Finite Element Analysis of Seismic Performance of Concrete-Filled Square Steel Tubular Column to Composite Beam Joint with Stiffening Ring Under High Axial Pressure
Concrete-filled steel tubular column to composite beam joint with stiffening ring is widely used in super high-rise buildings due to its excellent performance.This paper conducted finite element research on the seismic performance of concrete-filled square steel tubular column to composite beam joint with stiffening ring under high axial pressure.On the basis of the triaxial plastic damage model of concrete and the mixed strengthening model of steel,a ductile damage model of steel was further applied,and solid fine finite element models based on test specimens were established.By comparing with experimental results,it is proven that the finite element model can accurately simulate the seismic performance and failure modes of joints,as well as the decline of ultimate capacity in the later stage of loading,with ultimate capacity errors within 8%.Finite element parametric analysis was conducted,considering the construction of"strong beams"with increased steel beam height and"strong columns"with column stirrup.The effects of different parameters on hysteresis curves,skeleton curves,failure modes,and plastic energy distribution and failure mechanisms of joints were analyzed.The analysis results indicate that under high axial compression ratio,after increasing the steel beam height and using the construction of stirrup at the column end,the bending capacity and energy dissipation capacity of the joints are significantly improved,and the composite joints still maintain the beam end failure mode at high axial compression ratio.When the ratio of bending capacity of beam to column is between 1.39 and 2.11,the joint with stiffening ring takes a transition from beam energy consumption to column energy consumption;According to the Code for Seismic Design of Buildings(GB 50011-2010),it is considered as a strong-column weak-beam when the value of the ratio of bending capacity of beam to column is less than 1.This is relatively conservative for the definition of strong-column weak-beam for joints with stiffening ring.It is recommended that the ratio of bending capacity of beam to column for joints with stiffening ring corresponding to strong-column weak-beam can be enlarged to less than 1.3.
concrete-filled steel tubular column(CFST)high axial compression ratiocomposite joint with stiffening ringseismic performancefinite element analysis
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