双曲面摩擦摆支座参数对桥梁地震响应的影响
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摘要
为研究粤东高烈度地区高速公路典型桥梁工程双曲面摩擦摆支座栓钉剪断后的桥梁地震响应特性,选取潮安韩江特大桥主桥为研究对象,采用有限元软件ANSYS建立全桥模型,并基于非线性时程分析法研究了固定支座参数对桥梁结构地震响应的影响.研究表明:栓钉对摩擦摆支座滞回曲线有显著的影响;摩擦摆支座摩擦系数、屈服位移对9#和15#桥墩地震响应影响较小,对固定墩地震响应影响较大,摩擦摆支座曲率半径对主桥所有桥墩地震响应均有较大的影响.建议摩擦摆支座设计时增大摩擦系数和屈服位移而适当减小曲率半径,以减小桥梁结构的地震响应.
In order to study the seismic response characteristics of typical highway bridge engineering after hyperbolic surface friction pendulum bearings' stud fracture in the high earthquake intensity area of eastern Guangdong,Chao'an Hanjiang River Bridge was selected as the research object. The full bridge model was established by using the finite element software ANSYS,and then the effects of the fixed supports' parameters on the seismic response of the bridge structure were studied based on the nonlinear time history analysis method. This research shows that the stud has a significant impact on the hysteresis loops of the friction pendulum bearing. The friction coefficient and the yield displacement of the friction pendulum bearing have a small effect on the seismic response of 9#and 15#piers but a great influence on the seismic response of the fixed piers,while the curvature radius of the friction pendulum bearing has a great influence on the seismic response of all piers of the main bridge. The friction coefficient and the yield displacement should be increased but curvature radius should be decreased in the friction pendulum bearing design in order to reduce the seismic response of the bridge structure.
In order to study the seismic response characteristics of typical highway bridge engineering after hyperbolic surface friction pendulum bearings' stud fracture in the high earthquake intensity area of eastern Guangdong,Chao'an Hanjiang River Bridge was selected as the research object. The full bridge model was established by using the finite element software ANSYS,and then the effects of the fixed supports' parameters on the seismic response of the bridge structure were studied based on the nonlinear time history analysis method. This research shows that the stud has a significant impact on the hysteresis loops of the friction pendulum bearing. The friction coefficient and the yield displacement of the friction pendulum bearing have a small effect on the seismic response of 9#and 15#piers but a great influence on the seismic response of the fixed piers,while the curvature radius of the friction pendulum bearing has a great influence on the seismic response of all piers of the main bridge. The friction coefficient and the yield displacement should be increased but curvature radius should be decreased in the friction pendulum bearing design in order to reduce the seismic response of the bridge structure.
引文
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[11]夏修身,陈兴冲,王希慧,等.剪力键对隔震桥梁地震反应的影响[J].地震工程与工程振动,2012,32(6):104-109.Xia Xiushen,Chen Xingchong,Wang Xihui,et al.Effect of shear key on seismic responses of bridge using isolation bearing[J].Journal of Earthquake Engineering and Engineering Vibration,2012,32(6):104-109.(in Chinese)
[12]ComitéEuropéen de Normalisation.Eurocode 8—Design of structures for earthquake resistance—Part 2:Bridges[S].Brussels,Belgium:ComitéEuropéen de Normalisation,2005.
[13]张永亮,张跃进,王常峰.竖向地震动对摩擦摆支座隔震桥梁地震反应的影响[J].兰州交通大学学报,2012,31(1):18-22.DOI:10.3969/j.issn.1001-4373.2012.01.005.Zhang Yongliang,Zhang Yuejin,Wang Changfeng.Effect of vertical ground motion on seismic response of an isolated bridge with FPS[J].Journal of Lanzhou Jiaotong University,2012,31(1):18-22.DOI:10.3969/j.issn.1001-4373.2012.01.005.(in Chinese)
[14]Warn G P,Whittaker A S.Property modification factors for seismically isolated bridges[J].Journal of Bridge Engineering,2006,11(3):371-377.DOI:10.1061/(asce)1084-0702(2006)11:3(371).
