复阻尼模型三维钢框架结构动力响应
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摘要
目的针对实际工程分析中采用的一般动力分析模型不能细致表达阻尼特性,研究复阻尼模型动力系统以期得出较精确阻尼参数指导设计工作.方法采用复阻尼模型计算三维钢框架结构的简谐动力响应,求解应力相关复阻尼模型中的损耗因子,并与传统的Rayleigh阻尼模型计算的结构响应进行对比分析.结果研究表明,在非共振区,两种模型计算的结构动力响应差别不大;而在共振区附近,Rayleigh阻尼模型和应力相关复阻尼模型计算的结构动力响应,后者远大于前者,并且两者存在一定的相位差;通过求解表明,损耗因子不是一个常数,其幅值随激振力幅值增加而增大.结论在一定条件下,机理不同的阻尼模型对结构动力响应计算结果的精度影响很大.
The current damping models can not describe damping characteristics in detail.In order to direct project work,the complex damping dynamic system and the dynamic response of 3D steel frame structure are studied.The harmonic response of the structure and loss factor are analyzed with complex damping model,and the results of complex damping model are compared with that of Rayleigh damping model.It shows that there are not much difference between two kinds of response under non-resonance case;but much difference between two kinds of response from Rayleigh and stress-related complex damping model under resonance case.The latter's response is much bigger than the former's,and the phase difference exists between the two.It also shows that the loss factor is not a constant and its amplitude increases with excitation amplitude.Different damping models in mechanism have big effect on the structure dynamic response in precision.
The current damping models can not describe damping characteristics in detail.In order to direct project work,the complex damping dynamic system and the dynamic response of 3D steel frame structure are studied.The harmonic response of the structure and loss factor are analyzed with complex damping model,and the results of complex damping model are compared with that of Rayleigh damping model.It shows that there are not much difference between two kinds of response under non-resonance case;but much difference between two kinds of response from Rayleigh and stress-related complex damping model under resonance case.The latter's response is much bigger than the former's,and the phase difference exists between the two.It also shows that the loss factor is not a constant and its amplitude increases with excitation amplitude.Different damping models in mechanism have big effect on the structure dynamic response in precision.
引文
[1]R克拉夫,J彭津.结构动力学(修订版)[M].王光远译.北京:高等教育出版社,2006.
[2]Myklestad N O.The concept of complex damping[J].Journal of Applied Mechanics,1952,19(3):20-30.
[3]Gounaris G D,Anifantis N K.Structural damping de-termination by finite element approach[J].Comput-ers and Structures,1999,73:445-452.
[4]朱镜清,朱敏.复阻尼地震反应谱的计算方法及其他[J].地震工程与工程振动,2000,20(2):19-23.
[5]朱敏,朱镜清.复阻尼地震反应谱计算的再研究[J].地震工程与工程振动,2001,21(2):36-40.
[6]Yung-Hsiang Chen,Deng-How Tsaur.General-ized complex damping and spectral integration[J].J.Engrg.Mech.,1991,117(5):986-1004.
[7]李鹏,王元丰.黏性阻尼与复阻尼对钢筋混凝土框架结构地震响应影响的分析[J].地震工程与工程振动,2007,27(3):54-57.
[8]文捷.钢筋混凝土及钢管混凝土材料阻尼研究[D].北京:北京交通大学土木建筑工程学院,2006.
[9]Lazan B J.Damping of material and members instructural mechanics[M].London:Pergamon Press,1968.
[10]朱敏.结构阻尼体系地震反应分析方法的研究[D].哈尔滨:中国地震局工程力学研究所,2002.
[2]Myklestad N O.The concept of complex damping[J].Journal of Applied Mechanics,1952,19(3):20-30.
[3]Gounaris G D,Anifantis N K.Structural damping de-termination by finite element approach[J].Comput-ers and Structures,1999,73:445-452.
[4]朱镜清,朱敏.复阻尼地震反应谱的计算方法及其他[J].地震工程与工程振动,2000,20(2):19-23.
[5]朱敏,朱镜清.复阻尼地震反应谱计算的再研究[J].地震工程与工程振动,2001,21(2):36-40.
[6]Yung-Hsiang Chen,Deng-How Tsaur.General-ized complex damping and spectral integration[J].J.Engrg.Mech.,1991,117(5):986-1004.
[7]李鹏,王元丰.黏性阻尼与复阻尼对钢筋混凝土框架结构地震响应影响的分析[J].地震工程与工程振动,2007,27(3):54-57.
[8]文捷.钢筋混凝土及钢管混凝土材料阻尼研究[D].北京:北京交通大学土木建筑工程学院,2006.
[9]Lazan B J.Damping of material and members instructural mechanics[M].London:Pergamon Press,1968.
[10]朱敏.结构阻尼体系地震反应分析方法的研究[D].哈尔滨:中国地震局工程力学研究所,2002.
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