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通过6个1/4比例钢结构异型节点的拟静力试验,研究了节点两侧梁的截面高度比和轴压比对异型节点抗震性能的影响,获得了异型节点的破坏模式、滞回性能、变形和承载能力。为了研究节点核心区的受剪承载力,试件按强构件弱节点进行设计。试验结果表明:异型节点的破坏模式主要是箱型梁下翼缘周围的焊缝开裂;滞回曲线饱满,刚度退化小,承载力高,破坏时位移延性系数介于2.11～2.54,等效粘滞阻尼系数介于0.296～0.362;上核心区腹板变形能力强,剪切角可以达到0.040rad,上、下核心区不作为整体协同工作;上核心区腹板的最大剪应力大于《钢结构设计规范》规定的抗剪强度。
Through the quasi-static tests of six quarter-shaped steel structure shaped joints, the influence of section height ratio and axial compression ratio on the seismic behavior of abnormal joints is studied. The damage modes, hysteretic behavior , Deformation and carrying capacity. In order to study the shear capacity of the core region of the node, the specimen is designed by the weak component of the strong component. The experimental results show that the failure mode of the special joints is mainly the cracking of the weld around the lower flange of the box girder. The hysteresis curve is full, the stiffness is small and the bearing capacity is high. The displacement ductility coefficient is between 2.11 and 2.54 and the equivalent viscosity The damping coefficient is between 0.296 and 0.362; the deformation capacity of the upper core zone is strong, the shear angle can reach 0.040 rad, and the upper and lower core zones do not work together as a whole; the maximum shear stress of the upper core zone web is larger than “steel structure Design Code ”provisions of the shear strength.