Dépouillements

Application of a hyperbolic model to municipal solid waste / M. K. Singh in Géotechnique, Vol. 61 N° 7 (Juillet 2011) 

Public ISBD [article]  in Géotechnique > Vol. 61 N° 7 (Juillet 2011) . - pp. 533–547 Titre : Application of a hyperbolic model to municipal solid waste Type de document : texte imprimé Auteurs : M. K. Singh, Auteur ; I. R. Fleming, Auteur Année de publication : 2011 Article en page(s) : pp. 533–547 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Shear  strength  Constitutive  relations  Deformations  Statistical  analysis  Landfills  Elasticity Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : An understanding of the stress–strain behaviour of landfilled waste is important in landfill design. Based on evaluation of numerous strain–strain curves obtained from triaxial compression testing of samples of municipal solid waste (MSW) ranging from fresh to degraded, it is proposed that the stress–strain behaviour of MSW under loading follows a non-linear elastic (hyperbolic) model. The hyperbolic model is typically described using σ ult and E, but can also be described using c′ and φ′ in conjunction with three other parameters (K, n and R f). The use of the parameters K, n and R f to describe the stress–strain behaviour may be particularly useful for MSW, because it is often difficult to obtain values of σ ult and E. Stress–strain data from 15 datasets comprising 57 individual triaxial tests have been compiled. These data originated both from published studies and from the authors' own laboratory testing of large intact and recompacted samples of MSW from three different landfills in Canada. Best-fit hyperbolic model parameters K, n and R f were determined for 12 of these datasets (comprising 50 individual triaxial tests), and upper- and lower-bound values of K, n and R f were determined for the 90% confidence level. By using these upper- and lower-bound values, the five-parameter hyperbolic model was effectively reduced to a two-parameter (c′–φ′) model. It is proposed that the resulting lower and upper bounds of the stress–strain curves plotted using the proposed lower and upper bounds of K, n and R f in conjunction with site-specific c′–φ′ values can reasonably embrace the experimental strain–strain curves up to an axial strain of 20%, even given the significant variability of the waste samples considered. This approach is given further credence as it yields a reasonable prediction of the stress–strain behaviour when compared with the last three datasets (comprising seven individual triaxial tests), which had not been included in the statistical analysis. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.p.051 [article] Application of a hyperbolic model to municipal solid waste [texte imprimé] / M. K. Singh, Auteur ; I. R. Fleming, Auteur . - 2011 . - pp. 533–547. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 61 N° 7 (Juillet 2011) . - pp. 533–547 Mots-clés : Shear  strength  Constitutive  relations  Deformations  Statistical  analysis  Landfills  Elasticity Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : An understanding of the stress–strain behaviour of landfilled waste is important in landfill design. Based on evaluation of numerous strain–strain curves obtained from triaxial compression testing of samples of municipal solid waste (MSW) ranging from fresh to degraded, it is proposed that the stress–strain behaviour of MSW under loading follows a non-linear elastic (hyperbolic) model. The hyperbolic model is typically described using σ ult and E, but can also be described using c′ and φ′ in conjunction with three other parameters (K, n and R f). The use of the parameters K, n and R f to describe the stress–strain behaviour may be particularly useful for MSW, because it is often difficult to obtain values of σ ult and E. Stress–strain data from 15 datasets comprising 57 individual triaxial tests have been compiled. These data originated both from published studies and from the authors' own laboratory testing of large intact and recompacted samples of MSW from three different landfills in Canada. Best-fit hyperbolic model parameters K, n and R f were determined for 12 of these datasets (comprising 50 individual triaxial tests), and upper- and lower-bound values of K, n and R f were determined for the 90% confidence level. By using these upper- and lower-bound values, the five-parameter hyperbolic model was effectively reduced to a two-parameter (c′–φ′) model. It is proposed that the resulting lower and upper bounds of the stress–strain curves plotted using the proposed lower and upper bounds of K, n and R f in conjunction with site-specific c′–φ′ values can reasonably embrace the experimental strain–strain curves up to an axial strain of 20%, even given the significant variability of the waste samples considered. This approach is given further credence as it yields a reasonable prediction of the stress–strain behaviour when compared with the last three datasets (comprising seven individual triaxial tests), which had not been included in the statistical analysis. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.p.051

Fully coupled dynamic analysis of an earth dam / G. Elia in Géotechnique, Vol. 61 N° 7 (Juillet 2011) 

