pseudo dynamic performance of large scale buckling restrained ...

Fig. 11 Details at the gusset plate connectionsSa (g)2.521.510.5(PGA) TCU076EW=0.37g(PGA) TCU076NS=0.46gTCU076EWTCU076NSTCU076SRSS1.4*RP475ξ=5%Sa (g)321(PGA) CHY024EW=0.67g(PGA) CHY024NS=0.39gCHY024EWCHY024NSCHY024SRSS1.4*RP2500ξ=5%Axial Force ( kN )3000200010000-1000-2000ExperimentAnalysis1.25 PyPyL j/2joint sectionW.P.00 0.4 T y 0.8 1.2 1.6 2Period (sec)(Fig. 12 Design acceleration spectra (a)10/50 (b)2/50 hazardlevel in Phase 1 PDTsUnbondingMaterialsCore SteelMemberConcrete(Mortar)TabPlateSteel Tube(Buckling Restrained Part)transition sectionBucklingRestrainedBraceL t/2 L cL t/2 L j/2steel core sectionjoint sectionL wp00 0.4 T y 0.8 1.2 1.6(2Period (sec)W.P.Fig.13 Profiles of core steel in the BRB14System displacement (cm)5040302010-3000-0.03 -0.02 -0.01 0 0.01 0.02 0.03Core StrainFig.14 Force versus core strainrelationship of BRB using A572Gr.50 steelHard Rock Soil Siteµ=5.39 (For 10/50-0.02)µ=6.74 (For 2/50-0.025)µ=1, (For 10/50-0.02)µ=1, (For 2/50-0.025)(δ eff) 10/50(δ eff) 2/50For 10/50-Tri, (Τ eff) 1=1.19 secFor 2/50-Tri, (Τ eff) 1=1.22 sec00 0.4 0.8 1.2 1.6 2Period (sec)Fig.15 Inelastic design displacementspectra