Dépouillements

Yielding and plastic behaviour of Boom clay / N. Sultan in Géotechnique, Vol. 60 N° 9 (Septembre 2010) 

Public ISBD [article]  in Géotechnique > Vol. 60 N° 9 (Septembre 2010) . - pp. 657–666 Titre : Yielding and plastic behaviour of Boom clay Type de document : texte imprimé Auteurs : N. Sultan, Auteur ; Y.-J. Cui, Auteur ; P. Delage, Auteur Année de publication : 2011 Article en page(s) : pp. 657–666 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Laboratory  tests  Plasticity  Clays  Anisotropy  Elasticity  Constitutive  relations  Shear  strength Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : An underground research laboratory (URL) has been excavated in a deposit of Boom clay at a depth of 223 m by the SCK-CEN Belgian organisation near the city of Mol. This URL is devoted to research into nuclear waste disposal. This paper presents the results of an investigation carried out in the triaxial apparatus on specimens that were trimmed from blocks extracted during excavation sequences in the URL. In order to characterise the mechanical behaviour of the natural Boom clay and to examine the effect of initial and induced anisotropy on its constitutive behaviour, two series of triaxial tests were carried out. Special attention was devoted to the yield behaviour and the effects of stress history. Experimental results showed a clear relation between the shape of yield curves and stress history. The yield curve of the clay in its initial state was oriented along the K 0 line, illustrating the anisotropy of fabric that was generated during the soil deposition. Subsequent isotropic compression (up to 9 MPa) made the yield curve more and more oriented along the p′ axis. Based on these experimental results, an elasto-plastic model accounting for isotropic and anisotropic hardening in (p′:q) space was developed. The initial yield curve of the soil was taken inclined with respect to the p′ axis. The formulation proposed describes the change in shape, size and orientation of the yield curve, according to the stress history. Eight constitutive parameters were used to describe the anisotropic behaviour of the soil. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.7.00142 [article] Yielding and plastic behaviour of Boom clay [texte imprimé] / N. Sultan, Auteur ; Y.-J. Cui, Auteur ; P. Delage, Auteur . - 2011 . - pp. 657–666. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 60 N° 9 (Septembre 2010) . - pp. 657–666 Mots-clés : Laboratory  tests  Plasticity  Clays  Anisotropy  Elasticity  Constitutive  relations  Shear  strength Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : An underground research laboratory (URL) has been excavated in a deposit of Boom clay at a depth of 223 m by the SCK-CEN Belgian organisation near the city of Mol. This URL is devoted to research into nuclear waste disposal. This paper presents the results of an investigation carried out in the triaxial apparatus on specimens that were trimmed from blocks extracted during excavation sequences in the URL. In order to characterise the mechanical behaviour of the natural Boom clay and to examine the effect of initial and induced anisotropy on its constitutive behaviour, two series of triaxial tests were carried out. Special attention was devoted to the yield behaviour and the effects of stress history. Experimental results showed a clear relation between the shape of yield curves and stress history. The yield curve of the clay in its initial state was oriented along the K 0 line, illustrating the anisotropy of fabric that was generated during the soil deposition. Subsequent isotropic compression (up to 9 MPa) made the yield curve more and more oriented along the p′ axis. Based on these experimental results, an elasto-plastic model accounting for isotropic and anisotropic hardening in (p′:q) space was developed. The initial yield curve of the soil was taken inclined with respect to the p′ axis. The formulation proposed describes the change in shape, size and orientation of the yield curve, according to the stress history. Eight constitutive parameters were used to describe the anisotropic behaviour of the soil. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.7.00142

Measurements of transient ground movements below a ballasted railway line / J. A. Priest in Géotechnique, Vol. 60 N° 9 (Septembre 2010) 

