Dépouillements

Comparison of finite element and limiting equilibrium analyses for an embedded cantilever retaining wall / A. B. Fourie in Géotechnique, Vol. 39 N°2 (Juin 1989) 

Public ISBD [article]  in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 175 –188 Titre : Comparison of finite element and limiting equilibrium analyses for an embedded cantilever retaining wall Type de document : texte imprimé Auteurs : A. B. Fourie, Auteur ; D. M. Potts, Auteur Année de publication : 2007 Article en page(s) : pp. 175 –188 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Retaining  walls  Finite  elements  Soil-structure  interaction  Earth  pressure  Diaphragm  walls Résumé : The design of embedded cantilever retaining walls is often based on approximate limit equilibrium calculations. In this Paper the results of a limit equilibrium approach are compared with the results of a finite element study. Predictions of both embedment depth and maximum bending moments are compared and the finite element study is used to show the influence of such parameters as initial soil stress conditions and construction procedure. For the finite element study an elasto-plastic constitutive law is used to model the soil behaviour. The soil is assumed to behave in a fully drained manner with zero pore fluid pressures everywhere. Effective stress parameters are used to define the soil strength. The results of the comparison indicate that both the limit equilibrium method used in the Paper and the finite element approach give similar predictions of the embedment depth required to ensure stability. The maximum bending moment was calculated using two different limit equilibrium approaches. Generally it was found that predictions based on these approaches were greater than the corresponding values from the finite element analyses. In particular, for embedded cantilever walls formed by excavation in low K 0 soils or by bachtIlling one of the limit equilibrium approaches provided an overestimate of almost 50% of the maximum bending moment value predicted by the finite element method at a factor of safety of 2. The results of the study indicate that some reduction in bending moment as calculated by the limit equilibrium method may therefore be warranted. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.175 [article] Comparison of finite element and limiting equilibrium analyses for an embedded cantilever retaining wall [texte imprimé] / A. B. Fourie, Auteur ; D. M. Potts, Auteur . - 2007 . - pp. 175 –188. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 175 –188 Mots-clés : Retaining  walls  Finite  elements  Soil-structure  interaction  Earth  pressure  Diaphragm  walls Résumé : The design of embedded cantilever retaining walls is often based on approximate limit equilibrium calculations. In this Paper the results of a limit equilibrium approach are compared with the results of a finite element study. Predictions of both embedment depth and maximum bending moments are compared and the finite element study is used to show the influence of such parameters as initial soil stress conditions and construction procedure. For the finite element study an elasto-plastic constitutive law is used to model the soil behaviour. The soil is assumed to behave in a fully drained manner with zero pore fluid pressures everywhere. Effective stress parameters are used to define the soil strength. The results of the comparison indicate that both the limit equilibrium method used in the Paper and the finite element approach give similar predictions of the embedment depth required to ensure stability. The maximum bending moment was calculated using two different limit equilibrium approaches. Generally it was found that predictions based on these approaches were greater than the corresponding values from the finite element analyses. In particular, for embedded cantilever walls formed by excavation in low K 0 soils or by bachtIlling one of the limit equilibrium approaches provided an overestimate of almost 50% of the maximum bending moment value predicted by the finite element method at a factor of safety of 2. The results of the study indicate that some reduction in bending moment as calculated by the limit equilibrium method may therefore be warranted. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.175

Yield design of reinforced earth walls by a homogenization method / P. De Buhan in Géotechnique, Vol. 39 N°2 (Juin 1989) 

