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Transcript of Silver Creek Dam Potential Failure Modes Analysis (PFMA)
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FinalReport
Silver Creek Dam Potential Failure Modes
Analysis (PFMA)
11APRIL2011
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EXECUTIVESUMMARYE.1 IntroductionSilverCreekDamislocatedonSilverCreek,approximately2milessoutheastofSilverton,Oregon. The
drainageareaforthedamisapproximately46squaremilesandextendssoutheastoftheprojectand
includesSilverFallsStatePark. ThedamwasdesignedbyCH2MhillandconstructedbetweenMay1973
andNovember1974fortheCityofSilverton,Oregon. Duetothehistoryofseepageandproximityof
thedamtoresidentsofSilvertondownstreamofthedam,theCityhasdecidedtoconstructan
automateddatacollectionandearlywarningsysteminordertotrytoimproveitsabilitytomonitorthe
conditionofthedamandtoprovidewarningtoresidentsifunsafeconditionsdevelopatthedam.
TheCityofSilvertonandthePortlandDistrictUSArmyCorpsofEngineers(USACE)haveagreedto
partneronthedesignandinstallationofthedatacollectionandwarningsystemaspartofthe
ContinuingAuthoritiesProgram(CAP). Aspartofthisproject,USACErecommendedthatapotential
failuremodesanalysis(PFMA)beconductedforthedam. ThepurposeofthePFMAwastoidentify
potentialmodesoffailureforthedaminordertoevaluatewhatmeasuresmaybetakentoreduce
eithera)thelikelihoodthatfailureofthedamwilloccurand/orb)theconsequencesifthedamshould
fail. TheresultsofthePFMAwillbeusedtofocusthescopeofworkforthedesignofthemonitoring
andearlywarningsystem.
E.2 ResultsofPFMAThePFMAteam,consistingofengineersfromUSACEandCityOperationsPersonnelidentified36
potentialfailuremodes. Ofthese,16werepreliminarilyidentifiedasbeingcredibleandsignificant.
Afterevaluatingthese16failuremodesfurther,someofthefailuremodeswerefoundtobesimilarand
werecombinedandsomewereconsideredcrediblebutnotsignificant. Afterfurtherevaluation,4
failuremodeswereconsideredcredibleandsignificant. Thecredibleandsignificantfailuremodeswere
identifiedas: SpillwaySlabJacking,DownstreamSillandStillingBasinScour,UpstreamSillScourand
Overtopping. Seepagewasconsidered,howeveritwasjudgedtobelessofaconcernthanthefour
significantfailuremodesidentified.
E.3 MajorFindingsandUnderstandingsDuringthePFMAsessionthefollowingMajorFindingsandUnderstandingswereidentified:1) TheDamappearstobewellmaintainedandprojectoperationsstaffismaintainingtheprojectto
thebestoftheirabilities.
2) AvarietyofdocumentswereavailableforreviewforthePFMA. AlistofthedocumentsisincludedasAppendixA. Ingeneral,therewasalackofconstructionphotosassociatedwithoriginal
construction(oneaerialphotowasavailablefromoriginalconstruction).
3) Generalaccesstotherightsideoftheprojectisbycar. Accesstotherightabutmentoftheprojectsite(includingtherightspillwaytrainingwallandfishladder)canbegainedonfoot.Accesstothe
embankment,lowleveloutletandleftabutmentofthedamrequiresaboat.
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4) Undernormaloperations,poolrisestospillwaycrest(El.424feet)foraboutninemonthsofeveryyear. PoolofrecordisaboutEl.430feet(6feetoverthecrest).
5) DownstreamfloodingoccurseveryyearatSilverGardensRetirementHome,requiringsandbaggingeveryyear. Thiswillcontinueunlessstructuralmeasuresaretakentopreventflooding.
6) Thereisnostreamgaugingupstreamofthedamorforecastdataavailableattheproject. Asaresult,theCityisunabletopredictfloodinginadvancefromrainfall.
7) Therearenoweirstomeasureseepagepresentatthisproject. Thecitycurrentlymanuallymeasuresseepagewithabucketandstopwatchperiodically. Thismethodresultsininconsistent
dataandnoplottingofseepagedatahasoccurredtodate.
8) Thereisnoseepagecollection/measuringpresentontheleftabutment. Becauseofthehistoricalseepageconcerns,seepagewasextensivelydiscussed. ForthisPFMA,generalseepagewasbroken
downintoseepageleadingtoaspecificfailuremechanism(i.e.increasedseepagecausesan
increaseinupliftpressurebeneaththespillwayslabs,leadingtofailureofspillwayslabs,which
allowserosionoftheunderlyingfoundationmaterials,leadingtobreachofthedam).
9) Outletcapacityandreliabilityarekeystosafeprojectoperations. Theprojectcannotdewaterquicklyifneededforanemergency(exceptinsummer). Inaddition,therearereliabilityconcerns
basedonoperationhistory.
10) Inspectors/CityStaffcannotvieworinspecttheleftsideoftheDam(embankment,spillwayandabutment)withoutaboat. Thisresultsininfrequentandinadequateinspection.
11) Citystaffcannotintervenetostopdamfailurewithouttheuseofahelicopterorboat/barge.Placingmaterialatthedam,suchasrockorothermaterialstopreventorstopdamfailureis
difficult.
12) ThecurrentEmergencyActionPlan(EAP)doesnotallowforfullcontactwiththepopulation. Thecalllistforthecurrentemergencypublicnotificationssystem(EverbridgeCallSystem)isnot
complete. AccordingtoCityOperationsStaff,thesuppliersoftheoldnotificationsystem(Code
Red)willnotreleasethefulllisttotheCity. TheEverbridgesystemwillautomaticallycallall
landlinesinSilverton. However,Cityresidentswontbecontactedoncellularphonesunlessthey
havesignedupfortheEverbridgecallsystem(eveniftheysigneduporiginallyfortheoldRedCode
system).
13) TheProjectOperationsplanneedstriggerthresholdsforinspection(whentogoto24hoursurveillance,etc.)andwarning. Criticalelevationsneedtobeestablishedforthisprojectinorder
toensureadequateinspectionandearlywarning.
14) Knownfoundationfeatureswillcontinuetoseep(basaltinterflowzone@398,landslidetalusonrightabutment). However,theseareasarenotpronetopipinganddamfailure.
15) Visiblesignsofdistressarepresentatthedam(thespillwaytrainingwallsaretilted,stillingbasinscourisapparentatthesite,newand/orincreasedseepagehasbeenidentifiedinrecentyears).
16) TheCityreportsthatseepagehasincreasedinrecentyears(leftandrightsideofoutletworks,newpipeinstalledinFeb2010),butthereisnowayfortheCitytoquantifyormeasuretoverifyif
seepageisincreasingduetoalackofaweirorothermeasurementsystemthatcouldbeusedto
quantifythisseepage.
17) TheCityinspectsthedamtwiceperyearandtheStateinspectsthedamapproximatelyonceperyear. Inspectionrequiresboataccesssofrequentinspectionisdifficult.
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18) Stillingbasinscourisevidentandhasbeenpreviouslyreportedinpostconstructioninspections.ThereisnorecordofscourinspectionormonitoringbytheCity. Originalrecommendedoperations
andmaintenancedocumentindicatesthatthestillingbasinispronetoscourandshouldbe
frequentlyinspected. Theinspectionswillrequiredivertingwaterfromthelowleveloutletandfish
ladderandpumpingfromthestillingbasinduringperiodsofnoflowthroughthespillway;oruseof
anROV.
19) PowerattheprojectisCitysuppliedandisonlycurrentlyavailableontherightsideoftheDam. Nobackuppower,suchasanemergencygenerator,isavailableatthesite. Somemethodof
alternativepower,suchasasolarpanel,maybeneededforanyproposedmonitoringsystem.
20) Someofthepiezometersarecurrentlynonfunctionalandsomeofthepiezometerstandpipesaresmallindiameter. Smalldiameterpiezometersmayprovedifficulttoautomate. Ifnew
piezometersarerequired,accesstotheembankmentwillhavetobegainedbyboatorhelicopter.
21) Operationspersonnelhavenomeansofverifyingthelowleveloutletgateposition(42in.or18inoutlet)operationscannotseetheoutletfromthecontrolstandlocatedontheleftbank.
22) Outletoperationduringhighflows(openorclosed)isnotdefinedintheoperationsmanual. Theoutletmaynotbestructurallysoundathighpoolswhenthegateisopenduetothepotentialfor
cavitation. Inaddition,theairintakefortheoutletmaybeinundatedinhighfloweventswhichwill
resultinsurgeflow.
23) Lowspotsarepresentattherightabutment. Thismeansovertoppingmayoccuratlowerelevations.
24) Nocurrenthydraulicmodeling/routinghasbeenperformedinordertodefinethresholds(100yrflood,PFM,etc.),poolsandtailwaters. Ifmodelingdatawasavailable,theabilitytosetmeaningful
thresholdsforanearlywarningsystemwouldbeimproved.
25) Whilethetopoftheembankmentisdesignedatelevation440,theclaycorewithintheembankmentonlyextendsuptoElev.435;thefilterextendsuptoElev.430. Increasedseepage
abovetheclaycoreshouldbeanticipatedwithpoollevelsgreaterthanEl.435. Inaddition,thelack
ofaclaycoreextendingtothetopofthedammayresultinovertoppingoccurringatelevations
belowelevation440(i.e.overtoppingmaybeginbeforethepoolreachesthetopofthedamdueto
wave/winderosionoftheembankment). Thepotentialforovertoppingtobeginatalower
elevationshouldbeconsideredwhendefiningtriggerpointsforanearlywarningsystem.
26) TheCitywasnotabletoproducecurrentsurveydatafortrueheightofembankmentcrest,thetopsofwallsorabutments. Settlementoftheembankmentorotherlowspotsmayresultin
overtoppingatlowerelevationsthananticipated. Knowingthelocationoflowspotsisimportant
fordetermininglocationsofstockingemergencymaterialsandtofocusfloodfightingefforts.
27) BasedontheresultsofanalysisperformedtodatebyCornforthConsultants,theembankmentandabutmentsareexpectedtobeadequatelystableunderseismicconditionsandliquefaction
susceptibilityislow.
28) Noseismicanalysisoftheconcretespillwayorspillwaywallhasbeenperformed. Itisanticipatedthatlossofthewallmayleadtofailureoftheembankment.(Wallsdesignedfor0.05g,currentMCE
fromUSGS=0.4g).
29) Thereappearstobeagapinthecoretrenchontherightabutmentbelowthetrainingwall. ThepresenceofagapatthislocationmayresultinseepageatpoolsaboveElev.430.
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30) Interventionmaterials(sandbags,riprap)arenotcurrentlystockpiledonthesite.31) Thereareresidencelocationswithinveryshorttraveltimesdownstreamofthedam.Warningtime
wouldnotbepossibleforsomefailuremodes.
32) LossofpoolinsummermonthswilleliminatethedownstreamwatersupplyandforcetheCitytogotowaterconservation.
33) Alogboomwasinstalledattheendofconstructionattheupperendofthepoolbutisnolongerpresent. Buildupofreservoirrimdebriscouldclogthespillwayduringhighflowevents.
34) Largevegetationdebrisisexpectedtocontinuetocollectdownstreamofthespillwaybelowthestillingbasin,reducingchannelcapacity. Ifthismaterialcontinuestocollectovermanyyears,it
maycreateadownstreamhazardduringasubsequentlargefloodeventasoccurredinrecent
floodingeventsontheSandyRiverresultingindownstreamdamagetobridgesandproperty.
