NAbdullahMSSobriSHHamzahFacultyofCivilEngineeringUniversitiTeknologiMARAUiTMShahAlamSelangorMalaysiaemailsuhelmieysobriyahoocomNAbdullahemailnoraspalelaabdullahyahoocomSHHamza ID: 180905
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ShearResistanceAnalysisofRebarConnectorinRCStockyWallPanelUsingLusas3DModellingNoraspalelaAbdullah,MohdSuhelmieySobriandSitiHawaHamzahAbstractReinforcedconcrete(RC)stockywallpanelisanewinnovationtotheconstructionindustry.To-date,studiesontheRCstockywallpanelareunderprogress.ThispaperisanalyzedshearresistanceofrebarconnectorinRCstockywallpanelsusingLUSAS3Dmodel.Four(4)numberofmodelhavebeenanalyzedniteelementanalysiswithvariessizeofrebarconnectorwhichisT12,T16,T20andT25.ThesemodelsofRCstockywallpanelwasconstructedinsamedimension,125mm1,000mm500mm(Thickness:Length:Height).ThispaperwasconcernedwithaniteelementmodeltodeterminethemaximumdeectionoftheRCstockywallpanelinresistinglateralload.Thesefour(4)modelsarebeinganalyzedtoobserveitsdeection,stressandstrain.Theresultwasillustratedanddiscussedingraphsnamelystress-strainrelationshipandalsoloadversusdis-placementcontour.Thesizeofrebarconnectorsareaffectedtheshearresistanceresultsintermoflateraldeection,stressandstrain.Fromthisstudy,itcanbeconcludedthat,thelargerdiameterofrebarsizehasgivethelessdisplacementinmodel.KeywordsRCstockywallpanelRebarconnectorShearresistance N.AbdullahM.S.Sobri(S.H.HamzahFacultyofCivilEngineering,UniversitiTeknologiMARA(UiTM),ShahAlam,Selangor,Malaysiae-mail:suhelmiey_sobri@yahoo.comN.Abdullahe-mail:noraspalela.abdullah@yahoo.comS.H.Hamzahe-mail:shh@salam.uitm.edu.mySpringerScience+BusinessMediaSingapore2015R.Hassanetal.(eds.),InCIEC2014,DOI10.1007/978-981-287-290-6_2 1IntroductionWallcanbecategorizedinmanytypeswithdifferentfunction.Thereinforcedconcrete(RC)wallisoneofthetypewallsthatiscategoriesasloadbearingornon-loadbearing.Loadbearingwallcaterstheloadfromitsownweightandtheloadfromthemainstructuresuchasbeamandslabfollowedbytransmittingtheloadtothefoundation.Non-loadbearingwallonlyupholditsownweight,thenallloadtransfertothecolumnandproceedtothefoundation.InMalaysiathewallpanelsarewidelyusedandhavealreadybeenusedinnumerousprojects,includingtheconstructionofresidentialhouses,hotelsandcommercialbuildings.RCwallpanelisusuallydesignandmanufacturerinrect-angularshape.TheRCstockywallpanelsaresamelikeshearwallpanelsintermoffunctionbutdifferentindimensionsizeofwall.NowadaystheIndustrialisedbuildingsystem(IBS)iscompulsorytobeusedinalltheMalaysiangovernmentsprojectswhichmustnotbelessthan70%oftheallbuildingworks.BasedonthestructurescopesIBScanbedividedintovemajorPrecastconcreteframings,panelandboxsystems,ThecommongroupofIBSproductsisthepre-castconcreteelementswhichisprecastconcretecolumns,beams,slabs,wallsandlightweightprecastconcreteandetc.Steelframeworksystems;exampleofsteelframeworksystemsaretunnelforms,tilt-upsystems,beamsandcolumnsmouldingforms,andpermanentsteelformworks(metaldecks).PrefabricatedtimberframingssystemsCommonlyusedwithpre-castconcreteslabs,steelscolumnsandbeams,steelframingsystems.FramingsystemsAmongtheproductslistedinthiscategoryaretimberbuildingframesandtimberrooftrusses.BlockworksystemsTheconstructionmethodofusingconventionalbrickshasbeenrevolutionizedbythedevelopmentandusageofinterlockingconcretemasonryunits(CMU)andlightweightconcreteblocks.TheRCstockywallpanelscanbecategorizedasprecastconcreteandareoneoftheelementsintheIBS.Thestockywallpanelswascategoriesasprecastconcreteframings,panelandboxsystems.TheproductsofIBSareencouragedtobeusedintheconstructionindustriestospeedupthedeliverytimeandbuiltaffordableandqualityofproject.TheprecastRCwallpanelsaremanufacturedinfactories,andmobilizedtothesite.Generallytoeasiermobilizetothesite,themanufacturerwilldesignthecomponentsofwallwithacertainxedlengthandshallbeconnectedatthesite.TheworkersatsitemustconnecttheRCwalltothemainstructuresuchascolumnandbeam.Theconnectionfromonewallpanelwithotherpanelisimportancebecausethelowerworkmanshipatnalworkwillmakethelowerperformanceinstructureserviceability.18N.Abdullahetal. Theinnovationinstockywallpanelsasloadbearingwallhavebeenmosthelpfulintheconstructionindustrytoachievethatshorttimeframeinworkandontheotherhandwillmakemuchenergyefciencybenetsinconstruction.Theminimumwastageontherebarusedinthesiteprojectwillcontributetoenergyciency.Theuseofrebarstolinkthesestockywallpanelsasthemainwallstructuresisthemainfocusofthisstudy.Rebaralsoknownasreinforcementbar,reinforcingsteelordeformedbar.Normallyrebarformedfromthecarbonsteel,thenormalreinforcementbarusedinMalaysiasindustriesismildsteelroundbar(Grade250)andhightensiledeformedbar(Grade460)butincertainspecialconstruction,thecontractorwasusedspecialgradeofhightensilebarforminimizethenumberofreinforcementbarsexampleGrade500.TheRCstockywallpanelswithrebarconnectorisanewbieinconstructionindustries,whichismoreresearchshouldbedonetothiswallinordertomakeituseabletoconstructionindustriesinfuture.ThenewndingandresearchabouttheRCstockywallpanelswillmaketheindustriesbecomemoreeffectiveandcompetitive.2TheoreticalWallDesignUsingBritishStandard(BS8110:Part1:1997)AccordingtoBS8110,awallisdenedasaverticalload-bearingmemberwhoselengthonplanexceedsfourtimesitsthicknessandontheotherhandthemembercancallasacolumn[].Areinforcedwallwithminimumamountofverticalreinforcementusedcanbecategorisedasplainconcretewall.AccordingtoBS8110(clauses3.9.4),itrecommendsthatthedesignultimateaxialforceinaplainconcretewallmaybecalculatedontheassumptionthatthememberstransmittingforcesonthewallsaresimplysupported.SummaryfordesignrequirementforreinforcedconcretewallaregiveninTable3FindingfromPreviousResearchRCWallpaneliscommonlyusedinconstructionindustries.Basicfunctionsofwallarepartitionofarea,separatorforinteriorspace,sometimeasrewallandetc.RCwallshavethreemainstructuralfunctionswherearelistedbelow;Resistgravityloadsappliedthroughoorframingsystems.Resistlateralloadingimposedbyearthpressureorliquidpressure.Resistinglateralresistancefromwindorearthquakeforcesand/orpromoteslateralstabilitytoabuilding.ShearResistanceAnalysisofRebarConnectorinRCStockyWall RCwallPanelissuitableforusingascomponentsinIndustrializeBuildingSystem(IBS).Steelbrereinforcedconcretewallpanelwithaspectratio(h/l)andslendernessratio(h/t)are1.5and20respectivelyshallbesustainedmorecapacityandadvantagesintermsofcrackcomparedwiththenormalreinforcedconcretewall,[].Thereinforcedconcretestockywallpanelbyusingrecycledaggregatewithdoublelayerssteelfabriccanachievedhighultimatestrengthcomparedwiththetheoreticalresults[Studyonthenonlinearbehaviorofreinforcedconcreteslitwallwithshearcon-nectionusingniteelementsoftwareANSYS12.Thestudyhasfoundedthattheelementanalysiswassimulatedaccurateandrealisticthebehaviorofthereinforcedconcretewalls[].Ontheotherhand,theslenderandstockyreinforcedconcretewallsshallbestartedexuralanddeformwhenthewallsnominalshearstrengthofapproximatelytwicethelateralforce[].Thenonlinearbehaviorofcompositeshearwallswithverticalsteelencasedprolesisbelievedthattheshearfailurecanbeavoidedifthecompositeelementsintheshearwallaredesignedtobendingandshearattheassociatedshearforceofthecapablebendingmoment[].Onthecontrary,thenonlinearitiesarecausedbythesteelyieldingwhichoccurredinsteelprolesandverticalreinforcement,plasticdeformationsoccurredinconcrete,steelconcreteconnectionandduetoshearstudconnectorsbehavior[].Theultimateshearresis-tanceofthemultipleshearskeyconnectionmainlydependsontheloadwasactedtotheconnection,andthehearingstressesandshearfrictionalongtheslipsurfaces[ Table1DatapropertiespreparationAreaofsteelreinforcement(A4hmmEffectiveHeighttobedeterminedasforcolumns(referBS8110,Clause3.8.1.6.1)StockyWall15,wherehiswallthickness)Designunitlengthofwallasashortcolumnbentabouttheminoraxis,with=0.05h20mm(refertoBS8110designchartforrectangularcolumn)Alternatively,forawallsupportinganapproximatelysymmetricalarrangementofslabs(uniformloadandspansdifferingbynomorethan15%)DesignultimateaxialloadperunitlengthisgivenbySlenderWall(1540for10h,45otherwise)Designunitlengthofwallasaslendercolumnbentabouttheminoraxis.Ifonlyonelayerofcentrallyplacedreinforcementisprovided,doubletheadditionalmomentEffectiveHeighttobedeterminedasforcolumns(referBS8110,Clause3.8.1.6.1)StockyWall10,wherehiswallthickness)ConsideredasforbracedcolumnSlenderWall(10Designunitlengthofwallasaslendercolumnbentabouttheminoraxis.Ifonlyonelayerofcentrallyplacedreinforcementisprovided,doubletheadditionalmomentduetoslenderness20N.Abdullahetal. 4MethodologyGenerally,thisresearchwasusedLUSASsoftwareversion14.7toidentifythesolutionsandgettheresultsandachievetheobjectiveforthisresearch.4.1AnalysisThemainfocusofthisresearchtoinvestigateandanalysisthebehaviorofrebarsconnectorinRCstockywallpanelbyusingFiniteElementMethod(FEM)innonlinearmethod.Fromtheanalysis,themaximumdeection,maximumstressesandstrainsoftheRCstockywallpanelusingLUSAS3Dhasbeendiscussed.Finiteelementmethodscanmakeadvancedcomputingfacilitiesinobtainingsafeandoptimumbuildingsolutionswithouttheneedforexpensiveandtimeconsuminglaboratorytestingandatthesametimehiswasstatedthattheniteelementmethodisinnovativeandefcientbuildingproducts[4.2ComputerModellingUsingLUSASSoftwareLinearandnonlinearniteelementanalysiscanbepreparedusingLUSAScom-puterprogram.TheLUSASprogramshallbecapabletoprovide3-DimensionalgraphicalmodelingforthesampleofRCstockywallpanel.FiniteElementAnalysiswasmodelinginthree(3)stagesofworks,whichis:1.Pre-Processing/Modelling2.FiniteElementSolver/Runningtheanalysis3.Results-Processing/Viewingtheresults4.3RCStockyWallPanelFour(4)modelsofReinforcedconcrete(RC)StockyWallPanelwithdimensions125mm1,000mm500mm(Thickness:Length:Height)hasbeenmodeledbyusingLUSAS3Dprogram.TheRCstockywallpanelwasmodeledbyusingconcreteGrade30(=30N/mm)anddoublelayersteelfabrictypesB385(B7)asthemainreinforcement.RebarconnectorwithsizesofT12,T16,T20andT25aredenedinthefournumbersofRCshortwallpanelmodelsrespectively.TherebarconnectorhasbeenmodeledinverticallybetweenthetwoRCstockywallpanelsandanalysedusingtheLUSASsoftware.FigureshowsthedetailedmodelsdimensionsofRCstockywallpanel.Thelateralgloballoaddistributed0.2858kN/mwasusedinthemodeling.Theloadisconvertedbasedonthebasicwindspeed100yearsreturnperiodsforIpoh.ThedatafromIpohwasusedbecausetheirgiveShearResistanceAnalysisofRebarConnectorinRCStockyWall criticalvaluesforwindspeedinMalaysia.Thedatahasbeenfoundedfromthe JabatanMeteorologiMalaysia. 