钢框架创新设计外文文献翻译

钢框架创新设计外文文献翻译(含：英文原文及中文译文)英文原文AnInnovativeDesignforSteelFrameUsingAdvancedAnalysisKimSE,ChenWF.1IntroductionIntheUnitedStates,steeldesignmethodsincludethePermissiveStressDesign(ASD),PlasticDesign(PD)andLoadResistanceFactorDesign(LRFD).Intheallowablestressdesign,thestresscalculationisbasedonafirst-orderelasticanalysis,andthegeometricnon-lineareffectsareimplicitinthedetaileddesignequations.Inplasticdesign,structuralanalysisusesafirst-orderplastichingeanalysis.Theplasticdesignredistributestheelasticforcesoftheentirestructuralsystem.Althoughgeometricnonlinearityandprogressivehighyieldeffectsarenotinplasticdesign,theyapproximatethedetaileddesignequations.Intheloadanddragcoefficientdesign,first-orderelasticanalysiswithamplificationfactororpuresecond-orderelasticityanalysisisusedforgeometricnonlinearanalysis,andtheultimatestrengthofbeamandcolumnishiddenintheinteractivedesignequation.Allthreedesignmethodsneedtobecheckedindependently,includingthecoefficientKcalculation.Inthefollowing,thecharacteristicsoftheloadresistancecoefficientdesignmethodarebrieflyintroduced.Internalforcesandstabilitywithinthestructuralsystemarerelatedtoitscomponents,butthecurrentAISCloadresistancespecificationistreatedseparately.Inthecurrentpracticalapplication,theinteractionbetweenthestructuralsystemanditscomponentsisreflectedintheeffectivelengthfactor.ThispointisdescribedinthefifthexcerptfromtheSocialScienceResearchTechnicalMemorandum.Althoughthemaximuminternalforceofthestructureandthemaximuminternalforceofthecomponentareinterdependent(butnotnecessarilycoexist),itshouldberecognizedthatmanystructuresareimpracticaltostrictlyconsiderthisinterdependence.Atthesametime,itiswellknownthatitisdifficulttoattempttoautomaticallycompensatefortheinstabilityoftheentirestructure(forexample,byadjustingtheeffectivelengthofthecolumn)whendesigningacolumninacomplexframedesign.Therefore,theSocialScienceResearchCouncilrecommendsthatintheactualdesign,thesetwoaspectsshouldseparatelyconsiderthestabilityandstructuralbasisoftheindividualcomponentsandtheoverallstabilityofthestructure.Figure28.1isanindirectanalysisanddesignmethodforthismethod.InthecurrentspecificationoftheAmericanSteelAssociation'sLoadResistanceCoefficient,themethodofanalyzingthestructuralsystemisafirst-orderelasticanalysisorasecond-orderelasticanalysis.Whenusingthefirst-orderelasticanalysis,consideringthesecond-ordereffect,thefirst-ordermomentisamplifiedbytheB1andB2coefficients.Inthespecification,allthedetailsareseparatedfromthestructuralsystem.Theyaredesignedthroughtheinteractionofthedetailedinternalforcecurvesandtheimplicitsecond-ordereffectsgivenbythespecification,inelasticity,residualstressanddeflection.Thefittingcurveofthetheoreticalsolutionandtheexperimentaldataobtainedthecolumncurveandthebeamcurve,andthefittingcurveoftheso-called“precise”plasticzonesolutiondiscoveredbyKanchanalaideterminedthebeam-columninteractionequation.Todemonstratetheeffectofasingleinternalforceontheentirestructuralsystem,aneffectivelengthfactorwasused,asshowninFigure28.2.Theeffectivelengthmethodprovidesagooddesignfortheframestructure.However,therearesomedifficultieswiththeuseoftheeffectivelengthmethod,asfollows:1.Theeffectivelengthmethodcannotaccuratelyaccountforthemutualinfluencebetweenstructuralsystemsandtheirdetails.ThisisbecausetheinteractionsinalargestructuralsystemaretoocomplextosimplyrepresentbytheeffectivelengthfactorK.Therefore,thismethodcannotaccuratelymeasuretheactualrequiredstrengthoftheframeunit.2.Themethodofeffectivelengthcannotobtaintheinelasticredistributionofinternalforcesinthestructuralsystem,becausethefirst-orderelasticanalysiswithB1andB2coefficientsonlyprovesthesecond-ordereffect,butitisnotthenon-elasticinternalforceredistribution.Theeffectivelengthmethodisonlyaconservativeestimateoftheabilitytoultimatelycarryalargestructuralsystem.3,theeffectivelengthmethodcannotmeasurethestructureofthesystemunderloadloadfailuremode.Thisisbecausetheloadresistancecoefficientinteractionequationdoesnotprovideinformationonthefailuremodeofthestructuralsystemunderanyload.4.Theeffectivelengthmethodisnotcompatiblewiththecomputerprogram.5.ThemethodofeffectivelengthtakesarelativelylongtimewhenitcomestothedetectionoftheindividualcomponentcapabilitiesofthecoefficientK.Withthedevelopmentofcomputertechnology,thestabilityofthedetailedstructureandthestabilityoftheoverallstructurecanbestrictlytreatedbymeasuringthemaximumstrengthofthestructure.Figure28.1isanindirectanalysisanddesignmethodforthismethod.Thedevelopmentofdirectdesignmethodsiscalledadvancedanalysis,ormorespecifically,second-orderelasticanalysisframeworkdesign.Inthisdirectway,thereisnoneedtocalculatetheeffectivelengthfactorbecausetheindividualcomponentcapabilitytestsincludedinthespecificationequationarenotrequired.Withthecurrentexistingcomputingtechnology,itisfeasibletodirectlyuseadvancedanalyticalmethodtechnologyframeworkdesign.Thisapproachhasbeenconsideredimpracticalinthepastwhentheofficewasdesignedandused.Thepurposeofthischapteristoproposeapractical,straightforwardsteelframedesignmethodthatusesadvancedanalysismethodstoproducethesameresultsastheloadresistancecoefficientmethod.Theadvantagesofusingadvanceddesignanalysisareoutlinedbelow:1.Theadvancedanalysismethodisanothertoolusedbystructuralengineerstodesignsteelstructures.Itsadoptionisnotcompulsory,butitprovidesdesignerswithflexiblechoices.2.Theadvancedanalysismethoddirectlyobtainsthestrengthandstabilityofthelimitstateoftheentirestructuralsystemanddetailstructure,sothattheindividualcomponentcapabilitytestincludedinthespecificationequationisnotrequired.3.Comparedwiththeloadresistancecoefficientdesignmethodandtheallowablestressdesignmethod,theadvancedanalysismethodprovidesmorestructuralperformanceinformationthroughdirectelasticsecond-orderanalysis.4.Theadvancedanalysismethodsolvesthedifficultyoftheconventionalloadresistancecoefficientdesignmethodduetotheincompatibilityofelasticglobalanalysisandthedesignoftheunitlimitstate.5.Thecompatibilitybetweentheadvancedanalysismethodandthecomputerprogramisgood,buttheloadresistancecoefficientdesignmethodandtheallowablestressdesignrulecannotbecompatiblewiththecomputerprogrambecausetheyallrequirethecalculationoftheindividualcomponentcapabilitydetectionofthecoefficientKintheprocess.6.Theadvancedanalysismethodcanobtaintheresultsoftheredistributionoftheinternalforcesoftheentirestructuralsystemandsavethematerialofhighlyindeterminatesteelframes.7.Theuseofadvancedanalyticsindesignstudioswasconsideredimpracticalinthepast,butitisnowfeasiblebecausethecapabilitiesofpersonalcomputersandengineeringworkstationsarerapidlyincreasing.8.Thedatadeterminedbytheadvancedanalysismethodareclosetothosedeterminedbytheloadresistancecoefficientmethod,becausetheadvancedanalysismethodcalibratesthecolumncurveoftheloadresistancecoefficientmethodandtheinteractionequationofthebeamandcolumn.Therefore,theadvancedanalysismethodreplacestheloadresistancecoefficientmethod.9.Theadvancedanalysismethodismoreefficientbecauseitcompletelyeliminatesthelengthytestingofindividualcomponentcapabilitiesthatoftenleadstoconfusion,includingthecalculationofthecoefficientKintheloaddragcoefficientdesignmethodandtheallowablestressdesignmethod.Invariousadvancedanalyticalmethods,includingplasticzonequasi-plastichinge,elasticzoneplastichinge,nominalloadplastichingeandimprovedplastichinge,itisrecommendedtouseimprovedplastichingebecauseitretainstheefficiencyandsimplicityofcalculation.Andtheactualapplicationaccuracy.Thismethodisanimprovementoverthesimpleconventionalelastic-plastichingemethod.Theseincludeasimplemodificationthatdemonstratesthegradualdegradationofthesectionstiffnessattheplastichingelocationandthegradualstiffnessdegradationbetweenthetwoplastichingesincludingthedetail.Theloadresistancecoefficientmethodwasusedtoprovethatthemaininfluenceisimplicitinitscolumnstrengthandbeam-columninteractionequations,whiletheadvancedanalysismethodprovesthoseeffectsthroughthefunctionofstability,stiffnessdegradationfunction,andgeometricdefects,in28.2.Haveadetaileddiscussion.Theadvancedanalysismethodholdsmanyanswerstothepracticalproblemsofsteelstructures.Similarly,werecommendthatwefindaneffectiveandreasonablewaytocompletetheframedesignmethodandprovideittotheengineers,butthisshouldbeinaccordancewiththeloadresistancecoefficientspecification.Inthefollowingsection,wewillproposeadvancedadvancedpracticalanalysismethodsthatareconsistentwiththedesignoftheloadresistancecoefficientsteelframestructure.Theeffectivenessofthemethodwillbethroughthecomparisonofactualcasestudiesbasedondetailedplasticzonesolutionandloadresistancefactordesignanalysisanddesignresults.Awiderangeofcasestudiesandcomparisonscanbeusefulforthisadvancedapproach.2.AdvancedpracticalityanalysisThissectionpresentsahigh-levelpracticalityanalysismethodforthedirectdesignofsteelframesthateliminatesthespecificationofindividualcomponentcapabilitytests.Theimprovedplastichingemethodwasdevelopedfromthesimpleandtraditionalelasto-plastichingemethodtoachievesimpleandrealreflectionoftheactualsituation.Thenextsectionwillprovideverificationmethodsthatultimatelyconfirmtheeffectivenessofthemethod.Advancedanalysiscanverifytheflexibilityoftheconnection.Conventionalanalysisanddesignofsteelstructuresareusuallyperformedundertheassumptionthatthebeam-columnconnectionisnotcompletelyrigidorideallyfixed.However,mostoftheactualconnectionsaresemi-rigidandtheirstateisbetweenthesetwoextremeexamples.Intheallowablestressdesign-loadresistancespecification,therearetwotypesofspecificbuildings:theFR(fullyconstrained)structureandthePR(partiallyconstrained)structure.TheLoadResistanceFactorspecificationallowsforflexibilityassessmentthrougha"reasonableroute"connection.Themomentaryrotationrelationshiprepresentsthestateoftheconnection.Avarietyofpilotconnectionworkhasbeencompletedandalargeamountofinstantaneousrotationdatahasbeencollected.Withthisdatabase,researchershavedevelopedseveralconnectionmodelsincludinglinearity,polynomials,B-curves,dynamics,andindices.Inviewofthis,thethree-parameterpowerfunctionmodelproposedbyKishiandChenwasadopted.Whenusingadvancedanalytics,geometricdeficienciesmustbeshapedbytheframeworkunit.Geometricdefectscauseunavoidableerrorsintheconstructionorerectionprocess.Forstructuralcomponentsofabuildingstructure,thetypesofgeometricdefectsarenon-linearandnon-vertical.Clearmodelingandequivalentnominalloadswereusedbyresearcherstoprovegeometricdefects.Inthissection,anewmethodbasedonfurtherreducingthetangentstiffnessofcomponentshasbeendeveloped.Thismethodprovidesaneasywaytoprovethatthereisnoimperfectinfluenceofinputtingnominalloadsorcleargeometricdefects.Thehigh-levelpracticabilityanalysismethodsdescribedinthissectionarelimitedtotwo-dimensionalstaticsupported,unsupported,andsemi-rigidframes.Thespatialstateofthestructureisnotconsideredanditisassumedthatthereissufficientlateralsupporttopreventlateral-torsionalbuckling.ItisassumedthatsectionWissuchasectionthatcanexertthefullplasticmomentabilitywithoutlocalbuckling.Thestudyofthebendingandwideflangesofthestrongandweakshaftsadoptsahigh-levelpracticabilityanalysismethod.Thismethodcanberegardedasatemporaryanalyticaldesignmethodbetweenthenowmorewidelyusedconventionalloadresistancemethodandthemorerigorousadvancedanalysis/designmethodssuchastheformulationmethodoftheplasticzoneinfuturepracticalapplications.中文译文使用高级分析法的钢框架创新设计作者：KimSE,ChenWF1引言在美国,钢结构设计方法包括允许应力设计法(ASD),塑性设计法(PD)和荷载阻力系数设计法(LRFD)。在允许应力设计中,应力计算基于一阶弹性分析,而几何非线性影响则隐含在细部设计方程中。在塑性设计中,结构分析中使用的是一阶塑性铰分析。塑性设计使整个结构体系的弹性力重新分配。尽管几何非线性和逐步高产效应并不在塑性设计之中,但它们近似细部设计方程。在荷载和阻力系数设计中,含放大系数的一阶弹性分析或单纯的二阶弹性分析被用于几何非线性分析,而梁柱的极限强度隐藏在互动设计方程。所有三个设计方法需要独立进行检查,包括系数K计算。在下面,对荷载抗力系数设计法的特点进行了简要介绍。结构系统内的内力及稳定性和它的构件是相关的,但目前美国钢结构协会(AISC)的荷载抗力系数规范把这种分开来处理的。在目前的实际应用中,结构体系和它构件的相互影响反映在有效长度这一因素上。这一点在社会科学研究技术备忘录第五录摘录中有描述。尽管结构最大内力和构件最大内力是相互依存的(但不一定共存),应当承认,严格考虑这种相互依存关系,很多结构是不实际的。与此同时,众所周知当遇到复杂框架设计中试图在柱设计时自动弥补整个结构的不稳定(例如通过调整柱的有效长度)是很困难的。因此,社会科学研究委员会建议在实际设计中,这两方面应单独考虑单独构件的稳定性和结构的基础及结构整体稳定性。图28.1就是这种方法的间接分析和设计方法。在目前的美国钢结构协会荷载抗力系数规范中,分析结构体系的方法是一阶弹性分析或二阶弹性分析。在使用一阶弹性分析时,考虑到二阶效果,一阶力矩都是由B1,B2系数放大。在规范中,所有细部都是从结构体系中独立出来,他们通过细部内力曲线和规范给出的那些隐含二阶效应,非弹性,残余应力和挠度的相互作用设计的。理论解答和实验性数据的拟合曲线得到了柱曲线和梁曲线,同时Kanchanalai发现的所谓“精确”塑性区解决方案的拟合曲线确定了梁柱相互作用方程。为了证明单个细部内力对整个结构体系的影响,使用了有效长度系数,如图28.2所示。有效长度方法为框架结构提供了一个良好的设计。然而,有效长度方法的使用存在着一些困难,如下所述:1、有效长度的方法不能准确核算的结构系统及其细部之间的互相影响。这是因为在一个大的结构体系中的相互作用太复杂不能简单地用有效长度系数K代表。因此,这种方法不能准确地测算框架单元实际需要的强度。2、有效长度的方法无法获取结构体系中内力非弹性再分配,因为带有B1、B2系数的一阶弹性分析只证明二阶影响,但不是非弹性内力再分配。有效长度的方法只是保守的估计了最终承载大型结构体系的能力。3、有效长度方法无法测算的结构体系受负荷载下的失效模式。这是因为荷载抗力系数相互作用方程不提供在任何负载下结构体系的失效模式的信息。4、有效长度的方法与计算机程序不兼容。5、有效长度的方法在涉及系数K的单独构件能力检测时需要耗费比较长的时间。随着电脑技术的发展,细部结构的稳定性和整体结构的稳定性这两个方面,可以通过结构的最大强度测定来被严格对待。图28.1就是这种方法的间接分析和设计方法。直接设计方法的发展被称为高级分析,或者更具体地说,二阶弹性分析框架设计。用这种直接的方式,无须计算有效长度系数,因为不需要规范方程包含的单独构件能力检测。凭借目前现有的计算技术,直接使用高级分析法技术框架设计是可行的。这种方法过去在办公室设计使用时一直被认为是不切实际的。本章的目的是提出一个切实可行的,直接的钢框架设计方法,使用高级分析法产生跟荷载抗力系数法的相同的结果。利用高级设计分析的优点概述如下:1、高级分析法是结构工程师进行钢结构设计的另一个工具,它的通过不是强制性的,而是为设计人员提供灵活的选择。2、高级分析法直接获取了整个结构体系和细部结构极限状态的强度和稳定性,这样就不需要规范方程包含的单独构件能力检测