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浙江大学学报(工学版)
Journal of ZheJiang University (Engineering Science)  2021, Vol. 55 Issue (10): 1903-1911    DOI: 10.3785/j.issn.1008-973X.2021.10.012
    
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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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     
Received: 09 December 2020      Published: 27 October 2021
CLC:  U 448  
Fund:  国家自然科学基金资助项目(51878606)
Corresponding Authors: Xu XIE     E-mail: 21812216@zju.edu.cn;xiexu@zju.edu.cn
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Cite this article:

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.

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


横风作用下大跨度人行悬索桥振动使用性研究

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 
Fig.1 Configuration of bridge
Fig.2 Finite element model of bridge
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
Tab.1 Comparison of dynamic characteristics between fine model and equivalent model
Fig.3 Aerostatic forces of main girder
Fig.4 Flow chart of nonlinear buffeting analysis in time domain
Fig.5 Layout of simulated points for fluctuating wind
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
Tab.2 Parameters of fluctuating wind simulation
Fig.6 Samples of simulated fluctuating wind and validation
Fig.7 Hybrid mesh used in CFD simulation
Fig.8 Aerostatic force coefficients and their derivatives of stiffening girder
Fig.9 Flutter derivatives of stiffening girder at 0° wind attack angle
Fig.10 Influence of self-excited force and structural damping on buffeting displacement responses of main girder
Fig.11 Comparison of buffeting responses at mid-span of main girder under different turbulence intensities
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
Tab.3 Comfort levels and corresponding acceleration ranges[20]
Fig.12 Acceleration time history and comfort evaluation results
Fig.13 Central buckle layout of different models
Fig.14 Influence of central buckle on buffeting displacement responses of main girder
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
Tab.4 Bridge dynamic characteristics after increasing area of wind-resistant cable
Fig.15 Influence of wind-resistant cable on buffeting displacement responses of main girder
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