Experimental Study on Flutter Performance of Long-Span Suspension Bridge with Double-Deck Truss Girder
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摘要:
为提高大跨度双层桁架梁悬索桥的颤振性能，以主跨为1 700 m的杨泗港长江大桥为工程背景，通过节段模型风洞试验，分别研究了上中央稳定板、下稳定板、水平翼板以及组合措施对主梁颤振性能的影响，并通过将有效气动措施与主梁原有构件相结合的方法来减小传统气动措施带来的不利影响，针对最优气动方案，研究了阻尼比对主梁颤振性能的影响. 研究结果表明：原主梁断面在0° 和 +3° 攻角下发生了没有明显发散点的单自由度扭转软颤振，颤振临界风速分别为50.5 m/s和31.2 m/s；安装于上层桥面的上中央稳定板、下层桥面的下稳定板以及与人行道底部齐平的水平翼板均能不同程度地提高主梁的颤振稳定性；当把水平翼板与下层桥面的下稳定板组合后，主梁的颤振临界风速增长率可高达34%，在此基础上提出了将上层托架和人行道板加宽、并将下稳定板和检修车轨道相结合的最优气动方案；当扭转阻尼比由0.37%增加至0.52%时，主梁的颤振临界风速可提高11.9%，说明阻尼器可能对发生单自由度扭转软颤振的桥梁起到良好的抑振效果.
Abstract:In order to improve the flutter performance of a long-span suspension bridge with a double-deck truss girder, the Yangsigang Yangtze River Bridge with a main span of 1700 m was taken as the engineering prototype to conduct section model wind tunnel tests, to study the effects of the upper central stabilizers, lower stabilizers, horizontal flaps and their combinations on the flutter performance of the bridge girder. Then, the effective aerodynamic measures were combined with the truss girder components to reduce the adverse effects of traditional aerodynamic measures. Finally, for the optimal aerodynamic scheme, the influence of damping ratio on the flutter performance of the optimized bridge girder was investigated. The results show that the single-degree-of-freedom torsional soft flutter with no evident divergent point has occurred to the bridge girder in the original design at attack angles of 0° and +3°, and the corresponding critical flutter wind speeds are 50.5 m/s and 31.2 m/s, respectively. The upper central stabilizers installed on the upper deck, the lower stabilizers installed below the lower deck, and the horizontal flaps installed at the level of the bottom of sidewalk can improve the flutter performance of the double-deck truss girder to varying degrees. The critical flutter wind speed of the main girder can be increased by over 34% by combining the horizontal flaps and lower stabilizers installed at the lower deck. On this basis, an optimal aerodynamic scheme is proposed to broaden the upper bracket and sidewalk plate, and combine the lower stabilizer with the track of the maintenance vehicle. Meanwhile, it is found that the critical flutter wind speed of the main girder can increase by 11.9% when the system torsional damping ratio increases from 0.37% to 0.52%. This indicates that the dampers may be efficient in suppressing the soft flutter of bridges with single-degree-of-freedom torsional vibrations.
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Key words:
- double-deck truss girder /
- suspension bridge /
- flutter /
- aerodynamic measure /
- wind tunnel test
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图 1 杨泗港长江大桥总布置（单位：m）
Figure 1. General layout of the Yangsigang Yangtze River Bridge (unit：m)
图 4 主梁的扭转位移均方根值随风速变化曲线
Figure 4. Variation of the standard deviation of torsional displacements of main girder with the wind speed
图 5 +3° 攻角下主梁软颤振位移时程与相位图
Figure 5. Time history and phase diagram of soft flutter displacements of main girder at an attack angle of +3°
图 7 上中央稳定板对主梁颤振性能的影响
Figure 7. Effect of the upper central stabilizer on the flutter performance of the main truss girder
图 9 下稳定板对主梁颤振性能的影响
Figure 9. Effect of the lower stabilizers on the flutter performance of the main truss girder
图 11 水平翼板对主梁颤振性能的影响
Figure 11. Effect of the horizontal flap on the flutter performance of the main truss girder
图 13 水平翼板与下稳定板组合对主梁颤振稳定性的影响
Figure 13. Effect of the combination of the horizontal flap and the lower stabilizer on the flutter performance of main girder
图 15 系统扭转阻尼比对主梁颤振临界风速的影响
Figure 15. Effect of system torsional damping ratio on the critical flutter wind speed of the main girder
图 16 不同阻尼比条件下最优气动方案主梁的扭转位移响应
Figure 16. Torsional response of the optimal truss girder in different damping ratio conditions
表 1 节段模型主要试验参数
Table 1. Main test parameters of section model
参数名称 符号 缩尺比 实桥值 理论值 实际值 主桁高/m H 1∶52.67 10.00 0.19 0.19 主桁宽/m B 1∶52.67 28.000 0.532 0.532 单位长度质量/（kg•m−1） m 1∶52.672 53 027.00 19.13 19.14 单位长度质量惯矩/（kg•m） I 1∶52.674 7 465 823.000 0.970 0.979 一阶竖弯频率/Hz f1 0.117 1.695 一阶扭转频率/Hz f2 0.284 4.095 竖弯阻尼比/% ζ1 1 0.50 0.36 扭转阻尼比/% ζ2 1 0.50 0.37 扭弯频率比 ε 1 2.418 2.418 2.417 
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