ML18041A125

Rev 4 to, 180-Day Rept in Response to IE Bulletin 80-11 for Dresden Nuclear Power Station Units 2 & 3.

ML18041A125
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Site:	Dresden
Issue date:	09/14/1984
From:	BECHTEL GROUP, INC.
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ML17199F597	List: ML17199F596 ML18041A125
References
IEB-80-11, NUDOCS 8601160031
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H~t180-DAYREPORTINRESPONSETOIEBULIETIN80-11IFORDRESDENNUCIEARPOWERSTATIONUNITS2AND3COMMONWEALTHEDISONCOMPANYDOCKETNUMBERS50-237AND50-249PREPAREDBY:BechtelPowerCorporationReportDate:September14,1984Revision4

~"I 1.

02.0INTRODUCTION

SCOPETABLEOFCONTENTSPacae3.03.13.23.33.43.53.6DESCRIPTIONOFMASONRYWALLSLOCATIONFUNCTIONWALLCONFIGURATIONCONSTRUCTIONMATERIALSCONSTRUCTIONPRACTICESRECONCILIATIONWITH180-DAYREPORT,REVISION34.0REEVALUATIONOFMASONRYWALLS4.14.24.34.44.54.64.7S.o5.16.0POSTULATEDLOADSALLOWABLESTRESSESJUSTIFICATIONOFTHEREEVAIUATIONCRITERIASEQUENCEOFANALYSISMETHODOFANALYSISANDACCEPTANCECRITERIAASSUMPTIONSANDANALYSISCONSTRAINTSMASONRYWALLTESTINGPROGRAMRESULTSOFMASONRYWALLEVALUATIONSUMMARYREFERENCES667781010APPENDIXESMasonryWallPlansAdditionalJustificationoftheReevaluationCriteriaTABLESMasonryWalls-FunctionandPhysicalPropertiesAllowableStressesinConcreteMasonryWallsAppliedLoadsandEvaluationResults0050c

1.0INTRODUCTION

This180-dayreportisbeingissuedinresponsetoNRCIEBulletin80-11,datedMay8,1980(Reference6.2).ThisreporthasbeenpreparedbyBechtelPowerCorporation,AnnArbor,Michigan.forCommonwealthEdisonCompany'sDresdenNuclearPowerStation,Units2and3.Revision4ofthisreportincorporatesthestatuschangeoftwomasonrywallswhichSerepreviouslyidentifiedinRevision3asmeetingtheacceptancecriteria.2.0SCOPEThe180-dayreportfurnishesinformationrequestedinItem2bofNRCIEBulletin80-11.Itdealssolelywithmasonrywallsidentifiedinthisreportassafety-related.Anymasonrywallisconsideredsafety-relatedwhenitisinproximitytoorhasattachmentsfromsafety-relatedpipingorequipmentsuchthatwallfailurecoulddamageasafety-relatedsystem.Theanalysesarebasedonas-builtconditionsidentifiedduringsitesurveysofJuneandJuly1980andJuly1981.3.0DESCRIPTIONOFMASONRYWALLS3.1LOCATIONThefiguresinAppendixAshowthelocationofallsafety-relatedmasonrywalls.3.2FUNCTIONThefunctionofeachmasonrywallisidentifiedinTable1accordingtooneofthefollowingcategories.3.2.1FireWallThesewallswereconstructedtopreventthespreadoffirefromonesideofthewalltotheotheraccordingtotheappropriatefireratingassociatedwiththewall'sthickness.3.2.2PartitionWallThepartitionwallsareinteriordividingwallswhosesolepurposeistoseparateaportionofaroomfromtheremainder.3.2.3ShieldinWallThemasonryshieldingwalls.typicallymadeofsolidunitswhicharerequiredtorestrictradiationexposures.0050c

3.2.4BlockoutAblockout,madeofmasonry,sealsanopeninginalargerconcretewall.Theseopeningsareleftintheconcretewallstoprovideforequipmentinstallationorpipepenetrationsbeforetheopeningissealedwiththemasonry.3.2.5ExteriorWallExteriorwallshaveatleastapartofonefaceexposedtotheoutside,orareapartoftheboundaryoftheUnits2and3reactorturbinebuildingcomplex.Onlyexteriorwallsaresubjecttowindortornadoloads.3.3WALLCONFIGURATIONWalldimensionsandboundaryconditionsforeachwallareindicatedinTablel.Eachboundaryiscategorizedaseitherafixedsupportcapableofprovidingbothmomentandshearresistance,asimplesupportresistingonlyshearforces,orafreeedgethroughwhichnoforcescanbetransferred.3.4CONSTRUCTIONMATERIAIS3.4.1HollowMasonrThehollowmasonryunits,whichareidentifiedonthedesigndrawings,werespecifiedasthree-coreblocksconformingtoASTMC90.GradeN-I,LightweightAggregate.Masonrywalls.whicharenotshownonthedesigndrawings,wereassumedtoconsistofhollowunitsofthesametypespecifiedabove.Thisassumptionandthematerialpropertiesofthehollowblockwereverifiedbyplant-specifictests(seeSection4.7).Sitesurveyshavefoundthatthehollowmasonrywallsconsistofbothtwo-coreandthree-coreunits.3.4.2SolidMasonrTwotypesofsolidblocks(normalweightandmagnetite)wereusedinthesolidmasonryconstruction.Plant-specifictestsdeterminedthematerialpropertiesofbothtypesofblock(seeSection4.7).3.4.3MortarThemortarusedintheconst,ructionofthehollowmasonrywallswasspecifiedasASTMC270,TypeN,witha28-daycompressivestrengthof750psi.Testsonthemortarusedinthesolidmasonryfoundthatitwas,asaminimum.comparabletothatspecifiedforhollowmasonry(seeSection4.7).0050c 0

ReinforcinSteel3.4.4Accordingtothedesigndrawingsandspecifications,themasonrywallsarereinforcedinthebedjointofeveryothercourse.Thisjointreinforcementconsistsofheavy-duty,continuous,rectangular,laddertypesteelreinforcement,whoseminimumyieldstrengthis65ksi.Deformedbarsteel,whereshownonthedrawings,hasaminimumyieldstrengthof40ksi.3.4.5AnchorsMasonryanchorshavebeenusedincertainlocationstotiethemasonrywalltoanadjacentstructuralelement.Theseanchorsconsistoftwotypes:corrugatedmetalties(dovetailanchors)whichareusedforconnectionstoconcretewallsorcolumnsand3/16-inchdiameteradjustablebartiesweldedtothesupportingstructuralsteel.3.5CONSTRUCTIONPRACTICESThemasonrywallsatthestationwereconstructedinaccordancewiththeapplicablejobandstandardspecificationsformasonryworkandhaveahighqualityofmasonryworkmanship.ConformancetoapplicableASTMspecificationswasrequiredforconcreteblocks,mortar,reinforcingties,andanchors.Storageandprotectionofblocksandwalls,aswellascoldweatherprotection,werespecified.Themortarjointsofsolidmasonrywallswererequiredtobeconstructedwithfullmortarcoverageonallverticalandhorizontalfaces.Theverticaljointsweretobeshovedtight.Afullmortarbeddingwasspecifiedforwebsandfaceshellsofthehollowmasonrywalls.Faceshellswererequiredtobefullybutteredandpressedintoplacetoensurefull,well-compactedhorizontalandverticalmortarjoints.3.6RECONCILIATIONWITH180-DAYREPORT,REVISION3Thislatestrevisionofthe180-dayreportincorporatesthefollowinginformation:3.6.1Theinclusionofwalls37and103tothelistofwallswhichdonotmeettheacceptancecriteria.Thesewallswerepreviouslyidentifiedasmeetingtheacceptancecriteria.Withtheincorporationoftheabove,atotalof64masonrywallsnowmeettheacceptancecriteria.ThisrepresentsadecreaseoftwowallsoverthetotalshowninRevision3ofthisreport.0050c

4.0REEVALUATIONOFMASONRYWALLS4.1POSTULATEDLOADSTheloadswhichwereconsideredintheevaluationofeachwallareidentifiedinTable3.4.1.1DeadLoadDThisloadincludesthedeadweightofthewallandallpermanentlyattachedequipment,piping,conduit,andcabletrays.Theconstructionsequenceshaveallowedthepermanentdeadloaddeflectiontooccurpriortotheerectionofthemasonrywalls.Therefore,thedeadloadsfromthefloorabovearenottransferredtothemasonrywalls.Thisloadincludesapplicableliveloadswhichcanbetransferredtothemasonrywallthroughthefloorframing.Theliveloadsarenotconsideredinthoseloadcombinationswhentheywouldrelievewallstresses.4.1.3AttachmentLoadsRoandRaTheattachmentloadsarelocalizedloadswhicharearesultofthereactionsfromthesupportsofpiping,cabletrays,conduits,HVACducts.andothersystems.Thereactionsaredeterminedforthenormaloperatingorshutdowncondition(Ro)andfortheaccidentcondition(Ra)whichresultsfromthethermalconditionsgeneratedbythepostulatedpipebreakandincludesRo.Exteriorwallsaresubjecttoauniformpressureloadcorrespondingtothedesignwindspeed.ThedesignwindspeedforDresdenUnits2and3is110milesperhour.4.1.5TornadoLoadWtExteriorwallsaresubjecttovelocitypressures,differentialpressures,andtornadomissilesofthedesigntornadoidentifiedintheplantFSAR.Themaximumtornadowindspeedis300milesperhour.Themaximumdifferentialpressureis170psf.0050c

Thefollowingmissilesaregeneratedbythedesigntornado:~1a.Atelephonepole35'-0"long.withabuttdiameterof13inches,aunitweightof50pcf,andtotalweightof1,200pounds,andhavingavelocityof150milesperhourb.A1-tonmasswithavelocityof100milesperhourandacontactareaof25squarefeetAprobabilisticriskassessmentfortornadomissilesimpactingwallsD2-529-43C-74andD2-517-316-105wasperformedbyothers.Theresultsofthisanalysisshowtheprobabilityofatornadomissilestrikingeitherofthesetwowallstobeapproximately10-7peryear.Therefore,theevaluationincludesonlytheeffectsofwindpres'sureanddepressurization.Theoriginaldesignconsideredthebuildingshousingsafety-relatedpiping,conduit,cabletrays,andequipmentassealed;therefore,tornadoloadingsdonotaffectinteriorwalls.4.1.60eratinBasisEarthuakeEoThisloadrepresentstheseismicloadgeneratedbytheoperatingbasisearthquake(OBE).Thedesigngroundaccelerationsareasfollows:a.Horizontal0.1gb.Vertical=0.067g4.1.7SafeShutdownEarthuakeEsThisloadrepresentstheseismicloadgeneratedbythesafeshutdownearthquake(SSE).ThedesigngroundaccelerationsaretwicethoseshownfortheOBE.4.1.8ThermalLoadsToandTaThermalloadsaccountfortheeffectsofthermalgradientsundernormaloperating(To)andaccident(T)conditions.Theoperatingloadsrepresentthemostcriticalsteady-statecondition.whiletheaccidentconditionisashort-termthermaltransientresultingfromthepostulatedpipeleak,includingTo0050c

4.1.9Hih-EnerPieBreakThehigh-energypipingsystemsoutsideoftheprimarycontainmentwereinvestigatedandtheirproximitytothesafety-relatedmasonrywallswasestablished.ItwasfoundthatonlyabreakintheRWCSwouldimpactthemasonrywalls.However,abreakinthissystemisprecludedbymeansofleakdetectionandadministrativeaction.RoomtemperaturemonitorsarecapableofrespondingtosmallRWCSleaksbyprovidingindicationandalarmtothecontrolroom.Atthistime,theoperatorsshalltaketheappropriateactiontoisolatetheRWCS,therebypreventingafullpiperupture.TheanalysisofthemasonrywallsinproximitytotheRWCSaddressestheeffectsofthepostulatedpipeleakbyconsideringthethermaltransientdiscussedinSubsection4.1.8anddifferentialpressure(Pa).Thisloadisrepresentedbyanequivalentstaticpressureacrossawall.4.2ALLOWABLESTRESSESTheallowablemasonrystresses,excludingcollarjointstresses,undernormalloadcombinationsareinaccordancewiththosegivenbytheBuildingCodeRequirementsforConcreteMasonryStructures(ACI531-79)(Reference6.1).Allowablestressesforextremeenvironmentalandabnormalloadcombinationsareincreasedbyafactorof1.67overtheaboveACIcodeallowablestresses.Forthemortarcollarjoints,theallowableshearandtensionstressesare10psifornormalloadcombinationsand14psiforextremeenvironmentalandabnormalloadcombinations.AllowablestressesapplicabletothedifferenttypesofmasonryaregiveninTable2.4.3JUSTIFICATIONOFTHEREEVALUATIONCRITERIA.Exceptasnoted,allowablestressesofmasonryunitsandmortararebasedonthecodevaluesaspublishedinACI531-79.Thesevaluesareconsideredreasonableandconservative.ReferencestotestsandothercodesareprovidedinthecommentarytoACI531-79.Itisnotedthattheallowablestressesareusedfortheevaluationofexistingmasonrywallsandnotforthedesignofnewwalls.Becausebuildingcodesdonotaddressabnormalandextremeenvironmentalconditions,afactorof1.67wasusedtoprovideallowablestressesundertheseloadingcombinations.Basedonavailablemarginsofsafety,thisfactorisconsideredtobereasonable.0050c

Publisheddataontensionandshearstrengthofcollarjointsarealmostnonexistent.Theultimatecollarjointstresseswerethereforedeterminedbyplant-specificinsitutests.Theallowablestress,asgiveninSection4.2,wasobtainedbyapplyingasafetymarginofthreetotheminimumtestresult(seeSection4.7).AdditionaljustificationofthereevaluationcriteriaisprovidedinAppendixB.4.4SEQUENCEOFANALYSISEachwallisinitiallyanalyzedconsideringonlydeadandseismicloadsordeadandtornadoloads,whicheverappearsmostcritical.Forallwallswhicharefoundtobeacceptable,thefollowingapplicableloadingsareconsidered:liveload,attachmentloads,pipeleakloa'ds,andinterstorydrift.4.5METHODOFANALYSISANDACCEPTANCECRITERIA4.5.1StressAnalsisBasedonthewalls'oundaryconditions,eachwallisidealizedaseitheracantilever;,one-waystrip,ortwo-wayplatewhichissupportedalongatleasttwoadjacentedges.Thewallisthenconsideredacceptableifallwallstressesunder'llloadcombinationsarelessthanorequaltotheestablishedallowablestresses.4.5.2StabilitandSlidinAnalsisCantileverwallswhichdonotmeettheacceptancecriteriaforallowablestressesareanalyzedwithregardtooverturningstabilityandslidingmovement.AfactorofsafetyagainstoverturningisdeterminedforbothOBEandSSEloads.Theminimumacceptablefactorsofsafetyare2.0forOBEand1.5forSSEconditions.Beforethewallisconsideredacceptable,thetotalwallmovement,includingrockingandsliding,mustnotadverselyaffectanysafety-relateditems.4.5.3AnalsisofArchinEffectsMasonrywallswithmortaredjointsat,boththetopandbottomboundariesthatdonotmeet,theacceptancecriteriaforallowablestressesareinvestigatedforarchingeffects.Thewallscapabilityofresistinghorizontalloads,afterultimatetensionstressesareexceeded,isdevelopedwhenthewalljamsatthetopandbottomagainstthesupportingstructuralmembers.Thecenterofthewallcracksduetotensionstresses,andathree-hingedarchisformedtoresisttheloadsthroughcompressionstressesonly.0050c

Designseismicloadsgeneratedbythesafeshutdownearthquakearebasedonthepeakaccelerationoftheapplicableresponsecriteriaandadampingfactorof10%ofcritical.Thestiffnessesofthesupportingstructuralelementsareaccountedforintheanalysis.Also,thedeflectionatthecenterhingemustbelessthanorequaltoonethirdofthewallthickness.Ifanarchingwallmeetstheaboverequirementjitisconsideredacceptablewhenthecompressionstressdevelo'pedinthearchislessthanorequaltotheallowableflexuralcompressionstressshowninTable2.4.5.4InterstorDriftUnderSeismicLoadsTheeffectsofinterstorydriftareconsideredbydeterminingthein-planeshearstraininthewallduetotherelativedisplacementbetweenthetopandbottomofthewall.Theallowablein-planestrainsare0.0001forunconfinedwallsand0.001forconfinedwalls.Anunconfinedwallisdefinedasawallsupportedonlyontwoadjacentsides.Aconfinedwallissupportedonanythreesidesoratthetopandbottomofthewall(References6.5,6.6.and6.7).Theseacceptancecriteriaareconsideredtobejustifiedbecausenoneofthemasonrywallscarryasignificantpartofthebuildings'toryshearormoment.Also,testdataindicatethatthegrossshearstrainofwallsisamorereliableindicatorforpredictingtheonsetofcrackingthanloadsorstresses.Theout-of-planerelativedisplacementcreatesabendingmomentinthewallonlyinthecasewherethetopandbottomboundariesaresupported.andatleastonerepresentsafixedcondition.NoneofthemasonrywallsattheDresdenstationareeffectivelyfixedateitherthetoporthebottomboundary;therefore,theout-of-planeinterstorydriftisnotconsidered.4.6ASSUMPTIONSANDANALYSISCONSTRAINTSThefollowingassumptionsandconstraintswereemployedinthereevaluationofthemasonrywalls.4.6.1Nonsafety-relatedwalls,anchorbolts.andembedmentswerenotwithinthescopeofthereevaluation.4.6.2AllloadsandloadcombinationsoutlinedintheplantPSARareconsideredinthereevaluation.0050c

4.6.3Theseismicloadsonmasonrywallsaredependentonthedampingcharacteristicsofthematerial,whichareexpressedinpercentageofcriticaldampingasfollows(References6.3and6.4):a.UncrackedMasonryWall,Out-of-PlaneAcceleration1)OBE:2%2)SSE:2'4b.VitalPipingSystems.HorizontalandVerticalAccelerations1)OBE:0.5%2)SSE:2'tTheplantFSARspecifiesdampingof0.5'4underOBEconditionsforvitalpipingsystems.Forthepurposeofthisevaluation,vitalpipingaredefinedasallsafety-relatedpiping.c.OtherAttachedSystems,HorizontalandVerticalAccelerations4.6.41)OBE:1'42)SSE'WThiscategoryincludesnonsafety-relatedpipingandsafety-relatedandnonsafety-relatedconduit,cabletrays,andHVACductwork.Amasonrywallisconsideredanisotropic,elasticmaterial.Itsnaturalfrequencyiscalculatedusingstandardplateformulas.Forawallwithanopening,thecalculatedfrequencyisreducedby9%ifthesizeoftheopeningequalsorisgreaterthan15%ofthewallarea.Thereductionisproportionallylessforasmalleropening.Formultipleopenings,thelargest'oneisconsidered.Toaccountforvariationinstiffnessandmassofthewall,theabovefrequencyisvariedby+10%andthemaximumresponseisusedintheanalysis.4~6.54.6.6InaccordancewiththeplantFSAR,theeffectsoftheseismicloadsofonehorizontalandtheverticaldirectionareaddedarithmetically.Deadloadsfromthefloorabovearenotconsideredbeingtransferredtothemasonrywalls.Apartoftheliveloadfromthesefloorsistransferredtothewalls;however,itisnotconsideredifitwillrelievewallstresses.0050c

4.6.74.6.8Shearandtensilestressesarenottransferredacrossthecontinuousverticalmortarjointsofwallslaidinstackbondortheverticalmortarjointsofawallboundaryadjacenttoaconcretestructuralmember.Standard,prefabricatedsectionsofthehorizontaljointreinforcingsteelareprovidedatallcornersofmasonrywalls.However,theircontributiontoth4strengthcapacityofthisintersectionisnotconsidered.4.7MASONRYWAILTESTINGPROGRAMAsamplingandtestingprogramwasperformedatthestation.Thisprogramprovidedthematerialpropertiesnecessarytodeterminetheallowablestressesapplicableforthemasonrywallevaluations.ThetestingwasalsoconsideredtofulfillthespecialinspectionrequirementsofReference6.1;thusallowingtheuseofinspectedallowablestresses.Thefindingsoftheprogramareasfollows.4.7.1Thehollowmasonryblockhasanaveragecompressivestrengthof2,100psionthenetarea.4~7.24.7.3Thesolidmasonryblockhasanaveragecompressivestrengthof3,400psi.rThemortarusedinboththehollowandsolidmasonryconstructionis.asaminimum,comparabletoASTMC270,TypeN.4.7.4Theaverageunitweightofthehollowmasonryis110pcfandtheaverageunitweightforthesolidmasonryis132pcf.4.7,5Insitutestswereperformedontwowallstodeterminethestrengthofthemortaredcollarjoint.Theresultingfailurestresseswere37.6and32.7psi.4.7.6Onewall(D2-534-33G-21)wasfoundtoconsistofmagnetiteaggregate.Testsindicatetheblockofthiswalltohaveacompressivestrengthof6,000psiandaunitweightof235pcf.ThemortarwasfoundtobecomparabletoASTMC270,TypeM.5.0RESUITSOFMASONRYWALLEVALUATIONTable3liststheresultsofthemasonrywallreevaluation.Thecriteriausedtojustifythewall'sacceptanceormodeinwhichitdoesnotmeetthecriteriaareidentified.0050c10

5.1SUMMARY~~'hefollowingsummarizestheresultsofthereevaluationof96safety-relatedmasonrywalls:5.1.1Totalnumberofwallsmeetingtheacceptancecriteria:645.1.2Totalnumberofwallswhichdonotmeettheacceptancecriteria:3

26.0REFERENCES

6.1BuildingCodeRequirementsforConcreteMasonryStructures,ACI531-79,AmericanConcreteInstitute,Detroit,Michigan,19796.2USNRCIEBulletin80-11,datedMay8.1980'.3FinalSafetyAnalysisReport(FSAR)fortheDresdenNuclearPowerStationUnits2and36.4DampingValuesforSeismicDesignofNuclearPowezPlants,U.S.NuclearRegulatoryCommissionRegulatoryGuide1.61,October19736.5Becica,I.J.andH.G.Harris,EvaluationofTechniquesintheDirectModelingofConcreteMasonryStructures,DzexelUniversityStructuralModelsLaboratoryReportM77-1.June19776.66.7Fishburn.C.C.,EffectofMortarPropertiesonStrengthofMasonry,NationalBureauofStandardsMonograph36U.S.GovernmentPrintingOffice,November1961Mayes,R.L.;Clough,R.W.;etal.CyclicLoadingTestsofMasonryPiers,3Volumes,EERC76/8,78/28.79/12EarthquakeEngineeringResearchCenter,CollegeofEngineeringUniversityofCalifornia,Berkeley,California6'60-DayReportinresponsetoIEBulletin80-11forDresdenNuclearPowerStationUnits2and3,CommonwealthEdisonCompany.DocketNumbers50-237and50-249datedJuly3,19800050c

TABLE1MASONRYWALLS-FUNCTIONANDPHYSICALPROPERTIESWallFunctionThick-nessWtheaBondSine(heihtxwidth)ShownonBoundaryDesignSurtDrawinsRemarksD2"570-40M-1D2-570-39M-2D2-570-43K-3D2-570-42J-4D3-570-45K-7D-50-5K-8D2-570-38M-11D2-561-4D-12D-1-D-1D3-545-44D-14Partition12"Shielding12"PartitionPartition6"Partition12"Shielding12"Shielding18"Shielding12"Shielding18"Shielding12"HollowHollowSolidSolidSolidSolidHollowHollowHollowHollowRunning'-0"x9'-6"Running'-1"x17'-1"Running6'-3"x21'-7"Running'-5"x22'-ll"Running-5"x23'-ll"Running'-9"x9'-7"Running14'-9"x22'-0"Running16'-3"x21'-7"Running7e-1"x8'-8"*Running'-1"xl8'-0YesYesYesYesYesYesYesYesYesYesD2-570-43K-15D3-570-5K-16BlockoutBlockout24"24"Hollow*HollowRunning'-6"x2'-0"Running'-4"xl'-ll"NoNo*-Assumed*-AssumedBOUNDARYSUPPORTSFreeedgeSimplesupportFixedsupportL%hoot1nf7

TABLE1MhSONRYMhLLS-FUNCTIONhNDPHYSIChLPROPERTIESMall2-534-33E-202-534-33G-212-534-33H-222-545-38H-23FunctionPartitionBlockoutBlockoutFirewallThick-ness12"18"8ll12"ollowSolidollowollowWtheaBondunningtackunningunningSice(heihtxwidth)26'-10"x9"-1"9'-9"xl6-4"14'-6"x6'-8"24'-0"x8'-6"BoundarySurtShownonDesignDrawisYesYesYesYesReaarks2-545-39J-242-545-39J-252-S45-41H-26ShieldingShieldingShielding24"24"16"olidolidolidunningunningtack12'-3"x14'-28~-1"x6'-7"8'-0"x170-2")(xx)cYesYesYes2-545-44J-312-545-43L-322-545-43M-333-545-44J-343-545-45L-383-545-48N-40ShieldingShieldingShieldingShieldingShieldingFirewall180t48tt56"18"48tl12"olidolidolidolidolidollow8unningunningunningunningunningunning8'-0"x6'-0"10'-10"xll'-4"10'-0"x4'-8"8'-1"x6'-0"10'-8"xll'-6"12'-8"xl4'-10"QYesYesYesYesYesYes2-545-40N-41Firewall12"lollowunning12'-8"xl4'-10"Yes E:

ThBLE1MhSONRYMhLLS-FUNCTIONhNDPHYSIChLPROPERTIESMallFunctionThick-nessMthesBondSite(heihtxwidth)ShownonBoundaryDesignSurtDrawinsRemarksD--F-FrewaFirewallD2-549-32F-48FirewallD2-549-32G-49FirewallD3-545-49H-42ShieldingD3-545-50H-44PartitionD2-549-32F-45Firewall24"12"8It8'tt8ttSolidHollowHollowHoowHollowHollowHollowRunningRunningunningRunningRunningRunningunning13'-5"x12"-0"24'-6"x8'-8"9'-0"xlO'-4"1-x10-6x21-810'-6"x9'-8"10'-6"x20'-9"YesYesYesYesYesYesYesD2-549-32G-50FirewallD2-549-31G-51FirewallD2-549-32G-52FirewallD2-549-33G-53BlockoutD2-549-33H-54BlockoutD2"534-33G-55BlockoutD2-534-33G-56BlockoutD--M-BocoutD3-55-47M-68BlockoutD2-545-39J-66Shielding8I~8I~8II8I~8tt20"8tt24"24"HollowHollowHollowHollowHollowHollowHollowSolidHollowHollowunningunningunningunningunningunningunningRunningunningunning10'-6"xl7'-2"10'-6"x21'-5"8'-ll"x17'-3"12'-0"x6'-0"12'-0"x14'-8"14'-6"x4'-8"14'-6"x6'-9"8'-1"x4'-3"3'-6"x7'-5"3'"x7'-5"xxxKxxxxYesYesYesYesYesYesYesYesNoNoTypeofblockandnumberofwtheaassumedTypeofblockandnumberofwythesassumed

ThBLE1MhSONRYMhLLS-FUNCTIONhNDPHYSIChLPROPERTIESMallFunctionD2-534-43H-70PartitionD3-53-5D-71PartitionD3-534-44D-72PartitionThick-ness12"12"12"HollowHollowHollowMtheaBondRunningRunningRunningSise(heihtxwidth3'-5"x26'~0"13-5'x9-6"13'-5"xl4'-7"BoundarySurtXK)ECShownonDesignDrawisYesYes"YesReasrksD3-534-44D-73Partition]2I~HollowRunning13'-5"x9'-7"YesD2-529-43C-74Partition12"HollowRunning11'-4"x39'-4"YesD2-545-41J-76ShieldingD3-545-46H-77ShieldingD2-517-33E-80PartitionD2-503-35E-81Shielding24M24"12SolidSolidHollow36"SolidRunningRunningRunningRunning8'-1"x4'-0"8'-2"x4'-1"15'-ll"x9'-3"29'-ll"x31'-10"YesYesYesYesD2-517-31F-82FirewallD2-517-32F-83FirewallD2-517-32G-84FirewallD2-517-33H-85ShieldingD2-517-33H-86FirewallD2-517-38H-87FirewallD2-517-39H-88Blockout02-517-39K-89Shielding12"12"]2I~12"12"24"24"HollowHollowHollowHollowHollowHollowSolidSolidRunningRunningRunningRunningRunningRunningRunningRunning16'-0"x23'-0"16'-0"x39'-0"16'-0"x23'-0"13'-0"x20'-8"14'-3"x18'-0"27'-7"x8'-8"7'-0"x14'-5"8'-2"x9'-10"JC)lK)CYesYesYesYesYesYesYesYes

TABLE1MhSONRYILLS-FUNCTIONhNDPHYSIChLPROPERTIESMallFunctionThick-nessWtheaBondSise(heihtxwidth)BoundarySurtShownonDesignDrawisD2-517-426-90Blockout12"HollowRunning8'-6"x17'"6"YesD3-517-49H-92Partition12"D-517"'i9J-93Shielding2D2-517-34E-94Partition12"D2-Sll-33G-95Partition12"D2-517-43H-96Shielding18"D3-517-45H-97Shielding18"HollowSolidHollowHollowSolidSolidRunning27'-5"x8'-8"Running8-2x-10Running31'-0"x29'-0"Running15'-ll"xS'-9"Running9'-8"x8'-0"Running9'-8"x8'-0"kXXXIXWYesYesYesYesYesYesD3-517-46N-98FirewallD3-517-46N-99FirewallD3-517-46N-100Firewall12"12"12"HollowHollowHollowRunning7'-'"xll'-5Running7'-0"xll'-5"Running7'-0"xl6'-8"YesYesYesD2-517-38H-101Partition12"HollowRunning27'-0"x10'-6"C.:PYesD3-S17-46G-104Partition8tlD3-517-50H-102Partition12"D3-507-44C-103Shielding12"HollowSolidHollowRunning30'-0"x10'-5"Running10'-1"'-3"Running12'-6"xl7'-6"YesYesNoD-G-1BlockoutHollowRunning7-ll"x6'-4"XXXNoD--E-PartitionHollowRunning15-11x3-1"Yes

TABLE1MhSONRYWALLS-FUNCTIONANDPHYSICALPROPERTIESMallFunctionThick-neeaeWtheaBondSise(heihtxwidth)ShownonBoundaryDesignSurtDrawisRemarksD3-517-45D-107BlockoutD2-517-44D-108ShieldingD2-517-44E-109Partition12'2"12"HollowHollowHollow1RunningRunningRunning14'-10"x14'-7"7'-5"x6'-0"9'-10"xl3'-2."CyYesYesYeselisfilledwithsandD2-517-43E-110PartitionD2-517-39H-illBlockoutD2"528-35H-112FirewallD2-528-34H-113Firewall12"24"]2'2"HollowHollow*HollowHollowRunning4*RunningRunning1Running9'-10"x9'-6".6'-5"x2'-5"5'-1"xl3'-3"7'-8"x6'-10"YesNoYesYes*-AssumedD3-528-54H-114FirewallD3-528-54H-11SFirewallD2-517-43H-116BlockoutD3-517-49H-117ShieldingD2-S07-45C-118ShieldingD2-517-5A-120Exterior12"12"12"24"8to12ltHollowHollowHollowHollow*SolidHollow1RunningRunning1Running2*Running1Stack1Running8'-1"x14'-0"8'-1"x8'-6"9'-4"x2S'-ll"'-4"x2'-4"6'-3"x2'-3"20I-2"x14'-ll"YesYesYesNoYesYes*AssumedD2-517-3A-121Exterior12"Hollow1Running20'-2"x14'-ll"y.K)CpCYes

TABLE1HhSONRYMALLS-FUNCTIONANDPHYSICALPROPERTIESMallFunctionThick-nessMtheeBondSiee(heihtxwidthShownonBoundaryDesignSurtDravieRemarksD--H-BocoutD3-476-45H-122Blockout36ItHollowHollowRunningRunning4'-5"x9'-4"4-8'9-NoNoTypeofblockandnumberofwythesassumedTypeofblockandnumberofwythesassumedD2-558-43K-35ShieldingD2-558-43K>>36Shieldingb2-558-42K-37ShieldingD3-558-45K-39Shielding30"Solid36ItSolid36"Solid12"SolidRunnin6Running2Running6Running5t2ttx13t3II8'-5"x12t-0"5I4tfx3f41I8~5Ilx12IOtlYesYesYesNoasenotmortared 0

TABLE2ALLOWABLESTRESSESINCONCRETEMASONRYWALLSTe1WallLoadinConditione2WallLoadinConditionTeofStresssiFlexuralcompression,FmTransverseandpunchingshear,VmShearinmortarcollarjoint.Vmc~DirectorNormaltobedjoflexuralHollow-ParalleltobedtensionNormaltobedjoSolid-ParalleltobedMortarcollarjoints,Ftcints.Fthjoints,Fthpints.Ftsnjoints,FtspNormal3403510142710AbnormalandExtremeEnvironmental5605914234614Normal3903810274010AbnormalandExtremeEnvironmental6506314466814Axialcompressionallowable(Fa)isdependentupontheheightandthicknessofthewallFa=0.225fm[1-(h)3]40tTe1Walle2WallHollow-unitwallfm-1..020psimo-750psiSolid-unitwallfm=1,190psimo=750psi1.Forwallslaidinstackbond,shearandtensilestressesshallnotbetransferredacrossthecontinuousverticaljoints.2.MaterialpropertiesandtheshearcapacityofmortaredcollarjointshavebeenveriTiedbyfieldtests.0191C

APPLIEDLOADSANDEVALUATIONRESULTSApliedLoadsEvaluationResultsWallD2-570-40M-1NormalE0DLWRDrW0EsRTPaaaAbnormalYPMeetsAcceptanceCriteriaDoesNotMeetAccetanceCriteriaExceedsoverturningcriteriaRemarksD2-570-39M-2ExceedsoverturningcriteriaD2-570-43K-3Meetsover-turningcriteriaD2-570-42J-4eetsover-turningcriteriaD3-570-45K-7eetsover-turningcriteriaD3-570-45K-8eetsover-urningcriteriaD2-570-38M-11ExceedsoverturningcriteriaD2-561-44D-12Exceedsoverturningriteria

ApliedLoadsTMIAPPLIEDLOADSANDEVALUATIONRESULTSEvaluationResultsWallD3-561-45D-13NormalDLERDr00AbnormalTaWERsaPYapMeetsAcceptanceCriteriaDoesNotMeetAccetanceCriteriaExceedsoverturningcriteriaRemarksD3-545-44D-14MeetsallowablestressesD2-570-43K-15MeetsallowablestressesD3-570-45K-16MeetsallowablestressesD2-534-33E-20ilExceedsallowabletensionD2-534-33G-21J~IJlMeetsallowablestressesD2-534-33H-22JlExceedsoverturningcriteriaD2-545-388-23J4JJlMeetsallowablestresses

~TABLAPPLIEDLOADSANDEVALUATIONRESULTS.AppliedLoadsEvaluationResultsWallD2-545-39J-24NormalDLWERDr00WAbnormalERTsaaPaYPMeetsAcceptanceCriteriaMeetsallowablestressesDoesNotMeetAccetanceCriteriaRemarksD2-545-39J-25iJMeetsallowablestresses02-545-41H-26eetsover-turningcriteriaD2-545-44J-31J~/Exceedsallowablestrain.forinterstorydriftD2-545-43L-32JJ<VJJMeetsallowablestressesD2-545-43M-33JVdJ4MeetsallowablestressesD3-545-44J-34dJillExceedsallowablestrainforinterstorydriftD3-545-45L-38./4Mlseetsallowablestresses

,~

~TABLAPPLIEDLOADSANDEVALUATIONRESULTSAppliedLoadsEvaluationResultsWallD3-545-48N-40NormalE0DLWRDrW0AbnormalERTsaaJJPaMeetsAcceptanceYpCriteriaDoesNotMeetAccetanceCriteriaExceedsallowablestressesRemarksD2-545-40N-41ExceedsallowablestressesD3-545-49H-42MeetsallowablestressesD3-545-50H-44JdMeetsallowablestressesD2-549-32F-45JJMeetsallowablestressesD2-549-31F-464v'iMeetsallowablestressesD2-549-32F-47MeetsallowablestressesD2-549-32F-48JJMeetsallowablestresses

APPLIEDLOADSANDEVALUATIONRESULTSApliedLoadsEvaluationResultsWallD2-549-32G-49NormalE0DLWRDrW0E8RTPaaaAbnormalYPMeetsAcceptanceCriteriaMeetsallowablestressesDoesNotMeetAcceptanceCriteriaRemarksD2-549-32G-50MeetsallowablestressesD2-549-31G-51MeetsallowablestressesD2-549-32G-52ilMeetsallowablestressesD2-549-33G-53ExceedsallowabletensionD2-549-33H-54ExceedsallowabletensionD2-534-33G-55MeetsallowablestressesD2-534-33G-56eetsallowablestresses

~TABAPPLIEDLOADSANDEVALUATIONRESULTSApliedLoadsEvaluationResultsWallD2-545-39J-66LWER00NormalDrWtESRTPaaaAbnormalYPMeetsAcceptanceCriteriaMeetsallowablestressesDoesNotMeetAccetanceCriteriaRemarksD3-,545-47M-674v'eetsallowablestressesD3-545-47M-68MeetsallowablestressesD2-534-43H-70MeetsallowablestressesD3-534-45D-71J4MeetsallowablestressesD3-534-.44D-72MeetsallowablestressesD3-534-44D-73eetsallowablestressesD2-529-43C-74JlExceedsallowabletension

TABLAPPLIEDLOADSANDEVUATIONRESULTSApliedLoadsEvaluationResultsWallD2-545-41J-76DLER00NormalDrWtERaTPYaapAbnormalMeetsAcceptanceCriteriaDoesNotMeetAcceptanceCriteriaExceedsallowablestrainforinterstorydriftRemarksD3-545-46H-77ExceedsallowablestrainforinterstorydriftD2-517-33E-804JExceedsallowabletensionD2-503-3SE-81ExceedsarchingcriteriaD2-517-31F-82ExceedsallowabletensionD2-517-32F-83Exceedsoverturningcriteria92-517-32G"84JJExceedsallowabletensionD2-517-33H-85Exceedsallowabletension

AppliedLoads~TABLAPPLIEDLOADSANDEVALUATIONRESULTSEvaluationResultsWallD2-517-33H-86NormalDL4JERDr00WAbnormalERTsaapaMeetsAcceptanceYpCriteriaDoesNotMeetAcceptanceCriteriaExceedsallowablestressesRemarksD2-517-38H-874JdJlMeetsallowablestressesD2-517-39H-884dJMeetsallowablestressesD2-517-39K-89MeetsallowablestressesD2-517-42G-90ileetsover-turningcriteriaD3-517-49H-92llewJJeetsallowablestressesD3-517-49J-93~iieetsallowabletressesD2-517-34E-94JvExceedsoverturningcriteria

APPLIEDLOADSANDEVALUATIONRESULTSApliedLoadsEvaluationResultsWallD2-517-33G-95NormalE0DLWRDr0WAbnormalERsaiJTPYaapMeetsAcceptanceCriteriaDoesNotMeetAcceptanceCriteriaExceedsallowabletensionRemarksD2-517-43H-96ExceedsoverturningcriteriaD3-517-45H-97Meetsover-turningcriterian3-517-46N-98MeetsallowablestressesD3-517-46N-99JJMeetsallowablestressesD3-517-46N-100liExceedsallowabletensionD2-517-38H-101MeetsallowablestressesD3-517-50H-102lJMeetsallowablestresses

APPLIEDLOADSANDEVALUATIONRESULTSApliedLoadsEvaluationResultsWallD3-507-44C-103DLNormalWER00DrWRaTPYaapAbnormalMeetsAcceptanceCriteriaDoesNotMeetAccetanceCriteriaExceedsoverturningcriteriaRemarksD3-517-46G-104ivMeetsarchingcriteriaD2-517-31G-105MeetsarchingcriteriaD2-517-33E-106MeetsallowablestressesD3-517-45D-107MeetsallowablestressesD2-517-44D-108Meetsover-turningcriteriaD2-517-44E-109JdMeetsallowablestressesD2-517-43E-110eetsallowablestresses

TABLEAPPLIEDLOADSANDEVALUATIONRESULTSAppliedLoadsEvaluationResultsMallD2-517-39H-illNormalE0DLWRDrM0AbnormalERTsaapMeetsAcceptanceYpCriteriaeetsallowablestressesDoesNotMeetAcceptanceCriteriaRemarksD2-528-35H-112MeetsallowableJstressesD2-528-33H-113JJJJJMeetsallowablestressesD3-528-54H-114JJeetsallowabletressesD3-528-54H-115eetsallowabletressesD2-517-43H-116eetsallowabletressesD3-517-49H-117MeetsallowablestressesD2-507-45C-118Exceedsoverturningcriteria

~TABAPPLIEDLOADSANDEVALUATIONRESULTSApliedLoadsEvaluationResultsWallD2-517-5A-120NormalDLWJJR0DrWEsRaTPaaJJAbnormalYPMeetsAcceptanceCriteriaDoesNotMeetAcceptanceCriteriaExceedsallowablestressesRemarksD2-517-3A-121lJExceedsallowablestressesD3-476-45H-122iJMeetsallowablestressesD3-476-43H-123MeetsallowablestresseseetsallowablestressesD2-558-43K-36eetsallowablestresses.D2-558-42K-37Exceedsallowablestressesinsupportbracket.D2-558-45K-39eetsallowabletressesLEGENDDrInterstorydrift

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APPENDIXBADDITIONALJUSTIFICATIONOFTHEREEVALUATIONCRITERIA0052C

AppendixB,PageiiofiiTABLEOFCONTENTS1.02.

03.0INTRODUCTION

ABBREVIATIONSALLOWABLESTRESSES~Pae1g13.13.23.33.43.53.6AXIALCOMPRESSIONFLEXURALCOMPRESSIONBEARINGSHEARTENSIONSHEARANDTENSILEBONDSTRENGTHOFMASONRYCOILARJOINT4.0IN-PLANEEVALUATIONCRITERIA4.14.

25.0INTRODUCTION

TESTRESULTSALTERNATIVEEVALUATIONCRITERIA5.1'.2ARCHINGROCKINGSLIDINGREFERENCES'B-1B-2B-3TABLESCompressiveStrengthofAxiallyLoadedConcreteMasonryWallsFlexuralStrength-SingleWytheWallsofHollowUnits,UniformLoad,VerticalSpanFlexuralStrength,VerticalSpanConcreteMasonryWalls,FromTestsatNCMALaboratoryFlexuralStrength,HorizontalSpan,NonreinforcedConcreteMasonryWalls0052C

AppendixB,Page1of1

31.0INTRODUCTION

Thefollowingdiscussionsandtestresultsareintendedtoprovideadditionaljustificationofthereevaluationcriteriaforthesafety-relatedmasonrywalls.ThisinformationhasbeenextractedfromthereferencesidentifiedinSection6.0.~2.0ABBREVIATIONSAbbreviationTitleACIAmericanConcreteInstituteASCEAmericanSocietyofCivilEngineersATCAppliedTechnologyCouncilEERCEarthquakeEngineeringResearchCenterNBSNationalBureauofStandardsNCMANationalConcreteMasonryAssociation3.0ALLOWABLESTRESSES3.1AXIALCOMPRESSIONTheobjectivewastodevelopreasonableandsafeengineeringdesigncriteriafornonreinforcedconcretemasonrybasedonallexistingdata.Areviewin1967ofthecompilationofallavailabletestdataoncompressivestrengthofconcretemasonrywallsdidnot,accordingtosome,provideasuitablerelationshipbetweenwallstrengthandslendernessratio.Fromamorerecentanalysis,itwasnotedinmanyofthe418individualpiecesofdatathateitherthemasonryunitsormortar,orinsomecases.bothunitsandmortar.didnotcomplywiththeminimumstrengthrequirementsestablishedforthematerialspermittedforusein"engineeredconcretemasonry"construction.Accordingly,itwasdecidedtoreexaminethedata,discardingalltestswhichincludedmaterialsthatdidnotcomplywiththefollowingminimumrequirements:MaterialCompressiveStrengthsiSolidunitsHollowunitsMortar1.000600(gross)7000052C

AppendixB,Page2of13Alsoeliminatedfromthenewcorrelation-werewallswithaslendernessratiooflessthan6;wallswithanh/tratiooflessthan6wereconsideredtobeinthecategoryof"prisms".Forevaluationofslendernessreductioncriteria,onlyaxiallyloadedwallswereused.Thedatathatwereavailableconsistedoftestson159axiallyloadedwallswiththeh/tratiorengingbetween6and18.Withthisasastartingpoint,theda@wereanalyzedassumingthattheparabolicslendernessreducti4hfunction[1-(h/40t)3]isvalid.Thebasicequationusedtoevaluatethetestdatawas:ftest=Cofmfl-(h)3]S.F.40twhereftest40tCoxS.F.~KCoxS.F.](2)(3)fm=Assumedmasonrystrength,netarea,basedonstrengthofunitsftest=NetareacompressivestrengthofpanelS.F.=SafetyFactorCo~=Strengthreductioncoefficient=Heightofspecimen,inchest=Thicknessofspecimen,inchesThenetareausedintheaboveformulaeisthenetareaofthemasonry.anddoesnotdistinguishbetweentypeofmortarbedding.Intheevaluation,mortarstrengthwasassumedtobeconstantandwasnotconsideredasignificantinfluenceonwallstrength.Itwasdeterminedthattheobjectiveofreasonableandsafecriteriawouldbemetif90%oftheKvaluesweregreaterthantheKvalueselectedandgaveaminimumsafetyfactorof3.Accordingly,theKvalueswerelistedinascendingorderandthevaluesatisfyingtheaboveconditionswasK0.610forthe159testsasseenfromTableB-2.Therefore,fromEquation(3):0052C

AppendixB,Page3of13CoxS.F.=KCox3=0.610Co0'100'053Thisvalue(0.205)agreesverycloselywiththecoefficiqyt0.20whichhadbeenusedforanumberofyearswithreinforcecfmasonrydesign.Ananalysisofthesafetyfactorspresentwiththeformula:fm=0.205fm[1-(h-)]40tindicatesthefollowing:Asafetyfactorgreaterthan3isavailablein93%ofthetests..greaterthan4in51%ofthetests,greaterthan5in15'tofthetests,andgreaterthan6in5%ofthetests.InACI531,thefactorof0.20wasincreasedto0.225.Therecommendedvalueof0..22forunfactoredloadshasfactorsofsafetycomparabletothosegivenabove.3.2FLEXURALCOMPRESSIONItisassumedthatmasonrycandevelop85%ofitsspeci,fiedcompressivestrengthatanysection.Therecommendedprocedureforcalculatingtheflexuralstrengthofasectionistheworkingstressprocedure,whichassumesatriangulardistributionofstrain.Fornormalloads,.anallowablestressof0.33fmhasafactorofsafetyof2.6forthepeakstress,which.onlyexistsattheextremefiberoftheunitandhasbeenusedinpracticeformanyyears.TherecommendedvalueforfactoredloadsalsoonlyexistsattheextremefiberandisthevaluerecommendedintheATC-3-06provisions.3.3BEARINGThesevaluesfornormalloadsaretakendirectlyfromtheACI531-79code.3.4SHEARThemostextensivereviewonshearstrengthliteratureappearstohavebeendonebyMayes,etal(Reference6.1),andpublishedinEarthquakeEngineeringResearchCenterReportEERC75-15whichwasperformedforbothbrickandmasonryblock.0052C

AppendixB,Page4of13Thisreportattemptstosummarizesomeofthefindingsthatappeartobepertinenttowardsdefiningpermissibleshearstressvaluesthatcanbeusedforreevaluationofthenonreinforcedconcretemasonry.Anumberoftestshave-beenidentifiedasbeingtheprimarybasisforpermissibleshearstressvaluesinbothNCMASpecificationsfortheDesignandConstructionofIoad-BR%ringConcreteMasonry(References6.4and6.5)andtheACIStandardBuildingCodeRequirementsforConcreteMasonryStructures,ACI531-79(References6.2and6.3).Out-of-planeflexuralshearisdefinedbythecode(References6.2and6.3)asequaling1.1~m.Thederivationofthisvalueisanalogoustothepermissibleshearvalueofconcrete,disregardinganyreinforcement,of1.1~fc(Reference6.30).Althoughthisissomewhatdifferent(thereisnotensionsteelbywhichtodeterminetheappropriatejdistance),theactualvalueisamutepointbecausetensionwillbethecriticalvaluefordeterminingout-of-planeacceptabilityofaflexuralmember.Becauseofthenatureofthestresses,however,andthevariousconcernswithregardtothecorrectnessofinterpretationoftheeffectsonboundaryconditions,aswellassuchconditionsasactualmortarproperties.absorptivityofthemortar,confinementorlackofitonthetestspecimenduringtest,andarrangementandeffectofactualload,itdoesnotseemwarrantedtoincreasethesestressesbeyondafactorof1.67underabnormalandextremeenvironmentalloads.3.5TENSION3.5.1NormaltotheBedJointAsummaryofthestaticmonotonictestsperformedtodeterminecodeallowablestressfortensionnormaltothebedjointwasgivenintheNCMAspecifications.Stressesfortensioninflexurearerelatedtothetypeofmortarandthetypeofunit(holloworsolid).Researchusedtoarriveatallowablestressesfortensioninflexureintheverticalspan(i.e..tensionperpendiculartothebedjoints)consistedof27flexuraltestsofuniformlyloadedsingle-wythewallsofhollowunits.ThesemonotonictestsweremadeinaccordancewithASTME72.TableB-2summarizesthetestresults.FromTableB-2,theaveragemodulusofruptureforwallsbuiltwithTypesMandSmortaris93psionnetarea.ForTypeNmortar,thevalueis64psi.Applyingasafetyfactorof4tothesevaluesresultsinallowablestressesforhollowunitsasfollows:0052C

AppendixB,Page5of13MortareAllowableTensioninFlexuresiMSS23NThesevaluesareconsistentCommittee531report,whichtheACI531-79code.16withthosepublishedinthe70ACIhavebeenonlyslightlyaltejjdinBaseduponthesetests,theminimumfactorsofsafetyforeachmortartypeare:NFactorofSafet3.872.60'.81Toestablishallowabletensilestressesforwallsofsolidunits,the8-inchcompositewallsinTableB-3wereused.Thesewalls.composedof4-inchconcretebrickand4-inchhollowblock,weregreaterthan75%solid,andthus,wereevaluatedassolidmasonryconstruction.Themodulusofrupture(grossarea)forthesewallsaveraged157psi,givinganallowablestressof39psiwhenasafetyfactorof4isapplied.ThecompositewalltestsinTableB-3usedTypeSmortar.ToestablishallowablestressesforsolidunitswithTypeNmortar,themortarinfluenceestablishedpreviouslyforhollowunitswasused.2339;f=27psi16fTheminimumfactorofsafetyforthesetestsforTypeSmortarwas2.33.RecentdynamictestshavebeenperformedatBerkeleyandthevaluesoftensionobtainedatcrackingatthemid-heightofthewallsareasfollows:13psi,20psi,23psi,and27psi.Therecommendedvalueshaveafactorofsafetyof2.8withrespecttothelowerboundofthestatictestsfortheunfactoredloadsandaretowardsthelowerlimitoftheinitiationofcrackingforthedynamictests.Anincreaseof1.67appearedreasonableforfactoredloadsbasedonthestatictests.0052C

AppendixB,Page6of133.5.2TensionParalleltoBedJointsValuesforallowabletensioninflexureforwallssupportedinthehorizontalspanareestablishedbydoublingtheallowablestressesintheverticalspan.Whileitisrecognizedthatflexuraltensilestrengthofwallsspanninghorizontallyismoreafunctionofunitstrengththanmortar.itisconservativetousedoubletheverticalspanvalues.TableB-4listsaSummaryofallpublishedtestsandindicatesanaveragesafetyfactorof5.3forthe43wallscontainingnojointreinforcementand5.6forthe15wallscontainingjointreinforcement.Itisimportanttonotethatthefactorofsafetyforthosewallsloadedatthequarterpoints(Reference6.6)haveanaveragefactorofsafetyof2.02withaminimumvalueof1.22,whilethoseloadedatthecenterhadanaveragefactorofsafetyof6.08withaminimumvalueof3.59.However,itshouldbenotedthatthevaluestestedatthequarterpointswerealsotestedat15days.Theresultsassociatedwiththeearlydateoftestingandtheuseofquarter-pointloadingaredifficulttoexplainotherthantostatetheyareatvariancewithallothertestresults.Anincreaseintheallowablestressesbyafactorof1.67isrecommendedforabnormalandextremeenvironmentalloads.Therecommendedvaluescouldbeincreasedbecauseofthelargerfactorsofsafetyinthetestresults:however.thevalueof1.67waschosentobecompatiblewiththeincreaseinotherstressesforunreinforcedmasonry.3.6SHEARANDTENSILEBONDSTRENGTHOFMASONRYCOLLARJOINTThecollarjointshearandtensilebondstrengthisamajorfactorinthebehaviorofmulti-wythemasonryconstruction.particularlywithrespecttoweakaxisbending.Awidelystatedpositionisthatforcompositeconstruction,the'collarjointmustbecompletelyfilledwithmortar..However,evenifthisjointisfilled.theremustbeatransferofshearingstressacrossthisjointwithoutsignificantslipinorderforfullcompositeinteractionofthemultiplewythestoberealized.Becausethecrackingstrength,momentofinertia,andultimateflexuralstrengthofthewallcross-sectionaresignificantlyinfluencedbytheinteractionofmultiplewythes,it,iscrucialtoestablishthecollarjointshearbondstrength.TheonlyapplicablepublisheddataontheshearbondstrengthofcollarjointsisthatdeterminedbyBechtel'ntheTrojanNuclearPowerPlant(Reference6.29).Therefore,tocorrelatetheshearbondstrengthofmortaredcollarjoints,plant-specificinsitutestswereperformedinAugust1982.Theresultsofthesetestsshowedtheultimatefailurestressestobe37.6and32.7psi.Afactorofsafetyofthreewasusedin0052C I'

AppendixB,Page7of13determiningtheallowablestressfornormalloadcombinations.For.abnormalandextremeenvironmentalcombinations,theallowablestressisincreasedbyafactorof1.33.Thereareconflictingdataavailableontherelationshipbetweentheshearandtensilebondstrengths.Inmosttestsperrmedonmortarbedjoints(couplettests),theshearbondstrengthwasapproximatelytwicethetensilebondstrength.Inamorerecentmethodofevaluationbymeansofcentrifugalforce,theshearbondstrengthwasfoundtobe60%ofthetensilebondstrength(Reference6.16).Theauthorsofthereportconsiderthetestproceduretobean'mprovementoverpresentmethodsbecausejointprecompressionisessentiallyeliminatedasaresultofthetestingprocedure.Becauseoftheconflictinthetestdata,itisrecommendedthatthevaluesfortensilebondstrengthbethesameasforshearbond.Unlessmetaltiesareusedatcloselyspacedintervals(lessthan16inchesoncenter),itisrecommendedthattheircontributiontoshearandtensilebondstrengthbeneglected.4.0IN-PLANEEVALUATIONCRITERIA

4.1INTRODUCTION

Muchoftheefforttodefineapermissiblein-planeshearstressmaybesomewhatacademicinthatthenormalcasefozunreinforcedwallsbeingusedinnuclearplantstructures,thenatureoftheshear,isoneofbeingforcedonthestructuralpanelasaresultofbeingconfinedbythebuildingframeandnotoneofdependingonthepaneltotransmitbuildingshearforces.Thisforceddriftordisplacementresultsinshearstressesandstrains,butbecauseofthecomplexinteractionbetweenthepanelandtheconfiningstructuralelements,strainordisplacementisamoremeaningfulindexforqualifyingthein-planeperformanceofthepanel.In-planeeffectsmaybeimposedonmasonrywallsbytherelativedisplacementbetweenfloorsduringseismicevents.However,thewallsdonotcarryasignificantpartoftheassociatedstoryshear,andtheirstiffnessisextremelydifficulttodefine.Inaddition,becausetheexperimentalevidencetodatedemonstratesthattheapparentin-planestrengthofmasonrywallsdependsheavilyuponthein-planeboundaryconditions,loadorstressonthewallsisnotareasonablebasisforevaluationcriteria.However,examinationofthetestdataprovidedbythelistofreferencesofSection4.2indicatesthatthegrossshearstrainofwallsisareliableindicatorforpredictingtheonsetofsignificantcracking.Asignificantcrackisconsideredhereto0052C

AppendixB,Page8of13beacrackinthecentralportionofthewallextendingatleast10%ofawall'swidthorheight.Crackingalongtheinterfacebetweenablockwallandsteelorconcretemembersdoesnotlimittheintegrityofthewall.4.2TESTRESUITSTestresultsindicatethattopredicttheinitiationofsignificantcracking,masonrywallsmustbedividedintotwocategories:4.2.14.2.2UnconfinedWalls:Notboundedbyadjacentsteelorconcreteprimarystructure.Significant"confining"stressescannotbeexpected.ConfinedWalls:Ataminimum,boundedtopandbottomorboundedonthreesides.Forunconfinedconcreteblockmasonrywalls,theworksofFishburn(Reference6.18)andBecica(Reference6.17),yieldanallowableshearstrainof0.0001.'tshouldbenotedthatFishburn'stestspecimenswereanaverageof15daysold.-Forconfinedwalls,themostreliabledataappearstobethatofMayesetal(Reference6.20).Instaticanddynamictestsofmasonrypiers(confinedtopandbottom)varyingblockproperties,mortarproperties,reinforcement,verticalload.andgroutconditions,significantcrackingwasinitiatedatstrainsexceedingapproximately0.001.Itshouldbenotedherethatreinforcementcanhavenosignificanteffectonthebehaviorpriortocracking.Similarly.thepresenceofcellgroutshouldhavenoeffectonstressorcrackinginthemortarjointsatagivenstrain.BothpredictionsareconfirmedbythedatainReference6.20.Inaddition,thedatashowsthattheonsetofcrackingisnotsensitivetothemagnitudeofinitialappliedverticalload.KlingnerandBertero(Reference6.19)performedaseriesofcyclicteststofailureandfoundexcellentcorrespondencewithanonlinearanalysisinwhichthebehaviorofaninfilledframepriortocrackingisdeterminedbyanequivalentdiagonalstrut.Whiletheequivalentstruttechniquehasbeenusedbymanyinvestigatorstostudythestiffnessandload-carryingmechanismsofinfilledframes,KlingnerandBerterofoundthatthequasicompressivefailureofthestrutcouldbeusedtopredicttheonsetofsignificantcracking.5.0ALTERNATIVEEVALUATIONCRITERIA5.1ARCHINGAnextensivetestprogramperformedbyGabrielson(Reference6.21)onblastloadingofmasonrywallsprovidesvalidationoftheconceptofarchingactionofmasonrywalls0052C 4'

AppendixB,Page9of13subjectedtoloadsthatexceedthosethatcauseflexuralcra"kingofanunreinforcedmasonrywall.Ananalyticalprocedurewasdevelopedtopredictwithreasonableaccuracytheultimatecapacityoftheunreinforcedwallstested.5.2ROCKINGFreestandingblockwallsmayrockorslideasrigidbodiesduringanearthquake.Suchrockingandslidingofwallsinnuclearplantsispermissibleaslongasitiswithincertaintolerancelimits.Onlywhentherockingofawallincreasestoacriticalvaluedoesthewallbecomeunstableandoverturn.Afreestandingwallstartstorockaboutanedgewhenthesupportingfloormoveshorizontallywithanaccelerationgreaterthan(t/h)g,wheret=thicknessofwall,hheightofwall,andgaccelerationduetogravity.Ifthecoefficientoffrictionbetweenthewallandfloorislessthan(t/h),thewallwillnotrock,butwillslideinstead.TherockingbehaviorofcantileverstructureshasbeenstudiedandreportedinReferences6.23,6.24,and6.25.InReferences6.24and6.25,anonlineardifferentialequationfortherockingmotionisformulatedandsolvednumericallyfordifferentsupportexcitations.SometestresultsontherockingofblockspecimensarereportedinReference6.24.ThemethodusedtopredicttherockingofblockwallsissimilartotheoneinReferences6.22and6.23forcantileverstructures.ApplicationofthemethodtoseismicrockingofstructureshasbeenjustifiedinReference6.26basedonthenumericalresultsusingANSYSprogram.Arockingwallswitchesfromoneedgetoanotherandaconsiderableamountofenergyisdissipatedwheneverthewallimpactsthefloor.Thus,theseismicrockingbehaviorofawallisnonlinearandthefrequencyofrockingvariesasafunctionofthemaximumrockingangleinacycle(Reference6.23).5.3SLIDINGSlidingisthehorizontalmovementofawallasarigidbodywithrespecttothesupportingfloor.Ingeneral,awallwilleitherrockorslideduringanearthquake.Itappearsthatarockingwallwillnotslideandviceversa.Slidingresistanceandslidingdisplacementofawalldependonthecoefficientoffrictionbetweenthetwocontactsurfaces.BasedonthediscussioninReference6.31,thefollowingarereasonablefrictionvaluesforconcretedependingonthesurfaceroughnesses:0052C

AppendixB,Page10of130.33-betweensmoothsurfaces=0.67-betweensmoothandroughsurfaces=1.0-betweenroughsurfacesSeismicslidingofcantileverstructuresisstudiedinReference6.28bynonlinearseismicanalysesusingANSYSprogram.ThisstudysubstantiatesthesimpleenergybalancemethodgiveninReferences6.22and6.27topredictsliding.Awallbeginstohaveslidingoscillationswheneverthehorizontalseismicflooraccelerationing-unitsexceedsthefrictioncoefficient..0052C

AppendixB,Page11of13REFERENCESMayes.andClough,"LiteratureSurvey-Compressive,Tensile,Bond,andShearStrengthofMasonry,"EarthquakeEngineeringResearchCenter,UniversityofCalifornia,19756.2ACIStandard,"BuildingCodeRequirementsforConcreteMasonryStructures"(ACI531-79)6.3Commentaryon"BuildingCodeRequirementsforConcreteMasonryStructures"(ACI531-79)6.46.5"SpecificationfortheDesignandConstructionofLoad-BearingConcreteMasonry,"NCMA,1979ResearchDataandDiscussionRelatingto"SpecificationfortheDesignandConstructionofIoad-BearingConcreteMasonry,"NCMA,19706.6Fishburn,"EffectofMortarStrengthandStrengthofUnitontheStrengthofConcreteMasonryWalls,"Monograph36,NBS,19616.7Copeland,R.E.andSaxer,E.L.."TestsofStructuralBondofMasonryMortarstoConcreteBlock,"Proceedings,AmericanConcreteInstitute,Volume61,Numberll,November19646.86.9Richart,FrankE.,Moorman,RobertB.B.,andWoodworth,PaulM.,"StrengthandStabilityofConcreteMasonryWalls,"Bulletin251,EngineeringExperimentStation,UniversityofIllinois,19321Hedstrom,R.O.,"LoadTestsofPatternedConcreteMasonryWalls."Proceedings,AmericanConcreteInstitute,Volume57,p1265,19616.10Menzel,CarlA.,"TestsoftheFireResistanceandStrengthofWallsofConcreteMasonryUnits,"PortlandCementAssociation,19346.11Nylander,H.,"InvestigationoftheStrengthofConcreteBlockWalls,"SwedishCementAssociation,TechnicalCommunicationsandReportsofInvestigations,1944,Number6(October)6.12Copeland,R.E.andTimms,A.G.."EffectofMortarStrengthandStrengthofUnitontheStrengthofConcreteMasonryWalls."Proceedings,AmericanConcreteInstitute.Volume28,p551,19320052C

I~~~AppendixB,Page12of136.14Beyer,A.H.andKrefeld,W.J.,"ComparativeTestsofClay,Sand-Lime,andConcreteBrickMasonry,~~ColumbiaUniversity,DepartmentofCivilEngineering,April1923Livingston.A.R.,Mangotich,E.,andDikkers,R.,"FlexuralStrengthofHollowUnitConcreteMasonryWallsintheHorizontalSpan,"TechnicalReport62,NCMA,19586.15Cox,F.W.andEnnenga,J.L.,"TransverseStrengthofConcreteBlockWalls,"Proceedings,ACI,Volume54,p951.19586.16Hatzinkolas,M.,Longworth,J.,andWararuk,J.,"EvaluationofTensileBondandShearBondofMasonrybyMeansofCentrifugalForce,"AlbertaMasonryInstitute,Edmonton.Alberta6.17Becica,I.J.andHarris,H.G.,"EvaluationofTechniquesintheDirectModelingofConcreteMasonryStructures,"DrexelUniversityStructuralModelsLaboratoryReportM77-1,June19776.18Fishburn,C.C.,"EffectofMortarPropertiesonStrengthofMasonry,"National'BureauofStandardsMonograph36,U.S.GovernmentPrintingOffice,November19616.19Klingner.R.E.andBertero,V.V.,"EarthquakeResistanceofInfilledFrames,"JournaloftheStructuralDivision,ASCE.June19786.20Mayes,R.L.,Clough,R.W.,etal,"CyclicLoadingTestsofMasonryPiers,"3volumes,EERC76/8,78/28.79/12,EarthquakeEngineeringResearchCenter,CollegeofEngineering,UniversityofCalifornia,Berkeley,California6.21Gabrielson,G.,Wilton,C..andKaplan.K.,"ResponseofArchingWallsandDebrisfromInteriorWallsCausedbyBlastLoading,"URSReport2030-23,.URSResearchCompany,19756.22TopicalReport,"SeismicAnalysesofStructuresandEquipmentforNuclearPowerPlants,"BC-TOP-4,Revision4,BechtelPowerCorporation.19806.23Housner,G.W.,"TheBehaviorofInvertedPendulumStructuresDuringEarthquakes,"BulletinoftheSeismologicalSocietyofAmerica,Volume53,Number2,February19636.24Aslam,M.,etal,"EarthquakeRockingResponseofRigidBodies,"ASCE,JournaloftheStructuralDivision,ST2,February19800052C

AppendixB,Page.13of13~~~~~~6.25Yim,C-S.,etal,"RockingResponseofRigi'dBlockstoEarthquakes,"ReportUCB/EERC-80/02.UniversityofCalifornia,Berkeley.January19806.26"SeismicLoadingCriteriaforBaseMatDesign,"BechtelPowerCorporation.SanFrancisco,InternalReport,Revision2,November19766.27Newmark,N.M.,"EffectsofEarthquakesonDamsandEmbankments,"Geotechnique,VolumeXV.Number2,pp139-159,June19656.28Kausel,E.A.,etal,"SeismicallyInducedSlidingofMassiveStructures,"ASCE,JournaloftheGeotechnicalEngineeringDivision,GT12,December19796.29ReportonTestsofShearStrengthofCollarJointMortarinDoubleWytheMasonryWalls,TrojanNuclearPowerPlant,PortlandGeneralElectricCompany,April14,19806.30ACIStandard,"BuildingCodeRequirementsforStructuralPlainConcrete"(ACI322-72)6.31PCIDesignHandbook,"PrecastPrestressedConcrete,"PrestressedConcreteInstitute,SecondEdition,19780052C

Sheet1ofTABLEB-1COMPRESSIVESTRENGTHOFAXIALLYLOADEDCONQRETEMASONRYWALLSConcreteMasonrUnitsMortarWallsStrength,Percentpsi,netStr.,ef.Solidareaf!t!,psipsiBeddingStrength,psi,neth/tftestf'S.F..863636363636363636363636363636363636363636363636363434370701160116011601160980980980980120012001200132013201320116011601810181015051505124012401720172013801380178017803300330016451645100010001000106010601060980980127512751150115010201020123012301090l.09012621262179017901208120812001000118011801160900123073096078088081081010801080127012701670167098098088088017301730187018701230123013.401140FullFullFSFSFullFullFSFSFullFullFSFullFullFullFullFullFullFullFul.lFullFullFullFullFullFullFullFullFullFull6.06.06.06.06.06.06.06.06.06.06.0j6.0j6.0I6'iG0I6~0.:6.0I6.0'.06.06.0I6'6.06.0I6.0',6.0,'6.0!6.0I6.075068567055586062558065011109707808006709409408258201010870103594010001010145015701560173010001229978978978978995995995995.798.701.686.568.863.627.582.6523.833.493.422.834.303.122.893.25105510559789781270127011451145101510151225122510851065.918.738.818'686.739.739.719.715.993.856.844.766.920.93012571.15212571.2481782.8741782-.959'200.83012001.013'.583.694.C83.423.673.673.603.574.954.264.213.814.584.635.756.224.364,844.155.C510551.050'.25636363636363635095095098408408408754584584587567567567883140161010603140.'.61010603140FullFullFollFullFullFollFull6.06.06.06.06.06.06.030329529553540c05438455~55455753753753785.664.646.'646.706.716.670.5583~403,213."13.523583.352.79

Sheet2of4ableB-1Ref.(continued)ConcreteMasonrUnitsStrength,ercentpsi,netSolidareaf~,psiMortarStr.,psiBeddingWalls,Strength,psi,netftestfillCp.p.636363636363636363636363636363636363636363636363636363636387587510801080108012301230123014101410141015201520788788940940940101510151015110511051105115711571860251025102510303030303030374037403740664066406640129515541554155417101710171019231923192324002400240015201157186012951860129516101060314016101060314016101060314016101060314016104780314016101060314016101060314016101060314016104780314016104780FullFullFullPullFullPullFullFullPullFullFullFullFullFullFullFullFullFullFullFullFullFullFullFullFullFullFullFullFull6.06.06.06.06.06.06.06.06.06.06.06.06.06.06.06.06.06.06.06.06.06.06.06.06.06.06.06.06.043050060571576511601000111011409851030660740830147615391365169813651325222222221984185725232317358738565031785.547785.637936.646936.763936.81710101.1461010.98810101.09711001.0301100.8931100.9351152.5721152.642rl52.71912901.14312901.19212901.05815501.0961550.8811550.85617051.3041/051.3041>051.1641918.96919181.31619181.20923921.49923921.61223922.1022.743.173.223.814.075.704.925.465.164.454.662.853.203.585.705.945.27'5474.394.276.506.505.804.826.566.037.488.0410.496.13Q)010010010010010010010010010010018921923250825292545261026784L744474185316302390263021302220203022102540138312571388"164025623017231721532427'34721433195232227922154FullFullFullFullFullFullFullFullPullFullFull7.07.07.07.07.07.07.07.07.07.07.01140135814691394194721511930207818321810215712541635184616252380262021202210202022002530.910.830.795.858.817.820.909.939.905.821.9374.134.574.524.294.564.684.174.713.994.104.09fmvaluesfromthisreferenceweredeterminedfromprismtestsin-steadofassumedvalues.Testresultsmultipliedbyfactoror.1.2It 0

Sheet3of4ableB-1(continued)Ref.ConcreteMasonr'niteStrength,ercentpsi,netSolidareafz,psiMortarStr.,psiBeddingWallsStrength,psi,neth/tftestf~C.S.P.6.10626262626262~6262626262626262626245626262-526262254718861999149919342305213617731298124116121805149110881918116926551088129019991862967196715561305'3501150132514731405126010491031119612731146944131898515989441045135012968701338140014001400140014001400140014001400140014001400140014001400140014001400,1400i1400140014001400PSFSFSFSFullFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFullFullFull9.09.09,09.09.09.09.09.09.09.09.09.09.09.09.09.09.09.09.09.09.09.09.01241115396768513541096112810888546859911088854629107260598956470111041378+75812411540129013351135.807.894.724.60313101.033145513901245103710101180126011339331302975157893310321335.752.812.873.823.678.838.864.754.673.822.621.626..604.678.82612801.075860.8811320.9384.054.503.633.025.193.784.074.384.143.414.204.333.783.384.123.123.153.033.414.165.444.424.726.106.857676767675757575757573939393922801917138019021246208720872385238523852385159015901718171814631318109013121023'386'1386150515051505I'400~14001400140014001400830.14001400,14001505I1400I1187;1130118/'0101238i10701238i840FSFSFSPSFSFSFSFSFSFSFull,FullFullFull9.39.39.39.39.39.39.39.39.39.39.39.59.59.59.51228836724122373911931298719789110511408851000949910145013021078130010101370137014851485148514851170117012201220.849.642.672.943.731.871.948.484.530.743.766.756.853.777.7454.273.233~3/4.743.674.384.762.442.673.743.853.794.283.893.73

Sheet4of4TableB-1(continue6)ConcreteMasonrUnitsMortarWallsRef.Strength,ercent'psi,netStr.,Solidareafm,psipsiBeddinStrength,psi,neth/tftestf'S.F.6.863636363636363636363636363636363636363636363636363636363636363636363636363707055551159115911591159115911591206120612061206120612061317131713171317131711591159115918101810181015081508150812381238123817149859859859859859851020102010201020102010201080.108010801080108098598598512741274127411531153102510251025123017742253225316431643127312731245145014501206120610401040171412301714'2301381109013811090118014401440106090019201230730113096078012508807508101020102011201150108012.709401120138013801670192098012808008007501730,22002100'270118013001220~1220FullFullFullFSFSFSFullFullFullFSFSFSFullFullFullFSFSFullFullFullPullPullFullFullPullFullFullFullPullPullFullFullFullFullPullPullFullFullFullFullPull4.34.34.314.34.34.314.314.314.314.314.314.3l4.314.314.314.314.314.314.314.314.314.314.314.314.314.314.314.314.314.314.314.314.314.314.314..314.314.314.314.314.36836907385325635637386837465716035959051063929714667579635635873881817706746643833802817llll112710799689601240936920807986727764940940940940940940974974974974974974103010301030103010309409409401218121812181100110011009789789781172117211721040104011901385138511501150993993.726.734.784.565.599.599.758.702.765.586.619.610.8771.030.90'692.647.616.675.675.717.725.671.641.677.584.851.819.835.946.959.918.930.9231.043.675.664.701.857.732.7703.623.663.912.822.982.983.803.513.832.943.103.054.385.144,493.453.23'.073.373*373.543.583.323.173.342.884.244.094.164.734.794.594.644.615.213.423.373.554.333.663.846'l10029001665II1475PullI,15.012501565.8013.936'0656565174612461562125010151175'400.'4001400FullPullFull118.018.0'18.0110878512081135.975925.85010651.1314.874.255.66

~~~~'I~~~~~~~~~~~~~~I~~~I~~~~~~~~~~~~

y'g~URQ.STRENGZ~~ZRTCALSPANCONCRETEMASOY!P'WALLSFRO.iTESTShTKC."4LABORATORYIST.'f."fortarType*h'ominalThicknessfn.Max.~Uniform.LoadpsfWa11RctSectionModlusin3/ftModulusCrosshrcaypsiocRuptureÃctMortarBeddedbrea,psiMonouytheVallsofHollowUnitsMMMMSSSS888888121285.1587.109}..00103.3562.4072.15.183.3161.280.9780.9780.9780.9780.9780.97164.64164.6461.7463.1565.9774..9345.2452.3157.aa50.2288.7390.7694.82107.6969.4775.1893.9462.62CompositeballsofConcreteBrick6Hollo@VlUSSSSSSSSSS88888812121212222.3219.7187.2228.8216.4223.6171.6150.8156.0213.2103.82103.8278.16103.8278.1678.16139-63139.83139.83139.83161.16!159.29135.72165.86158.34162.1153.4646.9648.6066.42180.67178.55202.09185.95235.77241.38103.5591.009414128.66CavityT!allsSSS.SSSSSSSL1010101010.1012(4>>4-4)12(4-4-4)12(6-2-4)12(6-2-4)98.8156.088.4119.61'4.4109.2145.6'45.6135.2119.6,.50.3650.3648.1650.3650.3646.16S0.3650.36L77.80156.62250.44141.9119'l183.66175.30233.73233'3127.3Sll2.66165.55261.38i>46800.40191.63}91.322C3.9'tq<<V<<~pV146.63}29.70Mortarapebypropertionrequirements r0 Sheet1of2TABLEB>>4FLEXURALSTRENGTH,HORlZONTALSPAN,HO.R.ZNFORCEDCONCRETEMASONRYWALLSConstructionMonowythe8"Hollow,3-CoreMortarQNNN0,0LoadinTeUniformsf127136127169173123158ModulusofRuptureNetArea'i132141132176180128164S.F.Act./Allow~4.134.414.135.505.634.005.13Ref..6.g6.g6.g6.g6.g6.g6.gMonowythe8"Hollow,JointReinf.916in.cNNc,N001491601931501861551662011561934.845.196.284.886.036.g6.g6.g6.g6.gMonowythe8"HollowJointReinf.88in.ccMonowythe8"Hollow8"MonovytheHollov,2-Core4-2-4CavityWall,HollowUnits8"MonowytheHollov2-CoreJointRe.e8"oc4-2-4CavityofHollovUnitsT'edw/JointRe.38"ocINN00NNNNNN$fM.MMMMMM1/4ptCenterII20319620219556386160699319917615111113595159159191159159159211204210203583963627196217192165210255180173L73298.3003003006.596.386.566.341.811.221.971.942.223.004.724.173.594.575.543.913.763.764.526.526.526.526.g6.g6.g6.g6.66.66.66.66.66.66.1g6.156.1g6.156.1:6.156.156.1g6.156.1~6.1g6.15

Sheet2of2~sleB-4(continued)Construction4"Hollowonowythe8"H>laowoncwythe8"Hollownowythe8"Hollow.onowythe8"Hollowonowythe8"Hollowonowythe8"Hollowonowythe2"HollowonowytheMortar'iceNNNMMMNNN000MMMNN~N000NNNLoadin'peCenterIIpsf138157$01268314314.277314314259277277268297277277259297360297268352314333ModulusofRupture.tetAreasi365415268202237237210237237195210210202224210210195224271224202142127134SF.:Ac+/Allow>11.4112.978.384.395.155.156.567.417.416.096.566.564.394.874.566.566.097.008.457.006.314.443.974.19~i.a4(j,14g146.146.14tl.a4tl.a46.146.146.146.146.14I6.145.146.14,146,146.146.146.146.14,14,146.14

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