## 3 Results and Discussion
### The Results of UCS and Indirect Tension Strength Analysis
#### 3.3.1 The Uniaxial Compression Strength Analysis  
Figure 12 presents the uniaxial compression strength (UCS) of artificially FSRM samples and ice-rock mixture samples under different frozen temperatures of \(-10\), \(-20\), and \(-30\)\({}^{\circ}\)C. It can be seen that the UCS values of the ice-rock mixtures and FSRM samples containing rough rock blocks were obviously larger than those of samples containing smooth rock blocks, especially for ice-rock mixtures. Both strengths for all samples increased with a decreasing temperature, and the uniaxial compression strength change was approximately linear with the frozen temperature, which is similar to the findings of previous studies. Moreover, the difference between UCS increased with a decreasing temperature. Nevertheless, according to the trends of the curves, the UCS and the tension strength of samples containing smooth rock blocks were larger than those of samples containing rough rock blocks when the temperature was higher than that at intersection point A. As mentioned above, the soil-rock interface is the stress concentration area under compression, especially in the surface of rough rock blocks, and the pressure melting of ice granules also occurs here. The lubrication of meltwater is disadvantageous to the soil-rock interface strength.  
\begin{table}
\begin{tabular}{c c c c c c c c c c c c} \hline \hline \multirow{2}{*}{**Ice–Rock Mixture**} & \multirow{2}{*}{\begin{tabular}{c} **T** \\ **(\({}^{\circ}\)C)** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **\(\mathbf{\sigma_{c}}\) (MPa)** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **\(\mathbf{\sigma_{t}}\) (MPa)** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **FSRM** \\ **(\({}^{\circ}\)C)** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **T** \\ **(\({}^{\circ}\)C)** \\ \end{tabular} } & \multirow{2}{*}{\
\begin{tabular}{c} **\(\mathbf{\sigma_{c}}\) (MPa)** \\ \end{tabular} } & \multirow{2}{*}{
\begin{tabular}{c} **\(\mathbf{\sigma_{t}}\) (MPa)** \\ \end{tabular} } \\ \cline{2-13}  & \multicolumn{1}{c}{(\({}^{\circ}\)C)} & & & & & & & & & & \\ \hline \(1\) & \(-10\) & 4.867 & 6.405 & 0.843 & 1.28 & 1 & \(-10\) & 3.398 & 3.898 & 0.725 & 0.931 \\ \(2\) & \(-10\) & 5.825 & 6.320 & 0.877 & 1.315 & 2 & \(-10\) & 3.469 & 3.907 & 0.844 & 0.872 \\ \(3\) & \(-10\) & 6.157 & 7.116 & 0.901 & 1.401 & 3 & \(-10\) & 3.836 & 4.109 & 0.775 & 0.860 \\ \hline \(4\) & \(-20\) & 6.988 & 10.691 & 1.23 & 1.646 & 4 & \(-20\) & 5.944 & 7.684 & 1.574 & 1.728 \\ \(5\) & \(-20\) & 7.165 & 9.757 & 1.003 & 1.686 & 5 & \(-20\) & 6.500 & 7.614 & 1.631 & 1.778 \\ \(6\) & \(-20\) & 7.033 & 9.095 & 1.07 & 1.590 & 6 & \(-20\) & 6.380 & 6.904 & 1.485 & 1.959 \\ \hline \(7\) & \(-30\) & 8.703 & 12.871 & 1.553 & 2.536 & 7 & \(-30\) & 9.153 & 11.462 & 2.165 & 2.536 \\ \(8\) & \(-30\) & 8.266 & 13.308 & 1.477 & 2.484 & 8 & \(-30\) & 9.674 & 11.888 & 2.176 & 2.556 \\ \(9\) & \(-30\) & 9.058 & 11.899 & 1.323 & 2.458 & 9 & \(-30\) & 9.710 & 11.237 & 2.305 & 2.581 \\ \hline \end{tabular} Note: \(\sigma_{c}\), uniaxial compressive strength; \(\sigma_{t}\), tensile strength; T, temperature.  
\end{table}
Table 1: The strength parameters of the ice–rock mixture and frozen soil–rock mixtures (FSRM).  
Figure 12: Relationship between the uniaxial compression strength (UCS) and the frozen temperature (**a**) ice–rock mixture; (**b**) soil–rock mixture.