Study On Lijia Ditch High Fill Slope Stability Of The Guizhou Moutai Airport Central

In this paper, the object of study is the stability of Lijia ditch high-fill slope atcentral of MaoTai airport in Guizhou. Airport located in GaoDaPing town, northern ofRenHuai city, which is21kilometers highway distance apart from RenHuai city. Theairport runway main axis direction is N7°W, length is2600meters, width is45meters and the airport elevation is about1228.5meters, maximum amount is about18.1million cubic meters, excavation height of about68meters, fill volume is about16.56million cubic meters, maximum fill height of about95meters.Based on the previous survey data and field survey, this paper emphases onfinding out the engineering geology condition and basic characteristics of the LiJiaditch fill area, analyses the uneven settlement of high embankment foundation and thehigh fill slope destruction influence factors and formation mechanism. By means ofGEO–SLOPE and FLAC^3Dthree-dimensional numerical simulation software, papercalculates stability of two kinds of high fill slope schemes which is the originalfoundation and the foundation treatment, compared and validated with stratifiedsummation method and limit equilibrium method to calculate the relative results.Through the above work, the research results are as follows:（1）LiJia ditch topography is high in the west and low in the east, the bottomelevation is about1180meters, north peak elevation is1280m, south slope crestelevation is1240meters, the largest fill height is46m; the pitch of north LiJia ditchslope is about15°and south slope of about20°. LiJia ditch gully direction of77°,valleys tend to downstream of the overall grade is5⁷°and valleys west is a gentleslope and gentle slope above is the nek, extends to west side in the valleys.（2）Stratified summation method is used to calculate settling volume of the LiJia ditch fill area original foundation after fill foundation settlement, the minimumsettlement is up to1221millimeters on the west side of the runway shoulderslope,because the height and soil layer thickness of this area is larger, the minimumsettlement is up to55.5millimeters at the fill slope foot. Thus we conclude that: Thehigher of fill height, the thicker of the soil layer, the greater the high fill sugaredsettlement, conversely, the smaller.The problem of LiJia ditch both large amount ofsettlement and clearly differential settlement should cause enough attention（3）calculating and evaluating stability of two kinds of high fill slope schemeswhich is the original foundation and the foundation treatment by GEO–SLOPE, theresults are as follows:①The natural conditions of original foundation: Overall stability coefficient is6.593⁶.610, that is in a stable state. the stability coefficient of potential slidingsurface is1.217¹.249,,that is in a stable state.②The storm conditions of original foundation: overall stability coefficient is4.284⁴.334, that is in a stable state; the stability coefficient of potential slidingsurface is0.918⁰.944, that is in a not stable state.③The natural conditions of Foundation treatment: the stability coefficient ofpotential sliding surface is1.692¹.717, that is in a stable state.④The heavy rain conditions of foundation treatment: the stability coefficient ofpotential sliding surface is1.392¹.420, that is in a stable state.（4）calculating and evaluating the result of two kinds of high fill slope schemeswhich is the original foundation and the foundation treatment by FLAC^3Dthree-dimensional numerical simulation, the results are as follows:①The original foundation of high fill simulations. The surface settlementamount of filling body is1.5meters; the surface settlement amount of foundationis1.1m,The maximum west and east direction displacement of filling body is23.6centimeters, the maximum west and east direction displacement of foundation is29.4centimeters. In toe part of the fill slope body, potential sliding surface is mainlyinterface of fill body and foundation, With the increase of altitude and steeper of thesliding surface, the boundary of airport runway and fill body cause local collapse.Filling body and foundation is not stable in general, both sides of filling body morelikely to occur on the slope sliding.②The ground treatment of high fill simulations. The surface settlement amountof filling body is38centimeters; the surface settlement amount of foundation is14.7centimeters, The maximum west and east direction displacement of filling body is 8.28cm, the maximum west and east direction displacement of foundation is7.03centimeters. Filling body and the foundation is stable in general.