不规则框架-剪力墙结构的地震反应
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摘要
本文用墙单元将剪力墙中断的框架-剪力墙结构离散,利用传递矩阵技术探讨此不规则框架-剪力墙结构的地震反应,四阶Runge-Kutta法用来求解用正则坐标写出的对应于第j个振型的运动方程。将得到的3个不同剪力墙高度的钢筋混凝土框架-剪力墙模型结构的固有频率、最大位移反应和基底剪力与振动台的试验结果进行对比,说明本数值方法是正确的、有效的。最后得出了并不是对所有的框架-剪力墙结构都需把其剪力墙延伸到整个结构高度的结论以及用墙单元和传递矩阵技术求解能有效地减少计算单元、取得同样精度的计算结果。
The seismic responses of irregular frame-shear wall structures with shear wall cutoff have been studied based on the transfer matrix technique and structural modeling using wall elements.Then, the Runge-Kutta method of order 4 is used to solve Lagrange's Equations.The method is numerically implemented and applied to the evaluation of the natural frequencies, the shears at base and the maximum displacement's responses for three small-scale reinforced concrete frame-shear wall model structures with different heights of shear wall. Good agreement of its predictions with experimental results confirms its accuracy and efficiency. The present results show that it is not necessary to extend the shear wall over the entire height of the structure for some frame-wall structures and use of the transfer matrix technique and structural model using wall elements is economical with respect to consumption of CPU time, data preparation and manipulation efforts.
The seismic responses of irregular frame-shear wall structures with shear wall cutoff have been studied based on the transfer matrix technique and structural modeling using wall elements.Then, the Runge-Kutta method of order 4 is used to solve Lagrange's Equations.The method is numerically implemented and applied to the evaluation of the natural frequencies, the shears at base and the maximum displacement's responses for three small-scale reinforced concrete frame-shear wall model structures with different heights of shear wall. Good agreement of its predictions with experimental results confirms its accuracy and efficiency. The present results show that it is not necessary to extend the shear wall over the entire height of the structure for some frame-wall structures and use of the transfer matrix technique and structural model using wall elements is economical with respect to consumption of CPU time, data preparation and manipulation efforts.
引文
[1]Moehle J P.Seism ic analysis of R/C fram e-wall structures[J].J.of Structural Engineering,1984,110(11):2619~2635.
[2]史密斯B B,库乐A.高层建筑结构分析与设计[M].北京:地震出版社,1993.
[3]HeidebrechtAC,Sm ith BS.Approximate analysis of tall wall-fram e structures[J].J Struct D iv,ASCE 1973,99:199~211.
[4]黄庆丰,王全凤,胡云昌.主动变刚度结构的动力卸载反应[J].地震工程与工程振动,2003,23(5):157~162.
[5]Saiid iM,Sozen MA.S imple non linear seism ic analysis of structures[J].J of Struct D iv,ASCE 1981,107:937~952.
[6]王全凤.变刚度框架-剪力墙结构抗地震荷载剪力墙数量的优化分析[J].建筑结构学报,1983,4(5):45~56.
[2]史密斯B B,库乐A.高层建筑结构分析与设计[M].北京:地震出版社,1993.
[3]HeidebrechtAC,Sm ith BS.Approximate analysis of tall wall-fram e structures[J].J Struct D iv,ASCE 1973,99:199~211.
[4]黄庆丰,王全凤,胡云昌.主动变刚度结构的动力卸载反应[J].地震工程与工程振动,2003,23(5):157~162.
[5]Saiid iM,Sozen MA.S imple non linear seism ic analysis of structures[J].J of Struct D iv,ASCE 1981,107:937~952.
[6]王全凤.变刚度框架-剪力墙结构抗地震荷载剪力墙数量的优化分析[J].建筑结构学报,1983,4(5):45~56.
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