ML17209A679

St Lucie Plant Unit 1,NRC IE Bulletin 80-11,Final Rept. Three Walls Require Field Mod.Twenty Walls Require Reinforcement of Top Edge Support.Affidavit Encl

ML17209A679
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Issue date:	02/11/1981
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IEB-80-11, NUDOCS 8103030062
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STLUCIE'L'ANT-UNITNO.1NRCIEBULLETIN80"11FINALREPORTPREPAREDBYEBASCOSERVICESINCORPORATEDFORFLORIDAPOWER.,&LIGHTCOMPANY8l03P30D4 TABLEOPCONTENTSSectionTitle~PaeIIIIIIVVIVIIIntroductionDescriptionofMasonry-WallsConstructionPracticesInspectionofMasonryWallsDesignVerificationResultsofInspectionandVerificationSummary1720 I.IntroductionOnMay8,1980theNRCissuedIEBulletin80-11onthesubjectofdesignofmasonrywalls.FloridaPower&LightCompanyinresponse,throughtheirarchitect-engineer,EbascoServicesIncorporated,institutedafieldinspect-ionprogramanddesignre-evaluationprogramtoverifytheadequacyoftheexist-ingmasonrywalldes'ignasrequestedbythebulletin.ThefieldinspectionprogramwascompletedinOctober,1980.Bythenthere-evaluationcriteriahadbeenfinalizedandtheanalysisportionoftheprogramwasunderway.There-evaluationofthewallswasessentiallycom-pletedbytheendofDecember1980.Thereremainedonlythefinalanalysisofafewwallsandtheinvestigationoftheceilingattachmentsforthefull>>heightwalls.Thisportion.of.theprogramwas,completedinJanuary1981.FPLinitsinitialresponse=toBulletin80-11ofJuly24,1980(LtrL-80-233)addresseditems,1,2a,and3ofthebulletin,describingtheplanned/inspectionandre-evaluationphase'softheprogram.A"secondinterimre-sponseofNovember4,1980(LtrL-80-374)reportedthecompletionofthefieldinspectionandthedevelopmentofthere-evaluatioqcriteriaandrequestedanextensiontoFebruary9,1981forsubmittalofthefinalreporttotheNRC.Thefollowingreportpresentsindetailtheinformationrequestedinitem2.bofBulletin80-11.Theproceduresfortheinspectionandverificationprogramsarediscussed,aswellastheresultsofthoseprogramsandcorrect-iveactionstaken.,

EI.DescriptionofMasonryWalls204masonrywallswereconstructedintheReactorAuxiliaryBuildingandFuelHandlingBuildingforStLucieUnit1.All'hesafety-relatedmasonrywal'lsarelocatedintheReactorAuxiliaryBuilding.Thefunctionsofthewallsincludepressureretention(primarilyformaintainingHVACflowbal-ancing),security,personnelcontrolandshieldingforradiationexpos-urereduction.Wallconstructionincludedbothstackedandrunningbondtypes.Where.multiplethicknesseswereprovidedforshieldingpurposes,thejoints.werestaggered.Ofthe203wallsintheRAB,.101wereoriginallydesignedforseismicloading.The-remaining102wallsintheRABandonewallintheFHBwerenotdesignedfor'\seismicloading.Theseismicallydesignedwalls,wereprovidedwithverticalrein-'orcementconsistingofeightAreinforcingbars,fourineachcell,andthecellswerefilledwithmortar..Thesereinforcedunitsarespaced4'0oncenters."Dur Wal"horizontaltrussreinforcementwasplacedat.everymortar-joint.duringerectionofthereinforcedmasonrywalls.Thewallsnotdesigned,for.seismicloadingwereprovidedwithreinforcementconsistingof"Dur Wal"everythirdcourse.Thesearedescribedas"unre--inforcedwalls"elsewhereinthisreport.Nomasonrytiesbetweenthewytheswereprovidedformulti-wythewalls.Thematerialsofconstructionusedwereasfollows:MasonryUnits-.ASTMC90GradeNMortar-ASTMC270TypeSReinforcingSteel.>>ASTMA615Grade40StructuralSteel(supportingangles,embedmnts)-ASTMA36Masonrywallswhichareinproximitytoorhaveattachmentsfromsafety-relatedpipingorequipmentsuchthatwallfailurecouldaffectasafety-relatedsystemaredesignatedassafety-relatedwalls.

