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刚构体系独塔斜拉桥施工期抖振响应

唐煜 胡攀 贾宏宇 郑史雄 张刚

唐煜, 胡攀, 贾宏宇, 郑史雄, 张刚. 刚构体系独塔斜拉桥施工期抖振响应[J]. 西南交通大学学报, 2021, 56(3): 485-492. doi: 10.3969/j.issn.0258-2724.20190848
引用本文: 唐煜, 胡攀, 贾宏宇, 郑史雄, 张刚. 刚构体系独塔斜拉桥施工期抖振响应[J]. 西南交通大学学报, 2021, 56(3): 485-492. doi: 10.3969/j.issn.0258-2724.20190848
TANG Yu, HU Pan, JIA Hongyu, ZHENG Shixiong, ZHANG Gang. Buffeting Responses of Single-Tower Cable-Stayed Bridge with Rigid Frame System During Construction[J]. Journal of Southwest Jiaotong University, 2021, 56(3): 485-492. doi: 10.3969/j.issn.0258-2724.20190848
Citation: TANG Yu, HU Pan, JIA Hongyu, ZHENG Shixiong, ZHANG Gang. Buffeting Responses of Single-Tower Cable-Stayed Bridge with Rigid Frame System During Construction[J]. Journal of Southwest Jiaotong University, 2021, 56(3): 485-492. doi: 10.3969/j.issn.0258-2724.20190848

刚构体系独塔斜拉桥施工期抖振响应

doi: 10.3969/j.issn.0258-2724.20190848
基金项目: 国家自然科学基金(51808470,51708470)
详细信息
    作者简介:

    唐煜(1987—),男,讲师,博士,研究方向为桥梁结构抗风,E-mail:tang0107@163.com

    通讯作者:

    贾宏宇(1981—),男,副教授,博士,研究方向为结构动力学,E-mail:Hongyu1016@swjtu.edu.cn

  • 中图分类号: U441.3

Buffeting Responses of Single-Tower Cable-Stayed Bridge with Rigid Frame System During Construction

  • 摘要: 为了更准确地计算桥梁抖振响应, 以采用刚构体系的某带大挑臂钢箱结合梁独塔斜拉桥最大双悬臂施工阶段为研究对象,首先在有限元建模中重点讨论因塔梁固结处节点刚性区建模方法不同而导致的桥梁结构动力特性差异;随后运用二维不可压非定常雷诺平均URANS数值模拟方法,识别大挑臂钢箱主梁断面静力三分力系数和气动导纳;最后基于Davenport准定常理论在ANSYS中开展桥梁抖振时域分析,所得结果与气弹模型风洞试验进行比较. 研究表明:施工阶段的独塔斜拉桥结构动力特性及抖振响应受塔梁结合处有限元建模方式影响十分显著,结构基频差异最大可达21.3%,进行此类桥梁动力分析时应予以足够重视;主梁断面的气动导纳识别结果表现出对来流风场参数的依赖性,抖振计算时应合理使用;主梁悬臂端抖振位移响应计算值大于风洞气弹模型试验测试值,该计算结果用于设计参考时是偏于保守的.

     

  • 图 1  斜拉桥正立面布置(单位:m)

    Figure 1.  Elevation of the cable-stayed bridge (unit:m)

    图 2  主梁断面布置(单位:cm)

    Figure 2.  Girder section configuration (unit:cm)

    图 3  最大双悬臂施工状态有限元模型

    Figure 3.  Finite element model of maximum double cantilever construction state

    图 4  塔梁固结处截面示意及有限元模型简化

    Figure 4.  Schematic diagram of tower-girder binding zone and simplified finite element model

    图 5  计算域模型及边界条件

    Figure 5.  Computational domain and boundary conditions

    图 6  主梁静力三分力系数

    Figure 6.  Static coefficients of girder

    图 7  主梁断面的气动导纳

    Figure 7.  Aerodynamic admittances of girder section

    图 8  主梁悬臂端竖向脉动风速功率谱

    Figure 8.  Spectrum of vertical turbulent wind at girder tip

    图 9  主梁悬臂端竖向脉动风速时程

    Figure 9.  Time history of vertical turbulent wind at girder tip

    图 10  悬臂端位移响应均方根

    Figure 10.  RMS values of displacement responses at cantilever end

    图 11  气弹模型风洞试验

    Figure 11.  Wind tunnel test of aeroelastic model

    表  1  节点刚性区按不同处理方式建模所得模态频率

    Table  1.   Modal frequencies of nodal rigid zone according to different modeling approaches Hz

    工况工况描述主梁纵漂 + 塔
    一阶顺桥向弯曲
    主梁一阶反
    对称竖弯
    塔一阶横桥
    向弯曲
    主梁一阶对
    称扭转
    主梁一阶对
    称竖弯
    主梁二阶反对
    称竖弯
    1忽略刚性区影响0.1830.2630.2880.5190.5910.859
    2主从节点法 a0.2220.3240.5170.5910.6510.958
    3主从节点法 b0.2210.3210.3240.5180.5910.955
    4主从节点法 c0.2270.2940.5150.5910.6430.951
    5刚性材料法0.1910.3040.3050.5170.5910.873
    下载: 导出CSV

    表  2  气动导纳数值识别时的CFD简谐来流参数

    Table  2.   Wind properties used in CFD simulations

    工况 竖向速度幅值/(m•s−1 湍流强度/%
    1 0.283 2
    2 0.566 4
    3 0.848 6
    4 1.131 8
    下载: 导出CSV
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出版历程
  • 收稿日期:  2019-09-03
  • 修回日期:  2019-11-19
  • 网络出版日期:  2019-12-06
  • 刊出日期:  2021-06-15

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