汶川大地震绵竹市回澜立交桥震害分析
|
摘要
2008年5月12日我国四川省汶川县发生8级大地震,造成大量人员伤亡,举国同悲。地震中以百花大桥和回澜立交桥为代表的曲线梁桥的倒塌和毁坏,引起了社会广泛的关注,这两座桥也是目前国内仅有的小半径曲线梁桥震害实例。本文以回澜立交桥匝道桥震害为例,应用SAP2000软件采用非线性时程分析方法,对该桥地震破坏过程进行了数值模拟及震害机理分析。主要工作及进展如下：
(1)阐述了曲线梁桥震害和抗震研究历史和现状。重点介绍了回澜立交桥匝道桥震害情况,主要为固接的全桥(次矮)桥墩顶部塑性铰区域呈现较明显的弯剪破坏特征。
(2)进行了回澜立交桥自振特性分析,其基本周期为0.42s,第二周期为0.3s。振动特性表现为高墩侧和矮墩侧的相互制约的整体性振动,高墩侧振幅明显大于矮墩侧。
(3)选取合适的汶川地震动记录对回澜立交桥进行了非线性时程分析,考虑了支座滑移、桥墩塑性屈服等非线性影响因素。在数值模拟基础上研究了回澜立交桥的震害机理。认为：a)地震时设有支座的最矮的1号桥墩支座发生滑移,以致刚度较大(次矮)的2号刚构桥墩承受很大的地震惯性力；b)2号桥墩发生弯曲屈服,此后随延性发展因抗剪能力不足最终发生剪切破坏,呈现典型的弯剪破坏特征,与现场震害调查一致。
May 12th,2008, an earthquake with Ms=8 occured in Sichuan province in our hometown, which made a great deal of casualties, and the whole nation is with lament. In this earthquake, the collapse and destroy of curved beam bridge, whose representation is Baihua Bridge and Huilan overpass bridge, attracts wide social attention, this two bridges are also the only damage examples of sharp curve beam bridge in earthquake in our nation. In this text, it would take earthquake damage of ramp bridge of Huilan overpass bridge as an example, by using software SAP2000 and taking non-linearity time interval analytical procedure, then proceed numerical simulation and earthquake damage mechanism analyses of earthquake damage process for the bridge. Main jobs and headway is as following:
(1) Introduce expound history and actuality of earthquake damage of curved beam bridge and seismic study. High lightly introduced ramp bridge earthquake damage instance of Huilan overpass bridge, which is especially that the curved scissors destroy characteristic of plastic hinge region on the fixing bridge pier top of the whole bridge is comparatively obvious.
(2) Proceed free vibration characteristic analyses of Huilan overpass bridge, and then get that whose fundamental period is 0.42s, second period 0.3s. Its Vibration performance appears as inter-inhibitive entirety vibration of high and low pier sides, and amplitude of the high side is greater than the squat one clearly.
(3) Proceeding non-linearity time interval analyses by appropriate motion record in Wenchuan earthquake, which takes non-linearity influencing factors as bearing slippage, bridge pier plastic yielding. It studies earthquake damage mechanism of the overpass bridge based on numerical simulation. And get the conclusion as:a) The lowest pier No.1 with bearing slips, as a result the fixed pier No.2 (the second lowest), whose rigidity is much bigger, would receive high earthquake inertia force. b)The No.2 pier occurs bending yielding, then its tensibility develops, at last the shear failure occurs as its resistance to shearing failures, which appear typical curved scissors failure characteristics, and such characteristics is consistent with earthquake damage survey.
