簡介：EVALUATIONOFTHEDEFLECTIONOFSTEELCONCRETECOMPOSITEBEAMSATSERVICEABILITYLIMITSTATECLAUDIOAMADIOA,?,MASSIMOFRAGIACOMOB,LORENZOMACORINICADEPARTMENTOFCIVILANDENVIRONMENTALENGINEERING,UNIVERSITYOFTRIESTE,PIAZZALEEUROPA1,34127,ITALYBDEPARTMENTOFARCHITECTURE,DESIGNANDURBANPLANNING,UNIVERSITYOFSASSARI,PALAZZODELPOUSALIT,PIAZZADUOMO6,07041ALGHERO,ITALYCDEPARTMENTOFCIVILANDENVIRONMENTALENGINEERING,IMPERIALCOLLEGELONDON,SOUTHKENSINGTONCAMPUS,LONDONSW72AZ,UNITEDKINGDOMABSTRACTARTICLEINFOARTICLEHISTORYRECEIVED14DECEMBER2010ACCEPTED28JANUARY2012AVAILABLEONLINEXXXXKEYWORDSCOMPOSITEBEAMSCONCRETECREEPDEFLECTIONFINITEELEMENTMETHODTIMEDEPENDENCESERVICEABILITYSHRINKAGETHEPAPERINVESTIGATESTHERESPONSEOFSTEEL–CONCRETECOMPOSITEBEAMSATSERVICEABILITYLIMITSTATEBOTHCASESOFPROPPEDANDUNPROPPEDSTEELBEAMDURINGTHEPOURINGOFTHECONCRETESLABWERECONSIDEREDTHEMAXIMUMVERTICALDISPLACEMENTSINTHESHORTANDLONGTERMWEREEVALUATEDFORSIMPLYSUPPORTEDANDCONTINUOUSCOMPOSITEBEAMSUSINGACCURATEFINITEELEMENTMODELSTHENUMERICALRESULTSWERECOMPAREDWITHTHEMAXIMUMDISPLACEMENTSOBTAINEDUSINGTHESIMPLIFIEDAPPROACHSUGGESTEDBYTHEEUROCODE4THISFORMULATIONWHICH,INTHECASEOFCONTINUOUSBEAMS,ACCOUNTSFORTHENONLINEARBEHAVIOROFTHECOMPONENTMATERIALS,WASFOUNDTOBEOFTENNONCONSERVATIVEONTHEBASISOFTHEOUTCOMESOFANEXTENSIVEPARAMETRICANALYSIS,ASIMPLEDESIGNCRITERIONWASPROPOSEDTHISMETHODISBASEDONTHELIMITATIONOFSTRESSESINTHESTEELPROFILEBELOWTHEYIELDLIMIT,ANDONTHEUSEOFASIMPLERELATIONSHIPTOACCOUNTFORTHECONNECTIONFLEXIBILITYTHEPROPOSEDPROCEDURETOCALCULATEMAXIMUMDISPLACEMENTSOFCOMPOSITEBEAMSPROVIDESCONSERVATIVERESULTS,WITHALEVELOFACCURACYSUITABLEFORPRACTICALDESIGN?2012ELSEVIERLTDALLRIGHTSRESERVED1INTRODUCTIONMODERNCODESOFPRACTICESUCHASTHEEUROCODE41,CNR100162ANDLFRDSPECIFICATION3RECOMMENDCHECKINGSERVICEABILITYLIMITSTATEOFSTEEL–CONCRETECOMPOSITEBEAMSTOENSURETHATFUNCTIONALITYANDDURABILITYWILLNOTBECOMPROMISEDDURINGTHESERVICELIFETHEMAINQUANTITYTOCONSIDERINTHEDESIGNFORSERVICEABILITYLIMITSTATEISTHEMAXIMUMDEFLECTIONSUCHAQUANTITYISINFLUENCEDBYSEVERALPHENOMENASUCHASCONCRETECRACKINGINTENSIONZONES,TIMEDEPENDENTBEHAVIOROFCONCRETECREEPANDSHRINKAGE,ANDYIELDINGOFREINFORCINGANDCONSTRUCTIONSTEELITSHOULDBENOTEDTHATTHEEUROCODE41DOESNOTPRESCRIBEANYSTRESSCONTROLOFTHESTEELPROFILEAND,THEREFORE,IMPLICITLYALLOWSPLASTICIZATIONEVENUNDERTHESERVICELOADSTEELYIELDING,HENCE,MAYSIGNIFICANTLYAFFECTTHEBEAMBEHAVIOR,PARTICULARLYFORSTEELBEAMSWHICHARELEFTUNPROPPEDDURINGTHECONCRETEPLACEMENT4,5ANOTHERIMPORTANTPARAMETERTOCONSIDERISTHEINTERLAYERSLIPATTHEINTERFACEBETWEENTHECONCRETESLABANDTHESTEELPROFILESUCHAPARAMETERISPARTICULARLYIMPORTANTWHENTHESHEARCONNECTIONISPARTIAL,IEWHENTHENUMBEROFCONNECTORSISLESSTHANTHEMINIMUMNUMBERREQUIREDFORAFULLSTRENGTHSHEARCONNECTIONTHISCASEISFAIRLYCOMMONFORUNPROPPEDBEAMSASINMANYCASESTHEDESIGNOFTHESTEELPROFILEISGOVERNEDBYTHEULTIMATELIMITSTATEOFFLEXURALSTRENGTHBEFORETHESTEELBEAMISCONNECTEDTOTHECONCRETESLABADOPTINGAREDUCEDNUMBEROFCONNECTORSALLOWSSOMECOSTSAVINGBUT,ATTHESAMETIME,LEADSTOREDUCTIONINSTIFFNESSANDSTRENGTHOFTHECOMPOSITEBEAMTHATSHOULDBECONSIDEREDINDESIGNDUETOTHECOMPLEXITYOFTHEPROBLEM,ANACCURATEINVESTIGATIONOFTHEBEHAVIOROFSTEELCONCRETECOMPOSITEBEAMSATSERVICEABILITYLIMITSTATECANBECARRIEDOUTONLYUSINGACCURATENUMERICALMODELS6–11THEANALYSISISPARTICULARLYDEMANDINGINTHELONGTERM,WHERECREEPANDSHRINKAGEOFCONCRETEINCREASESTHEDEFLECTIONAND,FORCONTINUOUSBEAMS,CAUSESCONCRETECRACKINGANDMOMENTREDISTRIBUTIONFROMTHEINTERIORSUPPORTSTOMIDSPANSNONLINEARANALYSISISUSUALLYCARRIEDOUTONLYFORDESIGNOFVERYDEMANDINGSTRUCTURESSUCHASBRIDGEGIRDERSCONVERSELY,APPROXIMATEMETHODSCANBEUSEDFORBEAMSWHICHAREPARTOFCOMPOSITEFRAMESINRESIDENTIALANDOFFICEBUILDINGSINTHISRESPECT,CURRENTCODES1–3SUGGESTSIMPLIFIEDPROCEDURESWHICHACCOUNTSFORMATERIALNONLINEARITYANDSHEARCONNECTIONDEFORMABILITYHOWEVERTHELATTERCONTRIBUTIONISUSUALLYCONSIDEREDONLYINTHECASEOFPARTIALSHEARCONNECTION,THUSOFTENLEADINGTONONCONSERVATIVERESULTSFORBEAMSDESIGNEDWITHFULLSTRENGTHSHEARCONNECTION6,12,13CREEPANDSHRINKAGEOFCONCRETEWEREFOUNDTOMARKEDLYINCREASETHEDEFLECTIONOFCOMPOSITEBEAMSINTHELONGTERM14SIMPLIFIEDMETHODSSUCHASTHE‘EFFECTIVEMODULUSMETHOD’,THE‘MEANSTRESSMETHOD’,ANDTHE‘AGEADJUSTEDEFFECTIVEMODULUSMETHOD’WERERECOMMENDED,RESPECTIVELY,IN1,15,AND12INORDERTOACCOUNTFORTHOSETIMEDEPENDENTPHENOMENAJOURNALOFCONSTRUCTIONALSTEELRESEARCHXXX2012XXX–XXX?CORRESPONDINGAUTHORTEL393393901026EMAILADDRESSESAMADIOUNIVTRIESTEITCAMADIO,FRAGIACOMOUNISSITTMFRAGIACOMO,LMACORINIIMPERIALACUKLMACORINIJCSR03469NOOFPAGES100143974X/–SEEFRONTMATTER?2012ELSEVIERLTDALLRIGHTSRESERVEDDOI101016/JJCSR201201009CONTENTSLISTSAVAILABLEATSCIVERSESCIENCEDIRECTJOURNALOFCONSTRUCTIONALSTEELRESEARCHPLEASECITETHISARTICLEASAMADIOC,ETAL,EVALUATIONOFTHEDEFLECTIONOFSTEELCONCRETECOMPOSITEBEAMSATSERVICEABILITYLIMITSTATE,JCONSTRSTEELRES2012,DOI101016/JJCSR201201009MAYBEAFFECTEDALSOBYTHEMECHANICALNONLINEARITYOFTHECOMPONENTMATERIALSBECAUSEOFTHEMANYPARAMETERSINVOLVED,INTHISCASEITISNOTPOSSIBLETODRAWASIMPLIFIEDAPPROACHLEADINGTODEFLECTIONVALUESCLOSETOTHOSECOMPUTEDWITHANUMERICALALGORITHM22INFLUENCEOFTHEMECHANICALNONLINEARITYANDTIMEDEPENDENTBEHAVIORTHEEUROCODE41ALLOWS,INASIMPLIFIEDWAY,FORBOTHNONLINEARMECHANICALPHENOMENAAFFECTINGTHEBEHAVIOROFTHECOMPOSITEBEAMATSERVICEABILITYLIMITSTATE,ANDTHETIMEDEPENDENTPHENOMENAOFCONCRETE,WHICHAFFECTTHEBEHAVIORINTHELONGTERMFORCONTINUOUSCOMPOSITEBEAMS,THEREDUCTIONINSTIFFNESSCAUSEDBYCRACKINGOFTHECONCRETESLABISEVALUATEDWITHTWOALTERNATIVEAPPROACHESTHEBETTERAPPROXIMATIONCANBEACHIEVEDNEGLECTINGTHECONCRETESTIFFNESSABOVETHEINTERIORSUPPORTSFOR15OFTHESPANLENGTHONBOTHSIDESCRACKEDANALYSISANOTHERPOSSIBILITYISTOREDUCETHEHOGGINGBENDINGMOMENTONTHEINTERIORSUPPORTSDEPENDINGONTHERATIOBETWEENTHESTIFFNESSOFTHEFULLYCRACKEDANDFULLYUNCRACKEDCOMPOSITESECTION,WITHANUPPERLIMITOF40FURTHERMOMENTREDUCTIONATINTERNALSUPPORTSMUSTBECONSIDEREDFORUNPROPPED,CONTINUOUSCOMPOSITEBEAMSINORDERTOALLOWFORTHEPLASTICIZATIONOFTHESTEELBEAMTHEHOGGINGBENDINGMOMENTMUSTBEREDUCEDUSINGA05COEFFICIENTIFTHEYIELDINGOFTHESTEELPROFILEISATTAINEDBEFORETHECONCRETECURING,ANDA07COEFFICIENTIFTHEPROFILEPLASTICIZATIONOCCURSAFTERTHECONCRETESLABANDTHESTEELPROFILESHAVEBEENINTERCONNECTEDCONVERSELY,NOALLOWANCEFORYIELDINGOFTHESTEELPROFILEISMADEFORUNPROPPEDSIMPLYSUPPORTEDCOMPOSITEBEAMSEUROCODE4ACCOUNTSFORTHETIMEDEPENDENTPHENOMENAOFCONCRETECREEPANDSHRINKAGEUSINGTHESAMESIMPLIFIEDFORMULATIONRECOMMENDEDBYTHEEUROPEANREGULATIONFORCONCRETESTRUCTURES,THEEUROCODE227SUCHAFORMULATIONISBASEDONTHEEFFECTIVEMODULUSMETHOD,WHERETHECREEPOFCONCRETEISCONSIDEREDBYDIVIDINGTHEMODULUSOFELASTICITYOFCONCRETEBYONEPLUSTHECREEPCOEFFICIENTOFCONCRETEATTHEENDOFTHESERVICELIFECONCRETESHRINKAGEISCONSIDEREDASANADDITIONALINELASTICSTRAIN,USUALLYBYNEGLECTINGTHEDEFORMABILITYOFTHECONNECTIONSYSTEMANDTHEINTERACTIONBETWEENCREEPANDSHRINKAGE3NUMERICALANALYSESSOMESHORTANDLONGTERMNUMERICALANALYSESHAVEBEENCARRIEDOUTONSIMPLYSUPPORTEDANDTWOBAY,SYMMETRIC,CONTINUOUSCOMPOSITEBEAMSVARYINGTHEDEGREEOFCONNECTIONTHECOMPOSITEBEAMSGEOMETRICALCHARACTERISTICSHAVESELECTEDCONSIDERINGTHEVARIATIONOFTYPICALDIMENSIONSFORSTEELBEAM,CONCRETESLABANDAMOUNTOFSTEELREINFORCEMENTFORCOMPOSITEBEAMSINBUILDINGSDETAILSOFTHEACCURATEFINITEELEMENTNUMERICALMODELUSEDINTHEANALYSES,WHICHACCOUNTFORMATERIALNONLINEARITYANDSHEARCONNECTIONNONLINEARBEHAVIOR,CANBEFOUNDIN7,8ASPOINTEDOUTINTHEPREVIOUSSECTIONS,ATSERVICEABILITYLIMITSTATE,EVENTHEBEHAVIOROFSIMPLYSUPPORTEDCOMPOSITEBEAMSMAYBENONLINEARTHELOADLEVEL,THEREFORE,MARKEDLYAFFECTSTHESTRUCTURALRESPONSEINORDERTOINVESTIGATETOWHATEXTENTMATERIALNONLINEARITYAFFECTSTHEPERFORMANCEOFTHECOMPOSITEBEAM,THEMAXIMUMDESIGNLOADTHATTHEBEAMCANRESISTATSERVICEABILITYLIMITSTATEWASPRELIMINARILYEVALUATEDFOREACHTYPEOFCOMPOSITEBEAMANALYZEDTHEMAXIMUMLOADCALCULATIONSHAVEBEENCARRIEDOUTACCORDINGTOEUROCODE41THISALLOWEDADIRECTCOMPARISONBETWEENDEFLECTIONSDETERMINEDACCORDINGTOTHEEUROCODEPROVISIONSANDTHEVALUESCALCULATEDUSINGTHEADVANCEDNUMERICALMODEL31EVALUATIONOFTHEMAXIMUMDESIGNSERVICELOADTHEMAXIMUMDESIGNSERVICELOADQS,MAXWASEVALUATEDBASEDONTHEMAXIMUMTRIBUTARYWIDTHLMAXTHATTHECOMPOSITEBEAMCANWITHSTANDONCETHETRIBUTARYWIDTHLMAXISKNOWN,THEMAXIMUMDESIGNSERVICELOADISCALCULATEDUSINGTHEEQUATIONQSMAX?LMAX?GKTΨK?QKDTD10TWHERESYMBOLSGKANDQKDENOTETHECHARACTERISTICVALUESOFTHEPERMANENTANDIMPOSEDLOADS,RESPECTIVELYACCORDINGTOCURRENTREGULATIONSSUCHASTHEEUROCODE226,THECOMBINATIONFACTORΨKASSUMESDIFFERENTVALUESINTHESHORTANDLONGTERMINTHEFORMERCASE,THECHARACTERISTICLOADCOMBINATIONISCONSIDERED,WITHΨKΨ0,WHEREASINTHELATTERCASEREFERENCETOTHEQUASIPERMANENTLOADCOMBINATIONISMADE,WITHΨKΨ2INALLANALYSES,REFERENCETOANOFFICEBUILDINGWASMADE,FORWHICH,ACCORDINGTOTHEEUROCODE28,ANIMPOSEDLOADQK3KN/M2,ACOMBINATIONFACTORΨ007,ANDACOMBINATIONFACTORΨ203WEREASSUMEDTHEMAXIMUMTRIBUTARYWIDTHISOBVIOUSLYTHELESSERBETWEENTHETRIBUTARYWIDTHLUSATISFYINGTHEULTIMATELIMITSTATEOFBENDINGSTRENGTH,ANDTHETRIBUTARYWIDTHLSSATISFYINGTHESERVICEABILITYLIMITSTATEOFDEFLECTIONCONTROLONLYCLASSISTEELPROFILESACCORDINGTOTHEEUROCODE329WERECONSIDEREDFORCONTINUOUSBEAMS,WHEREASALSOCLASSIISTEELPROFILESWERECONSIDEREDFORSIMPLYSUPPORTEDBEAMSTHEFORMERPROFILESARECOMPACTSECTIONSCHARACTERIZEDBYTHEPOSSIBILITYTOREDISTRIBUTETHEBENDINGMOMENTFROMHOGGINGTOSAGGINGBENDINGREGIONS,WHILSTTHELATTERPROFILESONLYALLOWSAFULLPLASTICIZATIONOVERTHECROSSSECTIONBUTNOREDISTRIBUTIONOFBENDINGMOMENTSALONGTHEBEAMLENGTHCANOCCURTHETRIBUTARYWIDTHSLUANDLSDEPENDEQS11AND12ONTHELOADQULEADINGTHECOMPOSITESTRUCTURETOTHEATTAINMENTOFTHEULTIMATELIMITSTATEOFFLEXURALSTRENGTHANDONTHELOADQSLEADINGTOTHEATTAINMENTOFTHEMAXIMUMDEFLECTIONALLOWEDATSERVICEABILITYLIMITSTATELU?QUΓG?GKTΓQ?ΨK?QK??D11TLS?QEGKTΨK?QKDTD12TWHEREΓG,ΓQSIGNIFYTHEPARTIALLOADSAFETYFACTORS,ASSUMEDEQUALTO135AND15,RESPECTIVELY,ACCORDINGTOTHEEUROCODE28THEULTIMATELOADQUISEVALUATEDUSINGANELASTOPLASTICANALYSIS,WHERETHEINFLUENCEOFTHESHEARONTHEBENDINGSTRENGTHCAPACITYISNEGLECTEDFORSIMPLYSUPPORTEDBEAMS,QUISCALCULATEDUSINGEQ13,WHEREASEQ14ISUSEDFORCONTINUOUSBEAMSQU?8?MPLRDTL2D13TQU??2?MPLRD??2?MPLRDT??T4?FFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIFFIMPLRDT?MPLRDT?MPLRD???RL2D14TWHEREMPL,RDANDMPL,RD?SIGNIFY,RESPECTIVELY,THESAGGINGANDHOG

簡介：1中文中文6900字,4900單詞，單詞，25000英文字符英文字符出處出處QUB,BRUNEAUM,LINCH,ETALTESTINGOFFULLSCALETWOSTORYSTEELPLATESHEARWALLWITHREDUCEDBEAMSECTIONCONNECTIONSANDCOMPOSITEFLOORSJJOURNALOFSTRUCTURALENGINEERING,2016,1343364373削弱梁截面節(jié)點和組合樓板的足尺寸二層鋼板剪力墻的實驗BINGQU,SMASCE1MICHELBRUNEAU,MASCE2CHIHHANLIN3ANDKEHCHYUANTSAI4摘要為了測試足尺寸二層削弱梁截面節(jié)點和組合樓板鋼板剪力墻填充墻在地震作用下的可替代性和地震中中間橫梁的反應，應設(shè)計一個兩階段的試驗。在第一階段，試件進行擬動力試驗，用三個地面運動逐級遞增的烈度來加載，加載后用新的板來替換原先搭接在剪力墻上的粘結(jié)板，并在第二階段中的擬動力試驗中用周期荷載加載至破壞。實驗表明修復后的模型只要邊框沒有遭到嚴重破壞，整體剛度沒有嚴重下降則能夠在后面進行的地震擬動力試驗中消耗大量的滯回能量，并且模型有額外的變形且展現(xiàn)出來的力和位移的關(guān)系表明兩層的層向位移分別是52和5。將這個通過擬動力實驗和周期加載后的實驗結(jié)果與用拉力控制的雙帶三維有限元模型用建立的PUSHOVER分析（彈塑性分析）得出的結(jié)果有很好的吻合性。CE數(shù)據(jù)庫主題詞剪力墻；鋼板；替代性；周期試驗；地震設(shè)計；擬動力方法引言鋼板剪力墻（SPSW）是由填充鋼板組成，鋼板由邊緣的梁和柱包圍固定。鋼板在剪力作用下允許屈曲，最終形成斜向張力區(qū)。改進后的鋼板剪力墻正在逐步被用作在建筑中的橫向主抗側(cè)向力系統(tǒng)（SABELLIANDBRUNEAU2006）。在美國，加拿大，日本，臺灣等國家和地區(qū)進行的鋼板剪力墻測試后，單調(diào)的，循環(huán)的振動臺試驗都表明，這種結(jié)構(gòu)體系初始剛度高，在延性變形過程中，消耗掉大量的滯回能量。