建筑模型外文翻译文献Word格式文档下载.docx

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