Steel Plate Shear Wall Design - SEAoT

8/12/2012CFST Piles• “The Loma Prieta andNorthridge earthquakes inCalifornia and the Kobe,Japan quake, along with reexaminationof large-diameter cylinder-pilebehavior in the Alaskanearthquake of 1964, havedemonstrated the superiorductility of concrete-filledsteel tubular piles.”(Ben C. Gerwick Jr., ASCE CivilEngineering Magazine, May 1995)• Bridge carrying Broadway Ave. over the railroad in City of Rensselaer, NY• Built 1975. No major rehab, although joints and wearing surface were redoneCFST Column Specimen (1 st Series)164”CFST Column Test ResultsTest 5: Bent 1, C5 (1.3X, W, Z=0.75m)CAP-BEAM16.5”C6 C5 C468.5” 69.5”6” 5” 4”59”FOUNDATIONBEAM164”32”D max= 76 mmGap= 3 mmConcrete (no rebars)Concrete-Filled SteelTubeDamage Progress of CFST Column(Column Deformations)1.2 deg(0.021 rad) 2.2 deg(0.038 rad)5.0 deg(0.088 rad)3.8 deg(0.067 rad)PlasticDeformation(Test 6 : B2-C4)10.5 deg(0.182 rad)Explosion8.3 deg(0.144 rad)CoveredConcretePlasticDeformation(Test 9 : B2-C6)4.9 deg(0.085 rad)21.9 deg(0.382 rad)17.0 deg(0.297 rad)Buckling ofSteel TubeFracture ofSteel TubeOn-set ofColumn Fracture(Test 10 : B2-C5)18.7 deg(0.327 rad)BlewAwayFracture ofColumnPost-fractureof Column(Test7 : B2-C4)SeismicallyDesignedDuctile Column• Shear Failure• Seismic DesignAlone is not aGuarantee of Multi-Hazard Performance• Need OptimalSeismic/BlastDesign19