(1)阐述了曲线梁桥震害和抗震研究历史和现状。重点介绍了回澜立交桥匝道桥震害情况,主要为固接的全桥(次矮)桥墩顶部塑性铰区域呈现较明显的弯剪破坏特征。
(2)进行了回澜立交桥自振特性分析,其基本周期为0.42s,第二周期为0.3s。振动特性表现为高墩侧和矮墩侧的相互制约的整体性振动,高墩侧振幅明显大于矮墩侧。
(3)选取合适的汶川地震动记录对回澜立交桥进行了非线性时程分析,考虑了支座滑移、桥墩塑性屈服等非线性影响因素。在数值模拟基础上研究了回澜立交桥的震害机理。认为：a)地震时设有支座的最矮的1号桥墩支座发生滑移,以致刚度较大(次矮)的2号刚构桥墩承受很大的地震惯性力；b)2号桥墩发生弯曲屈服,此后随延性发展因抗剪能力不足最终发生剪切破坏,呈现典型的弯剪破坏特征,与现场震害调查一致。
May 12th,2008, an earthquake with Ms=8 occured in Sichuan province in our hometown, which made a great deal of casualties, and the whole nation is with lament. In this earthquake, the collapse and destroy of curved beam bridge, whose representation is Baihua Bridge and Huilan overpass bridge, attracts wide social attention, this two bridges are also the only damage examples of sharp curve beam bridge in earthquake in our nation. In this text, it would take earthquake damage of ramp bridge of Huilan overpass bridge as an example, by using software SAP2000 and taking non-linearity time interval analytical procedure, then proceed numerical simulation and earthquake damage mechanism analyses of earthquake damage process for the bridge. Main jobs and headway is as following:
(1) Introduce expound history and actuality of earthquake damage of curved beam bridge and seismic study. High lightly introduced ramp bridge earthquake damage instance of Huilan overpass bridge, which is especially that the curved scissors destroy characteristic of plastic hinge region on the fixing bridge pier top of the whole bridge is comparatively obvious.
(2) Proceed free vibration characteristic analyses of Huilan overpass bridge, and then get that whose fundamental period is 0.42s, second period 0.3s. Its Vibration performance appears as inter-inhibitive entirety vibration of high and low pier sides, and amplitude of the high side is greater than the squat one clearly.
(3) Proceeding non-linearity time interval analyses by appropriate motion record in Wenchuan earthquake, which takes non-linearity influencing factors as bearing slippage, bridge pier plastic yielding. It studies earthquake damage mechanism of the overpass bridge based on numerical simulation. And get the conclusion as:a) The lowest pier No.1 with bearing slips, as a result the fixed pier No.2 (the second lowest), whose rigidity is much bigger, would receive high earthquake inertia force. b)The No.2 pier occurs bending yielding, then its tensibility develops, at last the shear failure occurs as its resistance to shearing failures, which appear typical curved scissors failure characteristics, and such characteristics is consistent with earthquake damage survey.
引文
[1]Tseng W S, Penzien J. Seismic analysis of long multiple-span highway bridges [J]. Earthquake Engineering and Structural Dynamics,1975,4(1):1-24.
[2]Tseng W S, Penzien J. Seismic response of long multiple-span highway bridges [J]. Earthquake Engineering and Structural Dynamics,1975,4(1):25-48.
[3]Williams D, Godden W. Seismic response of long curved bridge structures:experimental model studies [J]. Earthquake Engineering and Structural Dynamics,1979,7 (2):107-128.
[4]Kawashima K, Penzien J. Theoretical and experimental dynamic behavior of a curved model bridge structure [J]. Earthquake Engineering and Structural Dynamics,1979, 7(2):129-145.
[5]Fenves G, Elley M. Behavior and failure analysis of a multiple-frame highway bridge in the 1994 Northridge earthquake[R]. Report No. PEER 98/08, Pacific Earthquake Engineering Research Center, Berkeley, California,1998.
[6]Malhotra P K, Huang M J, Shakal A F. Seismic interaction at separation joints of an instrumented concrete bridge[J]. Earthquake Engineering and Structural Dynamics,1995,24 (8):1055-1067.
[7]R. Desroches, G. L. Fenves. Evaluation of Recorded Earthquake Response of a Curved Highway Bridge[J]. Earthquake Spectral,1997,13(3):363-386.
[8]Pinto A V, Pegon P, Magonette G, et al. Pseudo-Dynamic Testing Of Bridge Using Non-Linear Substructures [J]. Earthquake Engineering and Structural Dynamics,2004, 33(11):1125-1146.
[9]孙治国,王东升,郭迅,等.汶川大地震回澜立交桥震害调查[J].地震工程与工程振动,2009,29(4)：132-138.
[10]王东升,郭迅,孙治国,等.汶川大地震公路桥梁震害初步调查[J].地震工程与工程振动,2009,29(3)：132-138.
[11]北京金土木软件技术有限公司等.SAP2000中文版使用指南[M],北京：人民交通出版社,2006.
[12]岳茂光,场地-结构体系基于性能抗震设计分析方法研究[博士学位论文].大连：大连理工大学,2009(9)
[13]范立础.桥梁抗震[M].上海：同济大学出版社,1997.
