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风、浪、流荷载组合对跨海桥梁动力响应的影响

房忱 李永乐 向活跃 张景钰

房忱, 李永乐, 向活跃, 张景钰. 风、浪、流荷载组合对跨海桥梁动力响应的影响[J]. 西南交通大学学报, 2019, 54(5): 908-914, 922. doi: 10.3969/j.issn.0258-2724.20170716
引用本文: 房忱, 李永乐, 向活跃, 张景钰. 风、浪、流荷载组合对跨海桥梁动力响应的影响[J]. 西南交通大学学报, 2019, 54(5): 908-914, 922. doi: 10.3969/j.issn.0258-2724.20170716
FANG Chen, LI Yongle, XIANG Huoyue, ZHANG Jingyu. Dynamic Response Influences of Combination Loads of Wind, Wave, and Current on Sea-Crossing Bridges[J]. Journal of Southwest Jiaotong University, 2019, 54(5): 908-914, 922. doi: 10.3969/j.issn.0258-2724.20170716
Citation: FANG Chen, LI Yongle, XIANG Huoyue, ZHANG Jingyu. Dynamic Response Influences of Combination Loads of Wind, Wave, and Current on Sea-Crossing Bridges[J]. Journal of Southwest Jiaotong University, 2019, 54(5): 908-914, 922. doi: 10.3969/j.issn.0258-2724.20170716

风、浪、流荷载组合对跨海桥梁动力响应的影响

doi: 10.3969/j.issn.0258-2724.20170716
基金项目: 国家自然科学基金(51525804);四川省青年科技创新研究团队(2015TD0004);中国工程院重点咨询研究项目(2016-XZ-13)
详细信息
    作者简介:

    房忱(1991—),男,博士研究生,研究方向为桥梁风浪耦合动力响应,E-mail:1454457971@qq.com

    通讯作者:

    李永乐(1972—),男,教授,研究方向为大跨桥梁风致振动及车桥耦合振动,E-mail:lele@swjtu.edu.cn

  • 中图分类号: U443.22;U443.15

Dynamic Response Influences of Combination Loads of Wind, Wave, and Current on Sea-Crossing Bridges

  • 摘要: 为研究跨海桥梁所受风、浪、流环境荷载及其组合影响,采用国际结构安全性联合委员会(JCSS)提出的组合模型将风浪流荷载进行组合,并考虑了风浪流要素之间的相关性,对于风浪相关性采用了耿贝尔联合概率模型,并通过风海流实现了水流与风场的联合. 以某跨海大桥为工程背景,分析了不同荷载组合对主梁动力响应的影响及其机理,并讨论了荷载组合中参与荷载时段和不同波浪场对计算结果的影响. 研究结果表明:风、浪、流荷载对主梁位移响应影响较大,以风为主要荷载的JCSS组合比以波浪和水流为主要荷载的JCSS组合跨中位移响应偏大20%~30%;随机波浪和桥梁横向基阶模态对跨中横向响应贡献显著;主梁不同位置的位移响应受同一环境要素的影响程度不同,主跨跨中响应主要受风荷载的影响,塔梁结合处主梁响应主要受波浪荷载的影响;波浪场采用规则波模拟会低估主梁跨中位移响应.

     

  • 图 1  风、浪、流荷载

    Figure 1.  Wind,wave,and current loads

    图 2  桥梁构造

    Figure 2.  Bridge construction

    图 3  全桥有限元模型

    Figure 3.  Finite element model of full-bridge

    图 4  随机风、浪场功率谱对比

    Figure 4.  Comparison of power spectrum of random wind field and wave field

    图 5  不同组合跨中位移

    Figure 5.  Displacement at the middle of the span on different combinations

    图 6  桥梁跨中横向位移功率谱分析

    Figure 6.  Power spectrum analysis of lateral displacement at the middle of the span

    图 7  桥梁跨中横向位移对比

    Figure 7.  Comparison of lateral displacement at the middle of the span

    图 8  桥梁塔梁结合处横向位移对比

    Figure 8.  Comparison of lateral displacement at the joint of the tower and girder

    图 9  不同波浪场下跨中横向位移对比

    Figure 9.  Comparison of lateral displacement at the middle of the span at different wave fields

    表  1  设计基准期内极值风浪流组合

    Table  1.   Combination of extreme wind,wave, and current during design reference period

    工况时间/a
    1 N Ti Ti
    2 Ti N Ti
    3 Ti Ti N
    下载: 导出CSV

    表  2  极值风浪流设计参数

    Table  2.   Design parameters of extreme wind,wave,and current

    工况V10/
    (m•s−1
    Vb/
    (m•s−1
    Hs/mvu/
    (m•s−1
    vt/
    (m•s−1
    v/
    (m•s−1
    143.9354.917.850.751.141.89
    2(7)30.1237.6511.450.751.141.89
    330.1237.657.851.101.142.25
    443.9354.916.750.651.141.79
    525.8932.3611.450.651.141.79
    625.8932.366.751.101.142.25
    下载: 导出CSV
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出版历程
  • 收稿日期:  2017-09-27
  • 修回日期:  2018-07-19
  • 网络出版日期:  2019-09-04
  • 刊出日期:  2019-10-01

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