AISC Design Guide 20 Steel_Plate_Shear_Walls.pdf
November 22, 2017 | Author: Fernando Gutiérrez Urzúa | Category: N/A
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Download AISC Design Guide 20 Steel_Plate_Shear_Walls.pdf...
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/VERVIEW
4HIS INTRODUCTION PROVIDES A GENERAL DESCRIPTION OF STEEL PLATE SHEAR WALLS 307 AND THE 3PECIAL 0LATE 3HEAR7ALL 3037 SYSTEM4HISINTRODUCTIONALSODESCRIBESTHEFORMAT ANDORGANIZATIONOFTHE$ESIGN'UIDE 4HIS$ESIGN'UIDEHASBEENDEVELOPEDUSING s !3#% -INIMUM $ESIGN ,OADS FOR "UILDINGS AND /THER3TRUCTURES INCLUDING3UPPLEMENT.O s !)3# 3PECIlCATIONFOR3TRUCTURAL3TEEL"UILDINGS s !)3# 3EISMIC 0ROVISIONS FOR 3TRUCTURAL 3TEEL "UILDINGS INCLUDING3UPPLEMENT.O !NALYTICALANDCAPACITY DESIGNMETHODSPRESENTEDINTHIS $ESIGN'UIDETYPICALLYESTABLISHTHESEISMICLOADEFFECTONA MEMBERORCONNECTIONTHISLOADEFFECTCANBEUTILIZEDINEI THER,2&$OR!3$LOADCOMBINATIONS4HEDESIGNEXAMPLES INTHIS$ESIGN'UIDEILLUSTRATETHE,2&$METHOD 4HE$ESIGN'UIDEADDRESSESDESIGNFORBOTHHIGH SEISMIC APPLICATIONSANDWINDANDLOW SEISMICAPPLICATIONS#ERTAIN PROVISIONSOF!)3#AREUSEDREGARDLESSOFTHE3EISMIC $ESIGN#ATEGORY 4HROUGHOUTTHIS$ESIGN'UIDE STANDARDSAREREFERREDTO BYTHEIRNUMBEREG !3#% !)3# !)3# ETC 4HEDOCUMENTTITLESARELISTEDINTHEBIBLIOGRAPHY
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BOTH NONLINEAR STATIC PUSHOVER METHODS USING THE &%-! &%-! B TARGET DISPLACEMENT METHOD TO ESTI MATEROOFTOPDISPLACEMENTS4HENONLINEARPUSHOVERMODEL CONSISTED OF UNIDIRECTIONAL EQUIVALENT DIAGONAL hSTRIPSv TO MODELTHETENSILElELDBEHAVIOROFSHEARPANELANDTHEFORCE TRANSFERSINTHEBOUNDARYELEMENTS&IGUREn 4HISANAL YSISWASFURTHERVALIDATEDBYNONLINEARTIME HISTORYANALY SIS USING TENSION ONLY DIAGONAL STRIPS IN BOTH DIRECTIONS TO MODELTHETENSILElELDBEHAVIORINBOTHDIRECTIONSDURINGTHE TIME HISTORYRESPONSES4HESTRIPSPOSSESSEDTENSILESTIFFNESS ANDSTRENGTHWITHNOCOMPRESSIONSTRENGTHORSTIFFNESSSEE #HAPTERSANDFORADETAILEDDISCUSSIONOFTHISMETHODOF ANALYSIS 4HE307SYSTEMPROVIDEDSIGNIlCANTSTIFFNESSTOTHEORIG INALMOMENTFRAMEANDDIDNOTTAKEUPASMUCHSPACEASA COMPARABLECONCRETESHEARWALLORSTEELBRACEDFRAME4HE CONCEPTALSOALLOWEDTHEBUILDINGTOREMAINOCCUPIEDDURING CONSTRUCTION 307 HAVE RECENTLY FOUND APPLICATIONS IN LOW RISE RESI DENTIAL BUILDINGS THAT HAVE SIZEABLE OPEN mOOR PLANS AND AREREQUIREDTOBEBUILTWITHANENGINEEREDFRAMINGSYSTEM %ATHERTON 4HESEWEREDESIGNEDUSING307ASTHIS SYSTEMWASDEEMEDLESSEXPENSIVETHANTHEMOMENTFRAME ALTERNATIVEANDFASTERTOCONSTRUCTBYHAVINGTHE307SHOP FABRICATED7ALLSWEREDESIGNEDINACCORDANCEWITHTHE#A NADIAN307REQUIREMENTS#!.#3!3 CONTAINEDTHE ONLYCODIlED307SEISMICDESIGNREQUIREMENTSAVAILABLEAT THETIME !SSUCH APUSHOVERANALYSISWASPERFORMEDWITH THEPLATEINEACHPANELMODELEDASTENSIONSTRIPS"OUND ARYMEMBERSWEREDESIGNEDTOREMAINELASTICUPTOTHEEX PECTEDYIELDSTRENGTHOFTHEPLATE &ORA FTRESIDENCEIN!THERTON #ALIFORNIA&IGURE n THE307COLUMNSAREFTCENTER TO CENTER ANDTHE WEBPLATEISGAGE !34-!MATERIALSPECIlEDWITH YIELDSTRENGTHOFKSI#OUPONTESTSWERECONDUCTEDONTHE PLATEMATERIALTOVERIFYACTUALYIELDSTRENGTHANDELONGATION 307WEREALSOUSEDFORA FTRESIDENCEIN3AN-ATEO #OUNTY%ATHERTONAND*OHNSON TOMEETTHEOWNER SPECIlEDREQUIREMENTTHATNOSIGNIlCANTSTRUCTURALDAMAGE BESUFFEREDINAPROBABLEEARTHQUAKE&IGUREn &ORTHE GIVENOPENmOORPLANWITHFEWSOLIDLENGTHSOFWALLS MO MENTFRAMESWOULDHAVEREQUIREDTHICKERWALLSTOACCOMMO DATELARGECOLUMNS4HE307LATERALSYSTEMWASDESIGNED TOREMAINELASTICANDCAPABLEOFRESISTINGSEVERALTIMESTHE CODE SPECIlEDLEVELOFBASESHEAR4YPICALWALLLENGTHIS FTCENTER TO CENTEROFCOLUMNS SOMETIMESWITHWALLPANELS SIDE BY SIDE WHERE IT WAS POSSIBLE 0LATE WAS TYPICALLY GAGE WITHTHESAMEMATERIALSPECIlCATIONSANDCOUPONTESTS ASTHERESIDENCEIN!THERTON &IGUREnSHOWSA FTTWO STORYSTRUCTUREIN,OS !LTOS #ALIFORNIA WITHSIGNIlCANTLYOPENmOORPLAN WHERE 307 WERE DEEMED TO BE A SUPERIOR AND MORE ECONOMICAL ALTERNATIVEOVERMOMENTFRAMES
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&IGURE n SHOWS A FOUR STORY RESIDENCE IN 3AN &RANCISCO IN WHICH 307 WERE USED 4HE LATERAL FORCE RESISTINGELEMENTSWERESELECTEDTOlTWITHINTHERESTRICTIVE ARCHITECTURAL GEOMETRY 307 WERE THE ONLY SOLUTION THAT ALLOWEDDEEPARCHITECTURALRECESSESINTHEWALLSURFACEWHILE STILL PROVIDING ADEQUATE STIFFNESS IN A MODEST LENGTH 4HE PLATEWASWELDEDDIRECTLYTOTHEBEAMSANDCOLUMNSINTHE SHOPBOLTEDSOLUTIONSWERECONSIDEREDTOODIFlCULTTOlTUP ANDWELDINGTHEPLATETOANOTHERPIECEWELDEDTOTHEBEAM ORCOLUMNWOULDHAVEBEENMOREEXPENSIVE4HESTEELPLATE SHEARWALLPROVEDMOREECONOMICALTHANBRACESFORTHETALLER MORESLENDERFRAMES )N ADDITION TO PROVIDING IN PLANE RESISTANCE TO WIND OR SEISMIC LOADS 307 ARE ALSO lNDING APPLICATIONS IN BLAST RESISTANTDESIGN)NNOVATION ONTHEBASISOFTHEIROUT OF PLANE STRENGTH !S ONE EXAMPLE THE NEW 53 &EDERAL !VIATION !DMINISTRATION SECURITY PROTOCOLS CALL FOR BLAST ANDIMPACT RESISTANTAIRTRAFlCCONTROLTOWERSANDPREVENTION OF TOWER COLLAPSE IN THE EVENT OF MAJOR STRUCTURAL DAMAGE SUCH AS LOSS OF A COLUMN 2ELYING ON 307S ABILITY TO INELASTICALLY DISSIPATE ENERGY A TOWER CONCEPT BUILT FROM STACKED PANELS FT LONG BY FT WIDE WITH IN THICK PLATESWASPROPOSEDTOSATISFYTHENEWREQUIREMENT&IGURE n .ONLINEARTIME HISTORYlNITE ELEMENTANALYSISOFTHE SYSTEMWASCONDUCTEDUSINGPLATEANDMEMBRANEELEMENTS ANDLARGEDEmECTIONCAPABILITIES UNDERBLASTIMPULSELOADING CONDITIONS 53!'%).#!.!$! 3INCE THE EARLY S UNSTIFFENED STEEL PLATE SHEAR WALLS HAVEBEENCONSTRUCTEDIN#ANADA ASTHESEWERETHETYPESOF 307 ON WHICH #ANADIAN RESEARCH FOCUSED!N EIGHT STORY BUILDINGWASCONSTRUCTEDIN6ANCOUVER "RITISH#OLUMBIA TO PROVIDEADEQUATESEISMICPERFORMANCEINTHENARROWBUILD INGDIRECTIONWHERETHEONLYLOCATIONSAVAILABLEFORLATERAL LOAD RESISTINGSTRUCTURALELEMENTSWEREADJACENTTOELEVATOR SHAFTSANDSTAIRCASESECCENTRICALLYBRACEDFRAMESWEREUSED INTHEOTHERDIRECTION'LOTMAN 7ITHTHEPUBLICATIONOF307SEISMICDESIGNREQUIREMENTS IN THE #ANADIAN 3TEEL $ESIGN 3TANDARD #!.#3! 3 IMPLEMENTATION ACCELERATED SIGNIlCANTLY ! SERIES OF 307LOCATEDAROUNDELEVATORSHAFTSWASFOUNDTOBETHEBEST SOLUTIONTORESISTLATERALLOADONASIX STORYBUILDINGWITHAN IRREGULARmOORPLAN&IGUREn THATPROVIDEDA FT EXPANSION TO THE #ANAM -ANAC 'ROUP HEADQUARTERS IN 3T 'EORGES 1UEBEC$RIVER 3IMPLICITYINCONSTRUCTION DETAILS CONTRIBUTED TO THE COST EFFECTIVENESS OF THE 307 SYSTEM7ALLSWEREFTWIDECENTER TO CENTEROFCOLUMNS AND FT TALL DELIMITED BY THE DIMENSIONS OF THE ELEVATOR CORES )NlLL PLATES WERE IN THICK THROUGHOUT &IGURE n 4WO STORYTIERSWERESHOPFABRICATEDANDASSEMBLED INTHElELDWITHSLIP CRITICALBOLTEDSPLICES
