Dépouillements

The effect of fabric on the behaviour of gold tailings / N. Chang in Géotechnique, Vol. 61 N° 3 (Mars 2011) 

Public ISBD [article]  in Géotechnique > Vol. 61 N° 3 (Mars 2011) . - pp. 187–197 Titre : The effect of fabric on the behaviour of gold tailings Type de document : texte imprimé Auteurs : N. Chang, Auteur ; G. Heymann, Auteur ; C. Clayton, Auteur Année de publication : 2011 Article en page(s) : pp. 187–197 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Liquefaction  Laboratory  tests  Stress  path  Microscopy  Silts  Stiffness  Shear  strength  Fabric/Structure  of  soils Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Undisturbed sampling of gold tailings, especially under the water table, is difficult and in many cases impossible. For this reason laboratory testing of tailings is generally conducted on reconstituted material. It has been shown that laboratory sample preparation methods can affect the mechanical behaviour of cohesionless soil and it is generally believed that the difference in mechanical behaviour is attributable to a difference in the fabric (particle arrangement) inherent in the preparation method. An experimental programme was conducted to (a) examine the fabric which ensues upon sample preparation and (b) to investigate the effect of any fabric differences on the mechanical behaviour of gold tailings. Comparison was made between the behaviour and fabric of undisturbed and reconstituted moist tamped and slurry deposited samples. The results from the experimental programme show that there is indeed a difference in fabric between undisturbed and reconstituted gold tailings samples. Slurry preparation generally replicates the fabric and behaviour of the undisturbed sample better than moist tamping, but neither fully replicates the undisturbed sample. At large strains, the samples reach a unique critical state friction angle, but at different stress states. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.p.066 [article] The effect of fabric on the behaviour of gold tailings [texte imprimé] / N. Chang, Auteur ; G. Heymann, Auteur ; C. Clayton, Auteur . - 2011 . - pp. 187–197. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 61 N° 3 (Mars 2011) . - pp. 187–197 Mots-clés : Liquefaction  Laboratory  tests  Stress  path  Microscopy  Silts  Stiffness  Shear  strength  Fabric/Structure  of  soils Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Undisturbed sampling of gold tailings, especially under the water table, is difficult and in many cases impossible. For this reason laboratory testing of tailings is generally conducted on reconstituted material. It has been shown that laboratory sample preparation methods can affect the mechanical behaviour of cohesionless soil and it is generally believed that the difference in mechanical behaviour is attributable to a difference in the fabric (particle arrangement) inherent in the preparation method. An experimental programme was conducted to (a) examine the fabric which ensues upon sample preparation and (b) to investigate the effect of any fabric differences on the mechanical behaviour of gold tailings. Comparison was made between the behaviour and fabric of undisturbed and reconstituted moist tamped and slurry deposited samples. The results from the experimental programme show that there is indeed a difference in fabric between undisturbed and reconstituted gold tailings samples. Slurry preparation generally replicates the fabric and behaviour of the undisturbed sample better than moist tamping, but neither fully replicates the undisturbed sample. At large strains, the samples reach a unique critical state friction angle, but at different stress states. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.p.066

Analysis of cases of gravity quaywall movement during earthquakes / G.-S. Hwang in Géotechnique, Vol. 61 N° 3 (Mars 2011) 

