## 3 Analysis of Slurry Diffusion Test Results  
### Test Result Analysis  
The test scheme and test results are shown in Table 3. A total of 9 sets of effective data were obtained in this test. From the test results, the failure mode is mainly the slip between the anchorage body and the soil. The specimen with a large diffusion range has broken anchorage body, and the anchorage body is inverted cone as a whole, as shown in Figure 5.  
\begin{table}
\begin{tabular}{c c c c c c c c c c c} \hline \hline
**Sample** & \multicolumn{8}{c}{**Percentage of Particle Mass Less Than a Certain Particle Size/\%**} \\
**Number** & **100 mm** & **60 mm** & **40 mm** & **20 mm** & **10 mm** & **5 mm** & **2 mm** & **1 mm** & **0.5 mm** & **0.25 mm** & **0.075 mm** \\ \hline undisturbed & 100 & 90.75 & 76.25 & 53.67 & 40.32 & 34.64 & 30.07 & 29.56 & 25.87 & 3.6 & 3.2 \\ treatment & 100 & 100 & 83.11 & 56.81 & 41.26 & 34.64 & 30.07 & 29.56 & 25.87 & 3.6 & 3.2 \\
25\% & 100 & 100 & 80.63 & 50.44 & 32.59 & 25 & 21.7 & 21.33 & 18.66 & 2.59 & 2.29 \\
35\% & 100 & 100 & 83.21 & 57.05 & 41.58 & 35 & 30.38 & 29.86 & 26.13 & 3.62 & 3.21 \\
45\% & 100 & 100 & 85.79 & 63.66 & 50.57 & 45 & 39.06 & 38.39 & 33.6 & 4.65 & 4.13 \\ \hline \hline \end{tabular}
\end{table}
Table 2: The particle size gradation of soil after treatment and the particle size gradation of three independent variables.  
Figure 5: The shape of anchorage body after pull-out of specimen.  
\begin{table}
\begin{tabular}{c c c c c c c} \hline \hline
**Specimen Name** & **Proportion of** & **Injection** & **Water** & **Peak Pull** & **Ultimate** & **Anchorage Body** \\
**Fine Particles/\%** & **Pressure/MPa** & **Cment Ratio** & **Force/kN** & **Displacement/mm** & **Diameter/cm** \\ \hline
25-02-11 & 25 & 0.2 & 1.1 & 105 & 7.80 & 21.5 \\
25-03-07 & 25 & 0.3 & 0.7 & 84 & 5.38 & 27.5 \\
25-04-09 & 25 & 0.4 & 0.9 & 130 & 5.60 & 29.3 \\
35-02-09 & 35 & 0.2 & 0.9 & 52 & 3.67 & 13.6 \\
35-03-11 & 35 & 0.3 & 0.7 & 38 & 4.65 & 14.7 \\
35-04-07 & 35 & 0.4 & 1.1 & 34 & 3.96 & 14.3 \\
45-02-07 & 45 & 0.2 & 0.7 & 18 & 5.27 & 9.6 \\
45-03-09 & 45 & 0.3 & 0.9 & 24 & 3.68 & 8.6 \\
45-04-11 & 45 & 0.4 & 1.1 & 20 & 3.54 & 10.3 \\ \hline \hline \end{tabular}
\end{table}
Table 3: Indoor orthogonal test scheme and results data.  
The load-displacement curve of the anchor bolt provides a macroscopic reflection of the load transfer characteristics and failure mechanisms under varying pull-out forces, as illustrated in Figure 6. The load-displacement curves of the nine self-drilling bolts exhibit a similar trend, demonstrating a linear relationship prior to reaching the ultimate load. However, upon reaching the ultimate load, the displacement does not undergo an abrupt change; instead, the load remains constant despite further increases in displacement. Consequently, the load value at this stage is defined as the peak pull-out force.  
This trend can be attributed to the fact that, during the initial loading stage, the cohesive force at the interface between the anchorage body and the soil predominantly restricts the displacement of the bolt. As the applied load increases, it surpasses the bearing capacity of the interfacial bonding force, leading to localized relative sliding at the interface and a subsequent decline in the bonding force of the anchorage body. Upon reaching the ultimate load, the bond strength of the anchorage body can no longer resist the pull-out load. However, since the pull-out load at this stage has not yet exceeded the failure strength of the anchorage body, the anchorage body is uniformly pulled out, resulting in increased displacement while the load remains constant.