## 5 Conclusions  
Within the scope of this study, the cases of rock falls that occurred on a slope in the east-northeast part of Cortak Village in Selendi District of Manisa Province were evaluated. The routes, jump heights, and energies of the blocks that will move from the source rock were determined by 3D analysis. According to the numerical data obtained from the 3D maps, different applications were evaluated to minimize the risk of rockfall. All the data obtained were compiled as a whole and the most suitable reclamation method(s) for the study area were determined. The results are summarized below:  
There are rhyolitic and dacidic rock masses, especially at higher elevations of more than 800 m.  
Severe erosion is observed in and around the study area due to lithological and geomorphological features. The high drainage density, the differently visible gully areas, and the sharp ridges separating them indicate that the erosion is severe. This process, which especially affects rocks with low strength, also increases rockfall events in rock masses located at higher elevations. The study site starts from Cortak Village (Selendi, Manisa) and extends to the northwest for approximately 700-800 m. The slope increases towards the north and reaches 40-50 degrees at the upper elevations. At lower elevations, the slope decreases to about 20 degrees. Generally, the slope tendency is southwest. The rock blocks that broke off from the source rock masses in NW-SE trending moved in the southwest direction and reached a level threatening the village. Many blocks that break off from the source rock complete their movement at the point where the energy ends, and they vary in size from 10 cm to 2 m to pose a risk on the slope. It is seen that some blocks up to 2 m reach the areas very close to the village by moving across approximately 400-500 m from the source rock. The rockfall risk weighted score for the slope was calculated as 49.90. This value shows that the rock slope in the study area is classified as \"medium risk slope (risk class III)\". In the 3D rockfall analysis applied, considering the worst case, blocks with a mass of 10 tons were dropped along a line from the highest point of the source rock. Fifty blocks were modeled in each region. When the analyses were evaluated, it was observed that the jump heights for a 10-ton block exceeded 2 m on the steep cliffs at the top, 1 m on average along the slope, and only turned into a rolling shape at the lowest elevations (areas where the gabion design was planned). However, jump heights of 3 m were recorded in some parts of the lower elevations. At these points, the energy amounts vary between 4000-8000 kJ for a 10-ton block, and the average speed reaches 30 m/s. Gabion walls are generally designed to eliminate the risks that may arise from large blocks with low jump height but very high energy. This is also the case in the study area. In addition, the fact that there is a buffer (flat) zone between the places and the base of the slope shows that structures such as gabions can be applied on the slope. Figure 23: Screen interface of the crash damages obtained as a result of the analyses. Gabion walls were modeled along five lines to the most suitable locations. For this case, the rockfall analyses were repeated. When the 3D analyses made after the design of the gabion wall are evaluated, it is seen that the design is safe. Bearing capacity analyses were made in the area where the gabion wall will be built. It is seen that the bearing capacity values of the tuffs forming the foundation soil vary between 1.6-2.0 MPa. Considering the 0.62 MPa contact pressure, no problem is expected in terms of bearing capacity. Within the scope of this study, the structural behavior of the gabion wall, which is designed at a certain height and width as a result of rockfalls, has been examined. Structural behavior was determined by simulation based on the finite element model. In the analyses, the ANSYS Workbench program was used.