Deformation factors and failure modes of bedrock landslides in Yangxin County, Hubei Province
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摘要:
斜坡变形受众多因子综合控制, 不同因子的敏感性与作用规律在变形过程中差异明显。以湖北省阳新县顺层基岩滑坡为研究对象, 通过正交试验结合离散元数值模拟的方法, 研究多个影响因子对应顺层滑坡变形的敏感性并确立主导因素, 随后基于响应面拟合主导因素与滑坡不同部位变形程度间的量化关系, 揭示主导因素交互作用对滑坡变形破坏模式的影响规律。结果表明, 在研究区内坡度与岩层倾角分别为影响顺层滑坡变形的主导与次主导因素, 滑坡的变形破坏模式受控于二者的交互作用。在中-陡倾顺层滑坡中, 当坡度小于岩层倾角时, 滑坡变形主要集中在坡顶, 且变形程度随岩层倾角的增加而增大, 表现出滑移-弯曲的变形破坏模式; 在缓倾顺层滑坡中, 当坡度大于岩层倾角时, 滑坡坡脚位移较坡顶显著, 其坡脚变形程度随坡度的增加而增大, 以滑移-拉裂变形为主。研究成果可为该类滑坡的防治工作提供参考。
Abstract:The deformation of slopes is comprehensively controlled by many factors, and the sensitivity and action rules of different factors are obviously different in the deformation process. This article takes the bedding landslide in Yangxin County, Hubei Province as the research object. Through orthogonal experimental design combined with 3DEC (distinct element method, DEM), the sensitivity of multiple influencing factors to the deformation of bedding landslides is studied, and the dominant factors are established. Then, based on the response surface method to fit the quantitative relationship between the dominant factors and the deformation degree of different parts of the landslide, the influence law of the interaction of dominant factors on the deformation and failure mode of landslides is revealed. The study of the slope in the Yangxin County area shows that the slope and the strata dip are the dominant and secondary dominant factors affecting the bedding landslide, and the interaction between the two has a significant impact on the slope deformation. In the medium-steep bedding landslide, when the slope is less than the angle of rock, the slope deformation mainly concentrates on the slope top, and the degree of deformation increases with increasing rock dip, showing the slip-bending deformation failure mode. In a gently dipping bedding slope, when the slope is larger than the angle of rock, the displacement of the slope toe is more significant than that of the slope top, and the deformation degree of the slope toe increases with increasing slope, showing the slip-rupture deformation failure mode. This study can provide guidances for the prevention and control of such landslides.
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图 1 湖北省阳新县岩质滑坡分布图
Figure 1. Distribution map of bedding rock landslides in Yangxin County, Hubei Province
图 2 各模拟方案总位移变化曲线簇(1~16为方案序号，下同)
Figure 2. Variation curve cluster of the total displacement of each simulation scheme
图 3 坡度大于倾角组总位移变化曲线簇
Figure 3. Total displacement curve cluster with a dip greater than slope
图 4 倾角大于坡度总位移监测变化曲线簇
Figure 4. Total displacement curve cluster with a dip greater than slope
图 5 坡顶水平位移响应作用规律云图
Figure 5. Action pattern of the horizontal displacement response at the slope top
图 6 坡脚水平位移响应作用规律云图
Figure 6. Action pattern of the horizontal displacement response at the slope toe
图 7 倾角大于坡度组水平位移云图
Figure 7. Horizontal displacement chart of the group with angle of rock greater than the slope
图 8 倾角小于坡度组水平位移云图
Figure 8. Horizontal displacement chart of the group with angle of rock less than the slope
图 9 滑移-弯曲破坏模式演化示意图
Figure 9. Schematic diagram of slip-rupture deformation failure modes