35) Projectstaffwasunawareofthepresenceof4footfilterdrainthatrunsfromthefilterzonetotheleftoftheoutletpipeandendsdownstreamimmediatelytotheleftoftheoutletstructure(this
mayormaynotexistsinceasbuiltdrawingsdonotshowitbutitisdiscussedinCH2MHill
correspondence). Ifitexists,thisdrainmaycontributetoseepageexitingnearthelowleveloutlet
structureatthetoeofthedam.
36) Therearenorecordsofconduitinspection/ROVinsidetheoutletpipe.37) Zone1materialsontheupstreamshelloftheembankmentconsistofwellgradedsilty,sandy
gravelandshouldactasaflowlimiter/pipingrestriction(filldevelopedvoids)shoulditinitiate.
38) Thelowlevelconduitpassesthroughthedamatthebaseoftheembankment. Itisfoundedonbedrockwhereitpassesbeneaththeimperviouscore. Theconduitissquareandhasseepage
collarson10footcenters. Imperviousbackfillaroundtheconduitwasplacedin4inchliftsand
compactedwithhandtampers.
E.4 Conclusions1) Failuremodesrelatedtoseepagethroughtherightabutmentlandslidematerialareconsidered
crediblebutnotassignificantasthe4credibleandsignificantfailuremodesidentifiedinthisreport.
Itwasjudgedthatevenunderhighpoolconditions,suchasElev.440(PMFconditions),therelative
increaseinhydraulicgradientcomparedtowhattheprojecthasexperiencedisnotenoughto
initiatepipinginthegenerallypervious,angular,basaltfragmentsthatcomprisethelandslide
deposit. However,itisimportanttocontinuemonitoringseepagetodetectanyincreasesthatmay
indicateapotentialdevelopingissueofconcern.
2)With
respect
to
the
significant
and
credible
failure
modes,
an
automated
early
warning
system
wouldbemosteffectiveatreducingriskassociatedwiththeovertoppingfailuremode.
3) Forovertoppingfailuremodes,itisanticipatedthat,ifproperlydesignedandmaintained,anautomatedearlywarningsystemmaybeabletoprovideearlywarningtodecisionmakersintimeto
reducetheriskassociatedwithovertoppingfailuremodes.
4) Initiationandprogressionofthefailuremodesassociatedwitherosionofthespillwayfoundationwouldbedifficulttomonitorwithanautomatedmonitoringsystemandthereforedifficultto
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provideadvancedwarningoffailurebyanearlywarningsystem.Monitoringhorizontaldraindata
anddatafromanewpiezometerinstalledtotheleftoftheleftspillwaywallanddownstreamofthe
embankmentfilterzonecouldbeusedtomonitordevelopmentofthefailuremodeassociatedwith
upstreamsillscourandincreasedseepagethroughtherightabutment. However,visualmonitoring
forspillwayslaboffsetsandstillingbasinandupstreamsillerosionaremoredirectwaystoidentify
whetherthesefailuremodesareinitiating.
5) Forfailuremodesassociatedwithspillwayfoundationerosion,itisanticipatedthatthetimefrominitiationtouncontrolledreleaseofthepoolcouldbemonthsifthefailureoccurredundernormal
poolconditionsbutdays(possiblyhours)underhighflood(suchasa100yearevent). Duringhighflows,unlessinitiationisobserveddirectlybyCitystaff,minimalwarningwillbeprovidedtothedownstreampopulation forspillwayfailureinitiatedfailuremodesregardlessofwhetherawarningsystemisinstalled.
6) Ifproperlydesignedandmaintained,theautomateddatacollectionfunctionoftheproposedearlywarningsystemwillprovideabenefitofincreasedconsistencyandqualityofdata(including
piezometeranddraindata)collectedbythesystem. Alldatashouldbestoredforfuturereference.
Thisdatahelpstoassesstheconditionofthedamandimprovesunderstandingforhowthedam
respondsundervariouspoolandseasonalconditions.
7) TheautomateddatacollectionfunctioncouldalsobeusedtoprovideconfirmationofflowsthroughthelowleveloutletandfrequentupdatesontheelevationofSilverCreekDamdownstreamofthe
damtoimprovecoordinationoffloodresponseactivitiesassociatedwithhydrologiceventsthatare
notrelatedtodamfailure.
E.5 RecommendationsRegardingtheEarlyWarningSystem1) Theautomatedearlywarningsystemshouldincludeareservoirlevelmeasurementandraingage.
Multiplelevelthresholdsforreservoirlevelandraindatashouldbedefinedaspartofthedesignof
theearlywarningsystem. Ataminimum,thethresholdsshouldconsidertheelevationsofthetop
ofthecore(El.435)andthelowspottotherightoftherightabutmentwall(approx.El.438). In
addition,duetothegapinthecoretrenchontherightabutmentbelowthetrainingwall,theCity
shouldanticipatethepossibilityofincreasedseepagewithpoolsaboveElev.430andmonitorthis
location. Thesystemshouldprovidenotificationoftheexceedanceofthethresholdstoappropriate
decisionmakingpersonnelattheCity. Inaddition,itshouldcollectandstoredataforfuture
referenceandanalysis.
2)The
City
should
design
and
install
weir
collection
boxes
to
measure
the
flow
rate
of
known
seeps
anddrainflows,especiallyflowsassociatedwiththetoedrains. Changesintheseflowratesmay
indicatechangingconditionsatthedam.
3) Intheeventthatdrainflowsshowsustainedincreasesinflow,considerinstallationofanewpiezometertotheleftoftheleftspillwaywallforthepurposesofmonitoringpiezometricpressure
withinthelandslidedepositthatprovidesthefoundationforthespillway. Thewaterlevelinthis
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piezometercouldbemonitoredwithanautomateddatacollectionsystemwiththresholdsassigned
toprovidenotification.
4) Thereliabilityoftheexistingpiezometersshouldbeevaluatedaspartofthedesignofthewarningsystem.
5) Forthepurposesofhistoricaldatacollection,theautomatedwarningsystemshouldbedesignedtocollectdatafromthepiezometersandweirstoimprovetheconsistencyofdatacollectionand
review.
6) Theautomatedsystemshouldsupportstorageofhistoricaldataforthepurposesofreviewinghistoricaltrendsandprovidingreportswhenneeded. Timehistoryplotsofdatashouldbereviewed
atleastmonthlybytheCityandmorefrequentlyifvisualobservationsindicatepotentialdeveloping
issuesofconcern.
7) ForthepurposesofimprovingfloodresponsebytheCity,theautomatedwarningsystemshouldbedesignedtocollectdataforwaterlevelatdownstreamlocationsasdeterminedbytheCity.
Multiplelevelthresholdscanbedevelopedtoprovideanassessmentoflevelofurgency.
8) TheCitysEmergencyActionPlanshouldbeupdatedtoincorporatetheearlywarningsystemandtoaddressnotificationofallcitizensimpactedbyflooding.
E.6 AdditionalRecommendationstoImproveDamSafetyandReliability1) Performasurveyofthedamalongthecrestofthedamfromleftabutmenttorightabutmentin
ordertodeterminethepresenceoflowpointsonthedam. Iftherearelowspots,theyshouldbe
raisedtothedesignelevation.
2) Performsurveyofspillwayandabutmentwallsforverticalandhorizontaldeflectioninordertoestablishabaselineforcomparisonwithfuturesurveys. Additionalsurveysshouldbecompletedat
leastevery5years. Ifsurveysindicatemovement,theresultsofthesurveysshouldbereviewedby
astructuralengineerforevaluation.
3) Inspectandsurveythestillingbasinforscourduringperiodwhenspillingisnotoccurring(summerlowpoolinspection)inordertoestablishabaselineforcomparisonwithfuturesurveys. Inspectthe
stillingbasinforincreasedscourafterlargeflowevents. Performtheinspectionsandsurveysat
leastevery5years.
4) Inspectthespillwayforverticaloffsetsbetweenslabsduringperiodwhenspillingisnotoccurring(summerlowpoolinspection). Themostcriticaloffsetisthedownstreamslabupliftedrelativeto
theupstreamslab;thiscreateslocalizedhighpressuresthatmaypenetratedownalongtheslab
jointandcreatehighupliftpressure. Ifdownstreamverticaloffsetsarepresent,grindthe
downstreamslabdowntoremoveoffsets. Recommendvisualinspectionsarecompletedatleast
onceperyear.
5) Visuallyinspectupstreamimperviousblanketforholesforitsfulllengthupstream(notjusttheupstreamsill)whenpossible. Visuallyinspectsillforerosionatleastonceperyearorafterlargespill
events.
6) InspecttheintegrityofthelowleveloutletpipeusingaRemotelyOperatedVehicle(ROV).
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7) Evaluateandimplementoptionsforincreasingthereliabilityofthelowleveloutlethydraulicsystemandforconfirmationofgateopeningsize. Tothisend,thewarningsystemshouldincludecollection
ofdataontheflowthroughthelowleveloutlettoimprovetheabilitytoconfirmgateopeningsize.
8) TheCitysnewpublicnotificationsystem(Everbridge)willcallallCityofSilvertontelephonelandlinesbutdoesnotincludetheentirecontactlistfromtheprovideroftheoldpublicnotification
system(CodeRed). RecommendevaluatingwaystoupdatetheEverbridgesystemcontactlistforall
cellularphoneuserstotheextentpossible.
9) Performhydraulicmodelingtodeterminethefrequencyandmagnitudeandroutingofstormevents(determinerelationshipsbetweenfloodfrequency,peakflowanddownstreamwaterelevations).
TheresultsofthemodelingwouldhelptheCitywithdecisionsregardingbalancingdownstream
floodingimpactswithdamsafetyrisksandtoimprovetheCitysabilitytowarnthepopulation.
Oncetheresultsofthemodelingarecomplete,itmaybeappropriatetomodifytheoperationsplan
fortheproject.
10)TheCityshouldconsidermakingstructuralimprovementstopreventfloodingofresidentsatlowelevationlocations(suchasSilverGardensRetirementHome).
11)Theincreasedwoodydebrisbuildingupdownstreamofthestillingbasincreatesapotentialfordownstreamdamageduringfuturestormevents. Duringlargeevents,thismaterialmaybecome
dislodgedandcausedamagetobridgesandproperty. TheCityshouldconsiderremovingthis
materialevery5years.
