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基于一阶线性应变软化理论的边坡稳定性研究

陈亚烽,  陈国庆,  严明,  赵聪,  马金根

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文章导航 > 地质科技通报  > 2022 >  41(6): 180-188
陈亚烽, 陈国庆, 严明, 赵聪, 马金根. 基于一阶线性应变软化理论的边坡稳定性研究[J]. 地质科技通报, 2022, 41(6): 180-188. doi: 10.19509/j.cnki.dzkq.2022.0238
引用本文: 陈亚烽, 陈国庆, 严明, 赵聪, 马金根. 基于一阶线性应变软化理论的边坡稳定性研究[J]. 地质科技通报, 2022, 41(6): 180-188. doi: 10.19509/j.cnki.dzkq.2022.0238
shu
Chen Yafeng, Chen Guoqing, Yan Ming, Zhao Cong, Ma Jin'gen. Study on slope stability considering first-order linear strain-softening theory[J]. Bulletin of Geological Science and Technology, 2022, 41(6): 180-188. doi: 10.19509/j.cnki.dzkq.2022.0238
Citation: Chen Yafeng, Chen Guoqing, Yan Ming, Zhao Cong, Ma Jin'gen. Study on slope stability considering first-order linear strain-softening theory[J]. Bulletin of Geological Science and Technology, 2022, 41(6): 180-188. doi: 10.19509/j.cnki.dzkq.2022.0238
shu

基于一阶线性应变软化理论的边坡稳定性研究

doi: 10.19509/j.cnki.dzkq.2022.0238
  • 1.

    成都理工大学地质灾害防治与地质环境保护国家重点实验室, 成都 610059

  • 2.

    四川地质调查院稀有稀土战略资源评价与利用四川省重点实验室, 成都 610081

  • 3.

    中国电建集团成都勘测设计研究院有限公司, 成都 610072

基金项目: 

国家自然科学基金项目 42090054

国家自然科学基金项目 41972284

详细信息
    作者简介:

    陈亚烽(1997-), 男, 现正攻读土木水利专业硕士学位, 主要从事滑坡动力学方面的研究。E-mail: chenyafeng@stu.cdut.edu.cn

    通讯作者:

    陈国庆(1982-), 男, 教授, 博士生导师, 主要从事地质灾害防治和岩石力学方面的教学与研究工作。E-mail: chgq1982@126.com

  • 中图分类号: TU413.6+2

Study on slope stability considering first-order linear strain-softening theory

  • 1.

    State Key Laboratory of Geohazard Prevention and Geoenvironment Protection, Chengdu University of Technology, Chengdu 610059, China

  • 2.

    Evaluation and Utilization of Strategic Rare Metals and Rare Earth Resource Key Laboratory of Sichuan Province, Sichuan Geological Survey, Chengdu 610081, China

  • 3.

    Chengdu Engineering Corporation Limited, Power Construction Corporation, Chengdu 610072, China

    摘要
  • 摘要:

    在持续降雨或开挖卸荷作用下, 土体的强度指标会发生劣化, 但现今采用的边坡稳定性计算大多直接将其视为一个常数。为接近真实的边坡失稳破坏模式, 基于瑞典条分法以及一阶线性应变软化机制, 提出了一种边坡渐进破坏分析新方法, 推导出应变软化型边坡极限平衡表达式, 并获得了各破坏进度下边坡的安全系数。通过对模拟算例进行分析, 证明了条分-软化法的可靠性, 且计算结果表明渐进破坏过程中安全系数不仅取决于边坡的破坏方式与强度参数, 还与岩土体的软化模量密切相关。同时, 通过与滑坡实际案例的对比验算, 证实其强度指标存在不同的衰减系数, 即黏聚力的衰减系数大于摩擦角。从理论到应用, 最终获得的条分-软化法, 不仅考虑了岩土体的强度劣化效应以及滑动面的渐进发展, 还能有效地服务于实际工程背景下边坡的稳定性分析, 可以为滑坡的预防与治理提供指导建议。

     

    Abstract:

