Stress heterogeneity and geological structures

Martin, C. Derek; Chandler, N.

doi:10.1016/0148-9062(93)90059-m

Cited by 72 publications

(40 citation statements)

References 9 publications

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“…Therefore, in estimating the state of stress at a site or a region, these local perturbations need to be considered as they cause deviation from the often-assumed linearity of stress variations with depth. Measured variations of stress with depth have also demonstrated ''stress decoupling'' (Haimson 1980;Martin and Chandler 1993;Stephansson 1993;Roth and Fleckenstein 2001), where stresses at shallow depth might be entirely different from stresses at great depth. Stress decoupling is valid for both stress magnitude and orientation.…”

Section: Data Extraction: Stress Data and World Stress Mapmentioning

confidence: 99%

ISRM Suggested Methods for Rock Stress Estimation—Part 5: Establishing a Model for the In Situ Stress at a Given Site

Stephansson

Zang

2012

Rock Mech Rock Eng

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Section: Data Extraction: Stress Data and World Stress Mapmentioning

confidence: 99%

ISRM Suggested Methods for Rock Stress Estimation—Part 5: Establishing a Model for the In Situ Stress at a Given Site

Stephansson

Zang

2012

Rock Mech Rock Eng

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“…The in situ stresses at the URL have been investigated extensively (Martin 1990) and three distinct stress domains have been defined (Martin and Chandler 1993). At the 420 Level (domain III), the in situ stress magnitudes are σ 1 = 60 ± 3, σ 2 = 45 ± 4, and σ 3 = 11 ± 2 MPa, and σ 1 trends about 145°and plunges 11-14°.…”

Section: Far-field Stress Statementioning

confidence: 99%

Seventeenth Canadian Geotechnical Colloquium: The effect of cohesion loss and stress path on brittle rock strength

Martin¹

1997

Can. Geotech. J.

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101

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Stress-strain curves for brittle rocks show three characteristic stress levels: crack initiation, long-term strength, and peak strength. Damage-controlled testing at low confining stresses has shown that the long-term and peak strengths are sensitive to the amount of induced damage, i.e., the greater the amount of damage, the lower the long-term and peak strengths. These tests also showed that the brittle-failure process is characterized by a loss of cohesion as friction is mobilized. Excavation of a circular test tunnel in massive brittle rock resulted in failure around the tunnel. The back-calculated strength for the failed rock around the tunnel is approximately one-half of that measured in laboratory tests. Crack-induced damage of Lac du Bonnet granite, both in the laboratory and in situ, begins when the load exceeds approximately one-third of the unconfined compressive strength. However, the stress level associated with failure is a function of loading path. In the laboratory, where the loading path monotonically increases, the ultimate strength of an unconfined sample is 225 MPa. Numerical studies suggest that in situ the loading path around the tunnel is more complex, involving stress increase and decrease and stress rotation. For this loading path, failure initiates at a stress between 100 and 120 MPa. Conventional frictional failure criteria did not adequately predict the extent of brittle failure measured around the circular tunnel. The results from the damage-controlled laboratory tests and the microseismic monitoring carried out during tunnel construction indicate a constant-deviatoric-stress criterion is a reliable indicator for predicting the onset of damage. This criterion was also found to give a reasonable prediction for the maximum depth of failure around the test tunnel. The fundamental assumption in the constant-deviatoric-stress criterion is that at low confining stresses, such as those which occur around underground openings, the brittle-failure process is dominated by cohesion loss.Key words: rock mass strength, brittle failure, cohesion loss, deviatoric stress, stress path.Résumé : Les courbes contrainte-déformation des roches fragiles montrent trois niveaux caractéristiques de contraintes : l'initiation de fractures, la résistance à long terme et la résistance de pic. Des essais à dommage contrôlé réalisés sous de faibles contraintes de confinement a montré que les résistances à long terme et de pic sont sensibles à la quantité de dommages induits, i.e., plus la quantité de dommages est importante, plus les résistances à long terme et de pic sont faibles. Ces essais ont aussi démontré que le processus de rupture fragile est caractérisé par une perte de cohésion à mesure que le frottement est mobilisé. L'excavation d'un tunnel d'essai circulaire dans un roc massif fragile a résulté en une rupture autour du tunnel. La résistance calculée à rebours de la roche en état de rupture autour du tunnel est environ la moitié de la valeur obtenue dans les essais de laboratoire. Le dommage ...

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“…Assim, o domo salino funciona como uma inclusão macia (soft) no material circundante mais rígido. Martin & Chandler (1993).…”

Section: Fs Magalhães-tensões Regionais E Locais: Casos No Territórunclassified

“…Parâmetros do modelo: ângulo de atrito-20°, rigidez normal à fratura-Kn = 1 OOMPa/mm, rigidez ao cisalhamento -Ks = 0,01 Kn, coeficiente de Poisson-0,2, módulo de Young-E = 60 Gpa. Baseado em Martin & Chandler (1993). Martin & Chandler (1993) verificaram ainda que os módulos da tensão principal menor ( 0'3), determinados na posição subvertical ao longo do shaft, excedem a carga litostática próxi-ma à ZF-2.…”

Section: Fs Magalhães-tensões Regionais E Locais: Casos No Territórunclassified

Tensões regionais e locais: casos no território brasileiro e padrão geral

Magalhães¹

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Stress heterogeneity and geological structures

Cited by 72 publications

References 9 publications

ISRM Suggested Methods for Rock Stress Estimation—Part 5: Establishing a Model for the In Situ Stress at a Given Site

ISRM Suggested Methods for Rock Stress Estimation—Part 5: Establishing a Model for the In Situ Stress at a Given Site

Seventeenth Canadian Geotechnical Colloquium: The effect of cohesion loss and stress path on brittle rock strength

Tensões regionais e locais: casos no território brasileiro e padrão geral

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