基于Hilbert-Huang变换的结构位移瞬时能量谱研究
|
摘要
运用HHT(Hilbert-Huang变换)对地震波作用下的结构位移响应进行分析,证实结构位移响应的瞬时能量谱峰值和地震波的瞬时能量谱峰值在长周期结构中并不是完全同步的,其出现的时间主要取决于结构的自振周期,但也与地震动的类型有关.仿真计算的结果表明,结构的自振周期较长时,结构位移响应的瞬时能量谱峰值会发生明显的滞后.从而能够清楚地解释在唐山地震中,长周期结构的破坏与倒塌并不发生在地震动强度最大的时刻,而多数是在地震动末期,甚至在地震动完全消失之后.
This paper proposes a HHT-bases approach to analyze structure's displacement response,the results show that for long self-oscillation structure,the peak values for instantaneous energy spectrum and that of earthquake wave do not occur at the same time,self-oscillation frequency and earthquake style play crucial roles in determining its instantaneous energy peak value appearance time.The simulation results also indicate that for a certain structure,if the self-oscillation period takes longer time,instantaneous energy spectrum under the displacement response have a distinct delay,this can clearly explain that in the Tangshan catastrophe,the demolition and collapse for long time-period structure does not happen at the greatest density of earthquake ground motion,but most times at the final stage of earthquake ground motion,or even after the earthquake ground motion completely ends.
This paper proposes a HHT-bases approach to analyze structure's displacement response,the results show that for long self-oscillation structure,the peak values for instantaneous energy spectrum and that of earthquake wave do not occur at the same time,self-oscillation frequency and earthquake style play crucial roles in determining its instantaneous energy peak value appearance time.The simulation results also indicate that for a certain structure,if the self-oscillation period takes longer time,instantaneous energy spectrum under the displacement response have a distinct delay,this can clearly explain that in the Tangshan catastrophe,the demolition and collapse for long time-period structure does not happen at the greatest density of earthquake ground motion,but most times at the final stage of earthquake ground motion,or even after the earthquake ground motion completely ends.
引文
[1]胡冗冗,王亚勇.地震动瞬时能量与结构最大位移反应关系研究[J].建筑结构学报,2000(1):71-76.
[2]陈子雄.小波变换与希尔伯特-黄变换在结构抗震中的应用研究[D].福州:福州大学,2006.
[3]吴琛.基于小波变换及无单元法的结构动力仿真分析[D].福州:福州大学,2007.
[4]Huang N E,Shen Z,Long S R,et al.The empirical mode decomposition and the Hilbert spectrum for nonlinear and non-sta-tionary time series analysis[J].Proceedings of the Royal Society of London,1998,A454:903-995.
[5]Huang N E,Wu M,Long S R,et al.A confidence limit for the empirical mode decomposition and the Hilbert spectral analysis[J].Proceedings of the Royal Society of London,2003,A459:2 317-2 345.
[6]刘哲锋,沈蒲生,胡习兵.地震总输入能量与瞬时输入能量谱的研究[J].地震工程与工程振动,2006(6):31-36.
[7]胡冗冗,王亚勇.地震动瞬时输入能量谱探讨[J].工程抗震,2004(1):9-13.
[8]吴琛,周瑞忠.Hilbert-Huang变换在提取地震信号动力特性中的应用[J].地震工程与工程振动,2006(5):41-46.
[9]徐植信,胡再龙.结构地震反应分析[M].北京:高等教育出版社,1993.
[2]陈子雄.小波变换与希尔伯特-黄变换在结构抗震中的应用研究[D].福州:福州大学,2006.
[3]吴琛.基于小波变换及无单元法的结构动力仿真分析[D].福州:福州大学,2007.
[4]Huang N E,Shen Z,Long S R,et al.The empirical mode decomposition and the Hilbert spectrum for nonlinear and non-sta-tionary time series analysis[J].Proceedings of the Royal Society of London,1998,A454:903-995.
[5]Huang N E,Wu M,Long S R,et al.A confidence limit for the empirical mode decomposition and the Hilbert spectral analysis[J].Proceedings of the Royal Society of London,2003,A459:2 317-2 345.
[6]刘哲锋,沈蒲生,胡习兵.地震总输入能量与瞬时输入能量谱的研究[J].地震工程与工程振动,2006(6):31-36.
[7]胡冗冗,王亚勇.地震动瞬时输入能量谱探讨[J].工程抗震,2004(1):9-13.
[8]吴琛,周瑞忠.Hilbert-Huang变换在提取地震信号动力特性中的应用[J].地震工程与工程振动,2006(5):41-46.
[9]徐植信,胡再龙.结构地震反应分析[M].北京:高等教育出版社,1993.
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