设置粘滞阻尼器结构的耗能减震分析
详细信息 本馆镜像全文    |  推荐本文 | | 获取馆网全文
摘要
为分析两自由度带支撑粘滞阻尼耗能减震结构的地震响应,建立了结构一般运动方程;在基于现实工程中阻尼器的松弛时间极其微小的情况下,将阻尼器所承担的力近似等效,利用复模态解耦法,将带Maxwell粘滞阻尼器耗能结构展开成两自由度对称质量的非经典阻尼运动方程进行解耦;通过与一些典型问题的模态应变能法及扩阶复模态法所得结果进行比较,以算例验证了该方法的有效性.验证结果表明:通过与传统的求解方法相比,该方法可用于两自由度带支撑粘滞阻尼耗能减震结构的地震响应方差的计算,且具有较高的求解精度,有较大的优越性,建立的阻尼结构分析方法计算也更为简便.
To analyze the seismic response of the structures of two degrees of freedom added viscous dampers with supporting brace, the structural response equations are firstly established. And then, as the relaxation time of the viscous dampers extremely small in practical engineering, the force applied to the damper is equivalent approximation, the energy dissipation structures added Maxwell viscous dampers expand the two vibration modes,the structural response equations with non-classical damping and symmetric mass matrix are approximate decoupled by the complex modal decoupling method. Finally, numerical examples results demonstrate the effectiveness of the method by comparing with the results of some typical problems, and the result is calculated by the modal strain energy and the expansion complex modal method. The Results showed that this method can be used to calculate the mean-square values of the seismic response of energy dissipation structures of two degrees of freedom added viscous dampers with support, and this method have a higher accuracy than and a greater superiority to the conventional solution. This method for calculating the damping structure is also easier to establish.
引文
[1]Soong T T,Dargush G F.Passive Energy Dissipation Systems in Structural Engineering[M].England:John Wiley and Ltd,1997:154-189.
    [2]李创第,葛新广.带五种被动减震器的高层建筑基于Davenport谱随机风振响应的解析解法[J].工程力学,2009,26(4):144-152.
    [3]Palmeri A,Ricciardelli F.State Space Formulation for Linear Fiscoelastic Dynamic Systems with Memory[J].Journal of Engineering Mechanics,2003,129(7):715-724.
    [4]Singh M P,Verma N P.Seismic Analysis and Design with Maxwell Dampers[J].Journal of Engineering Mechanics,2003,129(3):273-282.
    [5]李创第,余亚平,陆运军,等.Maxwell粘滞阻尼器耗能结构的等效阻尼分析[J].广西工学院学报,2011(1):54-62.
    [6]李创第,骆鸿林,陆运军,等.Maxwell粘滞阻尼器耗能结构的风振响应与等效风荷载取值[J].广西工学院学报,2011(3):24-32.
    [7]李创第,夏立志,葛新广,等.Maxwell粘滞阻尼器耗能结构的随机地震响应[J].桂林理工大学学报,2011(1):61-67.
    [8]李创第,葛新广,陆运军.粘滞和粘弹性阻尼器减震结构的随机响应特性[J].应用力学学报,2011,28(3):219-225.
    [9]李创第,葛新广,陆运军.粘滞和粘弹性阻尼器减震结构的等效阻尼[J].应用力学学报,2011,28(4):328-333.
    [10]陈欧阳.非对称非经典结构实空间解耦和地震作用取值方法及其在多高层隔震结构中应用[D].南宁:广西大学,2012.
    [11]Xu K,Igusa T.Dynamic Characteristics of Non-classically Damped Structures[J].Earthquake Engineering&Structural Dynamics,1991,20(12):1127-1144.
    [12]Morzfeld M,Ajavakom N,Ma.F.Diagonal Dominance of Damping and the Decoupling Approximation in Linear Vibratory Systems[J].Journal of Sound and Vibration,2009,320:406-420.
    [13]蔡雪霁.基于遗传算法的粘滞阻尼减震结构的抗震优化设计[D].柳州:广西科技大学,2012.

版权所有:© 2023 中国地质图书馆 中国地质调查局地学文献中心