Slope Stability Analysis Study Of The Long Bei Bay Hydroelectric Power House

The Longbei Bay hydropower station is located the two villages at the officialcross the river of Zhu shan the Willows Town ship PuRiver, Hubei Province. The sizeof the power plant project (2) type installed eapacity of180MW. Engineeringdevelopment tasks power generation.This article clarifies the powerhouse slope geological prototype site investigation,slope geological conditions and slope failure mechanisms influencing factors and limitequilibrium analysis of simplified Bishop method (simplified Bishop method) andMorgenstern-Price Law (Morgentern-Price method, M-P method) and numericalanalysis of finite element strength reduction, power house slope stability analysis,studies are as follows:(1)Analysis the powerhouse slope area and site engineering geological conditions,especially in the analysis of slope rock mass structure based on analysis of the influenceof slope for different elevations Road construction8#10#Road.(2)For the status quo, the construction period, a period of normal water, normalwater+heavy rain and normal water+earthquakes and other five conditions, select1-1section typical profile, the use of limit equilibrium method (simplified Bishop methodand the M-P method) combined with simulation software Geo-slope of SLOPE/Wmodule, local and global stability analysis of the power house slope.(3)For the five conditions also selected1-1section typical profile, the use of finiteelement strength reduction, combined with the software ANSYS simulation, powerplants, slope stability analysis, and finite element strength reduction and M-P calculatedsafety coefficients obtained were compared.The analysis showed that the fracture statistical results based on the Power Tunnelexport adit and stereographic stereographic projection, fractured rock is cut into a slipadverse slope stability. In addition, between8#and10#Road residual slope, slopesediments after the rainy season may produce local shallow slip. Simplified Bishopmethod and the M-P method and numerical analysis of the results obtained by the finiteelement strength reduction in the limit equilibrium analysis is basically the same. Theconstruction of normal water and earthquakes of the safety factor obtained by the twomethods are greater than the factor of safety standards. Storm water level rises2m and 5m conditions from time to time, the safety factor is larger than the standard safetyfactor; in Q4cover and storm water level rises10m, the safety factor is less than thefactor of safety standards, there will be dangerous sliding.