ML17059B664

Lead Expansion Anchor Load Capacity in Reactor Buildings at Savannah River Site, Rev 0

ML17059B664
Person / Time
Site:	Nine Mile Point
Issue date:	08/15/1989
From:	BRYANT E L WESTINGHOUSE ELECTRIC COMPANY, DIV OF CBS CORP.
To:
Shared Package
ML17059B657	List: ML17059B655 ML17059B658 ML17059B659 ML17059B660 ML17059B661 ML17059B662 ML17059B663 ML17059B664 ML17059B665 ML17059B666 ML17059B667 ML17059B668 ML17059B669 ML18040A314 ML18041A055
References
C.0SQUGANCHOR-R, C0.0SQUGANCHOR-R00, CO.0SQUGANCHOR, CO.SQUGANCHOR, RTR-2661, NUDOCS 9708070135
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WestinghouseSavannahRiverCompanyATTACHMENTIA@AmtCALONOREVISIONPAGENOP.O.Ai.28802RTR-2661August15,1989TO:S.D.CurryFROM:E.L.Bryant,$WLEADEXPANIANRLADIT~INREATBILDINGATTHEVANNHVERIINTRDTlNWalkdownstodeterminetheseismicadequacyofselectedsafetysystemshavebeenperformedforLandKreactorsutilizingtheUnresolvedSafetyIssue(USI)A-46methodologysponsoredbytheSeismicQualificationUtilityGroup(SQUG).Actualexperiencedatafromearthquakes,testdatacompiledbytheElectricPowerResearchInstitute(EPRI),andotherdataforcertainclassesofnuclearplantequipmentmakeuptheSQUGdatabase.AnchorageisalsoaddressedintheUSIA-46methodology.However,leadexpansionanchorsarenotincluded.SomesafetyrelatedequipmentintheSavannahRiverSite(SRS)reactorbuildingsissupportedbyleadexpansionanchors.DesignloadcapacitywasbasedontheallowableloadslistedinSRSStandardB8Mwhichwasintendedtoprovidedafactorofsafetyof4.However,walkdownshaverevealedthatsomeleadanchorsarenotinstalledperB8M,andthereforetheactualloadcapacityoftheseanchorsmaybelessthanindicatedintheB8M.Atestingprogram(SP-2449)wasdevelopedand107abandonedanchorsinK,L,PandRreactorbuildingsweretestedtodetermineshearandtensionloadcapacities.ThisRTRdocumentstheresultsofthistestingprogramandprovidesamethodforconfirmingadequacyoftheleadshelltypeanchor.Testresultsshowthatthetensionloadcapacityoflead"9708070i3597073iPDRADOCK05000220PPDROSR2582'Wta89>~~qoh')

~a RTR-2661Page2August15,1989lTTACHMENTCCALCNOoREVISION~<IiFNOtypeanchorsatfailureisbelowthedesignfailureloads(i.e.,fourtimestheB8M).Therefore,thenewlowerallowableloadslistedinTable1shouldbeusedforleadshelltypeanchors.IfthecalculatedloadontheanchorisgreaterthantheTable1load,theanchorstillmaybeadequateprovidingitisloadtestedtoprovethatit.iscapableofcarryingtheseismicdemandload.AregressionanalysiscorrelationbetweentorqueandloadhasbeendevelopedbySRLbasedontestmeasurementsandcanbeusedforproofloadtestingthoseleadtypeshellexpansionanchorsthatexceedsthenewlowerallowable(AppendixA).TheanchorboltshouldbetorquedtoinduceatensionloadontheanchorwhichconfirmsitscapacitytocarryitscalculatedseismicdemandloadortheBSMdesignallowableload.Thisapproachmayresultinalowerfactorofsafety.Thefactorofsafetyof4wasintendedtoprovideahighlevelofconfidencethattheanchorwillsupportthedesignload.Becausetheanchorswillbeloadtestedtotheseismicdemandordesignallowableload,alowerfactorofsafetyisconsideredacceptable.TestsalsoshowthattheBSMvaluesforshearloadsareacceptable.Table1AnchorSize,inches'urrentTensionAllowableLoad(BSM)7001200200030005500NewRecommendedAllowable.LoadBasedOnTests60087097012803160ProofTorqueForBSMDesignAllowable,ft-Ib24503769*ApplicableonlyforanchorsthathavepassedthetightnesstorqueperRTR-2582

