Finite element analysis of seismic performance of concrete-filled steel tubular column-steel beam with external reinforcement ring bolted joint
In order to study the seismic performance of the bolted joints of concrete-filled steel tubular column-steel beam with external reinforcement ring bolted joint,a refined three-dimensional solid finite element model of the bolted joint was established,and the influence of the number of stiffening ribs and bolted joints on the plastic energy dissipation mechanism of the joints was investigated on the basis of verifying and analyzing the existing experimental results.The results show that when the ductile damage is considered in the late stage of the steel structure,the finite element calculation results are in better match with the existing static test results.The CFST-1 joint(beam height is 300 mm and with bolt spacer)has the best energy consumption capacity compared to the corresponding welded joint,but only up to half,and the CFST-3 joint(beam height is 300 mm and without bolt spacer)and the CFST-2 joint(beam height is 250 mm and with bolt spacer)have a lower total energy consumption compared to the CFST-1 joint.The plastic energy distribution mechanism of each bolt joint mainly relies on beam energy dissipation,while the corresponding reinforcement ring welding joint mainly relies on beam and reinforcement ring energy dissipation.When the bolt joint adopts ring plate stiffening ribs,4 rows of bolts and web stiffening ribs,the stiffness,bearing capacity and ductility are consistent with the corresponding welded joint,and the total plastic energy dissipation reaches 79.1%of that of the rigid joint,which basically reaches the seismic level of the rigid joint.
beam-column jointbolted connectionseismic performanceplastic energy dissipa-tion mechanismrigid joint
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