Dépouillements

Accounting for partial material factors in numerical analysis / D. M. Potts in Géotechnique, Vol. 62 N° 12 (Décembre 2012) 

Public ISBD [article]  in Géotechnique > Vol. 62 N° 12 (Décembre 2012) . - pp. 1053 –1065 Titre : Accounting for partial material factors in numerical analysis Type de document : texte imprimé Auteurs : D. M. Potts, Auteur ; L. Zdravkovic, Auteur Année de publication : 2012 Article en page(s) : pp. 1053 –1065 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Limit  state  design/analysis  Bearing  capacity  Numerical  modelling  Constitutive  relations Résumé : The concept of a safety factor in the design of geotechnical structures has traditionally been developed within the framework of classical soil mechanics, where the analysis methods for its calculation involve simple limit equilibrium or limit analysis approaches. Therefore the inclusion of a safety factor within an advanced analysis method, such as finite elements or finite differences, is a more complex issue. In particular, the problem arises with design codes, such as Eurocode 7, in which partial factors on soil strength (or partial material factors) must be accounted for. Eurocode 7 implies that a numerical analysis should be performed accounting for a characteristic strength, which is reduced by partial factors. There are two ways in which such partial factors can be included in numerical analysis: one in which the strength is reduced at the beginning of the analysis, and the other in which this is done during the analysis. Eurocode 7 gives no guidance as to which one of these two approaches is more appropriate to apply. More importantly, there is no guidance on the appropriate numerical procedure that should be implemented in any software in order to perform the required strength reduction during the analysis in the latter approach. Therefore different software programs account for this in different ways, and mostly only for simple constitutive models. This paper presents, first, a consistent methodology for accounting for partial material factors in finite-element analysis, which can be applied to any constitutive model. It then demonstrates the implications of the two ways the partial material factors can be introduced in any analysis, using the example of a bearing capacity problem and employing constitutive models of increasing complexity. The paper shows that the two approaches for accounting for partial material factors may lead to different results, and that it is therefore necessary to develop a rational set of guidelines for their inclusion in advanced numerical analysis. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.11.P.057 [article] Accounting for partial material factors in numerical analysis [texte imprimé] / D. M. Potts, Auteur ; L. Zdravkovic, Auteur . - 2012 . - pp. 1053 –1065. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 62 N° 12 (Décembre 2012) . - pp. 1053 –1065 Mots-clés : Limit  state  design/analysis  Bearing  capacity  Numerical  modelling  Constitutive  relations Résumé : The concept of a safety factor in the design of geotechnical structures has traditionally been developed within the framework of classical soil mechanics, where the analysis methods for its calculation involve simple limit equilibrium or limit analysis approaches. Therefore the inclusion of a safety factor within an advanced analysis method, such as finite elements or finite differences, is a more complex issue. In particular, the problem arises with design codes, such as Eurocode 7, in which partial factors on soil strength (or partial material factors) must be accounted for. Eurocode 7 implies that a numerical analysis should be performed accounting for a characteristic strength, which is reduced by partial factors. There are two ways in which such partial factors can be included in numerical analysis: one in which the strength is reduced at the beginning of the analysis, and the other in which this is done during the analysis. Eurocode 7 gives no guidance as to which one of these two approaches is more appropriate to apply. More importantly, there is no guidance on the appropriate numerical procedure that should be implemented in any software in order to perform the required strength reduction during the analysis in the latter approach. Therefore different software programs account for this in different ways, and mostly only for simple constitutive models. This paper presents, first, a consistent methodology for accounting for partial material factors in finite-element analysis, which can be applied to any constitutive model. It then demonstrates the implications of the two ways the partial material factors can be introduced in any analysis, using the example of a bearing capacity problem and employing constitutive models of increasing complexity. The paper shows that the two approaches for accounting for partial material factors may lead to different results, and that it is therefore necessary to develop a rational set of guidelines for their inclusion in advanced numerical analysis. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.11.P.057

One-g shaking-table experiments on buried pipelines crossing a strike-slip fault / W. W. Sim in Géotechnique, Vol. 62 N° 12 (Décembre 2012) 

