毕业设计论文 外文文献翻译 土木工程中英文 中英文对照

青岛理工大学毕业设计（论文）外文翻译及原文FROMJOURNALOFCONSTRUCTIONALSTEELRESEARCHVOLUME59,NUMBER1,JANUARY2003CYCLICBEHAVIOROFSTEELMOMENTFRAMECONNECTIONSUNDERVARYINGAXIALLOADANDLATERALDISPLACEMENTSABSTRACTTHISPAPERDISCUSSESTHECYCLICBEHAVIOROFFOURSTEELMOMENTCONNECTIONSTESTEDUNDERVARIABLEAXIALLOADANDLATERALDISPLACEMENTSTHEBEAMSPECIMENSCONSISTEDOFAREDUCEDBEAMSECTION,WINGPLATESANDLONGITUDINALSTIFFENERSTHETESTSPECIMENSWERESUBJECTEDTOVARYINGAXIALFORCESANDLATERALDISPLACEMENTSTOSIMULATETHEEFFECTSONBEAMSINACOUPLEDGIRDERMOMENTRESISTINGFRAMINGSYSTEMUNDERLATERALLOADINGTHETESTRESULTSSHOWEDTHATTHESPECIMENSRESPONDEDINADUCTILEMANNERSINCETHEPLASTICROTATIONSEXCEEDED003RADWITHOUTSIGNIFICANTDROPINTHELATERALCAPACITYTHEPRESENCEOFTHELONGITUDINALSTIFFENERASSISTEDINTRANSFERRINGTHEAXIALFORCESANDDELAYEDTHEFORMATIONOFWEBLOCALBUCKLING1INTRODUCTIONAIMEDATEVALUATINGTHESTRUCTURALPERFORMANCEOFREDUCEDBEAMSECTIONRBSCONNECTIONSUNDERALTERNATEDAXIALLOADINGANDLATERALDISPLACEMENT,FOURFULLSCALESPECIMENSWERETESTEDTHESETESTSWEREINTENDEDTOASSESSTHEPERFORMANCEOFTHEMOMENTCONNECTIONDESIGNFORTHEMOSCONECENTEREXPANSIONUNDERTHEDESIGNBASISEARTHQUAKEDBEANDTHEMAXIMUMCONSIDEREDEARTHQUAKEMCEPREVIOUSRESEARCHCONDUCTEDONRBSMOMENTCONNECTIONS1,2SHOWEDTHATCONNECTIONSWITHRBSPROFILESCANACHIEVEROTATIONSINEXCESSOF003RADHOWEVER,DOUBTSHAVEBEENCASTONTHEQUALITYOFTHESEISMICPERFORMANCEOFTHESECONNECTIONSUNDERCOMBINEDAXIALANDLATERALLOADINGTHEMOSCONECENTEREXPANSIONISATHREESTORY,71,814M2773,000FT2STRUCTUREWITHSTEELMOMENTFRAMESASITSPRIMARYLATERALFORCERESISTINGSYSTEMATHREEDIMENSIONALPERSPECTIVEILLUSTRATIONISSHOWNINFIG1THEOVERALLHEIGHTOFTHEBUILDING,ATTHEHIGHESTPOINTOFTHEEXHIBITIONROOF,ISAPPROXIMATELY3536M116FTABOVEGROUNDLEVELTHECEILINGHEIGHTATTHEEXHIBITIONHALLIS823M27FT,ANDTHETYPICALFLOORTOFLOORHEIGHTINTHEBUILDINGIS1143M375FTTHEBUILDINGWASDESIGNEDASTYPEIACCORDINGTOTHEREQUIREMENTSOFTHE1997UNIFORMBUILDINGCODE1页第青岛理工大学毕业设计（论文）THEFRAMINGSYSTEMCONSISTSOFFOURMOMENTFRAMESINTHEEASTWESTDIRECTION,ONEONEITHERSIDEOFTHESTAIRTOWERS,ANDFOURFRAMESINTHENORTHSOUTHDIRECTION,ONEONEITHERSIDEOFTHESTAIRANDELEVATORCORESINTHEEASTENDANDTWOATTHEWESTENDOFTHESTRUCTURE4BECAUSEOFTHESTORYHEIGHT,THECONCEPTOFTHECOUPLEDGIRDERMOMENTRESISTINGFRAMINGSYSTEMCGMRFSWASUTILIZEDBYCOUPLINGTHEGIRDERS,THELATERALLOADRESISTINGBEHAVIOROFTHEMOMENTFRAMINGSYSTEMCHANGESTOONEWHERESTRUCTURALOVERTURNINGMOMENTSARERESISTEDPARTIALLYBYANAXIALCOMPRESSIONTENSIONCOUPLEACROSSTHEGIRDERSYSTEM,RATHERTHANONLYBYTHEINDIVIDUALFLEXURALACTIONOFTHEGIRDERSASARESULT,ASTIFFERLATERALLOADRESISTINGSYSTEMISACHIEVEDTHEVERTICALELEMENTTHATCONNECTSTHEGIRDERSISREFERREDTOASACOUPLINGLINKCOUPLINGLINKSAREANALOGOUSTOANDSERVETHESAMESTRUCTURALROLEASLINKBEAMSINECCENTRICALLYBRACEDFRAMESCOUPLINGLINKSAREGENERALLYQUITESHORT,HAVINGALARGESHEARTOMOMENTRATIOUNDEREARTHQUAKETYPELOADING,THECGMRFSSUBJECTSITSGIRDERSTOWARIABBLEAXIALFORCESINADDITIONTOTHEIRENDMOMENTSTHEAXIALFORCESINTHEFIG1MOSCONECENTEREXPANSIONPROJECTINSANFRANCISCO,CAGIRDERSRESULTFROMTHEACCUMULATEDSHEARINTHELINK2ANALYTICALMODELOFCGMRFNONLINEARSTATICPUSHOVERANALYSISWASCONDUCTEDONATYPICALONEBAYMODELOFTHECGMRFFIG2SHOWSTHEDIMENSIONSANDTHEVARIOUSSECTIONSOFTHEMODELTHELINKFLANGEPLATESWERE285MM254MM11/8IN10INANDTHEWEBPLATEWAS95MM476MM3/8IN183/4INTHESAP2000COMPUTERPROGRAMWASUTILIZEDINTHEPUSHOVERANALYSIS5THEFRAMEWASCHARACTERIZEDASFULLYRESTRAINEDFRFRMOMENTFRAMESARETHOSEFRAMESFOR1170WHICHNOMORETHAN5OFTHELATERALDEFLECTIONSARISEFROMCONNECTIONDEFORMATION6THE5VALUEREFERSONLYTODEFLECTIONDUETOBEAMCOLUMNDEFORMATIONANDNOTTOFRAMEDEFLECTIONSTHATRESULTFROMCOLUMNPANELZONEDEFORMATION6,92页第青岛理工大学毕业设计（论文）THEANALYSISWASPERFORMEDUSINGANEXPECTEDVALUEOFTHEYIELDSTRESSANDULTIMATESTRENGTHTHESEVALUESWEREEQUALTO372MPA54KSIAND518MPA75KSI,RESPECTIVELYTHEPLASTICHINGESLOADDEFORMATIONBEHAVIORWASAPPROXIMATEDBYTHEGENERALIZEDCURVESUGGESTEDBYNEHRPGUIDELINESFORTHESEISMICREHABILITATIONOFBUILDINGS6ASSHOWNINFIG3YWASCALCULATEDBASEDONEQS51AND52FROM6,ASFOLLOWSPMHINGELOADDEFORMATIONMODELPOINTSC,DANDEAREBASEDONTABLE54FROM6FORYWASTAKENAS001RADPERNOTE3IN6,TABLE58SHEARHINGELOADLOADDEFORMATIONMODELPOINTSC,DANDEAREBASEDONTABLE586,LINKBEAM,ITEMAASTRAINHARDENINGSLOPEBETWEENPOINTSBANDCOF3OFTHEELASTICSLOPEWASASSUMEDFORBOTHMODELSTHEFOLLOWINGRELATIONSHIPWASUSEDTOACCOUNTFORMOMENTAXIALLOADINTERACTION6WHEREMCEISTHEEXPECTEDMOMENTSTRENGTH,ZRBSISTHERBSPLASTICSECTIONMODULUSIN3,ISTHEEXPECTEDYIELDSTRENGTHOFTHEMATERIALKSI,PISTHEAXIALFORCEINTHEGIRDERKIPSANDISTHEEXPECTEDAXIALYIELDFORCEOFTHERBS,EQUALTOKIPSTHEULTIMATEFLEXURALCAPACITIESOFTHEBEAMANDTHELINKOFTHEMODELARESHOWNINTABLE1FIG4SHOWSQUALITATIVELYTHEDISTRIBUTIONOFTHEBENDINGMOMENT,SHEARFORCE,ANDAXIALFORCEINTHECGMRFUNDERLATERALLOADTHESHEARANDAXIALFORCEINTHEBEAMSARELESSSIGNIFICANTTOTHERESPONSEOFTHEBEAMSASCOMPAREDWITHTHEBENDINGMOMENT,ALTHOUGHTHEYMUSTBECONSIDEREDINDESIGNTHEQUALITATIVEDISTRIBUTIONOFINTERNALFORCESILLUSTRATEDINFIG5ISFUNDAMENTALLYTHESAMEFORBOTHELASTICANDINELASTICRANGESOFBEHAVIORTHESPECIFICVALUESOFTHEINTERNALFORCESWILLCHANGEASELEMENTSOFTHEFRAMEYIELDANDINTERNALFORCESAREREDISTRIBUTEDTHEBASICPATTERNSILLUSTRATEDINFIG5,HOWEVER,REMAINTHESAMEINELASTICSTATICPUSHOVERANALYSISWASCARRIEDOUTBYAPPLYINGMONOTONICALLYINCREASINGLATERALDISPLACEMENTS,ATTHETOPOFBOTHCOLUMNS,ASSHOWNINFIG6AFTERTHEFOURRBSHAVEYIELDEDSIMULTANEOUSLY,AUNIFORMYIELDINGINTHEWEBANDATTHEENDSOFTHEFLANGESOFTHEVERTICALLINKWILLFORMTHISISTHEYIELDMECHANISMFORTHEFRAME,WITHPLASTICHINGESALSOFORMINGATTHEBASEOFTHECOLUMNSIFTHEYAREFIXEDTHEBASESHEARVERSUSDRIFTANGLEOFTHEMODELISSHOWNINFIG7THESEQUENCEOF3页第青岛理工大学毕业设计（论文）INELASTICACTIVITYINTHEFRAMEISSHOWNONTHEFIGUREANELASTICCOMPONENT,ALONGTRANSITIONCONSEQUENCEOFTHEBEAMPLASTICHINGESBEINGFORMEDSIMULTANEOUSLYANDANARROWYIELDPLATEAUCHARACTERIZETHEPUSHOVERCURVETHEPLASTICROTATIONCAPACITY,QP,ISDEFINEDASTHETOTALPLASTICROTATIONBEYONDWHICHTHECONNECTIONSTRENGTHSTARTSTODEGRADEBELOW807THISDEFINITIONISDIFFERENTFROMTHATOUTLINEDINSECTION9APPENDIXSOFTHEAISCSEISMICPROVISIONS8,10USINGEQ2DERIVEDBYUANGANDFAN7,ANESTIMATEOFTHERBSPLASTICROTATIONCAPACITYWASFOUNDTOBE0037RADFYFWASSUBSTITUTEDFORRYFY8,WHERERYISUSEDTOACCOUNTFORTHEDIFFERENCEBETWEENTHENOMINALANDTHEEXPECTEDYIELDSTRENGTHSGRADE50STEEL,FY345MPAANDRY11AREUSED3EXPERIMENTALPROGRAMTHEEXPERIMENTALSETUPFORSTUDYINGTHEBEHAVIOROFACONNECTIONWASBASEDONFIG6AUSINGTHEPLASTICDISPLACEMENTDP,PLASTICROTATIONGP,ANDPLASTICSTORYDRIFTANGLEQPSHOWNINTHEFIGURE,FROMGEOMETRY,ITFOLLOWSTHATANDINWHICHDANDGINCLUDETHEELASTICCOMPONENTSAPPROXIMATIONSASABOVEAREUSEDFORLARGEINELASTICBEAMDEFORMATIONSTHEDIAGRAMINFIG6ASUGGESTTHATASUBASSEMBLAGEWITHDISPLACEMENTSCONTROLLEDINTHEMANNERSHOWNINFIG6BCANREPRESENTTHEINELASTICBEHAVIOROFATYPICALBEAMINACGMRFTHETESTSETUPSHOWNINFIG8WASCONSTRUCTEDTODEVELOPTHEMECHANISMSHOWNINFIG6AANDBTHEAXIALACTUATORSWEREATTACHEDTOTHREE2438MM1219MM1219MM8FT4FT4FTRCBLOCKSTHESEBLOCKSWERETENSIONEDTOTHELABORATORYFLOORBYMEANSOFTWENTYFOUR32MMDIAMETERDYWIDAGRODSTHISARRANGEMENTPERMITTEDREPLACEMENTOFTHESPECIMENAFTEREACHTEST4页第青岛理工大学毕业设计（论文）THEREFORE,THEFORCEAPPLIEDBYTHEAXIALACTUATOR,P,CANBERESOLVEDINTOTWOORTHOGONALCOMPONENTS,PAXIALANDPLATERALSINCETHEINCLINATIONANGLEOFTHEAXIALACTUATORDOESNOTEXCEED30,THEREFOREPAXIALISAPPROXIMATELYEQUALTOP4HOWEVER,THELATERALCOMPONENT,PLATERAL,CAUSESANADDITIONALMOMENTATTHEBEAMTOCOLUMNJOINTIFTHEAXIALACTUATORSCOMPRESSTHESPECIMEN,THENTHELATERALCOMPONENTSWILLBEADDINGTOTHELATERALACTUATORFORCES,WHILEIFTHEAXIALACTUATORSPULLTHESPECIMEN,THEPLATERALWILLBEANOPPOSINGFORCETOTHELATERALACTUATORSWHENTHEAXIALACTUATORSUNDERGOAXIALACTUATORSUNDERGOALATERALDISPLACEMENT_,THEYCAUSEANADDITIONALMOMENTATTHEBEAMTOCOLUMNJOINTPEFFECTTHEREFORE,THEMOMENTATTHEBEAMTOCOLUMNJOINTISEQUALTOWHEREHISTHELATERALFORCES,LISTHEARM,PISTHEAXIALFORCEAND_ISTHELATERALDISPLACEMENTFOURFULLSCALEEXPERIMENTSOFBEAMCOLUMNCONNECTIONSWERECONDUCTEDTHEMEMBERSIZESANDTHERESULTSOFTENSILECOUPONTESTSARELISTEDINTABLE2ALLOFTHECOLUMNSANDBEAMSWEREOFA572GRADE50STEELFY3445MPATHEACTUALMEASUREDBEAMFLANGEYIELDSTRESSVALUEWASEQUALTO372MPA54KSI,WHILETHEULTIMATESTRENGTHRANGEDFROM502MPA728KSITO543MPA787KSITABLE3SHOWSTHEVALUESOFTHEPLASTICMOMENTFOREACHSPECIMENBASEDONMEASUREDTENSILECOUPONDATAATTHEFULLCROSSSECTIONANDATTHEREDUCEDSECTIONATMIDLENGTHOFTHERBSCUTOUTTHESPECIMENSWEREDESIGNATEDASSPECIMEN1THROUGHSPECIMEN4TESTSPECIMENSDETAILSARESHOWNINFIG9THROUGHFIG12THEFOLLOWINGFEATURESWEREUTILIZEDINTHEDESIGNOFTHEBEAMCOLUMNCONNECTIONTHEUSEOFRBSINBEAMFLANGESACIRCULARCUTOUTWASPROVIDED,ASILLUSTRATEDINFIGS11AND12FORALLSPECIMENS,30OFTHEBEAMFLANGEWIDTHWASREMOVEDTHECUTSWEREMADECAREFULLY,ANDTHENGROUNDSMOOTHINADIRECTTIONPARALLELTOTHEBEAMFLANGETOMINIMIZENOTCHESUSEOFAFULLYWELDEDWEBCONNECTIONTHECONNECTIONBETWEENTHEBEAMWEBANDTHE5页第青岛理工大学毕业设计（论文）COLUMNFLANGEWASMADEWITHACOMPLETEJOINTPENETRATIONGROOVEWELDCJPALLCJPWELDSWEREPERFORMEDACCORDINGTOAWSD11STRUCTURALWELDINGCODEUSEOFTWOSIDEPLATESWELDEDWITHCJPTOEXTERIORSIDESOFTOPANDBOTTOMBEAMFLANGES,FROMTHEFACEOFTHECOLUMNFLANGETOTHEBEGINNINGOFTHERBS,ASSHOWNINFIGS11AND12THEENDOFTHESIDEPLATEWASSMOOTHEDTOMEETTHEBEGINNINGOFTHERBSTHESIDEPLATESWEREWELDEDWITHCJPWITHTHECOLUMNFLANGESTHESIDEPLATEWASADDEDTOINCREASETHEFLEXURALCAPACITYATTHEJOINTLOCATION,WHILETHESMOOTHTRANSITIONWASTOREDUCETHESTRESSRAISERS,WHICHMAYINITIATEFRACTURETWOLONGITUDINALSTIFFENERS,95MM35MM33/4IN13/8IN,WEREWELDEDWITH127MM1/2INFILLETWELDATTHEMIDDLEHEIGHTOFTHEWEBASSHOWNINFIGS9AND10THESTIFFENERSWEREWELDEDWITHCJPTOCOLUMNFLANGESREMOVALOFWELDTABSATBOTHTHETOPANDBOTTOMBEAMFLANGEGROOVEWELDSTHEWELDTABSWEREREMOVEDTOELIMINATEANYPOTENTIALNOTCHESINTRODUCEDBYTHETABSORBYWELDDISCONTINUITIESINTHEGROOVEWELDRUNOUTREGIONSUSEOFCONTINUITYPLATESWITHATHICKNESSAPPROXIMATELYEQUALTOTHEBEAMFLANGETHICKNESSONEINCHTHICKCONTINUITYPLATESWEREUSEDFORALLSPECIMENSWHILETHERBSISTHEMOSTDISTINGUISHINGFEATUREOFTHESETESTSPECIMENS,THELONGITUDINALSTIFFENERPLAYEDANIMPORTANTROLEINDELAYINGTHEFORMATIONOFWEBLOCALBUCKLINGANDDEVELOPINGRELIABLECONNECTIONPERFORMANCE4LOADINGHISTORYSPECIMENSWERETESTEDBYAPPLYINGCYCLESOFALTERNATEDLOADWITHTIPDISPLACEMENTINCREMENTSOF_YASSHOWNINTABLE4THETIPDISPLACEMENTOFTHEBEAMWASIMPOSEDBYSERVOCONTROLLEDACTUATORS3AND4WHENTHEAXIALFORCEWASTOBEAPPLIED,ACTUATORS1AND2WEREACTIVATEDSUCHTHATITSFORCESIMULATESTHESHEARFORCEINTHELINKTOBETRANSFERREDTOTHEBEAMTHEVARIABLEAXIALFORCEWASINCREASEDUPTO2800KN630KIPAT05_YAFTERTHAT,THISLOADWASMAINTAINEDCONSTANTTHROUGHTHEMAXIMUMLATERALDISPLACEMENTMAXIMUMLATERALDISPLACEMENTASTHESPECIMENWASPUSHEDBACKTHEAXIALFORCEREMAINEDCONSTANTUNTIL05YANDTHENSTARTEDTODECREASETOZEROASTHESPECIMENPASSEDTHROUGHTHENEUTRALPOSITION4ACCORDINGTOTHEUPPERBOUNDFORBEAMAXIAL6页第青岛理工大学毕业设计（论文）FORCEASDISCUSSEDINSECTION2OFTHISPAPER,ITWASCONCLUDEDTHATP2800KN630KIPISAPPROPRIATETOINVESTIGATETHISCASEINRBSLOADINGTHETESTSWERECONTINUEDUNTILFAILUREOFTHESPECIMEN,ORUNTILLIMITATIONSOFTHETESTSETUPWEREREACHED5CONCLUSIONSBASEDONTHEOBSERVATIONSMADEDURINGTHETESTS,ANDONTHEANALYSISOFTHEINSTRUMENTATION,THEFOLLOWINGCONCLUSIONSWEREDEVELOPED1THEPLASTICROTATIONEXCEEDEDTHE3RADIANSINALLTESTSPECIMENS2PLASTIFICATIONOFRBSDEVELOPEDINASTABLEMANNER3THEOVERSTRENGTHRATIOSFORTHEFLEXURALSTRENGTHOFTHETESTSPECIMENSWEREEQUALTO156FORSPECIMEN1AND151FORSPECIMEN4THEFLEXURALSTRENGTHCAPACITYWASBASEDONTHENOMINALYIELDSTRENGTHANDONTHEFEMA273BEAMCOLUMNEQUATION4THEPLASTICLOCALBUCKLINGOFTHEBOTTOMFLANGEANDTHEWEBWASNOTACCOMPANIEDBYASIGNIFICANTDETERIORATIONINTHELOADCARRYINGCAPACITY5ALTHOUGHFLANGELOCALBUCKLINGDIDNOTCAUSEANIMMEDIATEDEGRADATIONOFSTRENGTH,ITDIDINDUCEWEBLOCALBUCKLING6THELONGITUDINALSTIFFENERADDEDINTHEMIDDLEOFTHEBEAMWEBASSISTEDINTRANSFERRINGTHEAXIALFORCESANDINDELAYINGTHEFORMATIONOFWEBLOCALBUCKLINGHOWEVER,THISHASCAUSEDAMUCHHIGHEROVERSTRENGTHRATIO,WHICHHADASIGNIFICANTIMPACTONTHECAPACITYDESIGNOFTHEWELDEDJOINTS,PANELZONEANDTHECOLUMN7AGRADUALSTRENGTHREDUCTIONOCCURREDAFTER0015TO002RADOFPLASTICROTATIONDURINGNEGATIVECYCLESNOSTRENGTHDEGRADATIONWASOBSERVEDDURINGPOSITIVECYCLES8COMPRESSIONAXIALLOADUNDER00325PYDOESNOTAFFECTSUBSTANTIALLYTHECONNECTIONDEFORMATIONCAPACITY9CGMRFSWITHPROPERLYDESIGNEDANDDETAILEDRBSCONNECTIONSISARELIABLESYSTEMTORESISTEARTHQUAKES7页第青岛理工大学毕业设计（论文）弯钢框架结点在轴向变化荷载和侧向位移的作用下的周期性行为摘自钢结构研究杂志。59卷1号，一月，2003摘要这篇论文讨论的是在变化的轴向荷载和侧向位移的作用下，接受测试的四种受弯钢结点的周期性行为。梁的试样由变截面梁，翼缘以及纵向的加劲肋组成。受测试样加载轴向荷载和侧向位移用以模拟侧向荷载对组合梁抗弯系统的影响。实验结果表明试样在旋转角度超过003弧度后经历了从塑性到延性的变化。纵向加劲肋的存在帮助传递轴向荷载以及延缓腹板的弯。1为了变截面梁（）结点在轴向荷载和侧向位移下的结构性，对四的样行了测试。这测试为设计的受弯结点在设计（）和CURRENCY1大（“）下的性。FIFL的对受弯结点的研究的结点超过003弧度的旋转角度。FL，”对这结点在轴向和侧向荷载作用下的抗性了。工是一3构，以钢受弯作为的侧向抗系统。1是一。的为的CURRENCY1点，大是353（11）。板的度是23（2），为113（35）。199统一设计。系统由以下组成四向的受弯，一四向的受弯，在和一的I在的侧。到的影响，了梁抗弯系统的。过接大梁，受弯系统的抗荷载的行为转化为结构倾覆矩被梁系统的轴向压缩拉伸担，FL不是仅仅过梁的弯。结果，达到了一刚性侧向荷载抗系统。竖向与梁以联结杆的接。联结杆在结构模拟偏刚性构起到与其相同的作用。常联结杆都很短，很大的剪弯比。在类荷载的作用下，G“梁的CURRENCY1终弯矩将到变轴向的影响。8页第青岛理工大学毕业设计（论文）梁的轴向是切向续积累的结果。2G“的解析模型非线性静推器模型是以典型的单间G“模板为导。模型的格和多。翼缘板为2525（11/N10N），腹板为95（3/N13/N）。推器模型运用了AP2000计机序。的特色是约束（）。受弯是一种由结点应变起的挠度不超过侧向挠度的5的。这5仅与梁柱应变关，FL与柱底板区应变起的应变无关。模型过屈服应和匹配强度的期望值来运行。这值自为32“PA（5KS）和51“PA（5KS）。3显示了塑性铰的荷载应变行为是过恢复的NHP以广义线的逼近的。DY以PS51和52为底运，如下P“铰合线荷载应变模型的点，和的取值如表5DY以001RAD为度取值见表5。切变铰合线荷载应变模型点，和取值见表5。对续梁，假定模型点和之间的变硬化比3的弹性比用下面的公计弯矩与轴向荷载之间的相互关系CEM是期望弯矩强度，RBSZ是塑性模，YEF是材料的屈服强度，P是梁的轴向，YEP是屈服，GAYEF。梁的CURRENCY1终弯和模型的续行见1。定性的给了侧向荷载下的G“的弯矩，切应和正应的。其切应和正应对梁的影响要小弯矩的作用，尽管他们必须在设计加以。内解见5，见，弹性围和非弹性围的内行为相同。内的比值将随的屈服和内的重的变化FL变化。内见5，FL，仍是一样的。非静推器模型的运行过柱子的侧向位移的单调增加来实现，如5示。在四同屈服后，在腹板与翼缘的竖向的统一屈服将成。这是的屈服，在柱子被定后将在柱底成塑性铰。给了9页第青岛理工大学毕业设计（论文）切应偏移角。给了非弹性的序。对一弹性组成，推器将一特的很的过（同成塑性铰）和一很短的屈服。塑性旋转，PQ被定义为结点强度从递到0的的塑性旋转角。这定义不同第9（）