Laboratory and 3-D distinct element analysis of the failure mechanism of a slope under external surcharge

Abstract

Abstract. Landslide is a major disaster resulting in considerable loss of human lives and property damages in hilly terrain in Hong Kong, China and many other countries. The factor of safety and the critical slip surface for slope stabilization are the main considerations for slope stability analysis in the past, while the detailed post-failure conditions of the slopes have not been considered in sufficient detail. There is however increasing interest in the consequences after the initiation of failure that includes the development and propagation of the failure surfaces, the amount of failed mass and runoff and the affected region. To assess the development of slope failure in more detail and to consider the potential danger of slopes after failure has initiated, the slope stability problem under external surcharge is analyzed by the distinct element method (DEM) and a laboratory model test in the present research. A more refined study about the development of failure, microcosmic failure mechanisms and the post-failure mechanisms of slopes will be carried out. The numerical modeling method and the various findings from the present work can provide an alternate method of analysis of slope failure, which can give additional information not available from the classical methods of analysis.

Three-dimensional slope stability problem with a surcharge load

“…The present solutions have given good results when compared with some previous studies and a laboratory test shown in Fig. 6, also demonstrated by Li and Cheng (2015). The laboratory test has also revealed some interesting progressive failure phenomenon and deformation characteristic for this slope failure problem.…”

“…More critical slope failure problems are being faced the Chinese Government, and there are various types of slope research underway in Hong Kong, China and many other areas. The present work is part of the continuous research programme by the authors (Cheng et al, 2013b;Li and Cheng, 2015), which include the use of innovative slope stabilization methods, debris flow flume and large-scale tests, advanced theory and design practice useful for both researchers and engineers, for both natural and reinforced slopes. Slopes in front of bridge abutment are very common in many countries.…”

Analysis of a Nailed Soil Slope Using Limit Equilibrium and Finite Element Methods

“…The global stability and sliding stability of soil nail walls against ultimate limit states are also evaluated using reliability analysis based on Monte Carlo simulation technique [31]. Reinforced slope stability analysis is also done by using statistical methods, adaptive neuro fuzzy inference system (ANFIS) and distinct element analysis method (DEM) [32].…”

Transition zone in Bearing Capacity Problem from Plasticity Method, Discrete Element Method and Laboratory tests

“…Two different loading patterns on the shallow foundation have been carried out in the numerical simulation: a prescribed velocity or a force on a horizontal footing, representing strain controlled test and stress controlled test respectively. Since there are no major difference in the results between the two loading patterns (similar to the results for the loaded slope by Li and Cheng [31] ), the loading pattern of the strain control/velocity control will be presented in the following sections. The uniform loading was simulated by applying a vertical velocity of 0.01mm/s on the footing.…”

“…The ultimate bearing capacity for shallow foundations with simple geometry has been solved by many investigators. The methods of analysis can be classified into the following four categories: (1) the limit equilibrium method [50,36,37] ; (2) the method of characteristics [44,47,21,1,6,11] ; (3) the upper/lower-bound plastic limit analysis [45,46,75,16,38,39,40,48,22,26,27,28,51,30,31,29] ; and (4) numerical methods based on either the finite-element technique (FEM) or finite-difference method [20,33,17] . For the first three groups of methods, only the ultimate condition is considered, and a simple perfectly plastic soil model is commonly assumed.…”