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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Site:	Saint Lucie
Issue date:	02/11/1981
From:	EBASCO SERVICES, INC.
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IEB-80-11, NUDOCS 8103030062
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STLUCIE'L'ANT

-UNITNO.1NRCIEBULLETIN80"11FINALREPORTPREPAREDBYEBASCOSERVICESINCORPORATED FORFLORIDAPOWER.,&LIGHTCOMPANY8l03P30D4 TABLEOPCONTENTSSectionTitle~PaeIIIIIIVVIVIIIntroduction Description ofMasonry-WallsConstruction Practices Inspection ofMasonryWallsDesignVerification ResultsofInspection andVerification Summary1720 I.Introduction OnMay8,1980theNRCissuedIEBulletin80-11onthesubjectofdesignofmasonrywalls.FloridaPower&LightCompanyinresponse, throughtheirarchitect-engineer, EbascoServicesIncorporated, instituted afieldinspect-ionprogramanddesignre-evaluation programtoverifytheadequacyoftheexist-ingmasonrywalldes'ignasrequested bythebulletin.

Thefieldinspection programwascompleted inOctober,1980.Bythenthere-evaluation criteriahadbeenfinalized andtheanalysisportionoftheprogramwasunderway.

There-evaluation ofthewallswasessentially com-pletedbytheendofDecember1980.Thereremainedonlythefinalanalysisofafewwallsandtheinvestigation oftheceilingattachments forthefull>>heightwalls.Thisportion.of.theprogramwas,completed inJanuary1981.FPLinitsinitialresponse=

toBulletin80-11ofJuly24,1980(LtrL-80-233)addressed items,1,2a,and3ofthebulletin, describing theplanned/inspection andre-evaluation phase'softheprogram.A"secondinterimre-sponseofNovember4,1980(LtrL-80-374) reportedthecompletion ofthefieldinspection andthedevelopment ofthere-evaluatioq criteriaandrequested anextension toFebruary9,1981forsubmittal ofthefinalreporttotheNRC.Thefollowing reportpresentsindetailtheinformation requested initem2.bofBulletin80-11.Theprocedures fortheinspection andverification programsarediscussed, aswellastheresultsofthoseprogramsandcorrect-iveactionstaken.,

EI.Description ofMasonryWalls204masonrywallswereconstructed intheReactorAuxiliary BuildingandFuelHandlingBuildingforStLucieUnit1.All'hesafety-related masonrywal'lsarelocatedintheReactorAuxiliary Building.

Thefunctions ofthewallsincludepressureretention (primarily formaintaining HVACflowbal-ancing),security, personnel controlandshielding forradiation expos-urereduction.

Wallconstruction includedbothstackedandrunningbondtypes.Where.multiplethicknesses wereprovidedforshielding

purposes, thejoints.werestaggered.

Ofthe203wallsintheRAB,.101wereoriginally designedforseismicloading.The-remaining 102wallsintheRABandonewallintheFHBwerenotdesignedfor'\seismicloading.Theseismically designedwalls,wereprovidedwithverticalrein-'orcement consisting ofeightAreinforcing bars,fourineachcell,andthecellswerefilledwithmortar..Thesereinforced unitsarespaced4'0oncenters."Dur-0-Wal" horizontal trussreinforcement wasplacedat.everymortar-joint.duringerectionofthereinforced masonrywalls.Thewallsnotdesigned, for.seismicloadingwereprovidedwithreinforcement consisting of"Dur-0-Wal" everythirdcourse.Thesearedescribed as"unre--inforcedwalls"elsewhere inthisreport.Nomasonrytiesbetweenthewytheswereprovidedformulti-wythe walls.Thematerials ofconstruction usedwereasfollows:MasonryUnits-.ASTMC90GradeNMortar-ASTMC270TypeSReinforcing Steel.>>ASTMA615Grade40Structural Steel(supporting angles,embedmnts)-ASTMA36Masonrywallswhichareinproximity toorhaveattachments fromsafety-relatedpipingorequipment suchthatwallfailurecouldaffectasafety-relatedsystemaredesignated assafety-related walls.

3Theinspection program'dentified 90wallsfallingintothiscategory.

Ofthese,65werereinforced and25wereunreinforced.

Allsafety-related wallsrequireddesignverification toestablish structural adequacytocarrypostulated designloads.Thedesignverification programisdescribed inSectionVofthisreport.Theremaining 114wallsweredesignated "notsafety-related;"

nofurtherevaluation ofthesewallswasrequired.

III.Construction Practices A-Reinforced BlockWallsTheblockwallsaresupported bya2.'0highconcretestarterwallwhichi:s~doweledintothefloorslabwithnumber.6reinforcing barson12inchcentersoneachface.Thereinforced blockwallunits,spacedatevery4feet,re-ceived8number4reinforcing bars.Thepositioning cfthereinforcing barswasaccomplished bybuildinguptheblockwalltofourcourseshighthenfil'ingthecellswithtype"S"mortar,roddingthemortartoachievehomogeneity.

Thenthe3'0longreinforcing barswereinsertedintothemortar-filled cellsleavingaprojection of'Burinchesbeyondtheblocks.Eightsplicebarswereintroduced adjacenttotheoriginalbars,projecting threefeetand.splicing1'0withtheinitialrebar.Next'theblocksvereinsertedovertheprojecting reinforcing andbuiltuptofouradditional courses,continually fi11ingthe.cellswithmortarandroddingthemortar.Thesequencewasrepeatedunti.lthewallwasbuilt,uptowithinfourcoursesoftheceiling.'IInordertopositionthelastfourcoursesinsuchawaythattherein-forcingwascontinuous totheceiling,thesidewalloftheblockwaschippedoutandtherebarinsertedhorizontally.

Thecellwasthenfilledwithmortarandthechippedoutsidewalloftheblockrepairedwiththesamemortar.Horizontal reinforcing (Dur-0-Wal) wasplacedateverymortarjointduringtheerectionoftheblockwall.

Horizontal reinforcement spliceswerestaggered vertically sothat,nosplicesintwoadjoining coursesarelessthan8incheshorizontally apart.Whereamultiplethickness wallwasrequiredduetoshielding considerations theverticaljointswerestaggered.

B-Unreinforced BlockWallsA3/8"mortarbeddingis.providedon.topoftheslabandtheblockislayedonthisbedding.everythirdcoursereceives"Dur-0-Wal" horizontal reinforcing.

)Forpartialheightwalls<thatreceiveaprecastslaboverthem,thelastcourseisaprecastbondbeamwithtwo,number 5reinforcing bars(continuous).

The.bondbeamisconnected totheroofslabbynumber4barsat3'4O.C.Thecellisthenfilledwithmortar;.,

Full'eight wallsspanningfromfloortoceilingreceivedDur-0-Wal ateverythirdcourseanda.bond,beamatapproximately mid-height andatthetopofthewall,withsimilarrenforcingand,groutingtothatprovidedforthepartial.heightwalls.IV.InsectionofMasonryWallsPursuanttotherequirements ofNRCIEBulletin80-11datedMay8,1980,afieldinspection programwasdeveloped to"identify allmasonrywallsinyourfacilitywhichareinproximity toorhaveattachments fromsafety-related pip-ingorequipment such.that wallfailurecouldaffectasafety-related system."Inaccordance withtheProcedure forInspection ofConcreteMasonryWalls,FL0-128-4.800, Rev3,thefieldinspection programconsisted oftwophases.PhaseI.inspection included.

areviewofthesitegeneralarrangement andconcretemasonrywalldrawings, todetermine theextentoftheinspection.

Amastersetofreference drawingsshowingallmasonrywallswasassembled andeachwall,wasassignedauniqueidentification number.Thesemasterreference drawingsaremarked-up reproducible copiesofgeneralarrange-5mentdrawings, showingwalllocationandidentification andissuedunderBackfitChangeSketchnumbersBCS128-4.300 thru.304.Aninspection datasheetwasprepared(FLO128-4.800 Att81)foreachwallandthePhaseIportionofthesheetcompleted.

Thisportionincludedthewalluniqueidentification numberandorientation ofthewallasshownonthedesigndrawings.

Reference wasmadetothemasterreference drawing(BCS)showingthewall,andadescription oftheplantlocation, including

building, floorelevation andreference tomajorequipment inthe.area.Inaddition, thedesignfunctionofthewallwaslistedatthistime.Theseincludedpressureretaining orprimarily formaintaining HVACflowbalancing, securityor.partition wallsforpersonnel controlandshieldwallsforradiation exposurereduction.

Phase,Iworkalsoincludedareviewofthewalldesignconstruction drawingsandalistingofthethickness andcomposition ofthewall,including reinforcement detailsandmultiplewytheconstruction.

llUponcompletion of,thePhaseIportionoftheinspection datasheets,thefieldinspection programorPhaseIIportionwasimplemented.

Inspectors performing PhaseIIfieldinspections wereEbascodesignorengineering personnel, familiarwith,powerplantoperation andsafety-related equipment identification.

Theinspectors werebriefed.documented, certified, inaccordance withInspection Procedure FLO128-4.800.

ThePhaseIIfieldinspection consisted oflocatingeachwallidentified onthemasterreference drawings.

Afterlocationofeachwall.,aninspection wasmadewithaJamesElectronics R-Meter,toverifytheexistence ofverticalreinforcing rebarand/orhorizontal reinforcing Dur-O-Wal, ifcalledforinthedesignconstruction drawings.

Thisinspection wasasamplingverif-icationtodetermine theexistence ofatleastoneverticalreinforced rebarcolumnand.-twohorizontal reinforced Dur-0-Wal joints.Afterfur'therfieldverification ofwallthickness andcomposition (whereverifiable),

theappro--.priatesectionoftheinspection datasheetwaschecked.

r 6-Following this,aninspection ofeachwallwasmadetodetermine iftherewasanysafety-related equipment mountedorincloseproximity ofthewall.Thisequipment

included, butwasnotlimitedto,safety-related pipingandsupports, conduit,cables,electrical boxes,pumps,heatexchangers andinstrumentation.

Forthepurposeofthisinspection, "closeproximity" wasdefinedas:i)adis-tanceequaltoapproximately.

five(5)feetforreinforced andun-reinforced fullheightwallsor,ii)adistanceequaltotheheightplusone(1)footforcantilevered reinforced walls.This,distancewasmeasuredasaperpendicular distancefromthewal'othesafety-related equipment.

Uponthedetermination thatnosafety-related equipment wasattached, orincloseproximity toawall,theinspection datasheetwasmarked"notSafety-Related"andsignedoff,withnofurtherverification required.

Ifanysafety-.relatedequipment wasidentified, asketchofthewallwasmade,locatingallsafety-related and-significant non-safety relatedequipment loadsonthewall.."Significant,"

asusedinthisinspection, wasdefinedasanyequipment whichintheveryconservative judgement oftheengineers performing theinspection contributed aload.tothemasonrywallgreaterthantwenty-five (25)poundspersquarefootwallsurface.Inaddition, allwallpenetrations forHVAC,-electrical, cabletrays,ductworkandgrillpenetrations wereshownonthewallsketch.Allloadshavingacenterofgravitygreaterthanonefootfromthewallsurfacewerenoted,aswellasanygeneralobservations bytheinspector con-cerningthe"as-built" condition ofthewall.Sincetheintent.ofBulletin80-11isawallfailureoccur,a.detailed listtoawallwasdeveloped forwallsfortoidentifyequipment affectedshouldofsafety-related equipment inproximity whichanengineering evaluation mightshowfailureunder-certainpotulatedloadconditions.

Uponcompletion oftheinspection datasheets,copiesweretransmitted totheEbascoNYOLeadCivilEngineerforreview,inaccordance with"Uerification ofConcreteMasonryWallDesign"Procedure FLO128-4.802.

Duringthisreview,andattherequestoftheleadCivilEngineer, anadditional inspection wasmadeoftwenty-four (24)of-themasonrywalls.-Forthisinspection, two(2)one-halfinchholesweredrilledintothecellsoftheselectedblockwallst'overify' 7theexistence ofthegroutormortarfill.Inadditiontothefieldinspections performed atthesitetoverifythe"as-.built"condition ofconcretemasonrywalls,severalQualityAssurance audits-wereperformed inaccordance withthe"QualityAssurance Procedure forCompli-..ancewithNRCBulletin80-11"FLO128-4.801.

