斜拉桥地震响应分析中阻尼矩阵精确估计研究
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摘要
斜拉桥阻尼组成复杂,阻尼矩阵的精确确定比较困难,在假定斜拉桥子结构(梁、塔、索、支座等)的阻尼系数不随频率和振幅变化的情况下,利用状态空间方法计算了斜拉桥有阻尼频率和模态,提出一种根据已知少数振型阻尼比通过反复迭代求得阻尼系数及阻尼矩阵估计值的方法。利用斜拉桥非正交阻尼计算理论,结合参数敏感性分析和最小二乘法优化算法,可以精确计算斜拉桥各子结构的阻尼系数,得到斜拉桥阻尼矩阵的精确估计,为建立斜拉桥精确的有限元模型提供基础。
The damping makeup of cable-stayed bridges is complicated.It is a tough work to determine the damping matrices accurately.On the assumption of the damping coefficients of substructures in cable-stayed bridge(such as girder,tower,cable and support etc) are constant value and don't vary with frequency or vibration amplitude.An iteration method of damping coefficients and damping matrices estimation was presented.It was based on several known modal damping ratios,through the calculation of complex damped frequency and modal shape utilizing the state-space methodology.With the theory of non-proportional damping calculation of cable-stayed bridge,incorporating parameter sensitivity analysis and the least square optimization procedure,the damping coefficients of substructures were accurately determined,and the damping matrices were estimated with relatively high accuracy.Which provided a basis for setting up accurate finite element model of cable-stayed bridges.
The damping makeup of cable-stayed bridges is complicated.It is a tough work to determine the damping matrices accurately.On the assumption of the damping coefficients of substructures in cable-stayed bridge(such as girder,tower,cable and support etc) are constant value and don't vary with frequency or vibration amplitude.An iteration method of damping coefficients and damping matrices estimation was presented.It was based on several known modal damping ratios,through the calculation of complex damped frequency and modal shape utilizing the state-space methodology.With the theory of non-proportional damping calculation of cable-stayed bridge,incorporating parameter sensitivity analysis and the least square optimization procedure,the damping coefficients of substructures were accurately determined,and the damping matrices were estimated with relatively high accuracy.Which provided a basis for setting up accurate finite element model of cable-stayed bridges.
引文
[1]王建有,陈键云,林皋.非比例阻尼结构参数识别算法的研究[J].振动与冲击,2005,24(3):1-3.
[2]谢旭.桥梁结构地震响应分析与抗震设计[M].北京:人民交通出版社,2006.
[3]Yoshikazu Yamada,Kenji Kawano.Dynamic Response Analysis ofSystems with Non-Proportional Damping[C]//Proceedings of the4th Japan Earthquake Engineering Symposium.Tokyo:1975:823-830.
[4]Lord Rayleigh.Theory of Sound[M].New York:DoverPublications Inc.,1945.
[5]Caughey T K.Classical Normal Modes in Damped Linear DynamicSystems[J].Journal of Applied Mechanics,1960(6):269-271.
[6]Caughey T K,O’Kelly M E J.Classical Normal Modes in Damped Linear Dynamic Systems[J].Journal of Applied Mechan-ics,1965(9):583-588.
[7]Foss K A.Co-Ordinates Which Uncouple the Equations of Motion of Damped Linear Dynamic Systems[J].Journal of Applied Me-chanics,1958(9):361-364.
[8]Cronin D L.Eigenvalue and Eigenvector Determination for Non-classically Damped Dynamic Systems[J].Computers and Struc-tures,1990,36(1):133-138.
[9]李静,陈健云,李昕.结构-地基体系的非比例阻尼影响及随机地震响应分析[J].世界地震工程,2002,18(3):174-178.
[10]桂国庆,何玉敖.非比例阻尼结构复模态问题求解的矩阵摄动法[J].同济大学学报,1996,24(6):613-617.
[11]王依群,李忠献.不同阻尼特性材料组合结构的弹塑性动力时程响应计算[J].地震工程与工程振动,1999,19(2):76-80.
[12]Shahruz S M.Approximate Decoupling of the Equations of Motion of Damped Linear Systems[J].Journal of Sound and Vibration,1990,136(1):51-64.
[13]Peres-Da-Silva S S,Cronin D L,Randolph T W.Computation of Eigenvalues and Eigenvectors of Nonclassically Damped Systems[J].Computers and Structures,1995,57(5):883-891.
[14]Kasai T,Link M.Identification of Non-Proportional Modal Damping Matrix and Real Normal Modes[J].Mechanical Systems and Signal Processing,2002,16(6):921-934.
[15]布占宇.斜拉桥地震响应分析中的索桥耦合振动和阻尼特性研究[D].杭州:浙江大学,2005.
[16]杜永峰,李慧,苏磐石,等.非比例阻尼隔震结构地震响应的实振型分解法[J].工程力学,2003,20(4):24-32.
[17]俞瑞芳,周锡元.大型非比例阻尼线性系统的地震反应复振型分析方法[J].计算力学学报,2008,25(4):434-441.
[2]谢旭.桥梁结构地震响应分析与抗震设计[M].北京:人民交通出版社,2006.
[3]Yoshikazu Yamada,Kenji Kawano.Dynamic Response Analysis ofSystems with Non-Proportional Damping[C]//Proceedings of the4th Japan Earthquake Engineering Symposium.Tokyo:1975:823-830.
[4]Lord Rayleigh.Theory of Sound[M].New York:DoverPublications Inc.,1945.
[5]Caughey T K.Classical Normal Modes in Damped Linear DynamicSystems[J].Journal of Applied Mechanics,1960(6):269-271.
[6]Caughey T K,O’Kelly M E J.Classical Normal Modes in Damped Linear Dynamic Systems[J].Journal of Applied Mechan-ics,1965(9):583-588.
[7]Foss K A.Co-Ordinates Which Uncouple the Equations of Motion of Damped Linear Dynamic Systems[J].Journal of Applied Me-chanics,1958(9):361-364.
[8]Cronin D L.Eigenvalue and Eigenvector Determination for Non-classically Damped Dynamic Systems[J].Computers and Struc-tures,1990,36(1):133-138.
[9]李静,陈健云,李昕.结构-地基体系的非比例阻尼影响及随机地震响应分析[J].世界地震工程,2002,18(3):174-178.
[10]桂国庆,何玉敖.非比例阻尼结构复模态问题求解的矩阵摄动法[J].同济大学学报,1996,24(6):613-617.
[11]王依群,李忠献.不同阻尼特性材料组合结构的弹塑性动力时程响应计算[J].地震工程与工程振动,1999,19(2):76-80.
[12]Shahruz S M.Approximate Decoupling of the Equations of Motion of Damped Linear Systems[J].Journal of Sound and Vibration,1990,136(1):51-64.
[13]Peres-Da-Silva S S,Cronin D L,Randolph T W.Computation of Eigenvalues and Eigenvectors of Nonclassically Damped Systems[J].Computers and Structures,1995,57(5):883-891.
[14]Kasai T,Link M.Identification of Non-Proportional Modal Damping Matrix and Real Normal Modes[J].Mechanical Systems and Signal Processing,2002,16(6):921-934.
[15]布占宇.斜拉桥地震响应分析中的索桥耦合振动和阻尼特性研究[D].杭州:浙江大学,2005.
[16]杜永峰,李慧,苏磐石,等.非比例阻尼隔震结构地震响应的实振型分解法[J].工程力学,2003,20(4):24-32.
[17]俞瑞芳,周锡元.大型非比例阻尼线性系统的地震反应复振型分析方法[J].计算力学学报,2008,25(4):434-441.
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