Public ISBD [article]  in Géotechnique > Vol. 60 N° 9 (Septembre 2010) . - pp. 667–677 Titre : Measurements of transient ground movements below a ballasted railway line Type de document : texte imprimé Auteurs : J. A. Priest, Auteur ; W. Powrie, Auteur ; L. Yang, Auteur Année de publication : 2011 Article en page(s) : pp. 667–677 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : In  situ  testing  Dynamics  Field  instrumentation  Deformation  Monitoring  Numerical  modelling Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper presents the results of a detailed investigation into the ground deformations that occur under a railway line during the passage of a train. Four horizontal boreholes were installed at different depths below a ballasted railway track. Ground deformations were measured using geophones at set distances from the centreline of the track within each borehole. The results show vertical displacements reducing with depth, from a maximum at the sleeper. Sleeper displacements are dominated by pairs of bogies at the ends of adjacent wagons (which have a frequency of loading 1 Hz), although the effects of individual bogies (2 Hz) and axles (6 Hz) are also apparent. Higher loading frequencies attenuate with depth so that at a depth of 0·780 m below the sleeper soffit no axles are visible within the displacement data and by a depth of 1·98 m only the combined effect of pairs of adjacent bogies is apparent. In contrast, longitudinal horizontal motion is greatest at a depth of 0·78 m below the sleeper soffit, and the longitudinal horizontal displacements at the sleeper and at a depth of 0·78 m are dominated by the individual axles (∼6 Hz). By a depth of 1·98 m, the longitudinal horizontal motion is dominated by the bogie pairs. A dynamic linear-elastic two-dimensional finite element model was developed and validated using the measured displacements. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.7.00172 [article] Measurements of transient ground movements below a ballasted railway line [texte imprimé] / J. A. Priest, Auteur ; W. Powrie, Auteur ; L. Yang, Auteur . - 2011 . - pp. 667–677. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 60 N° 9 (Septembre 2010) . - pp. 667–677 Mots-clés : In  situ  testing  Dynamics  Field  instrumentation  Deformation  Monitoring  Numerical  modelling Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper presents the results of a detailed investigation into the ground deformations that occur under a railway line during the passage of a train. Four horizontal boreholes were installed at different depths below a ballasted railway track. Ground deformations were measured using geophones at set distances from the centreline of the track within each borehole. The results show vertical displacements reducing with depth, from a maximum at the sleeper. Sleeper displacements are dominated by pairs of bogies at the ends of adjacent wagons (which have a frequency of loading 1 Hz), although the effects of individual bogies (2 Hz) and axles (6 Hz) are also apparent. Higher loading frequencies attenuate with depth so that at a depth of 0·780 m below the sleeper soffit no axles are visible within the displacement data and by a depth of 1·98 m only the combined effect of pairs of adjacent bogies is apparent. In contrast, longitudinal horizontal motion is greatest at a depth of 0·78 m below the sleeper soffit, and the longitudinal horizontal displacements at the sleeper and at a depth of 0·78 m are dominated by the individual axles (∼6 Hz). By a depth of 1·98 m, the longitudinal horizontal motion is dominated by the bogie pairs. A dynamic linear-elastic two-dimensional finite element model was developed and validated using the measured displacements. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.7.00172

Hydraulic conductivity changes of a low-plasticity till subjected to freeze–thaw cycles / J.-M. Konrad in Géotechnique, Vol. 60 N° 9 (Septembre 2010) 