Public ISBD [article]  in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 189 –201 Titre : Yield design of reinforced earth walls by a homogenization method Type de document : texte imprimé Auteurs : P. De Buhan, Auteur ; R. Mangiavacchi, Auteur ; R. Nova, Auteur Année de publication : 2007 Article en page(s) : pp. 189 –201 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Stability  Failure  Limit  state  design  Reinforced  earth  Retaining  walls  Anisotropy Résumé : The increasing use of the reinforced earth technique in geotechnical engineering requires the development of reliable and practical yield design methods for reinforced earthworks. The method presented in this Paper originates from the idea that, from a macroscopic point of view, reinforced earth can be regarded as a homogeneous material with anisotropic properties, owing to the existence of privileged orientations due to the reinforcing strips. The strength criterion of such an equivalent material, which can be determined theoretically starting from the strength data of the reinforced earth components, turns out to be of the anisotropic frictional type. This criterion is applied to the stability analysis of a reinforced earth wall, making use of the yield design kinematic approach with rigid block failure mechanisms. The theoretical estimates obtained for the collapse height of the wall through this method appear to be in better agreement with experimental results than the values derived from classical design methods. Despite some limitations outlined in the Paper, the proposed yield design homogenization procedure may become an appropriate design method for reinforced soil structures in general. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.189 [article] Yield design of reinforced earth walls by a homogenization method [texte imprimé] / P. De Buhan, Auteur ; R. Mangiavacchi, Auteur ; R. Nova, Auteur . - 2007 . - pp. 189 –201. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 189 –201 Mots-clés : Stability  Failure  Limit  state  design  Reinforced  earth  Retaining  walls  Anisotropy Résumé : The increasing use of the reinforced earth technique in geotechnical engineering requires the development of reliable and practical yield design methods for reinforced earthworks. The method presented in this Paper originates from the idea that, from a macroscopic point of view, reinforced earth can be regarded as a homogeneous material with anisotropic properties, owing to the existence of privileged orientations due to the reinforcing strips. The strength criterion of such an equivalent material, which can be determined theoretically starting from the strength data of the reinforced earth components, turns out to be of the anisotropic frictional type. This criterion is applied to the stability analysis of a reinforced earth wall, making use of the yield design kinematic approach with rigid block failure mechanisms. The theoretical estimates obtained for the collapse height of the wall through this method appear to be in better agreement with experimental results than the values derived from classical design methods. Despite some limitations outlined in the Paper, the proposed yield design homogenization procedure may become an appropriate design method for reinforced soil structures in general. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.189

Axially loaded piles and pile groups embedded in a cross-anisotropic soil / Y. K. Chow in Géotechnique, Vol. 39 N°2 (Juin 1989) 

Public ISBD [article]  in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 203 –212 Titre : Axially loaded piles and pile groups embedded in a cross-anisotropic soil Type de document : texte imprimé Auteurs : Y. K. Chow, Auteur Année de publication : 2007 Article en page(s) : pp. 203 –212 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Piles  Anisotropy  Finite  elements  Soil-structure  interaction  Settlement  Elasticity Résumé : A numerical procedure is presented to study the behaviour of axially loaded piles and pile groups embedded in a cross-anisotropic soil, with isotropy as a special case. The soil profile may be homogeneous or heterogeneous. A parametric study is performed to investigate the influence of soil with anisotropic properties likely to be relevant to London clay. The results demonstrate the significance of soil anisotropy on the stiffness of single piles. However, its influence on pile-soil-pile interaction, as presented as a stiffness reduction factor, is small, whereas soil inhomogeneity has a greater influence. Some of these observations are demonstrated in a case study of a comprehensive field experiment on a row of three tubular piles jacked in London clay. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.203 [article] Axially loaded piles and pile groups embedded in a cross-anisotropic soil [texte imprimé] / Y. K. Chow, Auteur . - 2007 . - pp. 203 –212. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 203 –212 Mots-clés : Piles  Anisotropy  Finite  elements  Soil-structure  interaction  Settlement  Elasticity Résumé : A numerical procedure is presented to study the behaviour of axially loaded piles and pile groups embedded in a cross-anisotropic soil, with isotropy as a special case. The soil profile may be homogeneous or heterogeneous. A parametric study is performed to investigate the influence of soil with anisotropic properties likely to be relevant to London clay. The results demonstrate the significance of soil anisotropy on the stiffness of single piles. However, its influence on pile-soil-pile interaction, as presented as a stiffness reduction factor, is small, whereas soil inhomogeneity has a greater influence. Some of these observations are demonstrated in a case study of a comprehensive field experiment on a row of three tubular piles jacked in London clay. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.203