3Theinspectionprogram'dentified90wallsfallingintothiscategory.Ofthese,65werereinforcedand25wereunreinforced.Allsafety-relatedwallsrequireddesignverificationtoestablishstructuraladequacytocarrypostulateddesignloads.ThedesignverificationprogramisdescribedinSectionVofthisreport.Theremaining114wallsweredesignated"notsafety-related;"nofurtherevaluationofthesewallswasrequired.III.ConstructionPracticesA-ReinforcedBlockWallsTheblockwallsaresupportedbya2.'0highconcretestarterwallwhichi:s~doweledintothefloorslabwithnumber.6reinforcingbarson12inchcentersoneachface.Thereinforcedblockwallunits,spacedatevery4feet,re-ceived8number4reinforcingbars.Thepositioningcfthereinforcingbarswasaccomplishedbybuildinguptheblockwalltofourcourseshighthenfil'ingthecellswithtype"S"mortar,roddingthemortartoachievehomogeneity.Thenthe3'0longreinforcingbarswereinsertedintothemortar-filledcellsleavingaprojectionof'Burinchesbeyondtheblocks.Eightsplicebarswereintroducedadjacenttotheoriginalbars,projectingthreefeetand.splicing1'0withtheinitialrebar.Next'theblocksvereinsertedovertheprojectingreinforcingandbuiltuptofouradditionalcourses,continuallyfi11ingthe.cellswithmortarandroddingthemortar.Thesequencewasrepeatedunti.lthewallwasbuilt,uptowithinfourcoursesoftheceiling.'IInordertopositionthelastfourcoursesinsuchawaythattherein-forcingwascontinuoustotheceiling,thesidewalloftheblockwaschippedoutandtherebarinsertedhorizontally.Thecellwasthenfilledwithmortarandthechippedoutsidewalloftheblockrepairedwiththesamemortar.Horizontalreinforcing(Dur Wal)wasplacedateverymortarjointduringtheerectionoftheblockwall.

Horizontalreinforcementspliceswerestaggeredverticallysothat,nosplicesintwoadjoiningcoursesarelessthan8incheshorizontallyapart.Whereamultiplethicknesswallwasrequiredduetoshieldingconsiderationstheverticaljointswerestaggered.B-UnreinforcedBlockWallsA3/8"mortarbeddingis.providedon.topoftheslabandtheblockislayedonthisbedding.everythirdcoursereceives"Dur Wal"horizontalreinforcing.)Forpartialheightwalls<thatreceiveaprecastslaboverthem,thelastcourseisaprecastbondbeamwithtwo,number5reinforcingbars(continuous).The.bondbeamisconnectedtotheroofslabbynumber4barsat3'4O.C.Thecellisthenfilledwithmortar;.,Full'eightwallsspanningfromfloortoceilingreceivedDur Walateverythirdcourseanda.bond,beamatapproximatelymid-heightandatthetopofthewall,withsimilarrenforcingand,groutingtothatprovidedforthepartial.heightwalls.IV.InsectionofMasonryWallsPursuanttotherequirementsofNRCIEBulletin80-11datedMay8,1980,afieldinspectionprogramwasdevelopedto"identifyallmasonrywallsinyourfacilitywhichareinproximitytoorhaveattachmentsfromsafety-relatedpip-ingorequipmentsuch.thatwallfailurecouldaffectasafety-relatedsystem."InaccordancewiththeProcedureforInspectionofConcreteMasonryWalls,FL0-128-4.800,Rev3,thefieldinspectionprogramconsistedoftwophases.PhaseI.inspectionincluded.areviewofthesitegeneralarrangementandconcretemasonrywalldrawings,todeterminetheextentoftheinspection.Amastersetofreferencedrawingsshowingallmasonrywallswasassembledandeachwall,wasassignedauniqueidentificationnumber.Thesemasterreferencedrawingsaremarked-upreproduciblecopiesofgeneralarrange-5mentdrawings,showingwalllocationandidentificationandissuedunderBackfitChangeSketchnumbersBCS128-4.300thru.304.Aninspectiondatasheetwasprepared(FLO128-4.800Att81)foreachwallandthePhaseIportionofthesheetcompleted.Thisportionincludedthewalluniqueidentificationnumberandorientationofthewallasshownonthedesigndrawings.Referencewasmadetothemasterreferencedrawing(BCS)showingthewall,andadescriptionoftheplantlocation,includingbuilding,floorelevationandreferencetomajorequipmentinthe.area.Inaddition,thedesignfunctionofthewallwaslistedatthistime.TheseincludedpressureretainingorprimarilyformaintainingHVACflowbalancing,securityor.partitionwallsforpersonnelcontrolandshieldwallsforradiationexposurereduction.Phase,Iworkalsoincludedareviewofthewalldesignconstructiondrawingsandalistingofthethicknessandcompositionofthewall,includingreinforcementdetailsandmultiplewytheconstruction.llUponcompletionof,thePhaseIportionoftheinspectiondatasheets,thefieldinspectionprogramorPhaseIIportionwasimplemented.InspectorsperformingPhaseIIfieldinspectionswereEbascodesignorengineeringpersonnel,familiarwith,powerplantoperationandsafety-relatedequipmentidentification.Theinspectorswerebriefed.documented,certified,inaccordancewithInspectionProcedureFLO128-4.800.ThePhaseIIfieldinspectionconsistedoflocatingeachwallidentifiedonthemasterreferencedrawings.Afterlocationofeachwall.,aninspectionwasmadewithaJamesElectronicsR-Meter,toverifytheexistenceofverticalreinforcingrebarand/orhorizontalreinforcingDur-O-Wal,ifcalledforinthedesignconstructiondrawings.Thisinspectionwasasamplingverif-icationtodeterminetheexistenceofatleastoneverticalreinforcedrebarcolumnand.-twohorizontalreinforcedDur Waljoints.Afterfur'therfieldverificationofwallthicknessandcomposition(whereverifiable),theappro--.priatesectionoftheinspectiondatasheetwaschecked.