Public ISBD [article]  in Géotechnique > Vol. 61 N° 3 (Mars 2011) . - pp. 199–210 Titre : Analysis of cases of gravity quaywall movement during earthquakes Type de document : texte imprimé Auteurs : G.-S. Hwang, Auteur ; Chen, C. H., Auteur Année de publication : 2011 Article en page(s) : pp. 199–210 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Liquefaction  Retaining  walls  Pore  pressures  Earthquakes  Earth  pressure  Case  history Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Earthquakes have damaged harbour structures, both recently and historically. Vivid examples are provided by two recent events: the Kobe earthquake (Ml = 7·2, 1995), involving Kobe port, Port Island, Rokko Island and Fukae Island in Japan; and the Chi-Chi earthquake (Ml = 7·3, 1999), involving Taichung Harbour in Taiwan. The results of surveys of deformation patterns of the ground surface at the two harbours after the events, and the published results of well-planned shaking-table tests, are analysed: the shaking-table tests provided images of the deformed profiles for the submerged backfill of a scaled-down quaywall model. On the basis of these data a simple model is proposed to explain the failure mechanism in large lateral displacements of gravity quaywalls during earthquakes. The results show that the Mononobe–Okabe theory underestimates the resultant of earth pressure from the liquefied submerged backfill. For the cases of the two earthquakes studied in this paper, several dimensionless parameters obtained by using the proposed simple model have similar values. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.3625 [article] Analysis of cases of gravity quaywall movement during earthquakes [texte imprimé] / G.-S. Hwang, Auteur ; Chen, C. H., Auteur . - 2011 . - pp. 199–210. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 61 N° 3 (Mars 2011) . - pp. 199–210 Mots-clés : Liquefaction  Retaining  walls  Pore  pressures  Earthquakes  Earth  pressure  Case  history Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Earthquakes have damaged harbour structures, both recently and historically. Vivid examples are provided by two recent events: the Kobe earthquake (Ml = 7·2, 1995), involving Kobe port, Port Island, Rokko Island and Fukae Island in Japan; and the Chi-Chi earthquake (Ml = 7·3, 1999), involving Taichung Harbour in Taiwan. The results of surveys of deformation patterns of the ground surface at the two harbours after the events, and the published results of well-planned shaking-table tests, are analysed: the shaking-table tests provided images of the deformed profiles for the submerged backfill of a scaled-down quaywall model. On the basis of these data a simple model is proposed to explain the failure mechanism in large lateral displacements of gravity quaywalls during earthquakes. The results show that the Mononobe–Okabe theory underestimates the resultant of earth pressure from the liquefied submerged backfill. For the cases of the two earthquakes studied in this paper, several dimensionless parameters obtained by using the proposed simple model have similar values. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.3625

Hydraulic conductivity and compressibility of mixtures of Nagoya clay with sand or bentonite / Y. Watabe in Géotechnique, Vol. 61 N° 3 (Mars 2011) 

Public ISBD [article]  in Géotechnique > Vol. 61 N° 3 (Mars 2011) . - pp. 211–219 Titre : Hydraulic conductivity and compressibility of mixtures of Nagoya clay with sand or bentonite Type de document : texte imprimé Auteurs : Y. Watabe, Auteur ; K. Yamada, Auteur ; K. Saitoh, Auteur Année de publication : 2011 Article en page(s) : pp. 211–219 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Clays  Compressibility  Permeability  Fabric/Structure  of  soils  Sands Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : In this study, a series of incremental loading oedometer tests and microscopic observations is carried out in order to investigate the influence of sand/bentonite fractions on hydraulic conductivity and compressibility. If sand particles do not form a skeletal structure, and each particle is independent in the clay matrix, an additive fraction of sand causes a decrease in the compressibility; however, it does not affect the hydraulic conductivity under the same consolidation pressure. The additive fraction of bentonite contributes to a decrease in the hydraulic conductivity, even for clayey materials. In addition, the relationship between the pore-size parameter, which represents the pore entrance size distribution, and the hydraulic conductivity is discussed using a probabilistic model known as the general capillary model. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.p.087 [article] Hydraulic conductivity and compressibility of mixtures of Nagoya clay with sand or bentonite [texte imprimé] / Y. Watabe, Auteur ; K. Yamada, Auteur ; K. Saitoh, Auteur . - 2011 . - pp. 211–219. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 61 N° 3 (Mars 2011) . - pp. 211–219 Mots-clés : Clays  Compressibility  Permeability  Fabric/Structure  of  soils  Sands Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : In this study, a series of incremental loading oedometer tests and microscopic observations is carried out in order to investigate the influence of sand/bentonite fractions on hydraulic conductivity and compressibility. If sand particles do not form a skeletal structure, and each particle is independent in the clay matrix, an additive fraction of sand causes a decrease in the compressibility; however, it does not affect the hydraulic conductivity under the same consolidation pressure. The additive fraction of bentonite contributes to a decrease in the hydraulic conductivity, even for clayey materials. In addition, the relationship between the pore-size parameter, which represents the pore entrance size distribution, and the hydraulic conductivity is discussed using a probabilistic model known as the general capillary model. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.p.087

Large-displacement interface shear between steel and granular media / T. Y. K. Ho in Géotechnique, Vol. 61 N° 3 (Mars 2011) 

Public ISBD [article]  in Géotechnique > Vol. 61 N° 3 (Mars 2011) . - pp. 221–234 Titre : Large-displacement interface shear between steel and granular media Type de document : texte imprimé Auteurs : T. Y. K. Ho, Auteur ; R. J. Jardine, Auteur ; N. Anh-Minh, Auteur Année de publication : 2011 Article en page(s) : pp. 221–234 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Soil/Structure  interaction  Piles  Laboratory  tests Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : A systematic study is reported of the behaviour of graded silica sands and a silica rock flour silt, sheared against steel interfaces. Ring shear experiments investigated the influences of interface position, displacement scale, normal stress level and particle size distribution on ultimate interface friction angle, δ ′ cv . Grain crushing is shown to play an important role within a concentrated shear zone, and this process, along with changes in the roughness of the interface, could lead to δ ′ values markedly different from those developed in conventional small-displacement direct shear tests. It is also shown that δ ′ measurements at smaller displacements may depend on whether the interface is mounted above or below the sample, but that such differences diminish to zero when displacements are large. The finding that δ′ is strongly displacement-dependent over the single-millimetre to multiple-metre scale has many practical geotechnical engineering implications. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.p.086 [article] Large-displacement interface shear between steel and granular media [texte imprimé] / T. Y. K. Ho, Auteur ; R. J. Jardine, Auteur ; N. Anh-Minh, Auteur . - 2011 . - pp. 221–234. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 61 N° 3 (Mars 2011) . - pp. 221–234 Mots-clés : Soil/Structure  interaction  Piles  Laboratory  tests Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : A systematic study is reported of the behaviour of graded silica sands and a silica rock flour silt, sheared against steel interfaces. Ring shear experiments investigated the influences of interface position, displacement scale, normal stress level and particle size distribution on ultimate interface friction angle, δ ′ cv . Grain crushing is shown to play an important role within a concentrated shear zone, and this process, along with changes in the roughness of the interface, could lead to δ ′ values markedly different from those developed in conventional small-displacement direct shear tests. It is also shown that δ ′ measurements at smaller displacements may depend on whether the interface is mounted above or below the sample, but that such differences diminish to zero when displacements are large. The finding that δ′ is strongly displacement-dependent over the single-millimetre to multiple-metre scale has many practical geotechnical engineering implications. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.p.086

Numerical study on plate anchor stability in clay / L. Yu in Géotechnique, Vol. 61 N° 3 (Mars 2011) 

Public ISBD [article]  in Géotechnique > Vol. 61 N° 3 (Mars 2011) . - pp. 235–246 Titre : Numerical study on plate anchor stability in clay Type de document : texte imprimé Auteurs : L. Yu, Auteur ; J. Liu, Auteur ; X.-J. Kong, Auteur Année de publication : 2011 Article en page(s) : pp. 235–246 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Clays  Offshore  engineering  Bearing  capacity  Anchors Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Although the pullout capacity of plate anchors in clay has been studied extensively, the results considering the coupling effects of anchor inclination, clay non-homogeneity and self-weight are relatively rare. In the present paper, finite-element analyses are carried out to investigate the coupling effects of these factors on the pullout capacity of strip plate anchors in clay. The numerical solutions are presented in the familiar form of pullout capacity factors based on various anchor embedment depth, clay strength profile and clay self weight, and are also compared with existing numerical and empirical solutions. A design procedure based on the data-fitting equations of the present finite-element solutions is also presented for the convenience of design engineers. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.p.071 [article] Numerical study on plate anchor stability in clay [texte imprimé] / L. Yu, Auteur ; J. Liu, Auteur ; X.-J. Kong, Auteur . - 2011 . - pp. 235–246. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 61 N° 3 (Mars 2011) . - pp. 235–246 Mots-clés : Clays  Offshore  engineering  Bearing  capacity  Anchors Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Although the pullout capacity of plate anchors in clay has been studied extensively, the results considering the coupling effects of anchor inclination, clay non-homogeneity and self-weight are relatively rare. In the present paper, finite-element analyses are carried out to investigate the coupling effects of these factors on the pullout capacity of strip plate anchors in clay. The numerical solutions are presented in the familiar form of pullout capacity factors based on various anchor embedment depth, clay strength profile and clay self weight, and are also compared with existing numerical and empirical solutions. A design procedure based on the data-fitting equations of the present finite-element solutions is also presented for the convenience of design engineers. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.p.071