!307SYSTEMWASALSOSELECTEDFORTHESEVEN STORY).' BUILDING IN 3TE (YACINTHE 1UEBEC ON THE BASIS OF FASTER CONSTRUCTIONTIMEANDGAINOFUSABLEmOORSPACE COMPARED TOTHEOTHERSTRUCTURALSYSTEMSCONSIDEREDREINFORCEDCON CRETEWALLSANDSTEELBRACEDFRAMES AMONGMANY 4HEDE SIGNCONCEPTRELIEDONACOREOFWALLSLOCATEDINTHEMIDDLE OFTHEBUILDING&IGUREn &ULL HEIGHTFT WALLSWERE PREFABRICATEDINTHESHOPSOMEOFTHEWALLSWEREFABRICATED IN HALF WIDTH SEGMENTS AND JOINED TOGETHER ON SITE WITH A VERTICALWELDEDSEAMSPANNINGFROMTOPTOBOTTOM EXCEPT FOR THE BEAM SPLICES THAT WERE BOLTED &IGURE n 4HE BASEOFTHEWALLWASCONTINUOUSLYANCHOREDTOTHEFOUNDA TION&IGUREn 307WEREALSOUSEDFORATWO STORYADDITIONTOANEXISTING SINGLE STORYBUILDINGOFTHE)NSTITUTDE2ECHERCHES#LINIQUES DE-ONTRÏAL)#2- IN-ONTREAL&IGUREn /NEOFTHE 307SPANNEDTWOSTORIES FROMTHETOPOFTHEEXISTINGONE STORYSTEELFRAMETOTHEROOFANOTHERSPANNEDTHREESTORIES WITHRESPECTIVEDIMENSIONSOFFTsFTMsM ANDFTsFTMBYM WITH IN THICK MM PLATES%ACHWALLWASSHIPPEDASAUNITTOTHESITE 53!'%).-%8)#/ ! STORYCONDOMINIUMBUILDINGLOCATEDONAHILLSIDEWAS ORIGINALLYPLANNEDINREINFORCEDCONCRETEWITHSTORYHEIGHTS OFFTM ANDTOTALHEIGHTOFFTM (OWEVER ASTEELALTERNATIVEWASDESIGNEDFORCOSTCOMPARISONATTHE OWNERSREQUEST0RELIMINARYCALCULATIONSSHOWEDTHATDUC TILESTEELFRAMESCOMBINEDWITHCONCRETESHEARWALLSLOCATED AROUND THE ELEVATOR CORES WERE MORE ECONOMICAL AND THIS STRUCTURAL SYSTEM WAS SELECTED FOR CONSTRUCTION 3AVINGS WEREMOSTLYOBTAINEDINTHELOWERmOORWEIGHTANDINFASTER CONSTRUCTIONTIME(OWEVER THECONSTRUCTIONSCHEDULECOULD NOT BE MET BECAUSE THE CONTRACTOR COULDNT KEEP THE CON CRETESHEARWALLCONSTRUCTIONONPACEWITHTHATOFTHESTEEL FRAMETHE WALLS WERE NEEDED TO STABILIZE THE STEEL FRAME LATERALLYBUT TYPICALLY THESTEELCOLUMNSWEREERECTEDOVER THREESTORIESANDTHENHADTOWAITFORTHECONCRETESHEARWALLS TOCATCHUP 4HE SAME OWNERS SUBSEQUENTLY BUILT A NEARLY IDENTICAL BUILDINGONANADJACENTSITE&IGURESnTOn "ASED ONTHEIRPRIOREXPERIENCE ITWASDECIDEDTOREPLACETHECON CRETESHEARWALLSWITH3074HESEWALLSWEREDESIGNEDFOL LOWINGTHEDESIGNCRITERIAANDRECOMMENDATIONSOF#ANADIAN 3TANDARD#!.#3!3BECAUSETHISSYSTEMWASNOTYET COVEREDBYTHEAPPLICABLE-EXICANDESIGNCODE2EGLAMEN TODE#ONSTRUCCIONESDEL$ISTRITO&EDERAL IE 0OLICIESFOR #ONSTRUCTION IN THE &EDERAL $ISTRICT ALTHOUGH THE SYSTEM WAS CONTEMPLATED FOR INCLUSION IN FUTURE EDITIONS OF THE -EXICAN CODE AT THAT TIME 4HAT BUILDING WAS CONSTRUCTED ASSCHEDULED SIGNIlCANTLYFASTERANDATALOWERCOSTTHANTHE PREVIOUSONE
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&IGn3TRIPMODELSUSEDINPROJECTUSING307FORSTRENGTHENINGCOURTESYOF*AY,OVE $EGENKOLB%NGINEERS /AKLAND #! $%3)'. '5)$% 34%%,0,!4%3(%!27!,,3
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#HAPTER
