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Transcript of BLACK - Camarillo Improvement... · BLACK & VEATCH | Executive Summary ES‐1 Executive Summary The...

Page 1: BLACK - Camarillo Improvement... · BLACK & VEATCH | Executive Summary ES‐1 Executive Summary The City of Camarillo (City) is implementing a project to develop a Groundwater Treatment
Page 2: BLACK - Camarillo Improvement... · BLACK & VEATCH | Executive Summary ES‐1 Executive Summary The City of Camarillo (City) is implementing a project to develop a Groundwater Treatment
Page 3: BLACK - Camarillo Improvement... · BLACK & VEATCH | Executive Summary ES‐1 Executive Summary The City of Camarillo (City) is implementing a project to develop a Groundwater Treatment

 

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Table of Contents ExecutiveSummary...........................................................................................................ES‐1

IntroductionandProjectObjectives(Chapter1)............................................................ES‐1

RegulatoryRequirements(Chapter2)................................................................................ES‐1

StudyAreaCharacteristics(Chapter3)...............................................................................ES‐2

SummaryofEnvironmentalImpactReport(Chapter4)..............................................ES‐3

WaterSupplyCharacteristicsandFacilities(Chapter5).............................................ES‐3

AssessmentofSiteAlternatives(Chapter6).....................................................................ES‐5

OpinionofProbableCostandO&MCosts(Chapter7)..................................................ES‐6

ConstructionandOperationMethods(Chapter8).........................................................ES‐8

FacilityImplementationSchedule(Chapter9)................................................................ES‐9

Non‐MonetaryBenefits(Chapter10)...................................................................................ES‐9

References(Chapter11)............................................................................................................ES‐9

1 IntroductionandProjectObjectives......................................................................1‐1

2 RegulatoryRequirements.........................................................................................2‐1

2.1 HistoricalWaterQualityandTreatmentRequirements...................................2‐1

2.2 ConstituentsofEmergingConcern............................................................................2‐1

3 StudyAreaCharacteristicsandSystemHydraulics..........................................3‐1

3.1 StudyAreaCharacteristics............................................................................................3‐1

3.2 SystemHydraulics............................................................................................................3‐1

4 SummaryofEnvironmentalImpactReport........................................................4‐1

4.1 Section1:Previousenvironmentaldocumentation...........................................4‐1

4.2 Section2:Summary..........................................................................................................4‐1

4.3 Section3:ProjectDescription......................................................................................4‐1

4.4 Section4:AlternativestotheProposedAction....................................................4‐2

4.5 Section5:EnvironmentalAnalysis............................................................................4‐2

4.6 Section6:GrowthInducement....................................................................................4‐7

4.7 Section7:ConsultationandCoordination..............................................................4‐7

4.8 Sections8,9,10,11,and12..........................................................................................4‐7

5 WaterSupplyCharacteristicsandFacilities.......................................................5‐1

5.1 GroundwaterFeedQuality............................................................................................5‐1

5.2 ProductwaterQualityGoals.........................................................................................5‐4

5.3 PilotStudyFindings.........................................................................................................5‐4

5.4 TreatmentProcessDescription...................................................................................5‐5

5.4.1 RawWaterSupply...................................................................................................5‐5

5.4.2 PretreatmentProcess............................................................................................5‐6

5.4.3 ROSystem................................................................................................................5‐13

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5.4.4 BrineManagement...............................................................................................5‐17

5.4.5 Post‐Treatment.....................................................................................................5‐17

5.4.6 TreatedWaterDistribution..............................................................................5‐18

5.4.7 ChemicalFeedFacilities.....................................................................................5‐19

5.4.8 SiteLayout...............................................................................................................5‐25

5.5 OffsiteFacilities...............................................................................................................5‐31

5.5.1 Conveyance.............................................................................................................5‐31

5.5.2 WasteDisposal......................................................................................................5‐31

5.5.3 MonitoringWells..................................................................................................5‐31

5.6 AnticipatedTreatedWaterQuality.........................................................................5‐32

6 AssessmentofSiteAlternatives..............................................................................6‐1

7 OpinionofProbableCostandO&MCosts............................................................7‐1

7.1 OpinionofProbableCost...............................................................................................7‐1

7.2 OperatingandMaintenanceCostsandTotalUnitCost.....................................7‐1

8 ConstructionandOperationMethods...................................................................8‐1

8.1 ConstructionApproach...................................................................................................8‐1

8.2 Operations............................................................................................................................8‐2

8.3 Triggersforoperationalchanges................................................................................8‐2

9 FacilityImplementationSchedule..........................................................................9‐1

10 Non‐MonetaryBenefits............................................................................................10‐1

11 References....................................................................................................................11‐1

 

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LIST OF TABLES  TableES‐1:SecondaryMCLforApplicableGroundwaterContaminants..................ES‐2

TableES‐2:SummaryofRecommendedPumpingCapacityforZone1and2.........ES‐3

TableES‐3:SummaryofFinalProductWaterQualityGoals...........................................ES‐4

TableES‐4:AnticipatedTreatedWaterQuality...................................................................ES‐5

TableES‐5:SummaryoftheOpinionofProbableCapitalCostsfortheNPVGroundwaterTreatmentFacility.........................................................................ES‐7

TableES‐6:SummaryofProbableO&MCostsfortheNPVGroundwaterTreatmentFacility.....................................................................................................ES‐8

Table2‐1:SecondaryMCLforApplicableGroundwaterContaminants........................2‐1

Table3‐1:SummaryofRecommendedPumpingCapacityforZone1and2..............3‐3

Table5‐1:GroundwaterQuality...................................................................................................5‐3

Table5‐2:SummaryofFinalProductWaterQualityGoals................................................5‐4

Table5‐3:CSDWRPTMDLRequirements..................................................................................5‐4

Table5‐4:ContactTankandPretreatmentFilterFeedPumpDesignCriteria........5‐10

Table5‐5:PretreatmentGreensandFilterDesignCriteria..............................................5‐11

Table5‐6:BackwashSupplyTankandPumpStationDesignCriteria........................5‐12

Table5‐7:WashwaterEqualizationTankandRecoverySystemDesignCriteria............................................................................................................................5‐12

Table5‐8:ROFeedTankandLowPressureROTransferPumpStationDesignCriteria............................................................................................................5‐13

Table5‐9:CartridgeFilterDesignCriteria.............................................................................5‐14

Table5‐10:ROHighPressureFeedPumpDesignCriteria..............................................5‐14

Table5‐11:ROSystemDesignCriteria....................................................................................5‐15

Table5‐12:ROFlushTankandFlushPumpDesignCriteria..........................................5‐16

Table5‐13:ROCIPSystemDesignCriteria............................................................................5‐17

Table5‐14:DecarbonatorDesignCriteria..............................................................................5‐18

Table5‐15:TreatedWaterPumpStationDesignCriteria................................................5‐18

Table5‐16:SodiumHypochloriteFeedSystemDesignCriteria(PretreatmentOption1–DirectRO)...............................................................................................5‐20

Table5‐17:SodiumHypochloriteFeedSystemDesignCriteria(PretreatmentOption2–PretreatmentFiltration+RO)........................................................5‐20

Table5‐18:WellHeadSodiumBisulfiteFeedSystemDesignCriteria(PretreatmentOption1–DirectRO)..................................................................5‐21

Table5‐19:BulkSodiumBisulfiteFeedSystemDesignCriteria(PretreatmentOption2–PretreatmentFiltration+RO).........................5‐22

Table5‐20:SulfuricAcidFeedSystemDesignCriteria.....................................................5‐22

Table5‐21:AntiscalantFeedSystemDesignCriteria........................................................5‐23

Table5‐22:SodiumHydroxideFeedSystemDesignCriteria.........................................5‐24

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Table5‐23:AquaAmmoniaFeedSystemDesignCriteria................................................5‐24

Table5‐24:TreatedWaterPumpStationDesignCriteria................................................5‐31

Table5‐25:Production/DistributionforNPVGroundwaterTreatmentFacility............................................................................................................................5‐31

Table5‐26:AnticipatedTreatedWaterQuality..................................................................5‐32

Table7‐1:OpinionofProbableCostfortheNPVGroundwaterTreatmentFacility...............................................................................................................................7‐1

Table7‐2:SummaryofProbableO&MCostsfortheNPVGroundwaterTreatmentFacility........................................................................................................7‐2

Table8‐1:PumpingRateCutbackContingencyPlan............................................................8‐2

 

LIST OF FIGURES  Figure5‐1:HistoricalIronandManganeseDataforWellsAandB(1990‐

2008)..................................................................................................................................5‐1

Figure5‐2:Historicaldataforcalcium,sulfates,chloride,andTDSinWellA(1990–2008).................................................................................................................5‐2

Figure5‐3:Historicaldataforcalcium,sulfates,chloride,andTDSinWellB............5‐2

Figure5‐4:ProcessFlowDiagramforPretreatmentOption1(OxygenQuenchingforDirectRO)..........................................................................................5‐7

Figure5‐5:ProcessFlowDiagramforPretreatmentOption2(Chlorine+PretreatmentFiltration)............................................................................................5‐8

Figure5‐6:SiteLayoutfortheNPVGroundwaterTreatmentFacility(PretreatmentOption1–DirectRO).................................................................5‐27

Figure5‐7:SiteLayoutfortheNPVGroundwaterTreatmentFacility(PretreatmentOption2–PretreatmentFiltration+RO).........................5‐29

Figure5‐9:OverviewofOff‐SiteFacilitiesandTie‐InLocationsforPreferredSiteLocation#2..........................................................................................................5‐33

Figure5‐10:RecommendedMonitoringWells(exceptedfrom2015Bachman"NorthernPleasantValleyDesalterGroundwaterAnalysisandModeling"reportwithannotationadded)...........................5‐35

Figure6‐1:SiteLocationsfortheProposedNPVGroundwaterTreatmentFacility...............................................................................................................................6‐3

Figure9‐1:NPVGroundwaterDesalterSchedule..................................................................9‐3

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City of Camarillo | FACILITIES PLAN FOR THE NORTH PLEASANT VALLEY GROUNDWATER TREATMENT FACILIITY 

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ACRONYMS  ac acre AFD adjustablefrequencydrive B&V Black&Veatch Ca Calcium CDPH CaliforniaDepartmentofPublicHealth CIP clean‐in‐place City CityofCamarillo Cl Chlorine CMAR ConstructionManagementatRisk CMWD CalleguasMunicipalWaterDistrict CO CarbonMonoxide CSDWRP CamarilloSanitataryDistrictWaterReclamationPlant CUE CamarilloAirportUtilityEnterprise DBIA Design‐BuildInstituteofAmerica DO dissolvedoxygen EIR EnvironmentalImpactReport EPA EnvironmentalProtectionAgency ERD energyrecoverydevice Fe Iron FTE FullTimeEmployees GMF granularmediafiltration gpm gallonsperminute gpm/sf gallonsperminutepersquarefoot HDPE high‐densitypolyethylene HGL HydraulicGradeLine IS InitialStudy kW kilowatts kWh kilowatthour MCLs SecondaryMaximumContaminantLevels MF microfiltration mg/L milligramsperliter mgd milliongallonsperday mm millimeter Mn Manganese msl meansealevel NaOH sodiumhydroxide NDMA N‐Nitroso‐Dimethylamine NOP NoticeofPreparation NOx Nitrogenoxides NPV NorthPleasantValley O&M operationandmaintenance PDB ProgressiveDesignBuild

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pCi/L GrossAlpha PRVs pressurereducingvalves RO reverseosmosis ROC reactiveorganiccompounds SMP SalinityManagementPipeline SO4 Sulfates TDS totaldissolvedsolids TMDL TotalMaximumDailyLoad VCP vitrifiedclaypipe WDBC WaterDesignBuildCouncil

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 BLACK & VEATCH | Executive Summary  ES‐1 

Executive Summary TheCityofCamarillo(City)isimplementingaprojecttodevelopaGroundwaterTreatmentFacilitytodiversifytheregion’swatersupplyportfolioandreducerelianceonimportedwatersupplies.TheCitycontractedBlack&Veatch(B&V)todeveloptheFacilitiesPlanfortheNorthPleasantValley(NPV)GroundwaterTreatmentFacilityinsupportoftheEnvironmentalImpactReportandEnvironmentalAssessmenteffortsfortheproject.ThisExecutiveSummaryhighlightskeyfindingsandrecommendationsoftheFacilitiesPlan.

INTRODUCTION AND PROJECT OBJECTIVES (CHAPTER 1) Overthepastdecade,muchoftheCity’sgroundwaterhasshownsignificantincreasesinsalinity,iron,andmanganese.Inresponsetotheobservedincreasingtrend,theCityhasreducedgroundwaterproduction,increasingitsrelianceonimportedwater,whichcurrentlyconstitutesapproximately60percentoftheCity’stotalwatersupply.Chapter1describesstudiesandpilottestingperformedbytheCitytoselectandoptimizegroundwatertreatmenttechnologyforagroundwatertreatmentfacility.Thefacility,plannedbytheCity,isanapproximately7mgdregionalmembranetreatmentfacilityandwillbedeveloped,built,andownedbytheCity.Thefacilitymayalsoprovidewatertoneighboringwateragencies.Themainobjectivesoftheprojectareto:

Diversifytheregion’swatersupplyportfolio ReducetheCity’srelianceonimportedwater ReestablishtheCity’sexistingWellsAandBtohaveacombinedproductioncapacityofapproximately3,000gallonsperminute(gpm)anddevelopanadditional3,000gpmthroughoneortwonewwells

Developacosteffectivestrategythatlocatesnewfacilitiesnearexistingwaterpipelines MaximizeuseofexistinggroundwateravailablefromthenorthernareaofPleasantValleyGroundwaterBasin

Improvewaterqualitytopotablewatercustomers Increaserecycledwaterusagewithimprovedwaterqualityatthesource

REGULATORY REQUIREMENTS (CHAPTER 2) AspartoftheFacilitiesPlan,historicalwaterqualityfromWellsAandBwasreviewed,andconstituentsofemergingconcernwereconsidered.AsdiscussedinChapter2,historicalwaterqualityforWellsAandBindicatesthatconcentrationsofchloride,sulfate,totaldissolvedsolids(TDS),iron,andmanganesehasbeenincreasing.Averagevaluesforsulfate,TDS,andiron(WellAonly)arecurrentlyabovetheSecondaryMaximumContaminantLevels(MCLs)setforthbytheCaliforniaDepartmentofPublicHealth(CDPH).TheconstituentsidentifiedintheSecondaryMCLmayadverselyaffecttasteandodor,color,scale,staining,ortheappearanceofthewater.

TableES‐1listsregulatorystandardsforconstituentsandsummarizestheirconcentrations,bothintheCity’sgroundwaterwellsandintheimportedwaterprovidedtotheCitybyCMWD.

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TableES‐1:SecondaryMCLforApplicableGroundwaterContaminants

CONSTITUENT  SECONDARY MCL 

CITY OF CAMARILLO WELLS  IMPORTED WATER CALLEGUAS MWD (4) Well A (1) Well B (2) New Well (3)

Chloride, mg/L  250  124 159 136 56

Sulfate, mg/L  250  1,055 658 891 48

TDS, mg/L  1000 1,688 1,361 1,554 260 

Iron, mg/L  0.3  0.36 0.17 0.28 ‐

Manganese, mg/L  0.05  0.23 0.15 0.20 ‐(1) Average of water quality data from 1998 through 2014 (2) Average of water quality data from 2001 through 2014 (3) Estimated average using Well A and B data (4) Based on CMWD 2013 Water Quality Report 

STUDY AREA CHARACTERISTICS (CHAPTER 3) Since1994,theNorthPleasantValleygroundwaterbasinhasexperiencedpoor‐qualitybrackishwaterfromupstreamdischarges(surfacewaterrechargeemanatingfromtheArroyoLasPosas). The surface flows rapidly percolated through the coarse alluvial sediments that comprise the river bed and into the underlying Saugus and Los Posas Sand Formations that comprise the primary aquifer system in NPV.Theinfiltrationofthepoor‐qualitybrackishwaterhasresultedinraisedgroundwaterelevationsanddeterioratedgroundwaterquality.Thegroundwaterstudiesconcludedthatwater quality in this area will likely not improve in the foreseeable future and that the City should consider groundwater treatment to fully utilize the local groundwater supply.

TheCitycurrentlyimportsthemajorityofitswatersupplyfromtheCMWDthroughaseriesofmeteredconnections(turnouts)fromthe36‐inchOxnard‐SantaRosaFeederandthe39‐inchCamarilloFeeder.Thisimportedsupplyissupplementedwithgroundwatersuppliedthroughseveralwellsconnecteddirectlytothedistributionsystem.AlthoughAnnualAverageDemandpreviouslyreachedapproximately9.0mgd(10,000acre‐feet/year)andwasexpectedtogrowto11.3mgd(12,700acre‐feet/year)bybuild‐out,thesenumbershavesincebeenreviseddownwardinthe2015MasterPlanto7.6mgd(8.5AFY)and8.1mgd(9.1AFY),respectively.InsupportofplanninganddevelopmentoftheNPVGroundwaterTreatmentFacility,theCityupdatedthewaterdistributionsystemmodeltomodifythepointofsupplyaswellasincorporatetheCamarilloAirportUtilityEnterprise(CUE).WellswhichhadsuppliedtheCUEasaseparatewatersystemhavebeenidledsince2007,andtheairport’swaterdistributionhasbeensuppliedfromandoperatedasanextensionoftheCity’sdistributionsystem.

