Dépouillements

Stiff sedimentary clays / R. J. Chandler in Géotechnique, Vol. 60 N° 12 (Décembre 2010) 

Public ISBD [article]  in Géotechnique > Vol. 60 N° 12 (Décembre 2010) . - pp. 891–902 Titre : Stiff sedimentary clays : geological origins and engineering properties Type de document : texte imprimé Auteurs : R. J. Chandler, Auteur Année de publication : 2011 Article en page(s) : pp. 891–902 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Clays  Sedimentation  Laboratory  tests  Erosion  Geology Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This Keynote Paper† summarises and extends earlier work on the characterisation of clays, with particular reference to stiff sedimentary clays. Examples of clay characterisation are given that include the various main geological events, from sedimentation to erosion and weathering, and other phenomena such as diagenesis and brecciation. The examples demonstrate the value of plotting basic data, such as the current stress state and undrained strength, in terms of the void index. These three parameters permit an immediate, simple categorisation, in terms of geological history, of sedimentary clays. Further examples illustrate the engineering consequences of weathering of stiff clays, and the associated phenomenon of brecciation produced by the processes of cambering and valley bulging. It is emphasised that, at all stages in a clay's geological history, it is the bond strength between the soil particles, not the geological preconsolidation stress, that controls the mechanical behaviour of sedimentary clays. At all geological stages the bond strength contributes to sensitivity in terms of both stress state and strength. These sensitivities are measured against two intrinsic behaviour patterns, the intrinsic compression line and the intrinsic strength line, both of which are defined, and both of which have considerable value for the characterisation of clays. In particular, the relations between yield stress in oedometer compression and triaxial undrained strength enable the quality of laboratory test data to be assessed. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.07.kp.001 [article] Stiff sedimentary clays : geological origins and engineering properties [texte imprimé] / R. J. Chandler, Auteur . - 2011 . - pp. 891–902. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 60 N° 12 (Décembre 2010) . - pp. 891–902 Mots-clés : Clays  Sedimentation  Laboratory  tests  Erosion  Geology Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This Keynote Paper† summarises and extends earlier work on the characterisation of clays, with particular reference to stiff sedimentary clays. Examples of clay characterisation are given that include the various main geological events, from sedimentation to erosion and weathering, and other phenomena such as diagenesis and brecciation. The examples demonstrate the value of plotting basic data, such as the current stress state and undrained strength, in terms of the void index. These three parameters permit an immediate, simple categorisation, in terms of geological history, of sedimentary clays. Further examples illustrate the engineering consequences of weathering of stiff clays, and the associated phenomenon of brecciation produced by the processes of cambering and valley bulging. It is emphasised that, at all stages in a clay's geological history, it is the bond strength between the soil particles, not the geological preconsolidation stress, that controls the mechanical behaviour of sedimentary clays. At all geological stages the bond strength contributes to sensitivity in terms of both stress state and strength. These sensitivities are measured against two intrinsic behaviour patterns, the intrinsic compression line and the intrinsic strength line, both of which are defined, and both of which have considerable value for the characterisation of clays. In particular, the relations between yield stress in oedometer compression and triaxial undrained strength enable the quality of laboratory test data to be assessed. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.07.kp.001

Engineering in stiff sedimentary clays / B. Simpson in Géotechnique, Vol. 60 N° 12 (Décembre 2010) 

