## 3 Results
### Axial Force Distribution  
Figure 8 displays the distribution of axial force along the depth of the anchor. The axial force of the tension anchor exhibits a gradual decrease as the depth of anchorage increases, eventually approaching zero at the end of the anchorage section. The axial force of the tension anchor for depth can be divided into two sections among the three groups. When the anchorage depth is less than 2 m, the axial force decays slowly, whereas for depths exceeding 2 m, the axial force decays rapidly. It is observed that an anchorage length of 2 m represents the optimal effective length for tension anchors. Thus, it is recommended to limit the length of each anchorage unit to not exceed 2 m. Although the ultimate load-carrying capacity of the tension anchor gradually increases with the anchorage length, the overall pattern of axial force distribution remains relatively unchanged. Extensive experimental research and theoretical analysis on anchor load transfer mechanisms have  
\begin{table}
\begin{tabular}{c c c c c} \hline \hline
**Anchor Name** & **Group** & **Anchor** & **Failure Load** & **Maximum** & **Destruction Form** \\  & **Number** & **Number** & **(kN)** & **Displacement (mm)** & **Destruction Form** \\ \hline composite & group 1 & K-6-1 & 670 & 13.59 & Second interface failure \\ anchor & group 2 & K-9-2 & 460 & 15.68 & Second interface failure \\  & & K-9-3 & 470 & 14.32 & Second interface failure \\ \hline tension anchor & group 3 & K-11-1 & 610 & 14.76 & Second interface failure \\  & & K-11-2 & 60  
further validated this assertion [38; 39; 40]. In examining Figure 9b,c together, it is evident that in the case of this load-concentrating anchor under tension, the distribution of bond stresses between the grout and the surrounding soil or rock varies significantly along the length of the anchor section [41]. The shorter the anchor section of the anchor, the greater the average bond strength. The effective length of the anchor section that utilizes the shear strength of the soil or rock is constrained. Therefore, in this experimental process, the length of the anchor section units was set at 2 m to ensure the optimal utilization of the soil or rock strength in each rod unit's anchor section. The axial force variation curve of the composite anchor to anchorage depth can be divided into three distinct sections. The axial force at the tensile Sections 1 # and 2 # gradually decreases as the anchorage depth increases, while the axial force at the compression section gradually increases. This discrepancy in axial force distribution between the compression section and the tension anchor is attributed to the absence of bonding between the anchor body and the grout. As a result, the axial force of the anchor body does not decay in the compression section, and the load is effectively transferred to the bearing plate and the upper and lower anchorage sections. Despite this difference, the overall pattern of axial force distribution in the composite anchor follows a similar trend to that of the tension anchor, exhibiting a gradual reduction as the distance from the load-bearing end increases. Figure 8: _Cont._  
Figure 8: Distribution for axial force: (**a**) K-9; (**b**) K-11; (**c**) K-12; (**d**) K-6. Figure 9: _Cont._  
As depicted in Figure 8d, it is observed that when the composite anchor bears a load of less than 255 kN, the end of the bearing section experiences tension rather than compression. Figure 9: Distribution for side friction resistance: (**a**) K-9; (**b**) K-11; (**c**) K-12; (**d**) K-6. This occurrence can be attributed to the relatively low pressure exerted on the bearing plate, causing the axial force to gradually decrease as it moves away from the plate. Consequently, at the end of the bearing section, the pressure diminishes, and the upper bearing Section 1 # (refer to Figure 1) comes into play. This transition leads to a shift in the anchorage section from a state of compression to tension [42].