Effects of bond crushing on the settlements of shallow foundations on soft rocks / R. Nova in Géotechnique, Vol. 61 N° 3 (Mars 2011) 

Public ISBD [article]  in Géotechnique > Vol. 61 N° 3 (Mars 2011) . - pp. 247–261 Titre : Effects of bond crushing on the settlements of shallow foundations on soft rocks Type de document : texte imprimé Auteurs : R. Nova, Auteur ; M. Parma, Auteur Année de publication : 2011 Article en page(s) : pp. 247–261 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Plasticity  Settlement  Model  tests  Particle  crushing/crushability  Footings/Foundations  Soft  rocks Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The paper presents a model capable of describing the behaviour of shallow foundations on soft rocks when subjected to eccentric loading. The model is based on the concept of a ‘macroelement'. According to this concept, the foundation and the subsoil can be seen as a unique volume element. A mathematical relationship is established that links the force and moment acting on the foundation and the corresponding displacement and rotation, as if they were generalised stresses and strains, respectively. This relationship is based on the theory of hardening plasticity, with two hardening variables, both functions of the permanent generalised strains. It is assumed that the second of such variables, connected to the action of intergranular bonds, monotonically decreases as strains progress and bonds crush. It is shown that the model can reproduce quite well the observed displacement and rotation of a model circular foundation on a layer of calcarenite. A parametric study also highlights that the model can in principle predict the phenomenon of collapse, actually experienced by foundations on high-porosity rocks when a certain generalised stress or strain threshold is reached. It is suggested that such a phenomenon can take place when bonds are characterised by high strength that is rapidly decreasing with strain. It is finally shown that weathering-induced collapse under constant external loading can also, in principle, be modelled in this framework. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.7.00183 [article] Effects of bond crushing on the settlements of shallow foundations on soft rocks [texte imprimé] / R. Nova, Auteur ; M. Parma, Auteur . - 2011 . - pp. 247–261. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 61 N° 3 (Mars 2011) . - pp. 247–261 Mots-clés : Plasticity  Settlement  Model  tests  Particle  crushing/crushability  Footings/Foundations  Soft  rocks Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The paper presents a model capable of describing the behaviour of shallow foundations on soft rocks when subjected to eccentric loading. The model is based on the concept of a ‘macroelement'. According to this concept, the foundation and the subsoil can be seen as a unique volume element. A mathematical relationship is established that links the force and moment acting on the foundation and the corresponding displacement and rotation, as if they were generalised stresses and strains, respectively. This relationship is based on the theory of hardening plasticity, with two hardening variables, both functions of the permanent generalised strains. It is assumed that the second of such variables, connected to the action of intergranular bonds, monotonically decreases as strains progress and bonds crush. It is shown that the model can reproduce quite well the observed displacement and rotation of a model circular foundation on a layer of calcarenite. A parametric study also highlights that the model can in principle predict the phenomenon of collapse, actually experienced by foundations on high-porosity rocks when a certain generalised stress or strain threshold is reached. It is suggested that such a phenomenon can take place when bonds are characterised by high strength that is rapidly decreasing with strain. It is finally shown that weathering-induced collapse under constant external loading can also, in principle, be modelled in this framework. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.7.00183

Undrained failure envelope for skirted foundations under general loading / S. Gourvenec in Géotechnique, Vol. 61 N° 3 (Mars 2011) 