Public ISBD [article]  in Géotechnique > Vol. 60 N° 12 (Décembre 2010) . - pp. 903–911 Titre : Engineering in stiff sedimentary clays Type de document : texte imprimé Auteurs : B. Simpson, Auteur Année de publication : 2011 Article en page(s) : pp. 903–911 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Geology  Constitutive  relations  Clays  Shear  strength  Laboratory  tests  Stiffness Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The papers to the Symposium in Print are reviewed, looking in particular for insights and applications available to practising designers.† The papers display the complexity of the behaviour of stiff clays, and the very high level of expertise committed to researching it. The features of behaviour described, and to some extent quantified, are very important in understanding observed phenomena in conventional civil engineering situations. Studies of the stratigraphy of London Clay, as an example, show some helpful consistency across the deposit when results are plotted relative to its base, but also show that it is not a single, uniform material. Engineering at greater depth and with thermal effects, as required for nuclear repositories, provides some new challenges, involving both unfamiliar parameters and more familiar problems of characterising stiffness, strength and permeability, especially in bonded materials, set in a context of higher stresses. The combination of high-quality laboratory studies with field observations of full-scale behaviour remains essential to the development of geotechnical engineering, and both are well represented in the papers to the Symposium. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.07.kp.002 [article] Engineering in stiff sedimentary clays [texte imprimé] / B. Simpson, Auteur . - 2011 . - pp. 903–911. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 60 N° 12 (Décembre 2010) . - pp. 903–911 Mots-clés : Geology  Constitutive  relations  Clays  Shear  strength  Laboratory  tests  Stiffness Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The papers to the Symposium in Print are reviewed, looking in particular for insights and applications available to practising designers.† The papers display the complexity of the behaviour of stiff clays, and the very high level of expertise committed to researching it. The features of behaviour described, and to some extent quantified, are very important in understanding observed phenomena in conventional civil engineering situations. Studies of the stratigraphy of London Clay, as an example, show some helpful consistency across the deposit when results are plotted relative to its base, but also show that it is not a single, uniform material. Engineering at greater depth and with thermal effects, as required for nuclear repositories, provides some new challenges, involving both unfamiliar parameters and more familiar problems of characterising stiffness, strength and permeability, especially in bonded materials, set in a context of higher stresses. The combination of high-quality laboratory studies with field observations of full-scale behaviour remains essential to the development of geotechnical engineering, and both are well represented in the papers to the Symposium. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.07.kp.002

A microstructurally based effective stress for unsaturated soils / E. E. Alonso in Géotechnique, Vol. 60 N° 12 (Décembre 2010) 

Public ISBD [article]  in Géotechnique > Vol. 60 N° 12 (Décembre 2010) . - pp. 913–925 Titre : A microstructurally based effective stress for unsaturated soils Type de document : texte imprimé Auteurs : E. E. Alonso, Auteur ; J. M. Pereira, Auteur ; J. Vaunat, Auteur Année de publication : 2011 Article en page(s) : pp. 913–925 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Pore  pressures  Constitutive  relations  Suction  Stiffness  Shear  strength  Partial  saturation Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Current alternative choices of stress state variables in unsaturated soils are described and compared, with a special focus on the use of an effective stress. Experimental data on stiffness and shear strength evolution with suction suggest that the proportion of suction contributing to the effective stress is often much smaller than predicted by the term ‘suction times degree of saturation' generally used in effective stress expressions of the Bishop type. It is suggested that effective stress in unsaturated soils should be related to soil microstructure. An effective degree of saturation is defined as describing the volume of water partially filling the soil macroporosity. This effective degree of saturation defines the proportion of the prevailing suction that actually contributes to the effective stress. Two alternative expressions (piecewise linear and non-linear) are proposed for the effective degree of saturation. They offer a similar performance. Available data on stiffness and shear strength variation with suction of a few different soils, ranging from a markedly granular material to high-plasticity clay, have been analysed. The analysis supports the proposed microstructural interpretation of the effective stress. Indeed, for granular soils the effective degree of saturation is almost equal to the total degree of saturation, and therefore the Bishop-type expression generally used as an effective stress is recovered. As the soil becomes more plastic, the proportion of free water reduces, and the contribution of suction to the effective stress reduces. At the limit, when the proportion of free water is negligible (this is the case of high-plasticity clays at high values of suction) the proposed effective stress reduces to the net stress (excess of total stress over the air pressure). The proposed effective stress equation may be identified if information on the amount of immobile water is available for a given soil. Water retention or porosimetry data provide this information. This has been shown by comparing the present proposal with independently obtained information about immobile water in high-plasticity clays. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.p.002 [article] A microstructurally based effective stress for unsaturated soils [texte imprimé] / E. E. Alonso, Auteur ; J. M. Pereira, Auteur ; J. Vaunat, Auteur . - 2011 . - pp. 913–925. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 60 N° 12 (Décembre 2010) . - pp. 913–925 Mots-clés : Pore  pressures  Constitutive  relations  Suction  Stiffness  Shear  strength  Partial  saturation Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Current alternative choices of stress state variables in unsaturated soils are described and compared, with a special focus on the use of an effective stress. Experimental data on stiffness and shear strength evolution with suction suggest that the proportion of suction contributing to the effective stress is often much smaller than predicted by the term ‘suction times degree of saturation' generally used in effective stress expressions of the Bishop type. It is suggested that effective stress in unsaturated soils should be related to soil microstructure. An effective degree of saturation is defined as describing the volume of water partially filling the soil macroporosity. This effective degree of saturation defines the proportion of the prevailing suction that actually contributes to the effective stress. Two alternative expressions (piecewise linear and non-linear) are proposed for the effective degree of saturation. They offer a similar performance. Available data on stiffness and shear strength variation with suction of a few different soils, ranging from a markedly granular material to high-plasticity clay, have been analysed. The analysis supports the proposed microstructural interpretation of the effective stress. Indeed, for granular soils the effective degree of saturation is almost equal to the total degree of saturation, and therefore the Bishop-type expression generally used as an effective stress is recovered. As the soil becomes more plastic, the proportion of free water reduces, and the contribution of suction to the effective stress reduces. At the limit, when the proportion of free water is negligible (this is the case of high-plasticity clays at high values of suction) the proposed effective stress reduces to the net stress (excess of total stress over the air pressure). The proposed effective stress equation may be identified if information on the amount of immobile water is available for a given soil. Water retention or porosimetry data provide this information. This has been shown by comparing the present proposal with independently obtained information about immobile water in high-plasticity clays. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.p.002