r 6-Followingthis,aninspectionofeachwallwasmadetodetermineiftherewasanysafety-relatedequipmentmountedorincloseproximityofthewall.Thisequipmentincluded,butwasnotlimitedto,safety-relatedpipingandsupports,conduit,cables,electricalboxes,pumps,heatexchangersandinstrumentation.Forthepurposeofthisinspection,"closeproximity"wasdefinedas:i)adis-tanceequaltoapproximately.five(5)feetforreinforcedandun-reinforcedfullheightwallsor,ii)adistanceequaltotheheightplusone(1)footforcantileveredreinforcedwalls.This,distancewasmeasuredasaperpendiculardistancefromthewal'othesafety-relatedequipment.Uponthedeterminationthatnosafety-relatedequipmentwasattached,orincloseproximitytoawall,theinspectiondatasheetwasmarked"notSafety-Related"andsignedoff,withnofurtherverificationrequired.Ifanysafety-.relatedequipmentwasidentified,asketchofthewallwasmade,locatingallsafety-relatedand-significantnon-safetyrelatedequipmentloadsonthewall.."Significant,"asusedinthisinspection,wasdefinedasanyequipmentwhichintheveryconservativejudgementoftheengineersperformingtheinspectioncontributedaload.tothemasonrywallgreaterthantwenty-five(25)poundspersquarefootwallsurface.Inaddition,allwallpenetrationsforHVAC,-electrical,cabletrays,ductworkandgrillpenetrationswereshownonthewallsketch.Allloadshavingacenterofgravitygreaterthanonefootfromthewallsurfacewerenoted,aswellasanygeneralobservationsbytheinspectorcon-cerningthe"as-built"conditionofthewall.Sincetheintent.ofBulletin80-11isawallfailureoccur,a.detailedlisttoawallwasdevelopedforwallsfortoidentifyequipmentaffectedshouldofsafety-relatedequipmentinproximitywhichanengineeringevaluationmightshowfailureunder-certainpotulatedloadconditions.Uponcompletionoftheinspectiondatasheets,copiesweretransmittedtotheEbascoNYOLeadCivilEngineerforreview,inaccordancewith"UerificationofConcreteMasonryWallDesign"ProcedureFLO128-4.802.Duringthisreview,andattherequestoftheleadCivilEngineer,anadditionalinspectionwasmadeoftwenty-four(24)of-themasonrywalls.-Forthisinspection,two(2)one-halfinchholesweredrilledintothecellsoftheselectedblockwallst'overify' 7theexistenceofthegroutormortarfill.Inadditiontothefieldinspectionsperformedatthesitetoverifythe"as-.built"conditionofconcretemasonrywalls,severalQualityAssuranceaudits-wereperformedinaccordancewiththe"QualityAssuranceProcedureforCompli-..ancewithNRCBulletin80-11"FLO128-4.801.TheseauditsofthePhaseIand.Phase-IIportionsoftheinspectionwereperformedjointlybyFPLandEbascoandincludedverificationofinspectortraining,.datacollectionanddocu<<mentationoffindings.V.DesienVerificationMasonrywallsidentifiedbythefieldinspectionprogramassafety-related,i.e.havingsafety-relatedequipmentmountedonthewallorlocatedintheIvicinityofthewallsuchthatitcouldbedamagedbypossiblewallfail-ure,requiredadesignre-evaluationtodemonstratetheircapacitytowithstand,postulateddesignloads.Adesignverificationprogram'forthispurposewas-conductedinaccordancewithProcedure128-4.802,"Procedurefo-VerificationofConcreteY~sonryMallDesign."Themasonrywallsarenotshearresistantelementsinthebuildingstruct-uresystem,norloadbearingwalls..Theyprimarilyfunctionasshieldingandpartitionwallsexceptinonecaseas'apressureboundary.Therefore,theprimaryconcernofthemasonrywallre-evaluationwasfocusedonthebehaviorofthemasonrywallsintheeventofthesafeshutdownearth-quake.A.LoadsandLoadCombinationsTheloadsthatareimposedonthemasonrywallsare:1)DeadLoad(D)-Thisincludestheweightofthewallandstructuresorequipmentsupportedbythewall,Theattachmentloadsarecon-duits,smallpipes,junctionboxes,switchesandtransformers.

