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张敏,付熊,陈钰雪,邵海浪.带支撑粘弹性阻尼器耗能框架结构随机振动分析
Random vibration analysis of energy dissipation frame structure installing viscoelastic dampers with supports[J].计算力学学报,2021,38(1):37~45
带支撑粘弹性阻尼器耗能框架结构随机振动分析
Random vibration analysis of energy dissipation frame structure installing viscoelastic dampers with supports
Random vibration analysis of energy dissipation frame structure installing viscoelastic dampers with supports
投稿时间:2020-04-18  修订日期:2020-07-13
DOI:10.7511/jslx20200418001
中文关键词:  随机  功率谱  支撑  松弛时间系数  地震  阻尼器
英文关键词:random  power spectrum  support  relaxation time coefficient  earthquake  damper
基金项目:江西省教育厅科学技术重点研究项目(180599)资助项目.
作者单位
张敏 江西科技师范大学 建筑工程学院, 南昌 330013
广西科技大学, 土木建筑工程学院, 柳州 545006 
付熊 广西科技大学, 土木建筑工程学院, 柳州 545006 
陈钰雪 广西科技大学, 土木建筑工程学院, 柳州 545006 
邵海浪 广西科技大学, 土木建筑工程学院, 柳州 545006 
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中文摘要:
      对带支撑粘弹性阻尼器的框架结构减震性能进行了分析。首先分析了粘弹性阻尼器松弛时间系数η和支撑系数ψ等对粘弹性阻尼器复合刚度的影响,在此基础上,采用随机振动理论对设置带支撑粘弹性阻尼器框架结构的振动方程进行求解,研究了改进Kanai-Tajimi功率谱地震激励作用下框架结构层间位移角均方差、结构顶部楼层位移均方差和结构各楼层地震作用均方差等。算例分析表明,阻尼器支撑系数ψ宜根据松弛时间系数η合理取值,只要支撑系数ψ取值足够大,就可忽略支撑对粘弹性阻尼器减震性能的影响,并且阻尼器松弛时间系数η也不宜过大。分析还表明,设置粘弹性阻尼器框架结构各楼层地震作用明显低于无阻尼器框架结构相应值。
英文摘要:
      The damping performance of a frame structure installed with viscoelastic dampers with supports is analyzed.Firstly,the effects of the viscoelastic damper relaxation time coefficient η and the support coefficient ψ on the composite stiffness of the viscoelastic damper are studied.On this basis,the vibration equation of the frame structure is solved according to the theory of random vibration,from which the mean square deviations of the layer drift angle,the top floor displacement and the earthquake response of each floor under the improved Kanai-Tajimi power spectrum seismic excitation are studied.According to the analysis of calculation example,it is shown that a reasonable value of the damper support coefficient ψ should be taken based on the relaxation time coefficient η,and as long as the support coefficient ψ is large enough,the effect on the damping performance of viscoelastic dampers can be neglected;besides,the damper relaxation time coefficient η should not be too large,and the seismic response of each floor of the frame structure with viscoelastic dampers is obviously lower than that of the frame structure without dampers.
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