RTR-2661Page3August15,1989IgfEFtiF<REWSipgPA()ENOANCEo~1.Themeanmeasuredtensionfailureloadofleadtypeexpansionanchorsislessthan4timesBSM.2.ThenewlowertensionloadcapacitiesofleadtypeexpansionanchorsthatarelistedinTable1shouldbeusedforwalkdowns.3.ThetensionloadonanchorstobeseismicallyqualifiedshouldbecalculatedandshowntobebelowtheTable1values.4.AllleadtypeanchorsshouldbeproofloadedifthecalculatedseismicdemandloadexceedstheloadcapacityistedinTable1orifB8Mallowablesareassumed.5.ThetorquenecessarytoinduceatensionloadoninstalledanchorsshouldbedeterminedfromthecorrelationgiveninFigures8-11atthe95%confidencelevel.6.BSMshearloadcapacitiesareadequate.7.FurtheruseofleadtypeexpansionanchorsatSRSshouldbediscontinued.Leadtypeshellexpansionanchorshavebeenusedinthereactorbuildingstosupportsomesafety-relatedequipment.Aspartoftheseismicupgradework,theadequacyoftheseanchorswasevaluatedusingtheUSIA-46methodology.Thismethodologyisbasedonapplicationofactualearthquakeexperiencedata,testdatacompiledbyEPRI,andotherdataandisusedtoevaluatetheseismicadequacyofcertainclassesofnuclearplantequipment.AnchorageisaddressedbySQVGbutspecificdataonleadtypeexpansionanchorageisnotavailable.AllowableloadsspecifiedinBSMwereoriginallyusedduringthewalkdownsforthepurposeofanchorageevaluation.ThewalkdownsrevealedthatmanyoftheleadanchorswerenotinstalledperBSMandtheactualloadcapacityofleadtypeexpansionanchorswasquestionable.

RTR-2661Page4August15,1989CALCNOREVISIONPARENOAdcHoRAtotalof107Jeadtypeanchorscovering5anchorsizeswereloadtestedtofailureintensionand36anchors,3sizes,weretestedtofailureinshearperSP2449.Basedonthetestresults,newlowerallowableloadsfortensionweredeterminedand-arelistedinTable2.TheshearfailureloadsexceededthosepredictedbyB8Mandtherefore,theB8Mvalueswereretained.Theleadtypeexpansionanchorsexhibitedpoorloadperformanceintensionasevidencedbyawidevariationinfailureloads.Becauseofthispoortensionperformance,itisconcludedthatfurtheruseofleadtypeexpansionanchorsshouldbediscontinuedatSRS.TestswereperformedunderSpecialProcedure2449onabandonedleadtypeexpansionanchorsinSRSReactorAreas.Thefollowingconditionswereprerequisitestotesting:-Anchordidnotpulloutorbecomeloosewhensubjectedtoatightnesstorqueofapproximately20%oftheinstallationtorque.-Perpendicularityoftheanchorwiththewallwaslessthan5degreesoffset.-Anchorlocationwasgreaterthan10diametersfromthenextloadedanchororaconcreteedge.Becauseofthelimitednumberofavailableanchors,someanchorscloserthan10diameterstothenextabandonedanchorwereused,Thetestwasconsideredacceptableifconcretespallingdidnotprotrudeintotheareaoftheadjacentanchor.Also,someexpansionanchorsweretestedifpartofthethreadedshellwasabovetheconcretesurfacebutalloftheleadringthatsecurestheanchortotheconcretewasbelowthefaceoftheconcrete.Inthiscase,ametalspacerwasusedtoprovideagapbetweenthebaseplateandanchorduringthetightnesstorque.TETPThetestsetupisshowninFigure1.Ahydraulicramwasusedtoapplyaloadtotheanchorfortensiontests.Astudrodwitha