2)SeismicLoads,a)Feqo-Thisistheloadgeneratedbytheoperatingbasisearth-quake(OBE)specifiedforthesiteoftheplantanddevelopedforthewallbytheseismicanalysesofthebuilding.Theseismicaccel-erationsareappliedtothemassofthewallandallattachedequip-ment.In-planeandout-of-planeloadingsandthe,effectsofinter-storydriftofwallsareconsidered.b)Feqs-Thisisthe'loadgeneratedbythesafeshutdownearthquake(SSE)specifiedforthesiteoftheplant,anddevelopedasdescribedaboveforOBE.3)PressureLoad(Pa)-Thisisthepressureequivalentstaticloadwithinthemasonrywallcompartmentcausedbyfailureofequipment.Theloadincludesanappropriatedynamicloadfactordeterminedbyanalysis.Sinceallwallsarelocatedindoors,therearenowindortornadoloads'hewallsarenot,subjectedtopiperupturereactionloads.Therearethreepossibleloadcombinationswhencombiningtheabovefour(4)differentindividualloads:AllowableStresses1)SevereEnvironmentalCondition2)ExtremeEnvironmentalCondition=D+OBE=D+SSE3)AbnormalExtremeEnvironmentalCondi-=D+SSE+PationS(Table1)U(Table2)U(Table2)Sincetheallowablestressesusedforcombination(2)areingeneralonly1.67timesthoseusedforcombination(1).,whiletheSSEloadingistwicetheOBEloading,loadcombination(1)isnotgoverning.ThepostulatedloadcombinationsareconsistentwiththeFSARcommitments.Sincethe-FSARdoesnotspecifyallowablestressestobeusedfordesignofmasonrywalls,theallowablestresseslistedinTables1and2arebasedonACE531-79,,"BuildingCodeRequirementsforConcreteMasonryStructures."

' Table1:AllowableStressesinUnreinforcedMasonryDescriptionAllowable(psi)Maximum(psi)owaoe(psi)xxmum(psi)Compressiye)AxialFlexuralBearingOnFullareaOnone-thirdareaorlessShear2,3)FlexuralmembersC2)ShearWallsTensionNormaltobedjointsHollowunitsSolidorgroutedParallelto.bedjoints(4)HollowunitsSolidorgroutedGroutCoreCollarjointsShear0'.22f'0.33f'0.25fm0.375f'.l.l~f'.9~f'.5~m'.0Jm'.0~m.01.5/m02.5J~1000120090012005034254050800.44f'0.85f'0.62f'm0.95f'1.7Jf'.35Jf'0.83Jm1.67~m1.67~m02.5~m4.2JY200030002250300075.516267'3412TensionNotestoTable1:.3.(1)Thesevaluesshouldbe-multipliedhy(1-(&i))ifthewallhasasignificantverticalload'I(2)Usenetbeddedareawiththesestresses.(3)Forstackedbondconstructionusetwo-thirdsofthevaluesspecified.(4)Forstackedbond,constructionuse.two-thirds'fthevaluesspecifiedfortensionnormaltothebedjointsintheheadjointsofstackedbondconstruction.(5)Note:ForStLucieUnit81,m=1800psif'900psim