Public ISBD [article]  in Géotechnique > Vol. 62 N° 12 (Décembre 2012) . - pp. 1067 –1079 Titre : One-g shaking-table experiments on buried pipelines crossing a strike-slip fault Type de document : texte imprimé Auteurs : W. W. Sim, Auteur ; I. Towhata, Auteur ; S. Yamada, Auteur Année de publication : 2012 Article en page(s) : pp. 1067 –1079 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Earthquakes  Model  tests  Buried  structures  Soil/structure  interaction  Deformation Résumé : Buried pipelines provide essential services to the urban population, and as a result of their geographical dispersion they remain particularly vulnerable to damage caused by natural disasters. Among many damage mechanisms, the present study addresses those induced by seismic fault action and its related ground distortion. A better understanding of the factors influencing the forces acting on buried pipelines due to imposed ground displacements will permit more appropriate design of pipelines in the future, and contribute towards reducing damage incurred by the buried pipes. To this end, 1g shaking-table experiments were performed on buried model pipelines installed in Toyoura sand, which were instrumented to monitor strain. The system was subjected to four different levels of dynamic excitation and right-lateral strike-slip faulting. The experiments indicate that simultaneous shaking and faulting, which is a more realistic condition than tests performed without shaking, reduce the measured pipe strains. Tests also indicated that there is a linear decrease in the maximum strains experienced by the buried pipe as the sine of the pipe-fault crossing angle decreases, and that there is a non-linear relationship between the relative density and the strains experienced by the buried pipe. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.10.P.142 [article] One-g shaking-table experiments on buried pipelines crossing a strike-slip fault [texte imprimé] / W. W. Sim, Auteur ; I. Towhata, Auteur ; S. Yamada, Auteur . - 2012 . - pp. 1067 –1079. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 62 N° 12 (Décembre 2012) . - pp. 1067 –1079 Mots-clés : Earthquakes  Model  tests  Buried  structures  Soil/structure  interaction  Deformation Résumé : Buried pipelines provide essential services to the urban population, and as a result of their geographical dispersion they remain particularly vulnerable to damage caused by natural disasters. Among many damage mechanisms, the present study addresses those induced by seismic fault action and its related ground distortion. A better understanding of the factors influencing the forces acting on buried pipelines due to imposed ground displacements will permit more appropriate design of pipelines in the future, and contribute towards reducing damage incurred by the buried pipes. To this end, 1g shaking-table experiments were performed on buried model pipelines installed in Toyoura sand, which were instrumented to monitor strain. The system was subjected to four different levels of dynamic excitation and right-lateral strike-slip faulting. The experiments indicate that simultaneous shaking and faulting, which is a more realistic condition than tests performed without shaking, reduce the measured pipe strains. Tests also indicated that there is a linear decrease in the maximum strains experienced by the buried pipe as the sine of the pipe-fault crossing angle decreases, and that there is a non-linear relationship between the relative density and the strains experienced by the buried pipe. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.10.P.142

On the behaviour of flexible retaining walls under seismic actions / R. Conti in Géotechnique, Vol. 62 N° 12 (Décembre 2012) 

