地震作用下填充墙MTMD减震结构频域响应分析
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摘要
将传统结构中填充墙与主体承重结构以刚度及阻尼元件连接,形成调谐质量减震(TMD)系统,通过在主结构中布置多榀TMD填充墙,构成多重质量调谐减震(MTMD)结构体系。为研究地震作用下该减震结构动力响应规律,合理设置各TMD与主结构连接件的力学参数,将主结构简化为串联多自由度模型,分析非耦合控制作用时主结构稳态响应频域传递函数及影响因素,并通过结构1/3比例模型振动台试验进行验证。结果表明,仅在三层设置填充墙TMD时,各层柱顶幅频响应曲线呈双峰特征,加速度峰值越小,填充墙TMD的调频作用越显著;而在二、三层同时设置填充墙TMD,输入地震波加速度峰值不同时,TMD调频作用亦不同。因此,填充墙TMD频域响应与TMD布置方式及输入地震波加速度幅值有关,结构系统调频控制作用会受输入地震波加速度峰值影响。
An in-filled wall and a main structure are connected with stiffness and damping elements to form a vibration reduction system with a tuned mass damper(TMD) called an in-filled wall TMD vibration reduction system.If a main structure contains several such systems,it can be called an in-filled wall multi-TMD(MTMD) vibration reduction structure.In order to study the dynamic response law of this structure under earthquake,choosing resonably mechanical parameters of each TMD and each connected element,the main structure was simplified as a series MDOF model,its transfer function in frequency domain and influence factors for its steady response under non-coupling contnols were analyted and testified with a shake-table test of a model of 1 /3 scale.It was shown that when an in-filled wall TMD is set on the third floor of the main structure,the amplitude-frequency response curves of the column top of each floor appear features of double-peak and the peaks of accelerations are lower,the frequency tunning function of TMD is more remarkable;while in-filled wall TMDs are set on the top two floors,the frequency tunning function of TMD varies under different peaks of seismic acceleration;therefore,the frequency domain response of an in-filled wall MTMD structure is related to the placement of TMDs and the amplitude of input seismic wave;the control action of the frequency tunning function of the structure is affected by the amplitude of earthquake wave acceleration.
An in-filled wall and a main structure are connected with stiffness and damping elements to form a vibration reduction system with a tuned mass damper(TMD) called an in-filled wall TMD vibration reduction system.If a main structure contains several such systems,it can be called an in-filled wall multi-TMD(MTMD) vibration reduction structure.In order to study the dynamic response law of this structure under earthquake,choosing resonably mechanical parameters of each TMD and each connected element,the main structure was simplified as a series MDOF model,its transfer function in frequency domain and influence factors for its steady response under non-coupling contnols were analyted and testified with a shake-table test of a model of 1 /3 scale.It was shown that when an in-filled wall TMD is set on the third floor of the main structure,the amplitude-frequency response curves of the column top of each floor appear features of double-peak and the peaks of accelerations are lower,the frequency tunning function of TMD is more remarkable;while in-filled wall TMDs are set on the top two floors,the frequency tunning function of TMD varies under different peaks of seismic acceleration;therefore,the frequency domain response of an in-filled wall MTMD structure is related to the placement of TMDs and the amplitude of input seismic wave;the control action of the frequency tunning function of the structure is affected by the amplitude of earthquake wave acceleration.
引文
[1]卢俊龙.围护墙TMD减震结构协同工作及减震性能研究[R].西安:长安大学,2011.
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[3]涂文戈,邹银生.MTMD对建筑结构多模态控制的减震分析[J].地震工程与工程振动,2003,23(5):174-179.TU Wen-ge,ZOU Yin-sheng.Study on multistory structures with multi-mode control of MTMD[J].Earthquake Engineering and Engineering Vibration,2003,23(5):174-179.
[4]涂文戈,邹银生.MTMD减震结构体系的频域分析[J].工程力学,2003,20(3):78-88.TU Wen-ge,ZOU Yin-sheng.Analysis of multistory structures with MTMD in frequency domain[J].Engineering Mechanics,2003,20(3):78-88.