~~10-Table2:AllowableStressesinReinforcedMasonryDescriptionAllowablesiMaximumsilllowablesiMaximumsi)CompressiveAxial.(1)FlexuralBearingOnfullareaOnone-thirdareaorlessShear(2)Flexuralmembers'ShearHalls'3,4)MasonryTakesShearM/Vd>1M/Vd=0ReinforcementTakesShearM/Vd>1M/Vd=0ReinforcementBond0.22f'0.33f'0.25f'.375f'1.1~f'9~f'2.0Jf'.5~f2.0~1000120090012005075120.44f'.85f'62fm.95f'.7~f'5A'4~f2.5~f'20002400C1800240056123125180PlainBarsDeformedBarsTensionGrade40!Grade60IJointh'ireICompression6014020,000'4,000.5For30,0000.4FIV801860.9F0.9F0.9F0.9F PhNotestoTable2:3h(1)Thesevaluesshouldbemultipliedby(1-(40t))ifthewallhasasign-ificantverticalload.(2)Thisstressshouldbeevaluatedusingtheeffectiveareashowninfigurebelowexceptasnoted'n(6).IIi~v/r<<'rr~Mr6tot$04cln9neheenleeslnrtvnninybond~rrrrrrrrrrrrrrrrs>><<~>>r~~~'~~~~~'~~~Acestaumcdt<<~iveinlltxvrsicomota)ionfurcanormal<otact(3)Netbeddedareashallbeused'iththesestresses.(4)ForH/Vd.val'uesbetween0and1interpolatebetweenthevaluesg'venfor0andl.(5)'ote:ForStLucieUnit/PI.m~1800psi0f'900psi(6)IfDur Walreinforcementisprovidedforstackbondwallstheeffectivewidthofthereinforceduni.tscanbe'increasedtothesameamount-asthatused.forrunningbondwalls.

12B.AnalyticalModelAllmasonrywaLlsweretransformedintoequivalenthomogeneousplateelementsspanningverticallytoresistout-of-planebendingloads.Forreinforcedmasonrywalls,thetopsupportwasassumedtobesimplysupported,sincethewallsarerestrainedbytwoclipangleson'bothsides.Thebottomsupportwasassumedtobefixedbecausedowelsinsidethewallscantransferbendingmomentstothestarterwalls.Theeffectivewidthofeachreinforcedunitisalittlelessthanthespacingofthe-reinforcingunitsforthestackbond~-wallsaccordingtoACT-531-79.However,DUR MALreinforcementwasprovidedforeverycourse,andcementmortarisfilledinthecellcoresofallblockssothattheentirewidthof,thewallwasconsideredeffectiveforthemodel.Forunreinforcedwalls,thesimplysupportedconditionwasassumedforbothtopandbottomsupports.Rigidarchingwasalsoassumedwhenarchinganalysiswasperformed,sincenogap-wasdetected-atthetopsupportduringinspection.(Seefigure'1;and,2)AFiniteelementmodelswereusedtorepresentthemasonrywalls.Alllargeopeningswereincludedinthemodel.Theweightsofattachmentswereinputasmassforfrequencyanalysis.Alloftheattachmentsexcepttransformersarerigidlyconnectedtothewallswiththecenterofmasslessthanafootfromthewallsurface.Alsothemaximumweighteftheattachmentislessthan1%ofthetotalweightofthemasonrywall'itself.Therefore,dynamicamplification'ftheattachmentswasnotconsidered,exceptinthecaseofthetransformers,whereanindependentdynamicanalysiswasperformed.TheAHSYScomputerpro-gramwasusedforalltheanalyses.,Tha.analysisofmulti-wythewallsdoesnotassumecompositeactionbetweenthewythes.

13151617\8Fly;'LQe~lllestretfaytae.Nffereaces$aNotfoaSeteeeaRfyfdeadCsppedArcMay.2'125Ikmaplip).3132335A343536Ay,2.FtaelodFNeyreasShoetayForces1a81yfdeadOappedArchway.

