Research On Slope Stability Of Intake Slope On Right Bank Of Jinping Ⅰ Hydropower Station

The geological condition in Jinping I Hydropower Station is complicated. In these areas, the slope is steep and accompanies with drastic epigene-action. The problem with high slope stability there is significant. The location researches in is at an important part of the whole project and it is vital for the stability of project during the period of construction and fuction. The dissertation based on the analysis of the geological and environmental conditions, analyzes the physical and mechanical characteristics of rock mass and the structural characteristics of rock on the slope. Grounding on the work before and analyzing the monitoring datas, it judges the failure models of slope and computes the stability safety coefficient of the blocks on the face slope of the intake. Simulates the whole stability of this slope by 3-dimension elastic and plastic finite element simulation software-FLAC3D and further analyzes the slope stability during the period of construction and function. The details of achievements of this research are as follows:(a) The intake slope is composited by the second section of metamorphic rock- T_2-3z², it is gray and white- gray mable containing some greenschist. The structure plane on the slope is developed. And dissection of greenschist is developed on some part of the slope and being the softe interlayer. The fault No.13 is developed inner the slope. It is long and works through the whole slopes on the right bank. There are interlayer extrusion belts, unloading cracks and joints. All of these play a controlling role of the stability of the slope.(b) There exists three failure models on the face slope. The first one is at the corner of the face slope and upper slope, layer fractures and faults combines the sliding block along one direction. The second one is the wedge model made by the combination of structral planes. The third one is at the height of 1920-1975m, on the face slope approaching the upper slope, the model is failing along plane which take the interlayer as the bottom sliding surface.(c) calculating on the potential failure models on face slope of intake, and understand that at the corner of face slope and upper slope. The factor of this failure model block is low and it is failure when undertake earthquake. It should be taken measurments to make sure the stability.(d) using the numerical modeling simulates the stability of whole slope under constructions. The deformation of the whole slope is small and the surface of excavation is towards the outer face slope. After taking some measurments, the displacment decreases compared with the condition without measurments. The hist id of the model shows that the slope go towards the inner of the slope. The monitoring data showed that the real displacment is decreased with the time and some parts of slope have deformation towards the inner slope. The modeling is according to the real monitoring data.(e) when in runtime, the slope untakes the earthquake force. Taking the static analysis as standard, analyzes the stability of slope. The slope is under complicated conditions and after the modeling, we found that the whole slope go towords the valley and the displacment is little, the trend of deformation is much higher when approaches the surface of the slope. Fault No. 13 at the spanndrel groove has a great displacement. The slope under the water level has phenomena of stress focus and the plastic areas increased greatly. In runtime, it should be taken monitoring mearsments to observe the displacment of slope.