结构地震响应分析新方法
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摘要
本文通过对传统动力反应分析方法的总结,阐明了建立隐式和显式方法的一般思路及数学本质,提出了使用系统位移反应向量三阶导数的实用显式高阶积分方法,分析了该显式方法的精度和稳定性,并对建立更高阶隐式和显式方法以及方法的精度和稳定性作了初步讨论。结果表明,本文方法具有明显的优点。
After a brief review of existing methods for analyzing dynamic response of system subjected to earthquake or other dynamic loads,a new method,called the High Order Explicit Form of dynamic analysis is presented.It is proved by both theoretical and numerical analysis that the new method is with higher precision and stability than the currently used ones.
After a brief review of existing methods for analyzing dynamic response of system subjected to earthquake or other dynamic loads,a new method,called the High Order Explicit Form of dynamic analysis is presented.It is proved by both theoretical and numerical analysis that the new method is with higher precision and stability than the currently used ones.
引文
[1]李小军.非线性场地地震反应分析方法的研究.中国地震局工程力学研究所博士论文,1993
[2]Newmark N M.A method for computation of structural dynamics.ASCE,1959,85(3):67-75
[3]朱镜清.论结构动力分析中的数值稳定性.力学学报,1983(4):388-395
[4]Hilber H M.Collocation Dissipation and’Overshoot’for Time Integration Schemes in Structural Dynamics.EESD,1978,6(1):116-124
[5]钟万勰.结构动力方程的精细时程积分法.大连理工大学学报,1994,34(2):131-136
[6]Jiahao Lin,Weiping Shen,Williams F W.A high precision direct integration scheme for structures subjected to transient dynamic loading.Computer&Structures,1995,6(1):120-130
[7]李金桥,于建华.非线性动力方程避免状态矩阵求逆的级数解.四川大学学报:工程科学版,2004,36(4):26-30
[8]裘春航,吕和祥,钟万勰.求解非线性动力学方程的分段直接积分法.力学学报,2002,34(3):369-378
[9]Newmark N M.A method of computation for structural dynamics.Journal of Engineering Mechanics,ASCE,1959,85(3):249-260
[10]Wilson E L.A computer program for dynamic stress analysis of underground structures∥SESM Report No68-1,Division of Structural Engineering and Structural Mechanics,Univ of California,Berkeley,1968
[11]吕子华,吕令毅.矩阵结构力学.北京:中国建筑工业出版社,1997:
[12]储德文,王元丰.精细直接积分法的积分方法选择.工程力学,2002,19(6):115-119
[2]Newmark N M.A method for computation of structural dynamics.ASCE,1959,85(3):67-75
[3]朱镜清.论结构动力分析中的数值稳定性.力学学报,1983(4):388-395
[4]Hilber H M.Collocation Dissipation and’Overshoot’for Time Integration Schemes in Structural Dynamics.EESD,1978,6(1):116-124
[5]钟万勰.结构动力方程的精细时程积分法.大连理工大学学报,1994,34(2):131-136
[6]Jiahao Lin,Weiping Shen,Williams F W.A high precision direct integration scheme for structures subjected to transient dynamic loading.Computer&Structures,1995,6(1):120-130
[7]李金桥,于建华.非线性动力方程避免状态矩阵求逆的级数解.四川大学学报:工程科学版,2004,36(4):26-30
[8]裘春航,吕和祥,钟万勰.求解非线性动力学方程的分段直接积分法.力学学报,2002,34(3):369-378
[9]Newmark N M.A method of computation for structural dynamics.Journal of Engineering Mechanics,ASCE,1959,85(3):249-260
[10]Wilson E L.A computer program for dynamic stress analysis of underground structures∥SESM Report No68-1,Division of Structural Engineering and Structural Mechanics,Univ of California,Berkeley,1968
[11]吕子华,吕令毅.矩阵结构力学.北京:中国建筑工业出版社,1997:
[12]储德文,王元丰.精细直接积分法的积分方法选择.工程力学,2002,19(6):115-119
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