[2]Su L,Ahmadi G,Tadjbakhsh I G.A comparative study of performance of various base isolation systems,part I:Shear beam structures[J].Earthquake Engineering and Structural Dynamics,1989,18(1):11-32.DOI:10.1002/eqe.4290180104.
[3]Constantinou MC,Mokha A,Reinhorn A M.Teflon bearings in base isolation II:Modeling[J].Journal of Structural Engineering,ASCE,1990,116(2):455-474.DOI:10.1061/(ASCE)0733-9445(1990)116:2(455).
[4]庄军生.桥梁减震、隔震支座和装置[M].北京:中国铁道科学出版社,2012:1-10.
[5]Providakis C P.Effect of supplemental damping on LRB and FPS seismic isolators under near-fault ground motions[J].Soil Dynamics and Earthquake Engineering,2009,29(1):80-90.DOI:10.1016/j.soildyn.2008.01.012.
[6]夏修身,赵会东,欧阳辉来.高速铁路桥梁基于摩擦摆支座的减隔震研究[J].工程抗震与加固改造,2014,36(3):21-26.DOI:10.3969/j.issn.1002-8412.2014.03.004.Xia Xiushen,Zhao Huidong,Ouyang Huilai.Study on seismic isolation of high speed railway bridge with friction pendulum bearings[J].Earthquake Resistant Engineering and Retrofitting,2014,36(3):21-26.DOI:10.3969/j.issn.1002-8412.2014.03.004.(in Chinese)
[7]刘卫刚,韩强,杜修力,等.多球面滑动摩擦隔震支座的设计原理和理论模型[J].防灾减灾工程学报,2012,32(4):417-421.Liu Weigang,Han Qiang,Du Xiuli,et al.Design principle and theoretical model of multi-spherical sliding isolation bearing[J].Journal of Disaster Prevention and Mitigation Engineering,2012,32(4):417-421.(in Chinese)
[8]吴宜峰,李爱群,王浩.连续梁桥摩擦摆支座参数分析与优化[J].桥梁建设,2015,45(1):20-24.Wu Yifeng,Li Aiquan,Wang Hao.Parameter analysis and optimization of frictional pendulum bearings for continuous girder bridge[J].Bridge Construction,2015,45(1):20-24.(in Chinese)
[9]Kousaka R,Hamazaki H,Murota N,et al.Experimental study on durability of sliding bearings under long duration dynamic loading[C/OL]//Proceedings of the14th WECC.Beijing,China,2008:12-17.ftp://128.46.154.21/spujol/Andres/files/S10-022.PDF.
[10]王志英,张常勇.大跨度连续钢桁梁桥摩擦摆支座减隔震设计分析[J].桥梁建设,2015,45(2):58-64.Wang Zhiying,Zhang Changyong.Design and analysis of friction pendulum bearings for seismic mitigation and isolation of long span continuous steel truss girder bridge[J].Bridge Construction,2015,45(2):58-64.(in Chinese)
[11]夏修身,陈兴冲,王希慧,等.剪力键对隔震桥梁地震反应的影响[J].地震工程与工程振动,2012,32(6):104-109.Xia Xiushen,Chen Xingchong,Wang Xihui,et al.Effect of shear key on seismic responses of bridge using isolation bearing[J].Journal of Earthquake Engineering and Engineering Vibration,2012,32(6):104-109.(in Chinese)
[12]ComitéEuropéen de Normalisation.Eurocode 8—Design of structures for earthquake resistance—Part 2:Bridges[S].Brussels,Belgium:ComitéEuropéen de Normalisation,2005.
[13]张永亮,张跃进,王常峰.竖向地震动对摩擦摆支座隔震桥梁地震反应的影响[J].兰州交通大学学报,2012,31(1):18-22.DOI:10.3969/j.issn.1001-4373.2012.01.005.Zhang Yongliang,Zhang Yuejin,Wang Changfeng.Effect of vertical ground motion on seismic response of an isolated bridge with FPS[J].Journal of Lanzhou Jiaotong University,2012,31(1):18-22.DOI:10.3969/j.issn.1001-4373.2012.01.005.(in Chinese)
[14]Warn G P,Whittaker A S.Property modification factors for seismically isolated bridges[J].Journal of Bridge Engineering,2006,11(3):371-377.DOI:10.1061/(asce)1084-0702(2006)11:3(371).