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:
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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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Westinghouse SavannahRiverCompanyATTACHMENT IA@AmtCALONOREVISIONPAGENOP.O.Ai.28802RTR-2661August15,1989TO:S.D.CurryFROM:E.L.Bryant,$WLEADEXPANIANRLADIT~INREATBILDINGATTHEVANNHVERIINTRDTlNWalkdowns todetermine theseismicadequacyofselectedsafetysystemshavebeenperformed forLandKreactorsutilizing theUnresolved SafetyIssue(USI)A-46methodology sponsored bytheSeismicQualification UtilityGroup(SQUG).Actualexperience datafromearthquakes, testdatacompiledbytheElectricPowerResearchInstitute (EPRI),andotherdataforcertainclassesofnuclearplantequipment makeuptheSQUGdatabase.Anchorage isalsoaddressed intheUSIA-46methodology.

However,leadexpansion anchorsarenotincluded.

Somesafetyrelatedequipment intheSavannahRiverSite(SRS)reactorbuildings issupported byleadexpansion anchors.Designloadcapacitywasbasedontheallowable loadslistedinSRSStandardB8Mwhichwasintendedtoprovidedafactorofsafetyof4.However,walkdowns haverevealedthatsomeleadanchorsarenotinstalled perB8M,andtherefore theactualloadcapacityoftheseanchorsmaybelessthanindicated intheB8M.Atestingprogram(SP-2449) wasdeveloped and107abandoned anchorsinK,L,PandRreactorbuildings weretestedtodetermine shearandtensionloadcapacities.

ThisRTRdocuments theresultsofthistestingprogramandprovidesamethodforconfirming adequacyoftheleadshelltypeanchor.Testresultsshowthatthetensionloadcapacityoflead"9708070i35 97073iPDRADOCK05000220PPDROSR2582'Wta89>~~qoh')

~a RTR-2661Page2August15,1989lTTACHMENT CCALCNOoREVISION~<IiFNOtypeanchorsatfailureisbelowthedesignfailureloads(i.e.,fourtimestheB8M).Therefore, thenewlowerallowable loadslistedinTable1shouldbeusedforleadshelltypeanchors.Ifthecalculated loadontheanchorisgreaterthantheTable1load,theanchorstillmaybeadequateproviding itisloadtestedtoprovethatit.iscapableofcarryingtheseismicdemandload.Aregression analysiscorrelation betweentorqueandloadhasbeendeveloped bySRLbasedontestmeasurements andcanbeusedforproofloadtestingthoseleadtypeshellexpansion anchorsthatexceedsthenewlowerallowable (Appendix A).Theanchorboltshouldbetorquedtoinduceatensionloadontheanchorwhichconfirmsitscapacitytocarryitscalculated seismicdemandloadortheBSMdesignallowable load.Thisapproachmayresultinalowerfactorofsafety.Thefactorofsafetyof4wasintendedtoprovideahighlevelofconfidence thattheanchorwillsupportthedesignload.Becausetheanchorswillbeloadtestedtotheseismicdemandordesignallowable load,alowerfactorofsafetyisconsidered acceptable.

TestsalsoshowthattheBSMvaluesforshearloadsareacceptable

.Table1AnchorSize,inches'urrentTensionAllowable Load(BSM)7001200200030005500NewRecommended Allowable

.LoadBasedOnTests60087097012803160ProofTorqueForBSMDesignAllowable, ft-Ib24503769*Applicable onlyforanchorsthathavepassedthetightness torqueperRTR-2582

RTR-2661Page3August15,1989IgfEFtiF<

REWSipgPA()ENOANCEo~1.Themeanmeasuredtensionfailureloadofleadtypeexpansion anchorsislessthan4timesBSM.2.Thenewlowertensionloadcapacities ofleadtypeexpansion anchorsthatarelistedinTable1shouldbeusedforwalkdowns.

3.Thetensionloadonanchorstobeseismically qualified shouldbecalculated andshowntobebelowtheTable1values.4.Allleadtypeanchorsshouldbeproofloadedifthecalculated seismicdemandloadexceedstheloadcapacityistedinTable1orifB8Mallowables areassumed.5.Thetorquenecessary toinduceatensionloadoninstalled anchorsshouldbedetermined fromthecorrelation giveninFigures8-11atthe95%confidence level.6.BSMshearloadcapacities areadequate.

7.Furtheruseofleadtypeexpansion anchorsatSRSshouldbediscontinued.

Leadtypeshellexpansion anchorshavebeenusedinthereactorbuildings tosupportsomesafety-related equipment.

Aspartoftheseismicupgradework,theadequacyoftheseanchorswasevaluated usingtheUSIA-46methodology.

