考虑海水-海床耦合效应的海底隧道地震响应研究

陈炜昀 吕振宇 徐令宇 阮滨 马建军 陈国兴

陈炜昀, 吕振宇, 徐令宇, 等. 2021. 考虑海水-海床耦合效应的海底隧道地震响应研究[J].工程地质学报, 29(6): 1878-1886. doi: 10.13544/j.cnki.jeg.2021-0562
引用本文: 陈炜昀, 吕振宇, 徐令宇, 等. 2021. 考虑海水-海床耦合效应的海底隧道地震响应研究[J].工程地质学报, 29(6): 1878-1886. doi: 10.13544/j.cnki.jeg.2021-0562
Chen Weiyun, Lü Zhenyu, Xu Lingyu, et al. 2021. Seismic response of subsea tunnels considering seawater seabe d coupling effect[J].Journal of Engineering Geology, 29(6): 1878-1886. doi: 10.13544/j.cnki.jeg.2021-0562
Citation: Chen Weiyun, Lü Zhenyu, Xu Lingyu, et al. 2021. Seismic response of subsea tunnels considering seawater seabe d coupling effect[J].Journal of Engineering Geology, 29(6): 1878-1886. doi: 10.13544/j.cnki.jeg.2021-0562

考虑海水-海床耦合效应的海底隧道地震响应研究

doi: 10.13544/j.cnki.jeg.2021-0562
基金项目: 

国家自然科学基金 41877243

江苏省自然科学基金 BK20201363

详细信息
    作者简介:

    陈炜昀(1986-),男,博士,副教授,主要从事土动力学和地震工程的研究工作. E-mail: chenwy97@mail.sysu.edu.cn

    通讯作者:

    徐令宇(1988-),男,博士,副教授,主要从事岩土地震工程的研究. E-mail: xulingyu2008@126.com

  • 中图分类号: P751

SEISMIC RESPONSE OF SUBSEA TUNNELS CONSIDERING SEAWATER SEABED COUPLING EFFECT

  • 摘要: 在近海海域修建海底隧道必须考虑地震灾害的潜在威胁,进行海底隧道地震响应研究时考虑海水动水压力的影响将更贴合实际情况。为研究考虑海水-海床耦合效应的海底隧道地震响应规律,本文基于某海峡海底盾构隧道工程,考虑了海床土体和隧道混凝土的动力非线性特性以及海水与海床之间的耦合效应,建立了海水-海床-隧道动力相互作用的有限元模型,研究了在不同地震动输入、不同地震激励方向、不同上覆水深条件下海底隧道的地震响应规律。结果表明:使用ABAQUS中的声学模块能够有效地实现流-固耦合作用的模拟;在水平地震作用下,隧道在左右拱肩及拱脚位置应力集中显著;地震作用时水域最大动水压力出现在隧道正上方左右两侧海床表面处;当处于双向地震激励时,海床表面动水压力显著增大,隧道各点处的应力峰值也随之显著增大;相较于高频丰富的地震动,低频丰富的地震动输入对海底隧道的影响更大;海底隧道地震损伤随着水深增加逐渐减小。研究结果有助于更好地掌握实际海底隧道地震响应规律。
  • 图  1  流-固耦合模型示意图及数值结果与解析解对比

    a. 水库大坝示意图及网格划分; b. 输入激励; c. 底部动水压力对比; d沿高度最大动水压力对比

    Figure  1.  Schematic diagram of fluid structure coupling model and comparison between the numerical and analytical results

    图  2  海水-海床-隧道耦合模型与隧道监测点分布示意图

    Figure  2.  Water-soil-tunnel coupling model and distribution of tunnel monitoring points

    图  3  地震动的加速度时程及傅里叶谱

    a. MYGH03水平加速度时程;b. MYGH03竖向加速度时程;c. MYGH03水平傅里叶谱;d. MYGH04水平加速度时程;e. MYGH04竖向加速度时程;f. MYGH04水平傅里叶谱;g. MYGH04-2水平加速度时程;h. MYGH04-2竖向加速度时程;i. MYGH04-2水平傅里叶谱;j. FKS007水平加速度时程;k. FKS007竖向加速度时程;l. FKS007水平傅里叶谱

    Figure  3.  Acceleration time histories and Fourier spectra of the input bedrock motions

    图  4  隧道各监测点峰值Mises应力

    a. MYGH03输入; b. MYGH04-2输入; c. MYGH04输入; d. FKS007输入

    Figure  4.  Maximum Mises stress of each monitoring point in tunnel

    图  5  隧道损伤分布示意图(非原比例)

    a. MYGH03水平输入; b. MYGH03双向输入; c. MYGH04水平输入; d. MYGH04双向输入

    Figure  5.  Distribution of tunnel damage

    图  6  最大动水压力分布图(Pa)

    a. MYGH03水平输入;b. MYGH03双向输入;c. MYGH04-2水平输入;d. MYGH04-2双向输入;e. MYGH04水平输入;f. MYGH04双向输入;g. FKS007水平输入;h. FKS007双向输入;i. MYGH03水平输入(无隧道自由海床模型);j. MYGH04水平输入(无隧道自由海床模型)

    Figure  6.  Distribution of maximum hydrodynamic pressure(Pa)

    图  7  隧道结构的地震受拉损伤分布图

    a. MYGH03双向0m; b. MYGH03双向5m; c. MYGH03双向15m; d. MYGH03双向25m; e. MYGH03双向35m; f. MYGH04双向0m; g. MYGH04双向5m; h. MYGH04双向15m; i. MYGH04双向25m; j. MYGH04双向35m

    Figure  7.  Seismic damages of tunnel at tension state

    图  8  计算区域内最大动水压力随上覆水深度的变化

    a. 水平地震下最大动水压力变化; b. 双向地震下最大动水压力变化

    Figure  8.  Variation of maximum hydrodynamic pressure with water depth in the calculation domain

    表  1  混凝土损伤模型参数

    Table  1.   Parameters of the concrete from the plasticity test

    膨胀角/(°) 流动势偏心率 单双轴抗压强度比 Kc 黏性系数
    30 0.1 1.16 0.6667 0.0005
    下载: 导出CSV

    表  2  海床土的本构模型参数

    Table  2.   Parameters of the constitutive model of the subsea soils

    土层 厚度/m 密度/kg·m-3 初始剪切模量G/MPa A B γ0/×10-4
    粉砂 10 1747 40.9 1.13 0.92 4.54
    粉土 60 1995 159.8 1.17 0.44 5.13
    粉质黏土 20 2031 187.7 1.27 0.46 8.17
    熔结凝灰岩 10 1987 539.4 1.30 0.47 8.95
    下载: 导出CSV
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  • 收稿日期:  2021-08-05
  • 修回日期:  2021-11-17
  • 刊出日期:  2021-12-25

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