西安建筑科技大学学报(自然科学版)

以实际一系杆拱桥为研究背景,依据相似原理,考虑几何相似、荷载相似和材料相似的要求,浇筑1:16的室内缩尺模型,对典型位置单根吊杆断裂致使其余吊杆内力重分布的影响进行定量计算.结果表明:当某一吊杆发生断裂后对同侧拱肋相邻吊杆影响较大,与断裂吊杆相邻吊杆应力增大约25%; 结构跨中、拱脚及四分点位置处吊杆断裂后对其余吊杆影响较大,位于拱脚处短吊杆对剩余吊杆的内力重分布影响最为明显; 计算结果为同类实际桥梁的管理及日常养护提供了参考,对实际结构的设计、施工,特别是运营维护具有重要的参考价值.

Based on the actual research of the tied arch bridge, the similarity principle, the geometric similarity, load similarity and material similarity requirements, with the indoor scale model of 1:16 is poured, this essay aims to analyze and calculate the impact on fracture of a single hanger to the other hangers at the typical position. Results show that the impact on the adjacent hanger of the same side arch rib is greater when a certain hanger is broken, and the stress of the hanger adjacent to the broken hanger increased by around 25%. At the position of the midspan, arch springing and one fourth of structure, the hanger has a slightly greater influence on other hangers. The hanger at the arch springing has the most obvious influence on the internal force redistribution of the remaining hangers. However, the single hanger fracture generally does not cause the chain reaction of other fractures of hangers. The laboratory bridge model is based on the simulation of influence of the actual bridge type on the internal force redistribution of the tied arch bridge after the single hanger breaks. Calculation results provide reference for the management and daily maintenance of actual bridges, which also has guiding significance for on-site construction.

引言
1 总体介绍说明
2 有限元模型正确性校对
3 结果对比分析
4 结论

图1 孔雀河大桥坍塌现场<br/>Fig.1 Kong Quehe bridge collapse site

图1 孔雀河大桥坍塌现场
Fig.1 Kong Quehe bridge collapse site

图2 台湾宜兰大桥坍塌现场

图3 系杆拱桥试验模型图<br/>Fig.3 Arc bridge test model diagram

图3 系杆拱桥试验模型图
Fig.3 Arc bridge test model diagram

图4 张拉反力装置安装及千斤顶加压<br/>Fig.4 Tensioning counterforce device installation and jack pressure

图4 张拉反力装置安装及千斤顶加压
Fig.4 Tensioning counterforce device installation and jack pressure

图5 构件编号图<br/>Fig.5 Component numbering diagram

图5 构件编号图
Fig.5 Component numbering diagram

图6 有限元模型标准视图<br/>Fig.6 Standard view of finite element model

图6 有限元模型标准视图
Fig.6 Standard view of finite element model

表1 模型桥构件相似条件<br/>Tab.1 Model bridge components similar conditions

表1 模型桥构件相似条件
Tab.1 Model bridge components similar conditions

表2 全桥吊杆应力值表(单位:MPa)<br/>Tab.2 Stress value of suspender of the whole bridge(Unit: MPa)

表2 全桥吊杆应力值表(单位:MPa)
Tab.2 Stress value of suspender of the whole bridge(Unit: MPa)

表3 系梁竖向位移变化值对比表(单位:mm)<br/>Tab.3 Comparison of changes in vertical displacement of system beams(Unit:mm)

表3 系梁竖向位移变化值对比表(单位:mm)
Tab.3 Comparison of changes in vertical displacement of system beams(Unit:mm)

表4 拱肋竖向位移变化值对比表(单位:mm)<br/>Tab.4 Comparison of vertical displacement of arch rib(Unit:mm)

表4 拱肋竖向位移变化值对比表(单位:mm)
Tab.4 Comparison of vertical displacement of arch rib(Unit:mm)

图7 吊杆应力对比图<br/>Fig.7 Derrick stress contrast figure

图7 吊杆应力对比图
Fig.7 Derrick stress contrast figure

图8 拱肋Ⅰ吊杆应力变化值图<br/>Fig.8 Arch rib Ⅰ derrick stress value

图8 拱肋Ⅰ吊杆应力变化值图
Fig.8 Arch rib Ⅰ derrick stress value

图9 拱肋Ⅱ吊杆应力变化值图<br/>Fig.9 Arch rib Ⅱ derrick stress value

图9 拱肋Ⅱ吊杆应力变化值图
Fig.9 Arch rib Ⅱ derrick stress value

$图10 吊杆断裂后对拱肋Ⅰ其余吊杆应力影响图<br/>Fig.10 Derrick after fracture of arch on rib Ⅰ and the rest of the derrick stress influence diagram$

图10 吊杆断裂后对拱肋Ⅰ其余吊杆应力影响图
Fig.10 Derrick after fracture of arch on rib Ⅰ and the rest of the derrick stress influence diagram

$图11 吊杆断裂后对拱肋Ⅱ吊杆应力影响图<br/>Fig.11 Derrick after fracture of archo n rib Ⅱ and derrick stress influence diagram$

图11 吊杆断裂后对拱肋Ⅱ吊杆应力影响图
Fig.11 Derrick after fracture of archo n rib Ⅱ and derrick stress influence diagram

图12 混凝土组合最大应力图<br/>Fig.12 Composite maximum stress diagram

图12 混凝土组合最大应力图
Fig.12 Composite maximum stress diagram

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备注

引言

1 总体介绍说明

2 有限元模型正确性校对

3 结果对比分析

4 结论

期刊信息