C.DynamicandStaticAnalysesThefrequencyanalysisofthemasonrywallisthesameasforordinaryplateelementsexceptthatbothuncrackedandcrackedsectionsarecon-sideredforthereinforcedmasonrywalls.Thecriticaldampingvaluesusedingenerationoffloor,responsespectraforSSEwere7%forreinforcedcrackedwallsano2%for-uncrackedwalls(bothreinforcedandunreinforced).Seismicaccelerationvalueswereselectedfromthefloorresponsespectrumatthebottomofthewallorthefloorresponsespectrumatthehigherelevation,whicheveryieldedthemaximumresponseatthepredeterminedfrequency.,AI25%variationofthefrequencyrangewasalsoconsidereddueto'variationsofmasonrymaterialandotherfactors.Alltheloadingsincludingdeadweightof,themasonrywall,attachmentloadsandseismic,loads(horizontalandvertical)wereinputintothecomputer.Theoutputstresseswerecomparedwiththeallowablestresseslistd'nTables1and,2.D.SpecialAnalysesSincethere-evaluation.ofthemasonrywallsisbasedon,theassuranceof"nocollapse."ofthewallsforthemostcriticalloadcombination,iftheflexural.stressesexceededthedesignallowablesatonesectionofthewall,thewallisstillnotnecessarilyconsideredtofailsTwospecialanalysistechniqueswereusedtoevaluatethistypeofsituation.The"Yield-LineTheory"or"PlasticDesign"wasusedforthereinforcedmasonrywalls;whi.lethe."Arching'Analysis"wasutilizedfortheunreinforcedmasonrywalls.1)YieldLineTheory-Asstatedabove,intheanalyt'calmodelthere-inforcedmasonrywallwasassumedfixedatthe.bottomandsimplysupportedatthetop.Thisisconsideredanindeterminatestructure.Therefore,alineofhingeswasinsertedinthemodelwheretheflexural.stressesatthat-locationexceededtheallowable.Thebendingmomentwasthenre-distributedbyre-analysisofthe.wall.lftheresultingbendingstresses 15-D.'pecialAnalyses(Cont'd)werefoundtobeacceptableatallotherlocationsand.thedisplacements-werenotexcessive;thewallwasconsideredtobequalified.2)ArchingAnalysis-Thebehaviorofacrackedunreinforcedwallmaybeconsideredasthat'fa3-hingedarchwithhingesformedatmidspan,topandbottomsupports.Ifagapexistsatthetopofthewall,gappedarchingaction,shouldbeassumed;otherwise,rigidar'chingactionisassumedasillustratedinFigure1.Thereactionsforthe3-hingedarchcanbesolvedbymeansofthefree-bodydiagramsshowninFigure2.E.InterstoryDriftAlthoughtheS"Lucie.Unit1concretemasonrywalls-arenotintendedtocarryasignificantpartofthe.buildingstoryshear,,in-planeshearmaybeimposedonthembytherelativedisplacementbetweenfloorsduringseismicevents.,Thestrainacceptancecriteriawasusedforevaluationofin-planeinterstorydrift.Therelativedisplacementbetweenfloors-ncludestwotypesofdis-placements.Oneisduetobendingdeformationofthestructuralshearwalls;theotherisduetosheardeformation.Thebendingdeformationofthestruct-uralshearwallswillonlycausethemasonry,wallstoelongateorshortenonthesides.Itisthe,shearingdeformationofthestructuralshearwallsbe-tweenfloorswhichwillcausethemasonrywallstohavein-planeshearingstraineffects.Itisthesestrainswhichareevaluatedasdescribedbelow:Thegrossshearstrainisdefined-tobe:rWhere5=,strain=relativedisplacementbetweentopandbottomofwallH=heightofwallThepermissiblein-planeshearingstrainsare:

16-E.InterstoryDrift(Cont'd)=0.0001forunconfinedwalls~u=0.001.forconfinedwalls-cTheaboveval'ueswereusedfornormalandsevereenvironmentalloadcombin-ations.Forotherloadcombinations,theallowablestrainsweremultipliedby1.67.+Anunconfinedwallisattachedononeverticalboundaryanditsbase.'Aconfinedwallisattached,inoneofthefollow'ingways:(a)onallfoursides;(b)onthetopandbottomofthewall;(c)onthetop,bottomandoneverticalsideof.thewall;(d)onthebottomandtwoverticalsidesofthewall.fTheout-of-planeinterstorvdrift.ofthewallduetodifferentialdisplace-mentsbetweenthetwofloorswillnotbesignificant.duetothefollowingreasons:k1)Ifthewall.issimplysupportedatthetopandbottom,thesamebendingmomentcapacitywillremainafterconsideringtheout-of-planedrifteffects.2)Ifthewallisfixedatthebottomandsimplysupportedatthetop,the.out-of-planedrifteffects'willcauseatmostthefixedendsupporttoyield.Themaximumbendingmomentcapacityofthewallwillremainthesame.Therefore,theout-of-planedrifteffectswerenot.inputintothecomputeranalysis.SeveralQualityAssuranceauditsofthe.designverificationworkwereperformedinaccordancewithProcedureFLO128-4.801,"QualityAssuranceProcedureforCompliancewithNRCBulletin80-.11."TheauditswereperformedbyEbascoandFPLQualityAssurancepersonnel.

17VI.ResultsofInsectionandDesin-VerificationA-InspectionTheinitialPhase,IandPhaseIIinspectionprogram(describedinSectionIVofthisreport)wascompletedinearlyOctober.1980.Theinspectionincluded204masonrywalls,ofwhich.90wereidentifiedassafety-related.In.thecourseofthisinspection,14safety-relatedwallswerefoundtobemissingthetopsupportanglescalledforintheoriginaldesign.Itwasdecidedtoimmediatelyinstalltheanglestobringthewallstotheoriginaldesigncon-figurationwithout-firstperformingananalysistodeterminewhetherinfactwallfailurewouldoccurwithoutthetopsupport.Subsequentlyitwasdeter-minedthatthestructural'.integrityofthewallsduringaseismiceventcouldnotbedemonstratedwithoutass~ingthepresenceottheangles.One-wallside(inaccessibleduringplantoperation),willberepairedduringthe1981refuelingoutage.Thiswall.cannot.failinsuchawayastoaffectsafetyrelatedecpxxpment.Asupplementaryinspectionwasconductedforthosesafety-relatedwallswherethecomplexityoftheattachmentconfigurationsindicatedtheneedforamoreprecisedefinitionofloadingapplicationonthewallinordertoobtainamorerepresentativeanalyticalmodel.Thisportionofthe.inspectionprogram'was'completedin,lateOctober1980.Manymasonrywallsshownondesigndrawingsasunreinforcedneverthelesshadcellsfilled.withmortarorgroutforradiationshieldingpurposes.Duringthecourseofthedesignre-evaluation,itbecamenecessarytodeterminewhethersomeunreinforcedwallsdidinfacthavefilledcells.Anadditionalinspectionof.24wallswasconductedinmid-December1980toverifythepresenceofcellmortar,asdescribed,inSectionIVofthisreport.13ofthewallswerefoundtocontainmortarintheircellsandthisfactwasincorporatedintotheanalysis.Alltheunreinforced'allswereultimatelyqualifiedbyanalysisexceptwall114,whichrequiredmodificationasdescribedbelow.

0 18-B-DesignVerificationTheanalyticaLefforttoverifythedesignadequacyofthe90safety-relatedmasonrywallsbeganinOctober1980withtheissuanceofthere-evaluationcriteria,Bythistime,mostofthefieldinspectiondatahadbeenreceived.EvaLuationofthemasonrywalldesignswascompletedinDecember1980;andtheevaluationofthetopsupportsandanchorageswascompletedinJanuary1981.AttheendofDecember1980,6safety-relatedwallsremainedwhichappearedtonotsatisfytheestablishedre-evaluationcriteria.AfinalinspectionofthesewallswasconductedonJanuary6and7,.1981toexplorefeasiblemethodsofstrengtheningthewalls.Itwasestablished,thatapparentcracksintwoofthewallswerefacialonlyandnotstressrelated.Repairwasaccomplishedbyenl'arging'thecracksandfillinginwithmortar.Thepre-senceofreinforcinginathirdwaLLwasconfirmedandanewanalysisre-suited.inqualificationofthat~aLL.,Theremaining,3walls-weredeemedtorequiremodificationasdescribedbelow:1.Wall114-Theanalysisofthisunreinforcedwallresultedinunaccept-ablylargecompressiveandshearstresses.Theheightofthewallwasre-ducedto60percentofitsoriginallyassumed.valuebytheintroductionofa.supportingstructuralmemberacting.'nconcertwithaslabframingintothewallatthesameelevation.Anewanalysisresultedinqualificationofthewall.asmodified.2~Mall159-Anexcessivenumberof'argeopeninginthisreinforcedwallpreventthevertical.reinforcingbarsfromrunningallthewaythrough.TheanalyticaLmodelwasrevisedwiththeadd'tionofsupportinganglestotheverticaledgesofthelowerhalfofthewall,fastenedtotheadjacentreinforcedconcretecolumnorwall.Theadditionalsupportsresultedinthequalificationof.thewall.

