Drained Shear Strength Research Articles

Drained Axisymmetric Loading of Reinforced Clay

To investigate the behavior of reinforced clay drained triaxial compression tests were performed on kaolin clay reinforced with horizontal discs of sintered porous plastic. The results of two series of tests are presented - one involving the use of multi-reinforced samples and the other using unit cells of various heights. In both cases it was found that decreasing the spacing between the horizontal layers of reinforcement increased both the drained shear strength and the secant deformation modulus of the reinforced sample. The results of a radiographic investigation are also presented, which indicate the mechanism of the strength enhancement to be one of radial strain control, arising from shear stresses mobilized on the soil-reinforcement interface. The experimental results are compared with a theoretical model, the basis for which is that the radial shear stresses lead to an enhanced minor principal stress, and hence, enhanced strength. Upper and lower bounds are defined, within which the experimental results are generally found to fall.

Determination of drained shear strength of cohesive soils : Scheffler, H; Ullrich, W Proc 10th International Conference on Soil Mechanics and Foundation Engineering, Stockholm, 15–19 June 1981, V1, P775–778. Publ Rotterdam: A. A. Balkema, 1981

Determination of drained shear strength of cohesive soils : Scheffler, H; Ullrich, W Proc 10th International Conference on Soil Mechanics and Foundation Engineering, Stockholm, 15–19 June 1981, V1, P775–778. Publ Rotterdam: A. A. Balkema, 1981

The Modified Borehole Shear Device

Abstract The standard borehole shear device (BHSD) as developed by Handy and Fox (1976) was modified to include pore-water pressure and load transducers, a motorized pulling mechanism, and different types of shear plates. With the modified device it is possible to monitor the drainage conditions during both the consolidation and shear phases of the test. Undrained and drained shear strength parameters have been measured within boreholes augered into a soft sensitive clay deposit.

Basic geotechnical and mineralogical properties of the weathered Athenian Schist

Basic Geotechnical and Mineralogical Properties of the Weathered Athenian Schist This paper is concerned with a laboratory study carried out on samples of weathered Athenian Schists. Disturbed samples collected from the foundation base level in nine working sites located in the central area of Athens. These samples were chemically and mineralogically analysed and subjected to laboratory tests to determine their basic geotechnical properties. Test results allowed for a correlation between mineralogy and drained shear strength for aggregates of various particle size.

Bearing Capacity and Settlement of Pile Foundations

Conventional bearing capacity of driven and bored piles in sand and nonplastic silt is limited to short piles above the critical depth of penetration. The bearing capacity of longer piles can be estimated from the limiting values of the point resistance and skin friction using either the friction angle of the soil or preferably the results of static and standard penetration tests directly. For driven and bored piles in clay and plastic silt, conventional bearing capacity theory using the undrained shear strength of the soil represents mainly the failure condition at the pile points. The positive and negative shaft resistance some months after pile installation is governed by the drained shear strength of remolded soil and can be estimated from skin friction factors, provided the earth pressure coefficient at rest of the deposit is known. The ultimate load of pile groups and the settlement of pile foundations are examined.

The mechanics of landslides in Leda clay

An appraisal of the drained shear strength of Leda clay under low effective normal stresses has resulted in a new appreciation of its behavior in this stress range which can be applied to consideration of the stability of slopes. Closely spaced planes of weakness existing in the apparently intact clay give rise to dilatant behavior and predominantly frictional shearing resistance. This mode of failure is consistent with field observations that have been compiled from numerous landslides; three of these landslides are analyzed in this paper.