[14]高晓安.曲线桥梁抗震设计方法研究[博士学位论文].北京：中国建筑科学研究院,2003.
[15]朱东生,刘世忠,虞庐松.曲线梁桥地震反应研究[J].中国公路学报,2002,15(3)： 42-48.
[16]杜修力,韩强,李忠献等.5.12泣川地震中山区公路桥梁震害及启示[J].北京工业大学学报,2008,34(12)：1270-1279.
[17]范立础,王志强.我国桥梁隔震技术的应用[J].振动工程学报,1999,12(2)：173-181.
[18]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.
[19]刘恢先主编.唐山大地震震害[M].北京：地震出版社,1989,76-191.
[20]刘季,刘志刚,贾抒.美国加州桥梁震害及其抗震加固[J].工程抗震,1997(2)：36-40.
[21]美国地震工程研究会.洛马普里埃塔地震考察[M].中国石油化工总公司抗震办公室译,地震出版社,1991.
[22]彭俊生,罗永坤.结构概念分析与SAP2000应用[M].成都：西南交通大学出版社,2005.
[23]M.J.N.普瑞斯特雷,F.塞勃勒等.桥梁抗震设计与加固[M].袁万城等译.北京：人民交通出版社,1997.
[24]秦权,张威,罗玲.用非弹性反应检查立交桥的抗震能力[J].土木工程学报,1996,29(4)：3-10.
[25]朱东生.桥梁抗震设计中的几个问题的研究[博士学位论文].成都：西南交通大学,1999.
[26]朱东生,刘世忠,虞庐松.曲线梁桥地震反应研究[J].中国公路学报,2002,15(3)：42-48.
[27]A. S. Elnashai, D. C. Mcclure. Effects of Modeling Assumptions and Input Motion Characteristic on Seismic Design Parameters of RC Bridge Piers[J]. Earthquake Eng. Stru. Dyn.,1996,25:435-463.
[28]Calvi G M. Recent Experience and Innotative Approaches in Design and Assessment of Bridges[C].13WCEE[A]. Canada,2004, Reference NO.5009.
[29]周绪红,戴鹏,狄谨.曲线PC箱梁桥隔震体系的非线性分析[J].中国公路学报,2008,21(1)：65-71.
[30]Aman Mwafy, Amr Elnashai, W—H Wen. Implications of Design Assumptions on Capacity Estimates and Demands Predictions of Multi-span Curved Bridges[J]. Journal of Bridge Engineering, ASCE,2007,12(6):710-726.
[31]Fajfar P, Krawinkler H.Proceedings of the International Workshop on Performance-Based Seismic Design Concepts and Implementation. Bled[R], Slovenia, June 28-July 1, PEER Report 2004/05.
[32]Kwon O S, Nakata N, Elnashai H, Spencer B. A Framework For Multi-Site Distributed Simulation And Application To Complex Structural Systems[J]. Journal of Earthquake Engineering,2005, Vol.9, No.5:741-753.
[33]Pan P, Nakashima M, and Tomofuji H. Online test using displacement-force mixed control[J]. Earthquake Engineering and Structural Dynamics,2005,34,869-888.
[34]茹继平,肖岩.美国地震工程模拟网系统NEES计划及在我国实现远程协同结构试验的设想[J].建筑结构学报,23(6),2002,91-94.
[35]黄靓,施楚贤,刘桂秋等.MDOF子结构拟动力方法在复杂高层结构抗震试验中的应用研究[J].土木工程学报,2006,39(12)：27-32.
[36]郭迅.地震工程试验联网最新进展[J].地震工程与工程振动,2006,26(4)：37-42.
[37]Spencer, B. F., Elnashai Amr S., Oh-Sung Kwon, et al. UI-SimCor:A Framework for Hybrid Simulation. Department of Civil and Environmental Engineering[D], University of Illinois at Urbana-Champaign., TN-2007-04.
[38]Tirasit P, Kawashima K. Seismic Performance of Square Reinforced Concrete Columns under Combined Cyclic Flexural and Torsional Loadings [J]. Journal of Earthquake Engineering,2007,11:425-452.
[39]刘健新,胡兆同,李子青.桥梁结构减震设计方法研究[J].中国公路学报,2000,13(2)：73-75.
[40]聂利英.桥梁抗震非线性分析理论的研究[博士学位论文].上海：同济大学,2002(6).
