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深埋公路隧道溶洞处置效果分析与隧道结构响应规律研究

崔炫 胡强

崔 炫,胡 强.深埋公路隧道溶洞处置效果分析与隧道结构响应规律研究[J].中国岩溶,2022,41(1):34-46. doi: 10.11932/karst2022y001
引用本文: 崔 炫,胡 强.深埋公路隧道溶洞处置效果分析与隧道结构响应规律研究[J].中国岩溶,2022,41(1):34-46. doi: 10.11932/karst2022y001
CUI Xuan,HU Qiang.Research on treatment effect of karst cave in deep-buried highway tunnel and response law of tunnel structure[J].Carsologica Sinica,2022,41(01):34-46. doi: 10.11932/karst2022y001
Citation: CUI Xuan,HU Qiang.Research on treatment effect of karst cave in deep-buried highway tunnel and response law of tunnel structure[J].Carsologica Sinica,2022,41(01):34-46. doi: 10.11932/karst2022y001

深埋公路隧道溶洞处置效果分析与隧道结构响应规律研究

doi: 10.11932/karst2022y001
详细信息
    作者简介:

    崔炫(1987-),男,高级工程师, 主要从事隧道设计工作或研究。E-mail: 7937803@qq.com

  • 中图分类号: U455.49

Research on treatment effect of karst cave in deep-buried highway tunnel and response law of tunnel structure

  • 摘要: 卡罗Ⅱ号隧道为贵州省平塘至罗甸高速公路控制工程,施工时揭示溶洞发育于右幅隧道的拱底部位,左右线隧道中部岩柱薄易于坍塌,特提出洞渣回填以及桥梁跨越两种处置手段并在技术及经济方面进行比选,综合确定洞渣回填为该溶洞处理方式。为验证回填方案的合理性,以有限元软件Midas GTS建立溶洞回填前后隧道开挖施工模型,分析出溶洞处理前后围岩位移、锚杆轴力以及围岩塑性区变化规律,同时监测典型断面的累计拱顶沉降、收敛变形情况,结果表明:溶洞回填后,围岩位移、锚杆轴力峰值有较大降低,中部岩柱以及下部溶腔塑性区发展由于回填得以控制,溶洞回填可有效抑制围岩变形,施工期间也并未出现突泥、涌水灾害事故,其回填方案有较高的可行性。

     

  • 图  1  隧道地质剖面

    Figure  1.  Geological section of tunnel

    图  2  隧道平面图

    Figure  2.  Geological plan of tunnel

    图  3  卡罗Ⅱ号隧道溶洞溶腔形态图

    Figure  3.  Morphology of karst cavity of Karo Ⅱ tunnel

    图  4  溶洞回填剖面图(单位:cm)

    Figure  4.  Profile of karst cave backfilling (unit: cm)

    图  5  模型边界选取示意图(单位:m)

    Figure  5.  Schematic diagram of model boundary selection (unit: m)

    图  6  溶洞处置前三维开挖模型(单位:m)

    Figure  6.  3D excavation model before disposal of karst cave (unit: m)

    图  7  溶洞回填后三维开挖模型(单位:m)

    Figure  7.  3D excavation model of karst cave after backfilling (unit: m)

    a.  溶洞处置前

    b.  溶洞处置后

    a.  溶洞处置前

    b.  溶洞处置后

    a.  溶洞处置前围岩塑性区正视图

    b.  溶洞处置前围岩塑性区正视图

    c.  溶洞处置前围岩塑性区俯视图

    d.  溶洞处置前围岩塑性区俯视图

    a.  溶洞处置前V—M等效应力云图

    b.  溶洞处置后V—M等效应力云图

    图  12  累计变形与监测时长关系

    Figure  12.  Relationship between cumulative deformation and monitoring time

    表  1  无充填物大型溶洞处理手段案例统计20-29

    Table  1.   Case statistics of large karst cave without filling

    溶洞发育特点溶洞处理手段处理工艺简介典型工程举例
    拱腰及以上护拱法隧道衬砌顶部施做护拱,在护拱上做浆砌回填宜万铁路云雾山隧道526和617组合溶腔
    拱顶长管棚法掌子面前方超前大管棚支护宜万铁路齐岳山隧道
    暂停发育、无水直接填堵法混凝土、浆砌片石和干砌片石等密实回填封闭田德铁路陇外隧道、那丘隧道
    拱顶、边墙位置钢支撑法两侧采用钢支撑进行锚喷支护宜万铁路龙麟宫隧道2号溶腔
    基底托梁+板、梁跨方案先用弃渣进行回填,其次可以用“托梁+钢筋混凝土板”跨越溶洞洞穴南阳一隧道
    基础以及路面下桩基托梁板跨桩基础伸入溶洞围岩,然后施作桥梁跨越中老铁路朋松楠松河特大桥、锦屏二级水电站4号引水隧洞
    基底注浆加固先利用弃渣回填并进行注浆加固,待回填体沉降稳定以后浇筑混凝土底板新建杭州至长沙铁路客运专线 (江西段) HKJX-3标五分部进贤特大桥
    基底筑拱施工底板溶洞口经合理开挖和及时支护以后设计为拱桥基础支座锦屏二级水电站中3号引水隧洞岩溶处理工程
    发育纵深不小于30 m充填处置密实分层压填黔张常铁路高山隧道、成贵铁路玉京山隧道
    下载: 导出CSV

