Steel Plate Shear Wall Design - SEAoT

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8/12/2012(kips)Base ShearUB Test Results – NewZ-BREAKSS6040200Top Story Drift (%)-6 -4.5 -3 -1.5 0 1.5 3 4.5 6SAP2000: 10% Comp.-20PT Yielding Occured At-40Approx. 4.5% Top StoryDrift-60-10.5 -7.5 -4.5 -1.5 1.5 4.5 7.5 10.5Top Story Displacement (in)•No separation of theinfill strips occurred(also observed withthe flange rockingcase).•Testing stopped tobe able to reusedVBEs for subsequentshake table testing.Eccentrically Braced FrameTubular-link link EccentricallyBraced Frames (TEBF)a.k.a.EBF with Built-up up Box LinksTubular-link link EBFProof-of-Concept Testing• EBFs with wide-flange (WF) links requirelateral bracing of the link to prevent lateraltorsional buckling• Lateral bracing is difficult to provide inbridge piersb• Development of a laterallyt w Fstable EBF link is warrantedyf• Consider rectangular cross-F ywt fsection – No LTBd16
8/12/2012Finite Element Modeling ofProof-of-Concept TestingLink Testing – ResultsLarge Deformation Cycles of Specimen X1L1.6Hysteretic Results for Refined ABAQUS Model and Proof-of-ConceptExperiment1.67Design SpaceStiffened LinksUnstiffened Links0.64dt wEF ywEF ywbt f0.64EF yfρ = 1.6Some slenderness limitsaccidentally missingfrom AISC 341-10ρImplementationof TEBF• Towers of temporarystructure to supportand provide seismicresistance to deck ofself-anchoredsuspension segment ofEast Span of San-Francisco-Oakland BayBridge during itsconstructionEarthquakesMulti-Hazard Design ConceptWhy Multi-Hazard Engineering Makes Sense?17
Page 1 and 2: 8/12/2012STEEL PLATE SHEAR WALLS (S
Page 3 and 4: 8/12/2012End-Result• Cyclic (Seis
Page 5 and 6: 8/12/2012Capacity Design of VBECapa
Page 7 and 8: s n ss n s8/12/2012Case Study: Desi
Page 9 and 10: 8/12/2012Typical Archetype ModelDua
Page 11 and 12: 8/12/2012Typical Perforated Strip (
Page 13: 8/12/2012Subsequently Cyclic TestSu
Page 20 and 21: 8/12/2012Jacketed Non-Ductile Colum
Page 22 and 23: 8/12/2012ERDC Test on ESJC• Resul
Page 24 and 25: 8/12/2012Specimen with BRB FusesSpe

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