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cohesive stress

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Journal Article

A specific barrier model for the quantitative description of inhomogeneous faulting and the prediction of strong ground motion. Part II. Applications of the model Available to Purchase

Apostolos S. Papageorgiou, Keiiti Aki
Published: 01 August 1983
Bulletin of the Seismological Society of America (1983) 73 (4): 953–978.
DOI: https://doi.org/10.1785/BSSA0730040953
...); and Parkfield (1966). Source parameters such as barrier intervals, local stress drops, cohesive zone size, and cohesive stress are inferred. The analysis of the San Fernando earthquake of 1971 revealed a strong frequency dependence of Q β , suggesting that the high frequencies may not be as strongly attenuated...
View PDF for article title, A specific barrier model for the quantitative description of inhomogeneous faulting and the prediction of strong ground motion. Part II. Applications of the model
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Simplified profiles showing inferred mechanics of thin propagating sheet intrusions, modified from Pollard (1973) and Rubin (1995). (a) Small-scale symmetric elastic dilation or inflation behind the tip of a single extension fracture results in straight fracture propagation (applicable to dykes and/or very thin embryonic sills) where a dilation-induced drop in the relative pressure behind the propagating tip generates symmetric local trajectories of the least principal stress axes on both sides of the propagating fracture. (b) Asymmetric small-scale inflation or dilation owing to differences in E values in host-rocks on either side of the developing sheet intrusion arguably results in uneven drops of the relative pressures behind either side of the tip and hence generates an asymmetry in the local trajectories of the least principal stress axes. The inferred result is an upward-directed deflection of the propagating fracture (applicable to sills inflated by c. 1.5 to c. 3.0 m). P, magmatic pressure; σ3, least principal stress; σv, vertical stress; σh, horizontal stress; σc, cohesion stress; D, relative sizes of dilation; t, relative sizes of dilation-induced pressure drop; E, relative sizes for values of Young's modulus where a and b indicate host-rocks affected by intruding sills on upper and lower sides of initial planes of propagation (horizontal dotted lines) respectively.

Simplified profiles showing inferred mechanics of thin propagating sheet in... Available to Purchase

Published: 01 January 2011
-directed deflection of the propagating fracture (applicable to sills inflated by c . 1.5 to c . 3.0 m). P , magmatic pressure; σ 3 , least principal stress; σ v , vertical stress; σ h , horizontal stress; σ c , cohesion stress; D , relative sizes of dilation; t , relative sizes of dilation-induced
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Change in the cohesion (c) of the 70S30C mixture with changes in stress.

Change in the cohesion (c) of the 70S30C mixture with changes in stress. Available to Purchase

Published: 11 June 2025
Fig. 13. Change in the cohesion ( c ) of the 70S30C mixture with changes in stress.
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Change in the cohesion (c) of the 70C30S mixture with changes in stress.

Change in the cohesion (c) of the 70C30S mixture with changes in stress. Available to Purchase

Published: 11 June 2025
Fig. 14. Change in the cohesion ( c ) of the 70C30S mixture with changes in stress.
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Contributions of soil suction stress, net overburden stress and cohesion to the calculation of total effective stress as a function of depth for a) sand when the water table is at a depth of 0.6 m and b) clay when the water table is at a depth of 100 m. The water table line (phreatic surface) shows where the pressure head is equal to atmospheric pressure. Saturation at each depth is calculated from fitting parameters of soil water characteristic curve (Table 1).

Contributions of soil suction stress, net overburden stress and cohesion to... Available to Purchase

Published: 01 June 2016
Figure 5.  Contributions of soil suction stress, net overburden stress and cohesion to the calculation of total effective stress as a function of depth for a) sand when the water table is at a depth of 0.6 m and b) clay when the water table is at a depth of 100 m. The water table line (phreatic
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Cloud diagram of model stress state under different top coal cohesion.

Cloud diagram of model stress state under different top coal cohesion. Open Access

Published: 10 September 2024
Figure 11 Cloud diagram of model stress state under different top coal cohesion.
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Horizontal stress contour plots for simulation under different cohesion.

