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西部某强风化炭质板岩隧道变形力学机制及大变形控制方法研究

王智佼 谢迪 范晋琰 毛玉铤 陶志刚

王智佼, 谢迪, 范晋琰, 等, 2023. 西部某强风化炭质板岩隧道变形力学机制及大变形控制方法研究. 地质力学学报, 29 (5): 648-661. DOI: 10.12090/j.issn.1006-6616.2023020
引用本文: 王智佼, 谢迪, 范晋琰, 等, 2023. 西部某强风化炭质板岩隧道变形力学机制及大变形控制方法研究. 地质力学学报, 29 (5): 648-661. DOI: 10.12090/j.issn.1006-6616.2023020
WANG Zhijiao, XIE Di, FAN Jinyan, et al., 2023. Study on the deformation mechanism and large deformation control method of a strongly weathered carbonaceous slate tunnel in western China. Journal of Geomechanics, 29 (5): 648-661. DOI: 10.12090/j.issn.1006-6616.2023020
Citation: WANG Zhijiao, XIE Di, FAN Jinyan, et al., 2023. Study on the deformation mechanism and large deformation control method of a strongly weathered carbonaceous slate tunnel in western China. Journal of Geomechanics, 29 (5): 648-661. DOI: 10.12090/j.issn.1006-6616.2023020

西部某强风化炭质板岩隧道变形力学机制及大变形控制方法研究

doi: 10.12090/j.issn.1006-6616.2023020
基金项目: 

深部岩土力学与地下工程国家重点实验室创新基金项目 SKLGDUEK202201

详细信息
    作者简介:

    王智佼(1986-), 男, 高级工程师, 从事高速公路项目建设管理工作。E-mail: 277319493@qq.com

    通讯作者:

    谢迪(1999-), 男, 在读硕士, 从事隧道工程方面的研究。E-mail: 981643866@qq.com

  • 中图分类号: U45

Study on the deformation mechanism and large deformation control method of a strongly weathered carbonaceous slate tunnel in western China

Funds: 

the Innovation Fund of the State Key Laboratory for Geomechanics and Deep Underground Engineering SKLGDUEK202201

  • 摘要:

    为解决国家兰海高速(G75)定西段岷县隧道在建设过程中原支护设计方案出现的软岩大变形问题, 通过软岩类型分析、围岩变形力学机制分析, 提出针对不同力学机制的力学转化对策, 引入在矿山及边坡等岩石领域广泛应用的高预紧力恒阻大变形锚索, 提出了"超前支护+长短NPR锚索优化布置主动支护+钢拱架+混凝土喷浆永久支护"的高预应力主被动联合支护技术。通过数值模拟和现场监测效果对比研究, 结果表明, 现场试验段围岩最大变形量仅为73 mm, 恒阻大变形锚索的预紧力均在280~300 kN范围内, 可见优化后不同支护技术均对围岩变形起到了控制作用, 有效发挥了恒阻让压支护的作用, 控制效果明显。

     

  • 图  1  岷县隧道地理位置示意图

    Figure  1.  Location map of the Minxian tunnel

    图  2  隧道工程地质纵向剖面图

    Figure  2.  Longitudinal profile of tunnel engineering geology

    图  3  复合型变形力学机制的转化对策

    Figure  3.  Transformation countermeasures of a complex deformation mechanical mechanism

    图  4  隧道数值计算模型

    a—模型整体图;b—模型正视图

    Figure  4.  Numerical calculation model for the tunnel

    (a)Model overall figure; (b)Model front view

    图  5  原支护方案支护结构模型图

    Figure  5.  The diagram of the original retaining structure

    图  6  优化方案支护结构模型图

    a—方案a支护结构模型图;b—方案b支护结构模型图;c—方案c支护结构模型图;d—方案d支护结构模型图

    Figure  6.  The diagram of the optimized retaining structures

    (a) Scheme a; (b) Scheme b; (c) Scheme c; (d) Scheme d

    图  7  原支护隧道围岩位移变形云图

    Figure  7.  Displacement deformation nephogram for the tunnel surrounding rock of the original retaining structure

    图  8  优化方案隧道围岩位移变形云图

    a—方案a围岩位移变形图;b—方案b围岩位移变形图;c—方案c围岩位移变形图;d—方案d围岩位移变形图

    Figure  8.  Displacement deformation nephogram for the tunnel surrounding rock of the optimized schemes

    (a) Scheme a; (b) Scheme b; (c) Scheme c; (d) Scheme d

    图  9  围岩变形监测方案

    a—监测点布置图;b—现场实测图

    Figure  9.  Scheme for monitoring the surrounding rock deformation

    (a) Layout of the monitoring points; (b) Field measurement map

    图  10  恒阻大变形锚索受力监测

    a—右拱肩锚索受力监测;b—拱顶锚索受力监测

    Figure  10.  Stress monitoring of anchor cable with constant resistance and large deformation

    (a) Stress monitoring of the right arch shoulder of the anchor cable; (b) Stress monitoring of the vault of the anchor cable

    图  11  YK235+485监测断面围岩变形监测曲线

    Figure  11.  Monitoring curves of the surrounding rock deformation in the YK235+485 section

