土木工程受弯钢框架结点在变化轴向荷载和侧向位移的作用下的周期性行为大学毕业论文外文文献翻译及原文.docx
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土木工程受弯钢框架结点在变化轴向荷载和侧向位移的作用下的周期性行为大学毕业论文外文文献翻译及原文.docx
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土木工程受弯钢框架结点在变化轴向荷载和侧向位移的作用下的周期性行为大学毕业论文外文文献翻译及原文
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受弯钢框架结点在变化轴向荷载和侧向位移的作用下的周期性行为
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2017.02.14
土木工程建筑外文文献及翻译
Cyclicbehaviorofsteelmomentframeconnectionsundervaryingaxialloadandlateraldisplacements
Abstract
Thispaperdiscussesthecyclicbehavioroffoursteelmomentconnectionstestedundervariableaxialloadandlateraldisplacements.Thebeamspecim-ensconsistedofareducedbeamsection,wingplatesandlongitudinalstiffeners.Thetestspecimensweresubjectedtovaryingaxialforcesandlateraldisplace-mentstosimulatetheeffectsonbeamsinaCoupled-GirderMoment-ResistingFramingsystemunderlateralloading.Thetestresultsshowedthatthespecim-ensrespondedinaductilemannersincetheplasticrotationsexceeded0.03radwithoutsignificantdropinthelateralcapacity.Thepresenceofthelongitudin- alstiffenerassistedintransferringtheaxialforcesanddelayedtheformationofweblocalbuckling.
1.Introduction
Aimedatevaluatingthestructuralperformanceofreduced-beamsection
(RBS)connectionsunderalternatedaxialloadingandlateraldisplacement,fourfull-scalespecimensweretested.ThesetestswereintendedtoassesstheperformanceofthemomentconnectiondesignfortheMosconeCenterExp-ansion under the DesignBasisEarthquake(DBE)andtheMaximumConsideredEarthquake(MCE).PreviousresearchconductedonRBSmomentconnections[1,2]showedthatconnectionswith RBSprofilescanachieverotationsinexcessof0.03rad.However,doubtshavebeencastonthequalityoftheseismicperformanceoftheseconnectionsundercombined axialandlateralloading.
TheMosconeCenterExpansionisathree-story,71,814m2(773,000ft2)structurewithsteelmomentframesasitsprimarylateralforce-resistingsystem.AthreedimensionalperspectiveillustrationisshowninFig.1.Theoverallheightofthebuilding,atthehighestpointoftheexhibitionroof,isapproxima-tely35.36m(116ft)abovegroundlevel.Theceilingheightattheexhibitionhallis8.23m(27ft),andthetypicalfloor-to-floorheightinthebuildingis11.43m(37.5ft).ThebuildingwasdesignedastypeIaccordingtotherequi-rementsofthe1997UniformBuildingCode.
TheframingsystemconsistsoffourmomentframesintheEast–Westdirect-ion,oneoneithersideofthestairtowers,andfourframesintheNorth–Southdirection,oneoneithersideofthestairandelevatorcoresintheeastendandtwoatthewestendofthestructure[4].Becauseofthestoryheight,thecon-ceptoftheCoupled-GirderMoment-ResistingFramingSystem(CGMRFS)wasutilized.
Bycouplingthegirders,thelateralload-resistingbehaviorofthemomentframingsystemchangestoonewherestructuraloverturningmomentsareresistedpartiallybyanaxialcompression–tensioncoupleacrossthegirdersystem,ratherthanonlybytheindividualflexuralactionofthegirders.Asaresult,astifferlateralloadresistingsystemisachieved.Theverticalelementthatconnectsthegirdersisreferredtoasacouplinglink.Couplinglinksareanalogoustoandservethesamestructuralroleaslinkbeamsineccentricallybracedframes.Couplinglinksaregenerallyquiteshort,havingalargeshear-to-momentratio.
Underearthquake-typeloading,theCGMRFSsubjectsitsgirderstowariab-bleaxialforcesinadditiontotheirendmoments. Theaxialforcesin the
Fig.1.MosconeCenterExpansionProjectinSanFrancisco,CA
girdersresultfromtheaccumulatedshearinthelink.
2. AnalyticalmodelofCGMRF
Nonlinearstaticpushoveranalysiswasconductedonatypicalone-baymodeloftheCGMRF.Fig.2showsthedimensionsandthevarioussectionsofthe10in)andthe254mm(11/8inmodel.Thelinkflangeplateswere28.5mm183/4in).TheSAP2000computer476mm(3/8inwebplatewas9.5mmprogramwasutilizedinthepushoveranalysis[5].Theframewascharacterizedasfullyrestrained(FR).FRmomentframesarethoseframesfor1170whichnomorethan5%ofthelateraldeflectionsarisefromconnectiondeformation[6].The5%valuerefersonlytodeflectionduetobeam–columndeformationandnottoframedeflectionsthatresultfromcolumnpanelzonedeformation[6,9].
Theanalysiswasperformedusinganexpectedvalueoftheyieldstressandultimatestrength.Thesevalueswereequalto372MPa(54ksi)and518MPa(75ksi),respectively.Theplastichinges’load–deformationbehaviorwasapproximatedbythegeneralizedcurvesuggestedbyNEHRPGuidelinesfortheSeismicRehabilitationofBuildings[6]asshowninFig.3.△ywascalcu- latedbasedonEqs.(5.1)and(5.2)from[6],asfollows:
P–Mhingeload–deformationmodelpointsC,DandEarebasedonTable5.4from[6]for
△ywastakenas0.01radperNote3in[6],Table5.8.Shearhingeload-load–deformationmodelpointsC,DandEarebasedonTable5.8[6],LinkBeam,Itema.AstrainhardeningslopebetweenpointsBandCof3%oftheelasticslopewasassumedforbothmodels.
