基于屈服强度与支座分布影响的LRB隔震效果研究
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摘要
以一座典型的三跨连续梁桥为工程背景,采用Bouc-Wen恢复力模型模拟铅芯橡胶支座(LRB)的力-位移非线性滞回特性,建立了LRB隔震与非隔震连续梁桥有限元模型,编制了运用Runge-Kutta迭代法和Newmark时间积分法联合求解全桥非线性运动方程的时程分析程序。利用程序并结合算例对影响隔震效果的LRB屈服强度与墩、台处LRB的分布等因素进行了分析。分析结果表明:增大LRB的屈服强度,可以显著抑制梁体的位移,但会导致LRB在其它关键部位隔震效果的下降;在桥墩处多布置LRB,会提高桥台剪力隔震率,但会导致LRB在除桥台剪力外的其它关键部位隔震效果的下降。
With typical three-spans continuous girder bridges as the engineering background,the Bouc-Wen model is adopted to simulate the nonlinear hysteric characteristics of force-displacement relationship for LRB and FEA models for isolation and no-isolated continuous girder bridge are established.The time history analysis program is worked out using Runge-Kutta iterative method and Newmark time integration in combination to seek for solution to the nonlinear governing equation of motion of girder bridges.The program in combination with the calculation examples is used to analyze such factors as LRB yield strength and piers,abutment LRB distribution affecting the isolated seismic.The analytic results indicate that an increase in LRB yield strength can obviously control over the girder displacement but lead to a decrease in the isolated seismic effects on the LRB key parts;for this reason,more LRB arranged at the piers can raise the isolated seismic ratio of abutment shear force,but lead to a decrease in the isolated seismic effectiveness in LRB other key parts except for abutment shear force.
With typical three-spans continuous girder bridges as the engineering background,the Bouc-Wen model is adopted to simulate the nonlinear hysteric characteristics of force-displacement relationship for LRB and FEA models for isolation and no-isolated continuous girder bridge are established.The time history analysis program is worked out using Runge-Kutta iterative method and Newmark time integration in combination to seek for solution to the nonlinear governing equation of motion of girder bridges.The program in combination with the calculation examples is used to analyze such factors as LRB yield strength and piers,abutment LRB distribution affecting the isolated seismic.The analytic results indicate that an increase in LRB yield strength can obviously control over the girder displacement but lead to a decrease in the isolated seismic effects on the LRB key parts;for this reason,more LRB arranged at the piers can raise the isolated seismic ratio of abutment shear force,but lead to a decrease in the isolated seismic effectiveness in LRB other key parts except for abutment shear force.
引文
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[2]Tan R Y,Huang M C.System identification of a bridgewith lead-rubber bearings[J].Computers and Structures,2000,74(3):267-280.
[3]陈水生,万益春,野田尚昭.隔震桥梁地震响应非线性分析[J].长安大学学报:自然科学版,2006,26(1):54-58.Chen Shuisheng,Wan Yichun,Nao Akinoda.Nonlinearresponse of isolated bridge subjected to seismic excitation[J].Journal of Chang'an University(Natural Science Edi-tion),2006,26(1):54-58.
[4]张骏,阎贵平.减隔震支座对梁式桥抗震性能的影响[J].中国公路学报,2002,15(1):38-43.Zhang Jun,Yan Guiping.Effects of isolation bearing onanti-seismic performance of RC beam bridge[J].ChinaJournal of Highway and Transport,2002,15(1):38-43.
[5]王丽,阎贵平,孙立.LRB隔震桥梁减震效果分析[J].工程力学,2003,20(5):124-129.Wang Li,Yan Guiping,Sun Li.Analysis of seismic re-sponse of isolated bridges with LRB[J].Engineering Me-chanics,2003,20(5):124-129.
[6]李黎,陈元坤,杨金虎,等.桩-土-桥相互作用对隔震连续梁桥地震响应的影响[J].工程抗震与加固改造,2010,32(1):50-56.Li Li,Chen Yuankun,Yang Jinhu,et al.Influences ofsoil-pile-structure interaction on seismic response of contin-uous bridge[J].Earthquake Resistant Engineering andRetrofitting,2010,32(1):50-56.
[7]黄建文,朱晞,张静.隔震桥梁结构的简化反应分析及设计参数研究[J].北方交通大学学报,2004,28(1):17-22.Huang Jianwen,Zhu Xi,Zhang Jing.Simplified responseanalysis and research on design parameters of seismically i-solated bridges[J].Journal of Northern Jiaotong Universi-ty,2004,28(1):17-22.
[8]Hwang J S,Sheng L H.Effective stiffness and equivalentdamping of base-isolated bridges[J].Journal of StructureEngineering,1993,119(10):3094-3101.
[9]Hwang J S,Sheng L H.Equivalent elastic seismic analysisof base-isolation bridges with lead-rubber bearings[J].En-gineering Structures,1994,16(3):201-209.
[10]唐光武,李建中.JTG/T B02-01-2008公路桥梁抗震设计细则[S].北京:人民交通出版社,2008.
[11]郭全全,张文芳,吴桂英.中国国家大剧院结构地震分析[J].工程力学,2003,20(2):43-48.Guo Quanquan,Zhang Wenfang,Wu Guiying.Seismic a-nalysis of grand national theatre of China[J].Engineer-ing Mechanics,2003,20(2):43-48.
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