局部高性能装配式混凝土框架梁柱节点抗震性能

Seismic performance of locally high-performance column-beam joints of precast concrete frames

采用一种新型的钢筋滞回模型对一种钢绞线锚入式装配混凝土框架梁柱节点进行计算,计算结果与试验结果吻合良好。在此基础上,采用该模型对新型装配式RPC/RC组合框架梁柱节点的滞回曲线、耗能能力、刚度退化、位移延性进行分析,通过分析发现,节点区浇筑RPC并设置摩擦阻尼器的节点PC3极限承载能力较PC2的提升了26.3%,PC1和PC4的极限承载能力相差不大。由于在加载初期,摩擦阻尼器没有完全参与工作,4个节点的耗能能力基本相当,但是随着位移荷载继续施加,摩擦阻尼器完全参与工作后,设置摩擦阻尼器节点PC1和PC3耗能能力明显强于PC2和PC4节点,总体来看,设置摩擦阻尼对节点承载能力和耗能能力是有利的。在上述分析的基础之上,对PC3节点进行参数化分析,通过改变阻尼器摩擦系数和节点区箍筋间距,以得出不同参数变化对节点力学性能的影响。

For secondary development on the software ABAQUS,a rebar hysteresis model was proposed,and this model was used to calculate a column-beam joint of a steel strand-anchored assembled concrete frame.The calculation results are in good agreement with the test results.On this basis,the model is used to analyze the hysteresis curve,energy dissipation capacity,stiffness degradation,and displacement ductility of the new column-beam joints of precast RPC/RC composite frame.With friction dampers set in the node area,both the positive and negative bearing capacity of the PC2 joint are higher than those of the PC1 joint.Since the friction damper is not fully involved in the work at the beginning of loading,the energy consumption capacity of the PC2 is basically the same as that of the PC1.However,as the displacement load continues to be applied and the friction damper is fully involved in the work,the energy consumption capacity of the PC2 is stronger than that of the PC1.In general,setting a friction damper contributes to the bearing capacity and energy dissipation capacity of the joint.On the basis of the above analysis,a parametric analysis of the PC2 is carried out,and the effect of different parameter changes on the mechanical properties of the node is obtained by changing the friction coefficient of the friction damper and the spacing of the stirrups in the node area.