)14.70

P Stag.In

(psia)14.70

P Stag.Out

(psia)14.70

Vol. FlowRate Thru Jct

(gal/min)1,000

Mass FlowRate Thru Jct

(lbm/sec)138.8

LossFactor (K)

0.0002 Pump 14.70 48.39 14.70 48.62 1,000 138.8 0.0003 Branch 14.70 14.70 14.70 14.70 N/A N/A 0.0004 Branch 41.72 41.72 41.83 41.83 N/A N/A 0.000

X5 Pump 14.70 47.45 14.70 47.45 0 0.0 0.0006 Headworks 14.70 14.70 14.70 14.70 1,000 138.8 1.000

(2 of 2)



9.5. PreliminaryCostEstimatesand20YearNPWCostAnalysis

CityofShastaLake By: AJBPumpStationImprovements2011 Checked:

Date: 9Sep10

SummaryofCostsbyPumpStation(TotalConstructionBid)

PumpStationNo.1;Alt.1 310,000$PumpStationNo.1;Alt.2 320,000$PumpStationNo.1;Alt.3 280,000$PumpStationNo.2;Alt.1 320,000$PumpStationNo.2;Alt.2 310,000$PumpStationNo.4;Alt.1 330,000$PumpStationNo.4;Alt.2 310,000$ 310,000$ GravitySewer;Alt.1 6,000$ 6,000$ GravitySewer;Alt.2 18,000$GravitySewer;Alt.3 23,000$ForceMain(PSNo.4) 7,000$ 7,000$ DecommisionPSNo.4A 25,000$ 25,000$

LeastCostSubtotal: 978,000$ 348,000$

ConstructionBidTotala 978,000$ 348,000$ ConstructionContingency 97,800$ 34,800$ TOTAL 1,075,800$ 382,800$

$ $

TotalProjectFacility 2011Project

SummarybyFacility 1of38 9/16/2010

GRANDTOTAL 1,075,800$ 382,800$ aIncludesDesignContingency,ContractorON&PandBondsandIns.

ContingenciesDesignContingency 20%ContractorOverheadandProfit 15%ContractorBondsandInsurance 4%ConstructionContingency 10%

ConcreteUnitCostsSlabonGrade 550$Wall 950$RaisedSlab 1,100$

SummarybyFacility 1of38 9/16/2010


Date: 26Aug10

PumpStationNo.1;Alternative1WetPitSubmersible

Hrs. RateDivision1GeneralRequirementsMobilization 1 LS 3,000.00$ incl 3,000$SitePreparation 1 LS 8,000.00$ incl 8,000$SiteGrading 100 SF 2.00$ incl 200$SiteGravelSurfacing 100 SF 2.00$ incl 200$Removal/SalvageExst.Equip. 1 LS 8,000.00$ incl 8,000$Demo.Stairs,compressor,airtanksuppor 1 LS 10,000.00$ incl 10,000$ByPassPumping,redundant 4 Wk 15,000.00$ incl 60,000$

DIV1Subtotal 89,400$Division2EarthWorkExcavation 11 cuyd 20.00$ incl 226$Backfill 6 cuyd 20.00$ incl 119$Hauling 5 cuyd 20.00$ incl 107$

$DIV2Subtotal 452$Division3ConcreteRaisedSlab 1.68 cu.yd 1,100$ 1,846$PrecastValveVault(6'x6'x4') 1 LS 10,000.00$ 72 80$ 15,760$

TotalItems Qtys Units UnitPriceLabor

AccessHatch 2 LS 3,000.00$ incl 6,000$$

DIV3Subtotal 23,606$Division4MasonryCMUWall 105 SF 15$ incl 1,572$Grout 4 cu.yd 250$ 8 80$ 1,757$

DIV4Subtotal 3,329$Division5MetalsAlum.AccessLadderw/SafeTClimb 1 ea. 3,000$ 32 80$ 5,560$

DIV5Subtotal 5,560$Division6WoodandPlastics

DIV6Subtotal $Division7ThermalandMoistureProtection

$DIV7Subtotal $Division8DoorsandWindowsMetalDoor 2 ea. $1,500 incl 3,000$

DIV8Subtotal 3,000$

PS1;Alt1 2of38 9/16/2010


Hrs. RateTotalItems Qtys Units UnitPrice

Labor

Division9FinishesPainting(piping) 1 LS $5,000 incl 5,000$

DIV9Subtotal 5,000$Division10SpecialitiesWetwellLinerSystem 869 SF 20.00$ 17,385$

DIV10Subtotal 17,385$Division11Equipment6.5hppump 2 EA 5,180$ 120 80$ 19,960$PumpAccessories 2 LS 1,200$ 2,400$

DIV11Subtotal 22,360$Division12Furnishings

$DIV12Subtotal $Division13SpecialConstruction

$DIV13Subtotal $Division14ConveyingSystems

$DIV14Subtotal $Division15Mechanical6"DIPPiping 47 LF 36$ incl 1,692$6"CheckValve 2 EA $2,000 12 80$ 4,960$6"PlugValve 2 EA $1,500 12 80$ 3,960$Cleanout 1 EA $300 12 80$ 1,260$Misc.Fittings 1 LS 3,000$ incl 3,000$