Public ISBD [article]  in Géotechnique > Vol. 61 N° 7 (Juillet 2011) . - pp. 549–563 Titre : Fully coupled dynamic analysis of an earth dam Type de document : texte imprimé Auteurs : G. Elia, Auteur ; A. Amorosi, Auteur ; A. H. C. Chan, Auteur Année de publication : 2011 Article en page(s) : pp. 549–563 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Dynamics  Dams  Earthquakes  Embankments  Constitutive  relations Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The paper studies the seismic behaviour of an existing homogeneous earth dam using a fully coupled finite-element effective stress approach in conjunction with a recently developed multi-surface, elasto-plastic constitutive model for structured soils. The model is calibrated using laboratory test results for the embankment material and the foundation soils. The initial state variables (stress, hardening parameters) are determined by simulating a simplified geological history of the foundation soil, dam construction stages and reservoir impounding, prior to the application of the earthquake shaking at the bedrock level. The paper critically reviews the role of the constitutive model parameters, the hysteretic damping introduced by the model and the additional viscous damping parameters in the accumulation of permanent displacements and in the development and subsequent dissipation of excess pore water pressures due to the seismic loading. The analyses, carried out with reference to a set of earthquake records related to different return periods, show that the overall behaviour of the system in terms of displacements is characterised by a more enhanced deformation pattern of the downstream slope as compared with the upstream one. The large plastic strains accumulation induced throughout the shaking is followed by the development of excess pore water pressures inside the dam and the foundation deposit. Nonetheless, the results are indicative of a satisfactory dynamic performance of the dam, even when subjected to severe seismic loading conditions. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.p.028 [article] Fully coupled dynamic analysis of an earth dam [texte imprimé] / G. Elia, Auteur ; A. Amorosi, Auteur ; A. H. C. Chan, Auteur . - 2011 . - pp. 549–563. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 61 N° 7 (Juillet 2011) . - pp. 549–563 Mots-clés : Dynamics  Dams  Earthquakes  Embankments  Constitutive  relations Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The paper studies the seismic behaviour of an existing homogeneous earth dam using a fully coupled finite-element effective stress approach in conjunction with a recently developed multi-surface, elasto-plastic constitutive model for structured soils. The model is calibrated using laboratory test results for the embankment material and the foundation soils. The initial state variables (stress, hardening parameters) are determined by simulating a simplified geological history of the foundation soil, dam construction stages and reservoir impounding, prior to the application of the earthquake shaking at the bedrock level. The paper critically reviews the role of the constitutive model parameters, the hysteretic damping introduced by the model and the additional viscous damping parameters in the accumulation of permanent displacements and in the development and subsequent dissipation of excess pore water pressures due to the seismic loading. The analyses, carried out with reference to a set of earthquake records related to different return periods, show that the overall behaviour of the system in terms of displacements is characterised by a more enhanced deformation pattern of the downstream slope as compared with the upstream one. The large plastic strains accumulation induced throughout the shaking is followed by the development of excess pore water pressures inside the dam and the foundation deposit. Nonetheless, the results are indicative of a satisfactory dynamic performance of the dam, even when subjected to severe seismic loading conditions. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.p.028

Slope stability analysis and discontinuous slope failure simulation by elasto-plastic smoothed particle hydrodynamics (SPH) / H. H. Bui in Géotechnique, Vol. 61 N° 7 (Juillet 2011) 

