为了研究建筑结构的抗震性能,采用6,9,12层钢框架算例模型,利用时程分析法对3种算例模型进行地震响应弹塑性时程分析.分别调整3种算例模型各层的侧移刚度,使算例模型在地震动作用下各层的累积塑性变形倍率相等,将此时结构各层的侧移刚度与底层侧移刚度的比值定义为最佳侧移刚度比,楼层号和总层数之比定义为层数比.根据3种算例模型的最佳侧移刚度比和层数比之间的关系,通过函数拟合方法,提出多高层钢框架结构最佳侧移刚度分布原则.最后,以10层钢框架模型为例,对其侧移刚度比按文中提出的分布原则和按线性分布的2种情况进行对比分析.结果表明,侧移刚度按文中提出的分布原则设定的结构各层累积塑性变形倍率近似相等,损伤分布比较均匀,证实了文中提出的最佳侧移刚度分布原则的合理性.%In order to study the seismic performance of building structure, three steel-frame models (6,9,12storey) are designed. Time history method is used to study the earthquake response of the three models. Lateral stiffness of each model is changed to make the cumulative plastic deformation rate of each storey equal. When the cumulative plastic deformation rate of each storey is equal, the ratio of each lateral stiffness and the first storey lateral stiffness of each model are called optimum stiffness ratio, and the ratio of the number of each storey and the total number of the storeys are called storey ratio. The function between the optimum stiffness and the storey ratio is given using the optimum stiffness ratio and the storey ratio of the three designed models. Moreover,the function is the criteria to design the steel-frame structure. In order to prove the validity of the function, a 10-storey steel-frame model is designed using the optimum stiffness ratio and the liner stiffness ratio respectively. It shows that the cumulative plastic deformation rates of the structure using the optimum stiffness ratio are most the same, which is better than that of the structure using the liner stiffness ratio.
展开▼