,ITERATURE3URVEY ,)4%2!452%3526%9 ! STEEL PLATE SHEAR WALL 307 IS A LATERAL LOAD RESISTING SYSTEM CONSISTING OF VERTICAL STEEL PLATE INlLLS CONNECTED TOTHESURROUNDINGBEAMSANDCOLUMNSANDINSTALLEDINONE ORMOREBAYSALONGTHEFULLHEIGHTOFTHESTRUCTURETOFORM A CANTILEVERED WALL &IGURE n 307 SUBJECTED TO CYCLIC INELASTIC DEFORMATIONS EXHIBIT HIGH INITIAL STIFFNESS BEHAVE INAVERYDUCTILEMANNER ANDDISSIPATESIGNIlCANTAMOUNTS OF ENERGY 4HESE CHARACTERISTICS MAKE THEM SUITABLE TO RESIST SEISMIC LOADING 307 CAN BE USED NOT ONLY FOR THE DESIGNOFNEWBUILDINGSBUTALSOFORTHERETROlTOFEXISTING CONSTRUCTION"EAM TO COLUMNCONNECTIONSIN307MAY IN PRINCIPLE BEEITHEROFTHESIMPLETYPEORMOMENT RESISTING TYPE.OTETHATONLYTHELATTERAREALLOWEDBY!)3#FOR HIGH SEISMICAPPLICATIONS 0RIORTOKEYRESEARCHPERFORMEDINTHES THEDESIGN LIMITSTATEFOR307WASCONSIDEREDTOBEOUT OF PLANEBUCK LING OF THE INlLL PANEL4O PREVENT BUCKLING ENGINEERS DE &184+479-* 7*974+.94+*=.89.3, (43897:(9.43*&294 (41:23 (433*(9.438 .3 " % 2&> .3 57.3(.51* '* *.9-*7 4+ 9-* 8.251* 9>5* 47 242*397*8.89.3, 9>5* 49*9-&9431>9-*1&99*7&7*&114 WZ )\
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3PLICESAREREQUIREDTOBEATLEASTFOURFTFROMTHENEAREST ("% ORATTHEMIDPOINTOFTHECLEARHEIGHTOFTHE6"% $%3)'. 4HEAPPLICATIONOFTHESEPROVISIONSINORDERTOACHIEVETHE EXPECTED PERFORMANCE IS DISCUSSED BELOW $ESIGNERS MUST BE AWARE THAT CONFORMANCE TO !)3# CANNOT BY ITSELF GUARANTEEDUCTILESYSTEMBEHAVIORFORALLCONlGURATIONSAND APPLICATIONS!TTENTIONMUSTBEGIVENTOTHESPECIlCSOFEACH DESIGN 7EB 0LATE$ESIGN 4HE HIGH SEISMIC DESIGN OF WEB PLATES IS THE SAME AS THE LOW SEISMICDESIGNOFTHESEELEMENTS4HEDESIGNSTRENGTHIS COMPUTEDUSINGTHECALCULATEDANGLEOFTENSIONSTRESS!)3# %QUATION n %QUATION n AND THE DESIGN SHEAR STRENGTH BASED ON THAT ANGLE !)3# %QUATION n %QUATION n 4HIS STRENGTH IS COMPARED TO THE REQUIRED STRENGTHOFTHEWEBPLATEASDETERMINEDFROMANALYSIS4HIS
REQUIREDSTRENGTHISBASEDONTHEHORIZONTALSHEARRESISTEDBY THE3037 SOMEOFWHICHISRESISTEDBYTHE6"% ("%$ESIGN (ORIZONTALBOUNDARYELEMENTSAREDESIGNEDFORFORCESCOR RESPONDINGTOYIELDINGOFTHEWEBPLATE!XIALFORCESIN("% ARE LARGELY DUE TO THE EFFECTS OF WEB PLATE TENSION ON THE 6"% &LEXURAL FORCES ARE DUE IN PART TO WEB PLATE TENSION WHEREPLATESOFDIFFERINGTHICKNESSAREUSEDABOVEANDBE LOWTHEBEAM ORWHEREONLYONEWEBPLATECONNECTSTOTHE BEAM SUCHASATTHETOPOFTHE3037 4HEREQUIREDmEXURALSTRENGTHOFTHE("%ATTHETOPAND BOTTOMOFTHE3037CANBEQUITELARGE!TOTHERLEVELS THE REQUIREDmEXURALSTRENGTHDUETOWEB PLATEYIELDINGISLIM ITEDTOTHEDIFFERENCEINWEB PLATESTRENGTHABOVEANDBELOW ANDTOANYDIFFERENCEINTHEANGLEOFTHETENSIONSTRESSA4HE LOADTHATTHEWEBPLATESAREEXPECTEDTOEXERTONTHE("%CAN BEESTIMATEDUSING%QUATIONn 7HERE THE SAME WEB PLATE THICKNESS IS PROVIDED BOTH ABOVEANDBELOWTHE("% %QUATIONnWILLRESULTINNO mEXURALREQUIREMENTFORTHEBEAM7HILETHISISCONSISTENT WITHACHIEVINGTHEFULLYIELDINGOFTHEWEBPLATES USEOFA VERYmEXIBLEBEAMWILLRESULTINTHECONTRIBUTIONOFTHEMO MENTFRAMEBEINGNEGLIGIBLE WHICHISNOTCONSISTENTWITHTHE ASSUMEDSYSTEMBEHAVIOR!TAMINIMUM THEBEAMMUSTBE DESIGNEDTORESISTTHEDIFFERENTIALFORCESDUETOTHECALCULATED STORYSHEARSTRIBUTARYTOTHEFRAME%QUATIONn 0ROVID INGBEAMSOFRADICALLYDIFFERENTSTRENGTHSFROMONELEVELTO THENEXTISNOTRECOMMENDED !TTHEBASE ASTEELBEAMINTHEFOUNDATIONMAYBEPRO VIDED!LTERNATIVELY