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浙江大学学报(工学版)
浙江大学学报(工学版)  2021, Vol. 55 Issue (10): 1903-1911    DOI: 10.3785/j.issn.1008-973X.2021.10.012
土木工程、交通工程     
横风作用下大跨度人行悬索桥振动使用性研究
唐剑明(),谢旭*()
浙江大学 建筑工程学院，浙江 杭州 310058
Investigation on vibration serviceability of long-span suspension footbridge under crosswind
Jian-ming TANG(),Xu XIE*()
College of Civil Engineering and Architecture, Zhejiang University, Hangzhou 310058, China
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摘要：

为了研究大跨人行悬索桥(LSSF)由横向风引起的振动舒适性问题，以主跨为460 m的柔性人行桥为对象，利用谱表示法生成不同湍流强度下的脉动风时程. 基于数值模拟方法识别的18个颤振导数，计算有理函数表达的自激力. 通过横风作用下的非线性抖振响应时域分析，比较自激力和结构阻尼对抖振响应的影响，分析湍流强度对抖振响应和舒适性的影响，讨论具有不同设计参数的中央扣和抗风缆对减轻桥梁抖振响应的效果. 结果表明，自激力对大跨度人行悬索桥的抖振响应有不可忽视的影响；在平均风速为15 m/s的横风作用下，湍流强度增加50%，桥梁的抖振响应增加30%~68%；中央扣能够明显减小1/4跨和3/4跨的竖向振动；增加抗风缆刚度能够有效减小竖向及跨中横向振动.
关键词： 大跨度人行悬索桥;  使用性;  横风;  自激力;  湍流强度;  减振    
Abstract:

A flexible footbridge with main span of 460 m was taken as an object in order to analyze the problem of vibration serviceability of long-span suspension footbridge (LSSF) induced by crosswind. Fluctuating wind time histories with different turbulence intensities were generated with spectral representation method. Rational-function-expressed self-excited force was calculated based on 18 flutter derivatives identified by numerical simulation method. The influence of self-excited force on buffeting response was compared with those of structural damping through nonlinear buffeting response analysis in time domain under crosswind. The influences of turbulence intensity on buffeting response and comfort were analyzed. The mitigation effects of central buckle and wind-resistant cable with different design parameters on the buffeting response of bridge were discussed. Results show that self-excited force has a non-negligible influence on buffeting response of LSSF. Turbulence intensity increases by 50% under the crosswind with a mean wind speed of 15 m/s, and the buffeting response of the bridge increases by 30%-68%. Central buckle can obviously reduce vertical vibration at 1/4 span and 3/4 span. Increasing the stiffness of wind-resistant cable can effectively reduce lateral vibration at mid-span and vertical vibration.
Key words: long-span suspension footbridge    serviceability    crosswind    self-excited force    turbulence intensity    vibration mitigation
收稿日期: 2020-12-09 出版日期: 2021-10-27
CLC:  U 448  
基金资助: 国家自然科学基金资助项目(51878606)
通讯作者: 谢旭     E-mail: 21812216@zju.edu.cn;xiexu@zju.edu.cn
作者简介: 唐剑明(1995—)，男，硕士生，从事人行悬索桥振动舒适性的研究. orcid.org/0000-0001-6406-4458. E-mail： 21812216@zju.edu.cn
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引用本文:

唐剑明,谢旭. 横风作用下大跨度人行悬索桥振动使用性研究[J]. 浙江大学学报(工学版), 2021, 55(10): 1903-1911.

Jian-ming TANG,Xu XIE. Investigation on vibration serviceability of long-span suspension footbridge under crosswind. Journal of ZheJiang University (Engineering Science), 2021, 55(10): 1903-1911.

链接本文:

https://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2021.10.012    或    https://www.zjujournals.com/eng/CN/Y2021/V55/I10/1903

图 1  桥梁布置图
图 2  桥梁有限元模型
振型 fnat /Hz 偏差/%
精细模型 等效模型
1阶对称侧弯 0.160 2 0.162 3 1.3
1阶反对称侧弯与扭转 0.222 3 0.221 0 ?0.6
1阶反对称竖弯 0.247 9 0.235 5 ?5.0
1阶对称竖弯 0.282 7 0.275 4 ?2.6
1阶对称侧弯与扭转 0.288 4 0.305 9 6.0
2阶对称竖弯 0.394 6 0.381 8 ?3.2
1阶反对称扭转 0.398 2 0.382 5 ?4.0
1阶对称扭转 0.409 4 0.398 3 ?2.7
2阶对称扭转 0.520 7 0.503 5 ?3.3
表 1  精细模型与等效模型动力特性对比
图 3  主梁静风力
图 4  非线性抖振时域分析的流程图
图 5  脉动风模拟点的布置
脉动风编号 位置 模拟风速 模拟点数 ttot /s
1 主梁 u 49 50 176
2 主梁 w 49 50 176
3 南塔 u 10 10 240
4 北塔 u 10 10 240
5 主缆 u 49 50 176
表 2  脉动风模拟参数
图 6  脉动风模拟样本与检验
图 7  用于CFD模拟的混合网格
图 8  加劲梁三分力系数及导数
图 9  加劲梁0°风攻角颤振导数
图 10  自激力与结构阻尼对主梁抖振位移响应的影响
图 11  不同湍流强度下主梁跨中抖振响应比较
舒适性分级 舒适度 ay,peak /（m·s?2） az,peak /（m·s?2）
CL1 非常舒适 <0.1 <0.5
CL2 中等舒适 0.1~0.3 0.5~1.0
CL3 不太舒适 0.3~0.8 1.0~2.5
CL4 不能忍受 >0.8 >2.5
表 3  舒适性等级及相应加速度范围[20]
图 12  加速度时程及舒适性评价的结果
图 13  不同模型的中央扣布置情况
图 14  中央扣对主梁抖振位移响应的影响
振型 fnat /Hz
C-1 C-2
1阶对称侧弯 0.197 6 0.222 8
1阶反对称侧弯与扭转 0.250 5 0.271 0
1阶反对称竖弯 0.256 8 0.271 0
1阶对称竖弯 0.280 1 0.282 6
1阶对称扭转 0.398 8 0.400 8
1阶反对称扭转 0.416 5 0.433 8
表 4  增大抗风缆面积后的桥梁动力特性
图 15  抗风缆对主梁抖振位移响应的影响
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