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外文翻译
毕业设计(论文)
外文翻译
设计(论文)题目:
鄞西小学4号教学楼
结构设计与预算
学院名称:
建筑工程学院
专业:
土木工程
班级:
房建-071
姓名:
娄佳君学号07404010214
指导教师:
袁坚敏职称讲师
2011年2月28日
外文原文:
Lateralstiffnessestimationinframesanditsimplementationtocontinuummodels
forlinearandnonlinearstaticanalysis
TubaEro˘glu·SinanAkkar
Received:
23April2010/Accepted:
17November2010
©SpringerScience+BusinessMediaB.V.2010
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
T.Ero˘glu
DepartmentofCivilEngineering,AkdenizUniversity,07058Antalya,Turkey
e-mail:
etuba@metu.edu.tr
S.Akkar(B)
DepartmentofCivilEngineering,MiddleEastTechnicalUniversity,06531Ankara,Turkey
e-mail:
sakkar@metu.edu.tr
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;GülkanandAkkar2002;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)stiffnessestorepresenttheactuallateralstiffnessvariationindiscretesystemshavenotbeenfullyaddressedintheliterature.ThisflawhasalsorestrictedtheefficientuseofcontinuummodelbeyondelasticlimitsbecausethenonlinearbehaviorofcontinuummodelsisdictatedbythechangesinEIandGAinthepost-yieldingstage
Thispaperfocusesontherealisticdeterminationoflateralstiffnessforcontinuummodels.EIandGAdefinedindiscretesystemsareadaptedtocontinuummodelsthroughananalyticalexpressionthatconsiderstheheightwisevariationofboundaryconditionsindiscretesystems.TheHS73modelisusedasthebasecontinuummodelsinceitiscapableofrepresentingthestructuralresponsebetweenpureflexureandshearbehavior.Theproposedanalyticalexpressionisevaluatedbycomparingthedeformationpatternsofcontinuummodelandactualdiscretesystemsunderthefirst-modecompatibleloadingpattern.TheimprovementsonthedeterminationofEIandGAarecombinedwithasecondprocedurethatisbasedonlimitstateanalysistodescribetheglobalcapacityofstructuresrespondingbeyondtheirelasticlimits.Illustrativecasestudiesindicatethatthecontinuummodel,whenusedtogetherwiththeproposedmethodologies,canbeausefultoolforlinearandnonlinearstaticanalysis.
2Continuummodelcharacteristics
TheHS73modeliscomposedofaflexuralandshearbeamtodefinetheflexural(EI)andshear(GA)stiffnesscontributionstotheoveralllateralstiffness.ThemajormodelparametersEIandGAarerelatedtoeachotherthroughthecoefficientα(Eq.1).
Asαgoestoinfinitythemodelwouldexhibitpuresheardeformationwhereasα=0indicatespureflexuraldeformation.NotethatitisessentialtoidentifythestructuralmembersofdiscretebuildingsfortheirflexuralandshearbeamcontributionsbecausetheoverallbehaviorofcontinuummodelisgovernedbythechangesinEIandGA.Equation2showsthecomputationofGAforasinglecolumnmemberinHS73.ThevariablesIcandhdenotethecolumnmomentofinertiaandstoryheight,respectively.TheinertiatermsIb1andIb2thataredividedbythetotallengthsl1andl2,respectively,definetherelativerigiditiesofbeamsadjoiningtothecolumnfromtop(seeFig.3inthereferredpaper).
Equation2indicatesthatGA(shearcomponentoftotallateralstiffness)iscomputedasafractionofflexuralstiffnessofframesorientedinthelateralloadingdirection.Accordingly,theflexuralpart(EI)oftotalstiffnessiscomputedeitherbyconsideringtheshear-wallmembersintheloadingdirectionand/orothercolumnsthatdonotspanintoaframeinthedirectionofloading.Thisassumptionworksfairlywellfordualsystems.However,itmayfailinMRFsbecauseitwilldiscardtheflexuralcontributionsofcolumnsalongtheloadingdirectionandwilllumptotallateralstiffnessintoGA.Essentially,thisapproximationwillreducetheentireMRFtoashearbeamthatwouldbeaninaccuratewayofdescribingMRFbehaviorunlessallbeamsareassumedtoberigid.Tothebestofauthors’knowledge,studiesthatuseHS73modeldonotdescribethecomputationofαindepthwhilerepresentingdiscretebuildingsystemsascontinuummodels.Inmostcasesthesestudiesassigngenericαvaluesfordescribingdifferentstructuralbehaviorspanningfrompureflexuretopureshear1.Thisapproachisdeemedtoberationaltorepresenttheoreticalbehaviorofdifferentstructures.However,theabovehighlightedfactsaboutthecomputationoflateralstiffnessrequirefurtherinvestigationtoimprovetheperformanceofHS73modelwhilesimplifyinganactualMRFasacontinuummodel.Inthatsense,itisworthwhiletodiscusssomeimportantstudiesonthelateralstiffnessestimationofframes.ThesecouldbeusefulfortheenhancedcalculationsofEIandGAtodescribethetotallateralstiffnessincontinuumsystems.
3LateralstiffnessapproximationsforMRFs
TherearenumerousstudiesonthedeterminationoflateralstiffnessinMRFs.ThemethodsproposedinMuto(1974)andHosseiniandImagh-e-Naiini(1999)(hereinafterM74andHI99,respectively)arepresentedinthispaperandtheyarecomparedwiththeHS73approachforitsenhancementindescribingthelateraldeformationbehaviorofstructuralsystems.Equation3showsthetotallateralstiffness,k,definitionofM74foracolumnatanintermediatestory.
TheparametersIc,h,Ib1,Ib2,l1andl2havethesamemeaningsasinEq.
(2).
NotethatEq.
(2)p
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