等截面多跨连续梁桥LRB减隔震效果分析
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摘要
论文以湖南省通平高速公路张家坡5×30 m等截面多跨连续梁桥为工程背景,采用双向耦合铅芯橡胶支座(LRB)模型,以MIDAS有限元软件中带有刚度和阻尼的非线性弹簧模拟,建立了其右幅桥铅芯橡胶支座(LRB)减隔震与左幅桥未减隔震模型,进行了在E2地震作用下的桥梁动力响应时程分析,通过对左右两幅桥在地震作用下时程响应结果的对比,对等截面多跨连续梁桥LRB减隔震效果进行了分析,并得到了一些重要结论,为高速公路等截面多跨连续梁桥的LRB减隔振设计工作提供参考。
In this study,on the background of Zhangjiapo bridge,a 5×30 m equal section multi-span continuous beam bridge of Tongping highway in Hunan province,by use of two-way-coupling model of lead rubber bearing(LRB) simulated by the nonlinear spring element both with rigidity and damp in MIDAS finite element software,two analysis models of the right panel bridge with LRB and the left panel bridge without LRB are founded respectively.Utilizing nonlinear dynamic time course analysis,based on the comparative study of the seismic responses corresponding to the right panel bridge and the left panel bridge obtained under E2 earthquake,the seismic isolation effect of equal section multi-span continuous beam bridge with LRB was explored.Some important conclusions were drawn and the present work could provide some reference for similar seismic isolation design of highway equal section multi-span continuous bridge.
In this study,on the background of Zhangjiapo bridge,a 5×30 m equal section multi-span continuous beam bridge of Tongping highway in Hunan province,by use of two-way-coupling model of lead rubber bearing(LRB) simulated by the nonlinear spring element both with rigidity and damp in MIDAS finite element software,two analysis models of the right panel bridge with LRB and the left panel bridge without LRB are founded respectively.Utilizing nonlinear dynamic time course analysis,based on the comparative study of the seismic responses corresponding to the right panel bridge and the left panel bridge obtained under E2 earthquake,the seismic isolation effect of equal section multi-span continuous beam bridge with LRB was explored.Some important conclusions were drawn and the present work could provide some reference for similar seismic isolation design of highway equal section multi-span continuous bridge.
引文
[1]Buckle G,Mayes R L.Seismic isolation history applicationandperformance-A world view[J].Earthquake Spectra,1990,6(2):178-186.
[2]Tan R Y,Huang M C.System identification of a bridge withlead-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.
[4]刘阳,刘文光,何文福,等.强震作用下LRB规则连续梁桥简化设计方法研究[J].公路工程,2010,35(4):89-93.
[5]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.
[6]马涌泉,陈水生.基于屈服强度与支座分布影响的LRB隔振效果研究[J].西安理工大学学报,2011,27(3):373-378.
[7]杜修力,韩强,刘文光.考虑双向耦合非线性的LRB隔震桥梁地震反应分析[J].工程力学,2008,25(3):73-79.
[8]Wen Y K.Method for random vibration of hysteretic system[J].Journal of the Engineering Mechanics Division,ASCE,1976,102(2):249-263.
[9]E.C.汉勃利著,郭文辉译.桥梁上部构造性能[M].北京:人民交通出版社,1982.
[10]戴公连,李德建.桥梁结构空间分析设计方法与应用[M].北京:人民交通出版社,2001.
[11]JTG/T B02-01-2008,公路桥梁抗震设计细则[S].
[12]日本免震构造协会编,叶列平译.图解隔震结构入门[M].北京:科学出版社,1998.
[13]董海斌.岳阳洞庭湖二桥引桥地震反应分析[J].公路工程,2011,36(2):76-79.
[2]Tan R Y,Huang M C.System identification of a bridge withlead-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.
[4]刘阳,刘文光,何文福,等.强震作用下LRB规则连续梁桥简化设计方法研究[J].公路工程,2010,35(4):89-93.
[5]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.
[6]马涌泉,陈水生.基于屈服强度与支座分布影响的LRB隔振效果研究[J].西安理工大学学报,2011,27(3):373-378.
[7]杜修力,韩强,刘文光.考虑双向耦合非线性的LRB隔震桥梁地震反应分析[J].工程力学,2008,25(3):73-79.
[8]Wen Y K.Method for random vibration of hysteretic system[J].Journal of the Engineering Mechanics Division,ASCE,1976,102(2):249-263.
[9]E.C.汉勃利著,郭文辉译.桥梁上部构造性能[M].北京:人民交通出版社,1982.
[10]戴公连,李德建.桥梁结构空间分析设计方法与应用[M].北京:人民交通出版社,2001.
[11]JTG/T B02-01-2008,公路桥梁抗震设计细则[S].
[12]日本免震构造协会编,叶列平译.图解隔震结构入门[M].北京:科学出版社,1998.
[13]董海斌.岳阳洞庭湖二桥引桥地震反应分析[J].公路工程,2011,36(2):76-79.
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