TheseauditsofthePhaseIand.Phase-IIportionsoftheinspection wereperformed jointlybyFPLandEbascoandincludedverification ofinspector training,.

datacollection anddocu<<mentation offindings.

V.DesienVerification Masonrywallsidentified bythefieldinspection programassafety-related, i.e.havingsafety-related equipment mountedonthewallorlocatedintheIvicinityofthewallsuchthatitcouldbedamagedbypossiblewallfail-ure,requiredadesignre-evaluation todemonstrate theircapacitytowithstand, postulated designloads.Adesignverification program'forthispurposewas-conducted inaccordance withProcedure 128-4.802, "Procedure fo-Verification ofConcreteY~sonryMallDesign."Themasonrywallsarenotshearresistant elementsinthebuildingstruct-uresystem,norloadbearingwalls..Theyprimarily functionasshielding andpartition wallsexceptinonecaseas'apressureboundary.

Therefore, theprimaryconcernofthemasonrywallre-evaluation wasfocusedonthebehaviorofthemasonrywallsintheeventofthesafeshutdownearth-quake.A.LoadsandLoadCombinations Theloadsthatareimposedonthemasonrywallsare:1)DeadLoad(D)-Thisincludestheweightofthewallandstructures orequipment supported bythewall,Theattachment loadsarecon-duits,smallpipes,junctionboxes,switchesandtransformers.

2)SeismicLoads,a)Feqo-Thisistheloadgenerated bytheoperating basisearth-quake(OBE)specified forthesiteoftheplantanddeveloped forthewallbytheseismicanalysesofthebuilding.

Theseismicaccel-erationsareappliedtothemassofthewallandallattachedequip-ment.In-planeandout-of-plane loadingsandthe,effectsofinter-storydriftofwallsareconsidered.

b)Feqs-Thisisthe'loadgenerated bythesafeshutdownearthquake (SSE)specified forthesiteoftheplant,anddeveloped asdescribed aboveforOBE.3)PressureLoad(Pa)-Thisisthepressureequivalent staticloadwithinthemasonrywallcompartment causedbyfailureofequipment.

Theloadincludesanappropriate dynamicloadfactordetermined byanalysis.

Sinceallwallsarelocatedindoors,therearenowindortornadoloads'hewallsarenot,subjected topiperupturereactionloads.Therearethreepossibleloadcombinations whencombining theabovefour(4)different individual loads:Allowable Stresses1)SevereEnvironmental Condition 2)ExtremeEnvironmental Condition

=D+OBE=D+SSE3)AbnormalExtremeEnvironmental Condi-=D+SSE+PationS(Table1)U(Table2)U(Table2)Sincetheallowable stressesusedforcombination (2)areingeneralonly1.67timesthoseusedforcombination (1).,whiletheSSEloadingistwicetheOBEloading,loadcombination (1)isnotgoverning.

Thepostulated loadcombinations areconsistent withtheFSARcommitments.

Sincethe-FSARdoesnotspecifyallowable stressestobeusedfordesignofmasonrywalls,theallowable stresseslistedinTables1and2arebasedonACE531-79,,"Building CodeRequirements forConcreteMasonryStructures."

'-9-Table1:Allowable StressesinUnreinforced MasonryDescription Allowable (psi)Maximum(psi)owaoe(psi)xxmum(psi)Compressiye)

AxialFlexuralBearingOnFullareaOnone-third areaorlessShear2,3)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-multiplied hy(1-(&i))ifthewallhasasignificant verticalload'I(2)Usenetbeddedareawiththesestresses.

(3)Forstackedbondconstruction usetwo-thirds ofthevaluesspecified.

(4)Forstackedbond,construction use.two-thirds'f thevaluesspecified fortensionnormaltothebedjointsintheheadjointsofstackedbondconstruction.