ACONCRETEFOUNDATIONMAYBEDESIGNED TORESISTTHESEFORCES TYPICALLYBYACTINGASABEAMSPANNING BETWEEN COLUMN FOOTINGS 3TRONG COLUMNWEAK BEAM PRO PORTIONINGISNOTADDRESSEDBYTHEPROVISIONSATTHISLOCATION 7HILE mEXURAL YIELDING IN THE GRADE BEAM IS PREFERABLE TO mEXURALYIELDINGATTHEBASEOFTHECOLUMN THISMAYNOTBE FEASIBLEFORBEAMSDESIGNEDTOSPANFROMCOLUMNTOCOLUMN RESISTINGTHETENSIONYIELDINGOFTHEWEBPLATE 7HILE THE WEB LOCAL YIELDING LIMIT STATE IN THE ("% IS ONLYREQUIREDTORESISTTHESTRESSS&IGUREn THISSTRESS COMBINESINTHEWEBWITHTHESHEARSTRESSS)TISTHEREFORE ADVISABLETOUSESECTIONSWITHWEBSTHATAREATLEASTASSTRONG ASTHEEXPECTEDSTRENGTHOFTHEWEBPLATE&ORSECTIONSOFA DIFFERENTMATERIALGRADE THERECOMMENDEDMINIMUMTHICK NESSOFTHE("%WEBIS WZ +%( r
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4HE HIGH SEISMIC DESIGN OF 3037 REQUIRES THAT WEB PLATE TENSIONYIELDINGBETHEPRIMARYSOURCEOFSYSTEMINELASTICITY &AILUREOF6"%UNDEROVERTURNINGFORCESMUSTBEPRECLUDED ATFORCESCORRESPONDINGTOYIELDINGOFTHEWEBPLATE 4HEMOSTDIRECTMETHODOFACHIEVINGTHISISTODESIGNTHE WEBPLATESFORTHECALCULATEDFORCESWITHASLITTLEOVERSTRENGTH ASPOSSIBLEIE WITHDEMAND TO CAPACITYRATIOSASCLOSETO UNITYASPOSSIBLE ANDTODESIGNTHE6"%FORTHESUMOFTHE SHEARSTRENGTHSOFTHECONNECTEDWEBPLATESPLUSTHEGRAVITY LOAD 4HESEISMICAXIALCOMPRESSIVEFORCEISTHUSLIMITEDTO THESUMOFTHEWEB PLATESTRENGTHSPLUSTHESUMOFTHE("% SHEARSDERIVEDABOVE (P ¤ 5 \ )\ VLQ A WZ K ¤ 9X n
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4HIS FORCE SHOULD NOT BE AMPLIlED BY THE OVERSTRENGTH FACTOR 7 AS IT REPRESENTS THE CAPACITY OF THE 3037 4HE lNAL TERM IS ESPECIALLY IMPORTANT FOR SHORTER BUILDINGS AS THE COMPRESSION DELIVERED TO THE COLUMN BY THE TOP ("% CANBESIGNIlCANT&ORSIMPLICITYOFCALCULATION 36PCANBE BOUNDEDBYTHESUMOFTHEBEAMSHEARSTRENGTHS #OLUMNTENSIONFORCESCANBEESTABLISHEDSIMILARLY(OW EVER ACROSSANYHORIZONTALSECTIONOFTHE3037 THESEISMIC TENSIONISSHAREDBETWEENTHEWEBPLATEANDTHE6"% AND THUS SEISMIC TENSILE FORCES IN6"% ARE SIGNIlCANTLY LOWER THANTHECORRESPONDINGCOMPRESSIVESEISMICFORCESINTHEOP POSITE6"%)NTHECONTEXTOF%QUATIONn THETERM 36P MUSTBESEPARATEDINTOTHEPARTTHATACTSUPWARDTHEBEAM SHEARDUETOPLASTIC HINGEFORMATION ANDTHEPARTTHATACTS DOWNWARDTHEFORCEFROMWEB PLATETENSIONONTHE("% 4HEEXPRESSIONFORSEISMICAXIALTENSIONFORCEIS ¨ 0 SU Z · (P ¤ 5\ )\ VLQ A WZ KF ¤ ©© X /FI ¸¸ n ©ª /K ¸¹ .OTETHATTHEFORCESFROMWEB PLATETENSIONONTHE("%RE DUCETHETENSIONINTHECOLUMN 4HE MOST ACCURATE METHOD OF ESTABLISHING6"% mEXURAL FORCESSHEARSANDMOMENTS OUTSIDEANONLINEARANALYSIS IS TOMODELTHE6"%ASACONTINUOUSMEMBERONMULTIPLESUP PORTS"ERMAN !PPLIEDTOTHIS6"%MODELARETHEIN WARDFORCESDUETOWEB PLATETENSIONANDTHEMOMENTSFROM BEAMPLASTICHINGINGCOMPUTEDATTHECOLUMNCENTERLINEAS SHOWNIN&IGUREnAND%QUATIONn "EAMSUPPORTS MAYBECALCULATEDASRIGIDORASASPRINGWITHAXIALSTIFFNESS EQUIVALENTTOTHE("%AXIALSTIFFNESSCALCULATEDBASEDONA LENGTHEQUALTO,CF&IGUREnSHOWSSUCHAMODEL("% AXIALmEXIBILITYISNEGLECTEDINTHElGURE !LTERNATIVELY THE SHEARS AND MOMENTS IN 6"% MAY BE APPROXIMATEDCONSIDERINGTHECONDITIONSATEACHSTORYINDI VIDUALLY6"%SHEARISDUETOBOTHTHEWEB PLATETENSIONAND THEPORTIONOFTHESTORYSHEARNOTRESISTEDBYTHEWEBPLATE 4HESHEARDUETOWEB PLATETENSIONIS 99%( ZHE
