大跨度拱桥模态降阶控制中的控制模态选择
|
摘要
在模态分析的基础上对大跨度拱桥进行模型降阶,以用于拱桥的减震控制设计。对大跨度拱桥模型降阶控制中控制模态的选择方法进行改进,提出按最大模态位移方法确定控制模态。该方法考虑外部激励的影响,克服了振型贡献率只考虑结构动力特性选取控制模态的缺点。以西藏尼木大桥作为算例,通过频域分析和时域分析来验证降阶模型的有效性。数值分析结果表明,对于要考虑多点地震激励的大跨度拱桥结构,采用最大模态位移的方法选择的控制模态更合理,从而得到的降阶系统也更符合原模型的性能。
For seismic control of arch bridges,a model reduction of long-span arch bridge was implemented based on modal analysis.As for the critical mode selection,an approach based on the maximum modal displacement was presented.This approach takes into consideration the effect of external seismic excitation and is more reasonable than that only considering dynamic bridge characteristics based on a modal contribution ratio.The time domain and frequency domain analysis methods were used to verify the simplified model of the Nimu arch bridge in Tibet as an example.The numerical results show that the method of maximal modal displacement better analyzes long-span arch bridges when multi-support seismic excitation must be considered.The reduced-order system also is more in line with the performance of the original model.
For seismic control of arch bridges,a model reduction of long-span arch bridge was implemented based on modal analysis.As for the critical mode selection,an approach based on the maximum modal displacement was presented.This approach takes into consideration the effect of external seismic excitation and is more reasonable than that only considering dynamic bridge characteristics based on a modal contribution ratio.The time domain and frequency domain analysis methods were used to verify the simplified model of the Nimu arch bridge in Tibet as an example.The numerical results show that the method of maximal modal displacement better analyzes long-span arch bridges when multi-support seismic excitation must be considered.The reduced-order system also is more in line with the performance of the original model.
引文
[1]GUYAN R J.Reduction of stiffness and mass matrices[J].AIAA Journal,1965,3(2):380.
[2]王勖成.有限单元法[M].北京:清华大学出版社,2003.
[3]PAZ M.Modified dynamic condensation[J].Journal ofStructural Engineering,1989,115(1):234.
[4]MOORE B C.Principal component analysis in linearsystems:Controllability,observability and model reduction[J].IEEE Trans Automat Contr,1981,26:17-32.
[5]TURAN G.Active control of a cable-stayed bridge againstearthquake excitations[D].Iuinois:Department of CivilEngineering,University of Illinois,2001.
[6]PARK K S,JUNG H J,LEE I W.Hybrid controlstrategy for seismic protection of a benchmark cable-stayed bridge[J].Engineering Structures,2003,25:405-417.
[7]CHO S W,KIM B W,JUNG H J et al.Implementationof modal control for seismically excited structures usingmagnetorheological dampers[J].Journal of EngineeringMechanics,2005,131(2):56-61.
[8]ARTHUR BERT DAVY.An efficient reduced ordermodel for control of traffic-induced stresses in anadaptive steel girder bridge[D].Morgan:Morgan StateUniversity,2004.
[9]王克海,朱唏.斜拉桥结构基于模态分析的减震控制[J].工程力学,2002,19(1):115-120.WANG KE-HAI,ZHU XI.Control of seismic responsefor cable-stayed span bridge based on modal analysis[J].Engineering Mechanics,2002,19(1):115-120.
[10]李小珍,蔡婧,强士中.南京长江二桥南汊桥地震反应的主动控制及AMD系统参数设计[J].工程力学,2003,20(4):78-85.LI XIAO-ZHEN,CAI JING,QIANG SHI-ZHONG.Active control of seismic response and design of AMDsystem parameters for the Secong Nanjing Yangtze-riverbridge[J].Engineering Mechanics,2003,20(4):78-85.
[11]WU J C,YANG J N,SCHMITENDORF W E.Reduced-orderH∞and LQR control for wind-excitedtall buildings[J].Engineering Structure,1998,20(3):222-236.
[12]陈仁福.大跨度悬索桥理论[M].成都:西南交通大学出版社,1994.
[13]李杰,李国强.地震工程导论[M].北京:地震工程出版社,1992.
[2]王勖成.有限单元法[M].北京:清华大学出版社,2003.
[3]PAZ M.Modified dynamic condensation[J].Journal ofStructural Engineering,1989,115(1):234.
[4]MOORE B C.Principal component analysis in linearsystems:Controllability,observability and model reduction[J].IEEE Trans Automat Contr,1981,26:17-32.
[5]TURAN G.Active control of a cable-stayed bridge againstearthquake excitations[D].Iuinois:Department of CivilEngineering,University of Illinois,2001.
[6]PARK K S,JUNG H J,LEE I W.Hybrid controlstrategy for seismic protection of a benchmark cable-stayed bridge[J].Engineering Structures,2003,25:405-417.
[7]CHO S W,KIM B W,JUNG H J et al.Implementationof modal control for seismically excited structures usingmagnetorheological dampers[J].Journal of EngineeringMechanics,2005,131(2):56-61.
[8]ARTHUR BERT DAVY.An efficient reduced ordermodel for control of traffic-induced stresses in anadaptive steel girder bridge[D].Morgan:Morgan StateUniversity,2004.
[9]王克海,朱唏.斜拉桥结构基于模态分析的减震控制[J].工程力学,2002,19(1):115-120.WANG KE-HAI,ZHU XI.Control of seismic responsefor cable-stayed span bridge based on modal analysis[J].Engineering Mechanics,2002,19(1):115-120.
[10]李小珍,蔡婧,强士中.南京长江二桥南汊桥地震反应的主动控制及AMD系统参数设计[J].工程力学,2003,20(4):78-85.LI XIAO-ZHEN,CAI JING,QIANG SHI-ZHONG.Active control of seismic response and design of AMDsystem parameters for the Secong Nanjing Yangtze-riverbridge[J].Engineering Mechanics,2003,20(4):78-85.
[11]WU J C,YANG J N,SCHMITENDORF W E.Reduced-orderH∞and LQR control for wind-excitedtall buildings[J].Engineering Structure,1998,20(3):222-236.
[12]陈仁福.大跨度悬索桥理论[M].成都:西南交通大学出版社,1994.
[13]李杰,李国强.地震工程导论[M].北京:地震工程出版社,1992.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心