[41]叶献国.基于非线性分析的钢筋混凝土结构地震反应与破损的数值模拟[J].土木工程学报,1998,31(4)：3-12.
[42]杨新宝.钢筋混凝土桥梁抗震性能评估与加固[博士学位论文].上海：同济大学,1997.
[43]中华人民共和国交通部标准.公路工程抗震设计规范(JTJ004-89).北京人民交通出版社,1990.
[44]卓卫东,范立础.延性桥墩塑性铰区最低约束箍筋用量[J].土木工程学报,2002,35(5)：47-51.
[45]朱唏,弓俊青.钢筋混凝土桥梁延性抗震设计的研究及发展[J].桥梁建设,2000(1)：1-5.
[46]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,2006.
[47]江见鲸,贺小岗.工程结构计算机仿真分析[M].北京：清华大学出版社,1996.
[48]龚思礼,周锡元,符圣聪,等.建筑抗震设计新发展[M].北京：中国建筑工业出版社,1992.
[49]中华人民共和国建设部标准.筑抗震设计规范(GB 50011-2001).北京：中国建筑工业出版社,2001.
[50]叶见曙.结构设计原理[M].北京：人民交通出版社,2005.
[2]Tseng W S, Penzien J. Seismic response of long multiple-span highway bridges [J]. Earthquake Engineering and Structural Dynamics,1975,4(1):25-48.
[3]Williams D, Godden W. Seismic response of long curved bridge structures:experimental model studies [J]. Earthquake Engineering and Structural Dynamics,1979,7 (2):107-128.
[4]Kawashima K, Penzien J. Theoretical and experimental dynamic behavior of a curved model bridge structure [J]. Earthquake Engineering and Structural Dynamics,1979, 7(2):129-145.
[5]Fenves G, Elley M. Behavior and failure analysis of a multiple-frame highway bridge in the 1994 Northridge earthquake[R]. Report No. PEER 98/08, Pacific Earthquake Engineering Research Center, Berkeley, California,1998.
[6]Malhotra P K, Huang M J, Shakal A F. Seismic interaction at separation joints of an instrumented concrete bridge[J]. Earthquake Engineering and Structural Dynamics,1995,24 (8):1055-1067.
[7]R. Desroches, G. L. Fenves. Evaluation of Recorded Earthquake Response of a Curved Highway Bridge[J]. Earthquake Spectral,1997,13(3):363-386.
[8]Pinto A V, Pegon P, Magonette G, et al. Pseudo-Dynamic Testing Of Bridge Using Non-Linear Substructures [J]. Earthquake Engineering and Structural Dynamics,2004, 33(11):1125-1146.
[9]孙治国,王东升,郭迅,等.汶川大地震回澜立交桥震害调查[J].地震工程与工程振动,2009,29(4)：132-138.
[10]王东升,郭迅,孙治国,等.汶川大地震公路桥梁震害初步调查[J].地震工程与工程振动,2009,29(3)：132-138.
[11]北京金土木软件技术有限公司等.SAP2000中文版使用指南[M],北京：人民交通出版社,2006.
[12]岳茂光,场地-结构体系基于性能抗震设计分析方法研究[博士学位论文].大连：大连理工大学,2009(9)
[13]范立础.桥梁抗震[M].上海：同济大学出版社,1997.
[14]高晓安.曲线桥梁抗震设计方法研究[博士学位论文].北京：中国建筑科学研究院,2003.
[15]朱东生,刘世忠,虞庐松.曲线梁桥地震反应研究[J].中国公路学报,2002,15(3)： 42-48.
[16]杜修力,韩强,李忠献等.5.12泣川地震中山区公路桥梁震害及启示[J].北京工业大学学报,2008,34(12)：1270-1279.
[17]范立础,王志强.我国桥梁隔震技术的应用[J].振动工程学报,1999,12(2)：173-181.
[18]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.
[19]刘恢先主编.唐山大地震震害[M].北京：地震出版社,1989,76-191.
[20]刘季,刘志刚,贾抒.美国加州桥梁震害及其抗震加固[J].工程抗震,1997(2)：36-40.
[21]美国地震工程研究会.洛马普里埃塔地震考察[M].中国石油化工总公司抗震办公室译,地震出版社,1991.
[22]彭俊生,罗永坤.结构概念分析与SAP2000应用[M].成都：西南交通大学出版社,2005.
[23]M.J.N.普瑞斯特雷,F.塞勃勒等.桥梁抗震设计与加固[M].袁万城等译.北京：人民交通出版社,1997.
