Study on Sliding-Shearing Deformation and Failure Mode of Rock Slope with Steep Weak Structural Plane
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摘要: 斜坡变形破坏和稳定性分析是各类工程建设中高度关注的问题.采用实例调查、理论分析、数值计算等技术方法，以雅砻江某水电工程坝址区右岸顺层岩质斜坡为例，研究总结了斜坡发育滑移-剪损变形破坏的成因机理、发育特征以及与弱面倾角和发育深度的关系.研究表明，滑移-剪损变形破坏通常发育在力学性能相对较差的薄层、互层状结构的顺层岩质斜坡或斜坡强-弱风化带内.斜坡发育滑移-剪损变形破坏与陡倾坡外弱面的倾角和发育位置密切相关.倾角在45°~65°之间或距斜坡表部水平距离小于80 m的弱面对斜坡发育滑移-剪损变形破坏的影响控制作用明显，并且弱面距斜坡表部水平距离比弱面倾角对斜坡发育滑移-剪损变形破坏的影响控制作用更强.研究成果可补充完善岩质斜坡变形破坏类型，具有重要的工程意义和实践价值.Abstract: The deformation and stability of rock slope are very important to engineering construction. Taking the right bank bedding rock slope of a hydropower project on Yalongjiang River as an example, in this paper it studies and summarizes the formation mechanism, development characteristics and the relationship with weak structural plane dip and development depth of sliding-shearing deformation and failure mode by in-situ investigation, theoretical analysis and numerical calculation. The research results show that sliding-shearing deformation and failure mode usually occurs in the bedding rock slope with poor mechanical properties or in the strong-weak weathering rock masses. The sliding-shearing deformation and failure of rock mass slope are closely related to the dip and development position of steep weak structural plane. The weak structural plane with 45°-65° dip or horizontal distance of less than 80 m from the slope surface is obviously influence to sliding-shearing deformation and failure of slope, and the influence of the horizontal distance between the weak structural plane and the slope surface is stronger than dip of weak structural plane on sliding-shearing deformation and failure of slope. This study is of great engineering significance and practical value to supplement the deformation and failure types of rock slope.
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图 1 顺层斜坡浅表部发育的滑移-剪损变形破坏模式(a)和陡倾坡外断层控制的斜坡滑移-剪损变形破坏模式(b)
Fig. 1. Sliding-shearing deformation and failure modes of bedding slope (a) and rock slope with steep fault (b)
图 2 雅砻江某水电站坝址区右岸工程地质平面
Fig. 2. The right bank engineering geological ichnography of a hydropower station on Yalongjiang River
图 3 斜坡滑移-剪损变形破坏成因机制分析
Fig. 3. Sketch map of formation mechanism of sliding-shearing deformation and failure mode
图 6 弱面不同倾角条件下斜坡剪应变增量
a. 结构面倾角50°；b. 结构面倾角55°; c. 结构面倾角60°; d. 结构面倾角65°; e. 结构面倾角70°; f. 结构面倾角75°
Fig. 6. Maximum shear strain of different dips of weak structural plane
图 7 弱面不同发育深度条件下斜坡剪应变增量(弱面倾角50°)
a. 距坡表水平距离20 m; b. 距坡表水平距离40 m; c. 距坡表水平距离60 m; d. 距坡表水平距离80 m; e. 距坡表水平距离100 m; f. 距坡表水平距离120 m; g. 距坡表水平距离140 m; h. 距坡表水平距离160 m; i. 距坡表水平距离180 m
Fig. 7. Maximum shear strain of different horizontal distances to slope surface of weak structural plane
图 8 斜坡最大总位移与SRF关系
Fig. 8. Relation curve of maximum total displacement and strength reduction factor
图 9 弱面倾角与斜坡SRF关系(a)和弱面距坡表水平距离与SRF关系(b)
Fig. 9. Relation curves of weak structural plane dip and strength reduction factor (a) and horizontal displacement to slope surface of weak structural plane and strength reduction factor (b)
表 1 数值模型材料参数
Table 1. Calculation parameters of FEM model
材料名称 E(GPa) γ(MN·m-3) C(MPa) Φ(°) T(MPa) μ 强风化岩体 3.5 0.025 0.80 39 0.05 0.24 弱风化岩体 10.0 0.026 1.20 47 0.60 0.22 微风化岩体 15.0 0.027 1.80 55 1.20 0.20 软弱结构面 1.0 0.022 0.15 25 0.00 0.30 注：E.变形模量; γ.密度; C.内聚力; φ.内摩擦角; T.抗拉强度; μ.泊松比. 
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