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考虑长期蠕变劣化的昔格达黏土岩公路路堑边坡稳定性评价及防护对策建议

伍运霖 刘天翔 杜兆萌 王丰 雷航

伍运霖,刘天翔,杜兆萌,等. 考虑长期蠕变劣化的昔格达黏土岩公路路堑边坡稳定性评价......−以西攀高速公路边坡为例[J]. 中国地质灾害与防治学报,2023,34(0): 1-11 doi: 10.16031/j.cnki.issn.1003-8035.202301015
引用本文: 伍运霖,刘天翔,杜兆萌,等. 考虑长期蠕变劣化的昔格达黏土岩公路路堑边坡稳定性评价......−以西攀高速公路边坡为例[J]. 中国地质灾害与防治学报,2023,34(0): 1-11 doi: 10.16031/j.cnki.issn.1003-8035.202301015
WU Yunlin,LIU Tianxiang,DU Zhaomeng,et al. Stability assessment of the Road Cut Slopes in the Xigeda mudstone considering long-term creep deterioration and suggestion for countermeasures: A case study of cut slopes along the Xichang–Panzhihua expressway[J]. The Chinese Journal of Geological Hazard and Control,2023,34(0): 1-11 doi: 10.16031/j.cnki.issn.1003-8035.202301015
Citation: WU Yunlin,LIU Tianxiang,DU Zhaomeng,et al. Stability assessment of the Road Cut Slopes in the Xigeda mudstone considering long-term creep deterioration and suggestion for countermeasures: A case study of cut slopes along the Xichang–Panzhihua expressway[J]. The Chinese Journal of Geological Hazard and Control,2023,34(0): 1-11 doi: 10.16031/j.cnki.issn.1003-8035.202301015

考虑长期蠕变劣化的昔格达黏土岩公路路堑边坡稳定性评价及防护对策建议

doi: 10.16031/j.cnki.issn.1003-8035.202301015
基金项目: 四川省科技计划资助(编号:2022YFG0141)、四川省交通运输科技项目(编号: 2020-A-01、2023-A-02)、四川省公路规划勘察设计研究院有限公司科研项目(编号:KYXM2021000049)
详细信息
    作者简介:

    伍运霖(1994-),男,四川成都人,硕士,工程师,主要从事公路岩土设计工作。E-mail:1104886146@qq.com

    通讯作者:

    刘天翔(1981-),男,四川成都人,硕士,正高级工程师,主要从事公路地质灾害防治设计与监测预警方面的研究工作。E-mail:411495191@qq.com

Stability assessment of the Road Cut Slopes in the Xigeda mudstone considering long-term creep deterioration and suggestion for countermeasures: A case study of cut slopes along the Xichang–Panzhihua expressway

  • 摘要: 昔格达黏土岩存在长期蠕变劣化强度折减及饱水软化不利工程特性,为典型易滑地层。该地层路堑边坡在运营期会持续劣化、稳定性降低,极易产生滑坡,对公路运营安全产生重大威胁。通过对西攀高速公路K2378+900右侧滑坡进行地质分析、数值模拟计算及其相互验证,得到了边坡在开挖建成及临滑两阶段的抗剪强度参数值,并据此计算出昔格达黏土岩长期蠕变劣化cφ值的折减系数分别为0.87、0.84。对5类、17种昔格达黏土岩边坡进行最危险滑裂面搜索及稳定性的计算分析得出:在抗剪参数按0.87~0.84长期蠕变劣化折减时,边坡的稳定系数平均降低0.184。基于此,对边坡稳定安全系数取值、坡比、支挡加固方式等昔格达黏土岩公路边坡长期稳定的关键因素提出了针对性管控建议,指出采用“缓放坡+宽平台+弱加固”的建设及处治思路更有利于昔格达黏土岩边坡长期稳定。研究结果为昔格达岩层区公路建设及边坡防护处治提供了重要指导和借鉴意义。
  • 图  1  滑坡区域地形卫星图

    Figure  1.  Satellite topographic map of the landslide area

    图  2  西攀高速公路K2378+900右侧滑坡全貌

    Figure  2.  Overview of the Right-Side Landslide at K2378+900 of Xichang-Panzhihua Expressway