Public ISBD [article]  in Géotechnique > Vol. 62 N° 12 (Décembre 2012) . - pp. 1081 –1094 Titre : On the behaviour of flexible retaining walls under seismic actions Type de document : texte imprimé Auteurs : R. Conti, Auteur ; S. P.G. Madabhushi, Auteur ; Viggiani, G. M. B., Auteur Année de publication : 2012 Article en page(s) : pp. 1081 –1094 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Diaphragm  and  in  situ  walls  Dynamics  Centrifuge  modelling  Soil/structure  interaction Résumé : This paper describes an experimental investigation of the behaviour of embedded retaining walls under seismic actions. Nine centrifuge tests were carried out on reduced-scale models of pairs of retaining walls in dry sand, either cantilevered or with one level of props near the top. The experimental data indicate that, for maximum accelerations that are smaller than the critical limit equilibrium value, the retaining walls experience significant permanent displacements under increasing structural loads, whereas for larger accelerations the walls rotate under constant internal forces. The critical acceleration at which the walls start to rotate increases with increasing maximum acceleration. No significant displacements are measured if the current earthquake is less severe than earthquakes previously experienced by the wall. The increase of critical acceleration is explained in terms of redistribution of earth pressures and progressive mobilisation of the passive strength in front of the wall. The experimental data for cantilevered retaining walls indicate that the permanent displacements of the wall can be reasonably predicted adopting a Newmark-type calculation with a critical acceleration that is a fraction of the limit equilibrium value. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.11.P.029 [article] On the behaviour of flexible retaining walls under seismic actions [texte imprimé] / R. Conti, Auteur ; S. P.G. Madabhushi, Auteur ; Viggiani, G. M. B., Auteur . - 2012 . - pp. 1081 –1094. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 62 N° 12 (Décembre 2012) . - pp. 1081 –1094 Mots-clés : Diaphragm  and  in  situ  walls  Dynamics  Centrifuge  modelling  Soil/structure  interaction Résumé : This paper describes an experimental investigation of the behaviour of embedded retaining walls under seismic actions. Nine centrifuge tests were carried out on reduced-scale models of pairs of retaining walls in dry sand, either cantilevered or with one level of props near the top. The experimental data indicate that, for maximum accelerations that are smaller than the critical limit equilibrium value, the retaining walls experience significant permanent displacements under increasing structural loads, whereas for larger accelerations the walls rotate under constant internal forces. The critical acceleration at which the walls start to rotate increases with increasing maximum acceleration. No significant displacements are measured if the current earthquake is less severe than earthquakes previously experienced by the wall. The increase of critical acceleration is explained in terms of redistribution of earth pressures and progressive mobilisation of the passive strength in front of the wall. The experimental data for cantilevered retaining walls indicate that the permanent displacements of the wall can be reasonably predicted adopting a Newmark-type calculation with a critical acceleration that is a fraction of the limit equilibrium value. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.11.P.029

Analysis of tunnel excavation in London / N. A. Gonzalez in Géotechnique, Vol. 62 N° 12 (Décembre 2012) 

Public ISBD [article]  in Géotechnique > Vol. 62 N° 12 (Décembre 2012) . - pp. 1095 –1109 Titre : Analysis of tunnel excavation in London : Clay incorporating soil structure Type de document : texte imprimé Auteurs : N. A. Gonzalez, Auteur ; M. Rouainia, Auteur ; M. Arroyo, Auteur Année de publication : 2012 Article en page(s) : pp. 1095 –1109 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Ground  movements  Numerical  modelling  Fabric/structure  of  soils  Tunnels Résumé : Recent studies on London Clay have identified a number of different units in the geological profile, and have highlighted the role of soil structure in mechanical behaviour. In fact, structure is the dominant factor determining the differences in the mechanical response of different units. In the paper, numerical analyses simulating the undrained excavation of a tunnel in St James's Park are presented. London Clay behaviour is characterised by a kinematic-hardening structured soil model incorporating structure and stiffness degradation. The parameters and initial conditions are based on a careful calibration that takes into account the presence of different units within the London Clay formation and the different degrees of soil structure. The analyses performed result in a very satisfactory reproduction of the magnitude and patterns of short-term surface and subsurface displacements, as well as pore pressures. The paper concludes with a discussion of the results in the context of other analyses performed previously, and puts forward some considerations concerning design issues. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.11.P.030 [article] Analysis of tunnel excavation in London : Clay incorporating soil structure [texte imprimé] / N. A. Gonzalez, Auteur ; M. Rouainia, Auteur ; M. Arroyo, Auteur . - 2012 . - pp. 1095 –1109. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 62 N° 12 (Décembre 2012) . - pp. 1095 –1109 Mots-clés : Ground  movements  Numerical  modelling  Fabric/structure  of  soils  Tunnels Résumé : Recent studies on London Clay have identified a number of different units in the geological profile, and have highlighted the role of soil structure in mechanical behaviour. In fact, structure is the dominant factor determining the differences in the mechanical response of different units. In the paper, numerical analyses simulating the undrained excavation of a tunnel in St James's Park are presented. London Clay behaviour is characterised by a kinematic-hardening structured soil model incorporating structure and stiffness degradation. The parameters and initial conditions are based on a careful calibration that takes into account the presence of different units within the London Clay formation and the different degrees of soil structure. The analyses performed result in a very satisfactory reproduction of the magnitude and patterns of short-term surface and subsurface displacements, as well as pore pressures. The paper concludes with a discussion of the results in the context of other analyses performed previously, and puts forward some considerations concerning design issues. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.11.P.030

Collapse of loose sand with the addition of fines / J. Yang in Géotechnique, Vol. 62 N° 12 (Décembre 2012) 

Public ISBD [article]  in Géotechnique > Vol. 62 N° 12 (Décembre 2012) . - pp. 1111 –1125 Titre : Collapse of loose sand with the addition of fines : The role of particle shape Type de document : texte imprimé Auteurs : J. Yang, Auteur ; L. M. Wei, Auteur Année de publication : 2012 Article en page(s) : pp. 1111 –1125 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Laboratory  tests  Silts  Fabric/structure  of  soils  Sands  Shear  strength  Liquefaction Résumé : This paper describes a fundamental study to explore the role of particle shape in the shear behaviour of mixtures of sand and fine particles (fines) through macro-scale and grain-scale laboratory experiments together with interpretations in the framework of critical state soil mechanics and conceptual micromechanics models. Two non-plastic fines of distinct shape (angular crushed silica fines and rounded glass beads) were added to two uniform quartz sands (Toyoura sand and Fujian sand) to produce four binary mixtures. Laboratory quantification of particle shape and size was conducted for both fines and sands, and a series of undrained triaxial tests was performed to investigate the overall response of the mixed soils at different percentages of fines. One of the significant findings is that the critical state friction angle of a mixed soil is affected not only by the shape of coarse particles but also by the shape of fine particles, and this shape effect is coupled with fines content. When a small amount of crushed silica fines was added to either Toyoura sand or Fujian sand, the critical state friction angle increased slightly with fines content; however, when a small amount of glass beads was added to either sand, the critical state friction angle decreased markedly with an increase in fines content. A new index, termed combined roundness, is proposed to account for the coupled effects of particle shape and fines content. The study also provides evidence showing that the undrained shear behaviour and collapsibility of a mixed soil are closely related to the shape of its constituent particles: a mixed soil containing rounded fines tends to exhibit higher susceptibility to collapse than a mixed soil containing angular fines of the same percentage, and this tendency will become more evident if the base sand is also composed of rounded particles. In addition, the study provides the first experimental evidence showing that the quasi-steady state marks a transition from a metastable to a stable microstructure. It is postulated that in a binary mixture composed of fine and coarse particles that are both rounded, the particles favour rolling, thus yielding a microstructure that is unstable, whereas in a binary mixture composed of fine and coarse particles that are both angular, the particles favour sliding rather than rolling, thus leading to a much more stable structure and response. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.11.P.062 [article] Collapse of loose sand with the addition of fines : The role of particle shape [texte imprimé] / J. Yang, Auteur ; L. M. Wei, Auteur . - 2012 . - pp. 1111 –1125. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 62 N° 12 (Décembre 2012) . - pp. 1111 –1125 Mots-clés : Laboratory  tests  Silts  Fabric/structure  of  soils  Sands  Shear  strength  Liquefaction Résumé : This paper describes a fundamental study to explore the role of particle shape in the shear behaviour of mixtures of sand and fine particles (fines) through macro-scale and grain-scale laboratory experiments together with interpretations in the framework of critical state soil mechanics and conceptual micromechanics models. Two non-plastic fines of distinct shape (angular crushed silica fines and rounded glass beads) were added to two uniform quartz sands (Toyoura sand and Fujian sand) to produce four binary mixtures. Laboratory quantification of particle shape and size was conducted for both fines and sands, and a series of undrained triaxial tests was performed to investigate the overall response of the mixed soils at different percentages of fines. One of the significant findings is that the critical state friction angle of a mixed soil is affected not only by the shape of coarse particles but also by the shape of fine particles, and this shape effect is coupled with fines content. When a small amount of crushed silica fines was added to either Toyoura sand or Fujian sand, the critical state friction angle increased slightly with fines content; however, when a small amount of glass beads was added to either sand, the critical state friction angle decreased markedly with an increase in fines content. A new index, termed combined roundness, is proposed to account for the coupled effects of particle shape and fines content. The study also provides evidence showing that the undrained shear behaviour and collapsibility of a mixed soil are closely related to the shape of its constituent particles: a mixed soil containing rounded fines tends to exhibit higher susceptibility to collapse than a mixed soil containing angular fines of the same percentage, and this tendency will become more evident if the base sand is also composed of rounded particles. In addition, the study provides the first experimental evidence showing that the quasi-steady state marks a transition from a metastable to a stable microstructure. It is postulated that in a binary mixture composed of fine and coarse particles that are both rounded, the particles favour rolling, thus yielding a microstructure that is unstable, whereas in a binary mixture composed of fine and coarse particles that are both angular, the particles favour sliding rather than rolling, thus leading to a much more stable structure and response. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.11.P.062

