图  1  完整岩石试样模型

Fig.  1.  Complete rock sample model

图  2  光滑节理模型示意图

Fig.  2.  Schematic diagram of the smooth joint model

图  3  贯通型结构面模型(起伏角度30°)

Fig.  3.  Through⁃type structural plane model (undulation angle 30°)

图  4  物理试验与数值试验结果曲线对比(30°+2 MPa)

Fig.  4.  Comparison of physical and numerical result curves (30°+2 MPa)

图  5  不同起伏角度下结构面细观劣化情况

Fig.  5.  Micro⁃deterioration of structural plane under different fluctuation angles

图  6  4组模型剪应力与循环剪切次数的关系

Fig.  6.  Relationship between shear stress and cyclic shear times in four models

图  7  归一化后的抗剪强度

Fig.  7.  Normalized shear strength

图  8  收敛值$ \lambda $与循环剪切幅值$ w $关系

Fig.  8.  The relationship between the convergence value $ \lambda $ and the cyclic shear amplitude $ w $

图  9  函数$ f\left(\alpha \right) $与初始起伏角度的关系曲线

Fig.  9.  The relation curve between function $ f\left(\alpha \right) $ and initial undulation angle $ f\left(\alpha \right)=0.48+0.7{\mathrm{e}}^{-0.03\alpha } $.(6)

图  10  相对运动速度对结构面剪切强度影响

据王思敬和张菊明（1982）；王思敬和薛守义（1992）

Fig.  10.  Influence of relative motion velocity on shear strength of structural plane

图  11  危岩体平推滑动破坏受力分析模型

Fig.  11.  Stress analysis model of thrust sliding failure of dangerous rock mass

图  12  危岩体倾倒极限平衡分析模型

Fig.  12.  Limit equilibrium analysis model of dangerous rock mass toppling $ b=\mathrm{\Delta }x\mathrm{t}\mathrm{a}\mathrm{n}(\beta -\alpha) $, (16)

图  13  第n块危岩体倾倒及滑动时受力状态

Fig.  13.  The stress state for dumping and sliding of block n