General yield conditions in plane deformations of granular media

Kingston, M. R.; Spencer, A. J. M.

doi:10.1016/0022-5096(70)90026-8

Cited by 26 publications

(10 citation statements)

References 2 publications

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“…For the power-law model (8) the natural choice is zo, the unconfined shear strength, while for the Hoek-Brown model (1) the uniaxial compression strength of intact rock oc was chosen initially. Hence, as appropriate, we define the non-linear stability factor as N = y h / z , or N = y h / o c (17) so that in terms of the local linear stability factor…”

Section: An Upper-bound Procedures For Non-linear Failure Envelopesmentioning

confidence: 99%

Slope stability analyses for materials with a non‐linear failure envelope

Collins

Gunn

Pender

et al. 1988

Num Anal Meth Geomechanics

106

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SUMMARYUpper bound techniques are used to analyse the stability of slopes of material failing according to a nonlinear failure criterion, such as closely jointed rocks. The global, extremal nature of upper bound calculations is discussed, as is the inverse use of such procedures for obtaining safe lower bound estimates for material strength properties in back analyses. Specific results are presented for the material model proposed by Hoek and Brown.

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Section: An Upper-bound Procedures For Non-linear Failure Envelopesmentioning

confidence: 99%

Slope stability analyses for materials with a non‐linear failure envelope

Collins

Gunn

Pender

et al. 1988

Num Anal Meth Geomechanics

106

View full text Add to dashboard Cite

show abstract

“…Both representations of the yield criterion describe the same state of stress in a substance undergoing deformation. A useful mechanical property related to both yield conditions is the internal friction, tan (4)), which is defined as the rate of change in positive shear stress with compressive normal stress when state variables are held constant (Kingston and Spencer, 1970).…”

Section: Cj(1)mentioning

confidence: 99%

“…The slip lines SI and S2 in the principal plane correspond to these yield points and the angles 1/1 1 and 1/1 2 define the direction of the slip-I ine norma Is (e.g. Kingston and Spencer, 1970). The directions of slip lines SI and S2 with respect to the principal direction a are 9(0,SI,2) = 1/11 ,2 -11/ 2 = -l..,+l.. where the angle l.. is related to the angle of internal friction by l.. = 11/ 4 + 4>/ 2 .…”

Section: The Self-similarity Of Deformation Patternsmentioning

confidence: 99%

Two-Dimensional Deformation Patterns in Sea Ice

Erlingsson

1988

J. Glaciol.

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ABSTRACT.The mechanical behaviour for the geometrical properties of two-dimensional deformation has been investigated . The Mohr formulation of failure, which is based on the concept of slip at the plane of weakness, is used in this study. It is shown that alteration of the shear stress T n at the plane of weakness requires self -similarity of features in deformation patterns. A general relationship between the angle of internal friction and the breaking angle of deformation patterns is derived. Using imagery data, this relationship is used to find the angle of internal friction from selected sea-ice deformation patterns. The value obtained for this angle is = IS 0 ± 2 0 for deformation on a scale from 100 m to 100 km.

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“…This situation results with certain formal difficulties in the curve fitting process used in order to establish the parameters fA; n; T g based on triaxial data [18][19][20][21]. Baker [22] presented an iterative estimation procedure resolving this difficulty, and this procedure will be used in the present work.…”

Section: Non-linear Mohr Envelopesmentioning
confidence: 99%

Inter‐relations between experimental and computational aspects of slope stability analysis
Baker
¹

2003
Num Anal Meth Geomechanics
33
0
9
0
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However, a substantial amount of experimental evidence suggests that failure criteria of many soils are not linear particularly in the range of small normal stresses. This departure from linearity is significant for slope stability calculations since for a wide range of practical stability problems, critical slip surfaces are shallow and normal stresses acting on such surfaces are small. There exists a technical difficulty in performing strength measurements in the range of small normal stresses relevant to such slope stability problems. As a result, in many practical situations strength measurements are performed at much larger normal stresses then those relevant for the stability problem under consideration. When this is the case, use of the Mohr-Coulomb criterion amounts to a linear extrapolation of experimental information (obtained at large normal stresses), into the range of small normal stresses, which is relevant to the problem. This extrapolation results with very significant overestimation of calculated safety factors in cases when there is large mismatch between experimental and relevant ranges of normal stresses. The present work delineates the extent of this problem and suggests a practical way to overcome it.

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General yield conditions in plane deformations of granular media

Cited by 26 publications

References 2 publications

Slope stability analyses for materials with a non‐linear failure envelope

Slope stability analyses for materials with a non‐linear failure envelope

Two-Dimensional Deformation Patterns in Sea Ice

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

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