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TableofContents1.0 INTRODUCTION...................................................................................................................................... 1
2.0 BACKGROUND........................................................................................................................................ 1
3.0 PFMAPROCESS...................................................................................................................................... 2
4.0MAJORFINDINGSANDUNDERSTANDINGS............................................................................................ 3
5.0CREDIBLEANDSIGNIFICANTFAILUREMODES........................................................................................ 6
5.1SpillwaySlabJacking(PFMCinAppendixB)...................................................................................... 6
5.1.1Description................................................................................................................................... 6
5.1.2FactorsthatIncreasetheLikelihoodofthisPFM......................................................................... 7
5.1.3RiskReductionMeasures............................................................................................................. 7
5.1.4WarningTime............................................................................................................................... 7
5.2 DownstreamSillandStillingBasinScour(PFMDandPFMEinAppendixB).................................... 7
5.2.1Description................................................................................................................................... 7
5.2.2FactorsthatIncreasetheLikelihoodofthisPFM......................................................................... 7
5.2.3RiskReductionMeasures............................................................................................................. 8
5.2.4WarningTime............................................................................................................................... 8
5.3Scourofupstreamspillwaysill(PFMFinAppendixB)....................................................................... 8
5.3.1Description................................................................................................................................... 8
5.3.2FactorsthatIncreasetheLikelihoodofthisPFM......................................................................... 8
5.3.3RiskReductionMeasures............................................................................................................. 9
5.3.4WarningTime............................................................................................................................... 9
5.4 Overtopping(PFMJ,KandNinAppendixB)..................................................................................... 9
5.4.1Description................................................................................................................................... 9
5.4.2FactorsthatIncreasetheLikelihoodofthisPFM......................................................................... 9
5.4.3RiskReductionMeasures............................................................................................................. 9
5.4.4WarningTime............................................................................................................................. 10
5.5 RightAbutmentSeepage................................................................................................................. 10
6.0APPLICABILITYOFANEARLYWARNINGSYSTEMTOSIGNIFICANTFAILUREMODES........................... 10
7.0CONCLUSIONSANDRECOMMENDATIONS........................................................................................... 12
7.1Conclusions....................................................................................................................................... 12
7.2Recommendations............................................................................................................................ 13
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7.2.1 AutomatedDataCollectionandEarlyWarningSystemRecommendations............................ 13
7.2.2 AdditionalRecommendationstoImproveDamSafetyandReliability.................................... 14
Figures
Figure1SitePlan
Figure2SketchofSpillwaySlabJackingFailureMode
Figure3SketchofScourofDownstreamSpillwaySillandStillingBasinFailureMode
Figure4SketchofScourofUpstreamSpillwaySillFailureMode
AppendicesAppendixA References
AppendixBPFMANotes
AppendixCSiteVisitNotesandPhotographs
AppendixDProjectDrawings
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1.0 INTRODUCTIONSilverCreekDamislocatedonSilverCreek,approximately2milessoutheastofSilverton,Oregon. Silver
CreekistributarytoPuddingRiverapproximately6milesbelowtheproject. Thedamwasdesignedby
CH2MHillandwasconstructedbetweenMay1973andNovember1974. Thedamwasconstructedto
storewaterformunicipalwatersupplyandrecreation. Duetothehistoryofseepageandproximityof
thedamtoresidentsofSilvertondownstreamofthedam,theCityofSilvertonhasdecidedtoconstruct
anautomateddatacollectionandearlywarningsysteminordertotrytoimproveitsabilitytomonitor
theconditionofthedamandtoprovidewarningtoresidentsifunsafeconditionsdevelopatthedam.
TheCityofSilvertonandthePortlandDistrictUSArmyCorpsofEngineers(USACE)haveagreedto
partneronthedesignandinstallationofthedatacollectionandwarningsystemaspartofthe
ContinuingAuthoritiesProgram(CAP). Aspartofthisproject,USACErecommendedthatapotential
failure
modes
analysis
(PFMA)
be
conducted
for
the
dam.
The
purpose
of
the
PFMA
was
to
identify
potentialmodesoffailureforthedaminordertoevaluatewhatmeasuresmaybetakentoreduce
eithera)thelikelihoodthatfailureofthedamwilloccurand/orb)theconsequences,ifthedamshould
fail. FailureisdefinedinUSACEEngineeringRegulation(ER)111021156SafetyofDamsPoliciesand
ProceduresandbythePFMAteamassudden,rapidanduncontrolledreleaseofimpoundedwater. A
failuremodeisadetaileddescriptionofapossiblechainofeventsfrominitiationthroughfailure. Riskis
definedastheprobabilityofaload(suchasapoollevelorearthquake)multipliedbytheprobabilityof
failure(giventheload),multipliedbytheconsequencesofthefailure. Asaresult,thePFMAprovidesa
meansforidentifyingriskattheproject. TheresultsofthePFMAprovideasenseofwhatpossible
modesoffailureanautomatedearlywarningsystemmightbeeffectiveatreducingriskbutalsofor
thosethatthesystemmaynotbeabletoeffectivelyreducerisk. ThePFMAalsoprovidesvaluable
informationthatcanbeusedtodeterminewhatdatashouldbecollectedfromtheautomateddata
collectionandearlywarningsystem. InformationlearnedfromthePFMAcanalsoinformtheCityof
criticalaspectsorareasontheprojectthatrequirespecialattention.
2.0 BACKGROUNDThedamwasconstructedbetweenMay1973andNovember1974. Uponfirstfilling,seepagewas
observedontherightsideoftheearthembankment. Figure1isasiteplanforthedam. Thereservoir
wasloweredshortlythereafterandaseriesofhorizontaldrainswereinstalledintofoundationmaterials
below
the
right
side
of
the
earth
embankment.
In
addition,
a
buttress
filter
layer
berm
was
placed
on
muchoftherightsideoftheembankmenttointerceptseepagenotcapturedbythedrains.
InJune1981,USACEandtheOregonWaterResourcesDepartmentcompletedaPhase1Inspection
Report. ItidentifiedtheSilverCreekDamasahighhazarddambecauseofthepotentiallossofliferisk
andthelevelofpotentialpropertydamageimmediatelydownstreamofthedam. Theinspection
evaluatedabutmentandfoundationconditions,embankmentstability,hydraulicandhydrologic
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Embankment
Spillway
Fish Ladder
Left Abutment
Right Abutment
Figure 1. Site Plan
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2
conditions,andstructural/mechanicalfeatures. Theinspectionfoundthedamtobeinsatisfactory
conditionforcontinuedoperation.
InMarch1993,amagnitude5.6earthquake(ScottsMills)occurredwithanepicenterapproximately10
mileseastoftheCityofSilverton. Themagnitudeoftheearthquakeanditslocationnearthedam
causedincreasedfocusonseismicsafetyintheregion. InJuly1999,theCitycontractedtoCornforthConsultantstoperformanassessmentofthestabilityofthedamundersteadystate,rapiddrawdown
andseismicconditions. Theanalysisindicatedthatthedamdemonstratedadequatefactorsofsafety
foreachoftheconditionsconsidered.
AttherequestoftheCityofSilverton,adambreakanalysiswasperformedbyPhilipWilliamsand
AssociatesinJanuary2000. Theanalysiswasperformedtoprovideinformationtobeincorporatedinto
anEmergencyActionPlan(EAP)fortheproject. TheanalysisconcludedthatfullbreachofSilverCreek
DamwouldbecatastrophictotheCityandthatelapsedtimefromdamfailuretothepassageofthe
floodwaveislessthanonehour. ItwasrecommendedinthisreportthattheCityinstallsanearly
warningsystematthedam.
In2002,SquierAssociatesperformedapreliminarydesignreportforanearlywarningsystem. The
designreportincludedrecommendationsforanearlywarningsystembasedon3failuremechanisms:
seepagefailureundernormaloperatingconditions,seismicdeformationsandinstabilityand
overtoppingfailuresresultingfromflooding.
USACEregulations(ER111021156)nowrequirethataPFMAprocessbeperformedforallmajordam
modificationsorevaluationofinterimriskreductionmeasures. In2010,USACEdecidedthataPFMA
wasnecessarytoevaluatetheapplicabilityofanearlywarningsystemtoreduceriskatSilverCreek
Dam.
3.0 PFMAPROCESSThefirststepintheprocesswastoidentifytheteammembersthatwouldparticipateinthePFMA. In
general,PFMAteamsincludeafacilitator,cofacilitatorandtechnicalexperts. Themakeupofthe
technicalexpertsonaPFMAteamdependsuponthenatureoftheproject. Projectsthathaveahigh
degreeofcomplexitymayrequireteammembersfromeachofStructural,Geotechnical,Mechanicaland
ElectricalEngineeringandHydraulicsandHydrologydisciplinesinadditiontomembersfamiliarwith
operationalaspectsofthedam. ForSilverCreekDam,itwasdecidedthatthecomplexityoftheproject
withregardtoelectricalandmechanicalequipmentwassuchthatteammembersrepresentingthe
otherdisciplinesandtheCitysoperationalteammemberhavesufficientknowledgeinthisareato
addressissuesinthesedisciplines.
Oncetheteamwasidentified,eachoftheteammembersreviewedbackgroundinformationonthe
project. ProjectinformationwasgatheredbytheCityofSilvertonandwastransmittedtoUSACEprior
tothestartofthePFMA,whichwasperformedasafocusedworkshop,between10and14January,
2011. EachoftheteammembersreviewedthebackgroundinformationpriortothePFMAworkshop,so
thateachmemberhadfamiliaritywiththeprojectbythetimeoftheworkshop. Onday1,theteam
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continuedtoreviewbackgroundinformationasagroupandsummarizedinitialmajorfindingsand
understandings(seeSection4.0). Onthesecondday,theteamconductedasitevisittotheprojectso
thattheteamcouldbecomemorefamiliarwithsiteconditions. Theremainderoftheweekwasspent
identifying,describingandevaluatingpotentialfailuremodesfortheproject. Theteamidentifiedthe
majorfeaturesoftheprojectandbasedontheteamsexperienceandtrainingforperformingPFMAs
identifiedpossiblefailuremodes.Withthislistofpotentialfailuremodes,theteamdevelopeda
preliminaryratingastohowsignificanteachpotentialmodewas. Byconvention,USACEassignseach
modeoneofthefollowingcategories:
a) Credible: aphysicallyplausiblefailuremode.b) Significant(orCredibleandSignificant): thesefailuremodesareasubsetofcrediblefailure
modes. Theprobabilityoffailureandassociatedconsequencesapproachcloselyorexceeda
tolerablerisklimitguideline.
c) Noncredible: notaphysicallyplausiblefailuremode.AppendixBincludesthedetailednotesthatweretakenduringtheworkshop.
4.0MAJORFINDINGSANDUNDERSTANDINGSThissectionincludesalistofthemajorfindingsandunderstandingsabouttheprojectthatwere
identifiedfromreviewofthebackgroundinformation,thesitevisitandduringthePFMAworkshop:
1) TheDamappearstobewellmaintainedandprojectoperationsstaffismaintainingtheprojecttothebestoftheirabilities.
2) AvarietyofdocumentswereavailableforreviewforthePFMA. AlistofthedocumentsisincludedasAppendixA. Ingeneral,therewasalackofconstructionphotosassociatedwithoriginalconstruction(oneaerialphotowasavailablefromoriginalconstruction).
3) Generalaccesstotherightsideoftheprojectisbycar. Accesstotherightabutmentoftheprojectsite(includingtherightspillwaytrainingwallandfishladder)canbegainedonfoot.Accesstothe
embankment,lowleveloutletandleftabutmentofthedamrequiresaboat.
4) Undernormaloperations,poolrisestospillwaycrest(El.424feet)foraboutninemonthsofeveryyear. PoolofrecordisaboutEl.430feet(6feetoverthecrest).
5) DownstreamfloodingoccurseveryyearatSilverGardensRetirementHome,requiringsandbaggingeveryyear. Thiswillcontinueunlessstructuralmeasuresaretakentopreventflooding.
6) Thereisnostreamgaugingupstreamofthedamorforecastdataavailableattheproject. Asaresult,theCityisunabletopredictfloodinginadvancefromrainfall.
7) Therearenoweirstomeasureseepagepresentatthisproject. Thecitycurrentlymanuallymeasuresseepagewithabucketandstopwatchperiodically. Thismethodresultsininconsistent
dataandnoplottingofseepagedatahasoccurredtodate.
8) Thereisnoseepagecollection/measuringpresentontheleftabutment. Becauseofthehistoricalseepageconcerns,seepagewasextensivelydiscussed. ForthisPFMA,generalseepagewasbroken
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downintoseepageleadingtoaspecificfailuremechanism(i.e.increasedseepagecausesan
increaseinupliftpressurebeneaththespillwayslabs,leadingtofailureofspillwayslabs,which
allowserosionoftheunderlyingfoundationmaterials,leadingtobreachofthedam).