Thefollowingrelationshipwasusedtoaccountformoment–axialloadinteraction[6]:
whereMCEistheexpectedmomentstrength,ZRBSistheRBSplasticsectionmodulus(in3), istheexpectedyieldstrengthofthematerial(ksi),Pistheaxialforceinthegirder(kips)and istheexpectedaxialyieldforceoftheRBS,equalto (kips).TheultimateflexuralcapacitiesofthebeamandthelinkofthemodelareshowninTable1.
Fig.4showsqualitativelythedistributionofthebendingmoment,shearforce,andaxialforceintheCGMRFunderlateralload.Theshearandaxialforceinthebeamsarelesssignificanttotheresponseofthebeamsascomparedwiththebendingmoment,althoughtheymustbeconsideredindesign.Thequalita-tivedistributionofinternalforcesillustratedinFig.5isfundamentallythesameforbothelasticandinelasticrangesofbehavior.Thespecificvaluesoftheinternalforceswillchangeaselementsoftheframeyieldandinternalfor- cesareredistributed.ThebasicpatternsillustratedinFig.5,however,remainthesame.
Inelasticstaticpushoveranalysiswascarriedoutbyapplyingmonotonically
increasinglateraldisplacements,atthetopofbothcolumns,asshowninFig.6.AfterthefourRBShaveyieldedsimultaneously,auniformyieldinginthewebandattheendsoftheflangesoftheverticallinkwillform.Thisistheyieldmechanismfortheframe,withplastichingesalsoformingatthebaseofthecolumnsifthey arefixed.ThebaseshearversusdriftangleofthemodelisshowninFig.7.Thesequenceofinelasticactivityintheframeisshownonthefigure.Anelasticcomponent,alongtransition(consequenceofthebeamplastichingesbeingformedsimultaneously)andanarrowyieldplateaucharacterizethepushovercurve.
Theplasticrotationcapacity,qp,isdefinedasthetotalplasticrotationbeyondwhichtheconnectionstrengthstartstodegradebelow80%[7].ThisdefinitionisdifferentfromthatoutlinedinSection9(AppendixS)oftheAISCSeismicProvisions[8,10].UsingEq.
(2)derivedbyUangandFan[7],anestimateoftheRBSplasticrotationcapacitywasfoundtobe0.037rad:
FyfwassubstitutedforRy•Fy[8],whereRyisusedtoaccountforthediffer-ence betweenthenominalandtheexpectedyieldstrengths(Grade50steel,Fy=345MPaandRy=1.1areused).
3.Experimentalprogram
Theexperimentalset-upforstudyingthebehaviorofaconnectionwasbasedonFig.6(a).Usingtheplasticdisplacementdp,plasticrotationgp,andplasticstorydriftangleqpshowninthefigure,fromgeometry,itfollowsthat:
And:
inwhichdandgincludetheelasticcomponents.Approximationsasaboveareused forlargeinelasticbeamdeformations.ThediagraminFig.6(a)suggestthatasub assemblagewithdisplacementscontrolledinthemannershowninFig.6(b)can representtheinelasticbehaviorofatypicalbeaminaCGMRF.
Thetestset-upshowninFig.8wasconstructedtodevelopthemechanismshown inFig.6(a)and(b).Theaxialactuatorswereattachedtothree 2438mm×1219mm×1219mm(8ft×4ft×4ft)RCblocks.Theseblockswere tensionedtothelaboratoryfloorbymeansoftwenty-four32mmdiameterdywidag rods.Thisarrangementpermittedreplacementofthespecimenaftereachtest.
Therefore,theforceappliedbytheaxialactuator,P,canberesolvedintotwoorthogonalcomponents,PaxialandPlateral.Sincetheinclinationangleoftheaxialactuatordoesnotexceed,thereforePaxialisapproximatelyequaltoP[4].However,thelateral3.0component,Plateral,causesanadditionalmomentatthebeam-tocolumnjoint.Iftheaxialactuatorscompressthespecimen,thenthelateralcomponentswillbeaddingtothelateralactuatorforces,whileiftheaxialactuatorspullthespecimen,thePlateralwillbeanopposingforcetothelateralactuators.Whentheaxialactuatorsundergo
axialactuatorsundergoalateraldisplacement_,theycauseanadditionalmomentatthebeam-to-columnjoint(P-△effect).Therefore,themomentatthebeam-tocolumnjointisequalto:
whereHisthelateralforces,Listhearm,Pistheaxialforceand_isthelateraldisplacement.
Fourfull-scaleexperimentsofbeamcolumnconnectionswereconducted.
ThemembersizesandtheresultsoftensilecoupontestsarelistedinTable2
AllofthecolumnsandbeamswereofA572Grade50steel(Fy 344.5MPa).Theactualmeasuredbeamflangeyieldstressvaluewasequalto372MPa(54ksi),whilethe ultimatestrengthrangedfrom502MPa(72.8ksi)to543MPa(78.7ksi).
Table3showsthevaluesoftheplasticmomentforeachspecimen(basedon measuredtensilecou
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