北京奥林匹克中心演播塔TMD风振控制
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摘要
以北京奥林匹克中心演播塔为工程背景,研究了调频质量阻尼器(TMD)对高耸电视塔在强风作用下风振响应的振动控制.将该塔的三维空间模型简化为二维模型;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,得到了脉动风荷载时程曲线;在此脉动风荷载作用下,SAP2000三维空间模型的计算结果和二维模型的计算结果相吻合,而且利用二维模型进行计算,大大节省了时间;以该塔顶层的风振响应为优化目标,对TMD的参数进行了优化研究.结果表明,该塔的风振响应超过了规范的容许值,设置TMD后该塔的风振响应有明显的减小;在TMD最优参数下,该塔的风振位移响应和加速度响应的减振率分别为43.1%和29.5%;TMD对该塔的风振响应有明显的控制作用.
Beijing Olympic Center Broadcast Tower is taken as an analytical case to examine wind-induced vibration control with a turned mass damper(TMD) under the fluctuation loads.First,a 3-D model of the tower is simplified to a 2-D model.Secondly,according to the random vibration theory,the fluctuating wind load of this tower is simulated as time history curves using the M.Shinozuka method.Thirdly,with these curves,calculated results of the 3-D model are in agreement with the results of the 2-D model,and calculation time is greatly saved using the 2-D model.Finally,the optimal TMD coefficients are obtained regarding the wind vibration response of upper story as optimization objectives.The analysis results show that the response of the tower under fluctuation wind load is far beyond the allowable range of the code.The wind vibration responses are decreased greatly with the TMD,and,with the optimal parameters of the TMD,the displacement and acceleration wind responses of the tower are reduced respectively by 43.1% and 29.5%.The TMD is useful for the control of wind-reduced vibration of the tower.
Beijing Olympic Center Broadcast Tower is taken as an analytical case to examine wind-induced vibration control with a turned mass damper(TMD) under the fluctuation loads.First,a 3-D model of the tower is simplified to a 2-D model.Secondly,according to the random vibration theory,the fluctuating wind load of this tower is simulated as time history curves using the M.Shinozuka method.Thirdly,with these curves,calculated results of the 3-D model are in agreement with the results of the 2-D model,and calculation time is greatly saved using the 2-D model.Finally,the optimal TMD coefficients are obtained regarding the wind vibration response of upper story as optimization objectives.The analysis results show that the response of the tower under fluctuation wind load is far beyond the allowable range of the code.The wind vibration responses are decreased greatly with the TMD,and,with the optimal parameters of the TMD,the displacement and acceleration wind responses of the tower are reduced respectively by 43.1% and 29.5%.The TMD is useful for the control of wind-reduced vibration of the tower.
引文
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[2]Shinozuka M,Deodatis G.Simulation of stochasticprocess by spectral representation[J].Applied Mechan-ics Review,1991,44(4):191-203.
[3]Yao J T P.Concept of structural control[J].Journal ofStructural Division,1972,98(7):1567-1574.
[4]李爱群,瞿伟廉,程文瀼,南京电视塔风振的混合控制研究[J].建筑结构学报,1996,17(3):9-17.Li Aiqun,Qu Weilian,Cheng Wenrang.Research onhybrid vibration control of Nanjing TV Tower underwind excitation[J].Journal of Building Structures,1996,17(3):9-17.(in Chinese)
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[9]Clough R W,Penzien J.Dynamics of structures[M].3rd ed.Berkeley,USA:Computers&Structures Inc.1995.
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[11]Hoang N,Warnitchai P.Design of multiple tunedmass dampers by using a numerical optimizer[J].Earthquake Engineering&Structural Dynamics,2005,34(2):125-144.
[12]Nagarajaiah S,Varadarajan N.Short time Fouriertransform algorithm for wind response control of build-ings with variable stiffness TMD[J].EngineeringStructures,2005,27(3):431-441.
[13]Nagarajaiah S,Sonmez E.Structures with semi-activevariable stiffness single/multiple tuned mass dampers[J].Journal of Structural Engineering,2007,133(1):67-77.
[14]Wong K K F,Chee Y L.Energy dissipation of tunedmass dampers during earthquake excitations[J].TheStructural Design of Tall and Special Buildings,2004,13(2):105-121.
[15]Wong K K F,Asce M.Seismic energy dissipation ofinelastic structures with tuned mass dampers[J].Jour-nal of Engineering Mechanics,2008,134(2):163-172.
