土木工程英文期刊及中文翻译

Proceedingsofthe6thAsia-PacificStructuralEngineeringandConstructionConference(APSEC2006),5–6September2006,KualaLumpur,MalaysiaA-161NONLINEARFINITEELEMENTANALYSISOFREINFORCEDCONCRETETUBEINTUBEOFTALLBUILDINGSAbdulKadirMarsono1andLeeSiongWee21AssociateProfessor,Dept.OfStructure&Material,FacultyOfCivilEngineering,UniversitiTeknologiMalaysia.2GraduateStudent,FacultyOfCivilEngineering,UniversitiTeknologiMalaysia,2004.Abstract:Thenon-linearfiniteelementanalysis(NLFEA)haspotentialasareadilyusableandreliablemeansforanalyzingofcivilstructureswiththeavailabilityofcomputertechnology.ThestructuralbehaviorsandmodeoffailureofreinforcedconcretetubeintubetallbuildingviaapplicationofcomputerprogramnamelyCOSMOS/Marepresented.Threedimensionalquartermodelwascarriedoutandthemethodusedforthisstudyisbasedonnon-linearityofmaterial.Asubstantialimprovementinaccuracyisachievedbymodifyingaquartermodelleadingdeformedshapeofoveralltubeintubetallbuildingtodoublecurvature.Theultimatestructuralbehaviorsofreinforcedconcretetubeintubetallbuildingwereachievedbyconcretefailedincrackingandcrushing.ThemodelpresentedinthispaperputanadditionalrecommendationtopracticingengineersinconductingNLFEAquartermodeloftubeintubetypeoftallbuildingstructures.INTRODUCTIONTubeintubeconceptintallbuildinghadledtosignificantimprovementinstructuralefficiencytolateralresistance.Initsbasicform,thesystemcomprisingacentralcoresurroundedbyperimeterframeswhichconsistsofclosedspacedperimetercolumntiedateachfloorlevelbyspandrelbeamstoformatubularstructure.Usuallythesebuildingsaresymmetricalinplan,andtheirdominantstructuralactiontakeplaceinthefourorthogonalframesformingtheperimetertubeandinthecentralcore(AvigdorRutenbergandMosheEisenberger,1983).Underthelateralload,aframetubeactslikeacantileveredboxbeamtoresisttheoverturningmomentandthecentralcoreactinglikesecondtubewithintheoutsidetube.Inordertogetthemoreaccurateresultofanalysis,thecentralcoremaybedesignednotonlyforgravityloadsbutalsotoresistthelateralloads.Thefloorstructuretiestheexteriorandinteriortubestogethertomakethenactasasingleunitandtheirmodeofinteractiondependingonthedesignoffloorsystem.Notorsioneffectwasconsideredinthisstudy,thusthefloorsystemiseffectivelypinjointedtoallowhorizontalforcestransmissionbeforeprimaryverticalstructuralelementsofthebuilding.Combiningshearwallandframestructureshasproventoprovideanappropriatelateralstiffeningoftallbuilding.Astheshearwalldeflects,shearandmomentsareinducedinconnectingbeamandslabswhichlaterinducedaxialforcesinwalls.TheperimeterframeandthecentralwallactasacompositestructureanddeformedasinFigure1.Thelateralforceismostlycarriedbytheframeintheupperportionofthebuildingandbythecoreinthelowerportion.Thedeflectedshapehasaflexuralprofileinthelowerpartandshearprofileintheupperpart.Theaxialforcescausingthewalltoshedtheframenearthebaseandtheframestorestrainthewallatthetop.Themainpurposeofthisstudyistopredicttheultimatefailurebehaviorofoverallreinforcedconcretetubeintubetallbuilding.Hence,non-linearanalysishastobecarriedoutinthisstudyforbetterunderstandingoffailuremode.Nonlinearanalysisisamodellingofstructuralbehaviortotheultimatestatewhilelinearanalysisisaconventionalanalysisthatdoesnotpretendtobeaccurate(AldoCauvia,1990).AsysmetricaltubeintubereinforcedProceedingsofthe6thAsia-PacificStructuralEngineeringandConstructionConference(APSEC2006),5–6September2006,KualaLumpur,MalaysiaA-162Figure1(a)Deformshapeofframe;(b)Deformshapeofshearwall;(c)Deformshapeofcombineframe+shearwallconcretetallbuildingasshowninFigure2,threedimensional(3D)quatermodelwasimplementedwithfiniteelementanalysismethodandtakeintoaccountmaterialnonlinearity.METHODOFANALYSISDescriptionofModelTheNLFEAmodelisa16storiesreinforcedconcretetubeintubetallbuildingwithtypicalstoreyheightof3.50mexceptgroundflooris6.0mheights.Thefulltubemodelissymmetricalinbothaxesinplan.Theinternaltube7.50mx7.50missurroundedbyperimeterframetube22.50mx22.50m.Allperimetercolumnswerearrangecloselyspacedat4.5mcentertocenterwiththesizeof0.90mx0.90mfromgroundflooruptolevel10and0.75mx0.75mcolumnafterlevel10.Thespandrelbeamsaredimensioned250mmthickand750mmdepthandtiedtotheperimetercolumntoformaperimetertube.Thethicknessforslabis175mmandpresumedtoactasahorizontaldiaphragmtotransferthelateralloadaswellasverticalloads.Theinternaltubeisformedbysquareperforatedshearwallwiththethicknessof350mmandthecouplingbeamiskeptsimilarasthicknessoftheshearwallwiththedepthof1000mm.COSMOS/M2.0(64KVersion)finiteelementsoftwareisusedtogeneratethemodelandperformsubsequentnonlinearstaticanalysis.Formodellingidealizationanddomaindiscretizationviability,onlyamodifiedquarteroftubeintubetallbuildingismodelledinviewofsymmetricalandtocaterlimitationofCOSMOS/M.AfterseveralattemptsofNLFEARunwereperformedout,thefinalmodelasindicatedinFigure2(b)wasadoptedasafinalresultinthisstudy.(a)(b)(c)Proceedingsofthe6thAsia-PacificStructuralEngineeringandConstructionConference(APSEC2006),5–6September2006,KualaLumpur,MalaysiaA-163Figure2(a)Planviewoffulltubeintubetypeoftallbuilding(b)3Dmodifiedquartermod