大跨径铁路钢管混凝土系杆拱桥稳定性分析

季日臣;石明星

振动与冲击 ›› 2011, Vol. 1 ›› Issue (08) : 0-0.

PDF(1483 KB)
PDF(1483 KB)
振动与冲击 ›› 2011, Vol. 1 ›› Issue (08) : 0-0.
论文

大跨径铁路钢管混凝土系杆拱桥稳定性分析

  • 季日臣,石明星
作者信息 +

Stability Analysis of Long Span Railway CFST Tied-arch Bridge

  • Ji Richen,Shi Mingxing
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摘要

以现有拱桥稳定计算理论为指导,建立了格丑沟特大桥主桥136m跨度铁路钢管混凝土系杆拱桥的空间有限元模型,给出了该桥在特定的荷载工况下的稳定系数及失稳模态,结果表明:结构的失稳主要表现在拱肋的面外失稳,弹性屈曲系数均大于一般要求(4~5),弹性稳定满足要求.考虑了非线性影响,对拱肋进行了逐级加载,得到了拱肋的极限荷载,并给出了拱肋达到极限荷载时各控制截面的竖向位移和横向位移,通过比较得出材料非线性对本桥稳定的影响大于几何非线性的影响.并以大量计算结果为依据,揭示了横撑布置形式、拱肋内倾角、矢跨比对该桥稳定性的影响.

Abstract

Under the guide of the existent arch bridge stability theory, the three dimension finite element model has been built for the 136m span tied-arch bridge of railway concrete-filled steel tube about the main bridge of Gechougou bridge. Its stability factor and the instability mode are given under the specific load condition. The results suggest that the structural buckling is mainly shown by out-plane buckling of the arch; elastic buckling coefficients are greater than the general requirement (4~5), which satisfies the requirement of the bridge elastic stability. Considering the nonlinear effects, after the arch ribs are progressively loaded, the ultimate loads of the arch ribs are obtained, and the vertical and transverse displacement of each controlling section when the arch ribs reach the ultimate loads. The effect of material nonlinearity on the stability of the bridge is greater than the geometric nonlinearity by comparing. According to lots of computing data, the effects of transverse brace layout, arch rib inclination angle and ratio of height to span to the stability of this bridge are revealed.

关键词

钢管混凝土 / 系杆拱桥 / 稳定分析 / 有限元模型 / 弹性屈曲 / 非线性

Key words

concrete-filled steel tube / tied-arch bridge / stability analysis / finite element model / elastic buckling / nonlinearity

引用本文

导出引用
季日臣;石明星. 大跨径铁路钢管混凝土系杆拱桥稳定性分析[J]. 振动与冲击, 2011, 1(08): 0-0
Ji Richen;Shi Mingxing. Stability Analysis of Long Span Railway CFST Tied-arch Bridge[J]. Journal of Vibration and Shock, 2011, 1(08): 0-0

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