193.Mall203-ThiswallhadthesameproblemsWall159.Inaddition,partofthetopsupportinganglewasmissingduetoblockedaccessfromductwork.AfixwasdevelopedsimilartothatprovidedforWall159,tobeappliedalongoneverticaledgeofthewall.Asupportingchannelpairwasaddedalongthetopedgewhererequired,tobeboltedintotheceilingwnereaccess.permitted.Astiffeningchannelpairextendingfromthetopchannelsdowntoamoresubstantialareaofthewallpro-videssupport.fortheremainderofthetopedge.Anewanalysisre-sultedinqualificationofthewallasmodified.Allwallattachmentswereanalyzedlocallyforblockpullout,aswellasbeingintegratedintotheoverallanalyticalmodelforthewall.Nostressproblemsaroseinthisarea.Onebracket-typesupportforatransformerrequiredanindependentanalysistodeterminethedynamicamplificationimposed.onthewall.Asthestressanalysesforthewallswerecompleted,.thereactionsatthetopsofthewallswereused'oevaluatetheadequacyofthesupportingang'esandanchorageswherethesewereprovided.Areviewofthedesigndetailsindicatedthat,for20walls,thesupportingangleattachmenttothebuildingstructurehadtobemodifiedtoaccommodatethecalculatedreactions.Thefollowingtableexplainsthemodificationstothetopsupports:WallNumberDescriationofModificationAdditionofclipanglesexpansionanchoredtoceiling1lA34,74,125165,200,201202,205Addition.ofclipangleexpansionanchoredtoceilingandplateweldedtoceilingembedmentAdditionofexpansionanchorsforclipanglesupport

-20-WallNumberDescritionofModification62AAdditionofclipangles,fillerplateweldedtoceilingembeddedplate80,123,124Thru-boltingclipanglesoneithersideofwall81,82,163,174Thru<<boltingclipanglesoneithersideofwall,Add'itionofexpansionanchorsforclipanglesupport160AdditionofexpansionanchorsforclipanglesupportAdditionofmortartoenableblockwalltobearonadjacentconcretebeam166AdditionoffilletweldbetweenclipangleandfillerplateVII.SummarvThe.inspectionanddesignverificationofmasonrywall:;forStLucieUnit1.conductedbetweenSeptember1980andJanuary'981establishedthefollow-ing:Numberofwallsinspected--204NumberNumberNumberNumberof.wallsclassifiedassafety-related-90ofwallsclassifiedasnotsafety-related-114'fsafety-relatedwallswheremissingclipangleswerereplaced-14+ofsafety-relatedwallsre-evaluated-90NumberNumberofwallsrequiring.fieldmodification-3ofwallsrequiringreinforcementoftopedgesupport-20Documentation,toincludeinspectionproceduresanddesignverificationdetailswillbeavailableattheSt.Luciesiteforinspectionandreviewandhasnotbeenattachedtothisreport.,*Furtherclipanglework.isrequiredfor1walltobringittooriginaldesign+

00 STATEOFFLORIDA))COUNTYOFDADE)SS~RobertE.Uhrig,beingfirstdulysworn,deposesandsays:ThatheisaVicePresidentofFloridaPower6LightCompany,theLicenseeherein;Thathehasexecutedtheforegoingdocument;thatthestate-mentsmadeinthissaiddocumentaretrueandcorrect.tothebestofhisknowledge,information,and,belief,andthatheisauthorizedtoexecutethedocumentonbehalfofsaidLicensee.RobertE.UhrigSubscribedandsworntobeforemethis'Ijidayoti9K(4~~NOTARYPUBLICinandforthecountyofDade,StateofFloridaNotaryPublic.StateofRoridaatLargeMyCommissionExpiresOctober30,1983~Nycommissionexpires: