竖向地震动特性的统计分析
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摘要
依据171次地震中3 462组三分量地震记录,对竖向地震动的一些特性进行了统计分析,结果表明:(1)在近场区,竖向地震动的影响较大,峰值较大而且往往首先出现;(2)地面震动强度越大,竖向地震动的相对比值V/H1越大;(3)V/H1峰值比的总体平均值约为0.5,V/H1≤0.65的总体累积概率约为84.5%;(4)竖向反应谱曲线下降段的衰减指数小于水平向;竖向反应谱拐点周期要小于水平反应谱,而且与场地条件关系不大。
Based on 3 462 records of three-component seismograms from 171 earthquakes,the characteristics of vertical seismic ground motions were analyzed. The results show that:( 1) in near-field,the peak ground accelerations( PGA) of vertical components are often larger than that of horizontal components,and the arrival times of PGA of vertical components are usually prior to that of horizontal components;( 2) the peak value ratio V / H1 is larger as the greater the intensity of seismic ground motions;( 3) the overall average of the peak value ratio V / H1 is about 0. 5,and the cumulative probability of V / H1≤0. 65 is about 84. 5%;( 4) the attenuation coefficient of the vertical response spectra is less than that of the horizontal's; the periods of the turning points of the vertical response spectra are less than those of the horizontal response spectra; and the vertical response spectra are independent of the soil conditions.
Based on 3 462 records of three-component seismograms from 171 earthquakes,the characteristics of vertical seismic ground motions were analyzed. The results show that:( 1) in near-field,the peak ground accelerations( PGA) of vertical components are often larger than that of horizontal components,and the arrival times of PGA of vertical components are usually prior to that of horizontal components;( 2) the peak value ratio V / H1 is larger as the greater the intensity of seismic ground motions;( 3) the overall average of the peak value ratio V / H1 is about 0. 5,and the cumulative probability of V / H1≤0. 65 is about 84. 5%;( 4) the attenuation coefficient of the vertical response spectra is less than that of the horizontal's; the periods of the turning points of the vertical response spectra are less than those of the horizontal response spectra; and the vertical response spectra are independent of the soil conditions.
引文
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[2]钱培风.结构抗震分析[M].北京:地震出版社,1983.QIAN Peifeng.Analysis ofstructural aseismic[M].Beijing:Seismological Press,1983(in Chinese)
[3]GB 50011-2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010GB 50011-2010 Code for Seismic Design of Buildings(S).Beijing:Building Industry Press of China,2010.(in Chinese)
[4]罗开海,王亚勇.中美欧抗震设计规范地震动参数换算关系的研究[J].建筑结构,2006,36(8):103-107.LUO Kaihai,WANG Yayong.Study on Sino European Code for seismic design ground motion parameters conversion relation[J].Building Structure,2006,36(8):103-107.(in Chinese)
[5]李恒,秦小军.竖向与水平向地震动加速度反应谱比特性分析[J].地震工程与工程振动,2010,30(1):8-14.LI Heng,QIN Xiaojun.Vertical and horizontal acceleration response spectrum analysis[J].Journal of Earthquake Engineering and Engineering Vibration,2010,30(1):8-14.(in Chinese)
[6]周正华,林淋,王玉石,等.竖向地震动反应谱[J].防灾减灾工程学报,2007,04,33-36.ZHOU Zhenghua,LIN Lin,et al.The response spectrum of vertical ground motion[J].Journal of Disaster Prevention and Mitigation,2007.04(in Chinese)
[7]徐龙军,谢礼立.竖向地震动加速度反应谱特性[J].地震工程与工程振动,2007,37(6):17-23.XU Longjun,XIE Lili.Characteristics of vertical acceleration response spectra[J].Journal of Earthquake Engineering and Engineering Vibration,2007,37(6):17-23.(in Chinese)
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