不同设计参数下刚构-连续组合曲线梁桥地震响应敏感性分析
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摘要
结合大跨、高墩、长联曲线铁路梁桥的工程实例,利用大型通用有限元软件ANSYS,采用反应谱的分析方法,给出了该桥在不同的曲线半径、桥墩墩高、墩梁约束方式下的自振频率和振型,分别按纵桥向和横桥向的激励方式,分析了中跨跨中位移,墩顶位移及墩底弯矩随设计参数变化的规律。结果表明:自振频率受桥墩墩高和墩梁连接方式的影响较大,受曲线半径的影响较小;曲线半径在一定范围内变化时,地震响应变化较小;在纵向反应谱的作用下,桥墩墩高的改变对地震响应的变化规律比较复杂,在横向反应谱的作用下,地震响应有一定的变化规律;墩梁约束方式为约束7的地震响应最小,但综合考虑温度、制动力学因素,应该是原设计约束5最优。
According to a long-span,high-pier and multi-span curve bridge,it is calculated the natural vibration frequencies and vibration modes in different curve radiuses,the height of pier and different pier-beam constraint ways were calculated by the finite element software of ANSYS.Using the method of response spectrum,the rules varying along design parameters were obtained from the internal force of pier bottom,the displacement of pier top and girder in the middle span by longitudinal and transversal incentive ways respectively.The results show that the pier height and pier-beam constraint ways have a big influence on the natural vibration frequencies,but curve radiuses have lesser effect;curve radiuses changing in a certain range have a small influence on the seismic response;in the longitudinal response spectrum,the change rules of seismic response varying along the height of piers is complex,in the transversal response spectrum,the seismic response has certain changes in law;the seismic response of the constraint 7 of pier-beam constraint ways is the lowest,but overall consideration of temperature and braking mechanics,the original design constraint 5 is optimal.
According to a long-span,high-pier and multi-span curve bridge,it is calculated the natural vibration frequencies and vibration modes in different curve radiuses,the height of pier and different pier-beam constraint ways were calculated by the finite element software of ANSYS.Using the method of response spectrum,the rules varying along design parameters were obtained from the internal force of pier bottom,the displacement of pier top and girder in the middle span by longitudinal and transversal incentive ways respectively.The results show that the pier height and pier-beam constraint ways have a big influence on the natural vibration frequencies,but curve radiuses have lesser effect;curve radiuses changing in a certain range have a small influence on the seismic response;in the longitudinal response spectrum,the change rules of seismic response varying along the height of piers is complex,in the transversal response spectrum,the seismic response has certain changes in law;the seismic response of the constraint 7 of pier-beam constraint ways is the lowest,but overall consideration of temperature and braking mechanics,the original design constraint 5 is optimal.
引文
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[13]GB18306—2001,中国地震动区划图[S].GB 18306—2001,China shock employed to map[S].
[14]GB50111—2006,铁路工程抗震设计规范[S].GB 50111—2006,Code for seismic design of railway en-gineering[S].
[2]牛俊武,郭楠楠,马文涛.不同曲率半径对高墩大跨径连续刚构桥抗震性能影响分析[J].公路,2011,(9):137-141.NIU JUNwu,GUO NANnan,MA WENtao.The seismicperformance analysis of high piers and long span continu-ous rigid-frame bridge with different curvature radiuses[J].Highway,2011,(9):137-141.
[3]单德山,李乔.铁路曲线梁桥抗震设计分析[J].重庆交通学院学报,2005,24(1):1-4.SHAN Desan,LI Qiao.Study of seismic design for railwaycurve-girder bridge[J].Journal of Chong Qing TrafficInstitute,2005,24(1):1-4.
[4]彭凯,李建中,范立础.高墩梁桥考虑墩身高阶振动的水平向主导振型[J].振动与冲击2008,27(7):37-67.PENG Kai,LI Jianzhong,FAN Li-chu.The level domi-nant vibration modes of high piers bridge according to thehigh orders vibration of piers[J].Vibration and Shock2008,27(7):37-67.
[5]周勇军.高墩大跨曲线连续刚构桥梁地震响应的设计参数研究[D].西安:长安大学,2006.ZHOU Yongjun.Study on design parameters affecting theseismic response of curved continuous rigid frame bridgeswith long-span and high-piers[D].Xi'an:Chang'anUniversity,2006.
[6]何钦象,田小红,宋丹.高墩大跨径连续刚构桥抗震性能评估[J].振动与冲击2009,28(1):68-71.HE Qinxiang,TIAN Xiaohong,SONG Dan.Astigmaticperformance evaluation of a long-span continuous rigidframe bridge with tall piers[J].Journal of Vibration and-Shock,2009,28(1):68-71.
[7]王达,刘扬,陈敏海.超高墩大跨部分曲线连续刚构桥地震反应分析[J].公路交通科技2011,28(1):74-79.WANG Da,LIU Yang,CHEN Min-hai.Seismic re-sponse analysis of partial curve long-span continuous rig-id frame bridge with high piers[J].Journal of Highwayand Transportation Research and Development,2011,28(1):74-79.
[8]Wong P K C,Priestley M J N,Park R.Seismic resist-ance of frames with vertically distributed longitudinal rein-forcement in beams[J].ACI Structural Journal 1990,87(4):488-489.
[9]赵灿晖.大跨度桥梁地震响应分析中的非一致地震激励模型[J].西南交通大学学报,2002,37(3):236-240.ZHAO Canhui.The Asynchronous excitation model for theseismic response analysis of Long-Span bridges[J].Journal of Southwest Jiaotong University,2002,37(3):236-240.
[10]余玲玲,王解军.高墩大跨连续刚构桥的动力性能及地震反应分析[J].公路工程,2008,33(1):36-38.YU Lingling,WANG Jiejun.Analysis of dynamic char-acteristics and seismic responses for high pier-longspan continual rigid frame bridge[J].Highway Engi-neering,2008,33(1):36-38.
[11]Dicleli M,Mansour M Y.Efficiency of seismic isolationfor seismic retrofitting of heavy substructured bridges[J].Journal of Bridge Engineering,2005(4).
[12]罗波夫.高速铁路桥梁弹塑性地震响应分析[D].长沙:中南大学,2011.LUO Bofu.Elastic-plastic seismic response analysis ofhigh-speed railway bridge[D].Changsha:CenteralSouth University,2011.
[13]GB18306—2001,中国地震动区划图[S].GB 18306—2001,China shock employed to map[S].
[14]GB50111—2006,铁路工程抗震设计规范[S].GB 50111—2006,Code for seismic design of railway en-gineering[S].
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