RTR-2661.Page5August15,1989NCHosdoublenutononeendwasinsertedthroughtheboreoftheramandscrewedintotAeanchoraboutonediameter.Thentheramwasusedtoapplyaloadapproximately325lbstotheanchor.Allsubsequentloadswereappliedtotheanchorbytorquingtheautandmeasuringtheresistingloadonthehydraulicramthatistransmitted.totheanchor.Boththetorqueandtheloadwererecordedinstepincrementsuntilfailure.Forsheartests,aspecialshearplateassemblywasmade(Figure1).Aboltwasinsertedthroughtheshearplateassemblyintotheanchor.Thehydraulicramwasthenplacedundertheshearplateassemblytopushtheshearplateupward.Theresistingpressureatfailurewasrecorded.Bothtensionandshearloadcapacities(Table2)forleadtypeexpansionanchorsweredetermined.Themeanmeasuredtensionloadsatfailurewereallbelowtheexpectedfailureloads(i.e.,B8Mx4).Therefore,newlowerdesignallowableloadsarerecommendedwhichincludesafactorofsafetyof4.Atightnesstorquewasappliedtoscreenoutpoorlyinstalledanchorsduringwalkdownsandwasalsoappliedduringthesetests.Anchorsthatfailedthetightnesstorquewerenotloadtested.Thus,thenewlowerrecommendedvaluesareapplicabletoanchorsthathavebeenscreened(i.e.,passedthetightnesstorque).Additionally,aspartofthewalkdowneffort,calculationsshouldbeperformedforallleadshelltypeanchorstoshowthattheseismicdemandloadisequalorbelowthenewlowerrecommendedloads.Iftheseismicdemandloadexceedsthenewrecommendedvalue,theanchormaystillbeadequateprovidingtheanchorboltistorquedtoaproofload.Theinducedproofloadwillconfirmwhethertheanchorcancarryitscalculatedseismicdemandload.MostpipesatSRSwasdesignedtoANSIStandardB31.1usingB8Manchorageallowables.PipesdesigntoANSIB31.1hasproventobeseismicallyruggedbasedonearthquakeexperiencedata.Therefore,ifseismicqualificationofSRSpipingisaccomplishedbyevaluating'heas-builtconditionagainstANSIB31.1(i.e.,noloadcalculations),thenB8Mallowablesmustbeassumed,andtheanchorboltsmustbe

RTR-2661.Page6August15,1989ATTACHMENTCALCNOprooftorquedtoinducedtheBSMdesignallowableload.lnthiscase,onlyonetorquetest(notightnesstorque)wouldberequiredandcalculationoftheanchorloadwouldnotbenecessary.SQUGmethodology.permitsafactorofsafetyof2fornon-shelltypeanchorsbutrequiresafactorofsafetyof4fortheshelltypeanchor.However,thisproposedprogramrequires100/overification.ofstrengthofthoseleadshelltypeanchorsthatexceedthenewlowerrecommendedloadsorifB8Mallowablesareassumedbyperformingatorquetest.Thetorquetobeappliedshouldbeselectedbasedonthelowerbound95%confidencecurve(Figures8-11)andwillinduceanequivalentmeanloadontheanchorofapproximately1.5timestheseismicdemandload.Thus,theSQUGrequirementofachievinga95%confidencelevelthattherearenomorethan5%nonconforminganchorsismet.TheBSMshearloadallowableswillberdtainedbecausethemeasuredshearloadcapacities(Table2)exceededtheB8Mfailurevalues.Sheartestsofthe3/4"and1"anchorswasnotperformedbecauseno.suitableanchorscouldbefound.Table2LeadShellExpansionAnchorsAnchorSize,inchesTensionTestsNumberofTestsB8MDesignAllowabeLoadFailureLoadPerB8M'eanMeasuredFailureLoadNewRecommendedAllowableLoadTorqueBasedOnB8MDesignAllowableLoad,ft-IbShearTestsNumberofTestsB8MAllowableFailureLoadPerB8MMeanMeasuredFailureLoad35341710970012002000300055002800480080001200022000262337464456587014058600880970128031602437506916128400800140020003500160032005600800014000279657367934

RTR-2661Page7August15,1989ATTACHMENTCALCNO.OPAGENODANLThenewlowerrecommendedallowableloadsarebasedonthemeanloadmeasuredatfailureforthesamplepopulationtested.Themean(i.e.,samplemean)wasthenstatisticallyadjustedtoobtainatruemeanloadatthe95%confidenceinterval.ThefailureloaddistributionwasassumedtobeGaussian.TheallowableloadslistedinTable2providesforafactorofsafetyof4.Forloadsexceedingthenewlowerrecommendedloads,torquetestsmaybeperformedtodetermineanchoradequacy.Aleast-squaresregressionanalysiscorrelationsbetweentorqueandloadatthe95%confidencelevelweretabulatedbySRL(AppendixA)andhavebeenplottedonFigures8-11.Thetorquetobeappliedshouldbeselectedbasedonthelower95%confidenceboundcurveandwillinduceanequivalentmeantoadontheanchorofapproximately1.5timestheseismicdemandortheB8Mload.Also,thetorquetobe'appliedshouldnotbeextrapolatedbeyondtherangeofthe95%confidencelines.TENINTETensiontestswereperformedinP,L,KandRreactorbuildingsforfivedifferentsizesofleadshellexpansionanchors.Thesetestswereperformedinmanydifferentlocationsofthereactorbuilding:0level,-20and-40cleanareasandradiationzones.Atotalof107tensiontestswereperformed(AppendixB).Fewertestswereperformedforthe5/8,3/4and1inchanchorsbecauseofthelowavailabilityofanchors.Someanchorswereloadtestedwithouttorquingbecausetheanchorswerecrossthreaded.All1-inchanchorswerefoundatthefloorlevelandcontainedexcessiveamountsofrust,thereforethetorquetoloadrelationshipwasnotdeveloped.Testsshowedawidevariationintensionloadcapacities(Figures2-7)foreachanchorsize,reactorarea,andmodeoffailure.Thiswidevariationmaybeexpectedbecausetheholdingcapacityoftheanchorislargelydeterminedbythecorrectholesizeandcompactingoftheleadringbetweentheconcreteandthethreadedshell.Theamount

