含裂隙土质隧道降雨入渗双通道渗流模型

    邱军领, 贾玎, 赖金星, 唐琨杰, 强磊

    邱军领, 贾玎, 赖金星, 唐琨杰, 强磊. 含裂隙土质隧道降雨入渗双通道渗流模型[J]. 岩土工程学报, 2025, 47(3): 548-558. DOI: 10.11779/CJGE20231215
    引用本文: 邱军领, 贾玎, 赖金星, 唐琨杰, 强磊. 含裂隙土质隧道降雨入渗双通道渗流模型[J]. 岩土工程学报, 2025, 47(3): 548-558. DOI: 10.11779/CJGE20231215
    QIU Junling, JIA Ding, LAI Jinxing, TANG Kunjie, QIANG Lei. Dual-channel seepage model for tunnels with fissured soil under rainfall infiltration[J]. Chinese Journal of Geotechnical Engineering, 2025, 47(3): 548-558. DOI: 10.11779/CJGE20231215
    Citation: QIU Junling, JIA Ding, LAI Jinxing, TANG Kunjie, QIANG Lei. Dual-channel seepage model for tunnels with fissured soil under rainfall infiltration[J]. Chinese Journal of Geotechnical Engineering, 2025, 47(3): 548-558. DOI: 10.11779/CJGE20231215

    含裂隙土质隧道降雨入渗双通道渗流模型  English Version

    基金项目: 

    国家自然科学基金青年基金项目 52208386

    国家自然科学基金面上项目 51978066

    国家自然科学基金面上项目 52278393

    长安大学中央高校基本科研业务费专项资金项目 300102213202

    详细信息
      作者简介:

      邱军领(1989—),男,博士,副教授,主要从事隧道及地下工程方面的研究工作。E-mail:junlingqiu@chd.edu.cn

      通讯作者:

      赖金星, E-mail:laijinxing@chd.edu.cn

    • 中图分类号: U451

    Dual-channel seepage model for tunnels with fissured soil under rainfall infiltration

    • 摘要: 通过含单一裂隙土层局部渗流性态分析中得到的现象和结果,提出双通道渗流模型理论。基于阶跃函数推导了降雨诱发渗流的边界条件及其转换公式,以既有文献中的降雨入渗模型为基础,讨论了阶跃函数过渡区长度的设定,结果发现过渡区长度为4或8个单位时,计算结果较为准确。应用上述结果,通过COMSOL Multiphysics多物理场耦合方法模拟了双通道渗流效应,并探究降雨入渗情况下含裂隙土体的隧道围岩变形特征。同时根据可能影响隧道降雨入渗变形特征的因素包括裂隙位置、降雨强度、裂隙宽度进行多因素影响性分析。结果表明:随着降雨时间的增长,近裂隙一侧隧道拱顶沉降和上部水平位移值明显高于远裂隙侧;裂隙宽度越大,降雨入渗扩展越快,隧道产生的位移越大。对比2 mm裂隙宽度的拱顶沉降和上部水平位移,隧道上方存在8 mm宽度裂隙时,拱顶沉降最大值达328 mm,增幅达6.5%,上部水平位移最大值为26 mm,增幅达44%;降雨强度则对隧道围岩的影响较小。
      Abstract: The theory of a dual-channel seepage model is proposed based on the phenomena and results obtained from the analysis of local seepage behavior in soil layers with a single fissure. By using the step function, the boundary conditions and transformation formula for rainfall-induced seepage are derived. Based on the existing rainfall infiltration models in literatures, the setting of the transition zone length for the step function is discussed. It is found that the calculated results are more accurate when the transition zone length is 4 or 8 units. Applying the above results, the dual-channel seepage effects are simulated using the COMSOL Multiphysics, and the deformation characteristics of the surrounding rock of tunnel with fractured soil under rainfall infiltration are explored. At the same time, a multi-factor impact analysis is conducted based on the factors that may affect the deformation characteristics of rainfall infiltration of the tunnel, including fissure location, rainfall intensity and fissure width. The results show that with the increase of rainfall time, the settlements of the arch and upper horizontal displacement of the tunnel at the side near the fissure are significantly higher than those at side the far from the fissure. The larger the fissure width, the faster the rainfall infiltration and expansion, and the greater the displacement generated by the tunnel. Comparing the settlement of the arch crown with a fissure width of 2 mm and the upper horizontal displacement, when there is a fissure width of 8 mm above the tunnel, the maximum settlement of the arch crown reaches 328 mm, an increase of 6.5%, and the maximum horizontal displacement of the upper part is 26 mm, an increase of 44%. The intensity of rainfall has a relatively small impact on the surrounding rock of the tunnel.
    • 图  1   模型箱示意图