9) Outletcapacityandreliabilityarekeystosafeprojectoperations. Theprojectcannotdewaterquicklyifneededforanemergency(exceptinsummer). Inaddition,therearereliabilityconcerns
basedonoperationhistory.
10) Inspectors/CityStaffcannotvieworinspecttheleftsideoftheDam(embankment,spillwayandabutment)withoutaboat. Thisresultsininfrequentandinadequateinspection.
11) Citystaffcannotintervenetostopdamfailurewithouttheuseofahelicopterorboat/barge.Placingmaterialatthedam,suchasrockorothermaterialstopreventorstopdamfailureis
difficult.
12) ThecurrentEmergencyActionPlan(EAP)doesnotallowforfullcontactwiththepopulation. Thecalllistforthecurrentemergencypublicnotificationssystem(EverbridgeCallSystem)isnot
complete. AccordingtoCityOperationsStaff,thesuppliersoftheoldnotificationsystem(Code
Red)willnotreleasethefulllisttotheCity. TheEverbridgesystemwillautomaticallycallall
landlinesinSilverton. However,Cityresidentswontbecontactedoncellularphonesunlessthey
havesignedupfortheEverbridgecallsystem(eveniftheysigneduporiginallyfortheoldRedCode
system).
13) TheProjectOperationsplanneedstriggerthresholdsforinspection(whentogoto24hoursurveillance,etc.)andwarning. Criticalelevationsneedtobeestablishedforthisprojectinorder
toensureadequateinspectionandearlywarning.
14) Knownfoundationfeatureswillcontinuetoseep(basaltinterflowzone@398,landslidetalusonrightabutment). However,theseareasarenotpronetopipinganddamfailure.
15) Visiblesignsofdistressarepresentatthedam(thespillwaytrainingwallsaretilted,stillingbasinscourisapparentatthesite,newand/orincreasedseepagehasbeenidentifiedinrecentyears).
16) TheCityreportsthatseepagehasincreasedinrecentyears(leftandrightsideofoutletworks,newpipeinstalledinFeb2010),butthereisnowayfortheCitytoquantifyormeasuretoverifyif
seepageisincreasingduetoalackofaweirorothermeasurementsystemthatcouldbeusedto
quantifythisseepage.
17) TheCityinspectsthedamtwiceperyearandtheStateinspectsthedamapproximatelyonceperyear. Inspectionrequiresboataccesssofrequentinspectionisdifficult.
18) Stillingbasinscourisevidentandhasbeenpreviouslyreportedinpostconstructioninspections.ThereisnorecordofscourinspectionormonitoringbytheCity. Originalrecommendedoperations
andmaintenancedocumentindicatesthatthestillingbasinispronetoscourandshouldbe
frequentlyinspected. Theinspectionswillrequiredivertingwaterfromthelowleveloutletandfish
ladderandpumpingfromthestillingbasinduringperiodsofnoflowthroughthespillway;oruseof
anROV.
19) PowerattheprojectisCitysuppliedandisonlycurrentlyavailableontherightsideoftheDam. Nobackuppower,suchasanemergencygenerator,isavailableatthesite. Somemethodof
alternativepower,suchasasolarpanel,maybeneededforanyproposedmonitoringsystem.
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20) Someofthepiezometersarecurrentlynonfunctionalandsomeofthepiezometerstandpipesaresmallindiameter. Smalldiameterpiezometersmayprovedifficulttoautomate. Ifnew
piezometersarerequired,accesstotheembankmentwillhavetobegainedbyboatorhelicopter.
21) Operationspersonnelhavenomeansofverifyingthelowleveloutletgateposition(42in.or18inoutlet)operationscannotseetheoutletfromthecontrolstandlocatedontheleftbank.
22) Outletoperationduringhighflows(openorclosed)isnotdefinedintheoperationsmanual. Theoutletmaynotbestructurallysoundathighpoolswhenthegateisopenduetothepotentialfor
cavitation. Inaddition,theairintakefortheoutletmaybeinundatedinhighfloweventswhichwill
resultinsurgeflow.
23) Lowspotsarepresentattherightabutment. Thismeansovertoppingmayoccuratlowerelevations.
24) Nocurrenthydraulicmodeling/routinghasbeenperformedinordertodefinethresholds(100yrflood,PFM,etc.),poolsandtailwaters. Ifmodelingdatawasavailable,theabilitytosetmeaningful
thresholdsforanearlywarningsystemwouldbeimproved.
25) Whilethetopoftheembankmentisdesignedatelevation440,theclaycorewithintheembankmentonlyextendsuptoElev.435;thefilterextendsuptoElev.430. Increasedseepage
abovetheclaycoreshouldbeanticipatedwithpoollevelsgreaterthanEl.435. Inaddition,thelack
ofaclaycoreextendingtothetopofthedammayresultinovertoppingoccurringatelevations
belowelevation440(i.e.overtoppingmaybeginbeforethepoolreachesthetopofthedamdueto
wave/winderosionoftheembankment). Thepotentialforovertoppingtobeginatalower
elevationshouldbeconsideredwhendefiningtriggerpointsforanearlywarningsystem.
26) TheCitywasnotabletoproducecurrentsurveydatafortrueheightofembankmentcrest,thetopsofwallsorabutments. Settlementoftheembankmentorotherlowspotsmayresultin
overtoppingatlowerelevationsthananticipated. Knowingthelocationoflowspotsisimportant
fordetermininglocationsofstockingemergencymaterialsandtofocusfloodfightingefforts.
27) BasedontheresultsofanalysisperformedtodatebyCornforthConsultants,theembankmentandabutmentsareexpectedtobeadequatelystableunderseismicconditionsandliquefaction
susceptibilityislow.
28) Noseismicanalysisoftheconcretespillwayorspillwaywallhasbeenperformed. Itisanticipatedthatlossofthewallmayleadtofailureoftheembankment.(Wallsdesignedfor0.05g,currentMCE
fromUSGS=0.4g).
29) Thereappearstobeagapinthecoretrenchontherightabutmentbelowthetrainingwall. ThepresenceofagapatthislocationmayresultinseepageatpoolsaboveElev.430.
30) Interventionmaterials(sandbags,riprap)arenotcurrentlystockpiledonthesite.31) Thereareresidencelocationswithinveryshorttraveltimesdownstreamofthedam.Warningtime
wouldnotbepossibleforsomefailuremodes.
32) LossofpoolinsummermonthswilleliminatethedownstreamwatersupplyandforcetheCitytogotowaterconservation.
33) Alogboomwasinstalledattheendofconstructionattheupperendofthepoolbutisnolongerpresent. Buildupofreservoirrimdebriscouldclogthespillwayduringhighflowevents.
34) Largevegetationdebrisisexpectedtocontinuetocollectdownstreamofthespillwaybelowthestillingbasin,reducingchannelcapacity. Ifthismaterialcontinuestocollectovermanyyears,it
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maycreateadownstreamhazardduringasubsequentlargefloodeventasoccurredinrecent
floodingeventsontheSandyRiverresultingindownstreamdamagetobridgesandproperty.
35) Projectstaffwasunawareofthepresenceof4footfilterdrainthatrunsfromthefilterzonetotheleftoftheoutletpipeandendsdownstreamimmediatelytotheleftoftheoutletstructure(this
mayormaynotexistsinceasbuiltdrawingsdonotshowitbutitisdiscussedinCH2MHill
correspondence). Ifitexists,thisdrainmaycontributetoseepageexitingnearthelowleveloutlet
structureatthetoeofthedam.
36) Therearenorecordsofconduitinspection/ROVinsidetheoutletpipe.37) Zone1materialsontheupstreamshelloftheembankmentconsistofwellgradedsilty,sandy
gravelandshouldactasaflowlimiter/pipingrestriction(filldevelopedvoids)shoulditinitiate.
38) Thelowlevelconduitpassesthroughthedamatthebaseoftheembankment. Itisfoundedonbedrockwhereitpassesbeneaththeimperviouscore. Theconduitissquareandhasseepage
collarson10footcenters. Imperviousbackfillaroundtheconduitwasplacedin4inchliftsand
compactedwithhandtampers.
5.0CREDIBLEANDSIGNIFICANTFAILUREMODESDuringthePFMA,theteamidentified36potentialfailuremodes(PFMs). Ofthese,16werepreliminarily
identifiedaspossiblybeingcredibleandsignificant. Afterevaluatingthese16failuremodesfurther,
someoftheidentifiedfailuremodeswerefoundtobesimilarandcombinedandsomewereconsidered
crediblebutnotsignificant. Intheend,4failuremodeswereconsideredcredibleandsignificant. Inthis
section,eachofthesesignificantfailuremodesaredescribed,alongwithpossibleactionsormeasures
thatcanbetakentoreduceriskassociatedwiththefailuremode. ThePFMAnotes(AppendixB)
includesmoredetailedinformationregardingtheevaluationofeachfailuremode.
5.1SpillwaySlabJacking(PFMCinAppendixB)5.1.1DescriptionSpillwayflowimpactsonverticaloffsetinspillwayslabswhichresultfromupliftpressureorslab
settlement(eitherunderlongtermstaticconditionsorseismicallyinduced). Themostcriticaloffsetis
thedownstreamslabupliftedrelativetotheupstreamslab,whichcreateslocalizedhighpressuresthat
maypenetratedownalongtheslabjointandcreatehighupliftpressure. Landslidefoundationmaterials
areexposedinitiatingerosion. Exposedtalus/landslideishighlyerodibleandscourwillprogress.
Continuedlossoffoundationmaterialresultsinadditionalslabfailuresupstreamandadditional
foundationexposureanderosion. Erosionprogressestotheupmostslaberodingdowntobasalt
resultinginuncontrolledrelease. Figure2isasketchofthisfailuremode.
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Figure2.
SpillwaySlab
JackingFailureMode
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7
5.1.2FactorsthatIncreasetheLikelihoodofthisPFM Jointsarekeyshapedwithpremoldedjointfillerbetweenslabswithaplasticwaterstop
embeddedapproximately3inchesbelowtopofspillwayslab(nodowelingorstructuraltie
betweenslabs).
Constructionfinalreportdocumentsdifficultywithrockanchorinstallationduetopoorrockquality
and
saturated
foundation
(water
in
anchor
holes).
Visualobservationduringthesitevisitshowedturbulence/flowdisturbanceontheleftsideofthespillwayatthetoe.
Spillwayflowsoccurapproximately9monthsoutoftheyear. Poolwasverycalmimmediatelydownstreamofendofspillwaythenturbulentdownstreamof
calmarea(possibledeeppool).
Nodata/inspectionexceptvisualflowdisturbancesdocumentedduringsitevisit. Drainsarenotinspectedorcleaned.
5.1.3RiskReductionMeasures Attimesofnonspilling,inspectforoffsetsbetweenspillwayblocks. Grindslabsflushatjoints. Anchortheslabs. Fillvoids/scourholeswithconcrete(holesaroundandunder).
5.1.4WarningTime Warningopportunitytime(timefromabilitytodetectfailuremechanismtoinitiationofthe
mechanism)is0ornegative. Itcanbeseenafteraslabhasfailed(maybe).
Breachformationtime(timefrominitiationofbreachtolossofdam): fornormalpoolsmonths,andforhighflowsgreaterthan100yrsdays,maybehours.
5.2 DownstreamSillandStillingBasinScour(PFMDandPFMEinAppendixB)
5.2.1DescriptionSpillwayflowinitiateserosionofthebasaltandspillwaystillingbasinconcrete. Erosioncontinues,
underminingthespillwayconcreteandfoundation. Failure/underminingofthespillwayfoundationat
thetoeresultsinlossofspillwayslabsupport. Lossofslabsupportpermitsslabfailure,exposingthe
talus/landslidefoundation. Exposedtalusishighlyerodibleandscourwillprogress. Continuedlossof
foundationmaterialresultsinfailureofadditionalslabsupstreamandadditionalfoundationexposure
anderosion. Erosionprogressestotheupmostslab,resultinginallspillwayslabshavingbeendisplaced
anderodingdowntobasaltresultinginuncontrolledrelease. Figure3isasketchofthisfailuremode.
