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降雨对花岗岩风化层路堑边坡滑动模式影响

蔡荣坤 戴自航 徐根连 胡长江

蔡荣坤, 戴自航, 徐根连, 胡长江. 2021: 降雨对花岗岩风化层路堑边坡滑动模式影响. 中国地质灾害与防治学报, 32(2): 27-35. doi: 10.16031/j.cnki.issn.1003-8035.2021.02.04
引用本文: 蔡荣坤, 戴自航, 徐根连, 胡长江. 2021: 降雨对花岗岩风化层路堑边坡滑动模式影响. 中国地质灾害与防治学报, 32(2): 27-35. doi: 10.16031/j.cnki.issn.1003-8035.2021.02.04
Rongkun CAI, Zihang DAI, Genlian XU, Changjiang HU. 2021: Influence of rainfall on sliding modes of cutting slope of weathered granite stratum: Taking Yunxiao section in the Yunping freeway in Fujian for example. The Chinese Journal of Geological Hazard and Control, 32(2): 27-35. doi: 10.16031/j.cnki.issn.1003-8035.2021.02.04
Citation: Rongkun CAI, Zihang DAI, Genlian XU, Changjiang HU. 2021: Influence of rainfall on sliding modes of cutting slope of weathered granite stratum: Taking Yunxiao section in the Yunping freeway in Fujian for example. The Chinese Journal of Geological Hazard and Control, 32(2): 27-35. doi: 10.16031/j.cnki.issn.1003-8035.2021.02.04

降雨对花岗岩风化层路堑边坡滑动模式影响

doi: 10.16031/j.cnki.issn.1003-8035.2021.02.04
基金项目: 泉州市科技局项目(2017T013)
详细信息
    作者简介:

    蔡荣坤(1994-),男,福建漳州人,硕士研究生,助理工程师,主要从事边坡稳定性方面的研究工作。E-mail:1571131783@qq.com

    通讯作者:

    戴自航(1966-),男,湖南长沙人,博士,教授,主要从事边坡稳定分析、建筑基础、基坑支护等方面的教学研究。E-mail:dzhang@fzu.edu.cn

  • 中图分类号: P642.22

Influence of rainfall on sliding modes of cutting slope of weathered granite stratum: Taking Yunxiao section in the Yunping freeway in Fujian for example

  • 摘要: 降雨引起路堑边坡的浅层局部滑动是工程中常见的现象,但其内在原因的研究尚不充分。为此,以福建省云平高速云霄段花岗岩风化层中的某两级路堑边坡为例,采用饱和和非饱和土抗剪强度理论,按照强度折减有限元方法分析了该边坡在一般工况、地下水渗流工况和降雨入渗工况下的滑动模式。结果表明:一般工况下该边坡滑动模式为深层整体滑动;地下水渗流作用可使边坡由深层滑动模式向浅层滑动模式转化;长时小或中等降雨作用下坡体内出现三道滑动面,且一级边坡内滑动面最先贯通,滑坡模式由深层整体滑动向浅层局部滑动演化。短时强降雨作用下仅在一级边坡内出现贯通的滑动面,即由整体滑动模式完全转变为浅层局部滑动模式。降雨工况越不利表现越为明显,与实际滑坡现象相吻合,且安全系数不满足规范要求,从而从理论上验证了该路堑边坡发生浅层局部滑动的必然性。此外,为避免花岗岩风化层路堑边坡在降雨入渗下发生浅层局部滑动,对假设的不同放坡方案进行了数值模拟分析。结果表明,适当放缓坡率可使一级边坡内不出现滑动面,滑坡模式仍为较深位置的整体滑动,且安全系数可得到有效提高,使其满足规范要求。因此,实践中,采用文中方法对设计的类似地层中的路堑边坡事先进行降雨入渗影响下的模拟分析极为必要。将使放坡坡率更为科学合理,可在确保边坡整体稳定性的同时,极大降低其发生浅层局部滑动的可能性。
  • 图  1  边坡设计断面

    Figure  1.  Design profile of slope

    图  2  浅层滑坡情形

    Figure  2.  View of a shallow landslide

    图  3  有限元几何模型

    Figure  3.  Geometric model of finite element

    图  4  有限元网格划分

    Figure  4.  Finite element meshes

    图  5  一般工况塑性应变等值云图

    Figure  5.  Plastic strain contours under general working condition

    图  6  一般工况水平位移等值云图

    Figure  6.  Horizontal displacement contours under general working condition

    图  7  地下水渗流工况孔隙水压力等值云图

    Figure  7.  Pore water pressure contours under groundwater seepage

    图  8  地下水渗流工况塑性应变等值云图

    Figure  8.  Plastic strain contours under groundwater seepage

    图  9  长时小雨工况塑性应变等值云图

    Figure  9.  Plastic strain contours under long-term light rainfall

    图  10  长时小雨工况水平位移等值云图

    Figure  10.  Horizontal displacement contours under long-term light rainfall

    图  11  工况3孔隙水压力等值云图

    Figure  11.  Pore water pressure contours under Working Condition 3

    图  12  工况3塑性应变等值云图

    Figure  12.  Plastic strain contours under Working Condition 3

    图  13  工况3水平位移等值云图

    Figure  13.  Horizontal displacement contours under Working Condition 3

    图  14  方案1塑性应变等值云图(1∶1.20)

    Figure  14.  Plastic strain contours of Scheme 1(1∶1.20)

    图  15  方案1塑性应变等值云图(1∶1.25)

    Figure  15.  Plastic strain contours of Scheme 1(1∶1.25)

    图  16  方案2塑性应变等值云图(1∶1.20)

    Figure  16.  Plastic strain contours of Scheme 2 (1∶1.20)

    图  17  方案2塑性应变等值云图(1∶1.25)

    Figure  17.  Plastic strain contours of Scheme 2 (1∶1.25)

    表  1  土工参数

    Table  1.   Geotechnical properties of soils

    土层编号γ/(kN·m−3)γd/(kN·m−3)E/kPaυc/kPa$\varphi $/(°)c'/kPa$\varphi' $/(°)
    7-21019.515.680000.2824.916.822.420.6
    7-21120.016.510 0000.3028.917.824.622.2
    下载: 导出CSV

    表  2  不同降雨工况边坡稳定安全系数

    Table  2.   Safety factors of slope under different rainfall conditions

    工况降雨强度/(mm·h−1降雨历时/h安全系数
    12041.152
    23041.113
    34041.091
    44031.106
    54021.140
    下载: 导出CSV
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  • 收稿日期:  2020-03-16
  • 修回日期:  2020-05-19
  • 刊出日期:  2021-04-27

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