Four types of oedometer tests (constant rate of strain tests, controlled gradient tests, multiple-stage loading tests and creep tests) were carried out on a variety of Champlain sea clays. Results obtained on five sites are used to demonstrate that the rheological behaviour of these clays is controlled by a unique stress-strain-strain rate relationship. This relationship can be simply described by two curves (σ-p′-ɛv and (σ′/σp′)-ɛv). The significance, the practical implications and the limitations of the model are also discussed. Quatre types d'essais oedométriques (a vitesse constante de déformation, à gradient contrôlé, à chargement en plusieurs étapes et avec fluage) ont été effectués sur diverses argiles marines Champlain. Les résultats obtenus sur cinq sites sont utilisés pour démontrer que le comportement rhéologique de ces argiles est régi par une relation unique contrainte-déformation/vitesse de déformation. Cette relation peut être décrite de façon très simple par deux courbes (σp-ɛv et (σv′/σp′)-ɛv). L'article analyse aussi la signification, les implications pratiques et les limitations du modèle.
The permeability characteristics of a number of intact natural soft clays from Québec, the USA, and Sweden have been investigated in the laboratory. The variation of permeability with void ratio is best represented in terms of a linear e vs. lg k relation which is generally valid in the range of volumetric strains encountered in engineering practice.The permeability at the in-situ void ratio is shown to be a complex function of such parameters as the void ratio, the clay fraction, the plasticity index, and the fabric of the clay. Permeability anisotropy is negligible in marine clays.The e vs. lg k relationships of the various clays tested are well ordered in terms of an empirical parameter (IP + clay fraction), irrespective of the geological origin of the clay. The slope of the e vs. lg k relationship, referred to as permeability change index Ck, is simply related to the initial void ratio by Ck = 0.5eo. Keywords: permeability, clays, laboratory tests, permeability anisotropy, permeability – void ratio relations.
The compilation of numerous geotechnical data has allowed the definition of the main physical, mechanical, and hydraulic properties of marine and lacustrine clays of eastern Canada, as well as the establishment of correlations between some of these properties. The possible uses of these correlations are described.This study shows that the clays of eastern Canada exhibit a behaviour similar to that of other clays, but that they are characterized by a higher degree of structuration. Keywords: physical properties, mechanical properties, hydraulic properties, clays, Canada, correlations. [Journal translation]
Seven series of tests have been performed on specimens from five natural soft clay sites to determine the variation of the vertical and horizontal permeabilities when the soil is unidimensionally compressed. The results show that the permeability anisotropy does not increase significantly with compression up to strains of 25% for marine clays. In varved clays, mostly because the clay laminae are more compressible than the silty laminae, the anisotropy increases with vertical compression. Key words: permeability, clay, anisotropy, laboratory, compression.
The lateral displacements developing in clay foundations under 21 different embankments during construction and consolidation have been analyzed. The development of a significant consolidation at the beginning of any embankment construction has been confirmed. As a result, lateral deformations initially develop in conformity to the theory of elasticity for a drained condition. Undrained shear distortions develop near the end of construction when the clay foundation has become partly or entirely normally consolidated. This sequence of drained and undrained response of the foundation governs both the magnitude and distribution with depth of the lateral displacements and is the main reason why previous displacement predictions based on undrained analysis have been unsuccessful. Delayed lateral deformations can be significant and develop linearly with the consolidation settlement, at least in the first years after the end of construction. The distribution of lateral deformations with depth is not modified during consolidation so that long-term predictions of deformations as well as of the behaviour of adjacent structures appear possible.
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