On a Four-Parameter Linear Failure Criterion

Published on Mar 30, 2021in Rock Mechanics and Rock Engineering4.14
· DOI :10.1007/S00603-021-02451-W
Pouyan Asem6
Estimated H-index: 6
(UMN: University of Minnesota),
Heloise Fuselier1
Estimated H-index: 1
(EPFL: École Polytechnique Fédérale de Lausanne),
Joseph F. Labuz32
Estimated H-index: 32
(UMN: University of Minnesota)
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1 Author (F.P. Agterberg)
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#1Feitao Zeng (École Polytechnique de Montréal)H-Index: 4
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Last. Joseph F. Labuz (UMN: University of Minnesota)H-Index: 32
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A true triaxial apparatus was designed and fabricated to achieve multi-axial stress states with prismatic specimens. The device, which is a modification of the University of Minnesota plane-strain apparatus, is equipped with piston assemblies that generate the intermediate principal stress. A closed-loop, servo-hydraulic load frame is used to control the major principal stress, while the minor principal stress is developed by fluid pressure. A stress path was developed to perform experiments und...
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Abstract The Hoek–Brown criterion was introduced in 1980 to provide input for the design of underground excavations in rock. The criterion now incorporates both intact rock and discontinuities, such as joints, characterized by the geological strength index (GSI), into a system designed to estimate the mechanical behaviour of typical rock masses encountered in tunnels, slopes and foundations. The strength and deformation properties of intact rock, derived from laboratory tests, are reduced based ...
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#1Joseph F. Labuz (UMN: University of Minnesota)H-Index: 32
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Abstract A failure criterion typically is phenomenological since few models exist to theoretically derive the mathematical function. Indeed, a successful failure criterion is a generalization of experimental data obtained from strength tests on specimens subjected to known stress states. For isotropic rock that exhibits a pressure dependence on strength, a popular failure criterion is a linear equation in major and minor principal stresses, independent of the intermediate principal stress. A gen...
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We performed an extensive suite of true triaxial experiments in two porous sandstones, Bentheim (porosity ≈ 24%) and Coconino (17%). The experiments were conducted using a novel loading path, which maintains constant Lode angle (Θ) throughout the test. This path enabled the examination of the effects of Lode angle and mean stress on failure (σoct,f). Our tests covered σ3 magnitudes between 0 and 150 MPa and of Θ at −30° (axisymmetric extension), −16°, 0°, +11°, +21°, and +30° (axisymmetric compr...
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#1Xiaodong Ma (Stanford University)H-Index: 9
#2Bezalel C. Haimson (UW: University of Wisconsin-Madison)H-Index: 31
We conducted an extensive suite of true triaxial experiments in two porous sandstones, Bentheim (porosity ≈ 24%) and Coconino (17.5%). Our experiments demonstrate that failure of both sandstones is not only a function of σ3 but also of σ2. For a given σ3, σ1 at failure (σ1,peak) increases as σ2 is raised above σ3 between tests. The σ1,peak reaches a peak as σ2 is about halfway between σ3 and σ1 and then gradually decreases such that when σ2 ≈ σ1,peak, it approaches its initial magnitude when σ2 ...
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#1Roman Y. Makhnenko (UMN: University of Minnesota)H-Index: 12
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A plane strain condition for testing rock is developed through passive restraint in the form of a thick-walled cylinder. The so-called biaxial frame generates the intermediate principal stress that imposes a triaxial state of stress on a prismatic specimen. Major and minor principal stresses and corresponding strains are accurately measured, providing data to calculate the elastic (Young’s modulus and Poisson’s ratio), inelastic (dilatancy angle), and strength (friction angle and cohesion) param...
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University of Minnesota M.S. thesis. March 2012. Major: Civil Engineering. Advisor: Professor Joseph F. Labuz. 1 computer file (PDF); iv, 67 pages.
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The strengths of 12 rocks cited from literatures increase in a nonlinear way with increasing confining pressure against the Coulomb criterion. The criteria with power forms like the generalized Hoek-Brown criterion are not available for describing the strength properties in the whole test range for Indiana limestone, Yamaguchi marble and Vosges sandstone, of which the differential stresses are approximately constant at high confining pressures. The exponential criterion with three parameters fit...
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#1Bezalel C. Haimson (UW: University of Wisconsin-Madison)H-Index: 31
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Abstract We conducted true triaxial compression tests on specimens prepared from two siltstone core sections, one above and one below the Chelungpu Fault, Taiwan. For different constant σ 2 and σ 3 magnitudes, the maximum principal stress ( σ 1 ) was raised until a post failure stage was reached, and a through-going fault had developed. Despite differences between the properties of the two cores, in all tests peak σ 1 increased as σ 2 was set at higher levels than σ 3 , in contrast to Mohr–Coulo...
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Cited By2
#1Pouyan Asem (UMN: University of Minnesota)H-Index: 6
#2Paolo Gardoni (UIUC: University of Illinois at Urbana–Champaign)H-Index: 48
Abstract Rock mass elastic and strength properties are needed for calculation of deformation and determination of stability of underground structures. Most available models for prediction of rock mass properties are site-specific, are deterministic, and cannot properly propagate uncertainty in reliability analysis of underground structures. A generalized Bayesian approach is used to develop probabilistic predictive models for the rock mass properties. A set of training and testing databases for ...
#1Pouyan Asem (UMN: University of Minnesota)H-Index: 6
#2Paolo Gardoni (UIUC: University of Illinois at Urbana–Champaign)H-Index: 48
Sockets are often constructed into weak rock mass to improve their axial response to applied compressive or tensile loads. This paper first establishes two separate load test databases for the side and base resistances in in situ socket load tests in weak rocks. The databases include the rock socket geometry, rock socket load–displacement response and the rock mass properties. The paper then reviews the available models for the prediction of (i) the axial resistance (compression or uplift), and ...