DIV15Subtotal 14,872$Division16ElectricalandInstrumentationElectricalControlPanel 1 LS 20,000.00$ incl 20,000$FloatSwitches 1 LS 5,000.00$ incl 5,000$Instrumentation/SpareParts 1 LS 10,000.00$ incl 10,000$

DIV16Subtotal 35,000$SUBTOTAL 219,964$DESIGNCONTINGENCY 20% 43,993$CONTRACTOROVERHEADANDPROFIT 15% 32,995$CONTRACTORBONDSANDINSURANCE 4% 8,799$TOTALCONSTRUCTIONBID 305,749$CONSTRUCTIONCONTINGENCY 10% 30,575$GRANDTOTAL 336,324$

PS1;Alt1 3of38 9/16/2010


Hrs. RateTotalItems Qtys Units UnitPrice

Labor

ExcavationWidth= 6 feetLength= 6 feetDepth= 4 feet

Volume= 305 ft311.2963 CY

PS1;Alt1 4of38 9/16/2010


Date: 26Aug10

PumpStationNo.1;Alternative2DryPitSubmersible

Hrs. RateDivision1GeneralRequirementsMobilization 1 LS 3,000.00$ incl 3,000$SitePreparation 1 LS 8,000.00$ incl 8,000$SiteGrading 0 SF 1.00$ incl $SiteGravelSurfacing 0 SF 2.00$ incl $Removal/SalvageExst.Equip. 1 LS 8,000.00$ incl 8,000$Demo.Stairs,compressor,airtanksuppor 1 LS 10,000.00$ incl 10,000$ByPassPumping,redundant 4 Wk 15,000.00$ incl 60,000$

DIV1Subtotal 89,000$Division2EarthWorkExcavation 0 cuyd 20.00$ incl $Backfill 0 cuyd 20.00$ incl $Hauling 0 cuyd 20.00$ incl $

$DIV2Subtotal $Division3ConcreteRaisedSlab 1.68 cu.yd 1,100$ 1,846$Wall 3.26 cu.yd 950$ 3,101$

Items Qtys Units UnitPriceLabor

Total

Wall(Pumppedestals) 0.89 cu.yd 950$ 844$AccessHatch 2 LS 3,000.00$ incl 6,000$

$DIV3Subtotal 11,792$Division4MasonryCMUWall 105 SF 15$ incl 1,572$Grout 5 cu.yd 250$ 16 80$ 2,565$

DIV4Subtotal 4,137$Division5MetalsAlum.AccessLadderw/SafeTClimb 1 ea. 3,000$ 32 80$ 5,560$

DIV5Subtotal 5,560$Division6WoodandPlastics

DIV6Subtotal $Division7ThermalandMoistureProtection

$DIV7Subtotal $Division8DoorsandWindowsMetalDoor 2 ea. $1,500 incl 3,000$ExhaustVentilation 1 LS $5,000 incl 5,000$

PS1;Alt2 5of38 9/16/2010


Hrs. RateItems Qtys Units UnitPrice

LaborTotal

DIV8Subtotal 8,000$Division9FinishesPainting(piping) 1 LS $7,000 incl 7,000$

DIV9Subtotal 7,000$Division10SpecialitiesWetwellLinerSystem 512 SF 20.00$ 10,234$

DIV10Subtotal 10,234$Division11Equipment12hppump 2 EA 12,900$ 120 80$ 35,400$PumpAccessories 2 LS 400$ 800$

DIV11Subtotal 36,200$Division12Furnishings

$DIV12Subtotal $Division13SpecialConstruction

$DIV13Subtotal $Division14ConveyingSystems

$DIV14Subtotal $Division15Mechanical6"DIPPiping 106 LF 36$ incl 3,816$6"CheckValve 2 EA $2,000 12 80$ 4,960$6"PlugValve 4 EA $1,500 12 80$ 6,960$Misc.Fittings 1 LS 6,000$ incl 6,000$

DIV15Subtotal 21,736$Division16ElectricalandInstrumentationElectricalControlPanel 1 LS 25,000.00$ incl 25,000$FloatSwitches 1 LS 5,000.00$ incl 5,000$Instrumentation/SpareParts 1 LS 10,000.00$ incl 10,000$

DIV16Subtotal 40,000$SUBTOTAL 233,660$DESIGNCONTINGENCY 20% 46,732$CONTRACTOROVERHEADANDPROFIT 15% 35,049$CONTRACTORBONDSANDINSURANCE 4% 9,346$TOTALCONSTRUCTIONBID 324,787$CONSTRUCTIONCONTINGENCY 10% 32,479$GRANDTOTAL 357,266$

PS1;Alt2 6of38 9/16/2010


Hrs. RateItems Qtys Units

Pump Station Improvements 2011 - PDR_201407231644149204

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