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Conclusions 1. Three-dimensional deformations of clayey and sandy soils subject to hydrostatic pressure are described by functional relationship (3) for pressures to 70 MPa. For sandy and coarse-rubbly soils, there is a critical pressure up to and after which the parameters α and r of (3) differ significantly. 2. For paths with consolidation, relationship (6a) has one or several irregular points at which the tangent shear modulus experiences stepwise variation. 3. The law (10c) governing plastic deformation generalizes the $ e_{i} $($ σ_{i} $/σ) equation proposed by Botkin. It yields a regular functional relationship between the four basic invariant stresses and strains, including those for tests with consolidation when Δϑ>0 right up to the point of limiting equilibrium; Eqs. (6b), (7b), and (10c) are used to describe the deformability of rock-free soils within a broad stress range. 4. Use of Eq. (8) in lieu of (6a) is disproportionate, since this will result in an unfounded shear strain on the high side. The question concerning the need for use of geometrically nonlinear Cauchy equations in applied computations requires examination, since Eq. (8) was employed in confirming their application in computations.
Conclusions 1. Three-dimensional deformations of clayey and sandy soils subject to hydrostatic pressure are described by functional relationship (3) for pressures to 70 MPa. For sandy and coarse-rubbly soils, there is a critical pressure up to and after which the parameters α and r of (3) differ significantly. 2. For paths with consolidation, relationship (6a) has one or several irregular points at which the tangent shear modulus experiences stepwise variation. 3. The law (10c) governing plastic deformation generalizes the $ e_{i} $($ σ_{i} $/σ) equation proposed by Botkin. It yields a regular functional relationship between the four basic invariant stresses and strains, including those for tests with consolidation when Δϑ>0 right up to the point of limiting equilibrium; Eqs. (6b), (7b), and (10c) are used to describe the deformability of rock-free soils within a broad stress range. 4. Use of Eq. (8) in lieu of (6a) is disproportionate, since this will result in an unfounded shear strain on the high side. The question concerning the need for use of geometrically nonlinear Cauchy equations in applied computations requires examination, since Eq. (8) was employed in confirming their application in computations.
Deformability of rock-free soils
Stolyarov, V. G. (author)
1981
Article (Journal)
English
Local classification TIB:
770/6545/8000
BKL:
56.20
Ingenieurgeologie, Bodenmechanik
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