基于尾流振子模型的桥梁涡振半主动控制

刘汉云; 任欣怡; 韩艳; 彭文林

doi:10.3969/j.issn.0258-2724.20240152

基于尾流振子模型的桥梁涡振半主动控制

doi: 10.3969/j.issn.0258-2724.20240152

长沙理工大学土木工程学院，湖南长沙 410114

基金项目: 国家自然科学基金项目（52108433，52178452）；湖南省领军人才项目（2021RC4031）；湖南省科技创新计划（2024RC3170）；湖南省自然科学基金项目（2024JJ40587）

详细信息

作者简介:
刘汉云（1989—），男，副教授，博士生导师，研究方向为桥梁结构抗震抗风与智能控制，E-mail：lhy_27@csust.edu.cn

通讯作者:
韩艳（1979—），女，教授，博士生导师，研究方向为大跨度桥梁风致振动与智能控制，E-mail：ce_hanyan@163.com

中图分类号: U441.3
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- 文章访问数: 44
- HTML全文浏览量: 23
- PDF下载量: 12
- 被引次数: 0
出版历程
- 收稿日期: 2024-03-24
- 修回日期: 2024-09-26
- 网络出版日期: 2025-08-08

Semi-active Control of Vortex-Induced Vibration of Bridge Based on Wake Oscillator Model

School of Civil Engineering, Changsha University of Science & Technology, Changsha 410114, China

摘要

摘要:
大跨度桥梁易发生低风速涡激振动，会导致桥梁结构疲劳和影响行车舒适性，基于尾流振子模型和变阻尼系数电涡流阻尼器开展桥梁涡激振动半主动控制研究. 首先，建立桥梁尾流振子无量纲涡激力模型，并基于遗传算法采用试验数据拟合获得模型参数；接着，设计可变间距滚珠丝杠电涡流阻尼器装置，并通过COMSOL模拟获得装置阻尼系数、阻尼力与轴向速度-气隙的对应关系；然后，应用遗传算法优化所选的线性二次型控制算法（LQR）和滑动模态控制算法（SMC）半主动控制参数；最后，以黑白水河大桥为研究背景，对比研究无控、LQR和SMC半主动控制的抑涡效果. 研究结果表明：桥梁尾流振子涡激力模型能很好地描述桥梁涡振特性；在最大涡振风速16.5 m/s，LQR与SMC半主动控制能将桥梁振幅控制在无控振幅的4.95%，远小于规范限值；整体上，LQR和SMC控制减振效果差别不大，但LQR控制策略下阻尼器气隙不变，而SMC控制策略下阻尼器气隙会周期性改变，气隙不变更有利于工程实现.
- 大跨度桥梁 /
- 半主动控制 /
- 尾流振子 /
- LQR控制 /
- 滑模控制
Abstract:
This study aims to address the issue of vortex-induced vibrations (VIV) in long-span bridges under low wind speeds, which can lead to structural fatigue of the bridge and affect driving comfort. Based on the wake oscillator model and a variable-damping coefficient eddy current damper, a semi-active control strategy was developed. Firstly, a dimensionless VIV force model of the bridge wake oscillator was established, and its parameters were fitted using experimental data via a genetic algorithm. Then, a variable-spacing ball screw eddy current damper was designed, and the corresponding relationships between the damping coefficient and the axial velocity–air gap, as well as the damping force and the axial velocity–air gap, were determined through COMSOL simulations. Next, a genetic algorithm was applied to optimize the semi-active control parameters for the selected linear quadratic regulator (LQR) and sliding mode control (SMC) algorithms. Finally, a comparative study was conducted on the VIV suppression effects of an uncontrolled system, LQR, and SMC semi-active control by using the Hei-Bai-Shui River Bridge as the engineering case. The results show that the wake oscillator model accurately describes the VIV characteristics of the bridge. At the maximum VIV wind speed of 16.5 m/s, LQR and SMC semi-active controls can reduce the bridge amplitude to 4.95% of the uncontrolled amplitude, which is well below the regulated limit. Overall, the damping effects of LQR and SMC control are similar, but under the LQR control, the air gap of the damper remains unchanged, while under the SMC control, the air gap varies periodically. The former offers more favorable conditions for engineering implementation.
- long-span bridge /
- semi-active control /
- wake oscillator /
- LQR control /
- sliding mode control

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图 1 桥梁涡激振动结构与尾流振子耦合模型

Figure 1. Coupling model of structure and wake oscillator for bridge vortex-induced vibration

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图 2 主梁标准横断面（单位：cm）

Figure 2. Standard cross-section of main girder （unit: cm）

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图 3 1∶50节段模型风洞试验布置

Figure 3. Wind tunnel test layout for 1:50 sectional model

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图 4 涡激振动无量纲拟合结果

Figure 4. Non-dimensional fitting results of vortex-induced vibration

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图 5 电涡流阻尼器有限元模型

Figure 5. Finite element model of eddy current damper

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图 6 电涡流参数随轴向速度和气隙的变化图

Figure 6. Variation of eddy current parameters with axial velocity and air gap

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图 7 遗传算法优化流程

Figure 7. Genetic algorithm optimization flow chart

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图 8 半主动控制减振效果

Figure 8. Semi-active control damping effect

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图 9 半主动控制力

Figure 9. Semi-active control force

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图 10 前100 s半主动控制减振效果

Figure 10. Damping effect of semi-active control in first 100 s

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图 11 最后20 s半主动控制减振效果

Figure 11. Damping effect of semi-active control in last 20 s

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图 12 半主动策略下阻尼器气隙变化

Figure 12. Variation of damper air gap under semi-active control

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表 1 成桥状态主要参数

Table 1. Main parameters of bridge state

类别	参数名称	实桥值	模型值
几何尺度	长度 L/m	77.00	1.54
	宽度 B/m	29.300	0.586
	高度 H/m	3.350	0.067
等效质量	m/（kg•m⁻¹）	54 450.5	21.8
等效质量	惯性矩 J_m/（kg•m²•m⁻¹）	4 313 880	0.690
频率	正对称竖弯 f_h/Hz	0.297	4.279
频率	正对称扭转 f_t/Hz	0.495	7.132
阻尼比	竖弯 ξ_h/%	0.7	0.7
阻尼比	扭转 ξ_t/%	0.7	0.7

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表 2 模型参数识别结果

Table 2. Parameter identification results

参数	St	$ \xi $	$ \varepsilon $	$ \eta $/×10⁻²	M/×10⁻⁴	A
取值	0.07	0.007 0	0.171 8	8.608	4.546	15.765 4

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