基础隔震结构基于Clough-Penzien谱随机地震响应分析的复模态法
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摘要
对多自由度基础隔震结构基于Clough-Penzien谱随机地震响应问题进行了系统研究。首先建立了运动方程,然后用第一振型将上部结构展开,针对所得方程为非经典阻尼、非对称质量和非对称刚度情况,用复模态法和扩阶法解耦,获得了以第一振型表示的结构随机地震响应的解析解,对单自由度隔震体系,此解即为结构响应的精确解,从而建立了两自由度体系在任意非经典阻尼、非对称质量和非对称刚度情况下基于Clough-Penzien谱随机地震响应解析解分析的一般方法。该方法也可用于带TMD、TLD结构、无损伤“加层减震”加固结构的随机地震响应分析及其基于动力可靠性约束的优化设计。
The random earthquake response of structures with base isolation and of multi-degrees of freedom is studied systematically on the basis of Clough-Penzien spectrum. The dynamic equations are established, then, the upper structure is unfolded with the first mode function. According to the situation that the damping is non-classical and the structure is non-symmetrical, the complex model method is used to disconnect the equations, and the precise solution of earthquake response, expressed by first mode function, is obtained. The solution is just the exact result of structure response for single degree of freedom system. The method can be used to the random response analysis and the optimization design of the add-layer structure and the structure with TMD and TLD.
The random earthquake response of structures with base isolation and of multi-degrees of freedom is studied systematically on the basis of Clough-Penzien spectrum. The dynamic equations are established, then, the upper structure is unfolded with the first mode function. According to the situation that the damping is non-classical and the structure is non-symmetrical, the complex model method is used to disconnect the equations, and the precise solution of earthquake response, expressed by first mode function, is obtained. The solution is just the exact result of structure response for single degree of freedom system. The method can be used to the random response analysis and the optimization design of the add-layer structure and the structure with TMD and TLD.
引文
1Naeim F,Kelly J M.Design of Seismic Isolated Structures-From Theory to Practice[M].John Wiley&Sons Inc,1999
2周锡元等.建筑结构的隔震、减振和振动控制[J].建筑结构学报,2002,23(2):2—12
3Rofooe F R.Mobarake A.Generation of artificial earthquake re-cords with a nonstationary Kanai-Tajimi;model[J],Engin-geering Structures,2001,23:827—837
4Kanai K.An empirical formula for the spectrum of strong earth-quake motions[J],Bull.Earthquake Res.Inst,Univ.Toky-o,1961,39,86—95
5Clough R W,Penzien J.Dynamics of structures[M],New York,McGraw-Hill,Inc,1993
6薛素铎等.基于新抗震规范的地震动随机模型参数研究[J].土木工程学报,2003,36(5):5—10
7李创第等.基础隔震结构随机地震响应分析的复模态法[J].地震工程与工程振动,2002,22(6):122—128
8李创第等.结构在水平与竖向地震同时作用的非平稳响应[J].土木工程学报,2005,38(6):25—34
9李创第等.带TMD结构随机地震响应分析的复模枋法[J].振动与冲击,2003,22(1):36—39
10李创第等.剪切型基础平动与转动结构随机地震响应分的复模态法[J].振动与冲击,2005,24(5):67—70
11李创第等.高层建筑TMD风振控制分析的复模态法[J].振动与冲击,2003,22(2):1—5
12李创第等.隔震结构非线性随机地震响应分析的复模态法[J].振动与冲击,2004,23(1):21—26
13李创第.高层建筑玻璃幕墙线性与非线性抗风动力可靠性分析(1)[J].工业建筑,1999,29(5):40—45
2周锡元等.建筑结构的隔震、减振和振动控制[J].建筑结构学报,2002,23(2):2—12
3Rofooe F R.Mobarake A.Generation of artificial earthquake re-cords with a nonstationary Kanai-Tajimi;model[J],Engin-geering Structures,2001,23:827—837
4Kanai K.An empirical formula for the spectrum of strong earth-quake motions[J],Bull.Earthquake Res.Inst,Univ.Toky-o,1961,39,86—95
5Clough R W,Penzien J.Dynamics of structures[M],New York,McGraw-Hill,Inc,1993
6薛素铎等.基于新抗震规范的地震动随机模型参数研究[J].土木工程学报,2003,36(5):5—10
7李创第等.基础隔震结构随机地震响应分析的复模态法[J].地震工程与工程振动,2002,22(6):122—128
8李创第等.结构在水平与竖向地震同时作用的非平稳响应[J].土木工程学报,2005,38(6):25—34
9李创第等.带TMD结构随机地震响应分析的复模枋法[J].振动与冲击,2003,22(1):36—39
10李创第等.剪切型基础平动与转动结构随机地震响应分的复模态法[J].振动与冲击,2005,24(5):67—70
11李创第等.高层建筑TMD风振控制分析的复模态法[J].振动与冲击,2003,22(2):1—5
12李创第等.隔震结构非线性随机地震响应分析的复模态法[J].振动与冲击,2004,23(1):21—26
13李创第.高层建筑玻璃幕墙线性与非线性抗风动力可靠性分析(1)[J].工业建筑,1999,29(5):40—45
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