## 3 Analysis of Slope Model Test Results
### Bambo Anchor Bending Moment Analysis  
Under different frequency loadings, the bending moments at various points of Rods B and C are shown in Figure 18. The lower parts of Rod segments B1-B3 experience tension, resulting in positive bending moments, while the upper parts of Rod segments  
Figure 17: Different upper peak anchor shaft forces. B3-B5 are under tension, creating negative bending moments. There is a tendency for the surrounding soil to slide downwards, with the maximum bending moment occurring at the anchor head. The bending moments in Rod C exhibit an alternating tensile pattern, resembling a wave-like bending behavior. Rod segments C1-C3 and the lower part near the anchoring end experience tension, generating positive bending moments and causing the soil around these segments to compact. Conversely, from Rod segment C3 to the upper part near the anchoring end, tension results in negative bending moments, leading to a tendency for the surrounding soil to slide downward. The maximum bending moment is observed at Rod C5. The bending moments at various points of Rods B and C increase with the rise in frequency, but in comparison to axial forces, the overall bending moments in these rods are relatively small. According to the statements in academic journals, the bending moments at various measuring points for Bars B and C under different peak loads are shown in Figure 19. At the lower section of Bars B1-B2, tension generates positive bending moments, while at the upper section of B2-B5, tension creates negative bending moments. The soil around the body bars of B near the anchor head is compacted, indicating a tendency for possible slippage of the soil near the anchor head. For Bar C, segments C1-C3 and the lower part near the anchor end experience tension, resulting in positive bending moments, whereas from C3 to the upper part near the anchor  
Figure 19: Different upper and lower peak anchor bending moments. Figure 18: Anchor bending moment with different loading frequencies. end, tension generates negative bending moments. The maximum bending moment for Bar B occurs at the anchor head, whereas for Bar C, it appears at the anchor end. With an increase in the peak values of loading, both Bars B and C exhibit only a slight increase in bending moments. Under different maximum peak loadings, the bending moments at various points of Rods B and C are illustrated in Figure 20. The lower sections of Rod B segments B1-B3 are under tension, resulting in positive bending moments and leading to soil compaction around the rod tip. Conversely, the upper parts of Rod segments B3-B5 are under tension, generating negative bending moments and causing a tendency for the surrounding soil to slide. Rod C exhibits an alternating tensile pattern, resembling a wave-like bending behavior. Rod segments C1-C3 and the lower part near the anchoring end experience tension, generating positive bending moments, while from Rod segment C3 to the upper part near the anchoring end, tension results in negative bending moments. Rod C might exhibit significant bending deformation at C3, where the surrounding soil around the front part of C3 is compacted, while the soil around the rear part shows signs of sliding. The maximum bending moment occurs at point B1 for Rod B and at point C5 for Rod C.  
As the maximum peak loading increases, only the maximum bending moment point, B1 in Rod B, decreases. In contrast, the bending moments at various points in Rod C decrease as the maximum peak loading increases. Compared to the axial forces on the anchor rods, the bending moments on the anchor rods are considerably smaller. With an increase in depth, the point of maximum bending moment on the anchor rods also shifts from the anchor head towards the anchoring end. The bending moments along the length of the anchor rods exhibit an alternating tensile pattern resembling waves.