Behaviour of an old masonry tunnel due to tunnelling-induced ground settlement / H. Mohamad in Géotechnique, Vol. 60 N° 12 (Décembre 2010) 

Public ISBD [article]  in Géotechnique > Vol. 60 N° 12 (Décembre 2010) . - pp. 927–938 Titre : Behaviour of an old masonry tunnel due to tunnelling-induced ground settlement Type de document : texte imprimé Auteurs : H. Mohamad, Auteur ; P. J. Bennett, Auteur ; K. Soga, Auteur Année de publication : 2011 Article en page(s) : pp. 927–938 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Soil/structure  interaction  Monitoring  Tunnels  Field  instrumentation  Buried  structures  Deformation Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : A novel technique of distributed strain sensing is introduced using Brillouin optical time-domain reflectometry to examine the performance of an old masonry tunnel during the construction of a new tunnel beneath it in London. Optical fibres attached along the intrados of the tunnel lining at five circumferential sections recorded the relative strains of tunnel deformation between the fixing points as well as detecting localised strain such as cracking in the masonry. The results indicated where cracking might have occurred and were confirmed with visual inspection. Measurements were compared with the data obtained by surveying using total station units and the results show close agreement between the two systems. Flexural behaviour along the longitudinal section of the tunnel was also examined by measuring strain along the springlines and crown. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.p.074 [article] Behaviour of an old masonry tunnel due to tunnelling-induced ground settlement [texte imprimé] / H. Mohamad, Auteur ; P. J. Bennett, Auteur ; K. Soga, Auteur . - 2011 . - pp. 927–938. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 60 N° 12 (Décembre 2010) . - pp. 927–938 Mots-clés : Soil/structure  interaction  Monitoring  Tunnels  Field  instrumentation  Buried  structures  Deformation Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : A novel technique of distributed strain sensing is introduced using Brillouin optical time-domain reflectometry to examine the performance of an old masonry tunnel during the construction of a new tunnel beneath it in London. Optical fibres attached along the intrados of the tunnel lining at five circumferential sections recorded the relative strains of tunnel deformation between the fixing points as well as detecting localised strain such as cracking in the masonry. The results indicated where cracking might have occurred and were confirmed with visual inspection. Measurements were compared with the data obtained by surveying using total station units and the results show close agreement between the two systems. Flexural behaviour along the longitudinal section of the tunnel was also examined by measuring strain along the springlines and crown. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.p.074

Analysis of the cone penetration test in layered clay / J. Walker in Géotechnique, Vol. 60 N° 12 (Décembre 2010) 

Public ISBD [article]  in Géotechnique > Vol. 60 N° 12 (Décembre 2010) . - pp. 939–948 Titre : Analysis of the cone penetration test in layered clay Type de document : texte imprimé Auteurs : J. Walker, Auteur ; H.-S. Yu, Auteur Année de publication : 2011 Article en page(s) : pp. 939–948 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Numerical  modelling  In  situ  testing  Clays Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper presents an analysis of the cone penetration test in multi-layered clays using the commercial finite-element code Abaqus/Explicit. The von Mises yield criterion and its associated flow rule are assumed to model the plastic behaviour of elastoplastic undrained clays. An arbitrary Lagrangian–Eulerian scheme and an enhanced hourglass algorithm are adopted to preserve the quality of mesh throughout the numerical simulation. Initially, the behaviour of the penetration resistance is examined in a soil with only two layers. The bottom layer is the weaker of the two and the behaviour of the penetration resistance when the cone approaches the lower layer is studied. The investigation is then extended to study the cone penetration test in a multi-layered clay by sandwiching a weaker clay layer between two stronger clay layers. The thickness of the weaker clay layer is varied and the behaviour of the penetration resistance is studied in relation to the thickness and relative strength of the soil layers. The results are discussed with respect to the soil mechanisms that are present when the cone moves past the relevant layer boundaries so that the position of these boundaries can be determined more accurately. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.7.00153 [article] Analysis of the cone penetration test in layered clay [texte imprimé] / J. Walker, Auteur ; H.-S. Yu, Auteur . - 2011 . - pp. 939–948. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 60 N° 12 (Décembre 2010) . - pp. 939–948 Mots-clés : Numerical  modelling  In  situ  testing  Clays Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper presents an analysis of the cone penetration test in multi-layered clays using the commercial finite-element code Abaqus/Explicit. The von Mises yield criterion and its associated flow rule are assumed to model the plastic behaviour of elastoplastic undrained clays. An arbitrary Lagrangian–Eulerian scheme and an enhanced hourglass algorithm are adopted to preserve the quality of mesh throughout the numerical simulation. Initially, the behaviour of the penetration resistance is examined in a soil with only two layers. The bottom layer is the weaker of the two and the behaviour of the penetration resistance when the cone approaches the lower layer is studied. The investigation is then extended to study the cone penetration test in a multi-layered clay by sandwiching a weaker clay layer between two stronger clay layers. The thickness of the weaker clay layer is varied and the behaviour of the penetration resistance is studied in relation to the thickness and relative strength of the soil layers. The results are discussed with respect to the soil mechanisms that are present when the cone moves past the relevant layer boundaries so that the position of these boundaries can be determined more accurately. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.7.00153

Effectiveness of filters in reducing consolidation time in routine laboratory testing / V. Sivakumar in Géotechnique, Vol. 60 N° 12 (Décembre 2010) 

Public ISBD [article]  in Géotechnique > Vol. 60 N° 12 (Décembre 2010) . - pp. 949–956 Titre : Effectiveness of filters in reducing consolidation time in routine laboratory testing Type de document : texte imprimé Auteurs : V. Sivakumar, Auteur ; P. Mackinnon, Auteur ; J. Zaini, Auteur Année de publication : 2011 Article en page(s) : pp. 949–956 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Filters  Clays  Laboratory  tests Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The research reported here is based on the standard laboratory experiments routinely performed in order to measure various geotechnical parameters. These experiments require consolidation of fine-grained samples in triaxial or stress path apparatus. The time required for the consolidation is dependent on the permeability of the soil and the length of the drainage path. The consolidation time is often of the order of several weeks in large clay-dominated samples. Long testing periods can be problematic, as they can delay decisions on design and construction methods. Acceleration of the consolidation process would require a reduction in effective drainage length and this is usually achieved by placing filter drains around the sample. The purpose of the research reported in this paper is to assess if these filter drains work effectively and, if not, to determine what modifications to the filter drains are needed. The findings have shown that use of a double filter reduces the consolidation time several fold. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.t.013 [article] Effectiveness of filters in reducing consolidation time in routine laboratory testing [texte imprimé] / V. Sivakumar, Auteur ; P. Mackinnon, Auteur ; J. Zaini, Auteur . - 2011 . - pp. 949–956. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 60 N° 12 (Décembre 2010) . - pp. 949–956 Mots-clés : Filters  Clays  Laboratory  tests Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The research reported here is based on the standard laboratory experiments routinely performed in order to measure various geotechnical parameters. These experiments require consolidation of fine-grained samples in triaxial or stress path apparatus. The time required for the consolidation is dependent on the permeability of the soil and the length of the drainage path. The consolidation time is often of the order of several weeks in large clay-dominated samples. Long testing periods can be problematic, as they can delay decisions on design and construction methods. Acceleration of the consolidation process would require a reduction in effective drainage length and this is usually achieved by placing filter drains around the sample. The purpose of the research reported in this paper is to assess if these filter drains work effectively and, if not, to determine what modifications to the filter drains are needed. The findings have shown that use of a double filter reduces the consolidation time several fold. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.t.013