Chapter3summarizesa2007reportpreparedfortheCitythatprovidedadistributionsystemhydraulicanalysisfortheGroundwaterTreatmentFacilityandAirportAddition.The2007reportevaluatedwhereandhowthe7mgdoutputfromthefacilitywouldbesuppliedintothedistributionsystem.TheproposedplantsiteiswithinZone1oftheCity’sdistributionsystem,yetZone2couldbeaccessedrelativelyeasilyviatheReservoirNo.2filllinelocatednearby.TwoalternativesweredevelopedandanalyzedbasedupontheproportionoftheGroundwaterTreatmentFacility’soutputtobesuppliedintoeachZone:1)Alternative1,SupplyProportionaltoZoneDemand,and2)Alternative2,SupplyProportionaltoHydraulicCapacity.Basedontheresultsofthehydraulic

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analyses,Alternative2wastherecommendedmethodforconnectingtheproposedNPVGroundwaterTreatmentFacilityintoZones1and2ofthedistributionsystem.TherecommendedpumpingcapacityforeachzoneissummarizedinTableES‐2.Anupdatetothehydraulicsreportin2010addedanalysisofanadditionalpotentialtreatmentfacilitysitebutdidnotchangetheoverallconclusionsofthestudy.

TableES‐2:SummaryofRecommendedPumpingCapacityforZone1and2

OPERATION MODE  ZONE 1 PUMPING CAPACITY  ZONE 2 PUMPING CAPACITY 

Normal  3,600 gpm  1,100 gpm

Non‐Standard  1,700 gpm  3,000 gpm

SUMMARY OF ENVIRONMENTAL IMPACT REPORT (CHAPTER 4) TheCityofCamarillopreparedanInitialStudy(IS)andaNoticeofPreparation(NOP)inApril2008forasimilarproject.TheprojectwasassignedStateClearinghouseNo.2008041159.TheCityreceivedcommentsfrom10parties.ResponsestothesecommentsareprovidedintheFinalEIR.Oneofthecomments(fromFoxCanyonGroundwaterManagementAgencyanditsconsultants)subsequentlyledtochangingthebaselineconditionfrom“nomounding”to“noproject”.(“Mounding”referstotheincreasingsurfaceelevationofbrackishgroundwaterintheNorthPleasantValleyBasin.)Theprojectobjectivesaresummarizedasfollows:

RestoregroundwaterproductionfromWellsAandBtopastlevels FullyutilizeexistinggroundwaterallocationinthePleasantValleyGroundwaterBasin Addresstheplumeofsaltygroundwatermigratingintothebasin Reducedependenceonimportedpotablewater ReducesaltconcentrationsintreatedwastewaterdischargedtoConejoCreek Minimizecapitalcosts

AfullEIRwasdeemednecessaryduetoagriculturalconversion,annexationissues,andotherpotentiallysignificantimpactstotheenvironment.AnNOPwaspreparedanddistributedonSeptember27,2013,andcommentswerereceivedfrom15parties.AdraftEIRwassubmittedinMarch2014.ThefinalEIRisdatedMay2015.

WATER SUPPLY CHARACTERISTICS AND FACILITIES (CHAPTER 5) Chapter5presentsgroundwaterquality,productwaterqualitygoals,anddesigncriteriafortherecommendedtreatmentfacilitiesfortheNPVGroundwaterTreatmentFacilities.TableES‐3summarizesthefinalproductwaterqualitygoals,whichwereestablishedtomeetprimaryandsecondaryMCLsaswellastheproductwaterqualitygoalspresentedinpreviousCitystudies.TableES‐3alsoindicatesthequalityofwaterimportedfromCMWD.TheprojectgoalsforTDS,chloride,andsulfatereflectboththeCity’sobjectivesfordrinkingwaterandimpactsonmeetingTotalMaximumDailyLoad(TMDL)limitsintheCamarilloSanitaryDistrictWaterReclamationPlant(CSDWRP)effluent.Theironandmanganesegoalsreflectconservativetargets,improvingtheaestheticsaswellasprovidingafactorofsafetyaboveregulatorylimits.Forexample,excessivelevelsofironandmanganesecancausewaterstainsatthecustomer’stap.

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TableES‐3:SummaryofFinalProductWaterQualityGoals

CONSTITUENT  PRODUCT WATER QUALITY GOAL  IMPORTED WATER QUALITY(1) 

Chloride, mg/L  65(2)  56

Gross Alpha, pCi/L  12  ND

Iron, mg/L  <0.1  ‐

Manganese, mg/L  <0.03  ‐

pH  >8.0  8.3

Sulfate, mg/L  70(2)  48

TDS, mg/L  250(2)  260

Total Hardness, mg/L as CaCO3  75‐120(3) 100(1) Based on CMWD 2013 Water Quality Report for Imported Water Values (2) Established to meet TMDL requirements for CSDWRP and/or match current imported water quality (3) Range provided to accommodate blending requirements  

KeycomponentsoftheNPVGroundwaterTreatmentFacilityinclude:

Groundwaterwellsdeliveringbrackishgroundwaterviatwoexistingwells(WellAandB)andeitheroneortwonewwells,totaling6,000gpm,fortreatment

Pretreatmentoftherawgroundwaterthroughoneofthetwooptionsdescribedbelow Reverseosmosis(RO)membranedesalination,withtheROconcentratedischargedtotheRegionalSalinityManagementPipeline(SMP)

Post‐treatment(viadecarbonation,RObypassblending,andpHadjustment)tostabilizetheROpermeate

Primarydisinfectionthroughchlorineadditionandchloraminesresidualismaintainedwhenleavingthetreatmentfacility

Chemicalfeedfacilities(sodiumhypochlorite,sodiumhydroxide,ammoniumsulfate,sodiumbisulfate,sulfuricacid,andantiscalant).

Ancillaryfacilities(administrationbuilding,electricalbuilding,standbypower,etc.)

PretreatmentrequirementsfortheROsystemwillbeselectedduringthedesignstageoftheproject.AspartofthisFacilitiesPlan,twooptionsweredeveloped.Preliminarydesigncriteria,processflowdiagram,sitelayout,andopinionofprobablecostswerepreparedforeachoption:

PretreatmentOption1–OxygenQuenchingforDirectROApplication.Oxygenquenchingchemical(e.g.sodiumbisulfite)wouldbeaddedatthewellheadtokeepironandmanganeseinsolubleform.ThisoptionwasdevelopedinthepilotstudyandreevaluatedaspartoftheFacilitiesPlan.Asitelayoutwaspreparedshowingthatthetotalfootprintofthetreatmentfacilitiesrequiredisapproximately17,800ft2.

PretreatmentOption2–ChlorineOxidation+PretreatmentFiltration.Chlorinewouldbeaddedoncombinedgroundwatertooxidizeironandmanganeseforremovalthroughpretreatmentgreensandfilters.BasedonBlack&Veatchexperiencewithwatersofsimilarquality,thisoptionwasaddedtotheFacilitiesPlanbecauseitwasnotedduringthepilotstudythatoxygenquenchingmaycontributetoincreasedbiofoulingpotentialifidealoperatingrangesarenotmaintained.PretreatmentOption2wouldrequiresignificantlymoretreatmentfacilitiesand

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land,havingatotalfootprintofapproximately38,300ft2.Therequiredpretreatmentfiltrationandsupportfacilitiesaccountforapproximately20,500ft2ofthistotal.

AnticipatedtreatedwaterqualityissummarizedforkeyconstituentsinTableES‐4.TreatedwaterfromtheNPVGroundwaterTreatmentFacilitywillbedeliveredintotheexistingwaterdistributionsysteminsuchasmannerastobetterbalancethehydraulicsamongthefloatingreservoirsofeachzone.Thus,undernormalconditions,approximately60to75percentofthetreatedwaterwillbepumpedintoZone1and40to25percentintoZone2oftheCity’swaterdistributionsystem.OperationalsettingsattheKendall,RosewoodandFlynnPressureReducingValves(PRVs)willallowtheextraproductionfedintoZone1,conveyedthroughtheZoneandthenfedbackintoZone2atalocationwhichdoesnotcausethehydraulicgradeline(HGL)tobecomeunbalanced.

TableES‐4:AnticipatedTreatedWaterQuality

CONSTITUENT

RAW WATER1 (WELL C) TREATED2 GOAL3

Chloride,mg/L 136 20 65

pH 7.4 8.6 >8.0

Sulfate,mg/L 891 70 70

TDS,mg/L 1554 196 250

Calcium,mg/L 240 20 ‐‐

Magnesium,mg/L 66 10 ‐‐

Hardness,mg/lasCaCO3

896 70 75‐120

GrossAlpha,pCi/L 12.6 1.1 12

1AverageofWellAandWellBused.2Assumes4%bypass.3FromTableES‐3.Otherfacilitiesareanemergencygenerator(commontobothpretreatmentoptionstoensureareliablesourceofpowertothetreatmentfacilities),offsiteconveyancefacilities,andmonitoringwells.ROconcentratewillbedischargedtotheSMP,operatedbyCMWD,forultimatedisposaltothePacificOcean.

ASSESSMENT OF SITE ALTERNATIVES (CHAPTER 6) EightsitesforthenewNPVGroundwaterTreatmentFacilitywereidentifiedandevaluatedfortheEIRbyPadreAssociates.Chapter6providessummarydescriptionsofthesitesandincludesanaerialphotographshowingallofthesites.EachofthealternativesitesislocatedwithinonemileofthewellsitesandtheSMPpipelinealignment.TherecommendedsitewasSiteNo.2,locatedimmediatelynorthoftheCitylimitsintheunincorporatedportionofVenturaCountyalongAntonioDriveandacrossthestreetfromWellB.Theparcelisapproximately77acresandiscurrentlyusedforagriculture(rowcrops).Thesiteisincloseproximitytotheexistinggroundwaterwellsand,

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becauseitislocatedalonganexistingroad,minimizesoverallagriculturallandtobetakenoutofservice.

OPINION OF PROBABLE COST AND O&M COSTS (CHAPTER 7) TheopinionofprobablecostfortheNPVGroundwaterTreatmentFacilitywasdevelopedusingthepreliminarydesigncriteriaestablishedinthisFacilitiesPlan.AsummaryoftheopinionofprobablecostfortheNPVGroundwaterTreatmentFacilityisprovidedinTableES‐5.Theprojectedprobableoperationandmaintenance(O&M)costfortheNPVGroundwaterTreatmentFacilityissummarizedinTableES‐6.

TableES‐5:SummaryoftheOpinionofProbableCapitalCostsfortheNPVGroundwaterTreatmentFacility

ITEM  CAPITAL COST  (OPTION 1 – DIRECT RO) 

CAPITAL COST  (OPTION 2 – PRETREATMENT FILTRATION + RO) 

Site work and Piping  $                       4,615,000  $                                   4,733,000 

New Groundwater Wells  $                       3,575,000  $                                   3,300,000 

Contact Basin and Pretreatment Filtration System 

$                                      ‐    $                                   3,335,000 

Washwater Equalization and Recovery System $                                      ‐    $                                   1,390,000 

RO Feed Tank and Transfer Pumps  $                                      ‐    $                                   1,293,000 

RO System and Cartridge Filters  $                       9,576,000  $                                   9,576,000 

Decarbonators  $                       1,226,000  $                                   1,226,000 

Finished Water Pump Station  $                           141,000  $                                       141,000 

Chemical Feed and Storage  $                           577,000  $                                       665,000 

Administration, Electrical, Shop/Storage Building, Transformer, and Standby Generator 

$                       5,868,000  $                                   6,196,000 

Land Purchase  $                           400,000  $                                       400,000 

Connection to SMP  $                           400,000  $                                       400,000 

Construction Monitoring Cost  $                       1,300,000 $                                   1,300,000 

Subtotal  $                    27,678,000  $                                33,955,000 

Engineering, General Requirements, Contractor Fees, etc. (15%) 

$                       3,836,000  $                                   4,778,000 

Contingency (30%)  $                       7,672,000  $                                   9,555,000 

TOTAL PROBABLE COST   $                     39,186,000   $                                 48,288,000  

Annualized Cost (25 years @ 5%)   $                       2,780,000   $                                   3,426,000  

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 BLACK & VEATCH | Executive Summary  ES‐7 

TableES‐6:SummaryofProbableO&MCostsfortheNPVGroundwaterTreatmentFacility

ITEM  ANNUAL O&M COST  (OPTION 1 – DIRECT RO) 

ANNUAL O&M COST  (OPTION 2 – PRETREATMENT FILTRATION + RO) 

Electricity(1)  $                                    1,046,000  $                                   1,261,000 

Chemicals  $                                        740,000  $                                      727,000 

RO Membrane Replacement  $                                        125,000  $                                      112,000 

Cartridge Filter Replacement  $                                          13,000  $                                         13,000 

Maintenance, Repairs, and Spares(2)  $                                        302,000  $                                      440,000 

Labor(3)  $                                        240,000  $                                      240,000 

Brine Disposal Fee(4)  $                                         928,000       $                                       928,000

TOTAL FIRST YEAR O&M COST(5)  $                                3,394,000  $                              3,721,000 

Equivalent Uniform Annual O&M Cost(6)  $                                      4,359,000  $                                    4,779,000 

Annualized Capital Cost  $                                      2,780,000 $                                    3,426,000

TOTAL ANNUAL COST  $                                  4,139,000 $                                8,205,000

Cost of Product Water (per AF) (7)  $                                                 949 $                                           1,091(1) Estimated based on $0.12/kWh (2) Estimated based on 2% of capital equipment costs (3) Estimated based on four new FTEs (4) Cost of brine disposal to the Regional Salinity Management Pipeline used is $500/AF at concentrate flow of 1,855 AF/yr (5) O&M costs assumed to escalate at 2.5% per year (6) Converted to a uniform series using 25 year basis and 5% discount rate. (7) Product water production is 6.7 MGD (7519 AF/Year) 

CONSTRUCTION AND OPERATION METHODS (CHAPTER 8) Projectstakeholdersexpressedaninterestinunderstandingvariousdeliverymodelsbywhichtheprojectcouldbepermitted,designed,andconstructed.TheCityandotherstakeholdersmetwithB&Vinasetoftwoworkshops.Thefirstworkshopprovidedanoverviewofvariousdeliverymodels,includingdiscussionsondesign‐bid‐build,design‐buildandconstructionmanagementatrisk(CMAR).Thesecondworkshopincludedamorein‐depth,round‐tablediscussionbetweenthestakeholdersonprojectdriversandgoals.B&V’sin‐housePairwisedecisiontoolwasutilizedtoevaluatethedecisionconsiderations,toprioritizeandapplyweightingfactors,andtoanalyzetheresultsfromthedecisionmodel.Itwasdeterminedthatdesign‐builddeliveryappearstobethemostappropriatechoicefortheprojecttakingintoaccountstakeholdergoalsforperformancecertainty(bothqualityandquantity)andcost(certaintyandcompetitiveness).Oftwodesignbuilddeliverymodelsavailable,ProgressiveDesignBuild(PDB)wasrecommendedprimarilyduetoitsabilitytoachievebestresultsforkeygoalsoflowinitialinvestmentcostandperformancecertainty,whichwerethetwohighestrankedpriorities.ItwasrecommendedthatthekeystakeholdersadvancetheirevaluationofthePDBdeliverymodelandfurtherexploreproject‐specificbenefits.

TheNPVGroundwaterTreatmentFacilityandassociatedgroundwaterwellswouldbeoperatedcontinuously,24hoursperdayand7daysperweekundernormaloperatingmodes.Atotalofnine

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 ES‐8  Executive Summary |BLACK & VEATCH 

(9)fulltimeoperationstaffisestimatedforoperatingthetreatmentfacility.Theoperationstaffwillconsistofcertifieddrinkingwatertreatmentanddistributionsystemoperatorsandplantmaintenancestaff.Itmaybepossibletooperatethenightshiftunstaffedunderautomationwithanon‐calloperatorcloseby.

FACILITY IMPLEMENTATION SCHEDULE (CHAPTER 9) TheimplementationschedulefortheNorthPleasantValleyGroundwaterTreatmentFacilityispresentedinChapter9.KeyfeaturesarethecompletionoftheCEQAprocess,selectionoftheprojectmanagementteamanddesignteam,respectively,andcompletionoftheCalleguasBrinePipeline.Projectcompletion(startofoperation)isprojectedtobeinthelastquarterof2017.

NON‐MONETARY BENEFITS (CHAPTER 10) TheproposedNPVGroundwaterTreatmentFacilitywillmeetstakeholderobjectivesandprovideseveralnon‐monetarybenefitstotheCityandtheregion:

Diversitytheregion’swatersupplyportfolio MaximizeuseofexistinggroundwateravailablefromthenorthernareaofthePleasantValleyGroundwaterBasin

ReducetheCity’srelianceonimportedwaters Improvewaterqualityofthelocalgroundwaterbasinbyreducingcurrentmoundingofpoorqualitygroundwaterinthebasin

Watershedsaltsremoval

REFERENCES (CHAPTER 11) Chapter12liststhereportsandstudiesconsultedduringthedevelopmentoftheFacilitiesPlan.

