针对传统单自由度驰振模型在进行悬索桥大尺寸主缆施工期驰振分析时可能产生误判的问题，建立了一个同时考虑主缆横风向及顺风向运动的二自由度驰振模型。以东海某大跨径悬索桥为例，利用Fluent数值模拟的方法，计算得到该桥主缆施工期几个典型工况不同风攻角下的气动力系数；采用ANSYS建立该桥主塔、主缆及猫道的有限元模型，通过模态分析得到对应工况下主缆的动力特性；最后选取可能发生驰振失稳的工况，分别利用传统单自由度模型及本文提出的二自由度模型计算其驰振临界风速并进行对比分析。结果表明：分别利用两种模型所计算的驰振临界风速差别较大，传统单自由度方法对是否发生驰振可能产生误判，从而可为悬索桥大尺寸主缆施工期的驰振分析提供理论参考。
Abstract
Aiming at the problem that a traditional single-DOF galloping model may cause mis-judging when analyzing galloping of large scale spire type main cable of a suspension bridge during construction, a new 2-DOF galloping model considering the main cable motion along transverse wind direction and down wind direction was established. Firstly, a long-span suspension bridge in the East China Sea was taken as a study object, aerodynamic coefficients of the main cable in its several typical working cases during construction were calculated using the numerical simulation method based on the software Fluent. Secondly, the finite element model of the bridge including main tower, main cable and catwalk was established, and the dynamic characteristics of the main cable were obtained with the modal analysis. Finally, the working cases of the main cable that may have galloping were selected, and galloping critical wind speeds were calculated based on the single-DOF model and the 2-DOf model, respectively and the results were analyzed contrastively. It was indicated that the galloping critical wind speeds based on the two models are quite different, the traditional single-DOF model may lead to a mis-judging if there is a galloping; the results provide a theoretical reference for analyzing galloping of large scale spire type main cable of a suspension bridge during construction.
关键词
悬索桥 /
主缆 /
驰振 /
两自由度 /
临界风速
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Key words
suspension bridge /
main cable /
galloping /
2-DOF /
critical wind speed
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参考文献
[1] 陈政清. 桥梁风工程[M]. 北京：人民交通出版社，2005: 66-68.
Chen Zhengqing. Wind Engineering Of Bridges. Beijing: China Communications Press[M]. 2005: 66-68.
[2] Gjelstrup H, Georgakis C T. A quasi-steady 3 degree-of-freedom model for the determination of the onset of bluff body galloping instability[J].Journal of Fluids and Structures,2011,27(7):1021–1034
[3] 李胜利，欧进萍. 大跨径悬索桥施工期暂态主缆驰振分析[J]. 土木工程学报,2009,42(9):74-81.
Li Shengli, Ou Jinpin. Galloping analysis for the transient main cable of long-span suspension bridges during construction[J]. Journal of Highway and Transportation Research and Development, 2009, 42(9): 74-81.
[4] Tetsuro T, Itoh Y, Unstable aerodynamic phenomena of a rectangular cylinder with critical section[J]. Journal of wind Engineering and industrial Aerodynamics, 1999, 83(1):121-133.
[5] DenHartog J P. Transmission line vibration due to sleet[J]. American Institute of Electrical Engineers, 1932, 51(4): 1074-1081.
[6] Nigol O, Buchan P G. Conductor Galloping Part I: DenHartog Mechanism[J]. Power Apparatus and Systems, IEEE Transactions on,1981,PAS-100(2):699-707.
[7] Yu P, Desai Y M, Shah A H. Three-Degree-of Freedom Model for Galloping.Part I: Formulation[J]. Journal of Engineering Mechanics,1993,119(12):2404-2425.
[8] 徐风云，陈德荣. 2007年台风多发期架设西堠门大桥钢箱梁的可行性研究[R]. 浙江省舟山连岛工程建设指挥部，2006.
Xu Fengyun, Chen Derong. Feasibility study of the construction of steel box girder for Xihoumen bridge in the typical typhoon-prone period in 2007[R]. Headquarters of the construction for the Zhoushan Island-Land Project, 2006.
[9] 刘延柱. 高等动力学[M]. 北京：高等教育出版社，2000.
Liu Yanzhu. Advanced dynamics[M]. Beijing:China Higher Education Press, 2000.
[10] Alonso G, Meseguer J, A parametric study of the galloping stability of two-dimensional triangular cross-section bodies[J]. Journal of wind Engineering and industrial Aerodynamics, 2006, 94(4):241-253.
[11] Alonso G, Meseguer J, Perez-Grande I. Galloping stability of triangular cross-sectional bodies: a systematic approach[J]. Journal of wind Engineering and industrial Aerodynamics, 2007, 95(9–11):928-940.
[12] 李永乐,易仁彦,王东绪,廖海黎. 悬索桥主缆架设过程驰振性能时域分析[J]. 西南交通大学学报,2013,48(1):21-28.
Li Yongle,Yi Renyan,Wang Dongxu,Liao Haili. Time-Domain Analysis of Galloping of Main Cables of Suspension Bridge during Erection Process[J]. Journal of Southwest Jiaotong University, 2013,48(1):21-28
[13] 马文勇,顾明. 考虑摆动效应的覆冰导线两自由度驰振稳定性分析[J]. 工程力学,2012,29(1):195-201.
Ma Wenyong, Gu Ming. Galloping instability of two degree of freedom of iced conductor with swing[J]. Engineering Mechanics, 2012,29(1):195-201.
[14] R.克拉夫，J.彭津，王光远等 译校.结构动力学[M]. 北京：高等教育出版社，2006:17-20.
Clough R W, Penzien J, Translated by Wang Guangyuan. Structural Dynamics[M]. Beijing: China Higher Education Press, 2006:17-20.
[15] 中华人民共和国交通部. 公路桥梁抗风设计规范（JTG/T D60-01-2004）[S]. 北京：人民交通出版社，2004.
Ministry of Communications of the People’s Republic of China, Wind-resistent Design Specification for Highway Bridges (JTG/T D60-01-2004)[S]. Beijing: China Communications Press,2004.
[16] 李胜利,王超群,王东炜,欧进萍. 大跨径悬索桥施工期尖顶型主缆驰振性能分析[J]. 振动与冲击,2015,22:154-160.
Li Shengli, Ou Jinping. Galloping analysis for the transient main cables of long-span suspension bridges during construction[J]. China Civil Engineering Journal, 2009, 42(9):74-81.
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