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为研究钢-竹组合框架结构抗震性能,以节点处是否设置加劲肋为主要参数,设计并制作了2榀两层单跨钢-竹组合框架以及2个钢-竹组合框架节点模型,通过拟静力试验对比分析了钢-竹组合框架结构的破坏形态、滞回特性、延性、节点域剪切变形性能等。结果表明:钢-竹组合框架结构的破坏是由于框架节点域受到较大剪切变形,使得框架柱的竹胶板和槽钢产生脱胶,导致框架柱失去承载力而发生破坏;设置加劲肋的框架相较于未设置加劲肋的框架具有更高的节点域刚度、承载力、耗能能力;基于试验研究,进行了非线性有限元分析,分析得到的框架滞回曲线形状饱满,但与试验的框架滞回曲线吻合较差,二者刚度退化曲线退化趋势一致。
In order to study the seismic performance of the steel-bamboo composite frame structure, two ridges and two steel single-span steel-bamboo composite frames and two steel-bamboo composite frame node models were designed and fabricated based on whether the stiffeners were arranged at the nodes. Static test comparative analysis of the failure of the steel-bamboo composite frame structure, hysteresis, ductility, joint domain shear deformation properties. The results show that the failure of the steel-bamboo composite frame structure is caused by the large shear deformation of the joint domain of the frame, which leads to the degumming of the bamboo plastic sheet and the channel steel of the frame column, which leads to the failure of the frame column due to the loss of bearing capacity. Compared with the frame without stiffeners, the frame has higher node domain stiffness, bearing capacity and energy dissipation capacity. Based on the experimental study, the nonlinear finite element analysis is carried out, the shape of the frame hysteresis curve obtained by the analysis is full, The frame hysteresis curves agree well with each other, and the degradation trend of the stiffness degeneration curve is consistent.