## 2 Methodology
### Calculation of Refined Rock Mass Strength Parameters
\begin{table}
\begin{tabular}{p{42.7 pt} p{42.7 pt} p{42.7 pt} p{42.7 pt} p{42.7 pt} p{42.7 pt} p{42.7 pt} p{42.7 pt} p{42.7 pt}} \hline \hline \multirow{2}{*}{\begin{tabular}{c} **Rock** \\ **Lithology** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **Density** \\ **(kg/m)** \\ \end{tabular} } & \multicolumn{2}{c}{\begin{tabular}{c} **Uniaxial** \\ **Compressive** \\ **(MPa)** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **Cohesion** \\ **(MPa)** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **Friction Angle** \\ **(\({}^{\circ}\))** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **Elastic** \\ **Modulus** \\ **(GFa)** \\ \end{tabular} } & \multirow{2}{*}{\
\begin{tabular}{c} **Poisson’s** \\ **Ratio** \\ \end{tabular} } & \multirow{2}{*}{**GSI**} & \multirow{2}{*}{
\begin{tabular}{c} **\(m_{i}\)** \\ **(GFa)** \\ \end{tabular} } \\ \hline \multicolumn{2}{p{42.7 pt}}{Non-ore skam (surrounding rock)} & \multirow{2}{*}{2890} & \multirow{2}{*}{86.08} & \multirow{2}{*}{6.83} & \multirow{2}{*}{48.16} & \multirow{2}{*}{15.1} & \multirow{2}{*}{0.26} & \multirow{2}{*}{55} & \multirow{2}{*}{9} \\ \multicolumn{2}{p{42.7 pt}}{Ore-bearing skam (ore body)} & & & & & & & \\ \hline \multicolumn{2}{p{42.7 pt}}{Database Schist} & \multirow{2}{*}{2690} & \multirow{2}{*}{85.2} & \multirow{2}{*}{10.95} & \multirow{2}{*}{44.1} & \multirow{2}{*}{32.5} & \multirow{2}{*}{0.29} & \multirow{2}{*}{56} & \multirow{2}{*}{19} \\ \multicolumn{2}{p{42.7 pt}}{Spentile} & \multirow{2}{*}{2820} & \multirow{2}{*}{58.3} & \multirow{2}{*}{4.69} & \multirow{2}{*}{43.78} & \multirow{2}{*}{23.8} & \multirow{2}{*}{0.28} & \multirow{2}{*}{50} & \multirow{2}{*}{6} \\ \multicolumn{2}{p{42.7 pt}}{Granlite} & \multirow{2}{*}{2720} & \multirow{2}{*}{91.3} & \multirow{2}{*}{7.83} & \multirow{2}{*}{45.28} & \multirow{2}{*}{25.5} & \multirow{2}{*}{0.26} & \multirow{2}{*}{52} & \multirow{2}{*}{33} \\ \multicolumn{2}{p{42.7 pt}}{Sperlite} & \multirow{2}{*}{2720} & \multirow{2}{*}{63.86} & \multirow{2}{*}{2.35} & \multirow{2}{*}{44.60} & \multirow{2}{*}{18.8} & \multirow{2}{*}{0.26} & \multirow{2}{*}{55} & \multirow{2}{*}{28} \\ \multicolumn{2}{p{42.7 pt}}{Amphibolite} & \multirow{2}{*}{2880} & \multirow{2}{*}{122.9} & \multirow{2}{*}{3.40} & \multirow{2}{*}{47.60} & \multirow{2}{*}{3.99} & \multirow{2}{*}{0.2} & \multirow{2}{*}{64} & \multirow{2}{*}{28} \\ \multicolumn{2}{p{42.7 pt}}{Granlite} & \multirow{2}{*}{2580} & \multirow{2}{*}{74} & \multirow{2}{*}{8.1} & \multirow{2}{*}{43.40} & \multirow{2}{*}{3.78} & \multirow{2}{*}{0.26} & \multirow{2}{*}{60} & \multirow{2}{*}{33} \\ \hline \hline \end{tabular}
\end{table} 
Table 1: Laboratory experiment parameters of rock samples. uously expanded and refined based on practical experience from its application, thus overcoming its initial limitations. In 2002, [PERSON] et al. [31] introduced the generalized Hoek-Brown failure criterion for estimating rock mass deformation and strength. This generalized criterion consolidates the complex factors influencing rock mass properties into three parameters, \(m_{b}\), \(s\), and \(a\), facilitating its application in engineering. The formula is as follows:  
\[\sigma_{1}=\sigma_{3}+\sigma_{c}(m_{b}\frac{\sigma_{3}}{\sigma_{c}}+s)^{a} \tag{6}\]  
In the equation, \(\sigma_{1}\) represents the maximum principal stress at the time of rock mass failure, \(\sigma_{3}\) is the minimum principal stress at the time of rock mass failure, and \(\sigma_{c}\) denotes the uniaxial compressive strength of the intact rock blocks. The other factors, \(m_{b}\), \(s\), and \(a\), are material constants of the rock mass. [PERSON] et al. introduced a disturbance parameter \(D\), which accounts for the effects of blasting and stress relief. The value of \(D\) ranges from 0.0 for undisturbed rock masses to 1.0 for highly disturbed rock masses. The introduction of the disturbance parameter \(D\) provided a new method for determining the values of \(m_{b}\), \(s\), and \(a\).