河南艺术中心标志塔TMD地震控制
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摘要
以安装风振控制TMD的某标志塔为原型,研究了TMD系统地震响应控制效果.根据塔的自振特性考虑无TMD、1TMD、2TMD和3TMD四种TMD安装方案.首先从塔的SAP2000三维模型中抽取X方向的二维串联模型并按此分析和计算了安装不同方案TMD前后标志塔各模态传递函数,研究不同TMD方案对结构各阶模态响应的影响;另外文中选用31条地震加速度记录进行数值模拟,研究不同TMD方案的地震控制效果.计算结果表明,低阶模态TMD对高阶模态的振动没有控制效果,采用一个TMD进行风振控制的结构,在遭遇高频含量丰富的地震加速度时程时,需要增加控制高阶模态的TMD,以提高其对地震响应的控制效果.
Taking a steel symbolic tower with wind control TMD as prototype,this paper studied the seismic control effectiveness of TMD systems.Considering that earthquake may stimulate more structural modes than one,four TMD schemes,namely,without TMD,one TMD,two TMD and three TMD,were selected respectively.Firstly,according to SAP2000 3D model,a 2D serial concentrated mass model was established. Then,the modal transfer functions of structure with different TMD schemes were analyzed and calculated to study the influence of different TMD scheme on different mode response indirectly.Secondly,31 earthquake waves were chosen to study the seismic control effectiveness of different TMD schemes directly and comprehensively.Simulation results demonstrate that under earthquake waves with high frequency components,the high frequency modes of structures will be motivated and in this case,TMD for high frequency is needed to improve the overall control effectiveness of TMD system.
Taking a steel symbolic tower with wind control TMD as prototype,this paper studied the seismic control effectiveness of TMD systems.Considering that earthquake may stimulate more structural modes than one,four TMD schemes,namely,without TMD,one TMD,two TMD and three TMD,were selected respectively.Firstly,according to SAP2000 3D model,a 2D serial concentrated mass model was established. Then,the modal transfer functions of structure with different TMD schemes were analyzed and calculated to study the influence of different TMD scheme on different mode response indirectly.Secondly,31 earthquake waves were chosen to study the seismic control effectiveness of different TMD schemes directly and comprehensively.Simulation results demonstrate that under earthquake waves with high frequency components,the high frequency modes of structures will be motivated and in this case,TMD for high frequency is needed to improve the overall control effectiveness of TMD system.
引文
[1]CHOWDHURY A H,IWUCHUKWU M D,GARSKE J J.The past and future of seismic effectiveness of tuned mass dampers[C]//Proceedings of the second Int.Symposium Structural Control.Dordrecht,Netherlands:Martinus Nijhoff Publishers,1987:105-127.
[2]CLARK A J.Multiple passive tuned mass dampers for reducing earthquake induced building motion[C]//Proceedings of 9th World Conference on Earthquake Engineering.Tokyo-Kvoto,Japan:[s.n.],1988:779-784.
[3]CHEN G.Multi-stage tuned mass damper[C]//Proceedings of 11th World Conference on Earthquake Engineering. Acapulco,Mexico:[s.n.],1996:Paper No.1326.
[4]JINGNING W,GENDA C.Optimization of multiple tuned mass dampers for seismic response reduction[C]//Proceedings of the American Control Conference.Chicago,Illinois:[s.n.],2000:519-523.
[5]GENDA C,JINGNING W.Optimal placement of multiple tune mass dampers for seismic structures[J].Journal of Structural Engineering,2001,127(9):1054-1062.
[6]李春祥,杜冬.MTMD对结构刚度和质量参数摄动的鲁棒性[J].振动与冲击,2004,23(1):38-41. LI Chun-xiang,DU Dong.Robustness of MTMD to perturbation in structural stiffness and mass[J].Journal of Vibration and Shock,2004,23(1):38-41.(in Chinese)
[7]李春祥.土木工程结构不同多重调谐质量阻尼器的控制策略[J].地震工程与工程振动,2005,25(5):169-176. LI Chun-xiang.Different multiple tuned mass damper strategies for civil engineering structures[J].Earthquake Engineering and Engineering Vibration,2005,25(5):169-176.(in Chinese)
[8]鄢圣超.悬吊式TMD控制高耸结构风振响应研究[D].北京:北京工业大学,2006. YAN Sheng-chao.Study on the wind vibration control of the high rising structure by means of pendulum TMD[D].Beijing: Beijing University of Technology,2006.(in Chinese)
[9]纪金豹,何浩祥,鄢圣超,等.悬吊式调频质量阻尼器减振控制装置:中国,2006 2 0007284.8[P].2007-03-14.
[2]CLARK A J.Multiple passive tuned mass dampers for reducing earthquake induced building motion[C]//Proceedings of 9th World Conference on Earthquake Engineering.Tokyo-Kvoto,Japan:[s.n.],1988:779-784.
[3]CHEN G.Multi-stage tuned mass damper[C]//Proceedings of 11th World Conference on Earthquake Engineering. Acapulco,Mexico:[s.n.],1996:Paper No.1326.
[4]JINGNING W,GENDA C.Optimization of multiple tuned mass dampers for seismic response reduction[C]//Proceedings of the American Control Conference.Chicago,Illinois:[s.n.],2000:519-523.
[5]GENDA C,JINGNING W.Optimal placement of multiple tune mass dampers for seismic structures[J].Journal of Structural Engineering,2001,127(9):1054-1062.
[6]李春祥,杜冬.MTMD对结构刚度和质量参数摄动的鲁棒性[J].振动与冲击,2004,23(1):38-41. LI Chun-xiang,DU Dong.Robustness of MTMD to perturbation in structural stiffness and mass[J].Journal of Vibration and Shock,2004,23(1):38-41.(in Chinese)
[7]李春祥.土木工程结构不同多重调谐质量阻尼器的控制策略[J].地震工程与工程振动,2005,25(5):169-176. LI Chun-xiang.Different multiple tuned mass damper strategies for civil engineering structures[J].Earthquake Engineering and Engineering Vibration,2005,25(5):169-176.(in Chinese)
[8]鄢圣超.悬吊式TMD控制高耸结构风振响应研究[D].北京:北京工业大学,2006. YAN Sheng-chao.Study on the wind vibration control of the high rising structure by means of pendulum TMD[D].Beijing: Beijing University of Technology,2006.(in Chinese)
[9]纪金豹,何浩祥,鄢圣超,等.悬吊式调频质量阻尼器减振控制装置:中国,2006 2 0007284.8[P].2007-03-14.
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