Cham shir dam on the river zohre about 25 km south of the city gachsaran with surface area 6770 km 2 and average flow of 61 m 3 /s and river at the dam site is major rivers and water south of the country. The dam’s power plant is open pit. The pit of this power plant has two walls of the east and north that the mishan formation is composed of geologic. The major part of this is formed from middle mishan and transition zone and lower part that is small is formed from under mishan. According to the scan line from power plant pit walls, there is three dominant joint sets that can cause breaks in the wall. In order to evaluate the slope stability analysis, several different techniques have been on the power plant pit walls. To slope stability analysis, empirical methods, limit equilibrium analysis method, probability method and numerical method are used. In empirical methods values for RMR and SMR in two walls of water saturated state and non-saturation state was obtained and was found that the lowest minimum RMR and SMR 55 and 31 respectively, which has an unstable state and the wedge and planer failure. The systematic construction of shotcrete or concrete wall at the foot of a slope or drainage methods are proposed. In fact, this estimates are related to saturation state, which is almost unusual and with applying appropriate drain will SMR value to 42 be a relatively stable. The scan line studies showed that there is a possibility of four failure, three wedge failure and a page failure that lopes are modeled with using two-dimensional and three-dimensional limit equilibrium analysis under earthquake and construction states. The results indicate that the critical slip surface and the corresponding safety factors are acceptable. Then according to the variable geomechanical parameters , probability of break were identified and rock bolt system maintenance with network 2.5*2.5 were used for slope’s walls. In addition to the above analysis, numerical methods such as discrete element method (using the software 3DEC) to calculate displacement caused by the excavation and slope behavior has been used. the three models, continuous, two joint sets and three joint sets were built to be measured their behaviore on each other and impact of joint on the stability. Based on these analyzes, the maximum resultant displacement occurred near the excavation area whose value is approximately 3 cm. The amount of displacement decreases with distance from the surface excavation and its value reaches zero that indicative of surface movements and deformations are relatively small. This issue shows good agreement with safety factor and slip surfaces obtained from the pseudo-static analysis and finaly Represents the system is stability.