A platform for research: civil engineering, architecture and urbanism
A platform for research: civil engineering, architecture and urbanism
Strength and deformability of frozen soil in contact with rock
Conclusions 1. Two flow zones form during the displacement of a frozen soil mass along a rock surface: one in the soil itself, and the other in the contact layer. The viscosity coefficients of the zones are identical and are virtually independent of normal loading; however, the strength of these zones differs. 2. The strength in the contact zone is lower than that in the soil itself. In the contact layer, strength variation occurring with temperature changes is governed by variation in cohesion. 3. Steady-flow rate in the contact layer is higher than that in the soil proper; this gives rise to progressive flow and to failure when a constant flow rate is maintained in the soil mass. 4. The creep rate observed on a terraced surface is the resultant of the sum of the flow rates of the contact layer $ v_{C} $ and the soil in the body of the terrace $ v_{S} $ and can be computed from Eq. (2) by substitution of the appropriate viscosity and strength parameters into the flow equation. Incipient failure can be predicted from an increase in the creep rate of terraces.
Strength and deformability of frozen soil in contact with rock
Conclusions 1. Two flow zones form during the displacement of a frozen soil mass along a rock surface: one in the soil itself, and the other in the contact layer. The viscosity coefficients of the zones are identical and are virtually independent of normal loading; however, the strength of these zones differs. 2. The strength in the contact zone is lower than that in the soil itself. In the contact layer, strength variation occurring with temperature changes is governed by variation in cohesion. 3. Steady-flow rate in the contact layer is higher than that in the soil proper; this gives rise to progressive flow and to failure when a constant flow rate is maintained in the soil mass. 4. The creep rate observed on a terraced surface is the resultant of the sum of the flow rates of the contact layer $ v_{C} $ and the soil in the body of the terrace $ v_{S} $ and can be computed from Eq. (2) by substitution of the appropriate viscosity and strength parameters into the flow equation. Incipient failure can be predicted from an increase in the creep rate of terraces.
Strength and deformability of frozen soil in contact with rock
Bondarenko, G. I. (author) / Sadovskii, A. V. (author)
1975
Article (Journal)
English
Local classification TIB:
770/6545/8000
BKL:
56.20
Ingenieurgeologie, Bodenmechanik
Rock strength and deformability
| Springer Verlag | 1999
Deformability and strength of discontinuous rock masses
| British Library Conference Proceedings | 1995
Strength and deformability analyses of jointed rock masses
| British Library Conference Proceedings | 1999
Size effect on strength and deformability of brittle intact rock
| British Library Conference Proceedings | 1993
Scale effects on shear strength and deformability of rock joints
| British Library Conference Proceedings | 1993