(5)Note:ForStLucieUnit81,m=1800psif'900psim

~~10-Table2:Allowable StressesinReinforced MasonryDescription Allowable siMaximumsilllowablesiMaximumsi)Compressive Axial.(1)FlexuralBearingOnfullareaOnone-third areaorlessShear(2)Flexuralmembers'ShearHalls'3,4)MasonryTakesShearM/Vd>1M/Vd=0Reinforcement TakesShearM/Vd>1M/Vd=0Reinforcement Bond0.22f'0.33f'0.25f'.375f

'1.1~f'9~f'2.0Jf'.5~f 2.0~1000120090012005075120.44f'.85f'62fm.95f'.7~f'5A'4~f 2.5~f'20002400C1800240056123125180PlainBarsDeformedBarsTensionGrade40!Grade60IJointh'ireICompression 6014020,000'4,000.5For30,0000.4FIV801860.9F0.9F0.9F0.9F PhNotestoTable2:3h(1)Thesevaluesshouldbemultiplied by(1-(40t))ifthewallhasasign-ificantverticalload.(2)Thisstressshouldbeevaluated usingtheeffective areashowninfigurebelowexceptasnoted'n(6).IIi~v/r<<'rr~Mr6tot$04cln9neheenleeslnrtvnninybond~rrrrrrrrrrrrrrrrs>><<~>>r~

~~'~~~~~'~~~Acestaumcdt<<~iveinlltxvrsicomota)ion furcanormal<otact(3)Netbeddedareashallbeused'iththesestresses.

(4)ForH/Vd.val'uesbetween0and1interpolate betweenthevaluesg'venfor0andl.(5)'ote:ForStLucieUnit/PI.m~1800psi0f'900psi(6)IfDur-0-Wal reinforcement isprovidedforstackbondwallstheeffective widthofthereinforced uni.tscanbe'increased tothesameamount-as thatused.forrunningbondwalls.

12B.Analytical ModelAllmasonrywaLlsweretransformed intoequivalent homogeneous plateelementsspanningvertically toresistout-of-plane bendingloads.Forreinforced masonrywalls,thetopsupportwasassumedtobesimplysupported, sincethewallsarerestrained bytwoclipangleson'bothsides.Thebottomsupportwasassumedtobefixedbecausedowelsinsidethewallscantransferbendingmomentstothestarterwalls.Theeffective widthofeachreinforced unitisalittlelessthanthespacingofthe-reinforcing unitsforthestackbond~-wallsaccording toACT-531-79.

However,DUR-0-MAL reinforcement wasprovidedforeverycourse,andcementmortarisfilledinthecellcoresofallblockssothattheentirewidthof,thewallwasconsidered effective forthemodel.Forunreinforced walls,thesimplysupported condition wasassumedforbothtopandbottomsupports.

Rigidarchingwasalsoassumedwhenarchinganalysiswasperformed, sincenogap-wasdetected-atthetopsupportduringinspection.

(Seefigure'1; and,2)AFiniteelementmodelswereusedtorepresent themasonrywalls.Alllargeopeningswereincludedinthemodel.Theweightsofattachments wereinputasmassforfrequency analysis.

Alloftheattachments excepttransformers arerigidlyconnected tothewallswiththecenterofmasslessthanafootfromthewallsurface.Alsothemaximumweighteftheattachment islessthan1%ofthetotalweightofthemasonrywall'itself.Therefore, dynamicamplification

'ftheattachments wasnotconsidered, exceptinthecaseofthetransformers, whereanindependent dynamicanalysiswasperformed.

TheAHSYScomputerpro-gramwasusedforalltheanalyses.,

Tha.analysisofmulti-wythe wallsdoesnotassumecomposite actionbetweenthewythes.

13151617\8Fly;'LQe~lllestretfay tae.Nffereaces

$aNotfoaSeteeeaRfyfdeadCsppedArcMay.2'125Ikmaplip).3132335A343536Ay,2.FtaelodFNeyreasShoetayForces1a81yfdeadOappedArchway.

C.DynamicandStaticAnalysesThefrequency analysisofthemasonrywallisthesameasforordinaryplateelementsexceptthatbothuncracked andcrackedsectionsarecon-sideredforthereinforced masonrywalls.Thecriticaldampingvaluesusedingeneration offloor,responsespectraforSSEwere7%forreinforced crackedwallsano2%for-uncracked walls(bothreinforced andunreinforced).