Public ISBD [article]  in Géotechnique > Vol. 61 N° 7 (Juillet 2011) . - pp. 565–574 Titre : Slope stability analysis and discontinuous slope failure simulation by elasto-plastic smoothed particle hydrodynamics (SPH) Type de document : texte imprimé Auteurs : H. H. Bui, Auteur ; R. Fukagawa, Auteur ; K. Sako, Auteur Année de publication : 2011 Article en page(s) : pp. 565–574 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Numerical  modelling  Pore  pressure  Slopes  Plasticity  Slopes  failure  Limit  equilibrium  methods Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Most slope stability analyses have employed limit equilibrium methods (LEMs) or the finite-element method (FEM) as the standard approach. However, slope instability is often accompanied by discontinuous failure of the soil, which cannot be modelled by either LEMs or FEM. To overcome this limitation, this paper presents an extension of the smoothed particle hydrodynamics (SPH) method to evaluate the stability of a slope, and to simulate the post-failure behaviour of soil. For the slope stability analysis, the shear strength reduction technique with a modified failure criterion for distinguishing convergent from non-convergent solutions is applied to estimate the safety factor of a slope, and the critical slip surface is determined from a contour plot of accumulated plastic strain. To take the pore water pressure into account, a new SPH formulation for soil motion is developed. It is suggested that this equation can be applied to further developments of SPH for saturated soil. As an application of the proposed method, several smoothed particle slope stability analyses and corresponding slope failure simulations are presented, and compared with other solutions. The results show good agreements with other methods in terms of the safety factor and the critical slip surface. As compared with such traditional methods, however, an advantage of SPH is that it can simulate large deformation and post-failure of soil, and can thereby treat a wide range of applications in computational geomechanics, especially those that include large deformation and failure of geomaterials. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.p.046 [article] Slope stability analysis and discontinuous slope failure simulation by elasto-plastic smoothed particle hydrodynamics (SPH) [texte imprimé] / H. H. Bui, Auteur ; R. Fukagawa, Auteur ; K. Sako, Auteur . - 2011 . - pp. 565–574. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 61 N° 7 (Juillet 2011) . - pp. 565–574 Mots-clés : Numerical  modelling  Pore  pressure  Slopes  Plasticity  Slopes  failure  Limit  equilibrium  methods Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Most slope stability analyses have employed limit equilibrium methods (LEMs) or the finite-element method (FEM) as the standard approach. However, slope instability is often accompanied by discontinuous failure of the soil, which cannot be modelled by either LEMs or FEM. To overcome this limitation, this paper presents an extension of the smoothed particle hydrodynamics (SPH) method to evaluate the stability of a slope, and to simulate the post-failure behaviour of soil. For the slope stability analysis, the shear strength reduction technique with a modified failure criterion for distinguishing convergent from non-convergent solutions is applied to estimate the safety factor of a slope, and the critical slip surface is determined from a contour plot of accumulated plastic strain. To take the pore water pressure into account, a new SPH formulation for soil motion is developed. It is suggested that this equation can be applied to further developments of SPH for saturated soil. As an application of the proposed method, several smoothed particle slope stability analyses and corresponding slope failure simulations are presented, and compared with other solutions. The results show good agreements with other methods in terms of the safety factor and the critical slip surface. As compared with such traditional methods, however, an advantage of SPH is that it can simulate large deformation and post-failure of soil, and can thereby treat a wide range of applications in computational geomechanics, especially those that include large deformation and failure of geomaterials. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.p.046

Geotechnical characterisation and engineering properties of Burswood clay / H. E. Low in Géotechnique, Vol. 61 N° 7 (Juillet 2011) 

Public ISBD [article]  in Géotechnique > Vol. 61 N° 7 (Juillet 2011) . - pp. 575–591 Titre : Geotechnical characterisation and engineering properties of Burswood clay Type de document : texte imprimé Auteurs : H. E. Low, Auteur ; M. Landon Maynard, Auteur ; M. F. Randolph, Auteur Année de publication : 2011 Article en page(s) : pp. 575–591 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : In  situ  testing  Laboratory  tests  Clays  Stiffness  Compressibility  Shear  strength Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The Burswood clay is a lightly overconsolidated and sensitive silty clay of high to extremely high plasticity. In two extensive characterisation studies, a wide range of in situ tests were carried out at the Burswood site, including full-flow penetrometer tests (T-bar, ball and plate). In addition, thin-wall tube samples and high-quality Sherbrooke block samples were collected for laboratory testing. The stress–strain–strength, consolidation and compressibility characteristics of Burswood clay were investigated, and the performance of various penetrometers in characterising the soft Burswood clay was assessed. The paper compares values of stiffness and shear strength measured by different in situ and laboratory tests, quantifying the degree of non-linearity of the stress–strain response, the effect of sample disturbance on the measured mechanical properties, the degree of strength anisotropy, and the influence of strain rate on the measured shear strength. In addition, factors relating the net penetration resistance measured by cone, T-bar and ball penetrometers to yield stress, small-strain shear modulus and different measures of undrained shear strength are also provided. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.p.035 [article] Geotechnical characterisation and engineering properties of Burswood clay [texte imprimé] / H. E. Low, Auteur ; M. Landon Maynard, Auteur ; M. F. Randolph, Auteur . - 2011 . - pp. 575–591. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 61 N° 7 (Juillet 2011) . - pp. 575–591 Mots-clés : In  situ  testing  Laboratory  tests  Clays  Stiffness  Compressibility  Shear  strength Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The Burswood clay is a lightly overconsolidated and sensitive silty clay of high to extremely high plasticity. In two extensive characterisation studies, a wide range of in situ tests were carried out at the Burswood site, including full-flow penetrometer tests (T-bar, ball and plate). In addition, thin-wall tube samples and high-quality Sherbrooke block samples were collected for laboratory testing. The stress–strain–strength, consolidation and compressibility characteristics of Burswood clay were investigated, and the performance of various penetrometers in characterising the soft Burswood clay was assessed. The paper compares values of stiffness and shear strength measured by different in situ and laboratory tests, quantifying the degree of non-linearity of the stress–strain response, the effect of sample disturbance on the measured mechanical properties, the degree of strength anisotropy, and the influence of strain rate on the measured shear strength. In addition, factors relating the net penetration resistance measured by cone, T-bar and ball penetrometers to yield stress, small-strain shear modulus and different measures of undrained shear strength are also provided. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.p.035