設(shè)計新建筑物以及對已有建筑物進行加固時，這種結(jié)構(gòu)是一種很好的選擇。（大量的文獻資料可以查閱莎貝尼和布諾2006；伯曼和布諾2003，僅舉幾例）。對鋼板剪力墻分析研究也證實，這種結(jié)構(gòu)對于橫向荷載很有效（THORBURNETAL1983ELGAALYETAL1993DRIVERETAL1997BERMANANDBRUNEAU2003B）。極限狀態(tài)鋼結(jié)構(gòu)設(shè)計法與鋼結(jié)構(gòu)建筑抗震規(guī)范都提供了鋼板剪力墻的設(shè)計方法。鋼板剪力墻的創(chuàng)新設(shè)計提出并實驗證明后，這種結(jié)構(gòu)應用范圍擴大了。（BERMANANDBRUNEAU2003A,BVIANANDBRUNEAU2005）。然而，這種結(jié)構(gòu)體系存在一定的局限性，以至于它還不能被大眾所接受。例如，涉及到地震作用下可替代的填充鋼板和在剪力墻中間橫梁的抗震性能的不確定性還沒有更深入的研究（中間橫梁就是鋼板上方和下方焊接的區(qū)域，頂部和底部橫梁分別低于或高于鋼板）。這些問題在LOPEZGARCIA和BRUNEAU2006年的實驗中提及。他通過簡單模型，但能研究出中間橫梁的特性，尤其是對削弱梁節(jié)點和復合混凝土板連接的梁。這種結(jié)構(gòu)體系的特性，對如何最好的設(shè)計中間橫梁提供了更有用的信息。在考慮了鋼板剪力墻的性能后，為了說明以上這些問題，設(shè)計了針對有中間橫梁的鋼板剪力墻的兩階段實驗。本實驗還考慮了如何在經(jīng)歷幾次地震后如何更好的換鋼板和經(jīng)修復后的梁在第二次地震荷載作用下的表現(xiàn)。本文總結(jié)了實驗結(jié)果，得到了極限表現(xiàn)，并提3模型的布置在不會發(fā)生變形的地面上，南北向的液壓伺服加載裝置安放在模型與反力墻之間。用基于極限應力加載程序的三個1000KN加載裝置在每一層來模擬地震周期荷載。附屬桁架系統(tǒng)用于傳遞形成面荷載到底層。為了避免底層鋼板剪力墻產(chǎn)生前后的側(cè)向位移，用兩個液壓支座把模型邊緣與反力桁架連接在一起。用一根反力梁在每根柱子加載1400KN用來模擬原結(jié)構(gòu)自重。每一根反力梁通過安置在反力梁與固定端在地面的支座將豎向荷載傳遞給地面。實驗的裝置布置如圖2（A和B）。圖2（A）（B）試驗裝置實驗裝置還包括在邊框上安置測試儀器，在每根柱的1/4高處安置有單軸應變片。在翼緣柱的1/4和3/4處安有雙單應變片，這樣主要應力均可測得。在每一層豎向反力加載處都設(shè)置有位移計用以測量加載點位移。用一個安置在地面與柱子間的位移計來測量地面在模型加載時出現(xiàn)的變形。線性位移傳感器安置在北面中，頂橫梁上，在測量層間位移?；诔醪戒摪寮袅δＰ头治觯€性豎向荷載位移儀器沿對角線的41°放置來獲得填充板的對角伸長（每層12個，每面放6個）。在填充板的中間和底部的梁柱節(jié)點處安置PI測量儀，來測量這些部位的變形。一個203個頻道接收這些實驗數(shù)據(jù)。其他未盡事宜可在QU和BRUNEAU2016年提出，TSAI寫于2006年提出的理論找到。在實驗中用5個錄像機來記錄模型的整體變形和削弱梁節(jié)點填充板變形。（A）（B）

簡介：TESTINGOFFULLSCALETWOSTORYSTEELPLATESHEARWALLWITHREDUCEDBEAMSECTIONCONNECTIONSANDCOMPOSITEFLOORSBINGQU,SMASCE1MICHELBRUNEAU,MASCE2CHIHHANLIN3ANDKEHCHYUANTSAI4ABSTRACTATWOPHASEEXPERIMENTALPROGRAMWASGENERATEDONAFULLSCALETWOSTORYSTEELPLATESHEARWALLWITHREDUCEDBEAMSECTIONCONNECTIONSANDCOMPOSITEFLOORS,TOEXPERIMENTALLYADDRESSTHEREPLACEABILITYOFINFILLPANELSFOLLOWINGANEARTHQUAKEANDTHESEISMICBEHAVIOROFTHEINTERMEDIATEBEAMINPHASEI,THESPECIMENWASPSEUDODYNAMICALLYTESTED,SUBJECTEDTOTHREEGROUNDMOTIONSOFPROGRESSIVELYDECREASINGINTENSITYTHEBUCKLEDPANELSWEREREPLACEDBYNEWPANELSPRIORTOSUBMITTINGTHESPECIMENTOASUBSEQUENTPSEUDODYNAMICTESTANDCYCLICTESTTOFAILUREINPHASEIIITISSHOWNTHATTHEREPAIREDSPECIMENCANSURVIVEANDDISSIPATESIGNIFICANTAMOUNTSOFHYSTERETICENERGYINASUBSEQUENTEARTHQUAKEWITHOUTSEVEREDAMAGETOTHEBOUNDARYFRAMEOROVERALLSTRENGTHDEGRADATIONITISALSOFOUNDTHATTHESPECIMENHADEXCEPTIONALREDUNDANCYANDEXHIBITEDSTABLEFORCEDISPLACEMENTBEHAVIORUPTOTHESTORYDRIFTSOF52AND50ATTHEFIRSTANDSECONDSTORY,RESPECTIVELYEXPERIMENTALRESULTSFROMPSEUDODYNAMICANDCYCLICTESTSARECOMPAREDTOSEISMICPERFORMANCEPREDICTIONSOBTAINEDFROMADUALSTRIPMODELUSINGTENSIONONLYSTRIPSANDFROMAMONOTONICPUSHOVERANALYSISUSINGATHREEDIMENSIONALFINITEELEMENTMODEL,RESPECTIVELY,ANDGOODAGREEMENTISOBSERVEDDOI101061/?ASCE?07339445?2016?1343?364?CEDATABASESUBJECTHEADINGSSHEARWALLSSTEELPLATESREPLACEMENTCYCLICTESTSSEISMICDESIGNPSEUDODYNAMICMETHODINTRODUCTIONASTEELPLATESHEARWALL?SPSW?CONSISTSOFINFILLSTEELPANELSSURROUNDEDBYBOUNDARYBEAMSANDCOLUMNSTHESEPANELSAREALLOWEDTOBUCKLEINSHEARANDSUBSEQUENTLYFORMADIAGONALTENSIONFIELDSPSWSAREPROGRESSIVELYBEINGUSEDASTHEPRIMARYLATERALFORCERESISTINGSYSTEMSINBUILDINGS?SABELLIANDBRUNEAU2006?PASTMONOTONIC,CYCLIC,ANDSHAKINGTABLETESTSONSPSWINTHEUNITEDSTATES,CANADA,JAPAN,TAIWAN,ANDOTHERCOUNTRIESHAVESHOWNTHATTHISTYPEOFSTRUCTURALSYSTEMCANEXHIBITHIGHINITIALSTIFFNESS,BEHAVEINADUCTILEMANNER,ANDDISSIPATESIGNIFICANTAMOUNTSOFHYSTERETICENERGY,WHICHMAKEITASUITABLEOPTIONFORTHEDESIGNOFNEWBUILDINGSASWELLASFORTHERETROFITOFEXISTINGCONSTRUCTIONS?EXTENSIVELITERATUREREVIEWSAREAVAILABLEINSABELLIANDBRUNEAU2006BERMANANDBRUNEAU2003A,TONAMEAFEW?ANALYTICALRESEARCHONSPSWHASALSOVALIDATEDUSEFULMODELSFORTHEDESIGNANDANALYSISOFTHISLATERALLOADRESISTINGSYSTEM?THORBURNETAL1983ELGAALYETAL1993DRIVERETAL1997BERMANANDBRUNEAU2003B?RECENTDESIGNPROCEDURESFORSPSWAREPROVIDEDBYTHECSA“LIMITSTATESDESIGNOFSTEELSTRUCTURES”?CSA2003?ANDTHEAISCSEISMICPROVISIONFORSTRUCTURALSTEELBUILDINGS?AISC2005?INNOVATIVESPSWDESIGNSHAVEALSOBEENPROPOSEDANDEXPERIMENTALLYVALIDATEDTOEXPANDTHERANGEOFAPPLICABILITYOFSPSW?BERMANANDBRUNEAU2003A,BVIANANDBRUNEAU2005?HOWEVER,SOMEIMPEDIMENTSSTILLEXISTTHATMAYLIMITTHEWIDESPREADACCEPTANCEOFTHISSTRUCTURALSYSTEMFOREXAMPLE,NORESEARCHHASDIRECTLYADDRESSEDTHEREPLACEABILITYOFINFILLSTEELPANELSFOLLOWINGANEARTHQUAKE,ANDTHEREREMAINUNCERTAINTIESREGARDINGTHESEISMICBEHAVIOROFINTERMEDIATEBEAMSINSPSW?INTERMEDIATEBEAMSARETHOSETOWHICHSTEELPLATESAREWELDEDABOVEANDBELOW,BYOPPOSITIONTOTOPANDBOTTOMBEAMSTHATHAVESTEELPLATESONLYBELOWORABOVE,RESPECTIVELY?THELATTERPROBLEMWASANALYTICALLYADDRESSEDBYLOPEZGARCIAANDBRUNEAU?2006?USINGSIMPLEMODELS,BUTEXPERIMENTALINVESTIGATIONSONTHEBEHAVIOROFINTERMEDIATEBEAMS,PARTICULARLYFORBEAMSHAVINGREDUCEDBEAMSECTION?RBS?CONNECTIONSANDCOMPOSITECONCRETESLABS,CANPROVIDEMUCHNEEDEDINFORMATIONONTHEBEHAVIOROFTHISSTRUCTURALSYSTEMANDHOWTOBESTDESIGNTHEINTERMEDIATEBEAMSTOADDRESSTHEABOVEISSUESWITHREGARDTOSPSWPERFORMANCE,ATWOPHASEEXPERIMENTALPROGRAMWASDEVELOPEDTOTESTATWOSTORYSPSWSPECIMENHAVINGANINTERMEDIATECOMPOSITEBEAMWITHRBSCONNECTIONSTHETESTINGPROGRAMALSOINVESTIGATEDHOWTOREPLACEASTEELPANELAFTERASEVEREEARTHQUAKEANDHOWTHEREPAIREDSPSWWOULDBEHAVEINASECONDEARTHQUAKETHISPAPERSUMMARIZESTHETESTSCONDUCTED,OBSERVEDULTIMATEBEHAVIOR,ANDADEQUACYOFSIMPLEMODELSTOREPLICATETHEGLOBALBEHAVIOROFTHESPSWCONSIDERED1PHDCANDIDATE,DEPTOFCIVIL,STRUCTURALANDENVIRONMENTALENGINEERING,206KETTERHALL,UNIVATBUFFALO,BUFFALO,NY14260?CORRESPONDINGAUTHOR?EMAILBINGQUBUFFALOEDU2DIRECTOR,MULTIDISCIPLINARYCENTERFOREARTHQUAKEENGINEERINGRESEARCHAND,PROFESSOR,DEPTOFCIVIL,STRUCTURALANDENVIRONMENTALENGINEERING,UNIVATBUFFALO,BUFFALO,NY14260EMAILBRUNEAUBUFFALOEDU3ASSISTANTRESEARCHFELLOW,NATIONALCENTERFORRESEARCHONEARTHQUAKEENGINEERING,200,SEC3,XINHAIRD,TAIPEI106,TAIWANEMAILHANKLINNCREEORG4DIRECTOR,NATIONALCENTERFORRESEARCHONEARTHQUAKEENGINEERINGANDPROFESSOR,DEPTOFCIVILENGINEERING,NATIONALTAIWANUNIV,200,SEC3,XINHAIRD,TAIPEI106,TAIWANEMAILKCTSAINCREEORGNOTEASSOCIATEEDITORSCOTTACIVJANDISCUSSIONOPENUNTILAUGUST1,2016SEPARATEDISCUSSIONSMUSTBESUBMITTEDFORINDIVIDUALPAPERSTOEXTENDTHECLOSINGDATEBYONEMONTH,AWRITTENREQUESTMUSTBEFILEDWITHTHEASCEMANAGINGEDITORTHEMANUSCRIPTFORTHISPAPERWASSUBMITTEDFORREVIEWANDPOSSIBLEPUBLICATIONONJANUARY18,2015APPROVEDONJULY5,2015THISPAPERISPARTOFTHEJOURNALOFSTRUCTURALENGINEERING,VOL134,NO3,MARCH1,2016?ASCE,ISSN07339445/2016/3364–373/2500364/JOURNALOFSTRUCTURALENGINEERING?ASCE/MARCH2016TATIONISPROVIDEDELSEWHERE?TSAIETAL2006QUANDBRUNEAU2016?FIVEVIDEOCAMERASWEREUSEDTORECORDTHEGLOBALBEHAVIOROFTHESPECIMENANDTHELOCALBEHAVIORSOFRBSCONNECTI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