      Figure  1.   Schematic diagram of model box

      图  2   孔隙水压力变化规律

      Figure  2.   Variation laws of pore water pressure

      图  3   土层位移变化规律

      Figure  3.   Variation laws of soil displacement

      图  4   双通道渗流示意图

      Figure  4.   Schematic diagram of dual-channel seepage

      图  5   基本工况模型示意图

      Figure  5.   Schematic diagram of model for basic working conditions

      图  6   降雨入渗模式转换示意图

      Figure  6.   Schematic diagram of rainfall infiltration mode conversion

      图  7   阶跃函数曲线

      Figure  7.   Curve of step function

      图  8   模型表面入渗率变化规律

      Figure  8.   Variation laws of surface infiltration rate of model

      图  9   土层饱和度分布

      Figure  9.   Distribution of soil saturation

      图  10   基本工况隧道拱顶沉降云图

      Figure  10.   Nephogram of vault settlement of tunnel under basic conditions

      图  11   基本工况隧道水平位移云图

      Figure  11.   Nephogram of horizontal displacement of tunnel under basic conditions

      图  12   基本工况隧道变形规律

      Figure  12.   Deformation laws of tunnel under basic condition

      图  13   工况1隧道变形规律

      Figure  13.   Deformation laws of tunnel under condition 1

      图  14   工况2隧道变形规律

      Figure  14.   Deformation laws of tunnel under condition 2

      图  15   模型表面入渗率变化规律

      Figure  15.   Variation laws of surface infiltration rate of model

      图  16   裂隙底部边界通量变化规律

      Figure  16.   Variation laws of flux at bottom boundary of fissures

      图  17   工况3隧道变形规律

      Figure  17.   Deformation laws of tunnel under working condition 3

      图  18   工况4隧道变形规律

      Figure  18.   Deformation laws of tunnel under working condition 4

      图  19   工况5隧道变形规律

      Figure  19.   Deformation laws of tunnel under working condition 5

      图  20   不同工况下的隧道拱顶沉降

      Figure  20.   Settlement of tunnel vault under different operating conditions

      图  21   不同工况下的隧道水平位移

      Figure  21.   Horizontal displacements of tunnel under different operating conditions

      表  1   各土层物理力学参数

      Table  1   Physical and mechanical parameters of soil layers

      土层 密度/(kg∙m-3) 含水率/% 孔隙率 弹性模量/MPa 泊松比 黏聚力/kPa 摩擦角/(°) 饱和渗透系数/(m∙s-1)
      砂质土层 1380 17.9 0.412 18 0.3 21 27 2.1e-5
      黏性土层 1500 16.7 0.385 25 0.3 25 30 1.3e-5
      下载: 导出CSV

      表  2   各区域非饱和水力参数

      Table  2   Unsaturated hydraulic parameters of various regions

      区域 模型 α/m-1 n l θr
      基质 VG 2.0 1.5 0.5 0.04
      裂隙 BC 2.68 0.131 0.5 0.04
      下载: 导出CSV

      表  3   模型参数

      Table  3   Model parameters

      Ks/(m·d-1) v0/(m·d-1) θs/% θr/% α/m-1 n H0/m
      1.39×10-5 4Ks 40 4 2.5 2.1 -0.4
      下载: 导出CSV

      表  4   多工况分析中各参数变化值

      Table  4   Change of various parameters in multi-operating condition analysis

      工况 参数变化
      1 裂隙位置X=30 m,裂隙宽度u=0.002 m,降雨强度V0=0.1 m·d-1
      2 裂隙位置X=25 m,裂隙宽度u=0.002 m,降雨强度V0=0.1 m·d-1
      3 裂隙位置X=20 m,裂隙宽度u=0.008 m,降雨强度V0=0.1 m·d-1
      4 裂隙位置X=30 m,裂隙宽度u=0.008 m,降雨强度V0=0.1 m·d-1
      5 裂隙位置X=25 m,裂隙宽度u=0.008 m,降雨强度V0=0.1 m·d-1
      下载: 导出CSV
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    出版历程
    • 收稿日期:  2023-12-10
    • 网络出版日期:  2024-05-29
    • 刊出日期:  2025-02-28

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