Pipe penetration in cohesive soil / J. D. Murff in Géotechnique, Vol. 39 N°2 (Juin 1989) 

Public ISBD [article]  in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 213 –229 Titre : Pipe penetration in cohesive soil Type de document : texte imprimé Auteurs : J. D. Murff, Auteur ; D. A. Wagner, Auteur ; M. F. Randolph, Auteur Année de publication : 2007 Article en page(s) : pp. 213 –229 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Analysis  Limit  state  design  Bearing  capacity  Offshore  geotechnics  Plasticity  Clays Résumé : Penetration of a pipe into cohesive soil is an important consideration in offshore pipeline engineering, especially as such penetration affects on-bottom stability of the pipeline. If the soil is described as a perfectly plastic cohesive material then the calculation of the limit load at a given penetration reduces to a plane strain problem in plasticity theory. Upper and lower bound solutions to this penetration problem are presented. The maximum range between the bounds occurs at one radius penetration. The difference between the upper and lower bounds varies from about ten per cent for the rough pipe case to approximately 25% for the smooth pipe case. Parametric studies demonstrate the effect of embedment depth, pipe-soil adhesion, soil surface heave, and increasing soil strength on the vertical limit load. The solutions presented are shown to compare favorably with test data. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.213 [article] Pipe penetration in cohesive soil [texte imprimé] / J. D. Murff, Auteur ; D. A. Wagner, Auteur ; M. F. Randolph, Auteur . - 2007 . - pp. 213 –229. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 213 –229 Mots-clés : Analysis  Limit  state  design  Bearing  capacity  Offshore  geotechnics  Plasticity  Clays Résumé : Penetration of a pipe into cohesive soil is an important consideration in offshore pipeline engineering, especially as such penetration affects on-bottom stability of the pipeline. If the soil is described as a perfectly plastic cohesive material then the calculation of the limit load at a given penetration reduces to a plane strain problem in plasticity theory. Upper and lower bound solutions to this penetration problem are presented. The maximum range between the bounds occurs at one radius penetration. The difference between the upper and lower bounds varies from about ten per cent for the rough pipe case to approximately 25% for the smooth pipe case. Parametric studies demonstrate the effect of embedment depth, pipe-soil adhesion, soil surface heave, and increasing soil strength on the vertical limit load. The solutions presented are shown to compare favorably with test data. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.213

Consolidation and creep of soils in plane-strain conditions / L. Suklje in Géotechnique, Vol. 39 N°2 (Juin 1989) 

Public ISBD [article]  in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 231 –250 Titre : Consolidation and creep of soils in plane-strain conditions Type de document : texte imprimé Auteurs : L. Suklje, Auteur ; B. Majes, Auteur Année de publication : 2007 Article en page(s) : pp. 231 –250 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Consolidation  Finite  elements  Constitutive  relations  Settlement  Time  dependence  Pore  pressures Résumé : Rheological relationships expressed by families of strain isotaches have been introduced into the combined system of equilibrium and diffusion equations so that at any time of the consolidation the strain speeds correspond to strain isotaches. The plane-strain earth bodies are discretized by the network of triangular finite elements with 12 degrees of freedom. When, in the late phase of the primary consolidation, the excess pore pressures approach zero, the procedure ceases to give reliable results. Further development of displacements can be computed on the assumption that the secondary consolidation occurs at constant effective stress state. The corresponding computer program has been applied to geological, drainage and boundary conditions of a test embankment built on very soft marshy soils. The results have been compared with field measurements of pore pressures and displacements. The comparison has proved that the applied joint solution offers an adequate tool for predicting the behaviour of non-linear viscous soils loaded by road embankments. In soils that exhibit effects of the previous secondary consolidation, the initial creep speed influences the forecast of settlements and of excess pore pressure dissipation. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.231 [article] Consolidation and creep of soils in plane-strain conditions [texte imprimé] / L. Suklje, Auteur ; B. Majes, Auteur . - 2007 . - pp. 231 –250. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 231 –250 Mots-clés : Consolidation  Finite  elements  Constitutive  relations  Settlement  Time  dependence  Pore  pressures Résumé : Rheological relationships expressed by families of strain isotaches have been introduced into the combined system of equilibrium and diffusion equations so that at any time of the consolidation the strain speeds correspond to strain isotaches. The plane-strain earth bodies are discretized by the network of triangular finite elements with 12 degrees of freedom. When, in the late phase of the primary consolidation, the excess pore pressures approach zero, the procedure ceases to give reliable results. Further development of displacements can be computed on the assumption that the secondary consolidation occurs at constant effective stress state. The corresponding computer program has been applied to geological, drainage and boundary conditions of a test embankment built on very soft marshy soils. The results have been compared with field measurements of pore pressures and displacements. The comparison has proved that the applied joint solution offers an adequate tool for predicting the behaviour of non-linear viscous soils loaded by road embankments. In soils that exhibit effects of the previous secondary consolidation, the initial creep speed influences the forecast of settlements and of excess pore pressure dissipation. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.231

