高耸结构风振响应的MTMD控制研究
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摘要
研究了MTMD对北京奥林匹克公园中心演播塔在强风作用下风振响应的振动控制效果.基于随机振动理论,利用M.Shinozuka方法对该塔的脉动风荷载进行数值模拟,得到了6条脉动风荷载时程曲线;利用大型三维空间有限元软件MIDAS/GEN7.3.0建立了该塔三维模型,并对该塔进行了动力特性分析,同时利用6条脉动风荷载时程曲线,对该塔的风振响应进行了MTMD振动控制研究,以该塔顶层的风振响应为优化目标,对MTMD的参数进行了优化研究.结果表明:该塔的加速度风振响应超过了规范的容许值,设置MTMD后该塔的风振加速度响应有明显的减小;最优参数的MTMD对该塔的风振加速度响应和位移响应的减振率分别为30.5%和46.0%.MTMD吸收了大量的能量,对该塔的风振响应有明显的控制作用.
Beijing Olympic Center Broadcast Tower is taken as a project case to investigate wind-induced vibration control with multiple turned mass damper (MTMD) under the fluctuation load.First of all,based on the random vibration theory,fluctuating wind load of this tower is simulated by means of M.Shinozuka method,and 6 correlated time history curves are obtained.Secondly,by use of finite element software—MIDAS/GEN 7.3.0,3D finite element model of the tower is created and modal analysis of the tower is performed.Utilizing these curves,the vibration control of the tower is studied and the optimal MTMD coefficients are obtained regarding the wind-included response of upper story as optimization objectives.The analysis results show that the maximum peak acceleration response of the tower under dynamic wind load is far beyond the allowable value of the code,the wind-included responses are decreased greatly with MTMD,and,with the optimal parameters of MTMD,the peak acceleration and displacement wind-responses of the upper story are reduced respectively by 30.5% and 46.0%.MTMD dissipates a large amount of input energy and plays an important pole in the wind-induced vibration of the tower.
Beijing Olympic Center Broadcast Tower is taken as a project case to investigate wind-induced vibration control with multiple turned mass damper (MTMD) under the fluctuation load.First of all,based on the random vibration theory,fluctuating wind load of this tower is simulated by means of M.Shinozuka method,and 6 correlated time history curves are obtained.Secondly,by use of finite element software—MIDAS/GEN 7.3.0,3D finite element model of the tower is created and modal analysis of the tower is performed.Utilizing these curves,the vibration control of the tower is studied and the optimal MTMD coefficients are obtained regarding the wind-included response of upper story as optimization objectives.The analysis results show that the maximum peak acceleration response of the tower under dynamic wind load is far beyond the allowable value of the code,the wind-included responses are decreased greatly with MTMD,and,with the optimal parameters of MTMD,the peak acceleration and displacement wind-responses of the upper story are reduced respectively by 30.5% and 46.0%.MTMD dissipates a large amount of input energy and plays an important pole in the wind-induced vibration of the tower.
引文
[1]黄瑞新,李爱群,张志强,等.北京奥林匹克中心演播塔TMD风振控制[J].东南大学学报:自然科学版,2009,39(3):519-524.
[2]张志强,李爱群,贾洪,等.粘滞流体阻尼器对电视塔的风振响应控制[J].东南大学学报:自然科学版,2007,37(6):1018-1022.
[3]张志强,李爱群,蔡丹绎,等,合肥电视塔的人造脉动风荷载的仿真计算[J].东南大学学报:自然科学版,2001,31(1):69-73.
[4]张志强.合肥电视塔风振及地震响应的振动控制研究[D].南京:东南大学土木工程学院,2003.
[5]Kwok K C S.Full-scale measurement of wind-induced response of Sydney tower[J].J of Wind Engineer-ingand Industrial Aerodyamics,1983,14(1-3):307-318.
[6]Shinozuka M,Deodatis G.Si mulation of stochasticprocess by spectral representation[J].Applied Me-chanics Review,1991,44(4):191-203.
[7]李春祥,熊学玉,王肇民.结构-MTMD系统的动力特性研究[J].振动与冲击,1999,18(4):50-54.
[8]Song T T,Dargush G F.Passive energy dissipation system in structure engineering[M].New York:John Wiley&Sons,1997.
[9]Song T T,Spencer B F.Supplemental energy dissi-pati-on:state-of-the art and state-of-the practice[J].Eng Sruct,2002,24(3):243-259.
[10]Hoang N,Warnitchai P.Design of multiple tuned mass dampers by using a numerical opti mizer[J].Earthquake Eng Struct Dyn,2005,34(2):125-144.
[11]郑罡,高赞明,倪一清.高层建筑MTMD风振控制的参数优化[J].振动与冲击,2004,23(3):117-120.
[12]Nagarajaiah S,Sonmez E.Structures with semi-ac-tive variable stiffness single/multiple tuned mass dampers[J].J Struct Eng,2007,133(1):67-77.
[13]李爱群.工程结构减振控制[M].北京:机械工业出版社,2008.
[2]张志强,李爱群,贾洪,等.粘滞流体阻尼器对电视塔的风振响应控制[J].东南大学学报:自然科学版,2007,37(6):1018-1022.
[3]张志强,李爱群,蔡丹绎,等,合肥电视塔的人造脉动风荷载的仿真计算[J].东南大学学报:自然科学版,2001,31(1):69-73.
[4]张志强.合肥电视塔风振及地震响应的振动控制研究[D].南京:东南大学土木工程学院,2003.
[5]Kwok K C S.Full-scale measurement of wind-induced response of Sydney tower[J].J of Wind Engineer-ingand Industrial Aerodyamics,1983,14(1-3):307-318.
[6]Shinozuka M,Deodatis G.Si mulation of stochasticprocess by spectral representation[J].Applied Me-chanics Review,1991,44(4):191-203.
[7]李春祥,熊学玉,王肇民.结构-MTMD系统的动力特性研究[J].振动与冲击,1999,18(4):50-54.
[8]Song T T,Dargush G F.Passive energy dissipation system in structure engineering[M].New York:John Wiley&Sons,1997.
[9]Song T T,Spencer B F.Supplemental energy dissi-pati-on:state-of-the art and state-of-the practice[J].Eng Sruct,2002,24(3):243-259.
[10]Hoang N,Warnitchai P.Design of multiple tuned mass dampers by using a numerical opti mizer[J].Earthquake Eng Struct Dyn,2005,34(2):125-144.
[11]郑罡,高赞明,倪一清.高层建筑MTMD风振控制的参数优化[J].振动与冲击,2004,23(3):117-120.
[12]Nagarajaiah S,Sonmez E.Structures with semi-ac-tive variable stiffness single/multiple tuned mass dampers[J].J Struct Eng,2007,133(1):67-77.
[13]李爱群.工程结构减振控制[M].北京:机械工业出版社,2008.
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