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1、EvaluationofFEMA-350SeismicProvisionsforSteelPanelZones12JunJin,A.M.ASCE,andSherifEl-Tawil,M.ASCEAbstract:Steelpanelzonedesignprovisionshaveundergonelargechangesinthepastfourdecades.TherecentlyintroducedFEMA-350(2000)guidelinesaresubstantiallydifferentfrompre
2、viousprovisions,andarenolongerafunctionoftheplasticstrengthsofthepanelzoneandadjoiningbeams.Rather,theyarebasedonthepremisethattheframingbeamsandthepanelzonebothyieldsimultaneouslytopromotecontrolledinelasticparticipationofbothcomponents.Thispaperevaluatesand
3、discussesthenewprovisionsbasedonanexaminationofpublishedtestdataandtheresultsoftransientanalysesofbuildingswithfour-,eight-,andsixteen-storymomentresistingsteelframes.Thelimitedtestresultsrevieweddonotcon?rmtheadequacyofthenewpanelzoneprovisionsandfurthermore
4、suggestthatpanelzonedeformationdemandscouldbeaffectedbyconnectiondetailing.TheframeanalysisresultsshowthattheFEMA-350provisionsleadtoaratherlowlevelofpanelzoneparticipation.Adiscussionofdesignimplicationsandresearchneedsisprovided.DOI:10.1061/(ASCE)0733-9445(
5、2005)131:2(250)CEDatabasesubjectheadings:Steel;Panels;Frames;Beamcolumns;Connections;Deformation;Design;Fractures.Introductioninteriorsteelconnectionstendtocounteractseismicmoments;however,theireffectisrathersmallparticularlyinsystemswithaThepanelzoneisthepor
6、tionofthecolumnwithinthedepthoffewperimetermomentresistingframes(El-Tawil2000).Whentheconnectingbeamsinamomentresistingsteelconnection(Fig.combinedtogether,thesetwofactors(underestimatingstrength1).Thetransferofmomentsbetweenbeamsandcolumnscausesaandoverestim
7、atingdemand)frequentlyresultedintheneedforpanelzonereinforcement,whichwasmainlyprovidedthroughcomplicatedstateofstressandstraininthepanelzone.Underthedoublerplates.actionofforces,thepanelzonedeformsinthreemodes:Axial,Experimentalstudiesonpanelzonebehaviorinit
8、iatedintheshear,andbending.Onlythesheardeformationofthepanelzonelate1960'sandearly1970's,includingKrawinkleretal.(1971),hasasigni?canteffectonthebehaviorofsteelframesandisofBerteroetal.(1