The use of particle size distribution by surface area method in predicting the saturated hydraulic conductivity of graded granular soils / L. D. O. Trani in Géotechnique, Vol. 60 N° 12 (Décembre 2010) 

Public ISBD [article]  in Géotechnique > Vol. 60 N° 12 (Décembre 2010) . - pp. 957–962 Titre : The use of particle size distribution by surface area method in predicting the saturated hydraulic conductivity of graded granular soils Type de document : texte imprimé Auteurs : L. D. O. Trani, Auteur ; B. Indraratna, Auteur Année de publication : 2011 Article en page(s) : pp. 957–962 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Laboratory  tests  Filters  Seepage  Permeability  Gravels  Sands Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The hydraulic conductivity (k) of a fully saturated granular material can be predicted by the well-known Kozeny–Carman formula, and its slightly different variations, based on the porosity (n) and effective diameter (d eff). Most variations of the Kozeny–Carman formula compute the parameter d eff based on a given conventional particle size distribution by mass (PSDm), where the validation would normally be carried out by comparing against laboratory permeability tests conducted on soils having an average coefficient of uniformity (C u) of about 3. Knowing that the Kozeny–Carman formula was originally developed for uniformly graded materials, inevitable limitations are inherited when it is applied to increasingly graded soils. This study proposes to convert the PSDm into its equivalence in surface area (PSDsa) conforming to the fundamental geometric assumption by which the Kozeny–Carman equation was originally formulated. The estimated d eff based on this proposed PSDsa method appears implicitly to incorporate the size, shape and angularity of the natural grains which were traditionally represented by the shape coefficient ( α ). The results presented in this paper show that the suggested method is capable of predicting k for fully saturated granular soils with C u of up 20. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.t.014 [article] The use of particle size distribution by surface area method in predicting the saturated hydraulic conductivity of graded granular soils [texte imprimé] / L. D. O. Trani, Auteur ; B. Indraratna, Auteur . - 2011 . - pp. 957–962. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 60 N° 12 (Décembre 2010) . - pp. 957–962 Mots-clés : Laboratory  tests  Filters  Seepage  Permeability  Gravels  Sands Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The hydraulic conductivity (k) of a fully saturated granular material can be predicted by the well-known Kozeny–Carman formula, and its slightly different variations, based on the porosity (n) and effective diameter (d eff). Most variations of the Kozeny–Carman formula compute the parameter d eff based on a given conventional particle size distribution by mass (PSDm), where the validation would normally be carried out by comparing against laboratory permeability tests conducted on soils having an average coefficient of uniformity (C u) of about 3. Knowing that the Kozeny–Carman formula was originally developed for uniformly graded materials, inevitable limitations are inherited when it is applied to increasingly graded soils. This study proposes to convert the PSDm into its equivalence in surface area (PSDsa) conforming to the fundamental geometric assumption by which the Kozeny–Carman equation was originally formulated. The estimated d eff based on this proposed PSDsa method appears implicitly to incorporate the size, shape and angularity of the natural grains which were traditionally represented by the shape coefficient ( α ). The results presented in this paper show that the suggested method is capable of predicting k for fully saturated granular soils with C u of up 20. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.t.014

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