Mechanical Characteristics of Super-Long-Span Cable-Stayed Bridge with Transverse Asymmetrical Load
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摘要:
为研究横桥向非对称恒载对大跨度斜拉桥受力行为的影响，以常泰长江大桥为工程背景，对横桥向非对称恒载桥梁结构的力学行为进行分析，并提出了合理的控制措施以实现理想的成桥状态. 提出了一种索力快速优化的方法，采用上下游索力不对称和降低铁路二期恒载的措施解决横桥向不对称恒载引起的主梁扭转、主塔偏位问题，实现了合理的成桥状态. 结果表明：通过上下游索力不对称可以有效地控制主梁扭转，斜拉索顺桥向不平衡分力和横桥向不平衡分力产生的横桥向弯曲变形大小基本一致，方向相反，有利于降低主梁横桥向弯曲变形；通过减小横桥向不对称恒载的差值可以有效地控制主塔横桥向偏位.
Abstract:In order to study the influence of transverse asymmetrical load on the mechanical characteristics of long-span cable-stayed bridges, this paper takes the Changtai Yangtze River Bridge as the engineering background and analyzes the mechanical characteristics of the bridge with a transverse asymmetrical load. In addition, reasonable control measures are put forward to realize the ideal state of the final bridge. Firstly, a fast optimization method of the cable force is proposed for the cable-stayed bridge with a transverse asymmetrical load. Secondly, asymmetrical upstream and downstream cable forces are used to control the main girder torsion caused by the transverse asymmetrical load. The influences of the unbalanced components along the cable-stayed bridge and the transverse direction of the bridge on the alignment of the main girder and the deviation of the main tower are analyzed. Finally, the method of reducing the secondary dead load of the railway is used to control the deviation of the main tower caused by the transverse asymmetrical load. The results show that the main girder torsion can be effectively controlled by the asymmetrical upstream and downstream cable forces. The transverse bending deformations generated by the unbalanced components along the cable-stayed bridge and the transverse direction of the bridge are basically consistent but opposite in direction, which is beneficial to reduce the transverse bending deformations of the main girder. The transverse deviation of the main tower can be effectively controlled by reducing the difference of the transverse asymmetrical load.
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图 2 主梁横桥向布置方案（单位：cm）
Figure 2. Configuration schemes of main girder cross section （unit：cm）
图 9 优化后成桥状态主梁弦杆变形
Figure 9. Deformations of main girder chords in bridge state after optimization
表 1 主塔塔顶变形
Table 1. Deformations of the top of the main tower
mm 不计入收缩徐变效应 计入收缩徐变效应 顺桥向变形 横桥向变形 顺桥向变形 横桥向变形 −104.6 −88.1 −100.9 −125.2 
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表 2 降低铁路侧恒载措施
Table 2. Measures to reduce secondary dead load of the railway
措施 优化前 优化后 降低铺砟厚度 35 cm 厚普通
道床25 cm 厚聚氨酯固化道床 压缩道床宽度 9 m 8.2 m 调整铁路防水面板结构 6 cm 厚高性能混凝土铺装 3 mm 不锈钢与基材形成复合钢板 斜拉索 不同规格、相同
强度同种规格、不同
强度
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