Stability of Slopes in Anisotropic, Nonhomogeneous Soils

1975 ◽  
Vol 12 (1) ◽  
pp. 146-152 ◽  
Author(s):  
W. F. Chen ◽  
N. Snitbhan ◽  
H. Y. Fang
Keyword(s):  
Upper Bound ◽  
Limit Analysis ◽  
Limit Equilibrium ◽  
Equilibrium Analysis ◽  
Stability Factor ◽  
Failure Plane ◽  
Limit Equilibrium Analysis ◽  
Stability Of Slopes ◽  
Upper Bound Technique ◽  
The Stability

The upper bound technique of limit analysis has been found to be very successful in analyzing the stability of cuttings in normally consolidated clays. However, most soils in their natural states exhibit some anisotropy with respect to shear strength, and some nonhomogeneity with respect to depth. It is difficult to obtain the solution based on the classical limit equilibrium analysis with the assumed noncircular failure plane with such soil properties included. This paper establishes an expression for the stability factor Ns, based on the upper bound technique of limit analysis which yields a close-formed solution for sections in which the following conditions are considered: (a) log-spiral failure-plane, through and below toe; (b) non-homogeneity; (c) anisotropy; and (d) general slope.

Analyses for the stability of potash tailings piles

1993 ◽  
Vol 30 (3) ◽  
pp. 491-505 ◽  
Author(s):  
Delwyn G. Fredlund ◽  
Zai Ming Zhang ◽  
Karen Macdonald
Keyword(s):  
Slope Stability ◽  
Pore Water ◽  
Pore Water Pressure ◽  
Limit Equilibrium ◽  
Water Pressure ◽  
Field Studies ◽  
Equilibrium Analysis ◽  
Limit Equilibrium Analysis ◽  
Dissipation Model ◽  
The Stability

The stability of potash tailings piles is investigated using a pore-water pressure generation and dissipation model together with a limit equilibrium analysis. It is found that a shallow toe failure mode is generally the most applicable and that the stability may be influenced by pore-water pressure migration below the pile. It is suggested that field studies would be useful in evaluating stability in the toe region of the pile. Key words : potash tailings, slope stability, pore pressure dissipation, solutioning.

Subgrade Slope Stability Analysis under the Condition of Rainfall Infiltration

2013 ◽  
Vol 353-356 ◽  
pp. 1073-1076
Author(s):  
Guang Jun Guo ◽  
Guang Hua Liu ◽  
Jun Sui ◽  
Jian Qing Wu
Keyword(s):  
Slope Stability ◽  
Theoretical Basis ◽  
Soil Mechanics ◽  
Limit Equilibrium ◽  
Rainfall Infiltration ◽  
Equilibrium Analysis ◽  
Limit Equilibrium Analysis ◽  
Factors Affecting ◽  
Unsaturated Soil Mechanics ◽  
The Stability

On basis of limit equilibrium analysis methods for theory of unsaturated soil mechanics, silt subgrade slope stability under the condition of rainfall infiltration is analyzed and the factors affecting the stability of subgrade slope are presented in this article, which provides theoretical basis and technical support for future subgrade construction.

scholarly journals The Influence of Slope Geometry on its Stability: Spatial and Plane Analysis

2018 ◽  
Vol 65 (4) ◽  
pp. 243-254
Author(s):  
Lesław Zabuski
Keyword(s):  
Deformation Process ◽  
Limit Equilibrium ◽  
Equilibrium Analysis ◽  
3D Analysis ◽  
Safety Factors ◽  
Limit Equilibrium Analysis ◽  
Plane Analysis ◽  
Calculation Results ◽  
Different Shapes ◽  
The Stability

AbstractThe paper presents the results of numerical calculations of the stability and deformation process of several idealized slopes performed by the elasto-plastic finite difference method, using the commercial codes FLAC3D and FLAC2D. The results of 3D analysis of these slopes are compared with those obtained by the 2D method. The behaviour of slopes of different shapes and inclinations was analyzed. The calculations were carried out for flat, concave and convex slopes inclined at 30°, 45° and 60°, taking into account the influence of the lateral constraints of the slope. Two variants of the medium were analysed, i.e. the mass with no friction and with no cohesion. A comparison of 3D calculation results with those obtained by the 2D limit equilibrium analysis indicates that the 3D approach produces almost always higher safety factors than does the 2D method.

A New Reliability Analysis Mehthod of Karst Roof Under Pile Tip

2011 ◽  
Vol 90-93 ◽  
pp. 133-136
Author(s):  
Chong Jiang ◽  
Xi Bing Li ◽  
Ke Ping Zhou ◽  
Shan Wei Wang
Keyword(s):  
Reliability Analysis ◽  
Limit Equilibrium ◽  
Case Analysis ◽  
Equilibrium Analysis ◽  
Analysis Method ◽  
Analysis Model ◽  
Interval Numbers ◽  
Limit Equilibrium Analysis ◽  
Performance Function ◽  
The Stability

There is uncertainty during analysis the stability of karst roof under pile tip. The interval numbers are used to express the calculation parameters. Secondly, the limit equilibrium analysis model of karst roof under pile tip is presented based on the present study. Thirdly, the performance function is suggested to evaluate the reliability of the stability of karst roof under pile tip. The non-probabilistic reliability analysis method for stability of karst roof under pile tip is finally founded. This method is proved to be rational and feasible by engineering case analysis.

Case studies on bermed excavation in Taipei silty soil

2009 ◽  
Vol 46 (8) ◽  
pp. 889-902 ◽  
Author(s):  
H. J. Liao ◽  
C. C. Lin
Keyword(s):  
Urban Areas ◽  
Limit Equilibrium ◽  
Ground Improvement ◽  
Equilibrium Analysis ◽  
Ground Movement ◽  
Primary Concern ◽  
Limit Equilibrium Analysis ◽  
Successful Case ◽  
Taipei Basin ◽  
The Stability

Bermed excavation (deep excavation supported by an excavation wall and a berm) can be an economical method for basement construction in urban areas if ground movement around the excavation is not the primary concern and the excavation site is large and (or) irregular in shape. This paper reviews three bermed excavation projects carried out in the Taipei Basin. One project was successful, one was successful after near failure, and one was a failure. Ironically, extensive ground improvement work had been done for the near-failure and failure cases; but no ground improvement was done for the successful case. It is of interest to find the similarities and differences among these bermed excavation projects. The causes of instability that result in unsuccessful bermed excavation projects and the applications of limit equilibrium analysis to the stability of bermed excavation are also discussed here. These three cases show that the existence of grout columns does not help to effectively increase the stability of the berm if the original safety factor against sliding of a berm slope is less than 1.0 and the improvement ratio of grout columns is low (say <20%).

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