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高铁简支梁桥横向地震碰撞效应及减震研究

杨孟刚 孟栋梁 卫康华 乔建东

杨孟刚, 孟栋梁, 卫康华, 乔建东. 高铁简支梁桥横向地震碰撞效应及减震研究[J]. 西南交通大学学报, 2020, 55(1): 100-108. doi: 10.3969/j.issn.0258-2724.20180277
引用本文: 杨孟刚, 孟栋梁, 卫康华, 乔建东. 高铁简支梁桥横向地震碰撞效应及减震研究[J]. 西南交通大学学报, 2020, 55(1): 100-108. doi: 10.3969/j.issn.0258-2724.20180277
YANG Menggang, MENG Dongliang, WEI Kanghua, QIAO Jiandong. Transverse Seismic Pounding Effect and Pounding Reduction of Simply-Supported Girder Bridge for High-Speed Railway[J]. Journal of Southwest Jiaotong University, 2020, 55(1): 100-108. doi: 10.3969/j.issn.0258-2724.20180277
Citation: YANG Menggang, MENG Dongliang, WEI Kanghua, QIAO Jiandong. Transverse Seismic Pounding Effect and Pounding Reduction of Simply-Supported Girder Bridge for High-Speed Railway[J]. Journal of Southwest Jiaotong University, 2020, 55(1): 100-108. doi: 10.3969/j.issn.0258-2724.20180277

高铁简支梁桥横向地震碰撞效应及减震研究

doi: 10.3969/j.issn.0258-2724.20180277
基金项目: 国家自然科学基金(51678491,51478390);四川省应用基础重大前沿项目(2017JY0003)
详细信息
    作者简介:

    杨孟刚(1976—),男,教授,研究方向为桥梁抗震,E-mail:mgyang@csu.edu.cn

  • 中图分类号: U443.8

Transverse Seismic Pounding Effect and Pounding Reduction of Simply-Supported Girder Bridge for High-Speed Railway

  • 摘要: 为了研究高铁简支梁桥横向地震碰撞效应及减隔震装置的减碰效果,以7跨32 m标准跨径简支梁桥为例,通过试验测定挡块的实际力-变形曲线,并基于SAP2000建立了考虑地震碰撞效应的有限元模型.在此基础之上,分析了轨道系统、挡块-垫石初始间距及挡块钢板厚度对桥梁地震响应的影响,并进一步探讨了橡胶垫层、铅芯橡胶支座(LRB)、摩擦摆支座(FPB)、高阻尼橡胶支座(HDR)及液体粘滞阻尼器的减碰效果. 研究结果表明:轨道系统的约束作用会显著改变各桥跨之间的地震力分配;在所考虑的最大地震激励下,碰撞力峰值达2.18 MN,挡块的非线性效应显著;对于本文算例而言,挡块-垫石间距设为3 cm,挡块钢板厚度取32 mm是一个较为合理的配置;减隔震装置能够有效地改善桥梁结构抗震性能,且其防碰减震效果受地震波频谱特性及自身作用机理的影响,其中,FPB支座具有较强的适用性,且安装FPB支座后各桥跨之间的地震力分配更加均匀.

     

  • 图 1  高铁简支梁桥总体布置

    Figure 1.  Overall layout of the simply-supported girder bridge for high-speed railway

    图 2  挡块布置

    Figure 2.  Layout of the shear keys

    图 3  挡块测试

    Figure 3.  Tests of the shear keys

    图 4  有限元模型

    Figure 4.  Finite element model

    图 5  支座力学模型

    Figure 5.  Mechanical models of the bearings

    图 6  轨道约束对地震响应时程的影响

    Figure 6.  Influence of the rail system on the time histories of seismic responses

    图 7  5# 挡块力-变形曲线

    Figure 7.  Force-deformation curve of the 5# shear key

    图 8  挡块-垫石间距对地震响应峰值的影响

    Figure 8.  Influence of the initial gap between the shear keys and bearing padstones on the maximum seismic responses