图 11 滑移-拉裂破坏模式演化示意图
Figure 11. Schematic diagram of slip-bending deformation failure modes
表 1 岩体物理力学参数
Table 1. Physical and mechanical parameters of the rock mass
岩层类型 密度/(kg·m-3) 内聚力/MPa 内摩擦角/(°) 抗拉强度/MPa 泊松比 泥质粉砂岩 2 480 0.8 38 0.2 0.25 结构面 抗拉强度/MPa 内聚力/MPa 内摩擦角/(°) 法向刚度/(kPa·m-1) 切向刚度/(kPa·m-1) 层面 0.02 14 15 150 150 节理面 0.016 9 15 120 120 
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表 2 影响因子范围区间
Table 2. Range of impact factors
影响因子 范围区间 斜坡高度/m 15~65 岩层倾角/(°) 15~65 斜坡坡度/(°) 15~75 弹性模量/GPa 2.5~5.5 层厚/m 0.5~2.0
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表 3 试验因素与水平设计
Table 3. Experimental factors and level design
因素 水平 坡高/m 15 30 45 60 坡度/(°) 30 45 60 75 倾角/(°) 15 30 45 60 层厚/m 0.5 1 1.5 2 弹性模量/GPa 2.5 3.5 4.5 5.5
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表 4 正交表L16(45)
Table 4. Orthogonal table L16(45)
方案序号 坡高/m 坡度/(°) 倾角/(°) 层厚/m 弹性模量 总位移/m 1 1 1 1 1 1 4.7×10-3 2 1 2 2 2 2 0.37 3 1 3 3 3 3 1.03 4 1 4 4 4 4 1.18 5 2 1 2 3 4 1.34×10-2 6 2 2 1 4 3 7.5×10-3 7 2 3 4 1 2 2.54×10-2 8 2 4 3 2 1 0.46 9 3 1 3 4 2 2.8×10-3 10 3 2 4 3 1 9.44×10-2 11 3 3 1 2 4 4×10-3 12 3 4 2 1 3 0.63 13 4 1 4 2 3 0.05 14 4 2 3 1 4 0.12 15 4 3 2 4 1 0.22 16 4 4 1 3 2 0.12 极差R 0.52 0.58 0.37 0.16 0.32
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表 4 响应面试验变量与水平
Table 4. Response surface test variables and levels
因素 水平 -1 0 1 坡度 30 52.5 75 坡高 15 37.5 60 倾角 15 37.5 60
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表 5 响应面试验设计与结果
Table 5. Response surface test design and results
方案 坡高/m 坡度/(°) 倾角/(°) 坡顶水平位移/m 坡脚水平位移/m 1 15 30 37.5 7×10-2 1×10-2 2 60 30 37.5 1.13×10-1 2.8×10-2 3 15 75 37.5 1.2×10-1 5.17×10-1 4 60 75 37.5 5.3×10-3 2.97×10-2 5 15 52.5 15 4×10-3 1.3×10-2 6 60 52.5 15 2×10-3 1.28×10-2 7 15 52.5 60 1.7×10-2 4.1×10-3 8 60 52.5 60 5×10-2 6.5×10-2 9 37.5 30 15 2×10-3 6×10-3 10 37.5 75 15 4×10-3 1.1×10-2 11 37.5 30 60 6.25×10-1 5×10-3 12 37.5 75 60 1.5×10-1 8×10-1 13 37.5 52.5 37.5 6×10-1 9.5×10-1 14 37.5 52.5 37.5 6×10-1 9.5×10-1 15 37.5 52.5 37.5 6×10-1 9.5×10-1
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表 6 坡顶最大水平位移响应面模型的方差分析
Table 6. Variance analysis of the response surface model at the slope top
来源 平方和 自由度 均方和 F值 P值 模型 0.87 9 0.096 8 5.29 0.040 6 A-坡高 0.000 1 1 0.000 1 0.003 4 0.955 8 B-坡度 0.027 3 1 0.027 3 1.49 0.275 9 C-倾角 0.086 1 1 0.086 1 4.71 0.082 2 AB 0.012 2 1 0.0122 0.665 8 0.451 6 AC 3×10-4 1 3×10-4 0.016 7 0.902 1 BC 0.0056 9 1 0.056 9 3.11 0.138 1 A2 0.472 8 1 0.472 8 25.85 0.003 8 B2 0.120 7 1 0.120 7 6.60 0.050 1 C2 0.185 1 1 0.185 1 10.12 0.024 5 R2=0.905 RAdj2=0.864 RPred2=0.858
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表 7 坡脚最大水平位移响应面模型的方差分析
Table 7. Variance analysis of the response surface model at the slope toe
来源 平方和 自由度 均方和 F值 P值 模型 2.25 9 0.2501 11.04 0.008 3 A-坡高 0.02 1 0.02 0.880 7 0.391 1 B-坡度 0.216 8 1 0.216 8 9.57 0.027 1 C-倾角 0.086 5 1 0.086 5 3.82 0.108 1 AB 0.066 1 1 0.006 61 2.92 0.148 3 AC 9×10-4 1 9×10-4 0.041 2 0.847 1 BC 0.156 3 1 0.156 3 6.90 0.046 7 A2 0.900 4 1 0.900 4 39.73 0.001 5 B2 0.36 1 0.36 15.88 0.010 5 C2 0.690 5 1 0.690 5 30.47 0.002 7 R2=0.952 1 RAdj2=0.923 RPred2=0.905
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