单自由度黏滞阻尼器消能结构动力学方程求解
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摘要
为求解黏滞阻尼器的非线性动力方程,以黏滞阻尼器的单自由度消能结构体系为研究对象,在Newmark法基础上,结合Newton-Raphson算法,提出了地震响应的计算方法.计算结果表明按等效阻尼方法计算最大结构位移与试验结果对比,相对误差在90%以上;按文中算法计算最大结构位移与试验结果对比,二者的最大结构位移比较接近,相对误差大部分在5.5%以内,可以将其应用于黏滞阻尼器消能结构地震响应的计算.
In order to solve the nonlinear dynamical equation of fluid viscous dampers, single degree freedom energy dissipation system with fluid viscous dampers was studied. Based on Newmark’s method, a new method for calculating earthquake responses of structures was proposed by means of Newton-Raphson algorithm. Compared with the experimental results, the relative errors of the maximum structure displacement obtained by the equivalent damper method are all beyond 90%; in contrast, the relative errors of the maximum structure displacement obtained by the method suggested in the paper are almost within 5.5%. So it can be seen that the method in the paper can be applied to the solution of earthquake responses of structures with fluid viscous dampers.
In order to solve the nonlinear dynamical equation of fluid viscous dampers, single degree freedom energy dissipation system with fluid viscous dampers was studied. Based on Newmark’s method, a new method for calculating earthquake responses of structures was proposed by means of Newton-Raphson algorithm. Compared with the experimental results, the relative errors of the maximum structure displacement obtained by the equivalent damper method are all beyond 90%; in contrast, the relative errors of the maximum structure displacement obtained by the method suggested in the paper are almost within 5.5%. So it can be seen that the method in the paper can be applied to the solution of earthquake responses of structures with fluid viscous dampers.
引文
[1]欧进萍,丁建华.油缸间隙式黏滞阻尼器理论与试验研究[J].地震工程与工程振动,1999,19(4):82-89.
[2]吴波,李惠,陶全兴,等.安装黏滞阻尼器结构的抗震设计方法研究[J].地震工程与工程振动,2000,20(1):87-93.
[3]范峰,沈世钊.单层球壳模拟地震振动台试验及结构减振试验研究[J].哈尔滨建筑大学学报,2000,33(3):18-22.
[4]王曙光,叶正强,丁幼亮,等.某综合办公楼采用黏滞阻尼器的消能减震设计[J].建筑结构,2004,34(10):21-23.
[5]郑久建,魏琏.多高层建筑采用黏滞阻尼器减震结构的扭转分析[J].工程抗震,2004(2):1-5.
[6]蒋通,贺磊.非线性黏滞阻尼器消能结构减振效果的分析[J].世界地震工程,2005,21(2):57-63.
[7]WEN-HSI UNG LI N,ANIL K C.Earthquake response of elastic single-degree-of-freedomsystems with nonlinear viscoelastic dampers[J].Journal of Engineering Mechanics,2003,129(6):597-606.
[8]CONSTANTI NOU MC,SYMANS MD.Experi mental and analytical investigation of seismic response of structures with supplemen-tal fluid viscous dampers,NCEER-92-0032,[R].New York:National Center for Earthquake Engineering Research,1992.
[2]吴波,李惠,陶全兴,等.安装黏滞阻尼器结构的抗震设计方法研究[J].地震工程与工程振动,2000,20(1):87-93.
[3]范峰,沈世钊.单层球壳模拟地震振动台试验及结构减振试验研究[J].哈尔滨建筑大学学报,2000,33(3):18-22.
[4]王曙光,叶正强,丁幼亮,等.某综合办公楼采用黏滞阻尼器的消能减震设计[J].建筑结构,2004,34(10):21-23.
[5]郑久建,魏琏.多高层建筑采用黏滞阻尼器减震结构的扭转分析[J].工程抗震,2004(2):1-5.
[6]蒋通,贺磊.非线性黏滞阻尼器消能结构减振效果的分析[J].世界地震工程,2005,21(2):57-63.
[7]WEN-HSI UNG LI N,ANIL K C.Earthquake response of elastic single-degree-of-freedomsystems with nonlinear viscoelastic dampers[J].Journal of Engineering Mechanics,2003,129(6):597-606.
[8]CONSTANTI NOU MC,SYMANS MD.Experi mental and analytical investigation of seismic response of structures with supplemen-tal fluid viscous dampers,NCEER-92-0032,[R].New York:National Center for Earthquake Engineering Research,1992.
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