M TMD控制铁路轻型墩横向振动研究
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摘要
针对铁路提速后大部分轻型墩桥梁横向车桥耦合振动幅值超限问题,提出采用MTMD(Mu ltip le TunedM ass Damper)对其进行被动控制。首先将被控结构简化为单自由度体系,建立了结构-MTMD系统力学模型和运动微分方程,全面系统地分析了MTMD各设计参数对动力放大系数的影响规律。经分析可知,MTMD的频带宽度、阻尼比、质量比、中心频率比和TMD的个数对结构振动控制有重要影响,应对其进行优化。在此基础上,以一轻型墩特大桥为例设计MTMD,并对采用MTMD控制铁路轻型墩横向车桥耦合振动的效果进行了分析。
When the travelling speed of railway trains is raised up,the transverse vibration amplitud of majority of light pier bridges will exceed the allowance value.For the sake of controlling the transverse vibration of light pier bridges,the measure with MTMD(Multipe Tuned Mass Damper) is proposed.Taking the structure as a single-degree of freedom system,the calculating model of structure-MTMD system is developed and the motion differential equation is derived.The influence of MTMD parameters on dynamic magnification factor are fully analyzed.The results show that the width of(frequency) band,the damping ratio,the mass ratio,the center frequency ratio and the total number of TMD have very(important) effect on structural vibration control.Therefore,it is necessary to optimize these parameters.Then based on the conclusion,MTMD for a light pier bridge is designed and the control effect of MTMD on the transverse vchide-bridge coupled(vibration) is analyzed.
When the travelling speed of railway trains is raised up,the transverse vibration amplitud of majority of light pier bridges will exceed the allowance value.For the sake of controlling the transverse vibration of light pier bridges,the measure with MTMD(Multipe Tuned Mass Damper) is proposed.Taking the structure as a single-degree of freedom system,the calculating model of structure-MTMD system is developed and the motion differential equation is derived.The influence of MTMD parameters on dynamic magnification factor are fully analyzed.The results show that the width of(frequency) band,the damping ratio,the mass ratio,the center frequency ratio and the total number of TMD have very(important) effect on structural vibration control.Therefore,it is necessary to optimize these parameters.Then based on the conclusion,MTMD for a light pier bridge is designed and the control effect of MTMD on the transverse vchide-bridge coupled(vibration) is analyzed.
引文
1 lguse T,Xu K.V ibration reduction characteristics of d istributedtuned m ass dampers[C].Proc.4 th int.conf.struct.Dyn:recent advances,1991,596—605
2 Yam aquch i,H irok i,harnpornchai.Fundam ental characteristics ofmu ltip le tuned m ass dampers for suppressing harmon ically forcedosc illations[J].Earthquake Eng Struct Dyn.1993,51—62
3李春祥,杜冬.MTMD对结构刚度和质量参数摄动的鲁棒性.振动与冲击,2004,23(1):38—40
4李春祥,熊学玉.结构MTMD地震反应控制最优参数研究[J].振动与冲击,1999,18(1):63—66
5苏木标,李建中,梁志广.MTMD抑止铁路上承式钢板梁桥横向振动的试验研究[J].振动与冲击,2000,19(1):19—23
6曾庆元,郭向荣.列车桥梁时变系统振动分析理论与应用[M].北京:中国铁道出版社,1999
7李春祥,周岱.基于位移响应控制时不同激励下MTMD性能的比较研究。振动与冲击,2004,23(2):52—54
8韩兵康.MTMD控制非对称结构扭转振动的最优位置。振动与冲击,2005,24(3):27—31
2 Yam aquch i,H irok i,harnpornchai.Fundam ental characteristics ofmu ltip le tuned m ass dampers for suppressing harmon ically forcedosc illations[J].Earthquake Eng Struct Dyn.1993,51—62
3李春祥,杜冬.MTMD对结构刚度和质量参数摄动的鲁棒性.振动与冲击,2004,23(1):38—40
4李春祥,熊学玉.结构MTMD地震反应控制最优参数研究[J].振动与冲击,1999,18(1):63—66
5苏木标,李建中,梁志广.MTMD抑止铁路上承式钢板梁桥横向振动的试验研究[J].振动与冲击,2000,19(1):19—23
6曾庆元,郭向荣.列车桥梁时变系统振动分析理论与应用[M].北京:中国铁道出版社,1999
7李春祥,周岱.基于位移响应控制时不同激励下MTMD性能的比较研究。振动与冲击,2004,23(2):52—54
8韩兵康.MTMD控制非对称结构扭转振动的最优位置。振动与冲击,2005,24(3):27—31
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