Three-dimensional finite-element analysis of arching in a piled embankment / Y. Zhuang in Géotechnique, Vol. 62 N° 12 (Décembre 2012) 

Public ISBD [article]  in Géotechnique > Vol. 62 N° 12 (Décembre 2012) . - pp. 1127 –1131 Titre : Three-dimensional finite-element analysis of arching in a piled embankment Type de document : texte imprimé Auteurs : Y. Zhuang, Auteur ; E. Ellis, Auteur ; H.-S. Yu, Auteur Année de publication : 2012 Article en page(s) : pp. 1127 –1131 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Embankments  Piles Résumé : Piled embankments rely upon arching of the embankment material onto underlying piles, thus potentially significantly reducing load on the soft subsoil that more generally prevails beneath the embankment. Finite-element modelling of a piled embankment in plane strain has previously been reported; the ‘subsoil' was not explicitly modelled, but was represented by a vertical stress acting on the underside of the embankment. This technical note considers extension of this work to three dimensions. The results make particular reference to prediction of the stress on the subsoil at the point of ‘maximum arching' and the height of influence of arching within the embankment. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.P.113 [article] Three-dimensional finite-element analysis of arching in a piled embankment [texte imprimé] / Y. Zhuang, Auteur ; E. Ellis, Auteur ; H.-S. Yu, Auteur . - 2012 . - pp. 1127 –1131. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 62 N° 12 (Décembre 2012) . - pp. 1127 –1131 Mots-clés : Embankments  Piles Résumé : Piled embankments rely upon arching of the embankment material onto underlying piles, thus potentially significantly reducing load on the soft subsoil that more generally prevails beneath the embankment. Finite-element modelling of a piled embankment in plane strain has previously been reported; the ‘subsoil' was not explicitly modelled, but was represented by a vertical stress acting on the underside of the embankment. This technical note considers extension of this work to three dimensions. The results make particular reference to prediction of the stress on the subsoil at the point of ‘maximum arching' and the height of influence of arching within the embankment. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.P.113

Effects of water content and particle crushing on the shear behaviour of an infilled-joint soil / Y. Zhao in Géotechnique, Vol. 62 N° 12 (Décembre 2012) 

