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点支式玻璃幕墙单层索网的地震反应由于受几何非线性和主体结构的影响,其抗震计算更加复杂。目前抗震规范采用简单的等效静力法计算,地震影响系数亦取线性体系地震影响系数的最大值,未能考虑几何非线性体系结构动力反应的特点,同时也未考虑主体结构的影响,与实际情况严重不符。对点支式玻璃幕墙单层索网地震反应的模态参与特性研究表明,其地震反应以第1阶模态为主,且考虑其质量刚度的均匀分布特性,参考抗震规范中的底部剪力法提出了改进等效静力法,并通过对一组典型索网模型的计算分析验证了此方法的合理性。提出相应的地震影响系数可由线性周期和几何非线性因子控制的单自由度体系求得。大量的分析计算结果表明,主体结构动力影响系数反映主体结构二次输入的影响,其值可通过二者的基本频率比值求得。
Seismic response of single-layer cable net with point-supported glass curtain wall is more complicated due to the influence of geometric nonlinearity and the main structure. At present, the seismic code is calculated by the simple equivalent static method. The seismic influence coefficient also takes the maximum value of the seismic influence coefficient of the linear system. It fails to consider the characteristics of the dynamic response of the geometrical nonlinear system. At the same time, it does not consider the influence of the main structure. The actual situation is serious discrepancies. The study of the modal participation characteristics of seismic response of a single cable network with point-supported glass curtain wall shows that the seismic response is dominated by the first order mode and the uniform distribution of mass stiffness is taken into account. For the reference of the bottom shear force Method is proposed to improve the equivalent static method, and the rationality of this method is verified by the calculation and analysis of a set of typical cable network models. It is proposed that the corresponding seismic influence coefficient can be obtained by a single-degree-of-freedom system controlled by linear periodicity and geometric nonlinearity. A large number of analysis and calculation results show that the dynamic influence coefficient of the main structure reflects the influence of the secondary input of the main structure, and its value can be obtained from the basic frequency ratio of the two.