[24]秦权,张威,罗玲.用非弹性反应检查立交桥的抗震能力[J].土木工程学报,1996,29(4)：3-10.
[25]朱东生.桥梁抗震设计中的几个问题的研究[博士学位论文].成都：西南交通大学,1999.
[26]朱东生,刘世忠,虞庐松.曲线梁桥地震反应研究[J].中国公路学报,2002,15(3)：42-48.
[27]A. S. Elnashai, D. C. Mcclure. Effects of Modeling Assumptions and Input Motion Characteristic on Seismic Design Parameters of RC Bridge Piers[J]. Earthquake Eng. Stru. Dyn.,1996,25:435-463.
[28]Calvi G M. Recent Experience and Innotative Approaches in Design and Assessment of Bridges[C].13WCEE[A]. Canada,2004, Reference NO.5009.
[29]周绪红,戴鹏,狄谨.曲线PC箱梁桥隔震体系的非线性分析[J].中国公路学报,2008,21(1)：65-71.
[30]Aman Mwafy, Amr Elnashai, W—H Wen. Implications of Design Assumptions on Capacity Estimates and Demands Predictions of Multi-span Curved Bridges[J]. Journal of Bridge Engineering, ASCE,2007,12(6):710-726.
[31]Fajfar P, Krawinkler H.Proceedings of the International Workshop on Performance-Based Seismic Design Concepts and Implementation. Bled[R], Slovenia, June 28-July 1, PEER Report 2004/05.
[32]Kwon O S, Nakata N, Elnashai H, Spencer B. A Framework For Multi-Site Distributed Simulation And Application To Complex Structural Systems[J]. Journal of Earthquake Engineering,2005, Vol.9, No.5:741-753.
[33]Pan P, Nakashima M, and Tomofuji H. Online test using displacement-force mixed control[J]. Earthquake Engineering and Structural Dynamics,2005,34,869-888.
[34]茹继平,肖岩.美国地震工程模拟网系统NEES计划及在我国实现远程协同结构试验的设想[J].建筑结构学报,23(6),2002,91-94.
[35]黄靓,施楚贤,刘桂秋等.MDOF子结构拟动力方法在复杂高层结构抗震试验中的应用研究[J].土木工程学报,2006,39(12)：27-32.
[36]郭迅.地震工程试验联网最新进展[J].地震工程与工程振动,2006,26(4)：37-42.
[37]Spencer, B. F., Elnashai Amr S., Oh-Sung Kwon, et al. UI-SimCor:A Framework for Hybrid Simulation. Department of Civil and Environmental Engineering[D], University of Illinois at Urbana-Champaign., TN-2007-04.
[38]Tirasit P, Kawashima K. Seismic Performance of Square Reinforced Concrete Columns under Combined Cyclic Flexural and Torsional Loadings [J]. Journal of Earthquake Engineering,2007,11:425-452.
[39]刘健新,胡兆同,李子青.桥梁结构减震设计方法研究[J].中国公路学报,2000,13(2)：73-75.
[40]聂利英.桥梁抗震非线性分析理论的研究[博士学位论文].上海：同济大学,2002(6).
[41]叶献国.基于非线性分析的钢筋混凝土结构地震反应与破损的数值模拟[J].土木工程学报,1998,31(4)：3-12.
[42]杨新宝.钢筋混凝土桥梁抗震性能评估与加固[博士学位论文].上海：同济大学,1997.
[43]中华人民共和国交通部标准.公路工程抗震设计规范(JTJ004-89).北京人民交通出版社,1990.
[44]卓卫东,范立础.延性桥墩塑性铰区最低约束箍筋用量[J].土木工程学报,2002,35(5)：47-51.
[45]朱唏,弓俊青.钢筋混凝土桥梁延性抗震设计的研究及发展[J].桥梁建设,2000(1)：1-5.
[46]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,2006.
[47]江见鲸,贺小岗.工程结构计算机仿真分析[M].北京：清华大学出版社,1996.
[48]龚思礼,周锡元,符圣聪,等.建筑抗震设计新发展[M].北京：中国建筑工业出版社,1992.
[49]中华人民共和国建设部标准.筑抗震设计规范(GB 50011-2001).北京：中国建筑工业出版社,2001.
[50]叶见曙.结构设计原理[M].北京：人民交通出版社,2005.