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 BLACK & VEATCH | Introduction and Project Objectives  1‐1

1 Introduction and Project Objectives Overthepastdecade,muchoftheCityofCamarillo’s(City)groundwatersupplyhasshownsignificantincreasesinsalinity,iron,andmanganese.Withtheobservedincreasingtrend,groundwaterproductionbytheCityhasbeenreduced,andrelianceonimportedwaterhasincreased.DeterioratedgroundwaterqualityhasbeenobservedinbothWellsAandB,mainlyduetoelevatedlevelsofchloride,sulfate,totaldissolvedsolids(TDS),iron,andmanganese.TheCityhasplacedWellAonstandbyandisblendingwaterfromWellBwithimportedwaterfromtheCalleguasMunicipalWaterDistrict(CMWD)inordertomeetdrinkingwaterqualitystandards.TheCitycurrentlyimportsapproximately60percentofitstotalwatersupply,relyingongroundwaterwellsfortheremaining40percent.

In2004,theCitybeganevaluatingthefeasibilityfortreatingitsgroundwatersupplyinanefforttoreduceoverallrelianceonimportedwatersupplies.Aspartofthiseffort,aGroundwaterTreatmentFacilityFeasibilityStudywascompletedin2005.Thepurposeofthefeasibilitystudywastodeterminetheappropriatetechnologyandbasicconfigurationofthetreatmentprocessestobeused.Asaresultofthe2005FeasibilityStudy,apilottestingprogramwascompletedin2008toassesspretreatmentrequirementsandoptimaltreatmentconfiguration.Thepilotstudytookplaceoverthecourseofayear,withtheprimaryfocusonevaluatingpretreatmentapproachesforreverseosmosis(RO)membranedesalination.In2013,theGroundwaterTreatmentFacilityevolvedintoaregionalprojectwithCMWD,whichwillbebuiltandownedbytheCity,third‐partyoperated,andwhichmayalsoprovidewatertoneighboringwateragencies.ThefacilityplannedbytheCityhasisapproximately7mgdproductioncapacity.

TheCityandCMWDcontractedBlack&Veatch(B&V)todeveloptheFacilitiesPlanfortheNorthPleasantValley(NPV)GroundwaterTreatmentFacilityinsupportoftheEnvironmentalImpactReport(EIR)andEnvironmentalAssessmentefforts.Themainobjectivesoftheprojectinclude:

Diversifytheregion’swatersupplyportfolio

ReducetheCity’srelianceonimportedwaters

Re‐establishWellsAandBtohaveacombinedproductioncapacityofapproximately3,000gallonperminute(gpm)

Developacosteffectivestrategythatlocatesnewfacilitiesnearexistingwaterpipelines

MaximizeuseofexistinggroundwateravailablefromthePleasantValleyGroundwaterBasin

Improvewaterqualitytopotablewatercustomers

Increaserecycledwaterusagewithimprovedwaterqualityatthesource

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 BLACK & VEATCH |   2‐1

2 Regulatory Requirements TheproposedNPVGroundwaterTreatmentFacilitywillprovidetreatmenttoexistingWellsAandBaswellastwonewwellsofsimilarwaterqualitywithintheCity.Asummaryofregulatoryrequirementsandadiscussiononconstituentsofemergingconcernisprovidedinthissection.

2.1 HISTORICAL WATER QUALITY AND TREATMENT REQUIREMENTS AspartoftheFacilitiesPlan,historicalwaterqualityfromWellsAandBwasreviewed,andconstituentsofemergingconcernwereconsidered.AsdiscussedinChapter2,historicalwaterqualityforWellsAandBindicatesthatconcentrationsofchloride,sulfate,totaldissolvedsolids(TDS),iron,andmanganesehasbeenincreasing.Averagevaluesforsulfate,TDS,andiron(WellAonly)arecurrentlyabovetheSecondaryMaximumContaminantLevels(MCLs)setforthbytheCaliforniaDepartmentofPublicHealth(CDPH).RelevantconstituentsofconcerninthegroundwatersupplyaresummarizedinTable2‐1alongwithcurrentlevelsfoundintheimportedwatersupply.ValuesforWellsA&BandforImportedCMWDwaterweretakenfromthe2008PilotStudyandanyadditionalavailabledata.WaterqualityforWellCwasestimatedbyaveragingthewaterqualityatWellsA&B.

Table2‐1:SecondaryMCLforApplicableGroundwaterContaminants

CONSTITUENT  SECONDARY MCL 

CITY OF CAMARILLO WELLS  IMPORTED WATER CALLEGUAS MWD (4) Well A (1) Well B (2) New Well (3)

Chloride, mg/L  250  124 159 136 56

Sulfate, mg/L  250  1,055 658 891 48

TDS, mg/L  1000 1,688 1,361 1,554 260 

Iron, mg/L  0.3  0.36 0.17 0.28 ‐

Manganese, mg/L  0.05  0.23 0.15 0.20 ‐ (1) Average of water quality data from 1998 through 2014 (2) Average of water quality data from 2001 through 2014 (3) Estimated average using Well A and B data (4) Based on CMWD 2013 Water Quality Report 

2.2 CONSTITUENTS OF EMERGING CONCERN BoththeCDPHandEnvironmentalProtectionAgency(EPA)haverecentlyidentifiedanumberofemergingcontaminants,whicharenotcurrentlyregulated,butmayhavemandatedremovalindrinkingwatertreatmentinthefuture.Thesechemicalswerepreviouslyunknowntobefoundindrinkingwater.Howeverduetoadvancesintechnology,theycannowbedetectedatverylowconcentrations.Currentresearchsuggeststhatsomeofthesechemicalsmayhavehumanhealtheffects.Anumberoftheseemergingcontaminantsweremonitoredinthe2008PilotStudy.Themonitoredchemicalsincludedthefollowing:boron,vanadium,hexavalentchromium,n‐nitroso‐dimethylamine(NDMA),chloropicrin,methylbromide(bromomethane),and1,3‐dichloropropene(cisandtrans).Onlytwoofthesevenemergingcontaminantsmonitoredduringthe2008PilotStudy,boronandvanadium,werefoundatconcentrationsabovethereportinglimit.

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 BLACK & VEATCH |   3‐1

3 Study Area Characteristics and System Hydraulics Thissectionsummarizesthestudyareacharacteristicsandsystemhydraulics.

3.1 STUDY AREA CHARACTERISTICS Groundwatermodelingandanalysisofthestudyareawasconductedin2008and2015bySteveBachmanandHopkinsGroundwaterConsultants,respectively.Asummaryofthestudyareacharacteristicsisprovidedinthissection.Forfurtherdetails,pleaserefertothe2008“PreliminaryHydrogeologicalStudy”andthe2015report,“NorthernPleasantValleyGroundwaterAnalysisandModelling”whicharebothincludedasappendicesintheFinalEIRdatedMay2015.

Since1994,theNorthPleasantValleygroundwaterbasinhasexperiencedpoor‐qualitybrackishwaterfromupstreamdischarges(surfacewaterrechargeemanatingfromtheArroyoLasPosas). The surface flows rapidly percolated through the coarse alluvial sediments that comprise the river bed and into the underlying Saugus and Los Posas Sand Formations that comprise the primary aquifer system in NPV.Theinfiltrationofthepoor‐qualitybrackishwaterhasresultedinraisedgroundwaterelevationsanddeterioratedgroundwaterquality.Thegroundwaterstudiesconcludedthatwater quality in this area will likely not improve in the foreseeable future and that the City should consider groundwater treatment to fully utilize the local groundwater supply.

The geologic formation materials in the study area consist of Quaternary geologic age young and older alluvium, the Quaternary/Tertiary age Saugus Formation and the Las Posas Sand Formation. The young and older alluvium is comprised of largely unconsolidated sediment locally deposited by outwash from the Camarillo Hills and flows in the Arroyo Las Posas. These alluvial deposits unconformably lie on top of marine and nonmarine mudstone, sandstone, and conglomerate deposits that comprise the Saugus and underlying Las Posas Sand Formations.

TypicalaquiferpropertiesinandsurroundingtheCityconsistsof:

Transmissivity=4,000to10,300ft2/day

Storativity=3.1E‐06to4.5E‐04

Horizontalhydraulicconductivity=11to30ft/day

3.2 SYSTEM HYDRAULICS InsupportofplanninganddevelopmentoftheNPVGroundwaterTreatmentFacility,theCityupdatedthewaterdistributionsystemmodeltomodifythepointofsupplyaswellasincorporatetheCamarilloAirportUtilityEnterprise(CUE).AbriefsummaryoftheDistributionSystemHydraulicAnalysisfortheGroundwaterTreatmentFacilityandAirportAddition,2007,isprovidedinthissection.

TheCitycurrentlyimportsthemajorityofitswatersupplyfromtheCMWDthroughaseriesofmeteredconnections(turnouts).Thisimportedsupplyissupplementedwithgroundwatersuppliedthroughseveralwellsconnecteddirectlytothedistributionsystem.AlthoughAnnualAverageDemandpreviouslyreachedapproximately9.0mgd(10,000acre‐feet/year)andwasexpectedtogrowto11.3mgd(12,700acre‐feet/year)bybuild‐out,thesenumbershavesincebeenrevised

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downwardinthe2015MasterPlanto7.6mgd(8.5AFY)and8.1mgd(9.1AFY),respectively.TheCityproposestoreduceitsimportedwaterdemandthroughconstructionoftheNPVGroundwaterTreatmentFacility,whichwilltreatbrackishgroundwaterpumpedfromacombinationofexistingandnewgroundwaterproductionwells.ThenewNPVGroundwaterTreatmentFacilitywillprovideanewpointofsupplyfortheCity.Inadditiontomodifyingthepointofsupply,theCityalsoincorporatedtheCUEintotheexistingwaterdistributionhydraulicmodel.WellswhichhadsuppliedtheCUEasaseparatewatersystemhavebeenidledsince2007,andtheairport’swaterdistributionhasbeensuppliedfromandoperatedasanextensionoftheCity’sdistributionsystem.

Theprimarypurposeofthe2007HydraulicAnalysisReportisto:

AnalyzedistributionsystemperformancewiththenewsourceoffinishedwaterfromtheNPVGroundwaterTreatmentFacilityandrecommendthemostefficientmannerforoperationNPVGroundwaterTreatmentFacilityandintroductionofthetreatedgroundwaterintothedistributionsystem.

AnalyzeperformanceoftheAirportDistributionSystemasapartoftheCity’sdistributionsystem.Recommendimprovementsforefficientoperationandensurethatpeakdemandsandfireflowneedscanbemet.

TheproposedNPVGroundwaterTreatmentFacilitywillproduceapproximately7mgdoftreatedgroundwaterfordistribution.TheproposedplantlocationisphysicallylocatedwithinZone1ofthedistributionsystem,yetZone2couldbeaccessedrelativelyeasilyviatheReservoirNo.2filllinelocatednearby.ThealternativesanalyzedarebasedupontheproportionoftheGroundwaterTreatmentFacility’soutputtobesuppliedintoeachZone.TheoveralloperationoftheNPVGroundwaterTreatmentFacilityisdescribedinthefollowing:

Alternative1–SupplyProportionaltoZoneDemand.Outputwillbedeliveredinproportiontothedemandofeachzone;roughly25to30percentintoZone1and70to75percentintothelargerZone2.ThebalanceofthedemandwithineachzonewillcontinuetobesuppliedwithimportedwaterdeliveredthroughtheCity’sturnouts.Treatmentproductionwillbeheldconstant,anddeliveriesthroughtheturnoutswillbevariedseasonally.

Alternative2–SupplyProportionaltoHydraulicCapacity.Outputwillbesuppliedinsuchamannerastobetterbalancethehydraulicsamongthefloatingreservoirsofeachzone:roughly60to75percentintoZone1and40to25percentintoZone2.OperationalsettingsattheKendall,Rosewood,andFlynnPressureReducingValves(PRVs)willallowtheextraproductionfedintoZone1,conveyedthroughtheZoneandthenfedbackintoZone2atalocationwhichdoesnotcausetheHydraulicGradeLine(HGL)tobecomeunbalanced.

Basedontheresultsofthehydraulicanalyses,Alternative2istherecommendedmethodforconnectingtheproposedNPVGroundwaterTreatmentFacilityintoZones1and2ofthedistributionsystem(2007HydraulicAnalysisReport).Alternative2feedsbothzonesinahydraulicallybalancedmannersothattheHGLsremainrelativelylevelacrosseachzoneandthefloatingreservoirscanbeequallyexercisedwhilebeingmaintainedwithintheirnormaloperatingrange.Thiscouldalsobeaccomplishedwiththeinstallationofan18‐inchby21,000feettransmissionmaininPonderosaDr.,whichmayreduceoverallpumpingrequirements.However,the$36,000savingsinannualpumpingcostsdonotjustifythe$4.5millioncostofthepipeline(at$12/inchesdiameter‐ft).Especiallysincethecross‐zonecapacityalreadyexistsinZone1andthe

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 BLACK & VEATCH | Study Area Characteristics and System Hydraulics  3‐3

distributionsystemcanbeoperatedinthismannerwithoutupsettingzonehydraulics.Anupdatetothehydraulicsreportin2010addedanalysisofanadditionalpotentialtreatmentfacilitysitebutdidnotchangetheoverallconclusionsofthestudy.

Inordertoprovideflexibilityformaintenance,emergencyandothernon‐standardoperatingconditions,itisalsorecommendedthattheNPVGroundwaterTreatmentFacilitybeequippedtopumptheentireZone2supplydirectlyintotheReservoirNo.2fillline,withoutusingtheKendallPRV.AnaltitudevalveexistsonReservoirNo.2topreventitfromover‐toppingwhenpushingthefullZone2supplyinfromthetreatmentfacilitylocation.ReservoirNo.2wouldbemaintainedfullwhenoperatedinthismanner,butthiswouldlikelybeacceptableforshortperiodsduringemergenciesorothernon‐standardoperations.However,theremaybesomeconcernaboutmaintainingreservoirturnover.Itmaybenecessarytoinstallacontrolvalveattheintersectiontocloseoffflowtemporarilytoallowwatertoflowoutofthereservoirintothedistributionsystem.TherecommendedpumpingcapacityforeachzoneissummarizedinTable3‐1.

Table3‐1:SummaryofRecommendedPumpingCapacityforZone1and2

OPERATION MODE  ZONE 1 PUMPING CAPACITY  ZONE 2 PUMPING CAPACITY 

Normal  3,600 gpm  1,100 gpm

Non‐Standard  1,700 gpm  3,000 gpm

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 BLACK & VEATCH |   4‐1

4 Summary of Environmental Impact Report ThefinalEIR,“EnvironmentalAssessmentfortheNorthPleasantValleyGroundwaterTreatmentFacility,”waspreparedbyPadreAssociates,datedMay2015.ThecontentsoftheEIRaresummarizedbysectionbelow.

4.1 SECTION 1: PREVIOUS ENVIRONMENTAL DOCUMENTATION TheCityofCamarillopreparedanInitialStudy(IS)andaNoticeofPreparation(NOP)inApril2008forasimilarproject.TheprojectwasassignedStateClearinghouseNo.2008041159.TheCityreceivedcommentsfrom10parties.ResponsestothesecommentsareprovidedintheFinalEIR.Oneofthecomments(fromFoxCanyonGroundwaterManagementAgencyanditsconsultants)subsequentlyledtochangingthebaselineconditionfrom“nomounding”to“noproject.”(“Mounding”referstotheincreasingsurfaceelevationofbrackishgroundwaterintheNorthPleasantValleyBasin.)Theprojectobjectivesaresummarizedasfollows:

RestoregroundwaterproductionfromWellsAandBtopastlevels FullyutilizeexistinggroundwaterallocationinthePleasantValleyGroundwaterBasin Addresstheplumeofsaltygroundwatermigratingintothebasin Reducedependenceonimportedpotablewater ReducesaltconcentrationsintreatedwastewaterdischargedtoConejoCreek Minimizecapitalcosts

AfullEIRwasdeemednecessaryduetoagriculturalconversion,annexationissues,andotherpotentiallysignificantimpactstotheenvironment.AnNOPwaspreparedanddistributedonSeptember27,2013,andcommentswerereceivedfrom15parties.AdraftEIRwassubmittedinMarch2014.

4.2 SECTION 2: SUMMARY ThetreatmentprocessdescribedisOption2whichutilizesoxidationandgreensandfiltrationtoremoveironandmanganese.Thedescriptionincludestwonewwellstoproviderawwaterinadditiontothatsuppliedbythetwoexistingwells.Thefacilitywilloperate24‐hoursperdayinthreeshiftswithatotalcrewofuptoninepersons.OneProposedActionFacilitysite(identifiedasSite#2inthisreport,locatednorthoftheCity,acrossfromWellB)andtwoalternativesweredescribed.ThePreferredActionFacilitysiteisconsideredtheenvironmentallysuperioralternative.Therearenomajorcontroversiesassociatedwiththisproject.Significantimpactscanbefeasiblymitigated,resultinginresidualimpactsthatarelessthansignificant.

4.3 SECTION 3: PROJECT DESCRIPTION BecausetheProposedActionFacilityandthesupplywellsarelocatedoutsideoftheCityBoundaries,theCityisproposingamunicipalreorganizationbyannexingthesitestotheCityandbyannexingthemtotheCamarilloSanitaryDistrict.Inaddition,theCitywouldpre‐zonethesitestoR‐E(RuralExclusive)andamendtheGeneralPlantoreflecta“QuasiPublic/Utility”landusedesignation.

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 4‐2  Summary of Environmental Impact Report |BLACK & VEATCH 

Thefacilityisdescribedastreating9,000acre‐feet/yearandproducing7,500acre‐feet/yearoftreatedwaterfortheCity.Asingleadministrationbuildingwillhouseanoffice,controlroom,electricalroom,andstoragearea.TheROequipmentwouldbeprotectedbyametalcanopy,butnotafullbuilding.Threepumpingfacilitiesassociatedwiththetreatmentprocesswouldbehousedinseparatestructuresorsoundenclosures.TreatedwaterwouldbepumpedtoeithertheCity’sZone1orZone2(orcombinationthereof)distributionsystems.TwonewwellswillbeinstalledtoproviderawwaterinadditiontothatfromtheexistingWellAandWellB.NewpipelineswouldconnectthewellstothetreatmentfacilityandtoconnectthefacilitywithdistributionsystemZone1andZone2.AbrinepipelinewouldconnectthefacilitytotheSMP.Therewouldalsobenewsewerconnectionsforwastewater.Pipelineswouldbelocatedinpublicroadways,ingeneral.Wheretheyareinstalledinfarmlands,theywillbeburiedatleast5feetbelowsurfacetoallcultivationabovethem.

4.4 SECTION 4: ALTERNATIVES TO THE PROPOSED ACTION Thealternativesincludedthefollowing:

NoAction/NoAlternative–utilizeexistingwatersources,blendingwithimportedwaterfromtheCalleguasMunicipalWaterDistrict,placingWellAonstandbyuseonly

Twoalternativesitesforthefacilityo Site4–AsdescribedinthisreportinChapter6o Site7‐AsdescribedinthisreportinChapter6

Onealternativepumpingratesalternative–withoutthetreatmentfacility

4.5 SECTION 5: ENVIRONMENTAL ANALYSIS Theenvironmentalimpactsoftheproposedprojectaresummarizedbelow:

AESTHETICS

AffectedEnvironment–theprojectareaisinanagriculturalareatheinstitutionaluses(e.g.,hospital).Theviewshedisamixoflevelfieldsandresidentialandinstitutionaldevelopment.

EnvironmentalConsequences/Impacts–TheconsequencesweresimilaramongtheProposedActionandthetwoothersitealternatives.Therearenoscenicvistastobeimpacted.Someoftheindustrial‐appearingcomponentsthatmaybeviewedasincompatiblewiththevisualcharacterortheareawillbescreenedbyawallandlandscapingbuffer.Nightlightingwillbelimited,andisnotanticipatedtosignificantlydegradenighttimeviews.Solarpanelswillbecoveredwithanti‐relectivecoatingtoreduceglare.Cumulativeimpactsoftheprojectareconsideredlessthansignificant.

AGRICULTURALANDFORESTRYRESOURCES

AffectedEnvironment–TheProposedActionandthetwoalternativesitesarealllocatedinareaszonedforagriculturaluse.

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 BLACK & VEATCH | Summary of Environmental Impact Report  4‐3

EnvironmentalConsequences/Impacts–TheSite4projectrequiresthelargestamountofacreage(6.0acres)andexceedsthethresholdforprimefarmlandandthereforehasasignificantimpact.Theothertwoalternativesdonotexceedthisthreshold.NeithertheProposedActionnorthetwositealternativeshaveanysignificantimpactstogreenbeltagreements,LandConservationActContracts,oradverseaffectsonadjacentagriculturaloperations,orforestryresources.Likewisetheyarenotexpectedtoincreasepopulationgrowthbeyondforecastvalues.

Mitigation–NomitigationisneededfortheProposedAction.ForSite4,somemeasuresareneededtoreducetheprojectareatobelowthe5‐acrePrimeFarmlandsthreshold.ForSite7,purchaseofthefull5.77acreparcelwouldbeneededbecausetheproject,thoughactuallysmallerinareawouldrendertheremainingparcelunsuitableforcontinuedagriculturalproduction.

ResidualImpacts–TheProposedactionandthetwoalternativesiteseachhaveresidualimpactsthatarelessthansignificantaftermitigation.

AIRQUALITY

AffectedEnvironment–TheProposedActionsiteandthealternativesitesarelocatedintheOxnardPlainAirshed,asub‐basinoftheSouthCentralCoastAirBasin.

EnvironmentalConsequences/Impacts–TheimpactsfortheProposedActionandthetwoalternativesaresimilar.Constructionemissionsincludeexhaustandfugitivedust,however,dustcontrolmeasureswillbeineffectaspartofconstruction.Dieselexhaustemissionsandtoxicaircontaminantsareconsideredalessthansignificantimpacttoairquality.OperationsemissionsforNOxandROCarelessthantheadoptedthresholdsandarethereforeconsideredalessthansignificantimpact.Potentialodorsareconsideredalessthansignificantimpact.Long‐termimpactsassociatedwithtoxicdieselexhaustareconsideredlessthansignificant.TheProposedActionanditstwoalternativesarenotexpectedtocreateorcontributesubstantiallytoviolationofCOstandards.LikewisetheProposedActionanditsalternativesareconsistentwiththelocalAirQualityManagementPlan.Theincrementalcontributiontocumulativeimpactsisnotcumulativelyconsiderable.

CULTURALRESOURCES

AffectedEnvironment–TheProposedActionSiteandthealternativesitesarewithinthehistoricterritoryoftheChumashNativeAmericanIndiangroup.AnarcheologicalstudywasconductedontheProposedActionsiteandSite4in2013,butnotonSite7duetolackofaccess.Noevidenceofprehistoricorhistoricresourceswasobservedatthesurveyedsitesoralongtheproposedpipelineroutes.

EnvironmentalConsequences/Impacts–TheProposedActionSiteandthealternativesitesarelocatedinanactivedepositionalsetting,sothereisapossiblepresenceofburiedarcheologicalmaterialswhichcouldbeimpactedbyprojectimplementation.However,thecumulativeimpactstoculturalresourcesisunknown.

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Mitigation–MitigationmeasuresincludehavinganarcheologistandaChumashrepresentativemonitorallproject‐relatedearthdisturbancesandsuspendinganyworkthatexposesarcheologicalresourcesorhumanremainssothattheproperauthoritiescanbenotified.Inaddition,Site7shallbesubjectedtoaPhase1ArcheologicalInvestigationasearlyaspossible.

ResidualImpacts–Mitigationmeasureswillreducepotentialimpactstolessthansignificant.

GREENHOUSEGASEMISSIONS

AffectedEnvironment–Greenhousegasesareaglobalissueratherthanalocalorregionalconcern.

EnvironmentalConsequences/Impacts–Impactsduetototalgreenhousegasemissions(constructionplusoperation)arelessthansignificantfortheProposedActionsiteandforthealternativesites.

HAZARDOUSMATERIALS

AffectedEnvironment–Databasesearchidentifiednoareasofcontaminationneartheprojectsite.

EnvironmentalConsequences/Impacts–Constructionactivitycouldpossiblyencountersoilscontaminatedwithhazardousmaterialsresultingfrompreviousagriculturalproductionandmaycontributetoincrementalcumulativeimpactsassociatedwithexposuretothem.WatertreatmentchemicalswillusedattheproposedfacilityattheProposedActionsiteorthealternativesites.Theyarenotconsideredacutelyhazardousandnohazardousemissionsareanticipated.TransportationandstorageofthesechemicalswillbeinaccordancewithStateandFederalrequirements.

Mitigation–Soilsampleswillbetakenandanalyzedpriortoexcavationandalongpipelinealignments.Soilfoundtobecontaminatedwillbeproperlysegregatedandcontained.CalOSHArequirementswillbefollowedtominimizeexposuretothecontaminatedsoils.

ResidualImpacts–Mitigationmeasureswillreducepotentialimpactstolessthansignificant.

WATERRESOURCES

AffectedEnvironment–TheprojectislocatedwithintheCalleguasCreekWatershed.Itwashistoricallycharacterizedasanephemeralstreamsystemwithsubstantialsurfaceflowonlyduringthewetseason.However,importationofwatersupplytothewatershedhascausedanincreaseindryweatherflows.Saltaccumulationwithinthewatershedisofconcernasaresultofimportingwater.Withrespecttogroundwater,theprojectareaislocatedwithintheSantaClara‐CalleguasHydrologicUnit.TheProposedActionwellsitesandCityWellsAandBarelocatedwithinthenortheasterportionofthePleasantValleyGroundwaterBasin.

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 BLACK & VEATCH | Summary of Environmental Impact Report  4‐5

EnvironmentalConsequences/Impacts–ConstructionimpactsincludestormwaterrunoffwhichwillbecontrolledviaaStormWaterPollutionPreventionPlan.Inadditionconcreteresiduedischargeisapotentialsignificantwaterqualityimpact.TheProposedActionSiteandtheSite7alternativearesubjecttofloodinginastormevent.SaltextractionviatheprojectstreatmentprocessisanticipatedtolowerthesaltcontentintreatedwastewaterdischargedintoConejoCreekwhichwillcontributetomeetingthesaltsTMDLintheCalleguasCreekwatershed.OnlythePumpingRateAlternativesareanticipatedtoaffectsurfacewaterflowbypotentiallydecreasingdryweatherflows.Theprojectisnotanticipatedtoexacerbateconditionsfortheintrusionofseawater.Projectoperationisanticipatedtosubstantiallyreducethemoundofbrackishwater,resultinginimprovedgroundwaterqualityinmostwellsintheNPVbasin.However,thePumpingRateAlternativeswillnotfullyaddressthemoundingofbrackishwaterresultinginstrandedsaltsintheNPVbasinunderlong‐termoperation.Project‐relatedpumpingwillreducethegroundwaterlevels,butnotbelowhistoriclevels.Impactstogroundwaterquantityareconsideredlessthansignificant.However,long‐termpumpingcanpotentiallyhaveasignificantcumulativeimpactbyreducinggroundwaterlevels.Projectlandsubsidenceimpactsareconsideredlessthansignificant.However,theprojectmayincrementallycontributetosubsidence.Floodrelatedimpactsarepotentiallysignificantbutcanbemitigated.

Mitigation–StormwatermitigationwillbeaddressedbytheStormwaterPollutionPreventionPlanimplementedbytheconstructioncontractor.Floodwallswillbedesignedandconstructedonthepropertyperimetertominimizethepotentialpropertydamageandlossofhumanlifeduringa100‐yearstormevent.Toaddressthecumulativeimpactofloweringofgroundwaterlevels,monitoringwillswillbeinstalled.Adjustmentstoprojectpumpingrateswillbemade,asneededtominimizeadverseeffectstolocalwells.Similarly,landsurveyswillbeusedtomonitorlandsubsidence.Pumpingwillbereducedasneededifsubsidenceisdetected.ForthePumpingRateAlternatives,acontingencyplanwillbedevelopedandimplementedifneededtoreducetheimpacttobiologicalresourcesresultingfromdecreasesindryweathersurfaceflows.

ResidualImpacts–Fullimplementationofidentifiedmitigationmeasureswillreducewaterresourcesimpactstobelowthelevelofsignificance.

LANDUSEANDPLANNING

AffectedEnvironment–TheProposedActionSiteandthetwositealternativesarelocatedinareasofrowcropsandorchards.TheProposedActionSiteandSiteAlternative4areinareaswheretheproposedprojectisnotallowedundercurrentzoning.AllthreesitesarelocatedoutsidetheCity’smunicipalboundaries.

Environmentalconsequences/Impacts–FortheProposedActionSiteandtheSite4alternative,theCitywillrequestapprovalforreorganizationtoannexthesitesandwellsitestotheCity,annexthesitestotheCamarilloSanitaryDistrict,anddetachthefacilitysitesfromtheVenturaCountyResourceConservationDistrict,VenturaCountyWaterWorksDistrictNo.19,CountyServiceAreano.32,andCountyServiceAreano.33.FortheSite7alternative,onlythewellswouldneedtobeannexedanddetached,respectivelyas

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describedfortheProposedActionSiteandtheSite4alternative.Nosignificantimpactswereidentifiedforanyofthethreeprojects.

NOISE

AffectedEnvironment–NoisesensitivereceptorsneartheprojectsitesincludeSt.John’sHospitalandresidentialareas.

EnvironmentalConsequences/Impacts–Construction(includingwelldrilling)isanticipatedtoproducenoise.Operationisanticipatedtoproducenoise,buttheequipmentwillbeenclosedinstructuresorsoundenclosurestominimizeit.Thewellequipmentwillbethesubmersibletypeandarethereforeanticipatedtocomplywithnoisestandards.Theprojects’contributiontoincrementalnoiseimpactsisnotanticipatedtobecumulativelyconsiderable.

Mitigation–Tomitigateconstructionnoiseassociatedwithwelldrilling,periodswherenodrillingshouldbeoccurringarerecommendedalongwithnoisebarriersandadvancenotificationofdrillingactivities.Nighttimenoiseassociatedwithoperationwouldbemitigatedbyengineeringdesignreviewtoensurethatallnoise‐producingequipmentareenclosedandshieldedtominimizenoisegeneration.Inaddition,anoisestudywillbecompletedwithin90daysofstartofoperationtodetermineifadditionalnoisereductionmeasuresareneeded.

ResidualImpacts–Mitigationmeasureswillreduceoperationalnoiseimpactstolessthansignificant,exceptatthecaretakerresidenceatthewesternwellsiteduringwelldrilling.

TRANSPORTATION/CIRCULATION

AffectedEnvironment–AccesstothesitesisviaStateRoutes34,118,andU.S.101.TrafficvolumesindicatethatStateRoutes34and118areatcapacityandareevenworseatmorningandeveningpeaktraffichours.

EnvironmentalConsequences/Impacts–Constructionandoperationactivitieswilladdtothenumberoftripsduringpeaktraffichour.

Mitigation–Twomitigationoptionsareavailable:1)theCitypaysaTrafficImpactMitigationfeetotheVenturaCountyTransportationDepartment,or2)theprojectspecificationlimitsthecontractortooff‐peaktripsonlyinschedulingofworkerhoursandmaterialsdeliveries.

ResidualImpacts–Mitigationreducestheimpactstoaleveloflessthansignificant.

ENVIRONMENTALJUSTICE

AffectedEnvironment–EPAandCal/EPEhaveregulationsstatingthatenvironmentalriskscannotbedisproportionatelyshiftedtoanyparticularminorityorlow‐incomepopulation.

EnvironmentConsequences/Impacts‐TheProposedActionwillnothaveanydisproportionaleffects.

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 BLACK & VEATCH | Summary of Environmental Impact Report  4‐7

SOCIOECONOMICEFFECTS

AffectedEnvironment–Socioeconomicconcernsincludejobsandtaxbaseassociatedwithagriculturalproduction,commercialoperations,andlightindustrialoperationsintheareaaroundtheprojects.

EnvironmentalConsequences–Buildingtheprojects,between4.6and6.0acresofprimefarmlandwouldbelost.

INDIANTRUSTASSETS

AffectedEnvironment–IndianTrustAssetsarelegalinterestsinpropertyheldintrustbytheFederalgovernmentforthebenefitofIndianTribesorindividuals.

EnvironmentalConsequences–Nosuchassetswereidentified.

4.6 SECTION 6: GROWTH INDUCEMENT  Theoverallwatersupplytotheareadoesnotlimitpopulationgrowthinthearea.Therefore,thesmallincreaseinwatermadeavailablebythisprojectwillnotinducegrowth.

4.7 SECTION 7: CONSULTATION AND COORDINATION  Thefollowingconsultationandcoordinationactivitieshavetakenplace:

PersonsandAgenciesConsultedo RickFarris,Ecologist,U.S.FishandWildlifeServiceo GerhardtHubner,DeputyDirector,FoxCanyonGroundwaterManagementAgencyo EricBergh,CalleguasMunicipalWaterDistrict

AnoticeofPreparationandInitialStudywerepreparedanddistributedtoresponsibleandtrusteeagencies.TheproposedprojectisalsoincludedintheFoxCanyonGroundwaterManagementPlan.

EndangeredSpeciesActfindingsof“Noeffect:suitablehabitatnotaffected”weremadeonidentifiedendangeredorthreatenedspecies.ThereisnodesignatedcriticalhabitatinproximityoftheProposedActionsite,thealternativesites,ortheproposedwellsites.

Adverseeffectsonmigratorybirdsarenotanticipated. Adverseeffectsonwetlandsarenotanticipated. TheFish&WildlifeCoordinationActdoesnotapplybecausetheprojectdoesnotinvolve

modificationofanystreamorotherwaterbody. NativeAmericanconsultationwasconductedaspartofthepreparationoftheDraftEIR/EA

andwillcontinuethroughtheSection106process.SuchconsultationwillbeinitiatedbytheFederalleadagency.