Thismethodology isbasedonapplication ofactualearthquake experience data,testdatacompiledbyEPRI,andotherdataandisusedtoevaluatetheseismicadequacyofcertainclassesofnuclearplantequipment.

Anchorage isaddressed bySQVGbutspecificdataonleadtypeexpansion anchorage isnotavailable.

Allowable loadsspecified inBSMwereoriginally usedduringthewalkdowns forthepurposeofanchorage evaluation.

Thewalkdowns revealedthatmanyoftheleadanchorswerenotinstalled perBSMandtheactualloadcapacityofleadtypeexpansion anchorswasquestionable.

RTR-2661Page4August15,1989CALCNOREVISIONPARENOAdcHoRAtotalof107Jeadtypeanchorscovering5anchorsizeswereloadtestedtofailureintensionand36anchors,3sizes,weretestedtofailureinshearperSP2449.Basedonthetestresults,newlowerallowable loadsfortensionweredetermined and-arelistedinTable2.Theshearfailureloadsexceededthosepredicted byB8Mandtherefore, theB8Mvalueswereretained.

Theleadtypeexpansion anchorsexhibited poorloadperformance intensionasevidenced byawidevariation infailureloads.Becauseofthispoortensionperformance, itisconcluded thatfurtheruseofleadtypeexpansion anchorsshouldbediscontinued atSRS.Testswereperformed underSpecialProcedure 2449onabandoned leadtypeexpansion anchorsinSRSReactorAreas.Thefollowing conditions wereprerequisites totesting:-Anchordidnotpulloutorbecomeloosewhensubjected toatightness torqueofapproximately 20%oftheinstallation torque.-Perpendicularity oftheanchorwiththewallwaslessthan5degreesoffset.-Anchorlocationwasgreaterthan10diameters fromthenextloadedanchororaconcreteedge.Becauseofthelimitednumberofavailable anchors,someanchorscloserthan10diameters tothenextabandoned anchorwereused,Thetestwasconsidered acceptable ifconcretespallingdidnotprotrudeintotheareaoftheadjacentanchor.Also,someexpansion anchorsweretestedifpartofthethreadedshellwasabovetheconcretesurfacebutalloftheleadringthatsecurestheanchortotheconcretewasbelowthefaceoftheconcrete.

Inthiscase,ametalspacerwasusedtoprovideagapbetweenthebaseplateandanchorduringthetightness torque.TETPThetestsetupisshowninFigure1.Ahydraulic ramwasusedtoapplyaloadtotheanchorfortensiontests.Astudrodwitha

RTR-2661.Page5August15,1989NCHosdoublenutononeendwasinsertedthroughtheboreoftheramandscrewedintotAeanchoraboutonediameter.

Thentheramwasusedtoapplyaloadapproximately 325lbstotheanchor.Allsubsequent loadswereappliedtotheanchorbytorquingtheautandmeasuring theresisting loadonthehydraulic ramthatistransmitted.to theanchor.Boththetorqueandtheloadwererecordedinstepincrements untilfailure.Forsheartests,aspecialshearplateassemblywasmade(Figure1).Aboltwasinsertedthroughtheshearplateassemblyintotheanchor.Thehydraulic ramwasthenplacedundertheshearplateassemblytopushtheshearplateupward.Theresisting pressureatfailurewasrecorded.

Bothtensionandshearloadcapacities (Table2)forleadtypeexpansion anchorsweredetermined.

Themeanmeasuredtensionloadsatfailurewereallbelowtheexpectedfailureloads(i.e.,B8Mx4).Therefore, newlowerdesignallowable loadsarerecommended whichincludesafactorofsafetyof4.Atightness torquewasappliedtoscreenoutpoorlyinstalled anchorsduringwalkdowns andwasalsoappliedduringthesetests.Anchorsthatfailedthetightness torquewerenotloadtested.Thus,thenewlowerrecommended valuesareapplicable toanchorsthathavebeenscreened(i.e.,passedthetightness torque).Additionally, aspartofthewalkdowneffort,calculations shouldbeperformed forallleadshelltypeanchorstoshowthattheseismicdemandloadisequalorbelowthenewlowerrecommended loads.Iftheseismicdemandloadexceedsthenewrecommended value,theanchormaystillbeadequateproviding theanchorboltistorquedtoaproofload.Theinducedproofloadwillconfirmwhethertheanchorcancarryitscalculated seismicdemandload.MostpipesatSRSwasdesignedtoANSIStandardB31.1usingB8Manchorage allowables.

PipesdesigntoANSIB31.1hasproventobeseismically ruggedbasedonearthquake experience data.Therefore, ifseismicqualification ofSRSpipingisaccomplished byevaluating

'heas-builtcondition againstANSIB31.1(i.e.,noloadcalculations),

thenB8Mallowables mustbeassumed,andtheanchorboltsmustbe

RTR-2661.Page6August15,1989ATTACHMENT CALCNOprooftorquedtoinducedtheBSMdesignallowable load.lnthiscase,onlyonetorquetest(notightness torque)wouldberequiredandcalculation oftheanchorloadwouldnotbenecessary.