Public ISBD [article]  in Géotechnique > Vol. 60 N° 9 (Septembre 2010) . - pp. 679–690 Titre : Hydraulic conductivity changes of a low-plasticity till subjected to freeze–thaw cycles Type de document : texte imprimé Auteurs : J.-M. Konrad, Auteur Année de publication : 2011 Article en page(s) : pp. 679–690 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Compaction  Glacial  soils  Ground  freezing  Laboratory  tests Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper examines the influence of several freeze–thaw cycles on the hydraulic conductivity changes of a glacial till from Péribonka in Quebec, Canada. Samples reconstituted by consolidation of a slurry and by compaction at dry of optimum conditions were subjected to closed freezing and thaw as well as constant-head permeability tests. For saturated consolidated samples, the relationship between the logarithm of hydraulic conductivity and void ratio was linear for both unfrozen and thawed states. At a given void ratio, the increase of the hydraulic conductivity of the thawed soil was larger for compacted and unsaturated samples than for saturated consolidated samples. Actual freeze–thaw-induced hydraulic conductivity changes, however, may be offset by a decrease in void ratio during thaw consolidation. A general framework considering void ratio, water content, stress and hydraulic conductivity relationships is presented for Péribonka glacial till. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.08.p.020 [article] Hydraulic conductivity changes of a low-plasticity till subjected to freeze–thaw cycles [texte imprimé] / J.-M. Konrad, Auteur . - 2011 . - pp. 679–690. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 60 N° 9 (Septembre 2010) . - pp. 679–690 Mots-clés : Compaction  Glacial  soils  Ground  freezing  Laboratory  tests Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper examines the influence of several freeze–thaw cycles on the hydraulic conductivity changes of a glacial till from Péribonka in Quebec, Canada. Samples reconstituted by consolidation of a slurry and by compaction at dry of optimum conditions were subjected to closed freezing and thaw as well as constant-head permeability tests. For saturated consolidated samples, the relationship between the logarithm of hydraulic conductivity and void ratio was linear for both unfrozen and thawed states. At a given void ratio, the increase of the hydraulic conductivity of the thawed soil was larger for compacted and unsaturated samples than for saturated consolidated samples. Actual freeze–thaw-induced hydraulic conductivity changes, however, may be offset by a decrease in void ratio during thaw consolidation. A general framework considering void ratio, water content, stress and hydraulic conductivity relationships is presented for Péribonka glacial till. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.08.p.020

Compression behaviour of reconstituted soils at high initial water contents / Z.-S. Hong in Géotechnique, Vol. 60 N° 9 (Septembre 2010) 

Public ISBD [article]  in Géotechnique > Vol. 60 N° 9 (Septembre 2010) . - pp. 691-700 Titre : Compression behaviour of reconstituted soils at high initial water contents Type de document : texte imprimé Auteurs : Z.-S. Hong, Auteur ; J. Yin, Auteur ; Y.-J. Cui, Auteur Année de publication : 2011 Article en page(s) : pp. 691-700 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Laboratory  equipment  Compressibility  Clays  Suction  pressure  Laboratory  tests Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Oedometer tests starting from a very small effective vertical stress of 0·5 kPa were performed on three reconstituted clays with different liquid limits. The soils were prepared at various initial water contents, ranging from 0·7 to 2·0 times their corresponding liquid limits. It is observed that the e–log σ ′ v compression curves show an inverse ‘S' shape due to suction pressure resisting deformation, similar to that of soft natural clays caused by consolidation yield stress. The suction pressure σ ′ s of the reconstituted clays can be correlated with the ratio of initial void ratio to void ratio at liquid limit e 0/e L. The suction pressure curve defined by a unique relationship between suction pressure σ ′ s and the normalised void ratio at suction pressure e s/e L is also proposed to distinguish between the pre-suction and the post-suction states. In addition, Burland's concept of the intrinsic compression line is adopted for correlating the compression curves of various reconstituted clays at high initial water contents. It has been found that the void index is a powerful parameter for normalising the compression curves in the post-suction state. Nevertheless, it seems that Burland's intrinsic compression line slightly underestimates the void index at the low stresses considered in this study. An extended intrinsic compression line is then derived in order to better fit the data for stresses lower than 25 kPa. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.09.p.059 [article] Compression behaviour of reconstituted soils at high initial water contents [texte imprimé] / Z.-S. Hong, Auteur ; J. Yin, Auteur ; Y.-J. Cui, Auteur . - 2011 . - pp. 691-700. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 60 N° 9 (Septembre 2010) . - pp. 691-700 Mots-clés : Laboratory  equipment  Compressibility  Clays  Suction  pressure  Laboratory  tests Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Oedometer tests starting from a very small effective vertical stress of 0·5 kPa were performed on three reconstituted clays with different liquid limits. The soils were prepared at various initial water contents, ranging from 0·7 to 2·0 times their corresponding liquid limits. It is observed that the e–log σ ′ v compression curves show an inverse ‘S' shape due to suction pressure resisting deformation, similar to that of soft natural clays caused by consolidation yield stress. The suction pressure σ ′ s of the reconstituted clays can be correlated with the ratio of initial void ratio to void ratio at liquid limit e 0/e L. The suction pressure curve defined by a unique relationship between suction pressure σ ′ s and the normalised void ratio at suction pressure e s/e L is also proposed to distinguish between the pre-suction and the post-suction states. In addition, Burland's concept of the intrinsic compression line is adopted for correlating the compression curves of various reconstituted clays at high initial water contents. It has been found that the void index is a powerful parameter for normalising the compression curves in the post-suction state. Nevertheless, it seems that Burland's intrinsic compression line slightly underestimates the void index at the low stresses considered in this study. An extended intrinsic compression line is then derived in order to better fit the data for stresses lower than 25 kPa. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.09.p.059

Evaluation of the sand-cone method for determination of the in-situ density of soil / S.-S. Park in Géotechnique, Vol. 60 N° 9 (Septembre 2010) 

Public ISBD [article]  in Géotechnique > Vol. 60 N° 9 (Septembre 2010) . - pp. 701–707 Titre : Evaluation of the sand-cone method for determination of the in-situ density of soil Type de document : texte imprimé Auteurs : S.-S. Park, Auteur Année de publication : 2011 Article en page(s) : pp. 701–707 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Standards  Compaction  Sands Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : A sand-cone method is commonly used to determine the density of compacted soils. The density of the compacted soil calculated from the sand-cone method could be correct, provided the calibration container has approximately the same size or volume and allows the sand to fall to approximately the same height as a test hole in the field. However, in most cases, the size or shape of the test hole is not exactly the same as that of the calibration container. This can result in a difference in the settlement or deposition of sand particles between the laboratory calibration and the field testing, which may cause an erroneous determination of the in-situ density. The sand-filling process is simulated in the laboratory and its effect on the determination of density is investigated. Artificially made holes with different depths and bottom shapes are prepared to simulate various shapes of the test hole in the field. Sands with different particle size distributions are used in the testing to examine how sand grain size influences the determination of density in the field. The error between the assumed and calculated densities is highly dependent on the types of sand used in the sand-cone method. This paper presents some guidelines for obtaining correct in-situ densities through the sand-cone method. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.t.004 [article] Evaluation of the sand-cone method for determination of the in-situ density of soil [texte imprimé] / S.-S. Park, Auteur . - 2011 . - pp. 701–707. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 60 N° 9 (Septembre 2010) . - pp. 701–707 Mots-clés : Standards  Compaction  Sands Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : A sand-cone method is commonly used to determine the density of compacted soils. The density of the compacted soil calculated from the sand-cone method could be correct, provided the calibration container has approximately the same size or volume and allows the sand to fall to approximately the same height as a test hole in the field. However, in most cases, the size or shape of the test hole is not exactly the same as that of the calibration container. This can result in a difference in the settlement or deposition of sand particles between the laboratory calibration and the field testing, which may cause an erroneous determination of the in-situ density. The sand-filling process is simulated in the laboratory and its effect on the determination of density is investigated. Artificially made holes with different depths and bottom shapes are prepared to simulate various shapes of the test hole in the field. Sands with different particle size distributions are used in the testing to examine how sand grain size influences the determination of density in the field. The error between the assumed and calculated densities is highly dependent on the types of sand used in the sand-cone method. This paper presents some guidelines for obtaining correct in-situ densities through the sand-cone method. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.t.004

One-dimensional consolidation theories for layered soil and coupled and uncoupled solutions by the finite-element method / J. Huang in Géotechnique, Vol. 60 N° 9 (Septembre 2010) 