4.4DataUsedinLUSASModeling ThedoublelayerofrectangularsteelfabricmeshtypeB385orB7with7mm diameterofwirehasbeenusedtoreinforcethesamples[ 10 ].Themeshsize nominalpitchofwiresformainwireis100mmspacingcentretocentreandforthe crosswireis200mmcentretocentre.Thecrosssectionareapermeterwidthfor themainwireis385mm 2 andforthecrosswireis193mm 2 .Theyieldstressforthe steelfabricmeshandthereinforcementbarsis485and460N/mm 2 respectively. Furthermore,theotherpropertiesofthematerialsusedforthesteelfabricmeshand rebarconnectoraretheYoung smodulusspeci edas209,000N/mm 2 ,Poisson s Fig.1 RCstockywalldetailingmodelwithrebarconnectorofvarioussize 22N.Abdullahetal. ratio0.3,massdensityspeciedas7,800kg/mandcoefcientofthermalexpan-sion0.011E3.TablesareshownthedatathatusedinLUSASModeling.TheconcretepropertiesmaterialhasbeenassignedbasedontheBS8110forconcreteGrade30withYoungsmodulusspeciedas26,000N/mm,Poissonratio0.2,massdensityspeciedas24kg/m.Mortarwith10mmthicknesswasusedinthemodelasajoinforRCstockywallpanels.ThepropertiesmaterialsusedformortararetheYoungsmodulusspeciedas15,000N/mm,Poissonsratio0.25,massdensityspeciedas24kg/m.LUSASelementsareclassiedintogroupsaccordingtotheirfunction.TwotypesofelementshasbeenusedinmodeledRCstockywallpanels,therearebarelement,BRS2and3Dcontinuumelement,HX8M.ThebarelementsBRS2wereselectedforthesteelfabricmeshwhileontheotherhandtheelementsHX8Mwereusedfortheconcretesection.BRS2arethree-dimensionalbarelementscomprisingof2nodeseachwith3degreesoffreedomandthegeometricpropertiesofthiselementisconstantalongthelengthofthebar.Intheanalysis,BRS2canbedeformedperfectly.HX8Melementsarethreedimensionalsolidhexahedralelementscomprising8nodeseachwith3degreesoffreedommoreovertheHX8Melementsarelinearwithrespecttogeometry.Thedisplacementcontourvariationsalongthelengthoftheelementarelinearaxial,linearrotationalandcubictransversedisplacementcontour.FigureshowstheLUSASelementusedinmodelingtheRCstockywallpanel.AlltheRCstockywallpanelshavebeenassignedwithfullyxedsupportsatthetopandbottomofthewall.Figuresshowthesupportconditions,loadappliedlocationonwallpanelandmortarlocationthathasbeenmodeledinLUSASsoftware. Table2Datapropertiespreparation1.Gradeofconcrete30N/mm2.Gradeofreinforcement(a)Nominalreinforcement460N/mm(b)Weldedsteelfabric485N/mm3.Densityofconcrete24kN/mm4.Dimensionofwall125mm1,000mm500mm(Thickness:Length:5.Concretecovertoreinforcement25mm6.Reinforcementbar@rebarconnectorsize(a)Model112mm(b)Model216mm(c)Model320mm(d)Model425mm7.SteelfabrictypesB385(B7)7mmdiameter8.Selfweight-gravityload9.81N/mm9.Mortarthickness10mmShearResistanceAnalysisofRebarConnectorinRCStockyWall Fig.2 LUSASelementsused inmodelling Fig.3 RCstockywallpanel- LUSASmodel Fig.4 RCstockywallpanel- LUSASmodel 24N.Abdullahetal. 5ResultandDiscussionFour(4)modelsofRCstockywallpanelswasmodeledandanalysedunderhor-izontalloadcondition.AllthemodelswasmodeledusingdifferencesizeofrebarconnectorwhichisT12,T16,T20andT25andthecrosssectionareaofrein-forcementbaris113.10,201.061,314.161and490.871mmrespectively.RCstockywallpanelModel1,Model2,Model3andModel4arerepresentativetheRCstockywallpanelswiththerebarconnectorsizeT12,T16,T20,andT25respectively.Tablesshownthemaximumdisplacementinx-direction,maximumandminimumstressinx-plane,andmaximumandminimumstraininx-planewasoccurredonModel1,Model2,Model3andModel4.5.1GraphofLoadVersusDisplacementshowloadinx-directionversusdisplacementinx-directionforModel1,Model2,Model3andModel4asmodelwithT12,T16,T20andT25respectively. Table3Maximumdisplacementinx-directionElasticconditionmaxdisplacementinx-direction(mm)Plasticconditionmaxdisplacementinx-direction(mm)Model10.0392Model20.0382Model30.0373Model40.0366 Table4MaximumandminimumstressinX-planestressinx-planestressinx-planestressinx-planestressinx-planeModel13.236e336.729Model23.180e364.262Model32.556e364.262Model42.035e318.125 Table5MaximumandminimumstraininX-planestraininx-planestraininx-planestraininx-planestraininx-planeModel10.067e60.469eModel20.068e60.844eModel30.066e60.642eModel40.068e60.591eShearResistanceAnalysisofRebarConnectorinRCStockyWall Fromthegraph,therebarconnectorT25givelessdisplacementonthehigherload.Themaximumloadformodel1(T12),model2(T16),model3(T20),andmodel4(T25)beforethemodelyieldedare78.64,81.765,78.64and84.89kNrespectively.Whencomparingdisplacementwithsizeofrebarsconnector,itcanclearlybeseenthatthebiggersizeofrebarconnectorwillgivelessdisplacement.5.2GraphofStressVersusStrainFiguresareshowingthegraphofstress-straincurveforRCstockywallpanelforallmodels.HoweverinFig.showsthegraphofmaximumstressandsizeofrebarconnectorrelationship.ThemaximumstressoccurredonmodelwiththerebarconnectorofsizeT16andthevalue49.895N/mm.Intheotherhand,theshowsthegraphofstressinSx-planeversusstraininEz-plane.Basedontheanalysis,thesethreetypesofplanegivethemaximumvalueofstressandstrainbecausetheshearresistancewasoccurredinthisplanearea.Fromtheanalysisthemaximumstressandstrainwasoccurredatthelocationoftheappliedloadposition.WhentheRCstockywallpanelwasloadingbeyondtheproportionallimit,theelongationincreasesmorerapidlyandreachedtheelasticlimit. Fig.5LoaddisplacementrelationshipofRCstockywallpanelformodel1,2,3,and4 Fig.6Maximumstressversussizeofrebarconnector26N.Abdullahetal. 6ConclusionFromthisstudy,itcanbeconcludedthattherearesomedifferencesofstructuralbehaviorofreinforcedconcreteshearwallbyusingdifferentsizeofrebarcon-nector.InthispapertheparameterofdifferentsizeofrebarhasbeenconsideredwithfunctionasrebarconnectorbetweenthetopandbottomconnectionofRCstockywallpanels.BasedonthelateralloadappliedtotheRCstockywallmodels,thedisplacementcontourweredeterminedinalldirections,andthemaximumisfoundtobe0.243mmwhichoccurredinx-direction.Themaximumdisplacementoccurredinmodel1withrebarconnectorofsizeT12.Basedontheresultsthemaximumvaluesforstressis49.895N/mm�30N/mmandoccurinx-planeofmodel2withrebarconnectorT16.Fromthisresearch,itcanbeconcludedthatthesizeofrebarconnectorusedinthemodelofRCstockywallpanelsaffectthevaluesofdisplacement,stressandalsostrain.Basedontheresults,RCstockywallpanelssize125mm1,000mm500mm(Thickness:Length:Height)withrebarconnectorsizeT20issuitabletobeusedinthedesignbecausethestressfromthemodelingis13.793N/mm,whichisnotexceedtheconcretestrengthhasbeenused(30N/mm)inthisdesignandmoreoveratsametimetoavoidcrackproblemtotheRCstockywallpanel.BasedoncalculationusingBS8110,theshearstressformodel3withrebarconnectorT20is1.258N/mmandlessthanthemaximumshearstresswhichis5N/mmor0.85fcu.TheshearresistanceofRCstockywallpanelwithrebarconnectorT20alsofulllstherequirementwasstatedinBS8110.TheauthorsexpresstheirsinceregratitudetotheConcrete,FabricationandHeavyStructureLaboratoryFacultyofCivilEngineering,UiTMMalaysiaforprovidingthelaboratoryandtestingfacilitiesduringtheconductofthisresearchandMinistryofScience,TechnologyandInnovation(MOSTI)fortheirinvaluablehelpandfundingsupportwhilecon-ductingthisresearch. 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