4.8 SECTIONS 8, 9, 10, 11, AND 12 These sections contain detailed listings.  Refer to the EIR document for these lists: 

 

Section 8:  Summary of Mitigation Measures/Environmental Commitments 

Section 9:  List of Preparers 

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Section 10:  References 

Section 11:  Distribution List 

Section 12: Response to Comments 

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 BLACK & VEATCH |   5‐1

5 Water Supply Characteristics and Facilities Thissectionsummarizesthegroundwaterquality,productwaterqualitygoals,anddesigncriteriaoftherecommendedtreatmentfacilitiesfortheNPVGroundwaterTreatmentFacility.

5.1 GROUNDWATER FEED QUALITY ThewaterqualityoftheCity’stwomaingroundwaterwells,WellsAandB,hasprogressivelydeclinedoverthepasttwodecades.WaterqualitydataforWellsAandB,obtainedduringthe2008PilotStudyaswellashistoricaldatareportedinthe2005FeasibilityStudy,indicateanincreaseinseveralkeyconstituentsincludingTDS,sulfate,andiron,whichareabovetheprimaryorsecondarydrinkingwaterstandards.HistoricaltrendskeywaterqualityconstituentsareprovidedinFigure5‐1throughFigure5‐3.

 

 

Figure5‐1:HistoricalIronandManganeseDataforWellsAandB(1990‐2008)

0

0.2

0.4

0.6

0.8

1

1.2

1989 1994 1999 2004 2009

Concentration(mg/L)

Year

WellA&BWaterQuality

WellAFe

WellBFe

WellAMn

WellBMn

FeSMCL300ppb

MnSMCL50ppb

BestFit(WellAFe)

BestFit(WellBFe)

BestFit(WellAMn)

BestFit(WellBMn)

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 5‐2  Water Supply Characteristics and Facilities |BLACK & VEATCH 

Figure5‐2:Historicaldataforcalcium,sulfates,chloride,andTDSinWellA(1990–2014)

 

Figure5‐3:Historicaldataforcalcium,sulfates,chloride,andTDSinWellB(1990–2014)

   

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 BLACK & VEATCH | Water Supply Characteristics and Facilities  5‐3

Combinedwaterqualitydataaveragevaluesofthewaterqualitydatafromthe2005FeasibilityStudy,the2008PilotStudy,andsubsequentdatathrough2014aresummarizedinTable5‐1.ForWellsAandB,thevaluesprovidedinTable5‐1areaveragevaluesfromavailabledata.TheWellC(newwell)valuesareestimatedbytakingtheaverageofWellAandBvalues.TherangeofblendedwaterqualityvaluesprovidedrepresentstherangeofdatafrombothWellAandB.ItisrecommendedthatthedesignoftheNPVGroundwaterTreatmentFacilitybebasedonthemaxvalueswhileaveragevaluesareusedforestimatingO&Mcosts,chemicalconsumption,etc.ItshouldbenotedthatincreasingtrendsinTDSandsulfatehavebeenobservedfromhistoricaldata,andprojectionsoftheseconstituentsshouldbeconsideredwhencarryingoutthedesign(e.g.projectingmaximumvalues).

Table5‐1:GroundwaterQuality

CONSTITUENT  UNITS  WELL A  WELL B  WELL C  RANGE OF BLENDED WATER QUALITY 

pH    7.4 7.5 7.4 7.1‐7.9 

Conductivity  uS/cm2  2499 1945 2297 1800‐2960 

UV254  cm‐1  0.04 0.04 0.03‐0.04 

Color  C.U  6 6.1 2.5‐15 

Total Iron  mg/L  0.36 0.17 0.28 0.14‐1.1 

Total Manganese  mg/L  0.23 0.15 0.20 0.13‐0.28 

Alkalinity  mg/L as CaCO3  289  223  269  210‐310 

Total Hardness   mg/L as CaCO3  976  709  896  648‐1100 

TDS  mg/L  1688 1361 1554 1300‐2000 

TOC  mg/L  1.7 1.6 1.7 1.5‐1.9 

Ammonia  mg/L  0.46 0.38 0.44 0.25‐0.81 

Total Boron  mg/L  0.69 0.55 0.65 0.46‐0.75 

Calcium  mg/L  270 201 240 184‐300 

Chloride  mg/L  124 159 136 92‐183 

Magnesium  mg/L  78 51 66 46‐97 

Silica  mg/L  32 45 34 29‐45 

Sodium  mg/L  205 147 176 130‐221 

Sulfate  mg/L  1055 658 891 550‐1430 

Gross Alpha  pCi/L  15.7 6.5 12.6 3.9‐20.4 

 

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5.2 PRODUCT WATER QUALITY GOALS TheoverallprojectproductqualitygoalsaretomeettheconcentrationslistedinTable5‐2aswellasallprimaryandsecondarydrinkingwaterstandards.TheprojectgoalsforTDS,chloride,andsulfatereflectboththeCity’sobjectivesfordrinkingwaterandimpactsonmeetingTMDLlimitsintheCSDWRPeffluent(Table5‐3).Theironandmanganesegoalsreflectconservativetargets,improvingtheaestheticsaswellasprovidingafactorofsafetyaboveregulatorylimits.Forinstance,excessivelevelsofironandmanganesecancausediscoloredwateratthecustomers’tap.Thesecondarystandardsforironandmanganesearesetat0.3mg/Land0.05mg/Lrespectively;abovetheselimits,customersmayfindthestainsobjectionable.Fromourpastexperience,ironconcentrations<0.1mg/Landmanganeseconcentrations<0.03mg/Laregenerallywellacceptedbythepublic.Asummaryoftheproductwaterqualitygoals,establishedbythe2005FeasibilityStudyand2008PilotStudy,isprovidedinTable5‐2.ThecurrentimportedwatersupplyqualityfromCMWDisprovidedaswellforcomparisontotreatmentgoalsfortheNPVGroundwaterTreatmentFacility.ItshouldbenotedthattheSMP(wherethebrineconcentratewillbesent)alsohasTMDLlimitsimposedonitintheNPDESpermit(asofJuly2015),thoughitisnotanticipatedthattheseTMDLswillaffectoperationsattheNPVGroundwaterTreatmentFacility.

Table5‐2:SummaryofFinalProductWaterQualityGoals

CONSTITUENT  PRODUCT WATER QUALITY GOAL  IMPORTED WATER QUALITY(1) 

Chloride, mg/L  65(2)  56

Gross Alpha, pCi/L  12  ND

Iron, mg/L  <0.1  ‐

Manganese, mg/L  <0.03  ‐

pH  >8.0  8.3

Sulfate, mg/L  70(2)  48

TDS, mg/L  250(2)  260

Total Hardness, mg/L as CaCO3  75‐120(3) 100

(1) Based on CMWD 2013 Water Quality Report for Imported Water Values (2) Established to meet TMDL requirements for CSDWRP (refer to Table 5‐3) and/or match current imported water quality (3) Range provided to accommodate blending requirements  

Table5‐3:CSDWRPTMDLRequirements

CONSTITUENT  TMDL 

Chloride, mg/L  150 

Sulfate, mg/L  250 

TDS, mg/L  850 

  

5.3 PILOT STUDY FINDINGS The2008PilotStudywasconductedtotestROmembranesforbrackishwaterdesalinationandtoevaluatevariouspretreatmentoptionstoprotectROmembranesfromironandmanganesefouling.Fivepretreatmentoptionswereevaluated:

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 BLACK & VEATCH | Water Supply Characteristics and Facilities  5‐5

OxygenQuenching–dosesodiumthiosulfatetoquenchdissolvedoxygen(DO)andkeepironandmanganeseinreducedstate.

Aeration+GranularMediaFiltration(GMF)–oxidizeironandmanganeseusingairandremovewithmediafiltration.

ChlorineDioxide+GMF‐oxidizeironandmanganeseusingchlorinedioxideandremovewithmediafiltration.

Chlorine+GreensandFiltration‐oxidizeironandmanganeseusingfreechlorineandremovewithgreensandmediafiltration.

Aeration+Microfiltration(MF)‐oxidizeironandmanganeseusingairandremovewithMF.

The2008PilotStudyrecommendedPretreatmentOption1:OxygenQuenchingforthefull‐scalefacility.Availableoxygenquenchingagentsincludesodiumbisulfite,sodiumthiosulfate,andsodiummetabisulfite.Thepilotstudyrecommendedthatthefinalchemicalselectionshouldbebasedonbench‐scaletestingwiththefinalsourcewater.LowpressurelowenergybrackishwaterROelementswererecommended.Upto5percentoftheROfeedwatercouldbebypassedaroundtheROsystemforstabilizationandtomeettreatedwaterqualitygoals.

5.4 TREATMENT PROCESS DESCRIPTION KeycomponentsoftheNPVGroundwaterTreatmentFacilityinclude:

Groundwaterpumpingviatwoexistingwells(WellAandB)foratotalof3,000gpm

Drillingofoneortwonewgroundwaterwellstoprovideupto3,000gpm

PretreatmentofgroundwaterforROmembranedesalination

● PretreatmentOption1–SequesterironandmanganesefordirectROapplication

● PretreatmentOption2–Oxidizeandremoveofiron/manganesethroughpretreatmentfiltrationandassociatedwashwaterrecoveryprocess

ROmembranesystem

Post‐treatmenttostabilizetheROpermeateanddisinfection

Treatedwaterdistribution

Additionofsupportingchemicalfeedfacilities

Off‐sitefacilities

Monitoringwellstomonitorgroundwaterconditions

Descriptionanddesigncriteriaforeachtreatmentprocessaresummarizedinthissection.

5.4.1 Raw Water Supply  

TheCity’stwoexistingwells(A&B)havecapacitiesof1,500gpmeach,foratotalcombinedcapacityof3,000gpm.Itisanticipatedthatuptotwonewgroundwaterwellswouldberequiredtoprovideanadditional3,000gpm.Thus,thetotalgroundwaterflowtotheNPVGroundwaterTreatmentFacilitywillbeapproximately6,000gpm.Thetreatmentcapacityorfinaltreatedwater

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flowattheNPVGroundwaterTreatmentFacilitywillbebasedonpretreatmentrequirementsandROoperatingrecovery,whichrangesfrom6.5mgdupto7mgd.

5.4.2 Pretreatment Process 

PretreatmentrequirementsfortheROsystemwillbeconfirmedduringthedesignstageoftheproject.TwooptionsforpretreatmentaresummarizedbelowbasedonfindingsofthepilotstudyandBlack&Veatch’spastdesignexperiencewithgroundwaterdesalinationfacilitiestreatingsimilarwaterquality.TheprocessflowdiagramreflectsthetwopretreatmentoptionsareprovidedinFigure5‐4andFigure5‐5.ProcessFlowDiagramforPretreatmentOption2(Chlorine+PretreatmentFiltration).

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Figure5‐4:ProcessFlowDiagramforPretreatmentOption1(OxygenQuenchingforDirectRO)

 

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Figure5‐5:ProcessFlowDiagramforPretreatmentOption2(Chlorine+PretreatmentFiltration)

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 BLACK & VEATCH | Water Supply Characteristics and Facilities  5‐9

5.4.2.1 Pretreatment Option 1 – Oxygen Quenching for Direct RO Application 

The2008PilotStudydemonstratedthatpretreatmentremovalofironandmanganesemaynotberequiredwiththeadditionofanoxygenquenchingagentandkeepingtheironandmanganeseinsoluble/dissolvedform.Underthisoption,sodiumbisulfitewillbeaddedateachwellheadtoquenchanyDOthatmaybepresentinthegroundwaterandsentdirectlytotheROsystemattheNPVGroundwaterTreatmentFacility.DesigncriteriaofthewellheadsodiumbisulfitestorageandfeedsystemareprovidedinSection5.4.6.

5.4.2.2 Pretreatment Option 2 – Chlorine + Pretreatment Filtration 

AnalternativepretreatmentapproachisincludedintheFacilitiesPlanasitwasnotedduringthepilotstudythatoxygenquenchingmayleadtoincreasedbiofoulingpotentialifidealoperatingrangesarenotmaintained(e.g.pHrangeandsequesteringagentdose).Inaddition,shouldthegroundwaterwellsrequireperiodicshockchlorinationtocontrolironbacteriafouling,itwouldcomplicateoperationsforanoxygenquenchingpretreatmentapproach.Thepracticeofshockchlorinationwouldoxidizeironandmanganeseand,withoutpretreatmentfiltration,thewellwaterwouldneedtobeflushedoutanddisposedofbeforethetreatmentfacilitycouldbeplacedbackintoservice.BasedonBlack&Veatch’spastexperience,analternativepretreatmentsystemconsistingofchlorineadditionandfiltrationisincludedintheFacilitiesPlan.Additionalfacilitiesrequiredtosupportthepretreatmentfiltrationsysteminclude:

ContactTank–toprovidecontacttimebetweenoxidantandironandmanganeseandalsoactasarawwaterblendtankthatreceivesgroundwaterfromthevariousgroundwaterwells

SodiumHypochloriteFeedSystem–anadditionalsetofchemicalmeteringpumpsfordosingupstreamofthepretreatmentfiltersfromthebulkstoragetank

PretreatmentFiltrationSystem–toremoveoxidizedironandmanganeseviagreensandfiltration

WashwaterEqualizationTankandRecoverySystem–toequalizeandtreatbackwashwastefrompretreatmentfiltrationsystemtomaximizeoveralltreatmentefficiency

ROFeedTankandLowPressureFeedPump–toprovideahydraulicbuffertomaintainsteady‐stateROoperationsirrespectiveofthepretreatmentfiltrationsystem

5.4.2.2.1 Contact Tank 

ChlorineisaddedpriortoenteringtheContactTankinordertopromotetheoxidationofironandmanganeseintherawwater.ThecontacttankwillalsoactasarawwaterequalizationbasinforthevariousgroundwaterwellsservingtheNPVGroundwaterTreatmentFacility.DesigncriteriaforthecontacttankandpretreatmentfilterfeedpumpstationareprovidedinTable5‐4.DesigncriteriafortheadditionalsetofchemicalmeteringpumpsdosingupstreamofthecontacttankareprovidedinSection5.4.7.

   

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Table5‐4:ContactTankandPretreatmentFilterFeedPumpDesignCriteria

PARAMETER  CRITERIA 

CONTACT TANK 

Detention Time, minutes  15

Capacity, gallons  90,000

PRETREATMENT FILTER FEED PUMP 

Number  2 duty and 1 standby 

Type  Vertical Diffusion Vane 

Rated Capacity (each), gpm  3,800

Rated Head, feet  60

Motor, hp  100

5.4.2.2.2 Pretreatment Filtration System 

ThemainpurposeofthepretreatmentfiltersistoremoveironandmanganesefromthefeedwatertoprotecttheROmembranesfromironandmanganeseoxideparticlescanfoulROmembranesbydepositingonthemembranesurface.ThewaterqualitygoalforROfeedwateris<0.05mg/Lcombinedconcentrationoftotalironandmanganese.Thisisbasedonpreviousexperienceonbrackishgroundwaterdesalinationfacilitiesofsimilarwaterquality.Thegreensandfilterswillbeoperatedwithupto1mg/Lfreechlorineresidualpassingthroughthefilteratalltimes.Overtime,thefiltermediabecomescoatedwithmanganesedioxideandferrichydroxidesorferricoxidesunderanoxidizedenvironment.Bymaintainingfreechlorineresidualthroughthefilter,continuousadsorptiveuptakeofdivalentmanganesebychemicaloxidationonthemediasurfaceisachieved.

Manganesegreensandisapurple‐blackmedium,derivedbycoatingthenaturally‐occurringglauconitesandwithathinlayerofmanganesedioxidebytreatingitwithmanganoussulfateandpotassiumpermanganate.Greensandtypicallyhasaneffectivesizeof0.30to0.35millimeters(mm),auniformitycoefficientof<1.60,andaspecificgravityofabout2.4.Thegreensandmediaissoakedinconcentratedsolutionofpermanganateorchlorinepriortoinitialuseto“activate”themanganesedioxidesitesonthemediasurface.Followinginitialpreconditioning,removalofironandmanganeseintherawwateroccursthroughbothfiltrationandadsorption,andchlorineisusedtocontinuouslyregeneratethemedia.Alayeroflargeranthracitemediaoverthegreensandisprovidedtoremoveaportionoftheprecipitatingferrichydroxideparticles,therebyreducingoverallrateofheadlossaccumulationthroughthefilterandmaximizingthegreensand’sruntimepriortobackwashing.Manufacturedgreensandisalsoavailablewhereinsilicasandiscoatedwithmanganesedioxide.

Greensandfiltersaretypicallybackwashedatratesof12to18gpm/sffor8to12minutes.Airscourcouldbeusedtoassistinremovalofiron/manganeseoxidedeposits.Whilelowerbackwashratesarereportedtobeeffectiveinremovingthemetaloxidedepositsfromthemediabed,backwashratesof15to18gpm/sfarerequiredtorestratifythegreensandandanthracitelayersinthefilterbed.Filter‐to‐wastefollowingbackwashesmayberequiredtoensureshighqualityROfeedwaterwithlowironandmanganeseconcentrationsatalltimesofon‐lineoperation.Thefilter‐

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to‐wastedurationshouldbeoptimizedduringplantstart‐up,dependingonthefinalnumberoffilterunitsprovided.Tooptimizeconstructability,cost,andfootprint,pressurefiltervesselswillbeusedtohousethemedia.PreliminarydesigncriteriaforthepretreatmentgreensandfiltersystemareprovidedinTable5‐5.

