## 5 Mechanical Parameters of the Rock Mass and Discontinuity Sets  
The strength parameters of the limestone rock mass were determined based on the following assumptions:  
* Geological Strength Index (CSI) of 100:
* Hoek-Brown constant \(m_{i}\) equal to 9:
* Disturbance factor \(D\) equal to 0.8:
* Modulus ratio \(MR\) of 900:
* Unit weight of 25.11 kN/m\({}^{3}\)[52, 53]:
* Average uniaxial compressive strength ranging from 26.2 MPa to 35.1 MPa (determined based on Schmidt hammer rebound values):
* Slope height ranging from 7 m to 18 m (depending on the sector). The parameters for weathered limestone were determined analogously, except that the average compressive strength of the fractured zone (9.2 MPa, based on rebound index measurements) and a unit weight of 24.13 kN/m\({}^{3}\)[52, 53] were used. The determined parameters of the limestone rock mass are summarised in Table 2. \begin{table}
\begin{tabular}{c c c c c c c c} \hline \hline
**Sector** & **Joint** & **Mean Dip** & **Mean Dip** & **Mean** & **Min/Max** & **Standard Deviation** & **Infill** \\  & **GROUP** & **Direction** & **Angle** & **Spacing [m]** & **Spacing [m]** & **Spacing [m]** & **Direction** & **Rarst** \\ \hline \multirow{4}{*}{7} & A1 & 22 & 83 & 2.50 & 0.55/4.60 & 1.660 & **Rarst** \\  & A2 & 3 & 85 & 3.41 & 0.36/9.17 & 4.070 & **Rarst** \\ \cline{2-7}  & B & 302 & 81 & 0.44 & 0.15/1.10 & 0.230 & **Rarst** \\ \cline{2-7}  & C & 50 & 75 & 0.86 & 0.20/1.70 & 0.510 & **Rarst** \\ \cline{2-7}  & D & 70 & 2 & 0.54 & 0.36/0.74 & 0.140 & **Rarst** \\ \hline \multirow{4}{*}{8} & A1 & 264 & 76 & 5.00 & - & **Rarst** \\  & A2 & 110 & 87 & 0.37 & 0.20/0.50 & 0.100 & **Rarst** \\ \cline{2-7}  & B1 & 16 & 76 & 4.00 & - & **Rarst** \\ \cline{2-7}  & B2 & 349 & 79 & 0.39 & 0.20/0.80 & **Rarst** \\ \cline{2-7}  & C & 297 & 49 & 1.60 & 1.40/1.80 & **Rarst** \\ \cline{2-7}  & D & 211 & 73 & 1.73 & 0.80/3.40 & **Rarst** \\ \hline \hline \end{tabular}
\end{table} 
Table 1: _Cont._ \begin{table}
\begin{tabular}{c c c c c c c c} \hline \hline
**Properties** & **Sector 1** & **Sector 2** & **Sector 3** & **Sector 4** & **Sector 5** & **Sector 6** & **Sector 7** & **Sector 8** \\ \hline Unit weight [kN/m\({}^{3}\)] & 25.11 & 25.11 & 25.11 & 25.11 & 25.11 24.13 [1] & 25.11 & 25.11 & 25.11 \\ \hline Cohesion [MPa] & 6.522 & 6.057 & 5.313 & 4.867 & 5.202 1.709 [1] & 6.429 & 7.341 & 5.741 \\ \hline Angle of internal friction [\({}^{\circ}\)] & 50.589 & 50.529 & 50.413 & 50.329 & 50.394 50.495 [1] & 50.578 & 50.678 & 50.483 \\ \hline Uniaxial compressive strength [MPa] & 35.1 & 32.6 & 28.60 & 26.2 & 28.0 9.2 [1] & 34.6 & 39.5 & 30.9 \\ \hline Tensile strength [MPa] & 3.900 & 3.622 & 3.178 & 2.911 & 3.111 1.022 [1] & 3.844 & 4.389 & 3.433 \\ \hline \hline \end{tabular}
\end{table} 
Table 2: Mechanical properties of the limestone rock mass. Given that the analysed rock mass is highly fractured, the computations incorporated the discontinuity systems identified through geological mapping (Table 1). The strength parameters of the discontinuities (cohesion and internal friction angle) were assigned based on the type of infill observed (Table 1). If multiple types of infill occurred within a given discontinuity set, the parameters corresponding to the predominant infill type were applied in the analysis.