黄土十字交叉隧道开挖下支护结构变形特性研究

杜广印 武军 夏涵 王坤

杜广印, 武军, 夏涵, 等. 2022. 黄土十字交叉隧道开挖下支护结构变形特性研究[J]. 工程地质学报, 30(2): 475-483. doi: 10.13544/j.cnki.jeg.2021-0376
引用本文: 杜广印, 武军, 夏涵, 等. 2022. 黄土十字交叉隧道开挖下支护结构变形特性研究[J]. 工程地质学报, 30(2): 475-483. doi: 10.13544/j.cnki.jeg.2021-0376
Du Guangyin, Wu Jun, Xia Han, et al. 2022. Study on deformation characteristics of supporting structure under loess criss-cross tunnel excavation[J]. Journal of Engineering Geology, 30(2): 475-483. doi: 10.13544/j.cnki.jeg.2021-0376
Citation: Du Guangyin, Wu Jun, Xia Han, et al. 2022. Study on deformation characteristics of supporting structure under loess criss-cross tunnel excavation[J]. Journal of Engineering Geology, 30(2): 475-483. doi: 10.13544/j.cnki.jeg.2021-0376

黄土十字交叉隧道开挖下支护结构变形特性研究

doi: 10.13544/j.cnki.jeg.2021-0376
详细信息
    通讯作者:

    杜广印(1964-),男,博士,教授,博士生导师,主要从事工程地质方面的科研与教学工作. E-mail: guangyin@seu.edu.cn

  • 中图分类号: U451+.5

STUDY ON DEFORMATION CHARACTERISTICS OF SUPPORTING STRUC-TURE UNDER LOESS CRISS-CROSS TUNNEL EXCAVATION

  • 摘要: 本文通过三轴试验分析了不同含水率下的重塑黄土的应力-应变特征,采用模型试验针对黄土交叉隧道研究了开挖过程中支护结构应变变化特征和开挖影响范围。研究得到,隧道的支护结构变形与掌子面位置有关,掌子面到达监测断面前1.5D(D为洞径)左右时,钢拱架发生变形,超过监测断面1.5D后变形基本稳定,说明黄土开挖的水平影响范围大致为掌子面前后共3D。支护结构在监测断面前后各0.5D范围内变形最为明显,约占总应变释放量的70%,说明支护结构能够很好地限制变形,同时也说明了掌子面开挖围岩立即产生大变形,因此开挖完后应及时支护以保证隧道稳定。由于拱顶受到竖向荷载作用,而拱腰、直墙受到的是侧向荷载作用,拱顶围岩受拉,因此隧道变形最大的部位为交叉段的拱顶。主洞开挖完毕支护结构变形稳定后,岔洞开挖引起交叉段支护结构的二次变形,其拱顶的变形量约占总变形量的2/5,而距交叉口最远的监测断面,其变形量已经很小,说明越靠近交叉段,变形越明显,因此保证交叉段的稳定是保证隧道稳定性的关键。
  • 图  1  隧道钢拱架形状及尺寸

    a. 钢拱架尺寸;b. 钢拱架

    Figure  1.  Shape and size of tunnel model steel arch

    图  2  传感器布设平面图(单位:mm)

    Figure  2.  Sensor layout plan(unit: mm)

    图  3  试验过程

    Figure  3.  Procedure of experiment

    图  4  黄土应力-应变关系

    a. w=11.4%; b. w=14.5%

    Figure  4.  Stress strain relationship of loess soil

    图  5  黄土三轴剪切强度包线

    a. w=11.4%; b. w=14.5%

    Figure  5.  Triaxial shear strength envelope of loess soil

    图  6  主洞开挖引起各断面钢拱架应变变化

    a. 主洞开挖Z1监测断面;b. 主洞开挖Z2监测断面;c. 主洞开挖Z3监测断面

    Figure  6.  Strain change of steel arch in main tunnel in excavation

    图  7  岔洞开挖引起各断面钢拱架应变变化

    a. 岔洞开挖Z1监测断面;b. 岔洞开挖Z2监测断面;c. 岔洞开挖Z3监测断面

    Figure  7.  Strain change of steel arch in bifurcated tunnel in excavation

    图  8  主洞开挖引起钢拱架变化

    a. C1W断面;b. C2W断面;c. C3W断面

    Figure  8.  Strain change of steel arch in main tunnel excavation

    图  9  岔洞开挖引起钢拱架应变变化

    a. C1W断面;b. C2W断面;c. C3W断面

    Figure  9.  Strain change of steel arch in bifurcation tunnel excavation

    表  1  粉砂质黄土力学参数

    Table  1.   Physical properties of soils for experiment

    名称 名称
    密度ρ/g·cm-3 1.56 含水率w/% 12.5
    比重Gs 2.7 孔隙比e 0.929
    液限wL/% 25.5 塑限wP/% 16.7
    下载: 导出CSV

    表  2  三轴试验结果

    Table  2.   Results of triaxial test

    含水率/% 黏聚力c/kPa 摩擦角/(°)
    11.4 31.98 24.16
    14.5 27.71 21.69
    下载: 导出CSV
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  • 收稿日期:  2021-06-28
  • 修回日期:  2021-08-04
  • 刊出日期:  2022-04-25

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