[5]刘保东,朱晞.MTMD系统抗震控制研究[J].工程力学,2003,20(1):127-130.LIU Bao-dong,ZHU Xi.Seismic control of structure with multiple tuned mass damper system[J].Engineering Mechanics,2003,20(1):127-130.
[6]Park J,Reed D.Analysis of uniformly and linearly distributed mass dampers under harmonic and earthquake excitation[J].Journal of Engineering Structures,2001,23(7):802-814.
[7]Li C X.Optimum multiple tuned mass dampers for structures under the ground acceleration based on DDMF and ADMF[J].Earthquake Engineering and Structural Dynamics,2002,31:897-919.
[8]李黎,黄尚斌,张卉,等.结构振动控制中MTMD的基本特性研究[J].工程力学,2000,17(2):90-96.LI Li,HUANG Shang-bin,ZHANG Hui,et al.Fundamental characteristics study of multiple tuned mass damper(MTMD)in control of structure vibration[J].Engineering Mechanics,2000,17(2):90-96.
[9]李春祥,杜冬.基于结构加速度响应控制时不同激励下MTMD性能的比较研究[J].振动与冲击,2003,22(4):91-99.LI Chun-xiang,DU Dong.Comparative study on performance of acceleration response control based MTMD for structures under various excitations[J].Journal of Vibration and Shock,2003,22(4):91-99.
[10]李春祥,黄金枝.高层钢结构MTMD地震反应控制优化设计[J].振动与冲击,2000,19(1):37-39.LI Chun-xiang,HUANG Jin-zhi.Tge optimum design of MTMD control for earthquake-excited steel tall building[J].Journal of Vibration and Shock,2000,19(1):37-39.
[2]蔡国平,孙峰,黄金枝,等.MTMD控制结构地震反应的特性研究[J].工程力学,2000,17(3):55-59.CAI Guo-ping,SUN Feng,HUANG Jin-zhi,et al.Characteristic analysis of MTMD for seismically excited structures[J].Engineering Mechanics,2000,17(2):55-59.
[3]涂文戈,邹银生.MTMD对建筑结构多模态控制的减震分析[J].地震工程与工程振动,2003,23(5):174-179.TU Wen-ge,ZOU Yin-sheng.Study on multistory structures with multi-mode control of MTMD[J].Earthquake Engineering and Engineering Vibration,2003,23(5):174-179.
[4]涂文戈,邹银生.MTMD减震结构体系的频域分析[J].工程力学,2003,20(3):78-88.TU Wen-ge,ZOU Yin-sheng.Analysis of multistory structures with MTMD in frequency domain[J].Engineering Mechanics,2003,20(3):78-88.
[5]刘保东,朱晞.MTMD系统抗震控制研究[J].工程力学,2003,20(1):127-130.LIU Bao-dong,ZHU Xi.Seismic control of structure with multiple tuned mass damper system[J].Engineering Mechanics,2003,20(1):127-130.
[6]Park J,Reed D.Analysis of uniformly and linearly distributed mass dampers under harmonic and earthquake excitation[J].Journal of Engineering Structures,2001,23(7):802-814.
[7]Li C X.Optimum multiple tuned mass dampers for structures under the ground acceleration based on DDMF and ADMF[J].Earthquake Engineering and Structural Dynamics,2002,31:897-919.
[8]李黎,黄尚斌,张卉,等.结构振动控制中MTMD的基本特性研究[J].工程力学,2000,17(2):90-96.LI Li,HUANG Shang-bin,ZHANG Hui,et al.Fundamental characteristics study of multiple tuned mass damper(MTMD)in control of structure vibration[J].Engineering Mechanics,2000,17(2):90-96.
[9]李春祥,杜冬.基于结构加速度响应控制时不同激励下MTMD性能的比较研究[J].振动与冲击,2003,22(4):91-99.LI Chun-xiang,DU Dong.Comparative study on performance of acceleration response control based MTMD for structures under various excitations[J].Journal of Vibration and Shock,2003,22(4):91-99.
[10]李春祥,黄金枝.高层钢结构MTMD地震反应控制优化设计[J].振动与冲击,2000,19(1):37-39.LI Chun-xiang,HUANG Jin-zhi.Tge optimum design of MTMD control for earthquake-excited steel tall building[J].Journal of Vibration and Shock,2000,19(1):37-39.
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