5.2.2FactorsthatIncreasetheLikelihoodofthisPFM Spillwaywasextendedduetopoorfoundationconditions(talus)
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Figure
3.
Sp
illway
Downstream
Sill
an
d
St
illi
ng
Bas
in
Scour
Fa
ilure
Mo
de
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8
Constructionfinalreportdocumentsdifficultywithrockanchorinstallationduetopoorrockqualityandsaturatedfoundation(waterinanchorholes).
Oct.1975inspectionmentionsscouratthesill. Visualobservationduringthesitevisitshowedturbulence/flowdisturbanceontheleftsideofthe
spillwayatthetoe.
Foundationbedrock
was
described
as
poor
to
fair
quality.
Originalinspectionmanualindicatedconcernabouterosionofthestillingbasinandrecommends
frequentinspectionsandmonitoringforerosion. (MaximumhistoricalpoolofElev.430correspondstoflowofapproximately5,000cfs).
Spillwayflowsoccurapproximately9monthsoutoftheyear. Poolwasverycalmimmediatelydownstreamofendofspillwaythenturbulentdownstreamof
calmarea(possibledeeppool). Thismaybeindicativeofapossibledeeppoolcreatedbyscour.
5.2.3RiskReductionMeasures Visuallymonitorforscourandsurveythedownstreamsillandstillingbasin. Armorstillingbasin. Anchorthespillwayslabs. Fillvoids/scourholeswithconcrete(holesaroundandunder).
5.2.4WarningTime Warningopportunitytimeis0ornegative. Itcanbeseenafteraslabhasfailed(maybe). Breachformationtimefornormalpoolsmonths;andforhighflowsgreaterthan100yrs
days,maybehours.
5.3Scourofupstreamspillwaysill(PFMFinAppendixB).5.3.1DescriptionScourpresentontheupstreamsillofthespillwaypermitsadditionalflowunderthespillway. Theresultingflowovertaxesthespillwaydrainsystemcreatingfullupliftonthespillwayandslabs. Increasedupliftandcyclesofloadingdisplacespillwayslabs(byoffset,settlement,anchoragefailure,etc.)resultinginexposedhighlyerodibletalus/landslidefoundation. Erosionprogressesthroughcontinuedlossofslabsupportandscour. Scourprogressesupstreamtofullpoolresultinginuncontrolledreleasedowntobedrock(approximatelyEl.375). Figure4isasketchofthisfailuremode.5.3.2FactorsthatIncreasetheLikelihoodofthisPFM
Constructionfinalreportdocumentsdifficultywithrockanchorinstallationduetopoorrockqualityandsaturatedfoundation(waterinanchorholes).
Spillwayflowsoccurapproximately9monthsoutoftheyear. Upstreamimperviousblankethashistoricallyerodedandbeenrepairedwithpitrunrockwhich
doesnotprovidethesameseepagecutoffthattheoriginalblanketwouldprovide.
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Figure
4.
Upstre
am
Sp
illway
Sill
Scour
Fa
ilure
Mod
e.
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Eachrepaircycleindicatesremovalofimperviousblanket,resultinginreducedscourbutincreasedflowbeneaththespillway.
5.3.3RiskReductionMeasures Ensurespillwaydrainsareeffective. Ensureupstreamclayblanketremainsimpervious. Anchorslabsifneeded. Addpiezometeradjacenttothespillwayasanindicatorofhydraulicpressureunderthespillway
slabs. Calculateacceptableupliftpressurethresholdatwhichslabsbecomedislodgedand
monitorforthesepressures.
5.3.4WarningTime Warningopportunitytimeis0ornegative. Itcanbeseenafteraslabhasfailed(maybe). Breachformationtimefornormalpoolsmonths,andforhighflowsgreaterthan100yrs
days,maybehours.
5.4 Overtopping(PFMJ,KandNinAppendixB).5.4.1DescriptionPoolrisesabovetheEl.435(topoftheclaycore),waveactioninitiateserosionofsandy/gravelinthe
embankmentupstreamshellandcrest. Materialsloughingupstreamanddownstreamdecreasesthe
crestwidth/seepagepathleadingtoovertoppingandcontinuedovertoppingleadstodowncuttingof
theembankment. Breachoccurs,downcuttingtothevalleyfloorleadingtouncontrolledreleaseand
downstreamconsequences.
5.4.2FactorsthatIncreasetheLikelihoodofthisPFM CoreonlydesignedtoEl.435. Historicaldebrisblockagecouldraisethepool. Insufficientfreeboard ProjectcannotpassthePMF(accordingtoPMFestimatedin1981USACEReport) Flashypool(i.e.poolrisesquicklywithraineventsduetoasmalldrainagebasin). Actualcrestelevationvariesandisunknownduetoalackofsurveydata. Truecrestofdamcould
belowerresultinginmorefrequentovertoppingatalowerthanpredictedlevel.
LowspotoccursatrightabutmentatEl.438wouldpermitovertoppingatlowerelevationsthanPMForrestofproject.
Insufficientdrawdowncapacity Landslideproneareasinthebasin(surge)
5.4.3RiskReductionMeasures Raiselowspots Armortheupstreamface
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Armorthedownstreamface
5.4.4WarningTime Warningopportunitytimeishoursbutcouldbeincreasedwithanearly/floodwarningsystem.. Breachformationtimeisapproximately2hours.
5.5 RightAbutmentSeepageSeepagethroughtherightabutmentlandslidedepositisconsideredanimportantissuebutfailure
modesassociatedwiththisconditionwerenotconsideredascriticalasthesignificantfailuremodes
identifiedabove. Thereservoirhasgenerallyfilleduptothespillwaycrest(El424ft)eachyear.When
observed,seepagehasbeenclearwithnoevidenceofpipinginitiating. Also,infrequentobservationsat
higherpoolsabovespillway(poolofrecordis430feet),doesnotprovideanyevidenceof
turbidity/cloudyseepagetosuggestthatpipingmayhaveinitiatedoroccurred. Thereisnoreasonto
believethatgoingfrompoolofrecordofEl430toa100yearpoolofEl431(oneadditionalfoothigher
or2percentincreaseindepthofwaterdowntothebaseoftheembankment)wouldchangethe
hydraulicgradientsufficientlytoinitiatepiping. APMFeventwouldraisepool10feetabovepoolof
record(20percenthigher). A20percentincreaseseepagegradientwasthoughtnottobesufficientto
initiatepipingoftheperviouslandslidedebris. However,itisimportanttocontinuemonitoringseepage
todetectanyincreasesthatmayindicateapotentialdevelopingissueofconcern.
6.0APPLICABILITYOFANEARLYWARNINGSYSTEMTOSIGNIFICANTFAILUREMODESThetermearlywarningsystemcanbeinterpretedtoencompassavarietyofsystemsthatcould
potentiallybebeneficialforreducingriskatthisproject. Inaverysimpleform,anearlywarningsystem
couldsimplybeafloodwarningsystemthatutilizesrainfalland/orreservoirwaterleveldatato
providenotificationofelevatingpoolconditions. Inthissimpleform,thesystemwouldbeprettybasic
andhaveonlythatfunction. Inmoreadvancedform,thesystemcouldmonitordatafromavarietyof
instruments,comparethatdatatopredeterminedalgorithmsorthresholdsbasedonseveraldifferent
failuremodesandprovidenotificationwhencertainconditionsaremet. Thistypeofsystemmightbe
referredtoasanearlydamfailurewarningsystem. Forthepurposesofthisreport,itisassumedthat
theCitydesirestoinstallasystemconsistentwiththelatterdescription.
For
failure
modes
that
have
parameters
that
are
directly
related
to
the
initiation
and
further
developmentofthosefailuremodesthatcanbemonitoredthroughautomation,itispossiblethata
systemcouldbedesignedtoprovideearlydetectionandnotificationofthesemodesoffailure. The
effectivenessofthissystemwouldberatedbasedonthedegreetowhichtheinitiationand
developmentofthemostsignificantfailuremodes(i.e.thosethathavethehighestlikelihoodofcausing
significantdownstreamconsequences)canbedetectedbytheautomatedsysteminsufficienttimeto
bothnotifydecisionmakersandtoallowtimeforinterventionand/orevacuation. Clearly,then,the
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effectivenessofthesystematagivenprojectwilldependuponthenatureofthemostsignificantfailure
modesatthatproject.
ThesignificantfailuremodesforSilverCreekDam,basedonthePFMAworkshop,weresummarizedin
Section5above. Ofthesignificantpotentialfailuremodesidentified,anearlydamfailurewarning
systemwouldbemosteffectiveatprovidingwarningfortheovertoppingfailuremodedescribedin
Section5.4. Thesystemcouldutilizecriteriasuchasreservoirlevelortherateofriseofthepoollevel
(orcombinationofthetwo)toprovideearlydetectionofovertoppingconcerns. Thesystemcould
providenotificationatvariousthresholdstoindicatehowsignificanttheconditionsare. Animportant
elevationforovertoppingconcernsisElev.435,thetopoftheimperviouscoresectionofthedam. The
coresectionisthelowpermeabilityzonewithinthedamthatprovidestheabilityofthedamto
impoundwater. Increasedseepagethroughtheembankmentfillabovetheimperviouscorezonewould
beexpectedtooccurforpoollevelsaboveEl.435sincethepoolisabovethetopofthecore. In
addition,waveactionatthesehighpoollevelsmayerodethecrestofthedamresultinginpotential
overtoppingatelevationslessthanthecurrentcrestofthedam. Section7includesadditional
considerationsandrecommendationsregardingovertopping.
Theothercredibleandsignificantfailuremodesarerelatedtorapiderosionofthefoundationmaterial
beneaththespillwayduetothelossofspillwayslabs(seeSections5.1through5.3). Themosteffective
meansofdetectingadevelopingconditionforthesefailuremodesistoregularlyinspectforoffsets
betweenadjacentslabjointsandforscourinthestillingbasinandontheupstreamsill. Themostcritical
offsetisthedownstreamslabupliftedrelativetheupstreamslabwhichcreateslocalizedhighpressures
thatmaypenetratedownalongtheslabjointandcreatehighupliftpressurebeneaththeslab. Forthe
upstreamsillscourfailuremode,describedinSection5.3,itisanticipatedthatprogressionofthisfailure
modewouldresultinincreasedseepageinthehorizontaldrainsinstalledwithinthelandslidedeposit. A
sustained,
gradual
increase
in
seepage
during
spilling
that
is
not
related
to
rainfall
would
be
expected
to
occur. Theearlywarningsystemshouldincludeautomatedcollectionofdraindatafromthedrains
(eitherindividuallyorsomedrainscanbecombined). Thiswillrequireconstructionofweirstocollect
theflow. TheCitycouldalsoconsiderinstallinganewshallowpiezometertomonitordevelopmentof
thisfailuremode. Thepiezometercouldbeinstalledtotheleftoftheleftspillwaywalldownstreamof
thefilterzonetoadepthofapproximately10feetbelowthebaseofthespillwaywithapressuresensor
forautomatedmonitoring. Increasedupliftpressurebeneaththespillwayshouldresultinincreased
piezometriclevelinthispiezometerduetohydraulicconnectivityoflandslidematerialbeneaththe
spillwayandthatscreenedbythepiezometer.Whiletheweirsandpiezometermightprovideindication
ofprogressionofthisfailuremode,visualinspectionoftheupstreamsillandclayblanketisamore
directandeffectivemeansfordetectingiferosionisoccurring. Also,itisimportanttonotethatthe
automatedsystemwouldprobablynotbeabletoprovideearlydetectionandwarningfortheslab
jacking(Section5.1)andstillingbasinanddownstreamsillscourfailuremodes(Section5.2).
