Study on flood resistance performance and measures of traditional timber corridor bridges with cantilevered beams
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摘要:
为研究传统木伸臂梁廊桥的抗洪性能及抗洪措施的有效性，基于不同洪水条件和抗洪措施，对廊桥所承受的洪水荷载及其抗洪性能进行了定量分析. 首先，通过计算流体力学（CFD）模拟技术得到廊桥上部结构的洪水荷载，研究水位、流速及拆除风雨板的影响；其次，分析上部结构阻力最大时刻，洪水荷载在主要构件上的分布；最后，通过计算廊桥上部结构的滑动和倾覆风险，评估其抗洪性能，并量化拆除风雨板与桥面加重对廊桥抗洪性能的提升效果. 研究结果表明：水位或流速提高，廊桥上部结构的阻力增幅分别为145.38%和95.71%. 存在风雨板工况下，上部结构阻力主要分布于迎水面风雨板和轴线沿桥梁纵长方向的托木；拆除风雨板后，上部结构阻力主要分布于轴线沿桥梁纵长方向的托木和主梁，基准洪水条件下上部结构最大阻力降低17.79%，高水位洪水条件下降幅达48.08%，高流速洪水条件下则出现1.51%的增量；水位提高，上部结构升力迅速增加后趋于稳定，拆除风雨板可降低最大升力，但会导致最大升力提前出现；廊桥在高流速和高水位洪水条件下均存在滑动破坏风险，当桥面加重均布荷载达到4.0 kN/m2时，可保证最不利工况下廊桥的稳定性；如同时拆除风雨板，高流速和高水位洪水条件下桥面所加均布荷载可相应降低至0.5 kN/m2和2.5 kN/m2.
Abstract:To investigate the flood resistance performance of traditional timber corridor bridges with cantilevered beams and the effectiveness of flood resistance measures, a quantitative analysis of flood loads and flood resistance performance was conducted under various flood conditions and flood resistance measures. First, flood loads on the superstructure of the corridor bridge were obtained using computational fluid dynamics (CFD) simulations, and the effects of water levels, flow velocities, and weatherboard removal were investigated. Next, the distribution of flood loads on main components was analyzed at the moment of maximum resistance of the superstructure. Finally, the flood resistance performance of the corridor bridge was assessed by calculating the sliding and overturning risks of the superstructure, and the enhancement effects of weatherboard removal and deck weighting on flood resistance performance were quantitatively evaluated. The results show that the drag force on the superstructure increases by 145.38% and 95.71% with the increase of water levels and flow velocities, respectively. In the presence of weatherboards, the drag force is primarily distributed on the upstream weatherboard and the cantilever beams along the longitudinal axis of the bridge. After removing weatherboards, the drag force is mainly distributed on the cantilever beams along the longitudinal axis and the main beams. Under baseline flood conditions, the maximum drag force on the superstructure decreases by 17.79%; the reduction reaches 48.08% under high water level conditions; while an increase of 1.51% is observed under high flow velocity conditions. As the water level rises, the lift force acting on the superstructure increases rapidly and then stabilizes. Removing weatherboards can reduce the maximum lift force but leads to an earlier occurrence of the peak lift. The corridor bridge faces sliding failure risks under both high flow velocity and high water level conditions. When the uniformly distributed load added to the bridge deck reaches 4.0 kN/m2, the stability of the corridor bridge under the most unfavorable conditions can be ensured. If weatherboards are simultaneously removed, the required uniformly distributed load on the bridge deck can be reduced to 0.5 kN/m2 and 2.5 kN/m2 under high flow velocity and high water level conditions, respectively.
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Key words:
- timber corridor bridge with cantilevered beam /
- flood /
- flood resistance /
- failure mode
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图 1 传统木伸臂梁廊桥模型
Figure 1. Model of traditional timber corridor bridge with cantilevered beams
图 3 模拟结果和试验结果的对比
Figure 3. Comparison between numerical simulation results and experimental results
图 7 T1、T3、T5层托木所受洪水荷载
Figure 7. Flood loads on cantilever beams of layers T1, T3, and T5
图 11 桥面加重后廊桥的抗滑动稳定系数
Figure 11. Anti-sliding stability coefficient of corridor bridge after deck weighting
表 1 验证工况
Table 1. Validation conditions
工况 圆柱直径
D/mm桩数m × n 间距/mm 1 20 6 × 6 3D 2 20 4 × 4 3D 3 10 6 × 6 3D 4 10 6 × 6 5D 
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表 2 工况详情
Table 2. Details of simulation conditions
工况编号 水位/m 流速/（m•s−1） H4V4-YF 4 4 H4V5-YF 4 5 H5V4-YF 5 4 H4V4-WF 4 4 H4V5-WF 4 5 H5V4-WF 5 4
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表 3 气相和水相的特性常数
Table 3. Property constants of air and water phases
相 密度/（kg•m−3） 黏度/（kg•m−1•s） 空气 1.225 1.789e−05 水 998.200 1.003e−03
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表 4 风雨板所受洪水荷载
Table 4. Flood loads on weatherboards
工况 迎水面风雨板 背水面风雨板 阻力/N 升力/N 阻力/N 升力/N H4V4-YF 32254 − 4067 108 9 H4V5-YF 73078 − 9579 1383 190 H5V4-YF 215782 − 27236 16033 1723
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