Table5‐5:PretreatmentGreensandFilterDesignCriteria

PARAMETER  CRITERIA 

FILTRATION SYSTEM 

Type  Pressurized 

Number  4

Cells Per Filter  2

Design Loading Rate, gpm/sf  3.0

Filter Size, each 

Overall Length, feet (2 filter cells)  40‐45 

Diameter, feet  12‐14 

Working Pressure, psi  75

FILTER MEDIA 

Media Type  Dual 

Total Media Depth, inches 30‐42 

Media Material 

Material #1  Anthracite 

Depth, inches  12‐18 

Effective Size, mm  0.6 – 0.8 

Uniformity Coefficient  <1.6 

Material #2  Greensand 

Depth, inches  18‐24 

Effective Size, mm  0.3 – 0.35 

Uniformity Coefficient  <1.6 

BACKWAH REQUIREMENT 

Rate, gpm/sf  15

Duration, min  15

 

Backwashingofthegreensandfilterswillremovethewastesolidsandexpandthemediabed.Thebackwashiscarriedoutusingwaterthathaspreviouslypassedthroughthefiltersandintothebackwashholdingtank.DesigncriteriaforthebackwashsupplytankandpumpstationareprovidedinTable5‐6.

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Table5‐6:BackwashSupplyTankandPumpStationDesignCriteria

PARAMETER  CRITERIA 

BACKWASH SUPPLY TANK 

Usable Capacity, gallons  100,000

Capacity Criteria  Minimum of 2 filter backwashes 

BACKWASH SUPPLY PUMPS 

Number  1 duty and 1 standby 

Type  Vertical Diffusion Vane 

Rated Capacity, gpm, each  3,400

Rated Head, feet  45

Motor, hp  60

Drive  Adjustable Frequency 

 

Backwashwastefromthepretreatmentgreensandfilterswillbesenttoawashwaterequalizationtankandpumpedtoapackagedinclinedplatesettlersystemforfurthertreatment.Solidswillbekeptinsuspensionwithinthetankusingpropeller‐typemixers.Fromtheequalizationtank,thewashwaterwillbepumpedtoapackagetreatmentunit.Theequalizationtankandtheassociatedpumpswillbedesignedtoemptybetweenfilterbackwashes.Thepackagetreatmentunitwillincludeaflocculationbasinequippedwithverticalflocculator,asedimentationbasinequippedwithinclinedplatesettlers,andasludgehopper.Theclarifiedeffluentfromthepackagetreatmentunitwillbereturnedtotheheadoftheplant.Sludgecollectedfromtheinclinedplatesettlerswillbeconveyedtoanexistingsewerline.

DesigncriteriaforthewashwaterequalizationtankandrecoverysystemareprovidedinTable5‐7.

Table5‐7:WashwaterEqualizationTankandRecoverySystemDesignCriteria

PARAMETER  CRITERIA 

WASHWATER EQUALIZATION TANK 

Capacity, gallons  112,000

Capacity Criteria  2x 15‐minute filter backwashes +  30 minutes filter to waste for one filter 

WASHWATER RECOVERY SYSTEM 

Type  Packaged Inclined Plate Settler 

Number    1

Capacity, gpm  250

5.4.2.2.3 RO Feed Tank and Low Pressure RO Transfer Pump Station 

Filteredwaterfromthegreensandfiltrationsystemwillbesplitwithupto5percentoftheflowdirectedtotheRObypasspipelineandtheremaindertotheROfeedtank.TheROfeedtankwillprovideahydraulicbuffertoequalizetheflowtotheROsystem.ThisensuresthattheROsystemcanbeoperatedinasteadystate,irrespectiveoftheoperationofthepressurefilters.Provisionsfor

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theadditionofsodiumbisulfiteateitherthetankinfluentoreffluentareprovidedtode‐chlorinatethefilteredwatereffluentorafterthecartridgefilters.Typically,thefilteredwaterisde‐chlorinatedattheinfluenttotheROfeedtank.However,dechlorinationafterthecartridgefiltershasshownbenefitsincontrollingbiofoulingofthecartridgefiltersinbrackishgroundwaterdesalinationapplications.Inaddition,periodicchlorineresidualmaintainedthroughtheROfeedtankalsohelpstocontrolbiologicalgrowth.Thus,provisionsforde‐chlorinationshouldbeprovidedattheinfluenttotheROfeedtankaswellasdownstreamofthecartridgefiltersforoperationalflexibility.

LowpressurepumpswillconveywaterfromtheROfeedtankthroughthecartridgefilterstothesuctionsideoftheROhighpressurefeedpumps.DesigncriteriafortheROfeedtankandlowpressureROtransferpumpstationareprovidedinTable5‐8.

Table5‐8:ROFeedTankandLowPressureROTransferPumpStationDesignCriteria

PARAMETER  CRITERIA 

RO FEED TANK 

Detention time, minutes  15

Capacity, gallons  90,000

LOW PRESSURE RO TRANSFER PUMPS 

Number  3 duty and 1 standby 

Type  Vertical Diffusion Vane 

Rated Capacity, gpm, each  2,000

Rated Head, feet  100

Motor, hp  125

Drive  Adjustable Frequency 

5.4.3 RO System 

WaterexitingtheROfeedtankwillbedosedwithsulfuricacidandantiscalanttoreducethepotentialforprecipitationofsparinglysolublesaltsontheROmembranes.Sodiumbisulfitewillalsobefedtothefilteredwatertoneutralizethechlorineresidual.TheROsystemconsistsof:cartridgefilters,theROhighpressurefeedpumps,ROtrains,ROflushsystem,andROCIPsystem.

5.4.3.1.1 Cartridge Filters 

CartridgefilterswillbeprovidedupstreamoftheROmembranestoserveasafinalbarrierforremovalofanyparticulatematterthatmaybepresentintheROfeedtank.RemovalofparticulatematerialiscriticaltopreventfoulingofthefeedchannelsintheROmembraneelements.Thecartridgefiltervesselswillbeconnectedtoacommonfeedanddischargeheader.Thecartridgefilterswillbevalvedtoallowisolationofasinglevessel.Duringnormaloperation,alldutyvesselswillbeusedirrespectiveofthenumberofROunitsoperatingtopreventwaterstagnationwithinacartridgefilterandbiologicalgrowth.Whenthedifferentialpressurebetweenthefeedanddischargeheadersexceedthedesignsetpoint,thesparevesselwillbebroughtintoserviceandelementsineachofthedutyvesselswillbesequentiallyreplaced.Spentcartridgescanbe

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discardedinnormaltrash.Thelastdutyvesselwillthenbecomethesparevessel.DesigncriteriaforthecartridgefiltersareprovidedinTable5‐9.

Table5‐9:CartridgeFilterDesignCriteria

PARAMETER  VALUE 

Number of cartridge filter vessels  4

Design flow rate per vessel  2,000 gpm

Design loading rate  3.5 gpm/10” equivalent length

Vessel orientation  Horizontal

Cartridge filter element dimensions  2.5” diameter and 40” long

Cartridge filter element rating  5 um nominal pore size

5.4.3.1.2 RO System 

ThehighpressureROfeedpumpsdrawwaterfromthecartridgefiltersandfurtherboostthefeedwaterpressuretothatrequiredforoperationoftheROskids.ThepressurizedfeedwatertoeachROunitissuppliedbyadedicatedhighpressurepumpequippedwithanadjustablefrequencydrive(AFD).TheAFDforeachpumpiscontrolledtoachieveasettotalpermeatefromeachROunit.Thisarrangementsimplifiesthepumpcontrolstomatchflowswhenskidsarebroughtonlineortakenoffline.DesigncriteriafortheROhighpressurefedpumpsareprovidedinTable5‐10.

Table5‐10:ROHighPressureFeedPumpDesignCriteria

PARAMETER  VALUE 

Number of feed pumps  4 (one dedicated for each RO unit) 

Nominal flow rate (gpm)  2,000

Rated head, psi   TBD

Type of pump  Vertical turbine in barrel

Motor  AFD

 

TheROtrainswillremovethedissolvedsaltsandcontaminants,whichwillbedischargedorwastedintheconcentratestream.TheROsystemwillbedesignedtooperateoverarecoveryrangeof75‐85percent,dependingontheblendedgroundwaterwellwaterquality(e.g.silicaconcentration)andeffectivenessoftheantiscalantchemicalthatisapplied.The2008PilotStudyrecommendedarecoveryof75percent.TheROsystemdesigncriteria,establishedbasedontheresultsofthe2008PilotStudy,aresummarizedinTable5‐11.Alternativeconfigurations,suchasa3‐stagesystemor440‐ft2ROelementscouldbeconsideredduringdetaileddesigntomaximizerecoveryandminimizecost.Anenergyrecoverydevice(ERD)willbeincludedintheROsystemdesigntoprovideinter‐stageboostingforfluxbalancingandminimizeoverallenergyconsumptionoftheROsystem.

 

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 BLACK & VEATCH | Water Supply Characteristics and Facilities  5‐15

Table5‐11:ROSystemDesignCriteria

PARAMETER  VALUE 

RO Recovery  75%

Number of RO trains  4 (3 duty, 1 standby)

Design permeate flow rate per train (gpm) 1,500

Design feed water flow rate per train (gpm) 2,000

Number of stages per train  2

Initial Feed Pressure, psi  200

Energy Recovery Device (inter‐stage boost), gpm 1,000

Pressure Vessels (each train) 

1st Stage  40

2nd Stage  20

Elements/vessel  7

Total Elements  420

Membrane Elements 

Size  8‐inch diameter x 40‐inch in length 

Total Installed Number  1680

Average Flux Rate, gfd  <14

Material  Thin Film Composite/Polyamides (TFC/PA) 

5.4.3.1.3 RO Support Systems 

ThesystemsthatsupporttheROsystemarethefollowing:

ROflushSystem

Clean‐in‐place(CIP)System

Periodically,ROtrainsaretakenoutofserviceduetoreduceddemandandtoconstantlyrotatethevariousROtrains.Forinstance,evenifthefacilityisoperatingatfullcapacity,thesparetrainshouldbebroughtintooperationperiodicallytopreventdegradationofmembranesandallmovingparts.Thisistypicallyachievedbyoperatingmembranesinaroundrobinfashion,toensurethatnotrainisleftoff‐lineforanextendedperiodoftime.WheneveranROtrainistakenoutofservice,itisflushedautomaticallywithpermeate.

TheflushingsystemwillconsistofapermeateflushtankandpumpssummarizedinTable5‐12.Onesystemwillbeprovidedtoflushalltheunits.Partofthepermeatefromthecommonheaderwillbedivertedtofillthepermeatetank.TheflushingtankisdesignedtoholdsufficientwaterforroughlyonevolumetricdisplacementofthewaterinthepipingandoneROtrain.

 

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Table5‐12:ROFlushTankandFlushPumpDesignCriteria

PARAMETER  VALUE 

Flush Tank  

Number  1

Tank Capacity, gallons  3,800

Tank Material  FRP

Flush Pump 

Number  1 duty and 1 standby

Capacity (each), gpm  1,600 @45 Psi

 

TheROmembraneswillbecomegraduallyfouledwithinorganicandorganicmaterialovertime.ThedegradationintheperformanceoftheROmembranesisassessedbasedonthefollowingparameters:

Normalizedpermeateflowdropsbymorethan10percent

Normalizeddifferentialpressureacrossanystageincreasesby15percent

Normalizedsaltpassageincreasesby10percent

Dependingonthemembraneelementselected,thesevaluesmaybeadjustedtomeetthemembraneelementmanufacturer’srecommendations.Normalizationistypicallydonetoaccountforvariationsinoperationalpracticessuchasrecovery,watertemperatureandquality.

Whenanyoftheabovementionedparameterstriggeracleaning,therelevantROtrainwillbetakenoutofservice.Dependingonthenatureoffoulants,cleaningwillbeperformedusingeitheracidicorbasicsolutionsorboth.Typically,acidiccleaningsolutionsareusedtoremoveinorganicfoulants,whilebasicsolutionisusedforremovaloforganicfoulants.Itisanticipatedthat,forthiswater,acidiccleaningwillbedonemorefrequentlythanbasic.Typically,citricacidisusedforcleaninginorganicconstituentsandcausticwithdetergentsisusedforremovaloforganicmaterial.PreliminarydesigncriteriafortheROCIPsystemareprovidedinTable5‐13.Typically,CIPprocedurescanbeoptimizedwhiletheROsystemisonline.

   

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Table5‐13:ROCIPSystemDesignCriteria

PARAMETER  VALUE 

CIP Tank  

Number  2

Tank Capacity, gallons  4,500

Tank Material  FRP

CIP Pump 

Number  1 duty and 1 standby

Capacity (each), gpm  2,000

Motor  AFD

Cartridge Filter 

Nominal Flowrate, gpm  2,100

Element Loading Rate  5 gpm/10‐inch equivalent length 

Neutralization Tank 

Number  1

Tank Capacity, gallons  5,500

Tank Material  FRP

5.4.4 Brine Management 

TheROconcentratewillbedischargedtotheRegionalSalinityManagementPipeline(SMP),operatedbyCMWD,forultimatedisposaltothePacificOcean.TheROconcentrateflowwillrangefrom850to1,450gpmdependingonselectedrecoveryoftheROsystem.TheconnectiontotheRegionalSMPisapproximately3,700ftawayfromthepreferredlocationoftheNPVGroundwaterTreatmentFacility.TheoptionofgravityorpressurizedpipelinethatconnectsthetreatmentfacilitytotheRegionalSMPshouldbeinvestigatedduringthedesignstage.

5.4.5 Post‐Treatment 

Post‐treatmentstabilizationoftheROpermeateconsistsofdecarbonation,blendingwithRObypassflow,andadditionofsodiumhydroxideforfinalpHadjustment.Initialestimatesindicatethatupto5percentoftheROfeedwater,dependingonROrecovery,couldbebypassedandblendedtostabilizetheROpermeate.Designcriteriafordecarbonationanddisinfectionareprovidedinthissection.DesigncriteriaforthechemicalfeedsystemsareprovidedinSection5.4.7.

5.4.5.1 Decarbonation 

DecarbonatorswillbelocateddownstreamoftheROsystemtotreatROpermeate.ThedecarbonatorswillremovecarbondioxidefromtheROpermeateandreducetheamountofsodiumhydroxide(NaOH)requiredforstabilizationofthetreatedwater.Thedesignshouldincludeprovisionsforhydrogensulfideremovalandpotentiallyoff‐gasscrubbersifhighlevelsarepresentinthenewgroundwaterwells.DesigncriteriaforthedecarbonatorsareprovidedinTable5‐14.

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Table5‐14:DecarbonatorDesignCriteria

PARAMETER  VALUE 

Type  Packed Tower

Number   2

Design flow (each), gpm  2,250

Blowers 

Number   1

Capacity, scfm  6,000

5.4.5.2 Disinfection 

Disinfectionofthetreatedwaterisprovidedbyformationofchloraminesthroughadditionofaqua‐ammoniaandsodiumhypochloritefollowingthedecarbonators.Thesechemicaladditionfacilitiesaresizedforatargetresidualof1.2to1.5mg/Ltotalchlorine.DesigncriteriaforthechemicalfeedsystemsareprovidedinSection5.4.7.

5.4.6 Treated Water Distribution 

Treatedwaterwillbecollectedintoa43,000gallonpumpwellbelowthefinishedwaterpumpstation.Thepumpswouldbehousedinsoundenclosuresfornoisecontrol.ThepumpstationwouldhavethecapabilitytopumpallofthewaterproducedeithertotheCity’sZone1orZone2distributionsystemortoacombinationofthetwozones.Undernormaloperations,twopumpswillbeinoperationforZone1,andonepumpwillbeinoperationtoserveZone2.PreliminarydesigncriteriaforthetreatedwaterpumpstationareprovidedinTable5‐15.ThefinaltreatedwaterproductioncapacityoftheNPVGroundwaterTreatmentFacilitywillbebasedonpretreatmentoptionselectedandoptimizedROrecovery.

Table5‐15:TreatedWaterPumpStationDesignCriteria

PARAMETER  VALUE 

Treated Water Sump  

Capacity, gallons  43,000

Zone 1 Distribution Pumps 

Number  2 duty and 1 standby

Capacity (each), gpm  1800

Rated Head, feet  155

Motor  AFD

Zone 2 Distribution Pumps 

Number  1 duty and 2 standby

Capacity (each), gpm  1100

Rated Head, feet  72

Motor  AFD

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5.4.7 Chemical Feed Facilities 

Thefollowingchemicalswillbeutilizedaspartofthetreatmentsystem:

SodiumHypochlorite‐toaidintheoxidationofironandmanganesethroughthePretreatmentFiltrationSystem(Option2)andusedfordisinfectionaspartofthechloraminationprocess

SodiumBisulfite–injectedatthewellheadtosequesteroxygen(PretreatmentOption1)oraddedupstreamofROsystem(PretreatmentOption2)toremoveanyresidualfreechlorinepresentintheROfeedwater

SulfuricAcid‐addedtotheROfeedwatertomaintainthedesiredpHwithintherangeof6.7to7.0tominimizescalingontheROmembranes

Antiscalant(ThresholdInhibitor)‐addedtotheROfeedwatertominimizethepotentialforinorganicscalingonthemembranesurface

SodiumHydroxide–toincreasethepHofthesoftened,treatedwaterandreduceitscorrosivity

Aquaammonia‐addedalongwithsodiumhypochloritetoformacombinedmonochloramineresidualinthetreatedwater

Sizingofeachchemicalfeedsystemisbasedonaminimumstoragecapacityof30daysforeachchemicalataveragechemicaldoses.

