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地裂缝与斜交地铁隧道动力相互作用试验研究

刘蕾 刘雪玲 马涛

刘蕾, 刘雪玲, 马涛, 2017. 地裂缝与斜交地铁隧道动力相互作用试验研究. 地质力学学报, 23 (5): 654-660.
引用本文: 刘蕾, 刘雪玲, 马涛, 2017. 地裂缝与斜交地铁隧道动力相互作用试验研究. 地质力学学报, 23 (5): 654-660.
LIU Lei, LIU Xueling, MA Tao, 2017. DYNAMIC RESPONSE ANALYSIS OF THE OBLIQUE METRO TUNNELS IN GROUND FISSURES AREA. Journal of Geomechanics, 23 (5): 654-660.
Citation: LIU Lei, LIU Xueling, MA Tao, 2017. DYNAMIC RESPONSE ANALYSIS OF THE OBLIQUE METRO TUNNELS IN GROUND FISSURES AREA. Journal of Geomechanics, 23 (5): 654-660.

地裂缝与斜交地铁隧道动力相互作用试验研究

基金项目: 

国家自然科学基金项目 41172257

青海省自然科学基金 2017-ZJ-909

青海省应用基础研究 2014-ZJ-706

详细信息
    作者简介:

    刘蕾(1983-), 女, 博士, 主要从事地质工程及安全工程等方面的研究。E-mail:46744214@qq.com

  • 中图分类号: U451+.5

DYNAMIC RESPONSE ANALYSIS OF THE OBLIQUE METRO TUNNELS IN GROUND FISSURES AREA

  • 摘要: 通过进行地裂缝与斜交地铁隧道的物理模型试验,研究地铁列车荷载作用下地裂缝与斜交马蹄形地铁隧道的动力相互作用特性。试验结果表明:地铁行驶产生的振动在土层中各个方向传播时会有不同程度的衰减,地裂缝对地铁振动具有阻隔作用;地裂缝附近隧道下方土层的振动要比上部土层强烈;地铁隧道的拱底部位相比拱腰和拱顶部位振动响应更强烈。地裂缝未活动时,隧道底部与土体的接触附加压力较大;地裂缝上盘下降时,位于地裂缝附近的下盘隧道底部和上盘隧道顶部与土体的接触附加压力较大。地裂缝未活动时,激振作用产生的隧道顶部和底部的附加应变均较小;地裂缝上盘下降后,位于上盘的隧道顶部和位于下盘的隧道底部产生负的附加应变,位于下盘的隧道顶部和位于上盘的隧道底部产生正的附加应变,且随上盘下降量的增大,附加应变逐渐变大。

     

  • 图  1  试验模型图

    (单位/cm)

    Figure  1.  Schematic diagram of the test model

    图  2  隧道模型断面图

    (单位/cm)

    Figure  2.  Section diagram of the tunnel model

    图  3  激振器与加速度计位置图

    (单位/cm)

    Figure  3.  Layout of vibration exciters and accelerometers

    图  4  压力盒与应变片位置图

    (单位/cm)

    Figure  4.  Layout of pressure cells and strain gauges

    图  5  地裂缝未活动工况测点加速度时程曲线

    Figure  5.  Time-history curves of acceleretion of monitoring points before ground fissure movements

    图  6  地裂缝上盘下降时测点加速度时程曲线

    Figure  6.  Time-history curves of acceleretion of monitoring points while the declining of the hanging wall of ground fissures

    图  7  隧道环向接触附加压力分布图

    Figure  7.  Distribution diagram of additional contact stress round the tunnel

    图  8  隧道顶部纵向最大附加应变分布图

    Figure  8.  Distribution diagram of longitudinal maximum additional strain at the top of the tunnel

    图  9  隧道底部纵向最大附加应变分布图

    Figure  9.  Distribution diagram of longitudinal maximum additional strain at the bottom of the tunnel

    表  1  模型试验各物理量的相似比

    Table  1.   Similitude ratio of each physical quantity of the model test

    物理量 相似比
    衬砌结构 围岩土体
    几何特性 长度l 20
    面积A 400
    位移u 20
    材料特性 弹性模量E 1.5
    变形模量 20
    应变ε 1 1
    应力σ 1.5 20
    泊松比μ 1 1
    密度ρ 1 1
    内聚力C 20
    荷载 集中力F 600
    面荷载q 1.5
    动力特性 质量m 8000
    时间t 16.9
    频率ω 0.06
    速度v 1.2
    加速度a 0.1
    下载: 导出CSV
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  • 收稿日期:  2017-06-13
  • 刊出日期:  2017-10-01

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