Horizontal stress contour plots for simulation under different cohesion. Open Access

Published: 23 February 2024
Figure 18 Horizontal stress contour plots for simulation under different cohesion.
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Failure envelope of the studied samples revealing cohesion, shear stress for fracture and angle of internal friction.

Failure envelope of the studied samples revealing cohesion, shear stress fo... Available to Purchase

Published: 01 February 2024
Fig. 12. Failure envelope of the studied samples revealing cohesion, shear stress for fracture and angle of internal friction.
Journal Article

Investigations on the Directional Propagation of Hydraulic Fracture in Hard Roof of Mine: Utilizing a Set of Fractures and the Stress Disturbance of Hydraulic Fracture Open Access

Yuekun Xing, Bingxiang Huang, Binghong Li, Jiangfeng Liu, Qingwang Cai, Mingxiao Hou
Journal: Lithosphere
Publisher: GSW
Published: 01 December 2021
Lithosphere (2021) 2021 (Special 4): 4328008.
DOI: https://doi.org/10.2113/2021/4328008
... of the deflecting HF can be regarded as tensile, and the shearing stress will change the fracture extension direction. The deformation in the tensile FPZ presents a crack-like shape (Figure 4 ) and has a dominant property of tension softening. To date, the cohesive crack model was widely used to delineate FPZ...
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View PDF for article title, Investigations on the Directional Propagation of Hydraulic Fracture in Hard Roof of Mine: Utilizing a Set of Fractures and the <span class="search-highlight">Stress</span> Disturbance of Hydraulic Fracture
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An inferred model of sill evolution in the Early Cenozoic Faroe Islands, shown in a few simplified drawings. (a) Rotation of regional least principal stress axes from subhorizontal to subvertical orientations during periods of igneous activity initiated emplacement of embryonic sills in the subhorizontal plane. Subsequent small-scale asymmetric inflations (&lt;3 m thick) behind existing propagation fractures resulted in slightly inclined sill propagation. (b) As propagating sills breach the crust atop one end of their propagating margins, local reorientations of least principal stress axes, perhaps in response to sudden pressure changes from wholesale crustal failure, resulted in asymmetric sill inflation and inward tilts of their respective overburdens. The intrusions of a second generation of inclined feeder dykes or sheets that fed the inclined sill margins could have been linked to this inferred stage of development. (c) 1, Sill intrusions initiated from different point sources a few kilometres apart at similar crustal levels (dotted open circles) are bound to coalesce if they experience radial magma propagations. 2, The single sills of the Faroe Islands (e.g. Kvívík Sill, shaded) most probably experienced radial magma propagations from their main sources (dotted circles and dashed ellipse). 3 and 4, Radial magma propagation from the inferred main sources to the segments of the Streymoy and Eysturoy sills (shaded bodies) would have resulted in merging of each segmental pair at some point regardless of directions of maximum magma propagation (dotted circles and dashed ellipses). (d) If sill segments at development stages broadly similar to that shown in (b) merged to form more symmetric saucer-shaped sills, associated abandonments of cohesion stresses σc in host-rocks close to the merging sill margins could potentially have facilitated large-scale sill inflations. The Streymoy and Eysturoy sills apparently supplied melts to subhorizontal as well as subvertical protrusions that potentially fed other adjoining intrusions or surface magmatism.

An inferred model of sill evolution in the Early Cenozoic Faroe Islands, sh... Available to Purchase

Published: 01 January 2011
regardless of directions of maximum magma propagation (dotted circles and dashed ellipses). ( d ) If sill segments at development stages broadly similar to that shown in ( b ) merged to form more symmetric saucer-shaped sills, associated abandonments of cohesion stresses σ c in host-rocks close
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Shear stress, as a function of normal stress, measured at 10  μm/s load‐point velocity, including debris‐laden and frozen temperature samples. Ice–till at −3°C exhibits much higher shear stresses, giving a friction coefficient more than twice as high, but it still shows negligible cohesion. The debris‐laden ice samples have significantly higher surface and thus show some cohesion (∼33 and 5.6 kPa for frozen and temperate temperatures, respectively). The debris‐laden ice on frozen till is the only sample with any considerable cohesion, but the limited, very low normal stress data points (50 kPa) suggest that the friction coefficient may increase at low normal stress toward the origin, consistent with the change in contact area expected from Hertz contacts on hard surfaces (Thompson et al., 2020). The color version of this figure is available only in the electronic edition.

