Calibration of 3-D Failure Criteria for Soils Using Plane Strain Shear Strength Data
TL;DR: In this paper, the authors present the solutions for calibrating such failure criteria assuming associative flow rule and using the shear strength parameter (φps) obtained from the laboratory tests performed under plane strain conditions e.g. Direct Shear and Simple Shear Test.
Abstract: Design of many geotechnical problems, such as the stability of slopes and excavations, are strongly governed by the shear strength of soil represented in three dimensions. In literature, a number of failure criteria have been proposed using isotropic invariant of stress tensor in three dimensional stress spaces. For a linearly pressure-dependent material, there are four basic failure criteria which have been commonly used to describe the behavior; Mohr-coulomb, Drucker—Prager (1952), Lade and Duncan (1975), and Matsuoka and Nakai (1985). Mohr-Coulomb criterion is defined in a 2-D stress space and it follows plane strain condition. The other three which are 3-D failure criteria have been considered during this study for analysis. Calibration of such a model is relatively easy when the tests are performed in axisymmetric conditions and principal stresses are applied on the specimen, e.g. triaxial tests. This paper will present the solutions for calibrating such failure criteria assuming associative flow rule and using the shear strength parameter (φps) obtained from the laboratory tests performed under plane strain conditions e.g. Direct Shear and Simple Shear Test.
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TL;DR: In this paper, the bearing capacity of strip and circular footings has been selected for this purpose which represent typical plane strain and axisymmetric stability problems, but with yield criteria other than Tresca and Mohr-Coulomb that allow variation in σ2.
Abstract: This paper aims to investigate the effect of assuming different values of intermediate principal stress σ2, in the solutions obtained for stability problems in soil engineering. The bearing capacity of strip and circular footings has been selected for this purpose which represent typical plane strain and axisymmetric stability problems. Investigations has been made using the method of stress characteristics as usual; but with yield criteria other than Tresca and Mohr–Coulomb that allow variation in σ2. Variation in σ2 has been considered in the form of usual parameter b which is the ratio of differences of principal stresses. At the outset; the parameter b is set to match these criteria with Tresca or Mohr–Coulomb. This is based on usual assumptions of associativity in plane strain, and Haar–von Karman flow-regime in axial symmetry. The value of b has then been changed from these values to see how the solution is affected by variation in σ2. Results indicate that the usual solutions are not generally on the safe side; and if the material behavior is really different from our assumptions, this should be considered in calculations.
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Cites background from "Calibration of 3-D Failure Criteria..."
...(Vikash and Prashant 2010) The following will result from this operation on Eq....
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TL;DR: In this article, an elastoplastic stress-strain theory was developed for cohesionless soil based on the results of cubical triaxial tests on Monterey No.0 Sand.
Abstract: Based on the results of cubical triaxial tests on Monterey No.0 Sand, an elastoplastic stress-strain theory was developed for cohesionless soil. The theory incorporates a new failure criterion, a new yield criterion, a new flow rule, and an empirical work-hardening law. The theory is applicable to general three-dimensional stress conditions and it models several essential aspects of the soil behavior observed in experimental investigations: nonlinearity, the influence of σ 3 , the influence of σ 2 , stress-path dependency, shear dilatancy effects, and coincidence of stress increment and strain increment axes at low stress levels with transition to coincidence of stress and strain increment axes at high stress levels. Results of cubical triaxial tests, torsion shear tests, and tests performed using various stress-paths were analyzed using the theory, and it was found that the stress-strain and strength characteristics observed in these tests were predicted with reasonable accuracy.
607 citations
"Calibration of 3-D Failure Criteria..." refers background or methods in this paper
...Determination of l K parameter for Lade and Duncan (1975) model...
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...(2) Lade and Duncan’s failure criterion Lade and Duncan (1975) developed a relationship between the stresses at failure in terms of the first and third stress invariants, 1 I and 3 I ....
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TL;DR: In this article, the Matsuoka-Nakai (SMP) criterion is introduced as a failure criterion for granular materials (J1, J2 and J3): the first, second and third effective stress invariants).
88 citations
TL;DR: In this paper, a general failure criterion and stress-strain relation for frictional and cohesive materials are presented on the basis of the Matsuoka-Nakai criterion for a frictional material and the Mises criterion for cohesive material.
38 citations
"Calibration of 3-D Failure Criteria..." refers methods in this paper
...In this paper, the authors present the solution of calibrating the parameters of three most widely used 3-D failure criteria [1] Drucker– Prager (1952), [2] Lade and Duncan (1975), and [3] Matsuoka and Nakai (1985)....
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...For a linearly pressure-dependent material, there are four basic failure criteria which have been commonly used to describe the behavior; Mohr-coulomb, Drucker–Prager (1952), Lade and Duncan (1975), and Matsuoka and Nakai (1985)....
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