    图  3  土层概况

    Figure  3.  Soil profile

    图  4  滑坡后壁可见光滑镜面擦痕

    Figure  4.  Rear edge of the landslide, showing smooth mirrored scuff surface

    图  5  挡墙剪裂、外鼓,平台反翘、隆起开裂

    Figure  5.  Shear and bulging crack of retaining walls, contra warping, uplifted and crack of platform

    图  6  主滑断面地质剖面图

    Figure  6.  Geological cross-section of the main sliding section

    图  7  数值模拟模型

    Figure  7.  Numerical simulation model

    图  8  剪应变增量云图、位移增量图及塑形区图

    (a)暴雨工况下剪应变增量图;(b)地震工况下剪应变增量图;(c)暴雨工况下位移增量图(d)地震工况下位移增量图;(e)暴雨工况下塑形变形区图;(f)地震工况下塑形变形区图

    Figure  8.  Shear strain increment contour, displacement increment map, and plastic deformation zone map

    图  9  开挖完成后暴雨工况剪应变(a)及位移(b)增量图

    Figure  9.  Shear strain (a) and displacement (b) increment maps under rainstorm condition after completion of excavation

    图  10  数值模拟典型地质剖面图

    Figure  10.  Typical geological cross-section in numerical simulation

    图  11  最危险滑裂面示意图

    Figure  11.  Schematic diagram of the most critical slip surface

    表  1  滑带参数反算结果表

    Table  1.   Inversion calculation results of slope zone parameters

    地层 岩性 抗剪参数 备注
    主滑段 抗滑段 牵引段
    Qpal+pl 黏土 c=12 kPa、φ=10º c=0 kPa
    φ=40º
    按《公路滑坡防治设计规范》稳定性计算采用“三段式”
    含卵石黏土 c=10 kPa、φ=13º
    N2x 泥岩(强风化) c=18.4 kPa、φ=15.1 º c=0 kPa、φ=25º
    下载: 导出CSV

    表  2  数值模拟参数取值

    Table  2.   Parameter value of numerical simulation

    参数 弹性模量/MPa 泊松比 重度/(KN·m−3 黏聚力/kPa 内摩擦角/(°) 数值模拟采用层序号
    饱和
    Qpal+pl黏 土 150 0.3 20.2 12.0 10.0 1
    Qpal+pl含卵石黏土 220 0.29 20.7 10.0 13.0 2
    N2x泥岩(强风化) 460 0.27 22.5 15.3 12.6 3
    N2x泥岩(中风化) 510 0.26 17.4 14.3 4
    下载: 导出CSV

    表  3  边坡开挖完成时数值模拟参数取值

    Table  3.   Parameter value of numerical simulation after slope excavation

    参 数 弹性模量
    /MPa
    泊松比 重度/(kN·m−3 黏聚力/ kPa 内摩擦角/(°)
    饱和
    Qpal+pl黏土 160 0.3 20.2 15.38 12.82
    Qpal+pl含卵石黏土 230 0.28 20.7 12.50 16.25
    N2x泥岩(强风化) 480 0.26 22.5 17.60 15.00
    N2x泥岩(中风化) 520 0.25 27.70 18.20
    下载: 导出CSV