[16]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.Zhang Zhiqiang,Li Aiqun,Cai Danyi,et al.Simula-tion of dynamic wind load on the Hefei TelevisionTower[J].Journal of Southeast University:NaturalScience Edition,2001,31(1):69-73.(in Chinese)
[17]张志强,李爱群,徐幼麟,等,合肥电视塔结构模型的建立及其动力特性分析[J].建筑结构,2003,33(3):50-53.Zhang Zhiqiang,Li Aiqun,Xu Youlin,et al.Finiteelement model of Hefei TV Tower and dynamic char-acteristics analysis[J].Building Structure,2003,33(3):50-53.(in Chinese)
[18]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.
[19]Kwok K C S.Full-scale measurement of wind-inducedresponse of Sydney tower[J].Journal of Wind Engi-neering and Industrial Aerodynamics,1983,14(1/2/3):307-318.
[2]Shinozuka M,Deodatis G.Simulation of stochasticprocess by spectral representation[J].Applied Mechan-ics Review,1991,44(4):191-203.
[3]Yao J T P.Concept of structural control[J].Journal ofStructural Division,1972,98(7):1567-1574.
[4]李爱群,瞿伟廉,程文瀼,南京电视塔风振的混合控制研究[J].建筑结构学报,1996,17(3):9-17.Li Aiqun,Qu Weilian,Cheng Wenrang.Research onhybrid vibration control of Nanjing TV Tower underwind excitation[J].Journal of Building Structures,1996,17(3):9-17.(in Chinese)
[5]叶正强.粘滞流体阻尼器消能减振技术的理论、试验与应用研究[D].南京:东南大学土木工程学院,2003.
[6]叶正强,李爱群,徐幼麟.工程结构粘滞流体阻尼减振新技术及其应用[J].东南大学学报:自然科学版,2002,32(3):466-473.Ye Zhengqiang,Li Aiqun,Xu Youlin.Fluid viscousdamper technology and its engineering application forstructural vibration energy dissipation[J].Journal ofSoutheast University:Natural Science Edition,2002,32(3):466-473.(in Chinese)
[7]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.Zhang Zhiqiang,Li Aiqun,Jia Hong,et al.Wind-in-duced vibration control of TV tower with fluid viscousdamper[J].Journal of Southeast University:NaturalScience Edition,2007,37(3):1018-1022.(in Chi-nese)
[8]Song T T,Dargush G F.Passive energy dissipation sys-tem in structure engineering[M].New York:John Wi-ley&Sons,1997.
[9]Clough R W,Penzien J.Dynamics of structures[M].3rd ed.Berkeley,USA:Computers&Structures Inc.1995.
[10]Song T T,Spencer B F.Supplemental energy dissipa-tion:state-of-the-art and state-of-the-practice[J].En-gineering Structures,2002,24(3):243-259.
[11]Hoang N,Warnitchai P.Design of multiple tunedmass dampers by using a numerical optimizer[J].Earthquake Engineering&Structural Dynamics,2005,34(2):125-144.
[12]Nagarajaiah S,Varadarajan N.Short time Fouriertransform algorithm for wind response control of build-ings with variable stiffness TMD[J].EngineeringStructures,2005,27(3):431-441.
[13]Nagarajaiah S,Sonmez E.Structures with semi-activevariable stiffness single/multiple tuned mass dampers[J].Journal of Structural Engineering,2007,133(1):67-77.
[14]Wong K K F,Chee Y L.Energy dissipation of tunedmass dampers during earthquake excitations[J].TheStructural Design of Tall and Special Buildings,2004,13(2):105-121.
[15]Wong K K F,Asce M.Seismic energy dissipation ofinelastic structures with tuned mass dampers[J].Jour-nal of Engineering Mechanics,2008,134(2):163-172.
[16]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.Zhang Zhiqiang,Li Aiqun,Cai Danyi,et al.Simula-tion of dynamic wind load on the Hefei TelevisionTower[J].Journal of Southeast University:NaturalScience Edition,2001,31(1):69-73.(in Chinese)
[17]张志强,李爱群,徐幼麟,等,合肥电视塔结构模型的建立及其动力特性分析[J].建筑结构,2003,33(3):50-53.Zhang Zhiqiang,Li Aiqun,Xu Youlin,et al.Finiteelement model of Hefei TV Tower and dynamic char-acteristics analysis[J].Building Structure,2003,33(3):50-53.(in Chinese)
[18]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.
[19]Kwok K C S.Full-scale measurement of wind-inducedresponse of Sydney tower[J].Journal of Wind Engi-neering and Industrial Aerodynamics,1983,14(1/2/3):307-318.
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