Inadditiontothebenefitsdescribedabove,anautomatedwarningsystemthatincludesdatacollection
fromtheexistingpiezometersandnewdrainagecollectionweirsnearthetoeofthedamwouldprovide
benefitintermsofincreasingthefrequencyofmeasurementsfromtheseinstruments. Althoughthe
existingpiezometerswerenottiedtosignificantfailuremodes,theyaretiedtocrediblefailuremodes
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thattheteamidentified. Traditionally,suchmeasurementshavebeentakenmanuallyonceperyearattheproject,althoughtherehavebeengapsoftimewhereseveralyearshavegonebywithouttakingmeasurements. Piezometricwaterlevelsanddrainflowratesareimportantindicatorsofdamperformance. Theseinstrumentsshouldbemonitoredconsistentlyatleastoncepermonth(withautomation,higherfrequencyiseasilyobtained)tounderstandseasonalfluctuationsandlongtermtrends. Withpropermaintenance,theautomatedsystemwillconsistentlycollectthedata,improvingtheunderstandingofthebehaviorofthedamandreducingefforttoreviewthehistoricaldata.Adustmentstothelowleveloutletgatesaremadeusingmanualcontrolslocatedatthecrestofthedamadjacenttotherightspillwaytrainingwall. Currently,operationscannotverifythelowleveloutletgatepositionwhenadjustmentsaremade. Theoutletisnotvisiblefromthislocationinordertoconfirmthattheactualgateadjustmentsweremade. Thewarningsystemshouldcollectdataforflowoutofthelowleveloutletsothatconfirmationofgateadjustmentscanbeobtained.AnautomatedwarningsystemcouldalsobeusedtonotifyCitystaffwhenimportantthresholdwaterlevelsdownstreamofthedamarereached. Althoughthisnotificationmaynotbetiedtofailureofthedam,itmaybeusefulfortheCitytoknowwhendownstreamwaterlevelsreachcertainelevationstohelpcoordinatefloodresponse. Thesystemcouldmonitordownstreamwaterlevelsatvariouslocationsandcouldbeprogrammedtoprovidenotificationatmultipleelevationstoindicatehowseveredownstreamfloodingconditionsarebecoming.
7.0CONCLUSIONSANDRECOMMENDATIONS7.1ConclusionsAlistofmajorfindingsandunderstandingsfromthePFMAworkshopisprovidedinSection4. Thissectionprovidesconclusionsspecificallyrelatedtotheproposedearlywarningsystem.1) ThePFMAworkshopresultedintheidentificationof4significantandcrediblepotentialfailure
modes. Threeofthe4modeswererelatedtoerosionofthespillwayfoundationduetoeitherslabjacking,erosionofthestillingbasinorerosionoftheupstreamsillofthespillway. Thefourthmodeisovertoppingofthedam.
2) Failuremodesrelatedtoseepagethroughtherightabutmentlandslidematerialareconsideredcrediblebutnotassignificantasthe4modesidentifiedabove. Itwasjudgedthatevenunderhighpoolconditions,suchasElev.440(PMFconditions),therelativeincreaseinhydraulicgradientcomparedtowhattheprojecthasexperiencedisnotenoughtoinitiatepipinginthegenerallypervious,angular,basaltfragmentsthatcomprisethelandslidedeposit. However,itisimportanttocontinuemonitoringseepagetodetectanyincreasesthatmayindicateapotentialdevelopingissueofconcern.
3) Withrespecttothesignificantandcrediblefailuremodes,anautomatedearlywarningsystemwouldbemosteffectiveatreducingriskassociatedwiththeovertoppingfailuremode.
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13
4) Forovertoppingfailuremodes,itisanticipatedthat,ifproperlydesignedandmaintained,anautomatedearlywarningsystemmaybeabletoprovideearlywarningtodecisionmakersintimeto
reducetheriskassociatedwithovertoppingfailuremodes.
5) Initiationandprogressionofthefailuremodesassociatedwitherosionofthespillwayfoundationwouldbedifficulttomonitorwithanautomatedmonitoringsystemandthereforedifficultto
provideadvancedwarningoffailurebyanearlywarningsystem.Monitoringhorizontaldraindata
anddatafromanewpiezometerinstalledtotheleftoftheleftspillwaywallanddownstreamofthe
embankmentfilterzonecouldbeusedtomonitordevelopmentofthefailuremodeassociatedwith
upstreamsillscourandincreasedseepagethroughtherightabutment. However,visualmonitoring
forspillwayslaboffsetsandstillingbasinandupstreamsillerosionaremoredirectwaystoidentify
whetherthesefailuremodesareinitiating.
6) Forfailuremodesassociatedwithspillwayfoundationerosion,itisanticipatedthatthetimefrominitiationtouncontrolledreleaseofthepoolcouldbemonthsifthefailureoccurredundernormal
poolconditionsbutdays(possiblyhours)underhighflood(suchasa100yearevent). Duringhighflows,unlessinitiationisobserveddirectlybyCitystaff,minimalwarningwillbeprovidedtothedownstreampopulation forspillwayfailureinitiatedfailuremodesregardlessofwhetherawarningsystemisinstalled.
7) Ifproperlydesignedandmaintained,theautomateddatacollectionfunctionoftheproposedearlywarningsystemwillprovideabenefitofincreasedconsistencyandqualityofdata(including
piezometeranddraindata)collectedbythesystem. Thisdatahelpstoassesstheconditionofthe
damandimprovesunderstandingforhowthedamrespondsundervariouspoolandseasonal
conditions.
8) TheautomateddatacollectionfunctioncouldalsobeusedtoprovideconfirmationofflowsthroughthelowleveloutletandfrequentupdatesontheelevationofSilverCreekDamdownstreamofthe
damtoimprovecoordinationoffloodresponseactivitiesassociatedwithhydrologiceventsthatare
notrelatedtodamfailure.
7.2Recommendations7.2.1AutomatedDataCollectionandEarlyWarningSystemRecommendations1) Theautomatedearlywarningsystemshouldincludeareservoirlevelmeasurementandraingage.
Multiplelevelthresholdsforreservoirlevelandraindatashouldbedefinedaspartofthedesignof
theearlywarningsystem. Ataminimum,thethresholdsshouldconsidertheelevationsofthetop
ofthecore(El.435)andthelowspottotherightoftherightabutmentwall(approx.El.438). In
addition,duetothegapinthecoretrenchontherightabutmentbelowthetrainingwall,theCity
shouldanticipatethepossibilityofincreasedseepagewithpoolsaboveElev.430andmonitorthis
location. Thesystemshouldprovidenotificationoftheexceedanceofthethresholdstoappropriate
decisionmakingpersonnelattheCity. Inaddition,itshouldcollectandstoredataforfuture
referenceandanalysis.
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2) TheCityshoulddesignandinstallweircollectionboxestomeasuretheflowrateofknownseepsanddrainflows,especiallyflowsassociatedwiththetoedrains. Changesintheseflowratesmay
indicatechangingconditionsatthedam.
3) Intheeventthatdrainflowsshowsustainedincreasesinflow,considerinstallationofanewpiezometertotheleftoftheleftspillwaywallforthepurposesofmonitoringpiezometricpressure
withinthelandslidedepositthatprovidesthefoundationforthespillway. Thewaterlevelinthis
piezometercouldbemonitoredwithanautomateddatacollectionsystemwiththresholdsassigned
toprovidenotification.
4) Thereliabilityoftheexistingpiezometersshouldbeevaluatedaspartofthedesignofthewarningsystem.
5) Forthepurposesofhistoricaldatacollection,theautomatedwarningsystemshouldbedesignedtocollectdatafromthepiezometersandweirstoimprovetheconsistencyofdatacollectionand
review.
6) Theautomatedsystemshouldsupportstorageofhistoricaldataforthepurposesofreviewinghistoricaltrendsandprovidingreportswhenneeded. Timehistoryplotsofdatashouldbereviewed
atleastmonthlybytheCityandmorefrequentlyifvisualobservationsindicatepotentialdeveloping
issuesofconcern.
7) ForthepurposesofimprovingfloodresponsebytheCity,theautomatedwarningsystemshouldbedesignedtocollectdataforwaterlevelatdownstreamlocationsasdeterminedbytheCity.
Multiplelevelthresholdscanbedevelopedtoprovideanassessmentoflevelofurgency.
8) TheCitysEmergencyActionPlanshouldbeupdatedtoincorporatetheearlywarningsystemandtoaddressnotificationofallcitizensimpactedbyflooding.
7.2.2Additional
Recommendations
to
Improve
Dam
Safety
and
Reliability
1) Performasurveyofthedamalongthecrestofthedamfromleftabutmenttorightabutmentin
ordertodeterminethepresenceoflowpointsonthedam. Iftherearelowspots,theyshouldbe
raisedtothedesignelevation.
2) Performsurveyofspillwayandabutmentwallsforverticalandhorizontaldeflectioninordertoestablishabaselineforcomparisonwithfuturesurveys. Additionalsurveysshouldbecompletedat
leastevery5years. Ifsurveysindicatemovement,theresultsofthesurveysshouldbereviewedby
astructuralengineerforevaluation.
3) Inspectandsurveythestillingbasinforscourduringperiodwhenspillingisnotoccurring(summerlow
pool
inspection)
in
order
to
establish
a
baseline
for
comparison
with
future
surveys.
Inspect
the
stillingbasinforincreasedscourafterlargeflowevents. Performtheinspectionsandsurveysat
leastevery5years.
4) Inspectthespillwayforverticaloffsetsbetweenslabsduringperiodwhenspillingisnotoccurring(summerlowpoolinspection). Themostcriticaloffsetisthedownstreamslabupliftedrelativeto
theupstreamslab;thiscreateslocalizedhighpressuresthatmaypenetratedownalongtheslab
jointandcreatehighupliftpressure. Ifdownstreamverticaloffsetsarepresent,grindthe
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15
downstreamslabdowntoremoveoffsets. Recommendvisualinspectionsarecompletedatleast
onceperyear.
5) Visuallyinspectupstreamimperviousblanketforholesforitsfulllengthupstream(notjusttheupstreamsill)whenpossible. Visuallyinspectsillforerosionatleastonceperyearorafterlargespill
events.
6) InspecttheintegrityofthelowleveloutletpipeusingaRemotelyOperatedVehicle(ROV).7) Evaluateandimplementoptionsforincreasingthereliabilityofthelowleveloutlethydraulicsystem
andforconfirmationofgateopeningsize. Tothisend,thewarningsystemshouldincludecollection
ofdataontheflowthroughthelowleveloutlettoimprovetheabilitytoconfirmgateopeningsize.
8) TheCitysnewpublicnotificationsystem(Everbridge)willcallallCityofSilvertontelephonelandlinesbutdoesnotincludetheentirecontactlistfromtheprovideroftheoldpublicnotification
system(CodeRed). RecommendevaluatingwaystoupdatetheEverbridgesystemcontactlistforall
cellularphoneuserstotheextentpossible.
9) Performhydraulicmodelingtodeterminethefrequencyandmagnitudeandroutingofstormevents(determinerelationshipsbetweenfloodfrequency,peakflowanddownstreamwaterelevations).