    表  4  路堑边坡分类表

    Table  4.   Classification table for cut slopes

    坡型 坡高 坡 比 坡体结构
    Ⅰ型 10 m 岩质 1∶0.5 10 m高昔格达泥岩黏土岩边坡
    Ⅱ-1型 20 m 岩质 1∶0.5 两级10 m高昔格达泥岩黏土岩边坡+2 m宽平台
    Ⅱ-2型 20 m 岩质:1∶0.75
    Ⅱ-3型 20 m 岩质 1∶0.75 两级10 m高昔格达泥岩黏土岩边坡+3 m宽平台
    Ⅱ-4型 20 m 岩质 1∶1 两级10 m高昔格达泥岩黏土岩边坡+2 m宽平台
    Ⅲ-1型 30 m 岩质 1∶0.75 三级10 m高昔格达泥岩黏土岩边坡+2 m宽平台
    Ⅲ-2型 30 m 岩质 1∶1
    Ⅲ-3型 30 m 岩质 1∶:1 三级10 m高昔格达泥岩黏土岩边坡+3 m宽平台
    Ⅳ-1型 20 m 岩质 1∶0.75
    土质 1∶1
    两级10 m高边坡+2 m宽平台,顶部6 m厚(含砾、卵石)黏土
    Ⅳ-2型 20 m 岩质 1∶0.75
    土质 1∶1
    两级10 m高边坡+3 m宽平台,顶部6 m厚(含砾、卵石)黏土
    Ⅳ-3型 20 m 岩、土质 1∶1 两级10 m高边坡,+2 m宽平台,顶部6 m厚(含砾、卵石)黏土
    Ⅳ-4型 20 m 岩质 1∶1
    土质 1∶1.25
    Ⅴ-1型 30 m 岩质 1∶0.75
    土质 1∶1
    三级10 m高边坡+2 m宽平台,顶部6 m厚(含砾、卵石)黏土
    Ⅴ-2型 30 m 岩、土质 1∶1
    Ⅴ-3型 30 m 岩质 1∶1
    土质 1∶1.25
    Ⅴ-4型 30 m 岩质 1∶1
    土质 1∶1.25
    三级10 m高边坡+3 m宽平台,顶部6 m厚(含砾、卵石)黏土
    Ⅴ-5型 30 m 岩、土质 1∶1.25 三级10 m高边坡+2 m宽平台,顶部6 m厚(含砾、卵石)黏土
    下载: 导出CSV

    表  5  边坡蠕变劣化稳定性变化结果

    Table  5.   Result of slope stability variation considering creep degradation

    边坡
    类型
    开挖完成后
    (未蠕变劣化)参数
    蠕变前
    稳定系数
    长期蠕变劣化强度
    折减后参数
    蠕变劣化折减后
    稳定系数
    稳定系数
    减小值
    滑裂面
    最大厚度
    Ⅰ型 c=30 kPa,
    φ=25°
    1.272 c=26.1 kPa,φ=21.0°
    (黏土岩)
    1.083 0.189 3~4m
    Ⅱ-1型 c=30 kPa,
    φ=25°
    0.967 5~6m
    Ⅱ-2型 1.111 c=26.1 kPa,φ=21.0°
    (黏土岩)
    0.936 0.175 6~7m
    Ⅱ-3型 1.151 0.970 0.181 6-7m
    Ⅱ-4型 1.265 1.066 0.199 5~6m
    Ⅲ-1型 c=30 kPa,
    φ=25°
    0.969 9~10m
    Ⅲ-2型 1.101 c=26.1 kPa,φ=21.0°
    (黏土岩)
    0.924 0.177 10.5m
    Ⅲ-3型 1.148 0.963 0.185 9~10m
    Ⅳ-1型 c=30 kPa,φ=25°
    (黏土岩)
    c=15 kPa,φ=16°
    (黏土)
    1.147 c=26.1 kPa,φ=21.0°
    (黏土岩)
    c=12 kPa,φ=12.8°
    (黏土)
    0.962 0.185 6~7m
    Ⅳ-2型 1.186 0.995 0.191 6m
    Ⅳ-3型 1.235 1.054 0.181 6m
    Ⅳ-4型 1.295 1.086 0.209 5~6m
    Ⅴ-1型 c=30 kPa,φ=25°
    (黏土岩)
    c=15 kPa,φ=16°
    (黏土)
    0.990 9~10m
    Ⅴ-2型 1.093 c=26.1 kPa,φ=21.0°(黏土岩)
    c=12 kPa,φ=12.8°
    (黏土)
    0.915 0.178 8~9m
    Ⅴ-3型 1.121 0.938 0.183 10m
    Ⅴ-4型 1.167 0.976 0.191 9~10m
    Ⅴ-5型 1.229 1.028 0.201 9~10m
      注:表中加粗及带下划线的数字均为稳定系数小于1.0。
    下载: 导出CSV
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  • 收稿日期:  2022-11-06
  • 录用日期:  2023-08-23
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