Shear stress, as a function of normal stress, measured at 10    μm / ... Available to Purchase

Published: 14 April 2021
Figure A2. Shear stress, as a function of normal stress, measured at 10    μm / s load‐point velocity, including debris‐laden and frozen temperature samples. Ice–till at − 3 ° C exhibits much higher shear stresses, giving a friction coefficient more than twice as high
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Load response of the discontinuities. (a) The normal stress σn is a function of the constant normal stiffness kn and the normal displacement un. (b) The shear strength τu is governed by a Coulomb criterion where P, μ, and c are pore pressure, friction coefficient, and cohesion, respectively. In the elastic range, that is, when the shear stress is lower than the shear strength, the shear stress is a function of the constant shear stiffness ks and the shear displacement us. As the shear strength is reached and slip is initiated, the cohesion is set at zero (for the primary fault the cohesion is maintained as indicated by the dashed line, compare with equation 2). For further shear displacement increase, the shear stress is limited by the shear strength.

Load response of the discontinuities. (a) The normal stress σ n is a f... Available to Purchase

Published: 09 December 2014
coefficient, and cohesion, respectively. In the elastic range, that is, when the shear stress is lower than the shear strength, the shear stress is a function of the constant shear stiffness k s and the shear displacement u s . As the shear strength is reached and slip is initiated, the cohesion
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Landslide widths and inferred shear stress at failure. (A) Bars give the probability density of landslide cohesion at failure (Fig. 3), assuming nominal 10% volumetric water content as part of the density term, ρ. Hatched region marks the range of literature-based shear-strength values for cohesion in moist sand (Richefeu et al., 2006; Lu et al., 2009). (B) Most probable landslides occur when the component of driving stress not resisted by friction exceeds the cohesive strength of unsaturated sand.

Landslide widths and inferred shear stress at failure. (A) Bars give the pr... Open Access

Published: 16 December 2020
Figure 4. Landslide widths and inferred shear stress at failure. (A) Bars give the probability density of landslide cohesion at failure ( Fig. 3 ), assuming nominal 10% volumetric water content as part of the density term, ρ. Hatched region marks the range of literature-based shear-strength
Journal Article

Seismic Velocity Prediction in Shallow (<30 m) Partially Saturated, Unconsolidated Sediments Using Effective Medium Theory Available to Purchase

Jie Shen, James M. Crane, Juan M. Lorenzo, Chris D. White
Published: 01 June 2016
Journal of Environmental and Engineering Geophysics (2016) 21 (2): 67–78.
DOI: https://doi.org/10.2113/JEEG21.2.67
...Figure 5.  Contributions of soil suction stress, net overburden stress and cohesion to the calculation of total effective stress as a function of depth for a) sand when the water table is at a depth of 0.6 m and b) clay when the water table is at a depth of 100 m. The water table line (phreatic...
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View PDF for article title, Seismic Velocity Prediction in Shallow (&lt;30 m) Partially Saturated, Unconsolidated Sediments Using Effective Medium Theory
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Variation of base cohesion and shear stress w.r.t slices (16) Simplified Bishop’s method, circular slip surface. (17) corrected Janbu’s method, circular slip surface. (18) Simplified Bishop’s method, auto refine slip surface. (19) corrected Janbu’s method, auto refine slip surface. (20) Simplified Bishop’s method, path slip surface. (21) corrected Janbu’s method, path slip surface.

Variation of base cohesion and shear stress w.r.t slices (16) Simplified ... Available to Purchase

Published: 01 June 2013
Figs.16-21. Variation of base cohesion and shear stress w.r.t slices (16) Simplified Bishop’s method, circular slip surface. (17) corrected Janbu’s method, circular slip surface. (18) Simplified Bishop’s method, auto refine slip surface. (19) corrected Janbu’s method, auto refine slip
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(a) Drucker–Prager yield condition with no cohesion. The initial stress state is marked with a filled circle. (b) Viscoplastic stress-strain history at a constant strain rate, , for the case of pure shear deformation at constant mean stress. Response is linear elastic until stresses reach the yield stress, . Stresses then exceed yield; asymptotically, the additional stress above yield is for viscosity η. (c) Relaxation of stress to the yield surface, over a timescale ∼η/G (G is shear modulus), in the absence of additional strain.