Public ISBD [article]  in Géotechnique > Vol. 62 N° 12 (Décembre 2012) . - pp. 1133 –1137 Titre : Effects of water content and particle crushing on the shear behaviour of an infilled-joint soil Type de document : texte imprimé Auteurs : Y. Zhao, Auteur ; H. Zhou, Auteur ; X. T. Feng, Auteur Année de publication : 2012 Article en page(s) : pp. 1133 –1137 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Laboratory  tests  Suction  Particle  crushing/crushability  Shear  strength Résumé : Ring shear tests were carried out on a compacted low-plasticity infilled-joint soil from Beihetan site in China. Different initial water contents (5·0, 9·0 and 13·5%) were considered. It was observed that the failure envelope is linear for the peak deviator stress but highly non-linear for the residual deviator stress in the range of high normal stresses (higher than 400 kPa), evidencing the particle crushing effect on the residual strength. Furthermore, this particle crushing effect was dependent on water content: the residual friction angle is larger at higher water content. Further grain size analysis was performed on the portion taken in the zone of shear band after each test, and changes of the fractions of 75 μm and 2 μm were compared for different water contents. The results indicate clearly that the effect of water content on particle crushing depends on particle size. For large particles (> 75 μm), water content increase enhances the particle crushing by the fracture mechanism. On the contrary, for smaller particles (< 2 μm), water content increase reduces the particle crushing by the mechanism of attrition or abrasion. Deeper analysis of the effect of the ratio of the final to initial fraction of soil with particle size less than 2 μm, S2, on the shear strength suggests that the effect of particle crushing on the residual shear strength is mainly through the production of extra clay-size particles (< 2 μm). ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.11.P.060 [article] Effects of water content and particle crushing on the shear behaviour of an infilled-joint soil [texte imprimé] / Y. Zhao, Auteur ; H. Zhou, Auteur ; X. T. Feng, Auteur . - 2012 . - pp. 1133 –1137. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 62 N° 12 (Décembre 2012) . - pp. 1133 –1137 Mots-clés : Laboratory  tests  Suction  Particle  crushing/crushability  Shear  strength Résumé : Ring shear tests were carried out on a compacted low-plasticity infilled-joint soil from Beihetan site in China. Different initial water contents (5·0, 9·0 and 13·5%) were considered. It was observed that the failure envelope is linear for the peak deviator stress but highly non-linear for the residual deviator stress in the range of high normal stresses (higher than 400 kPa), evidencing the particle crushing effect on the residual strength. Furthermore, this particle crushing effect was dependent on water content: the residual friction angle is larger at higher water content. Further grain size analysis was performed on the portion taken in the zone of shear band after each test, and changes of the fractions of 75 μm and 2 μm were compared for different water contents. The results indicate clearly that the effect of water content on particle crushing depends on particle size. For large particles (> 75 μm), water content increase enhances the particle crushing by the fracture mechanism. On the contrary, for smaller particles (< 2 μm), water content increase reduces the particle crushing by the mechanism of attrition or abrasion. Deeper analysis of the effect of the ratio of the final to initial fraction of soil with particle size less than 2 μm, S2, on the shear strength suggests that the effect of particle crushing on the residual shear strength is mainly through the production of extra clay-size particles (< 2 μm). ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.11.P.060

Earth pressure measurements on buried HDPE pipe / M. L. Talesnick in Géotechnique, Vol. 62 N° 12 (Décembre 2012) 

Public ISBD [article]  in Géotechnique > Vol. 62 N° 12 (Décembre 2012) . - pp. 1139 –1142 Titre : Earth pressure measurements on buried HDPE pipe Type de document : texte imprimé Auteurs : M. L. Talesnick, Auteur ; H.-W. Xia, Auteur ; I. D. Moore, Auteur Année de publication : 2012 Article en page(s) : pp. 1139 –1142 Note générale : Génie Civil Langues : Anglais (eng) Note de contenu : Discussion ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.12.D.002 [article] Earth pressure measurements on buried HDPE pipe [texte imprimé] / M. L. Talesnick, Auteur ; H.-W. Xia, Auteur ; I. D. Moore, Auteur . - 2012 . - pp. 1139 –1142. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 62 N° 12 (Décembre 2012) . - pp. 1139 –1142 Note de contenu : Discussion ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.12.D.002

Formation and evolution of water menisci in unsaturated granular media / S. D. N. Lourenco in Géotechnique, Vol. 62 N° 12 (Décembre 2012) 

Public ISBD [article]  in Géotechnique > Vol. 62 N° 12 (Décembre 2012) . - pp. 1143 –1144 Titre : Formation and evolution of water menisci in unsaturated granular media Type de document : texte imprimé Auteurs : S. D. N. Lourenco, Auteur ; D. Gallipoli, Auteur ; C. E. Augarde, Auteur Année de publication : 2012 Article en page(s) : pp. 1143 –1144 Note générale : Génie Civil Langues : Anglais (eng) Note de contenu : Discussion ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.12.D.004 [article] Formation and evolution of water menisci in unsaturated granular media [texte imprimé] / S. D. N. Lourenco, Auteur ; D. Gallipoli, Auteur ; C. E. Augarde, Auteur . - 2012 . - pp. 1143 –1144. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 62 N° 12 (Décembre 2012) . - pp. 1143 –1144 Note de contenu : Discussion ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.12.D.004

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