连体结构行波效应的反应谱分析方法
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摘要
从振型分解反应谱方法的原理出发,提出了一种考虑双塔连体结构行波效应影响的反应谱简化分析方法,其目的旨在通过对振型分解反应谱方法中参与系数的调整,在分析中合理的引入行波效应的影响.根据提出的方法,在算例分析中对比了反应谱简化分析与直接动力分析,从所得出的结果可以证明,作者所建立的简化谱该方法是一种行之有效的分析手段.
Double-tower structure,as a kind of high-rise buildings owned much aesthetic approval,is typically sensitive to the wave-passage effects.It is especially the case when it comes to the long-span ones.Confined by the limits,which is based on the no spatially varying ground motion supposition,the seismic response spectrum method can hardly analyze the spatial effect enlarged by the span parameters.Errors,then,will be inevitable results.More often than not,the errors seriously undermine the safety and reliability of the seismic spectrum method. On the other hand,when the errors are unacceptable,the major and the only method engineers can use is the time history method.But,when it comes to the practicability and reliability,the perfect theory is merely a compromise tool to check the trends of the wave-passage effects and can hardly give the meaningful results to direct the structure design.Based on the analysis above,a convenient and reliable method to solve the wave-passage effects to the double-tower structures is necessary.Accordingly,a seismic response spectrum method based wave-passage analysis of the double-tower structures is recommended.And the validity of the method is proved by the following example.
Double-tower structure,as a kind of high-rise buildings owned much aesthetic approval,is typically sensitive to the wave-passage effects.It is especially the case when it comes to the long-span ones.Confined by the limits,which is based on the no spatially varying ground motion supposition,the seismic response spectrum method can hardly analyze the spatial effect enlarged by the span parameters.Errors,then,will be inevitable results.More often than not,the errors seriously undermine the safety and reliability of the seismic spectrum method. On the other hand,when the errors are unacceptable,the major and the only method engineers can use is the time history method.But,when it comes to the practicability and reliability,the perfect theory is merely a compromise tool to check the trends of the wave-passage effects and can hardly give the meaningful results to direct the structure design.Based on the analysis above,a convenient and reliable method to solve the wave-passage effects to the double-tower structures is necessary.Accordingly,a seismic response spectrum method based wave-passage analysis of the double-tower structures is recommended.And the validity of the method is proved by the following example.
引文
[1]林家浩,张亚辉,赵岩.大跨度结构抗震分析方法及近期进展[J].力学进展,2001,31(3):350~360.
[2]钟万勰.大跨度结构抗震设计的国内外近期发展及趋向[J].科技导报,2000,9(3):7~10.
[3]许金华,王向坚.大跨度拱桥在地震行波作用下的响应[J].重庆交通学院院报,1998,17(2):1~5.
[4]ASPASIA Z,VASSILIOS Z.Spatial varation of seismicgraound motions:An overview[J].Appl.Mech.Rev.2002,55(3):1~18.
[5]HONGNAN L,LI S,GANGBING S.Modal combinationmethod for earthquake-resistant design of tall structures tomultidimensional excitations[J].The Structural Design ofTall and Special Buildings,2004,12(5):245~263.
[6]沈聚敏,周锡元,高小旺,等.抗震工程学[M].北京:中国建筑工业出版社,2000.
[7]林家浩,李建俊,张文首.大跨度结构考虑行波效应时非平稳随机地震响应[J].固体力学学报1996,17(1):65~68.
[8]SOYLUK K.Comparison of random vibration methods formulti-support seismic excitation analysis of long-span bridges[J].Engineering Structures.2004,11(8):1573~1583.
[2]钟万勰.大跨度结构抗震设计的国内外近期发展及趋向[J].科技导报,2000,9(3):7~10.
[3]许金华,王向坚.大跨度拱桥在地震行波作用下的响应[J].重庆交通学院院报,1998,17(2):1~5.
[4]ASPASIA Z,VASSILIOS Z.Spatial varation of seismicgraound motions:An overview[J].Appl.Mech.Rev.2002,55(3):1~18.
[5]HONGNAN L,LI S,GANGBING S.Modal combinationmethod for earthquake-resistant design of tall structures tomultidimensional excitations[J].The Structural Design ofTall and Special Buildings,2004,12(5):245~263.
[6]沈聚敏,周锡元,高小旺,等.抗震工程学[M].北京:中国建筑工业出版社,2000.
[7]林家浩,李建俊,张文首.大跨度结构考虑行波效应时非平稳随机地震响应[J].固体力学学报1996,17(1):65~68.
[8]SOYLUK K.Comparison of random vibration methods formulti-support seismic excitation analysis of long-span bridges[J].Engineering Structures.2004,11(8):1573~1583.
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