Influencing Factors of Ultimate Load-Bearing Capacity of Long-Span Composite Girder Cable-Stayed Bridge
-
摘要: 为探讨斜拉索断裂、组合梁界面相对滑移和桥面板剪力滞效应对结构极限承载力的影响,以在建的重庆江津观音岩组合梁斜拉桥为工程背景,考虑结构的几何非线性、材料非线性、体系转换、位移和应力的累积效应,按第二类稳定理论对桥梁全过程极限承载力进行了研究.结果表明,考虑斜拉索断裂、组合梁界面相对滑移和桥面板剪力滞效应的影响后,结构承载力安全系数最大变化分别达23.0%,19.0%和42.4%;斜拉索断裂对极限承载力的影响是一个先增大再逐渐减小的过程,而界面滑移和桥面板剪力滞效应对结构极限承载力的影响主要表现在短悬臂阶段.Abstract: In order to deeply research the effects of stay cable breaking,relative interface slip of composite girder and deck shear-lag effect on structural ultimate load-bearing capacity,Guanyinyan composite girder cable-stayed bridge in Jiangjin in Chongqing,as the engineering background,was investigated by considering geometrical nonlinearity,material nonlinearity,system transition and cumulative effect of displacements and stresses and adopting the theory of second kind static stability.The research results show that stay cable breaking,relative interface slip of composite girder and deck shear-lag effect have great influences on safety factor for the ultimate bearing-capacity of a long-span composite girder cable-stayed bridge,and the maximum variation of the safety factor resulted from them are respectively 23.0%,19.0% and 42.4%.The effect of stay cable breaking on the ultimate load-bearing capacity increases firstly and then decreases gradually,while the influences of the relative interface slip and the deck shear-lag effect behave mainly at the stage of short cantilever.
-
Key words:
- composite beam /
- cable-stayed bridge /
- relative slip /
- shear lag /
- ultimate load-bearing capacity /
- Abaqus software
-
强士中,周璞.桥梁工程[M].成都:西南交通大学出版社,2000:106.[2] 赵雷,张金平.大跨度拱桥施工阶段非线性稳定分析若干问题的探讨[J].铁道学报,1995,17(1):76-84.ZHAO Lei,ZHANG Jinping.Discussion of several problems on nonlinear stability analysis during the construction of longspan bridge arches[J].Journal of the China Railway Society,1995,17(1):76-84.[3] 王力,杨大光,孙世钧.钢-混凝土组合梁滑移及掀起的理论分析方法[J].哈尔滨建筑大学学报,1998,31(1):37-41.WANG Li,YANG Daguang,SUN Shijun.Theoretical method for the analysis of steel concrete composite beams'slip and uplift[J].Journal of Harbin University of Civil Engineering and Architecture,1998,31(1):37-41.[4] 赵雷.龙潭河大桥施工阶段非线性稳定分析[J].中南公路工程,2000,25(3):35-40.[5] 雷宇,赵雷.大跨度拱桥空间稳定性分析[C]//第十七届全国桥梁学术会议论文集(下册).北京:人民交通出版社,2006:1146-1150.[6] 赵雷,杜正国.大跨度钢筋混凝土拱桥钢管混凝土劲性骨架施工阶段稳定性分析[J].西南交通大学学报,1994,29(4):446-452.ZHAO Lei,DU Zhengguo.Analysis of stability during construction of the steel-tube concrete stiff skeleton of long-span arch bridge[J].Journal of Southwest Jiaotong University,1994,29(4):446-452.[7] 赵雷,张金平,彭俊生,等.大跨度钢筋混凝土拱桥施工阶段稳定性分析的非线性问题[J].四咱建筑科学研究,1995(1):7-14.[8] 西南交通大学桥梁工程系.重庆江津观音岩长江大桥主桥静力稳定性分析研究报告[R].成都:西南交通大学土木工程学院,2008.[9] 西南交通大学桥梁工程系.鄂东长江公路大桥主桥整体静力非线性稳定分析报告[R].成都:西南交通大学土木工程学院,2007.[10] 中华人民共和国建设部.GB 50017-2003钢结构设计规范[S].北京:中国计划出版社,2003. -
点击查看大图
计量
- 文章访问数: 1725
- HTML全文浏览量: 77
- PDF下载量: 575
- 被引次数: 0
下载: