Inter‐relations between experimental and computational aspects of slope stability analysis

Baker, R.

doi:10.1002/nag.277

Cited by 33 publications

(11 citation statements)

References 17 publications

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“…Seepage, strain softening and nonlinear yield criterion are taken into account in the present analysis. However, the radial displacement distribution of the present study in the elastic region is the same as the expression calculated by RONG and CHENG [16], which is (14) The circumferential strain at the interface between the elastic region and the plastic softening region is thus determined by substituting the condition r=R into Eq. (14), which is…”

Section: Stress and Displacement Distribution In Elastic Regionmentioning

confidence: 88%

Influences of strain softening and seepage on elastic and plastic solutions of circular openings in nonlinear rock masses

Yang

Huang

2010

J. Cent. South Univ. Technol.

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Considering the influence of strain softening, the solutions of stress, displacement, plastic softening region radius and plastic residual region radius were derived for circular openings in nonlinear rock masses subjected to seepage. The radial stress distribution curve, ground reaction curve, and relation curve between plastic softening region radius and supporting force in three different conditions were drawn respectively. From the comparisons among these results for different conditions, it is found that when the supporting force is the same, the displacement of tunnel wall considering both seepage and strain softening is 85.71% greater than that only considering seepage. The increase values of radial displacement at 0.95 m and plastic softening region radius at 6.6 m show that the seepage and strain softening have the most unfavorable effects on circular opening stability in strain softening rock masses.

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Section: Stress and Displacement Distribution In Elastic Regionmentioning

confidence: 88%

Influences of strain softening and seepage on elastic and plastic solutions of circular openings in nonlinear rock masses

Yang

Huang

2010

J. Cent. South Univ. Technol.

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“…The problem considered in this example adopts the test data reported by Baker [35] for compacted Israeli clay. The nonlinear strength parameters were derived as follows: c 0 = 0.06 kPa, 0 = 0.02 kPa, and m = 1.23.…”

Section: Examplementioning

confidence: 99%

Determination of Mohr–Coulomb Parameters from Nonlinear Strength Criteria for 3D Slopes

Wang

Qiu

et al. 2019

Mathematical Problems in Engineering

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Many experimental data have illustrated that the strength envelops for soils are not linear. Nevertheless, the linear Mohr–Coulomb (MC) strength parameters are widely applied for the conventional method, software codes, and engineering standards in the slope design practice. Hence, this paper developed the 3D limit analysis for the stability of soil slopes with the nonlinear strength criterion. Based on a numerical optimization procedure written in Matlab software codes, the equivalent MC parameters (the equivalent friction angle and the equivalent cohesion) from the nonlinear strength envelopes were derived with respect to the least upper-bound solutions. Further investigations were made to assess the influences of nonlinear strength parameters and slope geometries on the equivalent MC parameters. The presented results indicate that the equivalent MC parameters are closely related to the nonlinear strength parameters. As the inclination angle increases, the equivalent friction angle becomes bigger, but the equivalent cohesion becomes smaller. Besides, 3D effects on the equivalent MC parameters were found to be slight. The presented approach for the determination of MC strength parameters is analytical and rigorous, and the approximate MC strength parameters in the provided design tables can be alternative references for practical use.

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“…This finding of non-linearity in Mohr Coulomb failure envelope is significant for slope stability calculation since for a wide range of practical stability problems, critical slip surface is shallow and normal stresses acting on such surfaces are small. A comprehensive approach to a slope stability calculation which integrates experimental and computational aspects of the problem, shows that non-linearity of failure criterion may have a very significant effect on slope design [14].…”

Section: Literature Reviewmentioning

confidence: 99%

Shear Strength Behavior for Unsoaked and Soaked Multistage Triaxial Drained Test

NorbayaS

Juhaizad

et al. 2018

ACET

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To determine the mode of slope failures is very difficult especially when using the conventional slope stability method which applies the linear type of strength variation with respect to effective stress and suction. These studies conducted to fulfil the real failure mechanism of slope failure which acquired the analysis of shear strength behaviour incorporatecurve-linear relative to effective stress and non-linear relative to suction. Three undisturbed samples were collected at Precinct 9, Putrajaya at different depth to determine the multistage triaxial drained test with unsoaked, soaked for 7 days and soaked for 14 days sample.Finding shows that from the test, there are a slightly reduction in shear strength between all the samples. For unsoaked sample, the shear strength was 28 0 , soaked for 7 days was 25 0 and soaked for 14 days was 22 0 . The shear strength parameters obtain from the results will used in slope stability analysis in order to define the Factor of Safety for the slope failure.

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Inter‐relations between experimental and computational aspects of slope stability analysis

Cited by 33 publications

References 17 publications

Influences of strain softening and seepage on elastic and plastic solutions of circular openings in nonlinear rock masses

Influences of strain softening and seepage on elastic and plastic solutions of circular openings in nonlinear rock masses

Determination of Mohr–Coulomb Parameters from Nonlinear Strength Criteria for 3D Slopes

Shear Strength Behavior for Unsoaked and Soaked Multistage Triaxial Drained Test

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