SQUGmethodology.

permitsafactorofsafetyof2fornon-shell typeanchorsbutrequiresafactorofsafetyof4fortheshelltypeanchor.However,thisproposedprogramrequires100/overification.

ofstrengthofthoseleadshelltypeanchorsthatexceedthenewlowerrecommended loadsorifB8Mallowables areassumedbyperforming atorquetest.Thetorquetobeappliedshouldbeselectedbasedonthelowerbound95%confidence curve(Figures8-11)andwillinduceanequivalent meanloadontheanchorofapproximately1.5 timestheseismicdemandload.Thus,theSQUGrequirement ofachieving a95%confidence levelthattherearenomorethan5%nonconforming anchorsismet.TheBSMshearloadallowables willberdtainedbecausethemeasuredshearloadcapacities (Table2)exceededtheB8Mfailurevalues.Sheartestsofthe3/4"and1"anchorswasnotperformed becauseno.suitable anchorscouldbefound.Table2LeadShellExpansion AnchorsAnchorSize,inchesTensionTestsNumberofTestsB8MDesignAllowabeLoadFailureLoadPerB8M'eanMeasuredFailureLoadNewRecommended Allowable LoadTorqueBasedOnB8MDesignAllowable Load,ft-IbShearTestsNumberofTestsB8MAllowable FailureLoadPerB8MMeanMeasuredFailureLoad35341710970012002000300055002800480080001200022000262337464456587014058600880970128031602437506916128400800140020003500160032005600800014000279657367934

RTR-2661Page7August15,1989ATTACHMENT CALCNO.OPAGENODANLThenewlowerrecommended allowable loadsarebasedonthemeanloadmeasuredatfailureforthesamplepopulation tested.Themean(i.e.,samplemean)wasthenstatistically adjustedtoobtainatruemeanloadatthe95%confidence interval.

Thefailureloaddistribution wasassumedtobeGaussian.

Theallowable loadslistedinTable2providesforafactorofsafetyof4.Forloadsexceeding thenewlowerrecommended loads,torquetestsmaybeperformed todetermine anchoradequacy.

Aleast-squares regression analysiscorrelations betweentorqueandloadatthe95%confidence levelweretabulated bySRL(Appendix A)andhavebeenplottedonFigures8-11.Thetorquetobeappliedshouldbeselectedbasedonthelower95%confidence boundcurveandwillinduceanequivalent meantoadontheanchorofapproximately 1.5timestheseismicdemandortheB8Mload.Also,thetorquetobe'applied shouldnotbeextrapolated beyondtherangeofthe95%confidence lines.TENINTETensiontestswereperformed inP,L,KandRreactorbuildings forfivedifferent sizesofleadshellexpansion anchors.Thesetestswereperformed inmanydifferent locations ofthereactorbuilding:

0level,-20and-40cleanareasandradiation zones.Atotalof107tensiontestswereperformed (Appendix B).Fewertestswereperformed forthe5/8,3/4and1inchanchorsbecauseofthelowavailability ofanchors.Someanchorswereloadtestedwithouttorquingbecausetheanchorswerecrossthreaded.

All1-inchanchorswerefoundatthefloorlevelandcontained excessive amountsofrust,therefore thetorquetoloadrelationship wasnotdeveloped.

Testsshowedawidevariation intensionloadcapacities (Figures2-7)foreachanchorsize,reactorarea,andmodeoffailure.Thiswidevariation maybeexpectedbecausetheholdingcapacityoftheanchorislargelydetermined bythecorrectholesizeandcompacting oftheleadringbetweentheconcreteandthethreadedshell.Theamount

RTR-2661Page8August15,1989ATTACHMENT PAGENOC.5offorcefore~uringadequatecompacting oftheleadwasprobablynotspecified duringtheoriginalinstallation.

Approximately 7%oftheanchorsfailedduetoconefailureaftheconcrete.

Someofthefailures(22%)wereduetoacombination ofaconcretefailure(i.e.,concreteconedidnotpenetrate tobottomofanchor)andslippageoftheanchoroutofthehole.Another22%'oftheanchorsfailedbecausethenon-leadportionoftheanchorbroke.Thelargestportion(47%)oftheanchorsfailedbecauseofslippage(i.e.,theanchorwaspulledoutofitsholewithoutspalling).

