## SEARCH

#### Author

##### ( see all 8)

- Amadei, Bernard [x] 3 (%)
- BernardAmadei Bernard Amadei 2 (%)
- HenriS.Swolfs Henri S. Swolfs 1 (%)
- Pan, Ernian 1 (%)
- Savage, William Z. 1 (%)

#### Subject

##### ( see all 7)

- Civil Engineering 3 (%)
- Geosciences [x] 3 (%)
- Geophysics/Geodesy 2 (%)
- Geotechnical Engineering 1 (%)
- Hydrogeology 1 (%)

## CURRENTLY DISPLAYING:

Most articles

Fewest articles

# Search Results

Showing 1 to 3 of 3 matching Articles
Results per page:

## Applicability of the theory of hollow inclusions for overcoring stress measurements in rock

### Rock Mechanics and Rock Engineering (1985-04-01) 18: 107-130 , April 01, 1985

### Summary

Whenever solid or hollow inclusions are used as instrumented probes in overcoring techniques, “residual stresses” remain in the overcored rock sample and in the probes. When using such devices for computing the in-situ stress field components from measured strains or displacements, it is common practice to assume that the overcoring diameter is infinite and that there is a perfect bonding between the rock and the probes. The validity of these assumptions depends on the magnitude of the residual stresses at the rock-probe contact as compared to the tensile and shear strengths of the rock-probe bond material. It also depends on the distribution of residual stresses in the overcored sample.

In comparison to previous work, new expressions are proposed in this paper for the residual stresses associated with solid or hollow inclusion type stress probes in anisotropic ground. These expressions are presented in dimensionless form and are used to show that the distribution and magnitude of residual stresses depend on the isotropic-anisotropic rock character, the degree and type of rock anisotropy, the orientation of the rock anisotropy with respect to the hole in which the probes are located and the relative deformability of the rock with respect to the deformability of the material comprising the probes. The conditions that are required for neglecting the overcored sample diameter are also discussed. This is shown for rocks that can be described as isotropic, transversely isotropic and orthotropic materials.

## Gravity-induced stresses in stratified rock masses

### Rock Mechanics and Rock Engineering (1988-01-01) 21: 1-20 , January 01, 1988

### Summary

This paper presents closed-form solutions for the stress field induced by gravity in anisotropic and stratified rock masses. These rocks are assumed to be laterally restrained. The rock mass consists of finite mechanical units, each unit being modeled as a homogeneous, transversely isotropic or isotropic linearly elastic material. The following results are found. The nature of the gravity induced stress field in a stratified rock mass depends on the elastic properties of each rock unit and how these properties vary with depth. It is thermodynamically admissible for the induced horizontal stress component in a given stratified rock mass to exceed the vertical stress component in certain units and to be smaller in other units; this is not possible for the classical unstratified isotropic solution. Examples are presented to explore the nature of the gravity induced stress field in stratified rock masses. It is found that a decrease in rock mass anisotropy and a stiffening of rock masses with depth can generate stress distributions comparable to empirical hyperbolic distributions previously proposed in the literature.

## Bayesian Estimation of Boundary Conditions with Application to Deep Tunneling

### Geotechnical & Geological Engineering (2001-03-01) 19: 43-67 , March 01, 2001

An iterative procedure is proposed to determine the far-field state of stress that exists in a rock mass with non-linear behavior around a tunnel. Absolute displacements of the tunnel wall obtained by means of geodetic measurements are used to identify the boundary stress conditions. Previous information is accounted for, so that boundary conditions can be updated at the various stages of a project, as soon as new information becomes available. The application to the 2-D plane strain synthetic model of a tunnel in a yielding rock mass shows the fast convergence of the procedure and the need to use absolute displacements (rather than relative displacements) in order for the identification problem to be well-posed.