Seismicacceleration valueswereselectedfromthefloorresponsespectrumatthebottomofthewallorthefloorresponsespectrumatthehigherelevation, whichever yieldedthemaximumresponseatthepredetermined frequency.,

AI25%variation ofthefrequency rangewasalsoconsidered dueto'variations ofmasonrymaterialandotherfactors.Alltheloadingsincluding deadweightof,themasonrywall,attachment loadsandseismic,loads(horizontal andvertical) wereinputintothecomputer.

Theoutputstresseswerecomparedwiththeallowable stresseslistd'nTables1and,2.D.SpecialAnalysesSincethere-evaluation.

ofthemasonrywallsisbasedon,theassurance of"nocollapse."

ofthewallsforthemostcriticalloadcombination, iftheflexural.

stressesexceededthedesignallowables atonesectionofthewall,thewallisstillnotnecessarily considered tofailsTwospecialanalysistechniques wereusedtoevaluatethistypeofsituation.

The"Yield-Line Theory"or"PlasticDesign"wasusedforthereinforced masonrywalls;whi.lethe."Arching'Analysis" wasutilizedfortheunreinforced masonrywalls.1)YieldLineTheory-Asstatedabove,intheanalyt'cal modelthere-inforcedmasonrywallwasassumedfixedatthe.bottomandsimplysupported atthetop.Thisisconsidered anindeterminate structure.

Therefore, alineofhingeswasinsertedinthemodelwheretheflexural.

stressesatthat-location exceededtheallowable.

Thebendingmomentwasthenre-distributed byre-analysis ofthe.wall.lftheresulting bendingstresses 15-D.'pecialAnalyses(Cont'd)werefoundtobeacceptable atallotherlocations and.thedisplacements

-werenotexcessive; thewallwasconsidered tobequalified.

2)ArchingAnalysis-Thebehaviorofacrackedunreinforced wallmaybeconsidered asthat'fa3-hingedarchwithhingesformedatmidspan,topandbottomsupports.

Ifagapexistsatthetopofthewall,gappedarchingaction,shouldbeassumed;otherwise, rigidar'ching actionisassumedasillustrated inFigure1.Thereactions forthe3-hingedarchcanbesolvedbymeansofthefree-body diagramsshowninFigure2.E.Interstory DriftAlthoughtheS"Lucie.Unit1concretemasonrywalls-arenotintendedtocarryasignificant partofthe.buildingstoryshear,,in-planeshearmaybeimposedonthembytherelativedisplacement betweenfloorsduringseismicevents.,Thestrainacceptance criteriawasusedforevaluation ofin-planeinterstory drift.Therelativedisplacement betweenfloors-ncludestwotypesofdis-placements.

Oneisduetobendingdeformation ofthestructural shearwalls;theotherisduetosheardeformation.

Thebendingdeformation ofthestruct-uralshearwallswillonlycausethemasonry,wallstoelongateorshortenonthesides.Itisthe,shearingdeformation ofthestructural shearwallsbe-tweenfloorswhichwillcausethemasonrywallstohavein-planeshearingstraineffects.Itisthesestrainswhichareevaluated asdescribed below:Thegrossshearstrainisdefined-tobe:rWhere5=,strain=relativedisplacement betweentopandbottomofwallH=heightofwallThepermissible in-planeshearingstrainsare:

16-E.Interstory Drift(Cont'd)=0.0001forunconfined walls~u=0.001.forconfinedwalls-cTheaboveval'ueswereusedfornormalandsevereenvironmental loadcombin-ations.Forotherloadcombinations, theallowable strainsweremultiplied by1.67.+Anunconfined wallisattachedononeverticalboundaryanditsbase.'Aconfinedwallisattached, inoneofthefollow'ing ways:(a)onallfoursides;(b)onthetopandbottomofthewall;(c)onthetop,bottomandoneverticalsideof.thewall;(d)onthebottomandtwoverticalsidesofthewall.fTheout-of-plane interstorv drift.ofthewallduetodifferential displace-mentsbetweenthetwofloorswillnotbesignificant.

duetothefollowing reasons:k1)Ifthewall.issimplysupported atthetopandbottom,thesamebendingmomentcapacitywillremainafterconsidering theout-of-plane drifteffects.2)Ifthewallisfixedatthebottomandsimplysupported atthetop,the.out-of-plane drifteffects'willcauseatmostthefixedendsupporttoyield.Themaximumbendingmomentcapacityofthewallwillremainthesame.Therefore, theout-of-plane drifteffectswerenot.inputintothecomputeranalysis.

SeveralQualityAssurance auditsofthe.designverification workwereperformed inaccordance withProcedure FLO128-4.801, "QualityAssurance Procedure forCompliance withNRCBulletin80-.11."Theauditswereperformed byEbascoandFPLQualityAssurance personnel.

17VI.ResultsofInsectionandDesin-Verification A-Inspection TheinitialPhase,IandPhaseIIinspection program(described inSectionIVofthisreport)wascompleted inearlyOctober.1980.Theinspection included204masonrywalls,ofwhich.90wereidentified assafety-related.

In.thecourseofthisinspection, 14safety-related wallswerefoundtobemissingthetopsupportanglescalledforintheoriginaldesign.Itwasdecidedtoimmediately installtheanglestobringthewallstotheoriginaldesigncon-figuration without-firstperforming ananalysistodetermine whetherinfactwallfailurewouldoccurwithoutthetopsupport.Subsequently itwasdeter-minedthatthestructural'.

integrity ofthewallsduringaseismiceventcouldnotbedemonstrated withoutass~ingthepresenceottheangles.One-wallside(inaccessible duringplantoperation),

willberepairedduringthe1981refueling outage.Thiswall.cannot.failinsuchawayastoaffectsafetyrelatedecpxxpment.

Asupplementary inspection wasconducted forthosesafety-related wallswherethecomplexity oftheattachment configurations indicated theneedforamoreprecisedefinition ofloadingapplication onthewallinordertoobtainamorerepresentative analytical model.Thisportionofthe.inspection program'was'completed in,lateOctober1980.Manymasonrywallsshownondesigndrawingsasunreinforced nevertheless hadcellsfilled.withmortarorgroutforradiation shielding purposes.

Duringthecourseofthedesignre-evaluation, itbecamenecessary todetermine whethersomeunreinforced wallsdidinfacthavefilledcells.Anadditional inspection of.24wallswasconducted inmid-December 1980toverifythepresenceofcellmortar,asdescribed, inSectionIVofthisreport.13ofthewallswerefoundtocontainmortarintheircellsandthisfactwasincorporated intotheanalysis.

Alltheunreinforced'alls wereultimately qualified byanalysisexceptwall114,whichrequiredmodification asdescribed below.

0 18-B-DesignVerification TheanalyticaL efforttoverifythedesignadequacyofthe90safety-related masonrywallsbeganinOctober1980withtheissuanceofthere-evaluation

criteria, Bythistime,mostofthefieldinspection datahadbeenreceived.

EvaLuation ofthemasonrywalldesignswascompleted inDecember1980;andtheevaluation ofthetopsupportsandanchorages wascompleted inJanuary1981.AttheendofDecember1980,6safety-related wallsremainedwhichappearedtonotsatisfytheestablished re-evaluation criteria.

Afinalinspection ofthesewallswasconducted onJanuary6and7,.1981toexplorefeasiblemethodsofstrengthening thewalls.Itwasestablished, thatapparentcracksintwoofthewallswerefacialonlyandnotstressrelated.Repairwasaccomplished byenl'arging

'thecracksandfillinginwithmortar.Thepre-senceofreinforcing inathirdwaLLwasconfirmed andanewanalysisre-suited.inqualification ofthat~aLL.,Theremaining, 3walls-weredeemedtorequiremodification asdescribed below:1.Wall114-Theanalysisofthisunreinforced wallresultedinunaccept-ablylargecompressive andshearstresses.

Theheightofthewallwasre-ducedto60percentofitsoriginally assumed.valuebytheintroduction ofa.supporting structural memberacting.'nconcertwithaslabframingintothewallatthesameelevation.

Anewanalysisresultedinqualification ofthewall.asmodified.

2~Mall159-Anexcessive numberof'argeopeninginthisreinforced wallpreventthevertical.

reinforcing barsfromrunningallthewaythrough.TheanalyticaL modelwasrevisedwiththeadd'tionofsupporting anglestotheverticaledgesofthelowerhalfofthewall,fastenedtotheadjacentreinforced concretecolumnorwall.Theadditional supportsresultedinthequalification of.thewall.

193.Mall203-ThiswallhadthesameproblemsWall159.Inaddition, partofthetopsupporting anglewasmissingduetoblockedaccessfromductwork.

Afixwasdeveloped similartothatprovidedforWall159,tobeappliedalongoneverticaledgeofthewall.Asupporting channelpairwasaddedalongthetopedgewhererequired, tobeboltedintotheceilingwnereaccess.permitted.

Astiffening channelpairextending fromthetopchannelsdowntoamoresubstantial areaofthewallpro-videssupport.fortheremainder ofthetopedge.Anewanalysisre-sultedinqualification ofthewallasmodified.

Allwallattachments wereanalyzedlocallyforblockpullout,aswellasbeingintegrated intotheoverallanalytical modelforthewall.Nostressproblemsaroseinthisarea.Onebracket-type supportforatransformer requiredanindependent analysistodetermine thedynamicamplification imposed.onthewall.Asthestressanalysesforthewallswerecompleted,

.thereactions atthetopsofthewallswereused'oevaluatetheadequacyofthesupporting ang'esandanchorages wherethesewereprovided.

Areviewofthedesigndetailsindicated that,for20walls,thesupporting angleattachment tothebuildingstructure hadtobemodifiedtoaccommodate thecalculated reactions.

Thefollowing tableexplainsthemodifications tothetopsupports:

WallNumberDescriation ofModification Additionofclipanglesexpansion anchoredtoceiling1lA34,74,125165,200,201202,205Addition.

ofclipangleexpansion anchoredtoceilingandplateweldedtoceilingembedment Additionofexpansion anchorsforclipanglesupport WallNumberDescritionofModification 62AAdditionofclipangles,fillerplateweldedtoceilingembeddedplate80,123,124Thru-bolting clipanglesoneithersideofwall81,82,163,174Thru<<bolting clipanglesoneithersideofwall,Add'ition ofexpansion anchorsforclipanglesupport160Additionofexpansion anchorsforclipanglesupportAdditionofmortartoenableblockwalltobearonadjacentconcretebeam166AdditionoffilletweldbetweenclipangleandfillerplateVII.SummarvThe.inspection anddesignverification ofmasonrywall:;forStLucieUnit1.conducted betweenSeptember 1980andJanuary'981established thefollow-ing:Numberofwallsinspected

--204NumberNumberNumberNumberof.wallsclassified assafety-related

-90ofwallsclassified asnotsafety-related

-114'fsafety-related wallswheremissingclipangleswerereplaced-14+ofsafety-related wallsre-evaluated

-90NumberNumberofwallsrequiring.

fieldmodification

-3ofwallsrequiring reinforcement oftopedgesupport-20Documentation, toincludeinspection procedures anddesignverification detailswillbeavailable attheSt.Luciesiteforinspection andreviewandhasnotbeenattachedtothisreport.,*Furtherclipanglework.isrequiredfor1walltobringittooriginaldesign+

00 STATEOFFLORIDA))COUNTYOFDADE)SS~RobertE.Uhrig,beingfirstdulysworn,deposesandsays:ThatheisaVicePresident ofFloridaPower6LightCompany,theLicenseeherein;Thathehasexecutedtheforegoing document; thatthestate-mentsmadeinthissaiddocumentaretrueandcorrect.tothebestofhisknowledge, information, and,belief,andthatheisauthorized toexecutethedocumentonbehalfofsaidLicensee.

RobertE.UhrigSubscribed andsworntobeforemethis'Ijidayoti9K(4~~NOTARYPUBLICinandforthecountyofDade,StateofFloridaNotaryPublic.StateofRoridaatLargeMyCommission ExpiresOctober30,1983~Nycommission expires: