建筑模型外文翻译文献Word格式文档下载.docx
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建筑模型外文翻译文献Word格式文档下载.docx
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原文:
Lateralstiffnessestimationinframesanditsimplementationtocontinuummodels
forlinearandnonlinearstaticanalysis
Abstract
Continuummodelisausefultoolforapproximateanalysisoftallstructuresincludingmoment-resistingframesandshearwall-framesystems.Incontinuummodel,discretebuildingsaresimplifiedsuchthattheiroverallbehaviorisdescribedthroughthecontributionsofflexuralandshearstiffnessesatthestorylevels.Therefore,accuratedeterminationoftheselateralstiffnesscomponentsconstitutesoneofthemajorissuesinestablishingreliablecontinuummodelseveniftheproposedsolutionisanapproximationtoactualstructuralbehavior.Thisstudyfirstexaminesthepreviousliteratureonthecalculationoflateralstiffnesscomponents(i.e.flexuralandshearstiffnesses)throughcomparisonswithexactresultsobtainedfromdiscretemodels.Anewmethodologyforadaptingtheheightwisevariationoflateralstiffnesstocontinuummodelispresentedbasedonthesecomparisons.Theproposedmethodologyisthenextendedforestimatingthenonlinearglobalcapacityofmomentresistingframes.Theverificationsthatcomparethenonlinearbehaviorofrealsystemswiththoseestimatedfromtheproposedproceduresuggestitseffectiveusefortheperformanceassessmentoflargebuildingstocksthatexhibitsimilarstructuralfeatures.Thisconclusionisfurtherjustifiedbycomparingnonlinearresponsehistoryanalysesofsingle-degree-of-freedom(sdof)systemsthatareobtainedfromtheglobalcapacitycurvesofactualsystemsandtheirapproximationscomputedbytheproposedprocedure.
Keywords
Approximatenonlinearmethods·
Continuummodel·
Globalcapacity·
Nonlinearresponse·
Framesanddualsystems
1Introduction
Reliableestimationofstructuralresponseisessentialintheseismicperformanceassessmentanddesignbecauseitprovidesthemajorinputwhiledescribingtheglobalcapacityofstructuresunderstronggroundmotions.Withtheadventofcomputertechnologyandsophisticatedstructuralanalysisprograms,theanalystsarenowabletorefinetheirstructuralmodelstocomputemoreaccuratestructuralresponse.However,attheexpenseofcapturingdetailedstructuralbehavior,theincreasedunknownsinmodelingparameters,whencombinedwiththeuncertaintyingroundmotions,maketheinterpretationsofanalysisresultscumbersomeandtimeconsuming.Complexstructuralmodelingandresponsehistoryanalysiscanalsobeoverwhelmingforperformanceassessmentoflargebuildingstocksorthepreliminarydesignof
newbuildings.Thecontinuummodel,inthissense,isanaccomplishedapproximatetoolforestimatingtheoveralldynamicbehaviorofmomentresistingframes(MRFs)andshearwall-frame(dual)systems.
Continuummodel,asanapproximationtocomplexdiscretemodels,hasbeenusedextensivelyintheliterature.Westergaard(1933)usedequivalentundampedshearbeamconceptformodelingtallbuildingsunderearthquakeinducedshocksthroughtheimplementationofshearwavespropagatinginthecontinuummedia.Later,thecontinuousshearbeammodelhasbeenimplementedbymanyresearchers(e.g.Iwan1997;
Gü
lkanandAkkar2002;
Akkaretal.2005;
ChopraandChintanapakdee2001)toapproximatetheearthquakeinduceddeformationdemandsonframesystems.TheideaofusingequivalentshearbeamswasextendedtothecombinationofcontinuousshearandflexuralbeamsbyKhanandSbarounis(1964).
HeidebrechtandStaffordSmith(1973)definedacontinuummodel(hereinafterHS73)forapproximatingtallshearwall-frametypestructuresthatisbasedonthesolutionofafourthorderpartialdifferentialequation(PDE).Miranda(1999)presentedthesolutionofthisPDEunderasetoflateralstaticloadingcasestoapproximatethemaximumroofandinterstorydriftdemandsonfirst-modedominantstructures.Later,HeidebrechtandRutenberg(2000)showedadifferentversionofHS73methodtodrawtheupperandlowerboundsofinterstorydriftdemandsonframesystems.MirandaandTaghavi(2005)usedtheHS73modeltoacquiretheapproximatestructuralbehaviorupto3modes.Asafollowupstudy,MirandaandAkkar(2006)extendedtheuseofHS73tocomputegeneralizeddriftspectrumwithhighermodeeffects.Continuummodelisalsousedforestimatingthefundamentalperiodsofhigh-risebuildings(e.g.DymandWilliams2007).Morerecently,Gengshuetal.(2008)studiedthesecondorderandbucklingeffectsonbuildingsthroughtheclosedformsolutionsofcontinuoussystems.
Whilethetheoreticalapplicationsofcontinuummodelareabundantasbrieflyaddressedabove,itspracticalimplementationisratherlimitedasthedeterminationofequivalentflexural(EI)andshear(GA)stiffnessestorepresenttheactuallateralstiffnessvariationindiscretesystemshavenotbeenfullyaddresse
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