On the variable mesh finite element analysis of unconfined seepage problems / A. Cividini in Géotechnique, Vol. 39 N°2 (Juin 1989) 

Public ISBD [article]  in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 251 –267 Titre : On the variable mesh finite element analysis of unconfined seepage problems Type de document : texte imprimé Auteurs : A. Cividini, Auteur ; G. Gioda, Auteur Année de publication : 2007 Article en page(s) : pp. 251 –267 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Seepage  Finite  elements  Computation  Keywords  Time  dependence Résumé : Some drawbacks affecting the variable mesh finite element solution of unconfined flow problems are discussed and a procedure is suggested aimed at avoiding them in steady state and transient analyses. In particular, it is shown that the results of standard algorithms often used in practice may present spurious oscillations of the phreatic surface in the vicinity of the intersection with a pervious boundary exposed to the atmosphere. They may become exceedingly large when a limited number of elements is adopted in the mesh, and in some cases lead to non-correct final (steady state) configurations of the free surface. In order to eliminate this negative effect from the finite element analysis, a simple criterion is suggested based on an algorithm for non-linear function minimization. Some applications of this technique are presented to two- and three-dimensional unconfined problems. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.251 [article] On the variable mesh finite element analysis of unconfined seepage problems [texte imprimé] / A. Cividini, Auteur ; G. Gioda, Auteur . - 2007 . - pp. 251 –267. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 251 –267 Mots-clés : Seepage  Finite  elements  Computation  Keywords  Time  dependence Résumé : Some drawbacks affecting the variable mesh finite element solution of unconfined flow problems are discussed and a procedure is suggested aimed at avoiding them in steady state and transient analyses. In particular, it is shown that the results of standard algorithms often used in practice may present spurious oscillations of the phreatic surface in the vicinity of the intersection with a pervious boundary exposed to the atmosphere. They may become exceedingly large when a limited number of elements is adopted in the mesh, and in some cases lead to non-correct final (steady state) configurations of the free surface. In order to eliminate this negative effect from the finite element analysis, a simple criterion is suggested based on an algorithm for non-linear function minimization. Some applications of this technique are presented to two- and three-dimensional unconfined problems. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.251

Interpretation of moduli from self-boring pressuremeter tests in sand / R. Bellotti in Géotechnique, Vol. 39 N°2 (Juin 1989) 

Public ISBD [article]  in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 269 –292 Titre : Interpretation of moduli from self-boring pressuremeter tests in sand Type de document : texte imprimé Auteurs : R. Bellotti, Auteur ; V. Ghionna, Auteur ; M. Jamiolkowski, Auteur Année de publication : 2007 Article en page(s) : pp. 269 –292 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Field  tests  Site  investigation  Stiffness  Analysis  Sands  Shear  modulus Résumé : The pressuremeter is a unique method for assessing directly the in situ shear stiffness of soils. However, the correct interpretation and application of the measured modulus must account for the relevant stress and strain level acting around the pressuremeter during the test. A method to correct the measured unload-reload shear modulus from self-bored pressuremeter tests in sands is proposed. The method has been evaluated using extensive data obtained from 47 tests performed in a large calibration chamber using pluvially-deposited silica sand and from 25 tests performed in situ in a natural deposit of relatively clean silica sand at the River Po, Italy. A consistent relationship was obtained between the corrected unload-reload shear modulus and the small strain shear modulus determined from resonant column tests and field cross-hole tests. Suggestions are given to link the measured moduli with moduli values required for geotechnical design problems. The importance of strain level, stress-strain model, yield and number of load cycles is discussed. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.269 [article] Interpretation of moduli from self-boring pressuremeter tests in sand [texte imprimé] / R. Bellotti, Auteur ; V. Ghionna, Auteur ; M. Jamiolkowski, Auteur . - 2007 . - pp. 269 –292. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 269 –292 Mots-clés : Field  tests  Site  investigation  Stiffness  Analysis  Sands  Shear  modulus Résumé : The pressuremeter is a unique method for assessing directly the in situ shear stiffness of soils. However, the correct interpretation and application of the measured modulus must account for the relevant stress and strain level acting around the pressuremeter during the test. A method to correct the measured unload-reload shear modulus from self-bored pressuremeter tests in sands is proposed. The method has been evaluated using extensive data obtained from 47 tests performed in a large calibration chamber using pluvially-deposited silica sand and from 25 tests performed in situ in a natural deposit of relatively clean silica sand at the River Po, Italy. A consistent relationship was obtained between the corrected unload-reload shear modulus and the small strain shear modulus determined from resonant column tests and field cross-hole tests. Suggestions are given to link the measured moduli with moduli values required for geotechnical design problems. The importance of strain level, stress-strain model, yield and number of load cycles is discussed. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.269

Stress-strain relationships from drained self-boring pressuremeter tests in sands / M. Manassero in Géotechnique, Vol. 39 N°2 (Juin 1989) 

Public ISBD [article]  in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 293 –307 Titre : Stress-strain relationships from drained self-boring pressuremeter tests in sands Type de document : texte imprimé Auteurs : M. Manassero, Auteur Année de publication : 2007 Article en page(s) : pp. 293 –307 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Field  tests  Shear  strength  Stress  analysis  Constitutive  relations  Strain  Keywords  Sands Résumé : A simple numerical method to obtain the complete stress and strain paths during a drained self-boring pressuremeter test in sand is presented. Plane strain conditions and a material behaviour according to Rowe's (1962, 1972) dilatancy theory are assumed. The proposed method has been evaluated using a large number of self-boring pressuremeter tests on Ticino sand, performed in a calibration chamber. The comparison between the calculated values of peak shear resistance and the results obtained from conventional laboratory triaxial tests shows good agreement. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.293 [article] Stress-strain relationships from drained self-boring pressuremeter tests in sands [texte imprimé] / M. Manassero, Auteur . - 2007 . - pp. 293 –307. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 293 –307 Mots-clés : Field  tests  Shear  strength  Stress  analysis  Constitutive  relations  Strain  Keywords  Sands Résumé : A simple numerical method to obtain the complete stress and strain paths during a drained self-boring pressuremeter test in sand is presented. Plane strain conditions and a material behaviour according to Rowe's (1962, 1972) dilatancy theory are assumed. The proposed method has been evaluated using a large number of self-boring pressuremeter tests on Ticino sand, performed in a calibration chamber. The comparison between the calculated values of peak shear resistance and the results obtained from conventional laboratory triaxial tests shows good agreement. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.293

Direct shear tests on sand / R. A. Jewell in Géotechnique, Vol. 39 N°2 (Juin 1989) 

