## 3 Testing Results Analysis
### Total Displacement Analysis
The cracks and contours appearing at different times in the slab buckling rockburst specimens are sketched, and sketches at different times are drawn, as shown in Figure 8. On this basis, the rupture parameters and stress conditions of the rock mass in rockburst disaster are analyzed, including the degree of stress concentration \(\Delta\sigma_{\rm v}\), the number of cracks \(n\), the total length of cracks \(l\), the fracture width of the rock mass in rockburst disaster \(b\), the fracture height of the rock mass in rockburst disaster \(h\), the fracture area of the rock mass in rockburst disaster \(S\), the fracture depth of the rock mass in rockburst disaster \(d\), and the fractured center angle of the rock mass in rockburst disaster \(\theta\), as shown in Figure 9. Among them, the degree of stress concentration \(\Delta\sigma_{\rm v}\) is the increment of vertical stress \(\sigma_{\rm v}\), and the number of cracks \(n\) refers to the total number of independent cracks, whose cracking location does not make contact with other cracks, excluding branch cracks, whose cracking location is located on other cracks; the total length \(l\) of the crack is the sum of the length of each crack; the fracture width \(b\) of the rock mass in rockburst disaster is the distance from the outermost crack to the tunnel surface; the fracture height \(h\) of the rock mass in rockburst disaster is the maximum distance covered by cracks in the vertical direction; the fracture area \(S\) of the rockburst disaster is the area surrounded by the outermost crack and the tunnel surface; the fractured center angle of the rock mass in rockburst disaster \(\theta\) is the maximum angle between the slabbing failure area and the center of the tunnel. Based on the statistical analysis of the data in Figure 8, the rupture parameter in Table 1, the corresponding relationship curve in Figure 10, and the relationship expression in Table 2 of the rock mass at different times during the slab buckling rockburst disaster can be obtained. It can be seen from Table 2 that each fitting formula is a compound exponential growth function; that is, the rupture parameters of the rock mass in the rockburst disaster during the slab buckling rockburst experiment show a compound exponential growth relationship with time. Affected by the heterogeneity of the rock, the changes in the rupture parameters on the left and right sides are not the same. Among them, the left depth \(d_{1}\) and the total length of the left crack \(l_{1}\) change later than the right depth \(d_{2}\) and the total length of the right crack \(l_{2}\), while the left height \(h_{1}\) and width \(b_{1}\) are greater than the right height \(h_{2}\) and the right width \(b_{2}\) in the initial stage. Among the parameters, the change in width \(b\) and height \(h\) occurs later than that of depth \(d\), but it shows sudden growth in the later stage. The change in the number of cracks \(n\), the total length of cracks \(l\) and the fracture area \(S\) of the disaster rock mass tends to be consistent, showing a good linear growth trend. When the number of cracks \(n\) is \(t=968\) s, it shows a significant decrease due to the penetration of cracks. Although consistent with the depth \(d\) trend in the early stage, the growth trend of the fractured center angle \(\theta\) is consistent with the height \(h\) trend in the later stage, which does not change before and after the rockburst. In addition, when \(t=600\) s-700 s, the above parameters show a certain stagflation period; that is, the value basically does not change during this period. \begin{table}
\begin{tabular}{c c c c c c c c c c c c c} \hline \hline \multirow{3}{*}{**No. **} & \multirow{3}{*}{
\begin{tabular}{c} **Loading** \\ **Time** \\ **time** **  
Figure 11 shows the comparison of the shape of pits after the rockburst on site and the simulation experiment. From Figure 11, it can be seen that the shape of rockburst