    Under the action of continuous rainfall or excavation unloading, the strength index of soil deteriorates, but most of the current slope stability calculations directly regard it as a constant. To approach the real failure mode of slope instability, based on the Swedish slice method and the first-order linear strain-softening theory, this paper proposes a new method for slope progressive failure analysis, deduces the limit equilibrium expression of the strain-softening slope, and obtains the safety factor under the corresponding damage progress. Through the analysis of simulation examples, the feasibility of the slice-softening method is illustrated, and the calculation results show that the safety factor in the progressive failure process not only depends on the failure mode and strength parameters of the slope but is also closely related to the softening modulus of the rock and soil mass. At the same time, by comparing and checking the actual cases of the Danba landslide, it is confirmed that there are different attenuation coefficients for its strength index, that is, the attenuation coefficient of cohesion is greater than the friction angle. From theory to application, the finally obtained slice-softening method not only considers the strength degradation effect of rock and soil mass under the action of rainfall and the gradual development of sliding surface but can also effectively serve the stability analysis of slope under the background of practical engineering and provide guidance and suggestions for the prevention and treatment of landslides.

     

    • HTML全文

  • 图 1  岩土体的强度参数-应变关系

    Figure 1.  Strength parameter-strain relation of rock and soil mass

    下载: 全尺寸图片 幻灯片

    图 2  不同强度参数下稳定性计算采用的模拟边坡

    Figure 2.  Simulated slope used for stability calculation under different cohesion

    下载: 全尺寸图片 幻灯片

    图 3  在6种不同软化模量工况下的强度参数c-应变γ关系

    Figure 3.  Strength parameter-strain relationship under six different softening modulus conditions

    下载: 全尺寸图片 幻灯片

    图 4  边坡安全系数Fs与软化模量Ms关系曲线(A~F代表 6种工况)

    Figure 4.  Relation of the safety factor and softening modulus of slope

    下载: 全尺寸图片 幻灯片

    图 5  不同破坏模式下稳定性计算采用的模拟边坡

    Figure 5.  Simulated slope used for stability calculation under different failure modes

    下载: 全尺寸图片 幻灯片

    图 6  边坡剪破坏发展的渐进过程(Fs为安全系数)

    Figure 6.  Shear progressive failure of the slope (Fs is the safety factor)

    下载: 全尺寸图片 幻灯片

    图 7  边坡拉破坏与剪破坏同时发展的渐进过程(Fs为安全系数)

    Figure 7.  Tensile and shear failure of the slope develop gradually at the same time (Fs is the safety factor)

    下载: 全尺寸图片 幻灯片

    图 8  在两种破坏模式下采用条分-软化法计算得到的边坡安全系数Fs渐进演化曲线

    Figure 8.  Progressive evolution curves of the slope safety factor calculated by the slice-softening method under two failure modes

    下载: 全尺寸图片 幻灯片

    图 9  丹巴滑坡全貌

    Figure 9.  Danba landslide panorama

    下载: 全尺寸图片 幻灯片

    图 10  丹巴滑坡计算模型

    Figure 10.  Calculation model of the Danba landslide

    下载: 全尺寸图片 幻灯片

    图 11  剪切试验下丹巴滑坡滑带土应力τ-应变ε关系曲线

    Figure 11.  Stress-strain curve of soil in the sliding area of the Danba landslide under the shear test

    下载: 全尺寸图片 幻灯片

    图 12  3种假设下安全系数Fs随边坡渐进破坏的演化规律

    Figure 12.  Evolution of the safety factor with progressive failure of the slope under three assumptions

    下载: 全尺寸图片 幻灯片

    表  1  不同黏聚力所对应的安全系数

    Table  1.   Safety factors for different cohesive forces

    黏聚力/kPa 40 25 10
    安全系数 1.386 1.102 0.784
    下载: 导出CSV

    表  2  不同软化模量下的安全系数

    Table  2.   Safety factors with different softening modulus

    工况 A B C D E F
    残余强度时的应变/10-3 8 5 4 3.5 3.2 3
    软化模量Ms/103 kPa 5 10 15 20 25 30
    安全系数Fs 1.271 1.209 1.163 1.133 1.110 1.092
    下载: 导出CSV

    表  3  滑坡各地层的物理力学参数

    Table  3.   Physico-mechanical parameters of the slope

    地层编号 黏聚力/kPa 摩擦角/(°) 重度/(kN·m-3)
    1 16 31.61 19.5
    2 65 37 19.5
    3 100 45 49.5
    4 450 55 19.5
    下载: 导出CSV
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