TheresultsofthemodelingwouldhelptheCitywithdecisionsregardingbalancingdownstream
floodingimpactswithdamsafetyrisksandtoimprovetheCitysabilitytowarnthepopulation.
Oncetheresultsofthemodelingarecomplete,itmaybeappropriatetomodifytheoperationsplan
fortheproject.
10)TheCityshouldconsidermakingstructuralimprovementstopreventfloodingofresidentsatlowelevationlocations(suchasSilverGardensRetirementHome).
11)Theincreasedwoodydebrisbuildingupdownstreamofthestillingbasincreatesapotentialfordownstreamdamageduringfuturestormevents. Duringlargeevents,thismaterialmaybecome
dislodgedandcausedamagetobridgesandproperty. TheCityshouldconsiderremovingthis
materialevery5years.
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SILVERCREEKDAMPOTENTIALFAILUREMODESANALYSIS(PFMA)REPORT
APPENDIXAREFERENCES
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A1
HistoricalDocuments DesignMemoranda/Analysis
DesignLettertoStateEngineer,CH2M,28March1973,(FILE241D4,towardsback) ProjectInformationlettertoSilvertonMayor,CH2MHill,10April1973,(FILE241D4,
towardsback)thisincludesinfoontheoutlets,suggestedO&M,fishfacilities.
DetailedProjectReportSection205SilverCreekDamEarlyWarningSystem,CorpsofEngineers,August2004.
SilverCreekDam,Section205PreliminaryAssessment,CorpsofEngineers,DraftMaterial,8July2003.
SilverCreekDamBreakAnalysis,FinalReport,PhilipWilliams&Associates,Ltd.,January18,2000.(Haveentireprojectfile).
SilverCreekDamEarlyWarningSystemPreliminaryDesignReport,SquierAssociates,April2002.
ConstructionControlData FinalConstructionReport,SilverCreekDam,CH2MHill,13January1975.(redfile)
TripReportsandFieldInspectionReports Inspectiontripreport,CH2MHill,26August1975. (FILE241D4) Setof16OregonWaterResourceDepartmentInspectionReportsbetween1981and2010.
AsBuiltDrawings Specifications
Projectplansandspecifications,March1973. ConstructionPhotographs
Aerialphotoduringconstruction(File#319). Geotechnical/Geological/GeophysicalInvestigations
AnEngineeringReportonSubsurfaceExplorationandPreliminaryDesignAnalysisfortheConstructionofaDamonSilverCreek,CH2M,May1966.(Thisinvestigationappearstobe
atalocationdownstreamoftheactualdamsite).
SubsurfaceInvestigationofaDamSiteonSilverCreek,CH2MHill,April1973.(Includesgeologicmapping,boringlogsandsoilandrockdescriptionsatthecurrentdamsite(B)and
ataproposed damsitedownstreamofthecurrentlocationlocationA).
BoringLogs(includedinabovereports)
LivingDocuments OperationandMaintenance(O&M)Manual
SuggestedInspection,OperationandMaintenanceofSilverCreekDam,nodate,signedskw.
EmergencyActionPlan(EAP)
WaterControlManual(WCM) SuggestedInspection,OperationandMaintenanceofSilverCreekDam,nodate,signed
skw.
ISO90007.11Damoperatingprocedures,includeswaterdemandsandinspectionchecklist
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A2
PeriodicInspectionandContinuingEvaluation PeriodicInspections
SilverCreekDam,Phase1InspectionReport,NationalDamSafetyProgram, OregonWaterResourcesDepartment,June1981.
IntermediateInspectionso AnnualInspectionseriesofStateDamSafetyinspectionso Incidents
Damseepagememo,CityofSilverton,Feb2010. Previouslyundetectedseepagewasencounteredneardownstreamoutletstructure,aseepagemonitoringpointwas
constructed,photosareincluded.
InstrumentationData SilverCreekDamPiezometerInstallationContractorCH2MHill,11978,File#319.(File
containsspecsanddesigndetailsfornewpiezometersappearstobeforpiezosP3through
P10,includessomemanualplotsandtablesofpiezoanddraindataforfirstcoupleyears
followingconstruction).
Spreadsheetsandtablesofpiezoanddraindatafor1975through2007.
EvaluationandModificationReports SeismicSafetyEvaluation
SeismicStabilityAnalysis,SilverCreekDam,CornforthConsultants,21July1999. DamModificationReports
Descriptionandconstructionphotosofintakerepairperformedin1993poolwaslowered anddescriptionandphotosofadditionalrepairsin2002.
Filefolderwithcorrespondenceandsomesketchesofrepairworkperformedasaresultof1996flood.
PlansandSpecificationsforConcreteRepairsproject,July9,2009. OperationandMaintenance(O&M)Program
SuggestedInspection,OperationandMaintenanceofSilverCreekDam,nodate,signedskw.
OtherDocuments FloodInsuranceStudy,U.S.DepartmentofHousingandUrbanDevelopment,FederalInsurance
Administration,September1978(includesfloodprofilesdownstreamfor10year,50year,100
yearand500yearfloods).
Seriesofuntitledplansthatappeartobeinundationmaps. Currentratingcurve(No.9) forSilverCreekatdownstreamgagingstation. Ratingcurveandflowdataforconditionspriortodam. Setofplandrawingsassociatedwithgettingpermitsforthedam.
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SILVERCREEKDAMPOTENTIALFAILUREMODESANALYSIS(PFMA)REPORT
APPENDIXBPFMANOTES
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B1
PHYSICALDATA
TopofDam: 440(439.4) TopofSpillwayCrest: 423.67onnorthendcurbwith424toSouth. Outletinvert: 376.8 TopofCore: 435.0 FishLadderPipeInvert: 421.0 TopofFilter: 430 Crestwidth=20ft Basemax=340ft Elev.OfBaseofDamisapprox.370ft Maxheightapprox.70ft. Embankment490ftlong,spillway160ftlong Outletexitinvert: 371.0(from376.8) Filterzoneis4ftwide Coreminimum20feetwide Coretrenchis24ftwidetoElev370
GEOTECH
Core4inminussandy,clayeysilt(ML)lowplasticity Zone1upstreamanddownstreamsilty,sandygravel(alluviumfromriverbottomreservoir
borrow)
Zone2downstreamsiltyrockfragments Structuralbackfill3in.minusrock Drainageberm3in.minuscrushedrock Filterzonewellgraded,4ftwide,3in.minus,lessthan4%fines North(Right)AbutmentrepresentedbyB13
SiltDeposit(Landslide)ontop Top25ftextremelypermeable(fractured,loose,open,4in.angular,leakedonfirst
fillingatspillway)
Siltytalusontopoffracturedbasalt BedrockisatElev.375(80ftdown)
South(Left)AbutmentrepresentedbyB12andB16(250ftdownstream) Plasticsilt,hasclaytoelev.410 Sitsonfracturedbasalt B16showsbouldersandgravelsdownstream
Bedrock/FoundationRock Northlandslide,porous Spillwaysameasnorthabutment SouthinterflowzoneatElev.398(2basaltflows)
LiquefactionPotentiallow(maybesomesmallisolatedzones)
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B2
Coretrenchmaterialwascompactedinthewet(hadtodewaterduringcompaction) OBE=0.0875g MCE=0.4g
HYDRAULICSANDHYDROLOGY
Pools
Normalpool424to424.5
WinterOctApr424to427
AugustandSeptember440,PMF>440
Whatistailwater?? ********Datagap********
Flows
NormalQinriver: 50cfs@El424(leakagethroughfishladder)
Maxpool:200cfs@El424(leakagethroughfishladderandspillway)
[email protected],tailwaterisaboutEl.231.
PMF22,682cfsinflow,22650release
Floodstage/bankfull: El.228.2,4milesdownstream
Gagestation@WebStreettakescontinuousreadingsandsendsanautoemailalertwhentailwateris
within4ftofEl.228.2
WhogetsemailAndygetsit,whenitsrainingPolicedoacheckofthis.
Currentlynoflowpredictionsatthisprojectlookforrain.
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B3
Thegageisatthelowspot,thisareacouldbebuiltupwithawall.
NextlowspotisaroundEl.235
SandbaggingisdoneatSilverGardensFamilyCare(El.227)
Highschoolisatsameelevation.
Traveltimetooutofbankforpipingfailurefrombreachanalysisis52min.
Overtopping21minutestoleavebank@JamesStreet
Flowintownfor21hoursminimum(overtopping)
TreatmentPlantismuchfurtherdownstreambutatElev.204. Nolossofatthissite(propertydamage).
Pool429isapprox.equaltobankfullattailwaterof227.
Everyyeariftheybuilda3tallsandbagbermthereisnootherflooding.
*Conclusion232isfloodtailwaterofconcern.
OPERATIONS
42in.gateneverused,cycledonceperyear. Lasttimeoperated(Winter2009)hadtoreplacehydraulic
cylinderinthecontrolbox. Ittook1weektohavethisrepaired. Thisistheonlywaytodewater. Inthe
winterthiswillnotdrawdownthelake. IntheSummer,ittakesabout1daytodrawdownthelake.
18in.gateisaregulatingline,adjustedforQ.
INTERVENTION
******OPISSUE*****Accessonlyaccesstoembankmentsideisbyboat(orhelicopter). Therefore,
thereisnoabilitytoplaceemergencymaterials. Therefore,cantstopapipeorbreach.
Nointerventioncurrentlypossible.
Currentlyittakes20to30minutesforacrewpersontogettothesite;ittakes10minutestogetthere
fromtheCitycenter
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B4
ResponseAndycallskeypersonwithcellphoneorradiotoactivateEOCCitymanager(1),Police
chief(2),Policecaptain(3)andFireDepartment(4). Andywouldprovidearecommendationonaction
totake.
Ifbadenough,acoderedisgiven: automatedcallgoesouttopeopleonaCodeRedlist. TheCitypaysa
companythatmaintainstheredcodelist;theCityhasanewsystem(EverbridgeCallSystem)butCode
RedcompanywontprovidetheCitywithitslist. TheEverbridgesystemwillautomaticallycallall
landlinesinSilverton. However,Cityresidentswontbecontactedoncellularphonesunlesstheysigned
upfortheEverbridgecallsystem(eveniftheysigneduporiginallyfortheoldCodeRedsystem).
EvacuationroutesareintheEAPbuttherehasbeennopopulationeducationonevacuation(nopublic
meetings).
PERFORMANCEHISTORY
Firstfillingin1974,seepagewasobservedonNov.7,1974,whenthepoolwasat401.5,nextdaywater
wasseenflowingoutthepipe(4intoedrain). Downstreamwetareasbroadenedattherightabutment
throughthelandslidedepositmaterials;citycrewsinstalled3horizontalsurfacedrains. Seepagewas
believedtobeoccurringupstreamoftheclayblanketbutaclaylayerforcedflowintothefilterand
embankment.
Nov.21,1974toNov.29,1974,11horizontaldrainswereinstalledtomonitorseepageratesanda
downstreambermwasinstalled. Abilitytosolvetheproblemwasadverselyimpactedbynotbeingable
togetaccessupstreamofthedam.
August,1975 SeepagewasobservedbetweenStations3+00and3+60justabovethefilterand
buttresslayer;itwasrecommendedtoaddadditionalfilterrock. Deteriorationofclayblanketwasalso
observedtotherightofthespillwayentrancechannel. Weeklyobservationofblanketwas
recommended. Fillerosionholeatupstreamendofspillway. Placegravelfiltermaterialon
downstreamfaceofdam. Filteranddrainageblanketwasrecommendedandapparentlyinstalled. It
alsoappearsthata12to15ftdeep,approx.3footwidecutofftrenchwasinstalledupstreamoftheright
endoftheembankment.