Public ISBD [article]  in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 309 –322 Titre : Direct shear tests on sand Type de document : texte imprimé Auteurs : R. A. Jewell, Auteur Année de publication : 2007 Article en page(s) : pp. 309 –322 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Plasticity  Granular  materials  Shear  tests  Friction  Strains Résumé : Experimental data from unreinforced direct shear tests on sand are presented to show the influence of the boundary conditions on the test measurements. The data and the theoretical considerations of the loading in the test show that a symmetrical direct shear test arrangement is preferable. A new method of analysis for the direct shear test is introduced based on the relationship between the sand shearing resistance and dilatancy. The analysis provides an independent check on the conventional analyses and on the consistency of the data from direct shear tests. The conclusion is that the symmetrical direct shear test is an effective method for the measurement of the plane strain and direct shear angles of friction for sand and the angle of dilation, at the density and stress level tested. The measured plane strain shearing resistance corresponds closely with the minimum value with respect to strength anisotropy. A simple modification for the standard laboratory direct shear apparatus and suggestions for the analysis of standard test data are recommended. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.309 [article] Direct shear tests on sand [texte imprimé] / R. A. Jewell, Auteur . - 2007 . - pp. 309 –322. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 309 –322 Mots-clés : Plasticity  Granular  materials  Shear  tests  Friction  Strains Résumé : Experimental data from unreinforced direct shear tests on sand are presented to show the influence of the boundary conditions on the test measurements. The data and the theoretical considerations of the loading in the test show that a symmetrical direct shear test arrangement is preferable. A new method of analysis for the direct shear test is introduced based on the relationship between the sand shearing resistance and dilatancy. The analysis provides an independent check on the conventional analyses and on the consistency of the data from direct shear tests. The conclusion is that the symmetrical direct shear test is an effective method for the measurement of the plane strain and direct shear angles of friction for sand and the angle of dilation, at the density and stress level tested. The measured plane strain shearing resistance corresponds closely with the minimum value with respect to strength anisotropy. A simple modification for the standard laboratory direct shear apparatus and suggestions for the analysis of standard test data are recommended. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.309

Problems with interpretation of sand state from cone penetration test / J. A. Sladen in Géotechnique, Vol. 39 N°2 (Juin 1989) 

Public ISBD [article]  in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 323 –332 Titre : Problems with interpretation of sand state from cone penetration test Type de document : texte imprimé Auteurs : J. A. Sladen, Auteur Année de publication : 2007 Article en page(s) : pp. 323 –332 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Liquefaction  Sands  Cone  penetration  test  State  parameter Résumé : Considerable attention has been given to the inference of sand density from indirect tests, particularly the cone penetration test (CPT). Data from tests performed in large-scale chambers have demonstrated that for a given sand there is an approximately unique relationship between CPT tip resistance, density (or void ratio) and effective stress level. Data have been presented to support the supposition that CPT tip resistance, if normalized by division by the mean effective stress, is uniquely related to the difference between the current void ratio and the void ratio at the steady state at the same mean stress level. The Paper presents a study of chamber test data for the Ticino sand and demonstrates that there is no such unique relationship for this sand. Use of published correlations that fail to recognize this and other potentially important factors could result in interpretations of sand state that, if carried through to design, could in some circumstances be catastrophic. A series of flow slides that occurred during the construction of an hydraulically placed subsea sand berm at Nerlerk, in the Canadian Beaufort Sea, highlights these difficulties and provides an opportunity to compare field performance with laboratory data. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.323 [article] Problems with interpretation of sand state from cone penetration test [texte imprimé] / J. A. Sladen, Auteur . - 2007 . - pp. 323 –332. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 323 –332 Mots-clés : Liquefaction  Sands  Cone  penetration  test  State  parameter Résumé : Considerable attention has been given to the inference of sand density from indirect tests, particularly the cone penetration test (CPT). Data from tests performed in large-scale chambers have demonstrated that for a given sand there is an approximately unique relationship between CPT tip resistance, density (or void ratio) and effective stress level. Data have been presented to support the supposition that CPT tip resistance, if normalized by division by the mean effective stress, is uniquely related to the difference between the current void ratio and the void ratio at the steady state at the same mean stress level. The Paper presents a study of chamber test data for the Ticino sand and demonstrates that there is no such unique relationship for this sand. Use of published correlations that fail to recognize this and other potentially important factors could result in interpretations of sand state that, if carried through to design, could in some circumstances be catastrophic. A series of flow slides that occurred during the construction of an hydraulically placed subsea sand berm at Nerlerk, in the Canadian Beaufort Sea, highlights these difficulties and provides an opportunity to compare field performance with laboratory data. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.323

Elastic moduli of soils containing large gas bubbles / S. J. Wheeler in Géotechnique, Vol. 39 N°2 (Juin 1989) 

