地震作用下,经过合理设计的挡块对桥梁上部结构具有很好的限位作用。《公路桥梁抗震设计细则》仅在构造措施中要求设置挡块,但未明确其具体设计方法。为简化挡块设计过程,提高计算效率,文中首先对连续梁桥计算模型的简化方法进行研究,并通过简化模型的动力特性与有限元模型对比,验证了其简化的合理性;对简化分析中需考虑的参与振型进行了研究,结果表明,规则桥梁仅需考虑横向平动振型就
可基本满足工程精度要求;相较于美国规范和日本规范的计算方法,简化方法基本介于两者之间说明了计算结果的可靠性,且由于考虑了结构自身动力特性的影响,计算的挡块地震力随着墩高的增大而减小,计算结果更为合理。
Abstract
Under earthquakes,the reasonable design of aseismic retainers has a good effect on the upper structure of a bridge.The guidelines for aseismic design of highway bridges only ask to install retainers in construction measures,but do not indicate its aspecific design method.In order to simplify the design process of retainers and improve the calculation efficiency,here the simplified method of continuous girder bridge’s calculation model was studied and the dynamic features of the simplified model were compared with those of the FE model to verify the former’s rationality.The vibration modal shapes participating in the simplified analysis were studied.The results showed that for regular bridges,only considering transverse translational modal shapes can meet engineering precision requirements; Compared with the calculation methods in codes of United States and Japan,the simplified method falls somewhere between them,so the simplified method’s reliability is verified; due to considering the influence of structural dynamic characteristics,the seismic forces of retainers decrease with increase in pier height,so the calculation results of the simplified method are more reasonable.
关键词
连续梁桥 /
横向振型 /
挡块 /
简化方法 /
合理性
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Key words
continuous girder bridge /
transverse mode /
retainer /
simplified method /
rationality
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参考文献
[1] 陈兴冲. 桥墩自振频率的能量公式[J]. 土木工程学报,1999,32(5):76-80.
Chen Xingchong.Formulas of energy frequency method for the natural of bridge piers[J]. China Civil Engineering Journal,1999,32(5):76-80.
[2]朱东生. 简支梁桥横向地震反应研究[J].土木工程学报,2000,32(4):27-31.
Zhu Dongsheng.Transverse seismic response of simply supported girder bridges[J]. China Civil Engineering Journal,2000,32(4):27-31.
[3]张培君,胡世德. 连续梁桥桥墩横向地震力简化计算方法探讨[J].结构工程师,2005,21(4):18-22
Zhang Pei jun,Hu Shi de.Discussion for Simplified Calculation Method of Seismic Load to Piers of Continuous Bridges[J].Structural Engineers,2005,21(4):18-22
[4] 宋一凡,周勇军,贺拴海,赵小星. 连续梁桥横桥向地震动分析[J].振动与冲击,2006,25(2):148-151
Song Yi fan,Zhou Yong Jun,He Shuan Hai,et al.Transverse seismic analysis of contnuous bridges[J].Journal of vibration and shock,2006,25(2):148-151.
[5] 宋一凡,贺拴海,曹继伟. 基于能量原理的框架桥墩地震力分析[J]. 长安大学学报(自然科学版),2002,01:36-40.
Song Yi fan,He Shuan Hai,Cao Ji Wei.Analysis for transverse seismic forces of the frame bridge piers based on energy principle[J] .Journal of Chang an University(Natural Science Edition),2002,01:36-40.
[6] 许祥.考虑碰撞效应及防落梁装置影响的桥梁结构抗震设计方法研究[D].南京:南京工业大学, 2012.
Xu Xiang.Study on Seismic Design of Bridges Considering Poundings and Anti-drop-girder Devices[D].Nanjing:Nanjing Tech University, 2012.
[7] 郭健,何益斌,郦世平. 2种不同刚度模型下框架结构扭转性能分析[J].中南大学学报(自然科学版),2008,02:400-404.
Guo Jian,He,Yi bin,Li Shi ping.Torsion performance of tall building structures based on torsion stiffness of element[J].J .Cent South Univ. (Science and Technology),2008,02:400-404.
[8] 范立楚,桥梁抗震[M].北京:人民交通出版社, 2002.
Fang Li Chu,Seismic Design of Bridges[M].BeiJing:People's Communications Press 2002.
[9] AASHTO, AASHTO LRFD Bridge Design Specifications[S], 2007 Edition and 2008 addendums, AASHTO LRFD, Washington, DC, USA, 2007.
[10] 日本道路协会, 道路桥示方书•同解说 V•耐震设计篇 [S].日本:2002.
The Road Association of Japan.Highway bridges with demonstration book - Commentary V - seismic design [S].Japan:2002.
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脚注
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