(a) Drucker–Prager yield condition with no cohesion. The initial stress sta... Available to Purchase

Published: 01 October 2011
Figure 2. (a) Drucker–Prager yield condition with no cohesion. The initial stress state is marked with a filled circle. (b) Viscoplastic stress-strain history at a constant strain rate, , for the case of pure shear deformation at constant mean stress. Response is linear elastic until stresses
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(a) Drucker–Prager yield condition with no cohesion. The initial stress state is marked with a filled circle. (b) Viscoplastic stress-strain history at a constant strain rate, , for the case of pure shear deformation at constant mean stress. Response is linear elastic until stresses reach the yield stress, . Stresses then exceed yield; asymptotically, the additional stress above yield is for viscosity η. (c) Relaxation of stress to the yield surface, over a timescale ∼η/G (G is shear modulus), in the absence of additional strain.

(a) Drucker–Prager yield condition with no cohesion. The initial stress sta... Available to Purchase

Published: 01 October 2011
Figure 2. (a) Drucker–Prager yield condition with no cohesion. The initial stress state is marked with a filled circle. (b) Viscoplastic stress-strain history at a constant strain rate, , for the case of pure shear deformation at constant mean stress. Response is linear elastic until stresses
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(a) Drucker–Prager yield condition with no cohesion. The initial stress state is marked with a filled circle. (b) Viscoplastic stress-strain history at a constant strain rate, , for the case of pure shear deformation at constant mean stress. Response is linear elastic until stresses reach the yield stress, . Stresses then exceed yield; asymptotically, the additional stress above yield is for viscosity η. (c) Relaxation of stress to the yield surface, over a timescale ∼η/G (G is shear modulus), in the absence of additional strain.

(a) Drucker–Prager yield condition with no cohesion. The initial stress sta... Available to Purchase

Published: 01 October 2011
Figure 2. (a) Drucker–Prager yield condition with no cohesion. The initial stress state is marked with a filled circle. (b) Viscoplastic stress-strain history at a constant strain rate, , for the case of pure shear deformation at constant mean stress. Response is linear elastic until stresses
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(a) Drucker–Prager yield condition with no cohesion. The initial stress state is marked with a filled circle. (b) Viscoplastic stress-strain history at a constant strain rate, , for the case of pure shear deformation at constant mean stress. Response is linear elastic until stresses reach the yield stress, . Stresses then exceed yield; asymptotically, the additional stress above yield is for viscosity η. (c) Relaxation of stress to the yield surface, over a timescale ∼η/G (G is shear modulus), in the absence of additional strain.

(a) Drucker–Prager yield condition with no cohesion. The initial stress sta... Available to Purchase

Published: 01 October 2011
Figure 2. (a) Drucker–Prager yield condition with no cohesion. The initial stress state is marked with a filled circle. (b) Viscoplastic stress-strain history at a constant strain rate, , for the case of pure shear deformation at constant mean stress. Response is linear elastic until stresses
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Conceptual and stress models for the structural evolution of the conjugate fault array associated with fault TP39 (A–C) and the development of an en echelon fault zone (D). (E) Mohr–Coulomb failure criterion (cohesion &gt; 0) for critical stress state of conjugate faulting. (F) Amontons’s law (cohesion = 0) and Mohr circle illustrating frictional sliding on north–northeast faults and stable stress state for north–northwest faults. In (E) and (F), shaded areas stand for unstable state of stresses. See the text for detailed explanations. ϕ = angle of internal friction; ϕ′ = angle of friction; σ1 = maximum compressive stress; σn = normal stress; σs = shear stress component acting on the fault plane.

Conceptual and stress models for the structural evolution of the conjugate ... Available to Purchase

Published: 15 January 2019
Figure 21. Conceptual and stress models for the structural evolution of the conjugate fault array associated with fault TP39 (A–C) and the development of an en echelon fault zone (D). (E) Mohr–Coulomb failure criterion (cohesion > 0) for critical stress state of conjugate faulting. (F