5.4.7.1 Sodium Hypochlorite 

Onesodiumhypochloritefeedsystemwillbesuppliedtofeed12.5tradepercentsodiumhypochloritetothewellpumps,rawwaterinletandtothefinishedwaterfromtheROsystemdependingonthepretreatmentoptionselectedfordesign.Sodiumhypochloritewillbedeliveredtothesitebytankertruckandwillbestoredinbulkstoragetankssizedtoacceptafulltruckload.Requirementsforoneortwostoragetankswillbedeterminedduringthedesignstage.Thesodiumhypochloritewillbedeliveredtothefeedpointsbymeteringpumpsdesignedtofeedsodiumhypochloriteoverthefullrangeplantflowsanddoses.PreliminarydesigncriteriaforthesodiumhypochloritefeedsystemforthetwopretreatmentoptionsanddisinfectionaresummarizedinTable5‐16andTable5‐17.

 

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Table5‐16:SodiumHypochloriteFeedSystemDesignCriteria(PretreatmentOption1–DirectRO)

PARAMETER  VALUE 

Chemical  Sodium Hypochlorite

Chemical Concentration  12.5%

Chemical Dose, mg/L  1.5 (avg), 0.5‐2.5 (range)

Storage Tank 

Number  1

Capacity, gallons  5,000

Days  60(1)

Chemical Metering Pumps 

Feed Point  Upstream of RO

Type  Peristaltic

Number of Pumps  2

Pump Capacity Each, gph  7(1) Larger tank provided in order to accept one full delivery of sodium hypochlorite to minimize chemical delivery cost 

Table5‐17:SodiumHypochloriteFeedSystemDesignCriteria(PretreatmentOption2–PretreatmentFiltration+RO)

PARAMETER  VALUE 

Chemical  Sodium Bisulfite

Chemical Concentration  25%

Chemical Dose, mg/L  1.5

Storage Tank 

Number  1

Capacity, gallons  5,900

Days  30

Chemical Metering Pumps 

Feed Point  Raw water, upstream of contact tank 

Type  Peristaltic

Number of Pumps  2

Pump Capacity Each, gph  7

Feed Point  Blended treated water

Type  Peristaltic

Number of Pumps  2

Pump Capacity Each, gph  7

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5.4.7.2 Sodium Bisulfite 

Onesodiumbisulfitefeedsystemwillbesuppliedtofeed25percentsodiumbisulfiteeitherattheWellHead(PretreatmentOption1–DirectRO)orupstreamoftheROsystem(PretreatmentOption2–PretreatmentFiltration+RO).Thesodiumbisulfitewillbedeliveredtothefeedpointbymeteringpumpsdesignedtofeedsodiumbisulfiteoverthefullrangeflowsanddosages.PreliminarydesigncriteriaforthewellheadandtreatmentfacilityfeedsystemsareprovidedinTable5‐18andTable5‐19,respectively.

Table5‐18:WellHeadSodiumBisulfiteFeedSystemDesignCriteria(PretreatmentOption1–DirectRO)

PARAMETER  VALUE 

Chemical  Sodium Bisulfite

Chemical Concentration  25%

Chemical Dose, mg/L  2.0(1)

Storage Tote 

Well Head Capacity, gpm  1,500 3,000(2)

Type  Tote Totes

Number   2 3

Capacity Each, gallons  300 300

Days  30

Chemical Metering Pumps 

Feed Point  Well Head

Type  Peristaltic

Number of Pumps  2

Pump Capacity Each, gph  0.6 1.2(1) Dose based on 2008 Pilot Study  (2) The new well(s) may be either 1,500 or 3,000 gpm in capacity 

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Table5‐19:BulkSodiumBisulfiteFeedSystemDesignCriteria(PretreatmentOption2–PretreatmentFiltration+RO)

PARAMETER  VALUE 

Chemical  Sodium Bisulfite

Chemical Concentration  25%

Chemical Dose, mg/L  2.0

Storage Tank 

Number  1

Capacity, gallons  1,700

Days  30

Chemical Metering Pumps 

Feed Point  Upstream of RO

Type  Peristaltic

Number of Pumps  2

Pump Capacity Each, gph  2

5.4.7.3 Sulfuric Acid 

Onesulfuricacidfeedsystemwillbesuppliedtofeed93percentsulfuricacidupstreamoftheROsystem.Sulfuricacidwillbedeliveredtothesitebytankertruckandwillbestoredinabulkstoragetanksizedtoacceptafulltruckload.Thesulfuricacidwillbedeliveredtothefeedpointbytwometeringpumpsdesignedtofeedsulfuricacidoverthefullrangeflowsanddoses.DesigncriteriaforthesulfuricacidfeedsystemareprovidedinTable5‐20.

Table5‐20:SulfuricAcidFeedSystemDesignCriteria

PARAMETER  VALUE 

Chemical  Sulfuric Acid

Chemical Concentration  93.2%

Chemical Dose, mg/L  90(1)

Storage Tank 

Number  1

Capacity, gallons  13,000

Days  30

Chemical Metering Pumps 

Dosing Location  Upstream of RO

Type  Peristaltic

Number of Pumps  2

Pump Capacity Each, gph  20(1) Dose based on 2008 Pilot Study 

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5.4.7.4 Antiscalant 

OneantiscalantfeedsystemwillbesuppliedtofeedantiscalantupstreamoftheROsystem.Antiscalantwillbedeliveredtothesiteintotesandwillbestoredinthedeliveredtotes.Antiscalantwillbedeliveredtothefeedpointbymeteringpumpsdesignedtofeedoverthefullrangeflowsanddoses.PreliminarydesigncriteriafortheantiscalantfeedsystemareprovidedinTable5‐21.

Table5‐21:AntiscalantFeedSystemDesignCriteria

PARAMETER  VALUE 

Chemical  Antiscalant

Chemical Concentration  100

Chemical Dose, mg/L  1‐5

Storage Tote 

Number  1

Capacity, gallons  530

Days  45

Chemical Metering Pumps 

Dosing Location  Upstream of RO

Type  Peristaltic

Number of Pumps  2

Pump Capacity Each, gph  0.6

5.4.7.5 Sodium Hydroxide 

Onesodiumhydroxidefeedsystemwillbesuppliedtofeed25percentsodiumhydroxidetothefinishedwater.Sodiumhydroxidewillbedeliveredtothesitebytankertruckasa50percentsolutionandwillbedilutedandstoredinabulkstoragetanksizedtoacceptafulltruckloadplusdilutionwater.Thesodiumhydroxidewillbedeliveredtothefinishedwaterbytwometeringpumpsdesignedtofeedsodiumhydroxideoverthefullrangeofflowsanddoses.PreliminarydesigncriteriaforthesodiumhydroxidefeedsystemareprovidedinTable5‐22.

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 5‐24  Water Supply Characteristics and Facilities |BLACK & VEATCH 

Table5‐22:SodiumHydroxideFeedSystemDesignCriteria

PARAMETER  VALUE 

Chemical  Sodium Hydroxide

Chemical Concentration  50% (delivered), 25% (stored)

Chemical Dose, mg/L  3‐5(1)

Storage Tank 

Number  1

Capacity, gallons  4,500

Days  30

Chemical Metering Pumps 

Dosing Location  Blended treated water (RO Permeate + RO Bypass)

Type  Peristaltic

Number of Pumps  2

Pump Capacity Each, gph  5(1) Dose range based on 2008 Pilot Study  

5.4.7.6 Aqua Ammonia 

Oneaquaammoniafeedsystemwillbesuppliedtofeed19percentaquaammoniatothefinishedwatertoformchloramines.Theaquaammoniawillbedeliveredtothefinishedwaterbytwometeringpumpsdesignedtofeedoverthefullrangeflowsanddoses.PreliminarydesigncriteriafortheaquaammoniafeedsystemareprovidedinTable5‐23.

Table5‐23:AquaAmmoniaFeedSystemDesignCriteria

PARAMETER  VALUE 

Chemical  Aqua Ammonia

Chemical Concentration  19%

Chemical Dose, mg/L  0.3‐1.5(1)

Storage Tank 

Number  1

Capacity, gallons  1,200

Days  30

Chemical Metering Pumps 

Dosing Location  Blended treated water (RO Permeate + RO Bypass)

Type  Peristaltic

Number of Pumps  2

Pump Capacity Each, gph  2.5

 (1) Dose based on 2008 Pilot Study  

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 BLACK & VEATCH | Water Supply Characteristics and Facilities  5‐25

5.4.8 Site Layout 

TwositelayoutswerepreparedfortheNPVGroundwaterTreatmentFacilitybasedonthetwopretreatmentoptionsavailable.ThesitelayoutsareprovidedinFigure5‐6andFigure5‐7.

Themajorityofthetreatmentfacilitieswillbelocatedoutdoorsandunderacanopy.Theadministrationbuilding(whichincludesthecontrolroom),electricalroom,andstorageroom/shopwillbelocatednearthemainentrancegate.TheonlyotherbuildingprovidedwillbefortheROhighpressurefeedpumpsfornoiseattenuation.Anaccessroadisprovidedalongtheperimeterofthesitetoprovidetruckaccessforchemicaldeliveriesandequipmentmaintenance.ThetotalfootprintoftheNPVGroundwaterTreatmentFacilityisapproximately104,755squarefeet.

ForPretreatmentOption1–DirectRO,therawgroundwaterwouldbepumpedtositeandwillbesentdirectlytothecartridgefiltrationsystemandboostedtotheROsystem.TheROpermeatewillthenundergopost‐treatmentconsistingofblendingwithRObypasswater,decarbonation,andchemicalconditioning(sodiumhydroxideaddition)forfinalpHadjustment.ThetreatedwaterwillflowbygravityfromthedecarbonatorsintothefinishedwaterwetwellandpumpedtoZone1andZone2fordistribution.ThetotalfootprintofthetreatmentfacilitiesrequiredforPretreatmentOption1isapproximately17,800squarefeet.

ForPretreatmentOption2–PretreatmentFiltration+RO,therawwaterfromthevariousgroundwaterwellswillbepumpedtothecontacttank,thenfedtothepretreatmentgreensandfilters.ThepretreatedwaterwouldthenflowtotheROfeedtank,thenbetransferredtothecartridgefiltersbeforeitisboostedtotheROsystem.Post‐treatmentoperationsandtreatedwaterdistributionwouldbethesamebetweenthetwooptions.AsindicatedinFigure5‐7,thepretreatmentfiltrationoptionwouldrequiresignificantlymoretreatmentfacilitiesandlandthanPretreatmentOption1–DirectRO.ThetotalfootprintofthetreatmentfacilitiesrequiredforPretreatmentOption2isapproximately38,300feetsquared.Therequiredpretreatmentfiltrationandsupportfacilitiesaccountsforapproximately20,500ft2ofthetotal38,300feetsquared.

Anemergencygenerator,commontobothoptions,wouldbeprovidedattheGroundwaterTreatmentFacilitysitetoensureareliablesourceofpowertothetreatmentfacilities.Theemergencygeneratormayalsobeusedtoprovideemergencypowertotheproposedgroundwaterwells(iflocatedwithincloseproximity).Theemergencygeneratorwouldonlybeusedduringpoweroutagesandforshortperiodsduringmaintenance.Thegeneratorwouldproduceupto2,000kilowatts(KW)andwouldbepoweredbyadieselengine.

TheoverallfootprintsofthefacilitiesareprovidedinTable5‐15.

Table5‐24:TreatedWaterPumpStationDesignCriteria

PARAMETER  VALUE 

Facilities Foot Print (sq Ft) 

Pretreatment Option 1  17,800

Pretreatment Option 2  38,300

Total Area within Site Fencing  104,755

Total Area of new facility (includes 25’ buffer around facility 141,100

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 BLACK & VEATCH | Water Supply Characteristics and Facilities  5‐27

Figure5‐6:SiteLayoutfortheNPVGroundwaterTreatmentFacility(PretreatmentOption1–DirectRO)

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 BLACK & VEATCH | Water Supply Characteristics and Facilities  5‐29

Figure5‐7:SiteLayoutfortheNPVGroundwaterTreatmentFacility(PretreatmentOption2–PretreatmentFiltration+RO)

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 BLACK & VEATCH | Water Supply Characteristics and Facilities  5‐31

5.5 OFFSITE FACILITIES 

5.5.1 Conveyance 

FinishedwaterfromtheNPVGroundwaterTreatmentFacilitywillbepumpedtoeitherZone1orZone2.Zone1operatesatahigherpressureof155ft,whileZone2operates72ft.InNovember2007,aDistributionSystemHydraulicAnalysisdeterminedthatthatthemostefficientmethodforconnectingtothefinishedwatersystemwastosupplythemajorityofthewaterfromtheNPVGroundwaterTreatmentFacilityintoZone1andusetheconveyancecapacityofZone1totransfertheZone2supplyacrossthecity,breakingheadattheKendallPRVandfeedingitintoZone2.AportionoftheZone2waterwillbefeddirectlyintotheZone2linenearthefacilities.Thetie‐inpointsdeterminedinthatstudytobemostcostefficientareattheintersectionofAntonioAveandEastLasPosasRdforZone1,andatthecornerofAntonioAveandNorthPonderosaDrforZone2.TheproposedoperationflowratesareshowninTable5‐25.

Table5‐25:Production/DistributionforNPVGroundwaterTreatmentFacility

PARAMETER  CRITERIA 

Zone 1 Pumping  3,600 gpm @ 155 ft

Zone 2 Pumping  1,100 gpm @ 75 ft

Anoverviewoftheoff‐sitefacilitiesandpipelinetie‐inlocations(e.g.rawwaterpipelines,treatedwaterpipelines,potentialnewwelllocation,andsalinitymanagementpipelineconnectionlocation)areprovidedinFigure5‐8.Theapproximatepipelinedistancesareasfollows:Zone1piping=1,500feet,Zone2piping=1,500feet,RawWaterpiping=7,000feet(total),andpipingtoRegionalSalinityManagementPipeline=3,500feet.

5.5.2 Waste Disposal 

TheROconcentratewillbedischargedtotheRegionalSMP,operatedbyCMWD,forultimatedisposaltothePacificOcean.The32inchhigh‐densitypolyethylene(HPDE)SMPhasbeenconstructedupthroughPhase2CterminatinginLewisRdjustnorthofPasPosas/Uplandroad.TheROconcentratestreamwillbepipedfromtheprojectsitealongAntonioAvetoUplandRoad.ItisanticipatedtheROconcentratelinewilltieintotheSMPatorbelowmanholeNo.9,about4feetdownstreamfromtheendoftheline.

ThesolidsdischargedfromthesiteaswellasanywastestreamsfromtheAdministrationBuildingwillbedischargedtothelocalsewer.Thereisan8‐inchvitrifiedclaypipe(VCP)attheintersectionofAntonioDriveandMarVista.Itisanticipatedthattheavailablesewercapacityandfinaltie‐inpointswillbeconfirmedduringdetaileddesign.

5.5.3  Monitoring Wells 

The2015“NorthernPleasantValleyDesalterGroundwaterAnalysisandModelling”report(Bachman)recommendsthreemonitoringwells(Figure5‐9).Theirpurposewouldbeto1)establishbaselineinformationand2)totrackprogressofthedesalterprojectasitpullsaltsfromthebasin.Thelocationsarebasedonmodelingthattrackedmovementofbrackishwaterovera17

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 5‐32  Water Supply Characteristics and Facilities |BLACK & VEATCH  

yearsimulationperiod.Bachmanfurtherinformationonthesemonitoringwellscanbefoundinthatreport.ThelocationsofthewellsrelativetoWellBareindicatedinthisfigure.

5.6 ANTICIPATED TREATED WATER QUALITY Anticipatedtreatedwaterquality,basedontheblendedrawwater(WellC)fromTable5‐1,ispresentedbelowinTable5‐26withcomparisontothewaterqualitygoals.

Table5‐26:AnticipatedTreatedWaterQuality

CONSTITUENT

RAW WATER1 (WELL C) PERMEATE REJECT

PRODUCT (TREATED)2 GOAL3

Chloride,mg/L 136 12 640 20 65

pH 7.4 5.6 7 8.6 >8.0

Sulfate,mg/L 891 30 4340 70 70

TDS,mg/L 1554 97 8980 196 250

Calcium,mg/L 240 8 1180 20 ‐‐

Magnesium,mg/L 66 2 330 10 ‐‐

Hardness,mg/lasCaCO3

896 26 4250 70 75‐120

GrossAlpha,pCi/L 12.6 0.6 60 1.1 121AverageofWellsAandB.RefertoTable5‐1.2Assumes4%bypass.3FromTable5‐2.