Lateral soil stiffness adjacent to deep integral bridge abutments / B. M. Lehane in Géotechnique, Vol. 61 N° 7 (Juillet 2011) 

Public ISBD [article]  in Géotechnique > Vol. 61 N° 7 (Juillet 2011) . - pp. 593–603 Titre : Lateral soil stiffness adjacent to deep integral bridge abutments Type de document : texte imprimé Auteurs : B. M. Lehane, Auteur Année de publication : 2011 Article en page(s) : pp. 593–603 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Repeated  loading  Soil/Structure  interaction  Sands Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Our understanding of the performance of integral bridge abutments subjected to cyclic loading has been improved using well-designed laboratory experiments, and by observation of abutment performance in the field. However, there remains significant uncertainty on how the increase in lateral stress that arises due to cycling of the backfill may be assessed for abutment design. Such uncertainty is addressed in this paper by drawing on results from a series of experiments performed using the University of Western Australia (UWA) beam centrifuge. The experimental results shed light on the effects, for granular backfill, of initial density, retained height, cyclic history and particle shape. These results, as well as observations made from tests involving overconsolidated clays, are used in conjunction with the existing database of lateral stress measurements to assist in the development of recommendations for assessment of design lateral stresses on deep integral bridge abutments. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/search?value1=%27repeated+loading%27&option1=fu [...] [article] Lateral soil stiffness adjacent to deep integral bridge abutments [texte imprimé] / B. M. Lehane, Auteur . - 2011 . - pp. 593–603. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 61 N° 7 (Juillet 2011) . - pp. 593–603 Mots-clés : Repeated  loading  Soil/Structure  interaction  Sands Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Our understanding of the performance of integral bridge abutments subjected to cyclic loading has been improved using well-designed laboratory experiments, and by observation of abutment performance in the field. However, there remains significant uncertainty on how the increase in lateral stress that arises due to cycling of the backfill may be assessed for abutment design. Such uncertainty is addressed in this paper by drawing on results from a series of experiments performed using the University of Western Australia (UWA) beam centrifuge. The experimental results shed light on the effects, for granular backfill, of initial density, retained height, cyclic history and particle shape. These results, as well as observations made from tests involving overconsolidated clays, are used in conjunction with the existing database of lateral stress measurements to assist in the development of recommendations for assessment of design lateral stresses on deep integral bridge abutments. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/search?value1=%27repeated+loading%27&option1=fu [...]

Photoelastic and photographic study of a granular material / D. Lesniewska in Géotechnique, Vol. 61 N° 7 (Juillet 2011) 

