Cohesion Intercept in Effective Stress‐Stability Analysis

Mesri, G.; Abdel‐Ghaffar, M. E. M.

doi:10.1061/(asce)0733-9410(1993)119:8(1229)

Cited by 52 publications

(4 citation statements)

References 38 publications

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“…o The average measured yield stress, 'y = 0.5 MPa (Figs. 3, 4a) together with the apparent cohesion, c' = 25 kPa reported by Zhang et al [63] from K0-consolidated, drained stresspath triaxial shear tests, are consistent with correlations between 'y and c' reported by Mesri and Abdel-Ghaffar [31] for a large database of tests on stiff clays and clayey shales. o The intact Middle Zone material has a much lower in situ void ratio and exhibits a much higher yield stress ('y ≈ 3.4 MPa; Fig.…”

Section: Conceptual Modelsupporting

confidence: 86%

Consolidation properties and structural alteration of Old Alluvium

et al. 2021

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Section: Conceptual Modelsupporting

confidence: 86%

Consolidation properties and structural alteration of Old Alluvium

et al. 2021

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“…Other contributions supporting the fact that a mobilized shear strength of claystones may be at an intermediate value between the fully softened strength and residual strength have been reported by Chandler (1984), Mesri and Abdel-Ghaffar (1993) and Potts et al (1997).However, there is nothing fundamental in this observation. The mobilized (average) friction angle at failure depends on many aspects (pore pressure generation and dissipation, clay brittleness, initial stress state…) and also on the external actions leading to the slope failure.…”

Section: Discussionsupporting

confidence: 61%

Slope stability in slightly fissured claystones and marls

Alonso

Pinyol

2014

Landslides

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ABSTRACT:The paper deals with the behaviour of some characteristic soft rocks found in the Iberian Peninsula. In geological terms they belong to Tertiary basins, the Keuper period and the Jurassic-Cretacic transition. The discussion is organized around the following aspects: (a) the intact material and its brittle behaviour; (b) the weathering action of atmospheric events; (c) the persistent discontinuities and scale effects; and (d) the modification of strength after failure. In all cases instability phenomena are addressed in connection with several case histories.Regarding material brittleness and the initial stress state, two cases of first time failures are discussed. Practical implications concerning the selection of operative strength will be given Field observations of the relevance of weathering and, also, on the rate of weathering, are given for a Weald claystone. Field observations emphasize the importance of sharp transitions between weathered and intact (or slightly weathered) levels A recent long term laboratory investigation on the nature of degradation will be summarized. Macroscopic variables such as stiffness and tensile strength have been found to be uniquely predicted by a degradation law in terms of the accumulated plastic deformations.Persistent discontinuities and, in particular, sedimentation planes, play a dominant role to explain slope failures not related to the shallow failures, usually associated with weathered profiles. The strength of discontinuities in a Weald formation was investigated by means of tests performed at two scales.Finally, the evolution in time of residual strength induced by chemical actions, associated with groundwater flow, is highlighted in connection with actual field data of unstable slopes.

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“…The resulting concave shape will satisfy a FS FS D under the original f and c strength conditions. The proposed methodology was compared with results obtained via LEM and FEM analyses for soils with f 5 20, 30, and 40°and c=g ranging from 0.2 to 5 m, where the range c 5 5e40 kN=m 2 covers most of the cohesion values reported by Mesri and Abdel-Ghaffar (1993), and the range g 5 10e23 kN=m 3 covers most materials from clays to coarse granular soils [Naval Facilities Engineering Command (NAVFAC) 1986]. Each combination of f and c=g describing a unique concave slope was analyzed for heights H s ranging from 2 to 100 m. The FEM analyses were conducted using Phase2 7.0, and the LEM analyses using Slide 6.0.…”

Section: Mechanical Stabilitymentioning

confidence: 99%

Design of Stable Concave Slopes for Reduced Sediment Delivery

Jeldes

Drumm

Yoder

2015

J. Geotech. Geoenviron. Eng.

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Constructed slopes are traditionally given a planar form. However, natural slopes are more likely to be concave in cross section. In addition, laboratory and computational studies have demonstrated that concave slopes yield less sediment than planar slopes. With current autoguided construction equipment, it is now possible to construct slopes with concave profiles and a more natural appearance, yet a simple method to describe such concave slopes for a given level of mechanical stability does not exist. This article begins with an examination of concave shapes satisfying a desired degree of stability and compares results with those from the FEM and limit-equilibrium method of analysis. An erosion model is used to demonstrate that the concave slopes proposed here yield 15-40% less sediment than planar slopes with the same factor of safety. Finally, a sensitivity analysis suggests that reasonable construction deviations do not compromise the stability of typical concave slopes.

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Cohesion Intercept in Effective Stress‐Stability Analysis

Cited by 52 publications

References 38 publications

Consolidation properties and structural alteration of Old Alluvium

Consolidation properties and structural alteration of Old Alluvium

Slope stability in slightly fissured claystones and marls

Design of Stable Concave Slopes for Reduced Sediment Delivery

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