## 3 Results and Discussion
### The Impact of the Dip Angle of Muddy Interlayers
\(\theta\) increased from \(0^{\circ}\) to \(50^{\circ}\), the number of layers of the exposed interlayer on the slope surface gradually decreased, and the horizontal displacement diagram of the slope exhibited the following two characteristics: (1) The  
Figure 8: Relationship between slope failure modes and dip angle \(\theta\) of the muddy interlayers. maximum value of the absolute value of the horizontal displacement increased first and then decreased, with a maximum value at 40\({}^{\circ}\); and (2) The relative slip phenomenon was weak to strong and then weakened, with the most significant relative slip phenomenon at 30\({}^{\circ}\) (Figure 9b), slip above 40\({}^{\circ}\) occurring mainly in the muddy interlayers through the toe of the slope, and slip weakening at 50\({}^{\circ}\) (Figure 9c). \(\theta\) increased from 50\({}^{\circ}\) to 80\({}^{\circ}\), the dip angle of the rock layer became steeper and steeper, the self-stability of the cataclastic rock layer was poor, and the displacement of the shoulder of the slope starts to appear in the X-positive direction, while the displacement of the toe of the slope went in the X-negative direction, and the maximum value of its absolute value showed a trend of first decreasing and then increasing (Figure 9d-f). \(\theta\) increased from 80\({}^{\circ}\) to 90\({}^{\circ}\), the absolute value of displacement in the negative direction of the slope increased, the displacement contour was circular, and the trend of sliding of the slope became more significant (Figure 9g). In a comprehensive analysis of horizontal displacement (Figure 9) and grid deformation (Figure 10) of \(\beta=60^{\circ}\) slope, the slope deformation damage exhibited the following laws: (1) When \(\theta\) was 0\({}^{\circ}\) (horizontally bedding rocky slope), the slope was \"compression-shear\" failure (Figure 10a); (2) \(\theta\) in the range of (0\({}^{\circ}\), 50\({}^{\circ}\)), the slope was \"traction-sliding\" failure (Figure 10b,c); (3) \(\theta\) in the range of (50\({}^{\circ}\), 80\({}^{\circ}\)), the slope rock mainly deformed in deflection (Figure 10d-f); and (4) \(\theta\) in the (80\({}^{\circ}\), 90\({}^{\circ}\)) zone, \"bending-buckling-collapse\" failure occurred on the slope (Figure 10g). Compared with the slope with \(\beta=45^{\circ}\), the slope with \(\beta=60^{\circ}\) had no \"traction-sliding-bending-shear\" failure. The relationship between the maximum horizontal displacement in the X-negative direction of the slope and the inclination angle \(\theta\) of the interlayer is given in Figure 11, which shows the following five features: (1) \(\theta\) increased from \(0^{\circ}\) to \(90^{\circ}\), the horizontal displacements of the bedding cataclastic rock slope of the four calculation schemes showed the same pattern of change, i.e., first increasing, then decreasing, then increasing; (2) \(\beta=30^{\circ}\), the \(\theta\) of the horizontal displacement maximum was \(30^{\circ}\), \(\beta=45^{\circ}\), the \(\theta\) of the horizontal displacement maximum was \(25^{\circ}\), and \(\beta=60^{\circ}\) (\(30\%\) increase in strength), the \(\theta\) of the horizontal displacement maximum was \(40^{\circ}\); (3) The horizontal displacement of upright laminated slopes was greater than that of the horizontally laminated slopes; (4) Overall, the horizontal displacement of steeply bedding rock slope was smaller than that of gently bedding rock slope; and (5) The slope angle \(\beta\) increased and the horizontal displacement increased.