Public ISBD [article]  in Géotechnique > Vol. 61 N° 7 (Juillet 2011) . - pp. 605–611 Titre : Photoelastic and photographic study of a granular material Type de document : texte imprimé Auteurs : D. Lesniewska, Auteur ; D. Muir Wood, Auteur Année de publication : 2011 Article en page(s) : pp. 605–611 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Strain  localisation  Stress  analysis  Model  tests  Retaining  walls  Deformation Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Glass ballotini can be used as a special granular material that reveals information about stress conditions when viewed using polarised light. Simultaneously, techniques for observing displacement fields can be used to produce information about internal strains. The combination of photoelastic and photographic observation has potential for extending knowledge of internal conditions in two-dimensional samples of granular material. The procedures described in this note indicate some interesting possibilities for experimental soil mechanics. The use of digital photography with polarised light permits incremental results to be obtained from the photoelastic images. The use of digital photography in non-polarised light with particle image velocimetry analysis gives the opportunity to obtain experimental displacement and strain fields with great accuracy and local detail. The use of standard image processing and graphics software permits precise comparison of features of the incremental strain and stress fields by superimposing corresponding images. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.t.017 [article] Photoelastic and photographic study of a granular material [texte imprimé] / D. Lesniewska, Auteur ; D. Muir Wood, Auteur . - 2011 . - pp. 605–611. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 61 N° 7 (Juillet 2011) . - pp. 605–611 Mots-clés : Strain  localisation  Stress  analysis  Model  tests  Retaining  walls  Deformation Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Glass ballotini can be used as a special granular material that reveals information about stress conditions when viewed using polarised light. Simultaneously, techniques for observing displacement fields can be used to produce information about internal strains. The combination of photoelastic and photographic observation has potential for extending knowledge of internal conditions in two-dimensional samples of granular material. The procedures described in this note indicate some interesting possibilities for experimental soil mechanics. The use of digital photography with polarised light permits incremental results to be obtained from the photoelastic images. The use of digital photography in non-polarised light with particle image velocimetry analysis gives the opportunity to obtain experimental displacement and strain fields with great accuracy and local detail. The use of standard image processing and graphics software permits precise comparison of features of the incremental strain and stress fields by superimposing corresponding images. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.t.017

The pressure distribution along stone columns in soft clay under consolidation and foundation loading / V. Sivakumar in Géotechnique, Vol. 61 N° 7 (Juillet 2011) 

Public ISBD [article]  in Géotechnique > Vol. 61 N° 7 (Juillet 2011) . - pp. 613–620 Titre : The pressure distribution along stone columns in soft clay under consolidation and foundation loading Type de document : texte imprimé Auteurs : V. Sivakumar, Auteur ; D. K. N. M. Jeludine, Auteur ; A. Bell, Auteur Année de publication : 2011 Article en page(s) : pp. 613–620 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Settlement  Model  tests  Reinforced  soils  Ground  improvement  Footings/Foundations  Soil/Structure  interaction Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The mechanism whereby foundation loading is transmitted through the column has received little attention from researchers. This paper reports on some interesting findings obtained from a laboratory-based model study in respect of this issue. The model tests were carried out on samples of soft clay, 300 mm in diameter and 400 mm high. The samples were reinforced with fully penetrating stone columns, of three different diameters, made of crushed basalt. Four pressure cells were located along each stone column. The 60 mm diameter footing used in the model was supported on a clay bed reinforced with a stone column and subjected to foundation loading under drained conditions. The results show that the dissipation of excess pore water pressure developed during the initial application of total stresses, when the foundation was subjected to no loading, generated considerable stresses within the column, and that this was directly attributable to the development of negative skin friction. The pressure distributions in the column during foundation loading showed some complex behaviour. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.p.086 [article] The pressure distribution along stone columns in soft clay under consolidation and foundation loading [texte imprimé] / V. Sivakumar, Auteur ; D. K. N. M. Jeludine, Auteur ; A. Bell, Auteur . - 2011 . - pp. 613–620. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 61 N° 7 (Juillet 2011) . - pp. 613–620 Mots-clés : Settlement  Model  tests  Reinforced  soils  Ground  improvement  Footings/Foundations  Soil/Structure  interaction Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The mechanism whereby foundation loading is transmitted through the column has received little attention from researchers. This paper reports on some interesting findings obtained from a laboratory-based model study in respect of this issue. The model tests were carried out on samples of soft clay, 300 mm in diameter and 400 mm high. The samples were reinforced with fully penetrating stone columns, of three different diameters, made of crushed basalt. Four pressure cells were located along each stone column. The 60 mm diameter footing used in the model was supported on a clay bed reinforced with a stone column and subjected to foundation loading under drained conditions. The results show that the dissipation of excess pore water pressure developed during the initial application of total stresses, when the foundation was subjected to no loading, generated considerable stresses within the column, and that this was directly attributable to the development of negative skin friction. The pressure distributions in the column during foundation loading showed some complex behaviour. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.p.086

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