RTR-2661Page8August15,1989ATTACHMENTPAGENOC.5offorcefore~uringadequatecompactingoftheleadwasprobablynotspecifiedduringtheoriginalinstallation.Approximately7%oftheanchorsfailedduetoconefailureaftheconcrete.Someofthefailures(22%)wereduetoacombinationofaconcretefailure(i.e.,concreteconedidnotpenetratetobottomofanchor)andslippageoftheanchoroutofthehole.Another22%'oftheanchorsfailedbecausethenon-leadportionoftheanchorbroke.Thelargestportion(47%)oftheanchorsfailedbecauseofslippage(i.e.,theanchorwaspulledoutofitsholewithoutspalling).About40%oftheslipfailureswereduetopoorinstallation(i.e.,noconcretespallingorsignificantgallingoftheleadsleevewasapparentindicatinganoversizedholeorinsufficientpackingoftheleadsleeve).Nearlyallofthe3/4inchanchorswerenotinstalledperB8M.Inspectionoftheanchorsafterpulloutshowedthatinmostcasesonlyoneofthemultiplestackedunitsprovidedsupport.Alistoftheanchorsthatfailedthetightnesstests(allturnedinholeexcept1anchorwhichwastorquedagainstbaseplate)ortheperpendicularityrequirementswasnotkeptbutitisestimatedthatabout10'-15%oftheanchorstestedwererejectedbasedonthoserequirements.ETEDatawasalsocollectedtodeterminethecorrelationbetweentorqueandloadforthe3/8,1/2,5/8,andthe3/4inchanchors.Regressionanalysiscurvefits(Figures8-12)weremadeforeachsizeanchorandshowagoodcorrelationbetweenmeantorqueandload.Also,agoodlinearcorrelationbetweenthemeanfailureloadandboltdiameterwasdetermined.Thelowerbound95%confidencelines.for-torqueandloadarealsopottedonFigures8-11basedonSRLanalysis.TorquetestsshouldbeusedtodemonstrateanchorinstallationadequacyfortheB8Mdesignallowablesoriftheseismicdemandloadiscalculatedandexceedsthenewlowerallowables(applicabletoKandLareasonly).ThetorquesselectedfromtheFiguresforloadtestingtheanchorshouldbebasedonthe95%confidencelinesandwillmettheSQUGrequirementthattherearenomorethan5%nonconforminganchors.Widevariationintorqueatanyspecificloadwasalsoexperienced.Torquevalues..differbecauseofperpendicularityoftheanchorwiththewall.Thistypeofinstallationwouldcausetheramtopullthe

RTR-2661'age9August15,1989cl3KC9..~eHoRanchoroutatynangleandwouldyieldanincreasedtorquevalue.Also,someboltsdonotfittightintheanchoruntiltorquedagainstthebaseplate(i.e.,threadcontactbetweenboltandanchorisnottight).Insomecasesthiscouldallowtheramto-bemountedwithsomeoffsetfromperpendicularity.Additionally,theconcretewallwasvisiblynotflatinsomelocationswhichwouldallowtheramtopullthe.anchoratanangleyieldinghighertorques.Allofthesevariablescouldresultindifferenttorquevaluesforthesameload.SheartestingwasperformedonlyinRReactorArea.However,tensiontestsshowednosignificantvariationinfailureloadcapacitiesasafunctionofreactorarea(Figure12).Thusthesheartestsareexpectedtoberepresentativeofallreactorareas.Themeanmeasuredshearloadwasdeterminedforthreedifferentsizeanchors(Figure13,14)basedontheresultsof36differenttests.Testswerenotperformedonthe3/4and1inchanchorsbecausenonecouldbefound.Themeanmeasuredshearloadsat'ailurewere50to74%greaterthanfailureloadsindicatedinBSM.Onlyoneofthe32anchorstestedfailedataloadslightlylessthantheBSMvaluetimes4(Figure14).

