横桥向地面运动作用下独塔部分斜拉桥易损性分析
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摘要
桥梁作为交通生命线系统中的重要工程,屡次在中等强度地震的作用下,遭受严重破坏甚至整体损毁,因此桥梁结构地震易损性研究在世界各国得到重视和发展。部分斜拉桥作为一种新桥型,由于兼有经济性和美学特性,近十年来在国内外发展迅速,但这种新桥型尚未经受地震的考验,在可能的地震灾害下,部分斜拉桥的地震破坏损伤概率还不明确,有必要开展有关的易损性研究。本文在桥梁地震易损性研究的基础上,分析在横桥向地面运动作用下独塔部分斜拉桥的易损性,定义五级损伤极限状态,建立桥墩、桥塔、限位器和全桥的易损性曲线,研究结果表明在横桥向地面运动作用下,独塔部分斜拉桥全桥易损性主要受到限位器和中墩的控制。
Being an important engineering in transport lifeline system,bridges were severely damaged,even ruined, in many earthquakes with moderate intensity.In this context,the study of the structural seismic fragility of the bridges attracted more attention and developed all around the world.Partially cable-stayed bridges were developed rapidly and constructed broadly at home and abroad in the past 10 years,due to successful combination of economy and aesthetics.However,this type of bridge has not yet been tested by strong earthquakes;the structural seismic fragility of the brideges in a possible earthquake is still unknown,which has to be studied.Based on the existing study results about bridges,the seismic fragility of the partially cable-stayed bridge with single tower is analyzed under the cross-bridge ground motion.Five levels of damaged limit states are defined,and the fragility curves of piers,towers and whole bridge are established.The study results show that under cross-bridge ground motion,the seismic fragility of the partially cable-stayed bridge with single tower is mainly controlled by medium pier and buffers.
Being an important engineering in transport lifeline system,bridges were severely damaged,even ruined, in many earthquakes with moderate intensity.In this context,the study of the structural seismic fragility of the bridges attracted more attention and developed all around the world.Partially cable-stayed bridges were developed rapidly and constructed broadly at home and abroad in the past 10 years,due to successful combination of economy and aesthetics.However,this type of bridge has not yet been tested by strong earthquakes;the structural seismic fragility of the brideges in a possible earthquake is still unknown,which has to be studied.Based on the existing study results about bridges,the seismic fragility of the partially cable-stayed bridge with single tower is analyzed under the cross-bridge ground motion.Five levels of damaged limit states are defined,and the fragility curves of piers,towers and whole bridge are established.The study results show that under cross-bridge ground motion,the seismic fragility of the partially cable-stayed bridge with single tower is mainly controlled by medium pier and buffers.
引文
[1]张菊辉,胡世德.桥梁地震易损性的研究现状[J].结构工程师,2005,9(5):76-80.
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[7]谢旭.桥梁结构地震响应分析与抗震设计[M].北京:人民交通出版社,2006.
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[9]李捷,杨智.桥梁动力分析中桩基础的模拟[J].青海交通科技,2006,2:18-20.
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[11]叶爱君,胡世德,范立础.桥梁支座抗震性能的模拟分析[J].同济大学学报,2001,29(1):6-9.
[12]江近仁,洪峰.功率谱与反应谱的转换和人工地震波[J].地震工程与工程振动,1984,4(3):1-11.
[13]中华人民共和国交通部.JTJ004-89公路工程抗震设计规范[S].北京:人民交通出版社,1989.
[14]HAZUS99.Earthquake loss estimation methodology[R].Technical Manua,National Institute of Building for the Federal Emergency Management Agency,Washington(DC),1999.
[15]Mackie K,Bozidar.Fragility curves for reinforced concrete highway overpass bridge[C]∥13th World Conference on Earthquake Engineering,Canada,2004:1553.
[16]Dimitrios Vamvatsikos C,Allin Cornell.Incremental dynamic analysis[J].Earthquake Engineering and Structural Dynamics,2002,31:491-514.
[17]Shinozuka M,Feng M Q,Kim H,et al.Statistical analysis of fragility curve[R].Technical report.Buffalo(NY):MCEER,State Univ.of New York,2000.
[18]张菊辉.基于数值模拟的规则梁桥墩柱的地震易损性分析[D].上海:同济大学,2006.
[2]Choi E S,DesRoches R,Nielson B.Seismic fragility of typical bridges in moderate seismic zones[J].Engineering Structures,2004(2):187-199.
[3]刘世忠,欧阳永金.独塔单索面部分斜拉桥力学性能及建设实践[M].北京:中国铁道出版社,2006.
[4]Priestley M J N,Seible F,Calvi G M.Seismic design and retrofit of bridge[M].John Wiley and Sons,inc,New York,1997.
[5]范立础,王君杰.桥梁抗震设计规范的现状与发展趋势[J].地震工程与工程振动,2001,21(2):70-77.
[6]王宇.变墩高公路桥梁的地震易损性分析[D].上海:同济大学,2007.
[7]谢旭.桥梁结构地震响应分析与抗震设计[M].北京:人民交通出版社,2006.
[8]倪永军.桥梁结构抗震设计的设计地震与基于位移的抗震方法设计[D].北京:北方交通大学,2001.
[9]李捷,杨智.桥梁动力分析中桩基础的模拟[J].青海交通科技,2006,2:18-20.
[10]范立础,聂利英,李建中.地震作用下板式橡胶支座滑动的动力性能分析[J].中国公路学报,2003,16(4):30-35.
[11]叶爱君,胡世德,范立础.桥梁支座抗震性能的模拟分析[J].同济大学学报,2001,29(1):6-9.
[12]江近仁,洪峰.功率谱与反应谱的转换和人工地震波[J].地震工程与工程振动,1984,4(3):1-11.
[13]中华人民共和国交通部.JTJ004-89公路工程抗震设计规范[S].北京:人民交通出版社,1989.
[14]HAZUS99.Earthquake loss estimation methodology[R].Technical Manua,National Institute of Building for the Federal Emergency Management Agency,Washington(DC),1999.
[15]Mackie K,Bozidar.Fragility curves for reinforced concrete highway overpass bridge[C]∥13th World Conference on Earthquake Engineering,Canada,2004:1553.
[16]Dimitrios Vamvatsikos C,Allin Cornell.Incremental dynamic analysis[J].Earthquake Engineering and Structural Dynamics,2002,31:491-514.
[17]Shinozuka M,Feng M Q,Kim H,et al.Statistical analysis of fragility curve[R].Technical report.Buffalo(NY):MCEER,State Univ.of New York,2000.
[18]张菊辉.基于数值模拟的规则梁桥墩柱的地震易损性分析[D].上海:同济大学,2006.
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