Public ISBD [article]  in Géotechnique > Vol. 61 N° 3 (Mars 2011) . - pp. 263–270 Titre : Undrained failure envelope for skirted foundations under general loading Type de document : texte imprimé Auteurs : S. Gourvenec, Auteur ; S. Barnett, Auteur Année de publication : 2011 Article en page(s) : pp. 263–270 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Numerical  modelling  Bearing  capacity  Footings/Foundations Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Three-dimensional failure envelopes can be used to define the bearing capacity and proximity to failure of shallow foundations under general vertical, horizontal and moment loading (V, H, M/B). Different structures, and different load cases for the same structure, cover varying domains of (±V, ±H, ±M/B) load space; therefore, a fully encompassing failure envelope in (V, H, M/B) load space is a useful tool to define ultimate limit states for design. In this technical note, a closed-form expression is proposed that enables prediction of undrained bearing capacity of skirted foundations under general in-plane loading, valid for a range of embedment ratios and soil shear strength heterogeneities. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.t.027 [article] Undrained failure envelope for skirted foundations under general loading [texte imprimé] / S. Gourvenec, Auteur ; S. Barnett, Auteur . - 2011 . - pp. 263–270. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 61 N° 3 (Mars 2011) . - pp. 263–270 Mots-clés : Numerical  modelling  Bearing  capacity  Footings/Foundations Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Three-dimensional failure envelopes can be used to define the bearing capacity and proximity to failure of shallow foundations under general vertical, horizontal and moment loading (V, H, M/B). Different structures, and different load cases for the same structure, cover varying domains of (±V, ±H, ±M/B) load space; therefore, a fully encompassing failure envelope in (V, H, M/B) load space is a useful tool to define ultimate limit states for design. In this technical note, a closed-form expression is proposed that enables prediction of undrained bearing capacity of skirted foundations under general in-plane loading, valid for a range of embedment ratios and soil shear strength heterogeneities. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.t.027

Towards a dimensionless description of soil swelling behaviour / O. Buzzi in Géotechnique, Vol. 61 N° 3 (Mars 2011) 

Public ISBD [article]  in Géotechnique > Vol. 61 N° 3 (Mars 2011) . - pp. 271–277 Titre : Towards a dimensionless description of soil swelling behaviour Type de document : texte imprimé Auteurs : O. Buzzi, Auteur ; A. Giacomini, Auteur ; S. Fityus, Auteur Année de publication : 2011 Article en page(s) : pp. 271–277 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Laboratory  tests  Clays  Expansive  soils  Partial  saturation Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Soil swelling is a complex phenomenon resulting from adsorption of water onto the surface of clay platelets. It is influenced by procedural, environmental and structural factors. In particular, the initial hydration state of a soil (expressed in terms of saturation degree, water content or suction), its initial level of compaction (expressed in terms of void ratio or dry unit weight) and the level of confinement are among the influencing parameters most studied. Characterising the swelling potential of a soil in the laboratory is an extensive task and tools for prediction are somehow limited. This paper presents the first attempt to use dimensional analysis to predict the amount of soil swelling. This approach makes use of the Buckingham pi theorem to reduce an equation describing a physical phenomenon into an equation involving a reduced number of parameters, which are dimensionless. One of these numbers, called DSPw, was specifically derived and validated using datasets from the literature. These data were obtained from monotonic one-dimensional swelling tests until full saturation. The results suggest that dimensional analysis and the resulting dimensionless model can be used to predict soil swelling with relatively good accuracy. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.7.00194 [article] Towards a dimensionless description of soil swelling behaviour [texte imprimé] / O. Buzzi, Auteur ; A. Giacomini, Auteur ; S. Fityus, Auteur . - 2011 . - pp. 271–277. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 61 N° 3 (Mars 2011) . - pp. 271–277 Mots-clés : Laboratory  tests  Clays  Expansive  soils  Partial  saturation Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Soil swelling is a complex phenomenon resulting from adsorption of water onto the surface of clay platelets. It is influenced by procedural, environmental and structural factors. In particular, the initial hydration state of a soil (expressed in terms of saturation degree, water content or suction), its initial level of compaction (expressed in terms of void ratio or dry unit weight) and the level of confinement are among the influencing parameters most studied. Characterising the swelling potential of a soil in the laboratory is an extensive task and tools for prediction are somehow limited. This paper presents the first attempt to use dimensional analysis to predict the amount of soil swelling. This approach makes use of the Buckingham pi theorem to reduce an equation describing a physical phenomenon into an equation involving a reduced number of parameters, which are dimensionless. One of these numbers, called DSPw, was specifically derived and validated using datasets from the literature. These data were obtained from monotonic one-dimensional swelling tests until full saturation. The results suggest that dimensional analysis and the resulting dimensionless model can be used to predict soil swelling with relatively good accuracy. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.7.00194

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