By Charles Fairhurst; John A Hudson
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3) where a0 = a at the beginning of shear loading, K = nonassociative parameter and r. 1e. For some geological materials, the shape of the ultimate surface changes with the mean pressure (J i ). g. from nearly triangular at low pressures, to circular at very high pressures. It was found for some soils that the nonassociative response can depend on the stress path. Then K can be expressed as a function of the stress path as - The hardening or growth function a can be expressed as (6) (7) where wP = plastic work.
Figures 1 2(a and b) and 1 3(a and b) show comparisons for stress-strain and volumetric responses for the CTC test with confinement a0 = 2 1 MPa, and the TE test with a0 = 2 1 M Pa, respectively. 0 3 psi) X = CTC ( 2 x f03 psi. > 6 = CTC 1 3 x J03 psi) o = TC (2 x 103 psD * = TC ! 03 psi) o = TC (4 x 103 psil I : SS ( 3 x J03 psll 0 I :: TE (3 x J03 psi l v = TE ! ,. a. ,. 5 - 0. 89 kPa) Prediction ·;;; a. 89 kPa): (a) stress-strain; (b) volumetric response correlations are highly satisfactory.
9. Labasse H. Les pressions de terrains autour des puits. Rev. Univers. Mines Metal/. Mee. 92 s. 9, v. 5, 78-88 ( 1949). 10. Cook N. G. W. The design of underground excavations. In Proc. Symp. Rock Mech. University of Minnesota, Minneopolis, MN ( 1 966). In Failure and Breakage of Rock (Edited by C. Fairhurst), pp. 1 67-193. Port City Press, Baltimore, M D ( 1 967) 1 1 . Martin C. D. and Simmons G. R. The Underground Research Laboratory. JSRM News Journal 1 No I, 5-12 (Available from ISRM Secretariat, c/o LNEC, I O I Avenida do Brasil, P-1 799 Lisboa Codex, Portugal) ( 1992).