Public ISBD [article]  in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 333 –342 Titre : Elastic moduli of soils containing large gas bubbles Type de document : texte imprimé Auteurs : S. J. Wheeler, Auteur ; T. N. Gardner, Auteur Année de publication : 2007 Article en page(s) : pp. 333 –342 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Elasticity  Partial  saturation  Stiffness  Shear  modulus  Offshore  geotechnics  Triaxial  tests Résumé : A conceptual model for soils containing large gas bubbles is analysed to provide theoretical expressions for the drained and undrained elastic moduli. Experimental values of the undrained moduli, measured in triaxial tests at large strains, show little agreement with the theoretical predictions. This lack of agreement is probably caused by concen- trated local plastic straining, which is likely to occur in soils containing gas bubbles at all but the smallest strains. The undrained behaviour at very small strains, as represented by acoustic measure- ments of the compression wave velocity, shows much better agreement with the theoretical predictions. Improved understanding of the small strain behaviour of soils containing large gas bubbles could he of considerable benefit to the offshore industry, for predicting the deformation of foundations constructed on gas-hearing sediments. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.333 [article] Elastic moduli of soils containing large gas bubbles [texte imprimé] / S. J. Wheeler, Auteur ; T. N. Gardner, Auteur . - 2007 . - pp. 333 –342. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 333 –342 Mots-clés : Elasticity  Partial  saturation  Stiffness  Shear  modulus  Offshore  geotechnics  Triaxial  tests Résumé : A conceptual model for soils containing large gas bubbles is analysed to provide theoretical expressions for the drained and undrained elastic moduli. Experimental values of the undrained moduli, measured in triaxial tests at large strains, show little agreement with the theoretical predictions. This lack of agreement is probably caused by concen- trated local plastic straining, which is likely to occur in soils containing gas bubbles at all but the smallest strains. The undrained behaviour at very small strains, as represented by acoustic measure- ments of the compression wave velocity, shows much better agreement with the theoretical predictions. Improved understanding of the small strain behaviour of soils containing large gas bubbles could he of considerable benefit to the offshore industry, for predicting the deformation of foundations constructed on gas-hearing sediments. ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.333

A correlation between residual friction angle, gradation and the index properties of cohesive soils / T. Collotta in Géotechnique, Vol. 39 N°2 (Juin 1989) 

Public ISBD [article]  in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 343 –346 Titre : A correlation between residual friction angle, gradation and the index properties of cohesive soils Type de document : texte imprimé Auteurs : T. Collotta, Auteur ; R. Cantoni, Auteur ; U. Pavesi, Auteur Année de publication : 2007 Article en page(s) : pp. 343 –346 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Atterberg  limits  Clays  Friction  Shear  tests  Silts  Soil  properties Note de contenu : Technical Note ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.343 [article] A correlation between residual friction angle, gradation and the index properties of cohesive soils [texte imprimé] / T. Collotta, Auteur ; R. Cantoni, Auteur ; U. Pavesi, Auteur . - 2007 . - pp. 343 –346. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 343 –346 Mots-clés : Atterberg  limits  Clays  Friction  Shear  tests  Silts  Soil  properties Note de contenu : Technical Note ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.343

On the residual shearing strengh of clays / M. Maksimović in Géotechnique, Vol. 39 N°2 (Juin 1989) 

Public ISBD [article]  in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 347 –351 Titre : On the residual shearing strengh of clays Type de document : texte imprimé Auteurs : M. Maksimović, Auteur Année de publication : 2007 Article en page(s) : pp. 347 –351 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Clays  Friction  Shear  strength  Land-slides  Slopes  Atterberg  limits Note de contenu : Technical Note ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.347 [article] On the residual shearing strengh of clays [texte imprimé] / M. Maksimović, Auteur . - 2007 . - pp. 347 –351. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 39 N°2 (Juin 1989) . - pp. 347 –351 Mots-clés : Clays  Friction  Shear  strength  Land-slides  Slopes  Atterberg  limits Note de contenu : Technical Note ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.1989.39.2.347

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