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n
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4HEPROCEDURERECOMMENDEDHEREISTWOFOLD)NTHE6"% DESIGN THEMOMENTSAPPLIEDFROM("%HINGINGARENOTAM PLIlEDBYTHEFACTOR2Y NORBYTHESTRAIN HARDENINGFACTOROF 4HERESULTINGDESIGNISTHEREFORELIKELYTORESULTIN("% HINGINGPRIORTO6"%HINGING ALTHOUGHITISNOTASSUREDTHAT INELASTICROTATIONALDEMANDSWILLBEPRECLUDEDIN6"%ASTHE ("%STRAINHARDENS)NTHISDESIGNCHECK THECRITICAL6"%IS THEONEINCOMPRESSIONFORTHREEREASONS&IRST THE6"%AX IALCOMPRESSIONFORCEISSUBSTANTIALLYLARGERTHANTHETENSION FORCE3ECOND THECOMPRESSIONFORCEISADDITIVETOGRAVITY FORCES&INALLY THE("%AXIALFORCEISLESSATTHISCONNECTION DUETOTHECOLLECTORFORCEANDTHE6"%INWARDREACTIONBE INGINOPPOSITEDIRECTIONS 4HUS THEMOMENTRESULTINGFROM ("%HINGINGISLARGER )NORDERTOHELPPREVENTANY6"%HINGINGFROMLEADINGTO AWEAK STORYCONDITION ASTRONG COLUMNWEAK BEAMCHECK ISPERFORMED)NTHISCASE THEFACTORS2YANDAREUSEDBUT THERESISTANCEFACTORONTHE6"%STRENGTHISNOT 4HESTRONG COLUMNWEAK BEAMCHECKISMODIlEDTOADDRESSTHEENTIRE 30374HEGREATERmEXURALSTRENGTHTHATCANBEUTILIZEDFROM THE6"%INTENSIONISUSEDTOSUPPLEMENTTHATOFTHE6"% INCOMPRESSION ANDTHUSAWEAK STORYCONDITIONISAVOIDED 4HISISPRESENTEDUNDERh#ONNECTION$ESIGNv 4HEMOMENTFROM("%HINGINGIS 0 9%( +%(
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WHERE - PB THEMOMENTATTHECOLUMNCENTERLINEDUETOBEAM PLASTICHINGINGSEEh#ONNECTION$ESIGNv )FTHE6"%mEXURALFORCESARETAKENFROMTHEANALYSISIN STEADOFFROMCAPACITYDESIGN THEYSHOULDBEAMPLIlEDTO REmECTTHECONDITIONATYIELDINGOFTHEWEBPLATEOREVALUATED ATTHEEXPECTEDDISPLACEMENT7HEREANONLINEARANALYSISIS USEDTOMODELWEB PLATEYIELDING THE6"%mEXURALFORCES FROMTHEANALYSISATTHEEXPECTEDDRIFTMAYBEUSEDDIRECTLY 4HE6"%mEXUREDUETOBEAMHINGINGISTYPICALLYGREATER THANTHATDUETOWEB PLATETENSION)NSUCHCASES THEmEXURE AWAYFROMTHECONNECTIONDOESNOTGOVERNTHEDESIGN !STHEREQUIRED("%mEXURALSTRENGTHISGOVERNEDBYmEX UREINTHESPANDUETOWEB PLATETENSION ITISCONVENIENTTO USEA2EDUCED"EAM3ECTION2"3 CONNECTIONINTHE("% TOLIMITTHEREQUIREDmEXURALSTRENGTHOFTHE6"%3EE!)3# FORADETAILEDTREATMENTOFTHEDESIGNOF2"3CONNEC TIONS 4HE2"3CONNECTIONISTHUSPROPOSEDFORECONOMYINTHE DESIGNOFTHE6"%!LTERNATIVELY THECONNECTIONMAYBEA MORE TYPICAL WELDED CONNECTION 75& 7 3UCH A CON NECTIONWILLNOTREDUCETHEREQUIREDmEXURALSTRENGTHOFTHE ("% AS THIS IS BASED ON RESISTING WEB PLATE TENSION AFTER FORMATIONOFPLASTICHINGESITWILL HOWEVER REQUIREAGREAT ER6"% mEXURAL STRENGTH TO MAINTAIN STRONG COLUMNWEAK
BEAMPROPORTIONING4HISSHOULDBECONSIDEREDINWEIGHING THEECONOMYOFTHETWOCONNECTIONS )TSHOULDBENOTEDTHATINNEITHERCASEARETHEQUALITYRE QUIREMENTS OF 3-& APPLICABLE TO THE CONNECTION AS THESE CONNECTIONSARENOTEXPECTEDTOUNDERGOTHELARGEROTATIONS EXPECTEDFOR3-& !XIAL&ORCE2EDUCTIONIN6"% !XIALFORCESCORRESPONDINGTOWEB PLATEYIELDINGATALLLEVELS SIMULTANEOUSLYCANBEEXTREMELYHIGH&ORTHISREASON ALTER NATIVEMETHODSFORESTIMATINGMAXIMUMFORCESCORRESPOND INGTOTHEEXPECTEDMECHANISMHAVEBEENPROPOSED4HREE OFTHESEAREOUTLINEDINTHE#OMMENTARYTO!)3# 4HElRSTMETHODIShNONLINEARPUSH OVERANALYSISv0/! 4HIS METHOD INVOLVES AN ANALYSIS WITH INCREMENTALLY IN CREASING LOAD AND ELEMENT STIFFNESS PROPERTIES CORRESPOND INGLYMODIlEDASYIELDINGOCCURS4HEFORCEDISTRIBUTIONSE LECTEDSHOULDFAVORHIGHOVERTURNINGMOMENTSFORPURPOSES OFDESIGNOFTHE6"%0/!METHODSAREOUTLINEDINDETAILIN &%-! 4HESECONDMETHODISTHEhCOMBINEDLINEAR ELASTICCOM PUTER PROGRAMS AND CAPACITY DESIGN CONCEPTv ,% #$ 4HISMETHODINVOLVESTHEDESIGNOFTHE6"%ATAGIVENLEVEL BYAPPLYINGLOADSFROMTHEEXPECTEDSTRENGTHOFTHECONNECT INGWEBPLATEANDADDINGTHEOVERTURNINGLOADSFROMLEVELS ABOVEUSINGTHEAMPLIlEDSEISMICLOAD (P
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&IGURE n SHOWS THE DIFFERENT OVERTURNING COLUMN COMPRESSION AND TENSION FORCES FOR THE DESIGN EXAMPLE IN #HAPTERUSINGTHESUMOFWEB PLATECAPACITIES#!0 THE COMBINED LINEAR ELASTIC COMPUTER PROGRAMS AND CAPACITY DESIGN CONCEPT ,% #$ THE INDIRECT CAPACITY DESIGN AP PROACH)#$ ANDPUSH OVERANALYSIS0/! 4ENSIONFORCES ARESHOWNONTHELEFT ANDCOMPRESSIONFORCESONTHERIGHT
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-N THECALCULATEDMOMENTATTHEBOTTOMOFTHETOP LEVEL
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.OTETHATFORTHISCASE TENSIONFORCESCANBEOVERESTIMATED ABOVE THE CAPACITY DESIGN METHOD USING THE ,% #$ AND )#$METHODS )TSHOULDBENOTEDTHATUSINGMETHODSOTHERTHANCAPAC ITYDESIGNFORTHE6"%WILLLEADTODESIGNSINWHICH6"% FAILUREISPOSSIBLE ALTHOUGHUNLIKELY4HEMETHODSPRESENTED AREINTENDEDTOREASONABLYESTIMATE6"%AXIALFORCESBASED ONSTUDIESOFMODELBUILDINGS WHICHARETYPICALLYREGULAR 7HERE STRUCTURAL IRREGULARITIES EXIST DESIGNERS SHOULD CON SIDER CAREFULLY WHETHER THE ,% #$ AND )#$ METHODS ARE SUFlCIENT
AS IN THE VERTICAL ELEMENTS THAT RESIST THE OVERTURNING!D DITIONALLY THECONlGURATIONSINTRODUCEMORE("%WITHWEB PLATESONLYABOVEORONLYBELOWTHESE("%ARETHUSSUBJECT TOBOTHLARGEAXIALFORCESANDSIMULTANEOUS LARGEmEXURAL FORCES!DDITIONALLY WHERECOUPLINGOROUTRIGGERWEBPLATES AREPROVIDEDATACERTAINLEVEL THATLEVELMAYHAVETOOMUCH STRENGTH TO PARTICIPATE IN THE INELASTIC RESPONSE $RIFT MAY THENBECONCENTRATEDATOTHERLEVELS !DDITIONALLY BEAMSCANBEUSEDASOUTRIGGERSORCOUPLERS BETWEENWALLS&IGUREnSHOWSTWOSUCHCONlGURATIONS A OUTRIGGERBEAMSTHATDELIVEROVERTURNINGFORCESTOOUTER
#ONlGURATION 4HEHIGHOVERTURNINGFORCESEXPECTEDIN3037CANBEMITI GATED BY THE USE OF SPECIAL CONlGURATIONS TO DISTRIBUTE THE OVERTURNINGOVERMULTIPLEBAYS&IGUREnSHOWSFOUROF THESECONlGURATIONSA WEBPLATEOFFSETATONELEVELB WEB PLATEOFFSETATEACHLEVELC ADDITIONALWEBPLATESATCERTAIN LEVELS ACTING AS OUTRIGGERS TO DELIVER OVERTURNING FORCES TO OUTERCOLUMNSANDD ADDITIONALWEBPLATESATCERTAINLEVELS ACTINGASCOUPLINGBEAMSBETWEENSHEARWALLS $ESIGNERSSHOULDBEAWARETHATEACHOFTHESECONlGURA TIONS INCORPORATES STRUCTURAL IRREGULARITIES !LL USE AN IN PLANEOFFSET WHICHREQUIRESCONSIDERATIONOFTHESTRUCTURAL OVERSTRENGTHINDESIGNINGBOTHTHEHORIZONTALELEMENTSTHAT TRANSFERTHESEISMICFORCESFROMONEPANELTOANOTHER ASWELL
