## 3 Laboratory Experiment
### Grotated Surrounding Rock Strength
\begin{table}
\begin{tabular}{c c c c c c c c} \hline \hline
**Data Sources** & **Lithology** & \(\eta\) & \begin{tabular}{c} **the UCS of Sample** \\ **before Grouting** \\ **(MPa)** \\ \end{tabular} & \begin{tabular}{c} **the UCS of Sample** \\ **after Grouting** \\ **(MPa)** \\ \end{tabular} & \begin{tabular}{c} **Increase** \\ **Rate of** \\ **(\%)** \\ \end{tabular} & \begin{tabular}{c} **Increase** \\ **Rate of** \\ **(\%)** \\ \end{tabular} & \begin{tabular}{c} **Increase** \\ **Rate of** \\ **(\%)** \\ \end{tabular} & \begin{tabular}{c} **Increase** \\ **Rate of** \\ **(\%)** \\ \end{tabular} \\ \hline \multirow{4}{*}{\begin{tabular}{c} Experimental Research of Grouting \\ Reinforcement Mechanism for broken Rock \\ Soil Mass as Heterogeneous Medium [34] \\ \end{tabular} } & Undisturbed soil and & 1,000 & 0.037 & 0.350 & 845.9 & 42.297 & 803.649 \\  & Undisturbed soil and & 1,000 & 0.084 & 0.398 & 373.8 & 18.690 & 355.119 \\  & Undisturbed soil and & & & & & & \\  & Undisturbed soil and & & & & & & \\  & fault groupge & 1,000 & 0.157 & 0.420 & 167.5 & 8.376 & 159.140 \\ \hline \multirow{4}{*}{\begin{tabular}{c} Mechanical characteristics of confined grouting \\ reinforcement for cracked rock mass [35] \\ \end{tabular} } & Limestone & 0.750 & 7,176 & 12,140 & 69.2 & 3.499 & 65.716 \\  & Limestone & 0.750 & 7,422 & 13,397 & 80.5 & 4.025 & 76.479 \\  & Limestone & 0.750 & 8,214 & 15,360 & 87.0 & 4.350 & 82.648 \\  & Limestone & 0.750 & 7,547 & 16,225 & 115.0 & 5.749 & 100.237 \\  & Sandstone & 0.750 & 3,890 & 6,805 & 74.9 & 3.470 & 71.189 \\  & Sandstone & 0.750 & 4,560 & 8,101 & 77.7 & 3.883 & 73.771 \\  & Sandstone & 0.750 & 4,790 & 9,512 & 98.6 & 4.299 & 93.651 \\  & Sandstone & 0.750 & 5,270 & 10,043 & 90.6 & 4.528 & 86.041 \\ \hline \multirow{4}{*}{\begin{tabular}{c} Uniaxial Experiment Study on Mechanical \\ Properties of Reinforced Boken Books \\ The-and-post Grouting [50] \\ \end{tabular} } & Red sandstone & 1,000 & 3.540 & 4.280 & 20.9 & 1.045 & 19.859 \\ \cline{1-1} \cline{2-7} Study on the efficacy of grouting reinforcement & Weakly weathered & 1,000 & 6,430 & 7.770 & 20.8 & 1.042 & 19.798 \\  & Neither & Weakly weathered & 1,000 & 28.800 & 32.000 & 11.1 & 0.556 & 10.556 \\  & Arch Dam abutments [37] & Synthetic & & & & & & \\ \hline \multirow{4}{*}{\begin{tabular}{c} Reinforcement effect of cement grouting on \\ engineering rock mass [38] \\ \end{tabular} } & Sandstone & 1,000 & 0.710 & 2.310 & 225.4 & 11.268 & 214.085 \\  & Mandstone & 1,000 & 0.600 & 1.210 & 101.7 & 5.083 & 96.583 \\  & Sandstone & 1,000 & 0.350 & 1.350 & 285.7 & 14.286 & 271.429 \\  & Sandstone & 1,000 & 2.510 & 4.680 & 86.5 & 4.233 & 82.131 \\ \hline \multirow{4}{*}{\
\begin{tabular}{c} Study on the intrinsic model of broken \\ rock mass after grouting reinforcement [39] \\ \end{tabular} } & Mudstone & 1,000 & 10,000 & 21,300 & 113.0 & 5.650 & 1007.350 \\  & Mudstone & 1,000 & 14.700 & 22.500 & 53.1 & 2.653 & 50.408 \\ \hline \multirow{4}{*}{
\begin{tabular}{c} Test of grouting reinforcement of deep roadway \\ and control of its stability [40] \\ \end{tabular} } & Sandstone & 1,000 & 34.300 & 55.300 & 61.2 & 3.061 & 58.163 \\ \cline{1-1} \cline{2-7}  & Malmstone & 1,000 & 0.100 & 1.220 & 1120.0 & 56.000 & 1064.000 \\ \hline \end{tabular}
\end{table} 
Table 1: Compressive and shear strength of rock mass before and after grouting. The influence of slurry water-cement ratio variation on the strength of grouted surrounding rock was analyzed. The deformation of the surrounding rock and the stability of the tunnel, the corresponding rock mass shear strength parameter when the water-cement ratio was 0.8, 0.85, 0.9, and 0.95 were obtained by interpolation (Table 2).