土木工程结构振动控制的最佳多重调谐质量阻尼器模型
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摘要
刚度和阻尼系数保持常量但质量不同的频率线性分布的FD MTMD能够提供更好的有效性和鲁棒性且最易制作。但是,FD MTMD存在近零最优平均阻尼比。鉴此,本文提出了刚度和阻尼系数保持常量但质量线性分布的MD MTMD新模型策略。数值结果表明,MD MTMD不存在近零最优平均阻尼比,MD MTMD和FD MTMD能够近似地达到相同的鲁棒性和有效性。而且,总的来说,MD MTMD的冲程小于FD MTMD的冲程。因此,MD MTMD是土木工程结构振动控制的最佳MTMD模型策略。
FD-MTMD,with the identical stiffness and damping coefficient but unequal mass and with linearly distributed frequencies,may render higher effectiveness and robustness as well as better constructability.However,FD-MTMD is found to have the near-zero optimum average damping ratio.In view of this,an MD-MTMD modeling strategy is developed through keeping the stiffness and damping constant but remaining the masses linearly distributed.Numerical results indicate that any further increase in the total number of the MD-MTMD will not result in the near-zero optimum average damping ratio,irrespective of the total mass ratio.The MD-MTMD and the FD-MTMD can approximately reach the same robustness and effectiveness.Likewise,in general terms,the stroke of the MD-MTMD is less than that of the FD-MTMD.Therefore,the MD-MTMD is preferable MTMD modeling strategy for vibration control of civil engineering structures.
FD-MTMD,with the identical stiffness and damping coefficient but unequal mass and with linearly distributed frequencies,may render higher effectiveness and robustness as well as better constructability.However,FD-MTMD is found to have the near-zero optimum average damping ratio.In view of this,an MD-MTMD modeling strategy is developed through keeping the stiffness and damping constant but remaining the masses linearly distributed.Numerical results indicate that any further increase in the total number of the MD-MTMD will not result in the near-zero optimum average damping ratio,irrespective of the total mass ratio.The MD-MTMD and the FD-MTMD can approximately reach the same robustness and effectiveness.Likewise,in general terms,the stroke of the MD-MTMD is less than that of the FD-MTMD.Therefore,the MD-MTMD is preferable MTMD modeling strategy for vibration control of civil engineering structures.
引文
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[13] 李春祥.MTMD最优动力特性的进一步发展[J].上海交通大学学报,2002,36(11).101
[2] 瞿伟廉.高层建筑和高耸结构的风振控制设计[M].武汉:武汉测绘科技大学出版社,1991.
[3] 何玉敖,李忠献.电视塔结构地震反应的最优控制[J].建筑结构学报,1990,11(1):2 11.
[4] 王肇民.电视塔结构TMD风振控制研究与设计[J].建筑结构学报,1994,15(5):2 13.
[5] 胡继军,黄金枝,李春祥,董石麟.网壳 TMD风振控制分析[J].建筑结构学报,2001,22(3):31 35.
[6] XuK,IgusaT.Dynamiccharacteristicsofmultiplesubstructureswithcloselyspacedfrequencies[J].EarthquakeEngineeringandStructuralDynamics,1992,21:1059 1070
[7] YamaguchiH,HarnpornchaiN.Fundamentalcharacteristicsofmultipletunedmassdampersforsuppressingharmonicallyforcedoscillation[J].EarthquakeEngineeringandStructuralDynamics,1993,22:51 62
[8] KareemA,KlineS.Performanceofmultiplemassdampersunderrandomloading[J].JournalofStructuralEngineering,ASCE1995,121(2):348 361
[9] JangidRS.Dynamiccharacteristicsofstructureswithmultipletunedmassdampers[J].StructuralEngineeringandMechanics,1995,3:497 509
[10] LiChunxiang.Performanceofmultipletunedmassdampersforattenuatingundesirableoscillationsofstructuresunderthegroundacceleration[J].EarthquakeEngineeringandStructuralDynamics,2000,29:1405 1421
[11] LiChunxiang.OptimummultipletunedmassdampersforstructuresunderthegroundaccelerationbasedonDDMFandADMF[J].EarthquakeEngineeringandStructuralDynamics,2002,31:897 919
[12] LiChunxiang,LiuYanxia.Furthercharacteristicsformultipletunedmassdampers[J].JournalofStructuralEngineering,ASCE2002,128(10):1362 1365
[13] 李春祥.MTMD最优动力特性的进一步发展[J].上海交通大学学报,2002,36(11).101
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