    表  2  隧道支护设计参数

    Table  2.   Design parameters of tunnel support

    材料质量重量
    工字钢Ⅰ14454.3 kg
    二衬钢筋941.87 kg
    C30二衬混凝土47 300 kg
    围岩压力100 kPa
    总计586.9 kN
    下载: 导出CSV

    表  3  处置方案对比分析

    Table  3.   Comparative analysis of disposal schemes

    方案优点缺点
    洞渣回填通过施工简单,施工周期短,风险低,造价低填筑方量较大,若第一层回填大块石时不严格按设计要求的尺寸进行施工,可能会局部堵塞过水通道,但可避免
    桥跨方案通过直接跨越溶洞,不对溶洞进行干扰施工复杂,施工周期长,中间岩柱太薄导致风险高,造价高
    下载: 导出CSV

    表  4  隧道衬砌支护参数

    Table  4.   Lining support parameters of tunnel

    支护类型喷射混凝土钢筋网环向小导管锁脚锚杆系统锚杆型钢钢架超前支护
    初期支护C20厚20 cm单层Φ625×25 cmΦ42×4钢花管间距1.0×1.2 m左侧右侧3 m Φ20药卷锚杆间距1.0×1.2 mⅠ14工字钢架间距1.0 m4 mΦ42×4钢花管间距100×40 cm
    3 mΦ42×4钢花管3 mΦ20药卷锚杆
    二次衬砌混凝土
    40 cm厚C30钢筋混凝土
    下载: 导出CSV

    表  5  围岩及支护结构物理力学参数

    Table  5.   Physical and mechanical parameters of surrounding rocks and support structures

    材料容重(γ)/kNm-³弹性模量(E)/MPa粘聚力(c)/kPa内摩擦角(φ)/º泊松比(ν)
    坡积土19.030020200.400
    灰岩25.039 10097420.262
    注浆加固区25.043 000970500.240
    M7.5浆砌片石14.524 600760280.270
    C30钢筋混凝土板24.022 0000.200
    回填洞渣15.520 600430300.220
    块石22.138 00097350.250
    初期支护24.028 0000.250
    Φ42×4钢花管78.5210 0000.300
    Φ20药卷锚杆78.5210 0000.300
    下载: 导出CSV

    表  6  左右线隧道典型断面处拱顶位移

    Table  6.   Arch displacement at typical section of left and right tunnel

    拱顶测点沉降值y=3 my=6 my=12 my=15 m
    处置前处置后处置前处置后处置前处置后处置前处置后
    左线-3.344-3.098-3.631-3.064-3.619-3.054-3.605-3.040
    右线-2.311-1.820-2.317-1.824-2.341-1.846-2.391-1.888
    下载: 导出CSV

    表  7  围岩不同位置V—M等效应力值

    Table  7.   Equivalent stress values of V-M at different positions of surrounding rocks

    溶洞情况左线隧道左拱腰左线隧道右拱腰右线隧道右拱腰右线隧道仰拱以上镂空位置中央部位溶洞左侧洞壁下方10 m位置溶洞右侧洞壁下方10 m位置原有洞渣上方中央位置
    处置前2.3264.8127.6804.3792.7117.8104.690
    处置后1.6034.2892.1124.3171.1900.9093.661
    下载: 导出CSV
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    曾祥国,赵师平,姚安林,石宵爽,王清远,许书生.小净距公路隧道小导管注浆工艺对围岩稳定性影响的有限元分析[J].四川大学学报(工程科学版),2008(4):1-6.

    ZENGXiangguo, ZHAOShiping, YAOAnlin, SHIXiaoshuang,WANGQingyuan,XUShusheng. Finite Element Analysis of Small Duct Grouting Effect on Surrounding Rock Stability at Small Interval Highway Tunnel[J]. Journal of Sichuan University(Engineering Science Edition),2008(4):1-6.
    宋卫东,谢政平,张继清.天坛东门站浅埋暗挖施工顺序对地表沉降影响的数值模拟分析[J].岩石力学与工程学报,2005,24(S2):5773-5778.

    SONGWeidong, XIEZhengping, ZHANGJiqing. NUMERICAL ANALYSIS OF GROUND SURFACE SUBSIDENCE CAUSED BY CONSTRUCTION ORDERS OF SHALLOW EXCAVATION METHOD AT TIANTAN EAST-STATION[J]. Chinese Journal of Rock Mechanics and Engineering,2005,24(S2):5773-5778.
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  • 收稿日期:  2020-12-17
  • 刊出日期:  2022-02-25

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