Public ISBD [article]  in Géotechnique > Vol. 60 N° 9 (Septembre 2010) . - pp. 709–713 Titre : One-dimensional consolidation theories for layered soil and coupled and uncoupled solutions by the finite-element method Type de document : texte imprimé Auteurs : J. Huang, Auteur ; D. V. Griffiths, Auteur Année de publication : 2011 Article en page(s) : pp. 709–713 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Permeability  Finite-element  method  Consolidation  Compressibility Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : One-dimensional consolidation theories for layered soil have been re-examined. Coupled (settlement and excess pore pressure), uncoupled (excess pore pressure only) and the classical Terzaghi equation are solved by the finite-element method. By accounting only for changes in the coefficient of consolidation (c v), the classical Terzaghi approach is unable to satisfy the flow continuity conditions at the interface between layers. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.08.p.038 [article] One-dimensional consolidation theories for layered soil and coupled and uncoupled solutions by the finite-element method [texte imprimé] / J. Huang, Auteur ; D. V. Griffiths, Auteur . - 2011 . - pp. 709–713. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 60 N° 9 (Septembre 2010) . - pp. 709–713 Mots-clés : Permeability  Finite-element  method  Consolidation  Compressibility Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : One-dimensional consolidation theories for layered soil have been re-examined. Coupled (settlement and excess pore pressure), uncoupled (excess pore pressure only) and the classical Terzaghi equation are solved by the finite-element method. By accounting only for changes in the coefficient of consolidation (c v), the classical Terzaghi approach is unable to satisfy the flow continuity conditions at the interface between layers. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.08.p.038

Response of stiff piles to random two-way lateral loading / C. Leblanc in Géotechnique, Vol. 60 N° 9 (Septembre 2010) 

Public ISBD [article]  in Géotechnique > Vol. 60 N° 9 (Septembre 2010) . - pp. 715–721 Titre : Response of stiff piles to random two-way lateral loading Type de document : texte imprimé Auteurs : C. Leblanc, Auteur ; B. W. Byrne, Auteur ; Houlsby, G. T., Auteur Année de publication : 2011 Article en page(s) : pp. 715–721 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Settlement  Sands  Deformation  Repeated  loading  Piles  Laboratory  tests Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : A model for predicting the accumulated rotation of stiff piles under random two-way loading is presented. The model is based on a strain superposition rule similar to Miner's rule and uses rainflow-counting to decompose a random time-series of varying loads into a set of simple load reversals. The method is consistent with the work of LeBlanc et al. (2010) and is supported by 1 g laboratory tests. An example is given for an offshore wind turbine indicating that accumulated pile rotation during the life of the turbine is dominated by the worst expected load. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.09.t.011 [article] Response of stiff piles to random two-way lateral loading [texte imprimé] / C. Leblanc, Auteur ; B. W. Byrne, Auteur ; Houlsby, G. T., Auteur . - 2011 . - pp. 715–721. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 60 N° 9 (Septembre 2010) . - pp. 715–721 Mots-clés : Settlement  Sands  Deformation  Repeated  loading  Piles  Laboratory  tests Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : A model for predicting the accumulated rotation of stiff piles under random two-way loading is presented. The model is based on a strain superposition rule similar to Miner's rule and uses rainflow-counting to decompose a random time-series of varying loads into a set of simple load reversals. The method is consistent with the work of LeBlanc et al. (2010) and is supported by 1 g laboratory tests. An example is given for an offshore wind turbine indicating that accumulated pile rotation during the life of the turbine is dominated by the worst expected load. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.09.t.011

Development of a generalised formula for dynamic active earth pressure / W. C. Kim in Géotechnique, Vol. 60 N° 9 (Septembre 2010) 