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 BLACK & VEATCH | Water Supply Characteristics and Facilities 

Figure5‐8:OverviewofOff‐SiteFacilitiesandTie‐InLocationsforPreferredSiteLocation#2

 

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 5‐34  W

 

 

 

 

 

 

 

 

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City of Camarillo | FACILITIES PLAN FOR THE NORTH PLEASANT VALLEY GROUNDWATER TREATMENT FACILIITY 

 BLACK & VEATCH | Water Supply Characteristics and Facilities 

Figure5‐9:RecommendedMonitoringWells(exceptedfrom2015Bachman"NorthernPleasantValleyDesalterGroundwaterAnalysisandModeling"reportwithannotationadded)

Well B 

Monitoring 

Wells 

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 5‐36 

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City of Camarillo | FACILITIES PLAN FOR THE NORTH PLEASANT VALLEY GROUNDWATER TREATMENT FACILIITY 

 BLACK & VEATCH | Assessment of Site Alternatives  6‐1

6 Assessment of Site Alternatives AtotalofeightsitesforthenewNPVGroundwaterTreatmentFacilitywereidentifiedandevaluatedfortheEIR.EachofthealternativesitesislocatedwithinonemileofthewellsitesandtheRegionalSalinityManagementpipelinealignment.ThelocationsoftheeightsitesarelistedbelowandprovidedinFigure6‐1.TheeightsiteswereevaluatedbyPadreAssociatesfortheEIR.

Site#1–locatedimmediatelynorthoftheCitylimitsintheunincorporatedportionofVenturaCountyneartheintersectionofPonderosaDriveandAntonioDrive.ThesiteiscurrentlyzonedAE‐40ac(AgricultureExclusive,40acreminimumparcelsize).Theparcelisapproximately58acresandiscurrentlyusedforagriculture(orchards).

Site#2‐locatedimmediatelynorthoftheCitylimitsintheunincorporatedportionofVenturaCountyalongAntonioDriveandacrossthestreetfromWellB.ThesiteiscurrentlyzonedAE‐40ac.Theparcelisapproximately77acresandiscurrentlyusedforagriculture(rowcrops).

Site#3‐locatedimmediatelynorthoftheCitylimitsintheunincorporatedportionofVenturaCountyneartheintersectionofAntonioDriveandVillamonteCourt.ItisalsolocatedacrossthestreetfromWellB.ThesiteiscurrentlyzonedAE‐40ac.Theparcelisapproximately77acresandiscurrentlyusedforagriculture(rowcrops).

Site#4‐locatedimmediatelynorthoftheCitylimitsadjacenttoanexistinghousingcommunity.ThesiteislocatedneartheintersectionofVillamonteCourtandFieldgateDrive.ThesiteiscurrentlyzonedAE‐40ac.Theparcelisapproximately77acresandiscurrentlyusedforagriculture(rowcrops).

Site#5–locatedneartheintersectionofLasPosasRoadandLewisRoad.ThesiteiscurrentlyzonedAE‐40ac.Theparcelisapproximately40acresandiscurrentlyusedforagriculture(rowcrops).

Site#6–locatedadjacenttoSite#5alongSomisRoad.ThesiteiscurrentlyzonedAE‐40ac.Theparcelisapproximately40acresandiscurrentlyusedforagriculture(rowcrops).

Site#7–locatedwithinCitylimitsandzonedRE(ruralexclusive),neartheintersectionofLewisRoadandUplandRoad.Theparcelisapproximately6acresandiscurrentlyusedforagriculture(orchards).

Site#8–locatedapproximately1,000feetnorthofexistingCitylimitsandwithintheunincorporatedportionofVenturaCounty.ThesiteiscurrentlyzonedAE‐40ac.Theparcelisapproximately58acresandiscurrentlyusedforagriculture(orchards).

Site#2iscurrentlyidentifiedasthepreferredlocationforthenewNPVGroundwaterTreatmentFacility.Site#2isincloseproximitytotheexistinggroundwaterwellsandminimizesoverallagriculturallandtakebybeinglocatedalonganexistingroad.

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 6‐2  Assessment of Site Alternatives |BLACK & VEATCH 

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 BLACK & VE

Figure6‐1

EATCH | Assessm

1:SiteLocati

ment of Site Alte

onsfortheP

ernatives 

roposedNPVVGroundwateerTreatmentFacility

66‐3

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 6‐4  Assessment of Site Alternatives |BLACK & VEATCH 

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 BLACK & VEATCH |   7‐1

7 Opinion of Probable Cost and O&M Costs 

7.1 OPINION OF PROBABLE COST TheopinionofprobablecostfortheNPVGroundwaterTreatmentFacilitywasdevelopedusingthepreliminarydesigncriteriaestablishedinSection5.AsummaryoftheopinionofprobablecostfortheNPVGroundwaterTreatmentFacilityisprovidedinTable7‐1.

Table7‐1:OpinionofProbableCostfortheNPVGroundwaterTreatmentFacility

ITEM  CAPITAL COST  (OPTION 1 – DIRECT RO) 

CAPITAL COST  (OPTION 2 – PRETREATMENT FILTRATION + RO) 

Site work and Piping  $                       4,615,000  $                                   4,733,000 

New Groundwater Wells  $                       3,575,000  $                                   3,300,000 

Contact Basin and Pretreatment Filtration System 

$                                      ‐    $                                   3,335,000 

Washwater Equalization and Recovery System $                                      ‐    $                                   1,390,000 

RO Feed Tank and Transfer Pumps  $                                      ‐    $                                   1,293,000 

RO System and Cartridge Filters  $                       9,576,000  $                                   9,576,000 

Decarbonators  $                       1,226,000  $                                   1,226,000 

Finished Water Pump Station  $                           141,000  $                                       141,000 

Chemical Feed and Storage  $                           577,000  $                                       665,000 

Administration, Electrical, Shop/Storage Building, Transformer, and Standby Generator 

$                       5,868,000  $                                   6,196,000 

Land Purchase  $                           400,000  $                                       400,000 

Connection to SMP  $                           400,000  $                                       400,000 

Construction Monitoring Cost  $                       1,300,000  $                                   1,300,000 

Subtotal  $                    27,678,000  $                                33,955,000 

Engineering, General Requirements, Contractor Fees, etc. (15%) 

$                       3,836,000  $                                   4,778,000 

Contingency (30%)  $                       7,672,000  $                                   9,555,000 

TOTAL PROBABLE COST   $                     39,186,000   $                                 48,288,000  

Annualized Cost (25 years @ 5%)   $                       2,780,000   $                                   3,426,000  

7.2 OPERATING AND MAINTENANCE COSTS AND TOTAL UNIT COST Theprojectedprobableoperationandmaintenance(O&M)costfortheNPVGroundwaterTreatmentFacilityissummarizedinTable.ThefollowingassumptionsweremadeindevelopingtheprobableO&Mcost:

Electricityrate=$0.12perkWh

ROmembranereplacementfrequencyof5years

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 7‐2  Opinion of Probable Cost and O&M Costs |BLACK & VEATCH 

Atotaloffournewfulltimeemployees(FTE)willbehiredtooperatethefacility

Maintenance,repair,andsparerequirementsisassumedtobe2%ofthecapitalcostofeachtreatmentfacility

Table7‐2:SummaryofProbableO&MCostsfortheNPVGroundwaterTreatmentFacility

ITEM  ANNUAL O&M COST  (OPTION 1 – DIRECT RO) 

ANNUAL O&M COST  (OPTION 2 – PRETREATMENT FILTRATION + RO) 

Electricity(1)  $                                    1,046,000  $                                   1,261,000 

Chemicals  $                                        740,000  $                                      727,000 

RO Membrane Replacement  $                                        125,000  $                                      112,000 

Cartridge Filter Replacement  $                                          13,000  $                                         13,000 

Maintenance, Repairs, and Spares(2)  $                                        302,000  $                                      440,000 

Labor(3)  $                                        240,000  $                                      240,000 

Brine Disposal Fee(4)  $                                         928,000       $                                       928,000

TOTAL FIRST YEAR O&M COST(5)  $                                3,394,000  $                              3,721,000 

Equivalent Uniform Annual O&M Cost(6)  $                                      4,359,000  $                                    4,779,000 

Annualized Capital Cost  $                                      2,780,000 $                                    3,426,000

TOTAL ANNUAL COST  $                                  4,139,000 $                                8,205,000

Cost of Product Water (per AF) (7)  $                                                 949 $                                           1,091(1) Estimated based on $0.12/kWh (2) Estimated based on 2% of capital equipment costs (3) Estimated based on four new FTEs (4) Cost of brine disposal to the Regional Salinity Management Pipeline used is $500/AF at concentrate flow of 1,855 AF/yr (5) O&M costs assumed to escalate at 2.5% per year (6) Converted to a uniform series using 25 year basis and 5% discount rate. (7) Product water production is 6.7 MGD (7500 AF/Year) 

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 BLACK & VEATCH |   8‐1

8 Construction and Operation Methods Thissectionsummarizestheconstruction/deliveryapproachandoperationoftheproposedNPVGroundwaterTreatmentFacility.

8.1 CONSTRUCTION APPROACH Keystakeholdersoftheproject(City,CMWD,CityofThousandOaks,andCamrosaWaterDistrict)expressedaninterestinunderstandingvariousdeliverymodelsbywhichthesubjectprojectcouldbepermitted,designedandconstructed.Inparticular,theCityexpressedaninterestinbringingthestakeholderstogethertodiscussalternativedeliveryapproachesinachievingbestvalueinprocurementandexecutionoftheproject,takingintoconsiderationtheprojectdrivers,legislativeconstraints,andotherfactorsaffectingtheoveralldeliveryoftheproject.ThestakeholdersmetwithB&VinasetoftwoworkshopsduringOctober2013to1)understandthevariousdeliveryoptionsfortheprojectand2)discusstheprojectdriversandstakeholderobjectives.

Thefirstworkshopprovidedanoverviewofvariousdeliverymodels,includingdiscussionsondesign‐bid‐build,design‐buildandconstructionmanagementatrisk(CMAR).Thesecondworkshopincludedamorein‐depth,round‐tablediscussionbetweenthestakeholdersonprojectdriversandgoals.B&V’sin‐housePairwisedecisiontoolwasutilizedtoevaluatethedecisionconsiderations,toprioritizeandapplyweightingfactors,andtoanalyzetheresultsfromthedecisionmodel.

Highlightsofthetwoworkshopsaresummarizedbelow:

Lowinitialinvestmenttoproveoutbusinesscase,competitivecost,andperformancecertaintywereidentifiedasthehighestrankedgoalsaffectingtheprojectsuccessfromthekeystakeholder’sperspective.

Design‐builddeliveryappearstobethemostappropriatechoicefortheprojecttakingintoaccountthegoalsoftheprimarystakeholders.Fromaprojectperspective,thedesireforperformancecertainty(bothqualityandquantity),andcostfactors(certaintyandcompetitiveness)areofferedthroughthisdeliverymodelassubstantiatedbyrecentsurveysprovidedbybothDBIA(Design‐BuildInstituteofAmerica)andtheWDBC(WaterDesignBuildCouncil)

Ofthetwodesignbuilddeliverymodels,ProgressiveDesignBuild(PDB)isrecommendedprimarilyduetoitsabilitytoachievebestresultsforkeygoalsoflowinitialinvestmentcostandperformancecertainty,whichwerethetwohighestrankedpriorities.

FromaPDBperspective,thekeystakeholderswouldrecognizesignificantbenefitutilizingthisdeliverymodelduetothelowinitialinvestmentcostforprovingoutthebusinesscasefortheproject.

Inconsiderationofthesefactors,itwasrecommendedthatthekeystakeholdersadvancetheirevaluationofthePDBdeliverymodelandfurtherexplorethebenefitsspecifictotheprojectandtotheprogramcurrentlyenvisionedbythestakeholders.

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 8‐2  Construction and Operation Methods |BLACK & VEATCH 

8.2 OPERATIONS TheNPVGroundwaterTreatmentFacilityandassociatedgroundwaterwellswouldbeoperatedcontinuously,24hoursperdayand7daysperweekundernormaloperatingmodes.Itisanticipatedthatwouldbestaffedwithtwo8‐hourshiftsduringtheday(twotothreeoperatorspershift)andonenight8‐hourshift(singleoperator).Oneortwooftheoperationstaffateachdaytimeshiftwouldhaveoverlappingshiftstomaintaincontinuousoperationsduringshiftchange.Alternatively,thenighttimeshiftcouldalsobeanon‐calloperatorthat’sincloseproximitytotheNPVGroundwaterTreatmentFacilitytorespondtoalarmsandemergencies.Atotalofnine(9)fulltimeoperationstaffisestimatedforoperatingthetreatmentfacility24hoursperdayand7daysperweekthroughouttheyear.Theoperationstaffwillconsistofcertifieddrinkingwatertreatmentanddistributionsystemoperatorsandplantmaintenancestaff.

8.3 TRIGGERS FOR OPERATIONAL CHANGES Operationalcontingencyplanscallforcuttingbackpumpingrateswhenwaterlevelsinnearbywellsdroptoolow.Thefirsttriggerpointforcuttingbackonpumpingiswhenwaterlevelsdropto‐126feetmeansealevel(msl).PumpingcutbacksareasshowninTable8‐1.Ifwaterlevelsrecoverpumpingcanbeincreasedusingthesamecutbackformulainreverse.

Table8‐1:PumpingRateCutbackContingencyPlan

WATERLEVEL(FTMSL)

ACTION

-126 10% cutback

-140 20% cutback

-150 30% cutback

-155 40-50% cutback1

-160 75% cutback

-168 100% cutback1PendingFCGMAprojectapproval.

Additionalcontingencieshavealsobeenconsidered:

Assurethatbrackishwateriswhatispumped–CityisconsideringusingmanganeseasanindicatorbycomparingconcentrationsinWellsAandBcomparedwiththosefromWellD.

Seawaterintrusion–ceasepumpingwhenwaterlevelinwell35M2andafuturemonitoringwell(nearPonderosaandArneil)dropto‐120ftmsl.

Subsidence–ceasepumpingifsubsidenceof0.5feetisdetectedwithin6monthsduetogroundwaterwithdrawl.

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 BLACK & VEATCH |   9‐1

9 Facility Implementation Schedule TheimplementationschedulefortheNorthPleasantValleyGroundwaterTreatmentFacilityisshownonFigure9‐1.KeyfeaturesarethecompletionoftheCEQAprocess,selectionoftheprojectmanagementteamanddesignteam,respectively,andcompletionoftheCalleguasBrinePipeline.Projectcompletion(startofoperation)isprojectedtobeinthelastquarterof2017.

   

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 9‐2  Facility Implementation Schedule |BLACK & VEATCH 

INTENTIONALLYLEFTBLANK

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 BLACK & VEATCH | Facility Implementation Schedule  9‐3

 

 

Figure9‐1:NPVGroundwaterDesalterSchedule

 

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 9‐4  Facility Implementation Schedule |BLACK & VEATCH 

INTENTIONALLYLEFTBLANK

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 10‐1   |BLACK & VEATCH 

 

10 Non‐Monetary Benefits Overthepastdecade,muchoftheCity’sgroundwatersupplyhasshownsignificantincreasesinsalinity,iron,andmanganese.Withtheobservedincreasingtrend,groundwaterproduction(existingWellsAandB)bytheCityhasbeenreduced,andrelianceonimportedwaterhasincreased.TheproposedNPVGroundwaterTreatmentFacilitywillprovidetreatmenttolocalgroundwatersuppliesandreducerelianceonthecurrentimportedwatersupply.Theprojectwillprovideseveralnon‐monetarybenefitstotheCityaswellastotheregion,including:

Diversifyandenhancesustainabilityoftheregion’swatersupplyportfolio MaximizeuseoflocalwatersuppliesfromthenorthernareaofthePleasantValleyGroundwaterBasin

ReducetheCity’srelianceonimportedwatersupply Improvewaterqualityofthelocalgroundwaterbasinbyreducingcurrentmoundingofpoorqualitygroundwaterinthebasin

Watershedsaltsremoval

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 10‐6 

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 11‐1   |BLACK & VEATCH 

11 References Bachman,Steve.NorthPleasantValleyDesalterGroundwaterAnalysisandModelingFinalReport,

2013.

Black&Veatch.CityofCamarilloGroundwaterTreatmentFacilityFeasibilityStudy,2005.

Black&Veatch.DistributionSystemHydraulicAnalysisandGroundwaterTreatmentFacilityandAirportAddition,2007.

CDMSmithandTrusselTechnologies.CityofCamarilloBrackishWaterDesalinationPilotStudy,2009.

HopkinsGroundwaterConsultants.CityofCamarilloPreliminaryHydrogeologicStudy,2003.

HopkinsGroundwaterConsultants.PreliminaryHydrogeologicStudy–NortheastPleasantValleyBasinSurfaceWaterandGroundwaterStudy,Somis,California,2008.

PadreAssociates,Inc.DraftEnvironmentalImpactReportEnvironmentalAssessmentfortheNorthPleasantValleyGroundwaterTreatmentFacility,2014.