中、下承式拱桥抗震性能分析
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摘要
以下承式平行拱桥,下承式提篮拱桥和中、下承式斜靠式拱桥为研究对象,采用有限元程序Midas/civil建立3种桥型的空间有限元计算模型,计算其在El Centro波、Taft波地震波作用下的地震时程响应,对其进行抗震性能分析。计算结果表明:横向地震作用对3种拱桥的地震响应起控制作用;拱脚位置和横撑或横向联系处应作为拱桥抗震设计的控制截面,控制截面最大应力满足桥梁抗震性能要求,但平行式拱桥和斜靠式拱桥安全储备不充足,可采取一定的构造措施来保证其抗震安全性;提篮式拱桥主拱内倾和斜靠式拱桥稳定拱的设置对提高拱桥的横向抗震性能效果较为显著;提篮拱桥抗震性能优于平行式拱桥,斜靠式拱桥在横向地震下的拱顶横向位移最小,其抗震性能较好。
The through parallel arch bridge,through X-style arch bridge and half-through and through double X-style arch bridges are taken as researched objects,the spatial finite element models of these three kinds of the arch bridges are established by finite element program Midas/civil to calculate the time-history response and analyze their aseismic performance under the El Centro and Taft earthquake waves.It is concluded that the seismic responses of the arch bridges is controlled by seismic action in the transverse direction of the bridges;the location at the end and transverse bracings or sway bracings of the arch ribs should be regarded as the control sections in aseismic design,the largest stress of these sections measures up to the safety standards,but the safety margins of the parallel arch bridges and double X-style one are not enough,so constructional measures may be used to ensuring the seismic safety;the main arch ribs' incline towards inside of the X-style arch bridge and the setup of stabilizing arch ribs of the double X-style one can enhance the transverse seismic performance obviously;the seismic performance of the X-style bridge is superior to that of the parallel one,the transverse displacement at the top of arch ribs of the double X-style arch bridge is smallest under transverse seismic action,so its seismic performance is better.
The through parallel arch bridge,through X-style arch bridge and half-through and through double X-style arch bridges are taken as researched objects,the spatial finite element models of these three kinds of the arch bridges are established by finite element program Midas/civil to calculate the time-history response and analyze their aseismic performance under the El Centro and Taft earthquake waves.It is concluded that the seismic responses of the arch bridges is controlled by seismic action in the transverse direction of the bridges;the location at the end and transverse bracings or sway bracings of the arch ribs should be regarded as the control sections in aseismic design,the largest stress of these sections measures up to the safety standards,but the safety margins of the parallel arch bridges and double X-style one are not enough,so constructional measures may be used to ensuring the seismic safety;the main arch ribs' incline towards inside of the X-style arch bridge and the setup of stabilizing arch ribs of the double X-style one can enhance the transverse seismic performance obviously;the seismic performance of the X-style bridge is superior to that of the parallel one,the transverse displacement at the top of arch ribs of the double X-style arch bridge is smallest under transverse seismic action,so its seismic performance is better.
引文
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[3]孙增寿,孙征,陈淮.郑州黄河大桥主桥自振特性分析[J].世界地震工程,2003,19(3):130-133.Sun Zengshou,Sun Zheng,Chen Huai.Dynamic analysis of the Yellow River main bridge in Zhengzhou[J].World Earthquake Engineering,2003,19(3):130-133.
[4]陈淮,张广坡,王艳,等.中、下承式拱桥自振特性分析[J].铁道科学与工程学报,2008,5(5):32-36.Chen Huai,Zhang Guangpo,Wang Yan,et al.Dynamic property analysis of half-through and bottom-through arch bridge[J].Journal of RailwayScience and Engineering,2008,5(5):32-36.
[5]王艳,陈淮,杨磊.提篮拱桥空间动力特性分析[J].世界地震工程,2009,25(2):72-75.Wang Yan,Chan Huai,Yang Lei.Spatial dynamic property analysis of X-style arch bridge[J].World Earthquake Engineering,2009,25(2):72-75.
[6]张广坡.中、下承式拱桥抗震性能分析[D].郑州:郑州大学,2007.Zhang Guangpo.Seismic performance analysis of half-through and though arch bridge[D].Zhengzhou University,2007.
[7]雷宇,赵雷,孟庆成,等.钢管混凝土拱桥地震响应分析的参数研究[J].公路交通科技,2008,25(7):54-58,64.Lei Yu,Zhao Lei,Meng Qingcheng,et al.Study on parameters of concrete filled steel tube bridge under earthquakea[J].Journal of Highway andTransportation Research and Development,2008,25(7):54-58,64.
[8]孙广龙,宋建永,亓路宽,等.大跨径钢筋混凝土拱桥的地震时程响应分析[J].公路交通科技,2007,24(3):86-89.Sun Guanglong,Song Jianyong,Qi Lukuan,et al.Seismic time-history response analysis of long-span arch bridge[J].Journal of Highway andTransportation Research and Development,2007,24(3):86-89.
[9]王建军,谢开仲,秦荣.大跨度钢管混凝土提篮拱桥地震反应分析[J].武汉理工大学学报(交通科学与工程版)2009,33(2):365-368.Wang Jianjun,Xie Kaizhong,Qin Rong.Seismic response analysis of long span X-style CFSTarch bridge[J].Journal of Wuhan University ofTechnology(Transportation Science&Engineering),2009,33(2):365-368.
[10]李静斌,葛素娟,陈淮.5跨连续中承式钢管混凝土拱桥抗震性能分析[J].世界地震工程,2005,21(3):110-115.Li Jingbin,Ge Sujuan,Chen Huai.Aseismic characteristic analysis of a 5-span continuous half-through CFSTarch bridge[J].World EarthquakeEngineering,2005,21(3):110-115.
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