阻尼效应的振动台模型试验研究
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摘要
设计并进行了10层框架的模型振动台试验,分别进行了低频、中频、高频地震波模型试验.根据模型试验结果,应用不同模型试验数据分析方法——自由振动衰减、半功率法和HHT变换法,得出了模型结构前3阶自振频率及对应的振型阻尼比;再分别采用Rayleigh阻尼假定和Caughey阻尼假定,进行了相应模型结构地震反应的数值模拟,比较了不同阻尼模型之间的差异;较为详细地描述了根据试验结果作出较为合理的数值模拟的过程.
A ten-story frame model was designed for shaking table test.Tests were made under low frequency,medium frequency and high frequency respectively. The first three natural frequency and corresponding model damping ratio were obtained.Then on the basis of the free vibration attenuation,half-power spectrum method and HHT(Hilbert-Huang Transform) method. A corresponding numerical simulation by the model test was made with Rayleigh and Caughey damp assumption.Results of different damping models were compared.A detailed illustration for a more reasonable simulation based on the experiment results was presented.
A ten-story frame model was designed for shaking table test.Tests were made under low frequency,medium frequency and high frequency respectively. The first three natural frequency and corresponding model damping ratio were obtained.Then on the basis of the free vibration attenuation,half-power spectrum method and HHT(Hilbert-Huang Transform) method. A corresponding numerical simulation by the model test was made with Rayleigh and Caughey damp assumption.Results of different damping models were compared.A detailed illustration for a more reasonable simulation based on the experiment results was presented.
引文
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[14]许宝杰,张建民,徐小力.抑制EMD端点效应方法的研究[J].北京理工大学学报:自然科学版,2006,26(3):196.XU Baojie,ZHANG Jianmin,XU Xiaoli.A Study on the methodof reestraining the ending effect of empirical modedecomposition(EMD)[J].Transactions of Beijing Institute ofTechnology:Natural Science,2006,26(3):196.
[2]董军,邓洪洲,王肇民.结构动力分析阻尼模型研究[J].世界地震工程,2000,16(4):63.DONG Jun,DENG Hongzhou,WANG Zhaomin.Studies on thedamping models for structural dynamic time history analysis[J].World Information on Earthquake Engineering.2000,16(4):63.
[3]Sondipon Adhikari.Damping Models for Structural.Vibration[D].Cambridge:Cambridge University.EngineeringDepartment,2000.
[4]Luco J E.A note on classical damping matrices[J].EarthquakeEngineering and Structural Dynamics,2008,37:615.
[5]中国建筑科学研究院.GB50011建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.China Academy of Building Research.GB 50011 Code forseismic design of buildings[S].Beijing:China Architechture&Building Press,2010.
[6]Charney F A.Unintended cousequences of modeling dampingin structures[J].ASCE,2008,581.
[7]张静.大型结构地震反应分析中阻尼矩阵的计算模型[D].同济大学土木工程学院,2007.ZHANG Jing.The Calculation model of damping matrix inSeismic response analysis of large-scale structure[D].TongjiUniversity.Civil Engineering Institute,2007.
[8]李德葆,陆秋海.实验模态分析及其应用[M].北京:科学出版社,2001.LI Debao,LU qiuhai.Experimental modal analysis and itsapplation[M].Beijing:Science Press,2001.
[9]王光远.结构动力学[M].北京:高等教育出版社,2006.Ray W.Clough,Joseph Penzien.Dynamics of Structures[M].Beijing Prentice Hall,2006.
[10]Yang J N,Lei Y.Identification of natural frequencies anddamping ratios of linear structures via Hilbert transform andempirical mode decomposition[C]//Proc of InternationalConference on Intelligent Systems and Control.Anaheim:IASTED/Acta Press,1999:310-315.
[11]黄天立,楼梦麟.基于HHT的非线性结构系统识别研究[J].地震工程与工程振动.2006,26(3):80.HUANG Tianli,LOU Menglin.System identification ofnonlinear structures based on HHT[J].EarthquakeEngineering and Engineering Vibration,2006,26(3):80.
[12]陈隽,徐幼麟.HHT方法在结构模态参数识别中的应用[J].振动工程学报,2003,16(3):383.CHEN Jun,XU Youlin.Application of HHT for ModalParameter Identification to civil structures[J].Journal ofVibration Engineering,2003,16(3):383.
[13]汪家慰,刘正士.HHT法识别结构模态频率和阻尼比的改进[J].合肥工业大学学报:自然科学版,2010,33(5):647.WANG Jiawei,LIU Zhengshi,WANG Hui.Improvement onHHT method for identifying modal frequency and damping ratioof structure[J].Journal of Hefei University of Technology:Natural Science,2010,33(5):647.
[14]许宝杰,张建民,徐小力.抑制EMD端点效应方法的研究[J].北京理工大学学报:自然科学版,2006,26(3):196.XU Baojie,ZHANG Jianmin,XU Xiaoli.A Study on the methodof reestraining the ending effect of empirical modedecomposition(EMD)[J].Transactions of Beijing Institute ofTechnology:Natural Science,2006,26(3):196.
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