The Research On The Engineering Countermeasures Of Strong Toppling Deformation Of A Hydropower Stationdamslope In The Yellow River

This paper according to the site geological survey adit rock mechanics catalog data,demonstrates the brittle characteristics of slope rock mass of granite and plate fracture structure is the basic factor to control the deformation of slope.A main reason for slope deformation and the reason why complex is brittle granite is of particular lithology conditions "brittle fracture slope deformation of the main reasons why complex is brittle granite for specific lithologic conditions" brittle fracture type"toppling deformation.Dumping of deformation.The destructive nature of deformation is nearly vertical brittle "board like" rock,in under the action of gravity moment of"structural bending deformation,showing a" discount standing off "feature.In the inner part of the slope there is no unified slip surface and destruction forms will be shallow or a certain depth(30-50m)broken landslide failure.This model can be unified to explain why the slope surface has undergone tens of meters of deformation that hasn't happened sliding failure and slope deformation with depth increase the rapid decay of the phenomenon.Closely related tointensity of toppling deformation rupture deformation rock slope of the complex form,mechanical mechanism androck mass.For plate cracking granite of this kind of rock mass,change of strata dip angle,the maximum tensile deformation,the unloading deformation,weathering degree,index of wave velocity and density of joints and other six index can objectively reflect the toppling rock mass deformation intensity and the quality of rock mass,so the for hard brittle toppling deformation of rock mass engineering classification index.Based on this,a criteria for the classification of the rock massBased on the current water a 2448m conditions of numerical calculation shows that rock slope deformation of the main failure form is to the outside of the slope toppling deformation,deformation rapidly with increasing depth attenuation,the front edge of the slope local rock collapse and landslide damage,the calculated results and the widespread occurrence of shallow local dumping disintegration of slumping phenomena perfectly.The rise of reservoir water level to normal water level elevation of 2452m after deformation the basic failure forms will not be changed,the deformation of the rock mass damage form is still toppling deformation,toppling deformation will be further intensified,but not the overall sliding failure.Further iterative calculation shows,the deformation of slopewith timetostop the development ofconvergence.Two kinds of cutting slope project of different technological approaches.Of the first scheme is mainly by digging in addition to the A and B1 the now unstable rock mass,appropriate to reduce the slope to achieve the objective of governance;second is the programme by digging in addition to the slope of the upper body portion,to unload and reduce the slope way to achieve the goal of govemance.Numerical analysis shows that the scheme of the lower part of the slope B1 class rock because there is no completely wipe out,so although the amount of excavation large but the treatment effect is not ideal.