YAN Bin, DAI Gong-lian, DONG Lin-yu. Design parameters of track-bridge interaction on passenger dedicated line cable-stayed bridge[J]. Journal of Traffic and Transportation Engineering, 2012, 12(1): 31-37. doi: 10.19818/j.cnki.1671-1637.2012.01.006
Citation: YAN Bin, DAI Gong-lian, DONG Lin-yu. Design parameters of track-bridge interaction on passenger dedicated line cable-stayed bridge[J]. Journal of Traffic and Transportation Engineering, 2012, 12(1): 31-37. doi: 10.19818/j.cnki.1671-1637.2012.01.006

Design parameters of track-bridge interaction on passenger dedicated line cable-stayed bridge

doi: 10.19818/j.cnki.1671-1637.2012.01.006
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  • Author Bio:

    YAN Bin(1984-), male, doctoral student, +86-731-85582630, zhixu1984@gmail.com

    DAI Gong-lian(1964-), male, professor, +86-731-85582630, daigong@vip.sina.com

  • Received Date: 2011-08-28
  • Publish Date: 2012-02-25
  • Track-bridge interaction was simulated by using nonlinear spring, and the simulation method was proved based on the experimental results of related documents.Taking a U-shape section and single-tower cable-stayed bridge on Shanghai-Kunming Passenger Dedicated Line as an example, the spatial finite element model of tower-cable-rail-beam-pier was established by using large general-purpose finite element software ANSYS.The transfer law of rail longitudinal force on cable-stayed bridge was analyzed, and the impacts of design parameters on rail longitudinal force were studied, the design parameters included longitudinal resistance model, cable-stayed bridge structure system, temperature load, wind load and so on.Analysis result shows that rail longitudinal resistance can be simplified in accordance with ideal elastic-plastic model.Compared with floating system, rail longitudinal force reduces by about 30% through tower and beam consolidation.When calculating rail expansion force, load can be applied according to beam increasing-temperature 15 ℃ and cable increasing-temperature 40 ℃.In windy areas, rail longitudinal force on cable-stayed bridge caused by wind can be larger than 60 kN.

     

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  • [1]
    卜一之. 高速铁路桥梁纵向力传递机理研究[D]. 成都: 西南交通大学, 1998.

    BU Yi-zhi. Research on the transmission mechanism of longitudinal force for high-speed railway bridges[D]. Chengdu: Southwest Jiaotong University, 1998. (in Chinese).
    [2]
    徐庆元. 高速铁路桥上无缝线路纵向附加力三维有限元静力与动力分析研究[D]. 长沙: 中南大学, 2005.

    XU Qing-yuan. Static and dynamic 3Dfinite element analysis of additional longitudinal forces transmission between CWR and high-speed railway bridges[D]. Changsha: Central South University, 2005. (in Chinese).
    [3]
    徐庆元, 陈秀方, 李树德. 高速铁路桥上无缝线路纵向附加力研究[J]. 中国铁道科学, 2006, 27(3): 8-12. https://www.cnki.com.cn/Article/CJFDTOTAL-ZGTK200603001.htm

    XU Qing-yuan, CHEN Xiu-fang, LI Shu-de. Study on the additional longitudinal forces transmission between continuously welded rails and high-speed railway bridges[J]. China Railway Science, 2006, 27(3): 8-12. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-ZGTK200603001.htm
    [4]
    张建. 刚构桥上无缝线路的ANSYS分析及二次开发[D]. 长沙: 中南大学, 2007.

    ZHANG Jian. ANSYS analysis and secondary exploitation of CWR on rigid frame bridge[D]. Changsha: Central South University, 2007. (in Chinese).
    [5]
    SONG M K, NOH H C, CHOI C K. A new three-dimensional finite element analysis model of high-speed train-bridge interactions[J]. Engineering Structures, 2003, 25(13): 1611-1626. doi: 10.1016/S0141-0296(03)00133-0
    [6]
    RUGE P, WIDARDA D R, SCHMALZLIN G, et al. Longi-tudinal track-bridge interaction due to sudden change of coup-ling interface[J]. Computers and Structures, 2009, 87(1/2): 47-58.
    [7]
    BATTINI J M, MAHIR U K. A simple finite element to consider the non-linear influence of the ballast on vibrations of railway bridges[J]. Engineering Structures, 2011, 33(9): 2597-2602. doi: 10.1016/j.engstruct.2011.05.005
    [8]
    阴存欣. 铁路桥梁纵向附加力的静动力非线性分析与仿真研究[D]. 北京: 中国铁道科学研究院, 2000.

    YIN Cun-xin. Study on nonlinear static and dynamic analysis and emulation of additional longitudinal forces in railway bridges[D]. Beijing: China Academy of Railway Sciences, 2000. (in Chinese).
    [9]
    FREIRE A M S, NEGRAO J H O, LOPES A V. Geomet-rical nonlinearities on the static analysis of highly flexible steel cable-stayed bridges[J]. Computers and Structures, 2006, 84(31/32): 2128-2140.
    [10]
    DANIELL W E, MACDONALD J H G. Improved finite ele-ment modelling of a cable-stayed bridge through systematic manual tuning[J]. Engineering Structures, 2007, 29(3): 358-371. doi: 10.1016/j.engstruct.2006.05.003
    [11]
    Germany DS899/59, special procedures on railway Shinkansen bridge[S].
    [12]
    LIM N H, PARK N H, KANG Y J. Stability of continuous welded rail track[J]. Computers and Structures, 2003, 81(22/23): 2219-2236.
    [13]
    闫斌, 戴公连. 高速铁路斜拉桥梁轨相互作用[R]. 长沙: 中南大学, 2011.

    YAN Bin, DAI Gong-lian. Beam-track interaction on high-speed railway cable-stayed bridge[R]. Changsha: Central South University, 2011. (in Chinese).
    [14]
    RUGE P, BIRK C. Longitudinal forces in continuously welded rails on bridgedecks due to nonlinear track-bridge interaction[J]. Computers and Structures, 2007, 85(7/8): 458-475.
    [15]
    TB10002.1—2005, 铁路桥涵设计基本规范[S].

    TB10002.1—2005, fundamental code for design on railway bridge and culvert[S].
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