簡(jiǎn)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(jiǎn)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(diǎn)和組合樓板的足尺寸二層鋼板剪力墻的實(shí)驗(yàn)BINGQU,SMASCE1MICHELBRUNEAU,MASCE2CHIHHANLIN3ANDKEHCHYUANTSAI4摘要為了測(cè)試足尺寸二層削弱梁截面節(jié)點(diǎn)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(yīng)，應(yīng)設(shè)計(jì)一個(gè)兩階段的試驗(yàn)。在第一階段，試件進(jìn)行擬動(dòng)力試驗(yàn)，用三個(gè)地面運(yùn)動(dòng)逐級(jí)遞增的烈度來(lái)加載，加載后用新的板來(lái)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(dòng)力試驗(yàn)中用周期荷載加載至破壞。實(shí)驗(yàn)表明修復(fù)后的模型只要邊框沒(méi)有遭到嚴(yán)重破壞，整體剛度沒(méi)有嚴(yán)重下降則能夠在后面進(jìn)行的地震擬動(dòng)力試驗(yàn)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(lái)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(gè)通過(guò)擬動(dòng)力實(shí)驗(yàn)和周期加載后的實(shí)驗(yàn)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(kù)主題詞剪力墻；鋼板；替代性；周期試驗(yàn)；地震設(shè)計(jì)；擬動(dòng)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(jìn)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(guó)，加拿大，日本，臺(tái)灣等國(guó)家和地區(qū)進(jìn)行的鋼板剪力墻測(cè)試后，單調(diào)的，循環(huán)的振動(dòng)臺(tái)試驗(yàn)都表明，這種結(jié)構(gòu)體系初始剛度高，在延性變形過(guò)程中，消耗掉大量的滯回能量。設(shè)計(jì)新建筑物以及對(duì)已有建筑物進(jìn)行加固時(shí)，這種結(jié)構(gòu)是一種很好的選擇。（大量的文獻(xiàn)資料可以查閱莎貝尼和布諾2006；伯曼和布諾2003，僅舉幾例）。對(duì)鋼板剪力墻分析研究也證實(shí)，這種結(jié)構(gòu)對(duì)于橫向荷載很有效（THORBURNETAL1983ELGAALYETAL1993DRIVERETAL1997BERMANANDBRUNEAU2003B）。極限狀態(tài)鋼結(jié)構(gòu)設(shè)計(jì)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(jì)方法。鋼板剪力墻的創(chuàng)新設(shè)計(jì)提出并實(shí)驗(yàn)證明后，這種結(jié)構(gòu)應(yīng)用范圍擴(kuò)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(méi)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(wèn)題在LOPEZGARCIA和BRUNEAU2006年的實(shí)驗(yàn)中提及。他通過(guò)簡(jiǎn)單模型，但能研究出中間橫梁的特性，尤其是對(duì)削弱梁節(jié)點(diǎn)和復(fù)合混凝土板連接的梁。這種結(jié)構(gòu)體系的特性，對(duì)如何最好的設(shè)計(jì)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(shuō)明以上這些問(wèn)題，設(shè)計(jì)了針對(duì)有中間橫梁的鋼板剪力墻的兩階段實(shí)驗(yàn)。本實(shí)驗(yàn)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(fù)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(shí)驗(yàn)結(jié)果，得到了極限表現(xiàn)，并提3模型的布置在不會(huì)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(yīng)力加載程序的三個(gè)1000KN加載裝置在每一層來(lái)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(gè)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(lái)模擬原結(jié)構(gòu)自重。每一根反力梁通過(guò)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(shí)驗(yàn)的裝置布置如圖2（A和B）。圖2（A）（B）試驗(yàn)裝置實(shí)驗(yàn)裝置還包括在邊框上安置測(cè)試儀器，在每根柱的1/4高處安置有單軸應(yīng)變片。在翼緣柱的1/4和3/4處安有雙單應(yīng)變片，這樣主要應(yīng)力均可測(cè)得。在每一層豎向反力加載處都設(shè)置有位移計(jì)用以測(cè)量加載點(diǎn)位移。用一個(gè)安置在地面與柱子間的位移計(jì)來(lái)測(cè)量地面在模型加載時(shí)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(cè)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(duì)角線的41°放置來(lái)獲得填充板的對(duì)角伸長(zhǎng)（每層12個(gè)，每面放6個(gè)）。在填充板的中間和底部的梁柱節(jié)點(diǎn)處安置PI測(cè)量?jī)x，來(lái)測(cè)量這些部位的變形。一個(gè)203個(gè)頻道接收這些實(shí)驗(yàn)數(shù)據(jù)。其他未盡事宜可在QU和BRUNEAU2016年提出，TSAI寫(xiě)于2006年提出的理論找到。在實(shí)驗(yàn)中用5個(gè)錄像機(jī)來(lái)記錄模型的整體變形和削弱梁節(jié)點(diǎn)填充板變形。（A）（B）

簡(jiǎn)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?FIVEVIDEOCAMERASWEREUSEDTORECORDTHEGLOBALBEHAVIOROFTHESPECIMENANDTHELOCALBEHAVIORSOFRBSCO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