Public ISBD [article]  in Géotechnique > Vol. 60 N° 9 (Septembre 2010) . - pp. 723-727 Titre : Development of a generalised formula for dynamic active earth pressure Type de document : texte imprimé Auteurs : W. C. Kim, Auteur ; D. Park, Auteur ; B. Kim, Auteur Année de publication : 2011 Article en page(s) : pp. 723-727 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Retaining  walls  Earth  pressure  Dynamics Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The Mononobe–Okabe method is widely used in practice to estimate dynamic active earth pressure. The method, derived from Coulomb's theory, cannot account for the effect of cohesion and hence cannot be used for a cohesive backfill. In addition, the effect of wall adhesion and external load cannot be taken into account. This paper develops a new general formula for dynamic active earth pressure on a yielding wall. The strength of the formula is that it can take into account the effects of cohesion, wall adhesion and external load on dynamic active pressure, while remaining simple in form. The dynamic earth pressures calculated by the proposed formula, the Mononobe–Okabe method, and the graphical solution are compared for validation. The comparisons demonstrate the accuracy of the proposed formula. The formula is used in a parametric study to investigate the influence of cohesion, wall adhesion and external load. This study shows that the additional terms can significantly influence the calculated dynamic active earth pressure. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.09.t.001 [article] Development of a generalised formula for dynamic active earth pressure [texte imprimé] / W. C. Kim, Auteur ; D. Park, Auteur ; B. Kim, Auteur . - 2011 . - pp. 723-727. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 60 N° 9 (Septembre 2010) . - pp. 723-727 Mots-clés : Retaining  walls  Earth  pressure  Dynamics Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The Mononobe–Okabe method is widely used in practice to estimate dynamic active earth pressure. The method, derived from Coulomb's theory, cannot account for the effect of cohesion and hence cannot be used for a cohesive backfill. In addition, the effect of wall adhesion and external load cannot be taken into account. This paper develops a new general formula for dynamic active earth pressure on a yielding wall. The strength of the formula is that it can take into account the effects of cohesion, wall adhesion and external load on dynamic active pressure, while remaining simple in form. The dynamic earth pressures calculated by the proposed formula, the Mononobe–Okabe method, and the graphical solution are compared for validation. The comparisons demonstrate the accuracy of the proposed formula. The formula is used in a parametric study to investigate the influence of cohesion, wall adhesion and external load. This study shows that the additional terms can significantly influence the calculated dynamic active earth pressure. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.09.t.001

Influence of hydraulic hysteresis on effective stress in unsaturated soils / N. Khalili in Géotechnique, Vol. 60 N° 9 (Septembre 2010) 

Public ISBD [article]  in Géotechnique > Vol. 60 N° 9 (Septembre 2010) . - pp. 729–734 Titre : Influence of hydraulic hysteresis on effective stress in unsaturated soils Type de document : texte imprimé Auteurs : N. Khalili, Auteur ; S. Zargarbashi, Auteur Année de publication : 2011 Article en page(s) : pp. 729–734 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Laboratory  tests  Shear  strength  Suction  Partial  saturation Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : In this note, results from a careful programme of experimental research are presented examining the variation of the effective stress parameter along main drying and wetting paths and in transition from drying to wetting. Both dimensional and non-dimensional representations of the results are discussed and the general trends observed are highlighted. A simple model is presented for the quantification of the contribution of suction to the effective stress of the solid skeleton including the hysteresis effects due to wetting and drying. In addition, it is shown that the degree of saturation may not be a suitable candidate as the effective stress parameter for such quantification. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.09.t.009 [article] Influence of hydraulic hysteresis on effective stress in unsaturated soils [texte imprimé] / N. Khalili, Auteur ; S. Zargarbashi, Auteur . - 2011 . - pp. 729–734. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 60 N° 9 (Septembre 2010) . - pp. 729–734 Mots-clés : Laboratory  tests  Shear  strength  Suction  Partial  saturation Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : In this note, results from a careful programme of experimental research are presented examining the variation of the effective stress parameter along main drying and wetting paths and in transition from drying to wetting. Both dimensional and non-dimensional representations of the results are discussed and the general trends observed are highlighted. A simple model is presented for the quantification of the contribution of suction to the effective stress of the solid skeleton including the hysteresis effects due to wetting and drying. In addition, it is shown that the degree of saturation may not be a suitable candidate as the effective stress parameter for such quantification. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.09.t.009

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