    图 9  挡块钢板厚度对地震响应峰值的影响

    Figure 9.  Influence of the thickness of shear-key plates on the maximum seismic responses

    图 10  减隔震装置的力学模型

    Figure 10.  Mechanical models of seismic isolation devices

    图 11  在PGA为0.3g的El-Centro波激励下FPB支座的减隔震效果

    Figure 11.  Seismic reduction of FPBs when subjected to the El-Centro ground motion at PGA = 0.3g

    表  1  两种模型横向自振频率比较

    Table  1.   Comparison of transverse natural frequencies between the two models Hz

    模态阶数忽略轨道考虑轨道
    1 3.268 3.523
    2 4.382 4.905
    3 4.878 6.164
    4 5.539 7.406
    5 6.179 9.054
    6 7.750 10.846
    下载: 导出CSV

    表  2  轨道系统对各项地震响应峰值的影响

    Table  2.   Influence of the rail system on the maximum seismic responses

    桥墩
    编号
    挡块
    编号
    碰撞力/MN碰撞次数/次墩梁相对位移/cm墩顶位移/mm墩底剪力/MN
    忽略轨道考虑轨道 忽略轨道考虑轨道 忽略轨道考虑轨道 忽略轨道考虑轨道 忽略轨道考虑轨道
    1# 1# 1.80 0.57 3 1 5.12 3.05 12.8 14.2 4.27 4.79
    2# 1.62 3
    2# 3# 2.12 1.77 4 4 7.48 4.86 17.6 17.3 5.30 5.41
    4# 1.75 1.66 4 4
    3# 5# 1.87 2.18 3 4 5.57 7.96 17.6 24.3 5.12 7.88
    6# 1.68 2.09 4 4
     注:“—”表示未发生碰撞.
    下载: 导出CSV

    表  3  减隔震装置的防碰减震效果

    Table  3.   Pounding reduction effects of the seismic isolation devices

    地震激励减隔震装置碰撞力/MN墩梁相对位移/cm墩顶位移/mm墩底剪力/MN
    峰值减幅/% 峰值减幅/% 峰值减幅/% 峰值减幅/%
    El-Centro波 2.182 7.96 24.30 7.880
    橡胶垫层 1.695 22.3 5.42 31.9 16.90 30.5 4.998 36.6
    LRB支座 1.526 30.1 3.71 53.4 19.02 21.7 5.704 27.6
    FPB支座 1.545 29.2 3.72 53.3 14.18 41.6 4.764 39.5
    HDR支座 1.580 27.6 4.51 43.3 23.00 5.3 7.078 10.2
    粘滞阻尼器 1.494 31.5 4.50 43.5 16.78 30.9 5.091 35.4
    Taft波 2.080 6.64 19.55 6.326
    橡胶垫层 1.520 26.9 4.87 26.7 14.83 24.1 4.698 25.7
    LRB支座 1.500 27.9 3.62 45.5 18.92 3.2 5.962 5.8
    FPB支座 1.482 28.8 4.09 38.4 16.77 14.2 4.919 22.2
    HDR支座 1.478 28.9 4.10 38.3 21.52 –10.1 6.590 –4.2
    粘滞阻尼器 1.362 34.5 3.60 45.8 14.96 23.5 4.720 25.4
    汶川波 3.09 12.98 3.977
    橡胶垫层 0.796 1.57 47.6 15.80 –21.7 5.022 –26.3
    LRB支座 1.08 65.5 4.63 64.3 1.511 62.0
    FPB支座 1.14 63.6 2.94 77.3 1.015 74.5
    HDR支座 2.27 27.5 4.17 67.9 1.375 65.4
    粘滞阻尼器 2.18 30.4 14.68 –13.1 4.645 –16.8
     注:“—”表示未发生碰撞;减幅为负值表示地震响应增大.
    下载: 导出CSV
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出版历程
  • 收稿日期:  2018-04-10
  • 修回日期:  2018-09-13
  • 网络出版日期:  2019-01-11
  • 刊出日期:  2020-02-01

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