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COLUMNS AND B COUPLING BEAMS BETWEEN SHEAR WALLS "EAMSUSEDTODISTRIBUTEOVERTURNINGFORCESSHOULDCOMPLY WITH THE REQUIREMENTS OF ("%!S IN THE CASE OF ("% TO 6"% CONNECTIONS IT IS PREFERABLE THAT A TESTED BEAM TO COLUMN CONNECTION BE USED AND THAT DESIGNS CONFORM TO LIMITATIONSIN!)3# SUCHASSPAN TO DEPTHRATIO #ONNECTION$ESIGN !)3#CONTAINSNUMEROUSREQUIREMENTSPERTAININGTOTHE CONNECTION OF BEAMS ("% TO COLUMNS 6"% IN 3037 4WO OF THESE THE STRONG COLUMNWEAK BEAM REQUIREMENT ANDTHEPANEL ZONESTRENGTHREQUIREMENT REQUIRECALCULATION OFMOMENTSCORRESPONDINGTOPLASTIC HINGEFORMATIONINTHE ("%4HE("%PROBABLEMOMENTSTRENGTHISCOMBINEDWITH SHEARINTHEBEAMTOCALCULATETHEMOMENTATTHECOLUMNCEN TERLINEFORTHESTRONG COLUMNWEAK BEAMREQUIREMENT ORAT THECOLUMNFACEFORTHEPANEL ZONESTRENGTHREQUIREMENT 4HEPROBABLEMOMENTFOREACHBEAMIS 0 SE
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!S MENTIONED EARLIER DESIGNERS MAY WISH TO CALCULATE A REDUCED BEAM mEXURAL STRENGTH BASED ON THE AXIAL FORCE PRESENTINTHE("% TO 6"%CONNECTION4HISWILLPERMITTHE CALCULATIONOFALESSERREQUIREDPLASTICSECTIONMODULUSFOR THE6"% !S DISCUSSED EARLIER FOR THE STRONG COLUMNWEAK BEAM CHECK DESIGNERSMAYWISHTOCONSIDERBOTH6"%TOENSURE THATAWEAK STORYCONDITIONDOESNOTEXIST4HISPERMITSUTI LIZATIONOFTHEmEXURALSTRENGTHOFTHE6"%INTENSION WHICH ISFARGREATERDUETOITSLOWERAXIALFORCE&ORTHISCHECK BOTH 6"%ARECONSIDERED ASISTHEAXIALFORCEINEACHENDOFTHE ("% ANDTHEmEXURALSTRENGTHOFTHEADJOININGBEAMSOUT SIDETHE3037IFRIGIDLYCONNECTED 4HEREQUIREDCOLUMNPLASTICSECTIONMODULUSASSUMINGA 6"%ABOVEANDBELOWTHECONNECTION IS
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UNDERDEADLOADS ANDDESIGNERSNEEDNOTPLACEANYSPECIAL REQUIREMENTS ON SEQUENCE OF ERECTION OR CONNECTION OF ELEMENTS %RECTIONCANTHUSBEFAIRLYRAPID ALTHOUGHWELDINGOFWEB PLATES AND OF ("% TO 6"% CONNECTIONS MAY CONTINUE FOR SOMETIMEAFTERERECTIONOFTHEFRAMEISCOMPLETE #ONNECTIONOF/THER%LEMENTS 7HILEWEBPLATESIN307AND3037AREFAIRLYRESISTANTTO THEPROPAGATIONOFCRACKSTHATDEVELOPATTHECONNECTIONSOF PLATESTOBOUNDARYELEMENTSDURINGTHEIRINELASTICRESPONSE AT LARGE DUCTILITIES IT IS NEVERTHELESS RECOMMENDED THAT NO ATTACHMENTSFROMOTHERBUILDINGSYSTEMS SUCHASMECHANI CAL DUCTS OR PARTITIONS BE MADE TO THEM4HIS IS PRIMARILY DUETOTHEEXPECTEDBUCKLINGOFTHEWEBPLATEANDTHEEFFECT THATMIGHTHAVEONTHESUPPORTEDITEM BUTALSOTOPREVENTTHE INITIATIONOFMID PLATECRACKING ACONDITIONTHATHASNOTBEEN INVESTIGATEDTODATE 7HILEPARTITIONFRAMINGCANEASILYRUNPASTTHEWEBPLATE LARGEPANELSONTHEBUILDINGINTERIORCANPOSEASIGNIlCANT OBSTACLETOTHEOPTIMALROUTINGOFMECHANICAL ELECTRICAL AND PLUMBING SYSTEMS4HIS CAN BE ESPECIALLY OBTRUSIVE WHERE 307 OR 3037 ARE LOCATED SURROUNDING THE BUILDING CORE WHERETHESESYSTEMSCONVERGEANDAREROUTEDVERTICALLY 4HEPERFORATEDWEB PLATESHEARWALLSHOWNIN&IGUREn OFFERS AN APPROACH THAT ALLOWS FOR PENETRATION OF THE SHEAR WALLBYOTHERBUILDINGSYSTEMS!NOTHERTESTFROMTHESAME SERIESSHOWNIN&IGUREn LIKEWISEPERMITSPENETRATION 6IANAND"RUNEAU 4HISWEBPLATEPROVIDESOPENINGS AT THE UPPER CORNERS )N ORDER TO PERMIT WEB PLATE TENSION YIELDINGTOOCCURATTHESELOCATIONS THECURVEDSTIFFENERMUST BEDESIGNEDASANARCHANDANCHOREDTOTHE6"%AND("% mANGES
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