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非平稳地震作用下高墩桥梁体间隙需求分析

李兰平 卜一之 贾宏宇 张明 李晰

李兰平, 卜一之, 贾宏宇, 张明, 李晰. 非平稳地震作用下高墩桥梁体间隙需求分析[J]. 西南交通大学学报, 2019, 54(1): 113-120. doi: 10.3969/j.issn.0258-2724.20180039
引用本文: 李兰平, 卜一之, 贾宏宇, 张明, 李晰. 非平稳地震作用下高墩桥梁体间隙需求分析[J]. 西南交通大学学报, 2019, 54(1): 113-120. doi: 10.3969/j.issn.0258-2724.20180039
LI Lanping, BU Yizhi, JIA Hongyu, ZHANG Ming, LI Xi. Analysis of Required Separation Distances of High-Pier Bridges Subjected to Non-stationary Ground Motions[J]. Journal of Southwest Jiaotong University, 2019, 54(1): 113-120. doi: 10.3969/j.issn.0258-2724.20180039
Citation: LI Lanping, BU Yizhi, JIA Hongyu, ZHANG Ming, LI Xi. Analysis of Required Separation Distances of High-Pier Bridges Subjected to Non-stationary Ground Motions[J]. Journal of Southwest Jiaotong University, 2019, 54(1): 113-120. doi: 10.3969/j.issn.0258-2724.20180039

非平稳地震作用下高墩桥梁体间隙需求分析

doi: 10.3969/j.issn.0258-2724.20180039
基金项目: 国家自然科学基金资助项目(51308465,51608452)
详细信息
    作者简介:

    李兰平(1986—),男,讲师,博士研究生,研究方向为桥梁抗震及结构动力学,E-mail: lilanping@swjtu.edu.cn

  • 中图分类号: V221.3

Analysis of Required Separation Distances of High-Pier Bridges Subjected to Non-stationary Ground Motions

  • 摘要: 为了研究非平稳地震作用下高墩桥梁体防撞间隙需求,基于随机振动理论及虚拟激励法,对不同烈度下场地条件对非平稳间隙需求的影响进行了分析. 首先,建立了非平稳地震作用下相邻梁体相对位移需求与烈度间的数学关系;其次,基于理论计算的梁体间最大相对位移,确定碰撞间隙宽度需求以达到防止梁体间发生碰撞的目的;最后,以某大跨度连续刚构-连续梁体系为实际工程算例,研究了非平稳地震作用下桥梁结构在一致场地和非一致场地(实际场地)条件下的碰撞间隙需求量,且获得了不同烈度下非平稳碰撞间隙需求谱. 研究结果表明:非平稳地震作用下,硬土场地条件时,相对位移时变均方差的峰值最小,实际场地条件最大,约为硬土场地的4倍;实际场地条件的各烈度下非平稳碰撞间隙宽度需求均值比软土场地、中土场地和硬土场地分别大36%、69%和73%,均方差分别大45%、74%和78%;平稳地震激励比非平稳地震激励时碰撞间隙需求量大20%~30%.

     

  • 图 1  铁路桥梁结构示意(单位:m)

    Figure 1.  Schematic view of the railway bridge (unit:m)

    图 2  相对位移时变均方差(7~9度)

    Figure 2.  Time-dependent mean square deviation of relative displacement (7–9度)

    图 3  相对位移时变均方差(10度)

    Figure 3.  Time-dependent mean square deviation of relative displacement (10度)

    图 4  间隙宽度需求量均值

    Figure 4.  Mean of required separation distance

    图 5  间隙宽度需求均方差

    Figure 5.  Mean square deviation of required separation distance

    表  1  3类场地类型参数

    Table  1.   Type parameters for three sites

    场地类型 ${\omega _{\rm{g}}}$ ${\xi _{\rm{g}}}$ ${\omega _{\rm{f}}}$ ${\xi _{\rm{f}}}$
    硬土 15.0 0.6 1.5 0.6
    中土 10.0 0.4 1.0 0.6
    软土 5.0 0.2 0.5 0.6
    下载: 导出CSV

    表  2  地震动强度比例因子

    Table  2.   Scale factor of ground motion intensity

    场地类型 烈度/度
    6 7 8 9 10
    硬土 3.69 14.77 59.08 236.31 945.13
    中土 3.97 15.89 63.53 254.07 1 016.17
    软土 5.22 20.87 83.45 333.76 1 334.86
    下载: 导出CSV

    表  3  墩底工况分析

    Table  3.   Analysis of pier bottom condition

    工况编号 烈度/度 1# 2# 3# 4# 5#
    6S 6 S S S S S
    6M 6 M M M M M
    6F 6 F F F F F
    6R 6 M S F M S
    7S 7 S S S S S
    7M 7 M M M M M
    7F 7 F F F F F
    7R 7 M S F M S
    8S 8 S S S S S
    8M 8 M M M M M
    8F 8 F F F F F
    8R 8 M S F M S
    9S 9 S S S S S
    9M 9 M M M M M
    9F 9 F F F F F
    9R 9 M S F M S
    10S 10 S S S S S
    10M 10 M M M M M
    10F 10 F F F F F
    10R 10 M S F M S
    下载: 导出CSV
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出版历程
  • 收稿日期:  2018-01-15
  • 修回日期:  2018-03-14
  • 网络出版日期:  2018-07-29
  • 刊出日期:  2019-02-01

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