Nopiezometerdatabetween1975and1979.
Piezometer#2droppedofffrom1975to1982. Thispiezometerisjusttotheleftofthespillwaywhere
thecutofftrenchwasinstalled.
Draindataisnottakenfrequentlyenoughtounderstandwhattheflowsarerespondingto.
Seepageobservedatrighthandside100ftdownstreamofstillingpool.
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B5
June1981Inspection
Poollevelwas424.4;normalpool.
Nouncontrolledseepageobserved;seepageonlyobservedinthehorizontaldrains.
Phreaticsurfacehasbeenestablished;primarilycontrolledbyseepagethroughrightabutmenttalus.
Conclusionsafedam,blanketandcoretrenchworking.
Recommendationtoreaddrains.
1993ScottsMillsEarthquake
EarthquakewaslargerthanOBE(operatingbaseearthquake)
Sourcewas8milesfromproject.
Mw=5.6
Nodamage.
1993InletStructureRepair
2002InletGateRepair
Mostlymaintenancework,newhydrauliclineslocatedinaconcretetrench.
Between1981andFeb.2010noevidenceofseepagerelateddistress. Knownseepagequantitieshave
beenmeasuredapproximatelyannually;seepagehasoccurredwhereyouwouldanticipateit. No
evidenceofturbidseepage. Nosignsofslopemovement.
UpstreamandDownstreamFlowIssues
1. Lowspotsforflooding(SilverGardens)*****OPSISSUE*****closeproximity,awareness2. Flashyreservoir3. Landslidesupstreamofpoolindrainagebasincausesupstreamdamandsurge(littleorno
warning)contributestoovertoppingfailuremodes.
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B6
BRAINSTORMINGPOTENTIALFAILUREMODES
Step1Identifyfeatures,locationsandissuesoftheprojectforPFMsbasedon background
informationandsitehistoryreviewandthesitevisit.
Step2Ofthefeaturesidentifiedinstep1,identifywhichofthesehavePFMsofconcernassociated
withthem.
Step3DoublecheckthatallstandardGeotechinitiationmechanismshavebeenaccountedfor.
Step4RankPFMsthatwearemostconcernedwithprovidingwarningsfor. Trytoaddressmost
significant.
DefinitionDocumentationreferstothearealeftofthespillwayastherightabutment. Weconsider
thisareaasembankment. Theabutment(onrock/slide)istotherightofthespillway.
Identificationofpotentialfailuremodesbasedonbrainstorming.
Spillway
1. Spillwayslabjacking(drainconcerns)normalflowconditions,erodiblematerial2. Spillwaysilldownstreamscouronleftsidenormalflowconditions,erodiblefoundationand
concreteirregularityatthelocation
3. Spillwaybasinscournormalflowconditions,nosurveydata,previousscour(isitonrock/seam?)
4. Spillwayupstreamsillscournormalflowconditions,happenedbefore,clayblanketmaynotbefullypresent,canleadtoupliftofspillwayslab
5. Spillwayrightupstreamwalljoint6. Spillwayrightdownstreamtrainingwalloffset/stabilitynormalflow,wallfalls,erosionand
headcutting
7. Spillwayleftdownstreamtrainingwalloffset/stability8. Spillwaytailwater/channelcapacityPMFconditions9. Spillwayfoundationseepage/stability/settlement(potentialfordifferentialsettlementdueto
differentfoundationupstreamanddownstream)combinewithPFMs1,2,5and6
10.DebrisblockagePMFconditions,havebumperbutnologboom;considerplacingboomupstreamofclayblanket.
RightAbutment
1. Surfacerunofferosionnormalflowconditions,noexitforwateronrightabutment,2. Abutmentseepage,Integrityofupstreamclayblanket,lowhydraulicgradient
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B7
3. Inadequatetrainingofwateronrightabutment(upstreamofspillway)PMFflowconditions,abutmentscour.
4. Lowspotadjacenttorightabutmentwall(groundappearstobearound438(438.5). Scourathighpools.Shallowembedmentofwall,losewall,thiscouldleadtoreleaseatpoollevelatEl.
430*****OPSISSUE*******
5. Landslidepresenceandcreepmovement.6. Seismicstability/liquefactionCornforthreport7. Seepageatrightwall,nocore,goingthroughlandslidedepositwithrockfragments,lowhead,
lowgradient.
FishLadder
1. Spillwaydrainontherighthandsideoftheladder. Drainisapreferentialseepagepathwayalongsidethedrainthroughthegranularbackfillaroundthepipe;settlementhasbeen
observed. Normalflowconditions,slowheadcut,lotsofwarningtime.
2. Wallstabilitydifferentialmovementbetweenadjacentblocksobserved. Flowinladderislow.3. Ballmillingwithinthefishladderchambers(cobblesandbouldersobserved).LowQandvelocity
offlow.******OPISSUE******
4. Operabilityoffishladdergates.Ladderonly,nolifesafetyconsequences.*****OPISSUE*****
Outlets/Conduit/Controls
1. Reliabilityofhydrauliclinesandcontrols,includingsubmergedhydrauliccylinderonthegate.Happened
before
where
the
gate
breaks,
Normal
flow,
1
in
20
chance
of
failure,
no
drawdown
capabilities,stuckopen,drainpool,losedrinkingwatercapability,*******OPISSUE********
2. Seepageonbothsidesoftheoutlet,aroundseepagecollars.Normalflowconditions*********must address********
3. Conduitintegrityearthquakeloadingatjoints,internalerosion;foundedonbedrock,reinforced,castinplace,seepagecollars******OPISSUE*****
4. Hydrauliccapacityoftheoutlets,200cfsismaxdischarge(operationatPMFcouldcreateproblemsifoperatingduringPMF.ContributingfactortootherPFMs(notaPFMonits
own)*****OPISSUE*****
5. Inabilitytoknowwhatthegatepositionis.ContributingfactortootherPFMs(notaPFMonitsown)********OP
ISSUE********
6. MisoperationofoutletvalvePMFconditionsdoesnotaddconsequencestoovertoppinginPMF*****OPISSUE*****(notaseparatePFM)
7. Seismicinducedfailureoftheintaketowerfailureoftheintakedoesnotresultinovertoppingorreleasegreaterthandownstreamchannelcapacity.
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B8
Embankment
1. StabilitystaticandEQ,1981reportand1999Cornforthreport,highfreeboard(notlikelytoloseduetodeformation)
2. Foundationseepageandpipingseemat398,expectseepagebutnotpipingduetobedrockfoundation,noevidenceofinstability
3. Corestability/overtopping heightofcoreabout5feetbelowcrest,analyzedinstability,testedfor40years.
4. Filterzonesize,capacity,stabilityinEQ;designedfilter,historicallyperformed5. Overtopping(corelessthancrest)Lackofconsistentsurveyonverticalsettlementpotential
lowspots.
6. Embankmentseepageandpiping(11drainsthatflow,3drains/berm/75trench/blanket/2workingpiezometers) burrowinganimals,treesandvegetation******OPSISSUE*****
LeftAbutment
1. Seepageandpiping,stabilityofinterflowzoneatElev.398;stable,shouldntfailduetoseepageandstability,hasplasticfines(samematerialascore).
2. Siltfoundationseepageandpiping,pipingatElev.398seamcausesinternalerosionofsilt,createsapipeinsiltanduncontrolledrelease
ReviewGeotechnicalofInitiationMechanisms
Ofthe28IMsforseepageandpiping,thefollowingIMsweredeemedapplicabletothisstructure(the
othersdonotapply).
IM1crossvalleydifferentialsettlementcredible,notsignificantbasedongoodperformance(no
evidence)andmostlikelytobecontributingtoseepageandpipingfailuremechanismwhichiscovered
elsewhere,uniformabutmentslopeoutlet#2.
IM14corefoundation/abutmentcontactatrightabutmentpoorcompactionresultsinpossible
seepageandpipingalongconduitOutlet#2PFM(coveredelsewhere).
IM17seepageadjacenttoconduitcoveredunderoutlet#2PFM
IM18featuresallowingseepageintoanonpressurizedconduitnotsignificantbecausemorelikelyto
seepalongconduits
IM19seepageadjacenttospillwayorabutmentwallallreadycoveredunderspillwayPFMs5,6,7
IM20seepageduetocrackorgapadjacenttospillwayorabutmentwallallreadycoveredinspillway
PFMs5,6,7
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IM22backwarderosionandpipingthroughacohesionlessfoundationnotcredible,havecoretrench
thatcutsitoff
IM27scouralongthecontactinbedrock
Note=: ThePFMsweregivenapreliminaryratingregardingcredibilityandsignificance. Thefollowing
abbreviationswereused: C&S=credibleandsignificant,C=credible,notsignificantandNC=not
credible. TheresultsoftheevaluationsarelistedbelowfortheidentifiedPFMs.
Spillway
1. (C&S)Spillwayslabjacking(drainconcerns)normalflowconditions,erodiblematerial2. (C&S)Spillwaysilldownstreamscouronleftsidenormalflowconditions,erodible
foundationandconcreteirregularityatthelocation
3. (C&S)Spillwaybasinscournormalflowconditions,nosurveydata,previousscour(isitonrock/seam?)
4. (C&S)Spillwayupstreamsillscournormalflowconditions,happenedbefore,clayblanketmaynotbefullypresent,canleadtoupliftofspillwayslab
5. (C&S)Spillwayrightupstreamwalljoint6. (C&S)Spillwayrightdownstreamtrainingwalloffset/stabilitynormalflow,wallfalls,
erosionandheadcutting
7. (C&S)Spillwayleftdownstreamtrainingwalloffset/stability8. (C&S)Spillwaytailwater/channelcapacityPMFconditions9. Spillwayfoundationseepage/stability/settlement(potentialfordifferentialsettlementdue
to
different
foundation
upstream
and
downstream)
combine
with
PFMs
1,2,5
and
6
10.(C&S)DebrisblockagePMFconditions,havebumperbutnologboom;considerplacingboomupstreamofclayblanket.
RightAbutment
1. (NC)Surfacerunofferosionnormalflowconditions,noexitforwateronrightabutment,2. (NC)Abutmentseepage,Integrityofupstreamclayblanket,lowhydraulicgradient3. (NC)Inadequatetrainingofwateronrightabutment(upstreamofspillway)PMFflow
conditions,abutmentscour.
4. (C&S)Lowspotadjacenttorightabutmentwall(groundappearstobearound438(438.5).Scourathighpools.Shallowembedmentofwall,losewall,thiscouldleadtoreleaseatpool
levelatEl.430*****OPSISSUE*******
5. (NC)Landslidepresenceandcreepmovement.6. (NC)Seismicstability/liquefactionCornforthreport7. (C)Seepageatrightwall,nocore,goingthroughlandslidedepositwithrockfragments,low
head,lowgradient.
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FishLadder
1. (C)Spillwaydrainontherighthandsideoftheladder. Drainisapreferentialseepagepathwayalongsidethedrainthroughthegranularbackfillaroundthepipe;settlementhasbeen
observed. Normalflowconditions,slowheadcut,lotsofwarningtime.
2. (C)Wallstabilitydifferentialmovementbetweenadjacentblocksobserved. Flowinladderislow.
3. (C)Ballmillingwithinthefishladderchambers(cobblesandbouldersobserved).LowQandvelocityofflow.******OPISSUE******
4. (C)Operabilityoffishladdergates.Ladderonly,nolifesafetyconsequences.*****OPISSUE*****
Outlets/Conduit/Controls
1. (C)Reliabilityofhydrauliclinesandcontrols,includingsubmergedhydrauliccylinderonthegate.Happenedbefore