    图  12  YK235+485(#b)监测断面内恒阻大变形锚索受力监测曲线

    a—测点#1;b—测点#2;c—测点#3

    Figure  12.  Monitoring curves of the stress on the anchor cable with constant resistance and large deformation in the YK235+485(#b) section

    (a) Measuring point #1; (b) Measuring point #2; (c) Measuring point #3

    表  1  黏土矿物成分相对含量统计表

    Table  1.   Statistical table of relative contents of clay mineral composition

    编号 黏土矿物相对含量/%
    S I/S C/S It Kao C
    1 / / / 69 6 2
    2 / / / 60 5 35
    3 / / / 66 / 34
    4 / / / 47 / 53
    5 / / / 62 / 38
    注:S—蒙皂石类;I/S—伊蒙混层;It—伊利石;Kao—高岭石;C—绿泥石;C/S—绿蒙混层
    下载: 导出CSV

    表  2  全岩矿物成分相对含量统计表

    Table  2.   Statistical table of relative contents of the mineral compositions of the whole rock

    编号 矿物含量/%
    石英 黏土矿物 白云石 菱铁矿 黄铁矿 钾长石 石盐
    1 56.3 39.6 3.2 / / / 0.9
    2 35.2 55.1 / 6.1 / 2.2 1.4
    3 62.4 18.6 14.4 / 1.1 2.7 0.8
    4 68.6 22.8 4.6 2.8 / / 1.2
    5 45.8 19.0 / 3.2 / 2.1 0.9
    下载: 导出CSV

    表  3  岷县隧道新型控制技术支护参数及原支护技术参数对比表

    Table  3.   Comparison table for support parameters of the new control technique and the original technique for the Minxian tunnel

    原支护方案 新型支护方案
    支护形式 支护参数 支护方式 支护参数
    超前支护 小导管 ×L=42 mm×4500 mm,外插角10°,间排距350 mm×1200 mm 小导管 ×L=42 mm×4500 mm,外插角10°,间排距350 mm×1200 mm
    初期支护 普通锚杆 全断面支护,×L=25 mm×3500 mm,间排距1000 mm×600 mm 短NPR锚索 全断面施工,×L=21.8 mm×7300 mm,间排距1000 mm×600 mm
    ×L=89 mm×3500 mm 长NPR锚索 拱顶施工,×L=21.8 mm×12300 mm,间排距2000 mm×600 mm
    锁脚注浆锚管 拱顶施工, 8 mm,框架尺寸150 mm ×150 mm 柔性网 型号JD PET120×120MS,网格尺寸100 mm×100 mm
    钢筋网 C25混凝土,厚度260 mm W钢带 Q235钢:W×L=280 mm×3000 mm,孔径100 mm×100 mm
    喷射混凝土 全断面I20a工字钢,排距600 mm 托盘 钢板:W×L×T=300 mm×300 mm×16 mm
    钢拱架 钢拱架 全断面I20a工字钢,排距600 mm
    喷射混凝土 C25混凝土,厚度260 mm
    永久支护 钢筋砼衬砌 C30钢筋混凝土,厚度500 mm 钢筋砼衬砌 C30钢筋混凝土,厚度500 mm
    注:为直径;L为长度;W为宽度;T为厚度
    下载: 导出CSV

    表  4  岩体力学参数

    Table  4.   Mechanical parameters of rock mass

    材料 密度/(kg/m3) 弹性模量/GPa 泊松比 内聚力/MPa 内摩擦角/(°) 抗拉强度/MPa 法向刚度/GPa 剪切刚度/GPa
    岩体 2500 1.05 0.25 0.8 21 0.5 - -
    板理面 - - - 0.5 18 0.1 30 12
    下载: 导出CSV

    表  5  锚杆及锚索力学参数

    Table  5.   Mechanical parameters of bolt and anchor cable

    横截面积/m2 弹性模量/GPa 抗拉强度/GPa 水泥浆黏结刚度/(N/m2) 水泥浆黏聚强度/Pa 预紧力/N
    普通锚杆 3.79×10-4 210 0.182 2×107 2×105 70×103
    普通锚索 3.73×10-4 200 0.445 2×107 3×105 150×103
    NPR锚索 3.73×10-4 200 0.938 2×107 3×105 280×103
    下载: 导出CSV

    表  6  钢拱架-喷射混凝土等效支护体力学参数

    Table  6.   Mechanical parameters of the equivalent retaining structure of steel arch and shotcrete

    钢拱架 混凝土型号 混凝土厚度/mm 等效容重/(kN/m3) 等效弹性模量/GPa 等效泊松比
    I20a C25 260 23 31.55 0.20
    HW175 C25 260 24 51.43 0.22
    下载: 导出CSV

    表  7  数值模拟方案

    Table  7.   Numerical simulation schemes

    方案 变更内容 锚杆/m 钢拱架
    原方案 原支护 3.5 I20a
    方案a 更换钢拱架 3.5 H175
    方案b 原锚杆—普通锚索 7 I20a
    方案c 普通锚索(短+长) 7+12 I20a
    方案d NPR锚索(短+长) 7+12 I20a
    下载: 导出CSV
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  • 收稿日期:  2023-02-23
  • 修回日期:  2023-05-16
  • 录用日期:  2023-05-17

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