About40%oftheslipfailureswereduetopoorinstallation (i.e.,noconcretespallingorsignificant gallingoftheleadsleevewasapparentindicating anoversized holeorinsufficient packingoftheleadsleeve).Nearlyallofthe3/4inchanchorswerenotinstalled perB8M.Inspection oftheanchorsafterpulloutshowedthatinmostcasesonlyoneofthemultiplestackedunitsprovidedsupport.Alistoftheanchorsthatfailedthetightness tests(allturnedinholeexcept1anchorwhichwastorquedagainstbaseplate)ortheperpendicularity requirements wasnotkeptbutitisestimated thatabout10'-15%oftheanchorstestedwererejectedbasedonthoserequirements.

ETEDatawasalsocollected todetermine thecorrelation betweentorqueandloadforthe3/8,1/2,5/8,andthe3/4inchanchors.Regression analysiscurvefits(Figures8-12)weremadeforeachsizeanchorandshowagoodcorrelation betweenmeantorqueandload.Also,agoodlinearcorrelation betweenthemeanfailureloadandboltdiameterwasdetermined.

Thelowerbound95%confidence lines.for-torqueandloadarealsopottedonFigures8-11basedonSRLanalysis.

Torquetestsshouldbeusedtodemonstrate anchorinstallation adequacyfortheB8Mdesignallowables oriftheseismicdemandloadiscalculated andexceedsthenewlowerallowables (applicable toKandLareasonly).ThetorquesselectedfromtheFiguresforloadtestingtheanchorshouldbebasedonthe95%confidence linesandwillmettheSQUGrequirement thattherearenomorethan5%nonconforming anchors.Widevariation intorqueatanyspecificloadwasalsoexperienced.

Torquevalues..differ becauseofperpendicularity oftheanchorwiththewall.Thistypeofinstallation wouldcausetheramtopullthe

RTR-2661'age9August15,1989cl3KC9..~eHoRanchoroutatynangleandwouldyieldanincreased torquevalue.Also,someboltsdonotfittightintheanchoruntiltorquedagainstthebaseplate(i.e.,threadcontactbetweenboltandanchorisnottight).Insomecasesthiscouldallowtheramto-bemountedwithsomeoffsetfromperpendicularity.

Additionally, theconcretewallwasvisiblynotflatinsomelocations whichwouldallowtheramtopullthe.anchoratanangleyieldinghighertorques.Allofthesevariables couldresultindifferent torquevaluesforthesameload.Sheartestingwasperformed onlyinRReactorArea.However,tensiontestsshowednosignificant variation infailureloadcapacities asafunctionofreactorarea(Figure12).Thusthesheartestsareexpectedtoberepresentative ofallreactorareas.Themeanmeasuredshearloadwasdetermined forthreedifferent sizeanchors(Figure13,14)basedontheresultsof36different tests.Testswerenotperformed onthe3/4and1inchanchorsbecausenonecouldbefound.Themeanmeasuredshearloadsat'ailurewere50to74%greaterthanfailureloadsindicated inBSM.Onlyoneofthe32anchorstestedfailedataloadslightlylessthantheBSMvaluetimes4(Figure14).

FIGUREIATTACHMQf CALCNOREVISIONPAGENOT0GUURESSUREGAUGEANCHORTORQUENUTIIIIIIHYDRAULIC RANANCHORHEARASSENBLYPRESSUREGUAGEHYDRAULIC RAN

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."""~NO.CJ1FAILURELOADScMODETENSIONTEST3/8"ANCHOR60005000A-ANCHORFAILUREC-COteaETE VAILURES-SUPFAILUREB-S8CFAIURE4000ClC03000MEANw2623AASSSSSSSSSACBSSSSSACSSAASBBSSASAAS FA1LUREMODEF1QURE2

FAtLURELOAD8cMODETENSlONTESTS0/2"ANCHORCAI.CNOCJZ80006000A-ANCHORFAILUREC-CONCRETEFAILURES-SLIPFAILURE8-S8CFAILURE4000MEAN~3746 2000ASSSASSSSSSSSSSSASBBBASBBCSCCAAAAS FAILUREMOOEFIGURE3

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

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

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

TORQUEVSLOADTENSIONTESTSia-ANCHORATTACHMENT veHo&REVISIONOOopticpet2d1000080004000200095YeLOWERCONFIDENCE BOUNDY~-2147+?5.2XTHISCORRELATION EXCEEDSTHE95'loLEYELBY10FT-LBTOPERMITLOADTESTTO-1.5x20406080,100120140TORQUEFT-LBFIGURE11

CGDZDEATTACHMENI CCALCNOREVISIONPAGENOMEANFAILURELOADTENSIONTESTANCHORSIZE&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

ATTACHMENT CALCNOREVISIONooPAGENQSHEARFAILURELOAD12000MEANMEASUREDMEANPERBSMs/s1/2'NCHOR SIZE(INCH)FIGURE14.3/8'

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