分叉连续箱梁桥的抗震性能影响因素分析
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摘要
目前,平面交叉已经难以满足现状的交通需求,立体交叉的出现将成为必然趋势,因此学者们趋向对立体交叉桥梁的抗震性能进行研究。大量数据表明,地震来临时,地震波的作用方向以及减隔震支座布置形式是影响桥梁抗震性能的重要因素,城市立交桥由于结构复杂,这两个参数对桥梁的抗震性能影响尤为重要。尤其是在桥梁主线与匝道的连接处,有着扭转、畸变以及剪力滞后的受力特点。基于这些原因,文章利用Midas有限元分析软件建立分叉箱梁桥的有限元模型,通过反应谱分析研究了地震波激励方向以及减隔震支座布置形式对分叉箱梁桥抗震性能的影响,得出结论:对于本例桥梁,地震动的最不利输入方向为40°和130°;减隔震支座应布置在以分叉桥墩为中心的四周桥墩上。
It's difficultto meet the current traffic demanding for at-grade intersection. The grade-separated interchange will become an inevitable trend. Therefore,the seismic performance of the grade-separated interchange is studied.A large amount of data indicate that the direction of the seismic wave and the arrangement of the seismic isolation bearing are important factors affecting the seismic performance of the bridge. Due to the complex structure of urban overpasses,these two parameters are particularly important for the seismic performance of bridges. Especially in the connection between the main line of the bridge and the ramp, there are stress characteristics of torsion, distortion and shear lag.Based on these reasons,this paper uses Midas finite element analysis software to establish the finite element model of the bifurcated box girder bridge. Through response spectrum analysis,the influence of seismic wave excitation direction and isolation bearing arrangement on the seismic performance of the bifurcated box girder bridge is studied,and some useful conclusions are drawn.For this bridge,the most disadvantageous input directions of earthquake motion are 40 and130 degrees,seismic isolation bearings should be arranged on the surrounding piers centered on the bifurcated piers.
It's difficultto meet the current traffic demanding for at-grade intersection. The grade-separated interchange will become an inevitable trend. Therefore,the seismic performance of the grade-separated interchange is studied.A large amount of data indicate that the direction of the seismic wave and the arrangement of the seismic isolation bearing are important factors affecting the seismic performance of the bridge. Due to the complex structure of urban overpasses,these two parameters are particularly important for the seismic performance of bridges. Especially in the connection between the main line of the bridge and the ramp, there are stress characteristics of torsion, distortion and shear lag.Based on these reasons,this paper uses Midas finite element analysis software to establish the finite element model of the bifurcated box girder bridge. Through response spectrum analysis,the influence of seismic wave excitation direction and isolation bearing arrangement on the seismic performance of the bifurcated box girder bridge is studied,and some useful conclusions are drawn.For this bridge,the most disadvantageous input directions of earthquake motion are 40 and130 degrees,seismic isolation bearings should be arranged on the surrounding piers centered on the bifurcated piers.
引文
[1]折孝明.城市立交连续箱梁桥地震响应分析[D].西安:长安大学,2011.
[2]王龙辰.城市立交异形桥梁地震反应分析[D].兰州:兰州交通大学,2013.
[3]叶爱君,管仲国.桥梁抗震[M].北京:人民交通出版社,2011.
[4]林永楷.曲线梁桥地震响应分析与减隔震研究[D].西安:长安大学,2014.
[5] Mouzakis H P,Papadrakakis M.Three dimensional nonlinear building pounding with friction during earthquakes[J].Journal of Earthquake Engineering,2004,8(1):107-132.
[6] Sami Megally,Perdo F Silva,FriederSeible.Seismic response of sacrificial shear keys in bridge abutments[R].Report No.SS.RP.2001/23.San Diego:Department of Structural Engineering University of Califorina,2001.
[7]范立础,聂利英,李建中.复杂结构地震波输入最不利方向标准问题[J].同济大学学报;自然科学版,2003,(06):631-636.
[8] CJJ 166-2011,城市桥梁设计规范【S】.
[9]范立础,王志强.桥梁减隔震设计[M].北京:人民交通出版社,2001.
[10]刘学建.非规则高架桥抗震模型及参数影响研究[D].西安:西安建筑科技大学,2007.
[11] Margakis,E.A.,Jennings,P.C..Analysis of Skewed Highway Bridges[J].Earthquake Engrg.and Strct.Dynamics,1987,15(2):923-944.
[12] JTG/TB02-01-2008,公路桥梁抗震设计细则【S】.
[13]林道锦.复杂桥梁空间地震反应分析[D].上海:同济大学,2000.
[14] JTJ/TB02-01-2008,公路工程抗震设计细则【S】.
[15]卢彭真.人字形桥梁的结构计算理论与模型实验研究[D].广州:广州大学,1998.
[16] LavelleF.H.Analysis of grillages curved in plane[J].American Institution of Steel Construction April,1966.
[2]王龙辰.城市立交异形桥梁地震反应分析[D].兰州:兰州交通大学,2013.
[3]叶爱君,管仲国.桥梁抗震[M].北京:人民交通出版社,2011.
[4]林永楷.曲线梁桥地震响应分析与减隔震研究[D].西安:长安大学,2014.
[5] Mouzakis H P,Papadrakakis M.Three dimensional nonlinear building pounding with friction during earthquakes[J].Journal of Earthquake Engineering,2004,8(1):107-132.
[6] Sami Megally,Perdo F Silva,FriederSeible.Seismic response of sacrificial shear keys in bridge abutments[R].Report No.SS.RP.2001/23.San Diego:Department of Structural Engineering University of Califorina,2001.
[7]范立础,聂利英,李建中.复杂结构地震波输入最不利方向标准问题[J].同济大学学报;自然科学版,2003,(06):631-636.
[8] CJJ 166-2011,城市桥梁设计规范【S】.
[9]范立础,王志强.桥梁减隔震设计[M].北京:人民交通出版社,2001.
[10]刘学建.非规则高架桥抗震模型及参数影响研究[D].西安:西安建筑科技大学,2007.
[11] Margakis,E.A.,Jennings,P.C..Analysis of Skewed Highway Bridges[J].Earthquake Engrg.and Strct.Dynamics,1987,15(2):923-944.
[12] JTG/TB02-01-2008,公路桥梁抗震设计细则【S】.
[13]林道锦.复杂桥梁空间地震反应分析[D].上海:同济大学,2000.
[14] JTJ/TB02-01-2008,公路工程抗震设计细则【S】.
[15]卢彭真.人字形桥梁的结构计算理论与模型实验研究[D].广州:广州大学,1998.
[16] LavelleF.H.Analysis of grillages curved in plane[J].American Institution of Steel Construction April,1966.