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NUMERICAL STUDY ON LONG-TERM STABILITY OF SOIL-ROCK MIXTURE SLOPE USING STRENGTH REDUCTION TECHNIQUE
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摘要: 土石混合体边坡是自然界中常见的一种边坡类型，具有明显的不均匀性和不连续性。土体的蠕变是造成土石混合体边坡变形及失稳的主要原因之一，而目前关于土石混合体边坡稳定性的研究几乎均未考虑土体的蠕变性。首先运用数字图像处理技术对我国某水电站库区的一个土石混合体边坡进行建模，而后利用FLAC3D软件中的强度折减法对其进行稳定性分析，并着重研究了土体的蠕变特征及其蠕变参数对土石混合体边坡变形及稳定性的影响。计算结果表明，土体的蠕变特征会明显降低土石混合体边坡的安全系数，增大边坡变形，进而对边坡的稳定性造成不利影响；其中蠕变黏性系数对边坡的长期稳定性具有较大影响，黏性系数越大，则土石混合体边坡的安全系数越低。Abstract: Soil-rock mixture slope is a common type of slope in nature, which has obvious heterogeneity and discontinuity. Rheological property of soil is one of the main causes leading to the soil-rock mixture slope deformation and instability. But almost all the existing analyses on the stability of soil-rock mixture slopes neglect the rheological properties of soil. Using digital image processing technology, a soil-rock mixture slope model in the reservoir area of one hydropower station in China is built. Then the strength reduction method in FLAC3D code is adopted to analyze the slope stability. The analysis mainly focuses on the creep characteristics of soil and the effect of the creep parameters on the deformation and stability of the soil-rock mixture slope. The results show that the rheological property of soil can obviously reduce the factor of safety of the soil-rock mixture slope, increase the deformation of the slope, and adversely affect the stability of the slope. The creep viscosity coefficient has a great influence on the long-term stability of slope, and the greater the viscosity coefficient is, the lower the safety factor is.
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图 5 折减系数为1.48时剪应变速率云图
a.本文计算结果；b.文献计算结果(陈卫兵等，2008)
Figure 5. Contours of shear strain rate at reduction factor=1.48
图 6 不考虑蠕变效应时边坡剪应变速率云图
Figure 6. Contours of shear strain rate without considering rheology
图 7 考虑蠕变效应时边坡剪应变速率云图
Figure 7. Contours of shear strain rate with considering rheology
图 8 折减系数为1.46时监测点位移曲线
Figure 8. Horizontal displacement vs time of monitoring points at reduction factor=1.46
图 9 折减系数为1.47时监测点位移曲线
Figure 9. Horizontal displacement vs time of monitoring points at reduction factor=1.47
图 10 关键点水平位移与折减系数的关系曲线
Figure 10. Horizontal displacements of monitoring points at different reduction factors with considering rheology
表 1 不考虑蠕变时模型参数表
Table 1. Physico-mechanical parameters of S-RMS without considering rheology
岩土体 重度
/kN·m-3弹性模量
/Pa泊松比 黏聚力
/Pa内摩擦角
/(°)土体 1820 8.16e6 0.35 4.2e4 17 块石 2510 1.25e10 0.2 1.82e6 35 
下载: 导出CSV
表 2 土体蠕变模型参数表
Table 2. Physico-mechanical parameters of soil with considering rheology
重度
/kN·m-3弹性
模量
/Pa黏弹性
模量
/Pa泊松比 黏聚力
/Pa内摩
擦角
/(°)黏性
系数
/Pa·d-11820 8.16e6 3.47e6 0.35 4.2e4 17 1.19e5
下载: 导出CSV
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