FIGUREIATTACHMQfCALCNOREVISIONPAGENOT0GUURESSUREGAUGEANCHORTORQUENUTIIIIIIHYDRAULICRANANCHORHEARASSENBLYPRESSUREGUAGEHYDRAULICRAN

ATTACHMENT."""~NO.CJ1FAILURELOADScMODETENSIONTEST3/8"ANCHOR60005000A-ANCHORFAILUREC-COteaETEVAILURES-SUPFAILUREB-S8CFAIURE4000ClC03000MEANw2623AASSSSSSSSSACBSSSSSACSSAASBBSSASAASFA1LUREMODEF1QURE2

FAtLURELOAD8cMODETENSlONTESTS0/2"ANCHORCAI.CNOCJZ80006000A-ANCHORFAILUREC-CONCRETEFAILURES-SLIPFAILURE8-S8CFAILURE4000MEAN~37462000ASSSASSSSSSSSSSSASBBBASBBCSCCAAAASFAILUREMOOEFIGURE3

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ATTACHMENTCALGNDllDriSiONOFAILURELOAD5MODETENSIONTEST3/4"ANCHORA-ANCHORFAlLURES-SLlPFAlLUREC-CONCRETEFAlLUREMEANa5870SCSSSAASSAFAILUREMODEFlOUAEI

ATTACHMENTCALCNOO~REVISIONnouZMeHoP-MEANFAILURELOADTENSIONTEST3/8,1/2,6/8,&3/4ANCHORS70006000CltCOItl4000O3000.0.3750.'50.6250.75ANCKOROIAMETER(IN.)FIGURE6

CALCNO>AGFNOMEANFAILURELOADVS.ANCHORSIZETENSIONTESTy~-529.20+8360.8xR"2~0.985Ol4000NCI03000z20000.0000.$250.2500.3750.5000.6250.750ANCHORSEEFtQURE7

TORQUEVSLOADTENSIONTEST3/8"ANCHORcPAGENO6000500040003000Q020001000SPYeLOWERCONFSENBOuWO)ya-798+64.86x020406080TORQUE(FT-LB)FIGURE8

ATTACHMENTCAI.CNOREVISIONPAGENOC.l-HopTORQUEVSLOADTENSIONTESTS1/2"ANCHOR700060005000400088~8830002000mmaBmGQ1000y~-1002+60.31x0020406080100TOROUF.(FT-l.B)FlGURE9

TORQUEVSLOADTENSlONTEST5/8"ANCHORATTACHMENTCAI.CNOo.REVISIONdPAGENO1000080006000400020009P/eLOWERCONFIDBOUNDIy~-1602+73.08x20406080100120140TORQUE(FT-LB)FIGURE10

TORQUEVSLOADTENSIONTESTSia-ANCHORATTACHMENTveHo&REVISIONOOopticpet2d1000080004000200095YeLOWERCONFIDENCEBOUNDY~-2147+?5.2XTHISCORRELATIONEXCEEDSTHE95'loLEYELBY10FT-LBTOPERMITLOADTESTTO-1.5x20406080,100120140TORQUEFT-LBFIGURE11

CGDZDEATTACHMENICCALCNOREVISIONPAGENOMEANFAILURELOADTENSIONTESTANCHORSIZE&REACTORAREA3/4-K58715/8-ALL44565/8.R47045/8'1001/2-ALL1/2-FIxILINCOlLO1/2-P1/2-L1/2-K3722323726233/S-R23213/S-L3108284201000200030004000500060007000MEANFAILURELOAO(LB)FIGURE12

REVISIONPAOFNOC~MEANFAILURELOADSHEARTEST3/8,0/2,&5/8ANCHORS100008000OilhIACJIA40002000'00.3750.50.625ANCHORDIAM.(IN.)FIGURE13

ATTACHMENTCALCNOREVISIONooPAGENQSHEARFAILURELOAD12000MEANMEASUREDMEANPERBSMs/s1/2'NCHORSIZE(INCH)FIGURE14.3/8'

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