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To analyze the effects of strain rate and viscoplastic strain on consolidation of natural clay, this paper presents a nonlinear viscoplastic model in which viscoplastic behaviour is modeled by a unique effective stress (σ'[sub v] ) – viscous strain (ℇ[sub v] ) – viscous strain rate (ℇ[sup ·] [sub v] ) relationship. The proposed model can consider the effects of strain rate and viscoplastic strain on consolidation, to take into account the difference in strain rate between laboratory and field conditions, and the combined processes of generation and dissipation of pore pressure during consolidation. This model can also predict the behaviour of clay during stepwise loading, constant rate of strain, and relaxation of effective stress. The predicted values using numerical analysis are compared with measured values in laboratory tests and in situ, under an embankment built on soft clay at Berthierville, Quebec. It is possible to estimate the consolidation behaviour of natural clay with reasonable accuracy using the proposed nonlinear viscoplastic model.Key words: consolidation, soft clay, strain rate, viscoplastic, relaxation.Dans le but d'analyser les effets de la vitesse de déformation et de la déformation viscoplastique sur la consolidation de l'argile naturelle, cet article présente un modèle viscoplastique non linéaire dans lequel le comportement est modélisé par une relation unique contrainte effective-déformation visqueuse-vitesse de déformation visqueuse σ'[sub v] – ℇ[sub v] – ℇ[sup ·] [sub v] . Le modèle proposé peut prendre en considération les effets de la vitesse de déformation et de la déformation viscoplastique sur la consolidation pour tenir compte de la différence dans les vitesses de déformation entre les conditions en laboratoire et sur le chantier, de même que les processus combinés de génération et de dissipation de la pression interstitielle durant la consolidation. Ce modèle peut aussi prédire le comportement de l'argile en incluant le chargement par étape, la vitesse de déformation constante, et la relaxation de la contrainte effective. Les valeurs prédites au moyen de l'analyse numérique sont comparées avec celles mesurées dans les essais en laboratoire et in situ sous un remblai construit sur de l'argile molle à Berthierville, Québec. Il est possible d'estimer le comportement en consolidation de l'argile naturelle avec une précision raisonnable au moyen du modèle viscoplastique non linéaire proposé. Mots clés : consolidation, argile molle, vitesse de déformation, viscoplastique, relaxation.[Traduit par la Rédaction] [ABSTRACT FROM AUTHOR]

An investigation and remediation of instability along cut slopes of an irrigation canal in salt-rich clayey colluvium in southern Alberta is described. Random sloughing of the canal side slopes began to occur 2 years after construction over a 7500 m length of canal and was nearly continuous over a 2500 m length 3 years later. The sloughs are shallow seated and most had the appearance of a "mud" flow. Soil salinity also developed along the canal slopes due to capillarity and evaporation. Failure of the clay slopes in the cut sections is attributed to swelling, dispersion, and softening of the subgrade due to exposure of the salt-laden clays to fresh water. In contrast, 600 m of salt-rich clayey colluvium compacted as a clay liner on the canal side slopes showed no evidence of sloughing and salt loading after 9 years of service. Good soil compaction inhibited softening and slope instability in these salt-rich soils. Results from detailed site investigations and observations, and the interplay of soil chemistry and geology, facilitated the selection of a satisfactory method of repair. Repairs consisted of reconstructing 2500 m of canal by overexcavating the canal subgrade and replacing those soils with compacted soil.Key words: clays, salts, dispersive, sloughing, salinity, compaction.On présente une étude et un comfortement de l'instabilité le long de pentes excavées d'un canal d'irrigation dans les colluvions argileux riches en sel dans le sud de l'Alberta. Des glissements superficiels aléatoires dans les pentes latérales du canal ont commencé à se produire 2 ans après la construction sur une longueur de 7500 m de canal et étaient quasiment continus sur une longueur de 2500 m après 3 ans. Les surfaces de glissement sont peu profondes, et la plupart avaient une apparence d'écoulements de boue. La salinité du sol s'est accentuée le long des pentes du canal à cause de la capillarité et de l'évaporation. La rupture des pentes argileuses dans les sections excavées est attribuée au gonflement, à la dispersion, et au ramollissement de la fondation par suite de l'exposition à l'eau douce des argiles chargées de sel. Par opposition, 600 m de colluvions argileux riches en sel compactés comme membrane argileuse sur les pentes latérales du canal n'ont montré aucune évidence de glissement de surface et d'absorption de sel après 9 ans de service. Un bon compactage du sol a empêché le ramollissement et l'instabilité de la pente dans ces sols riches en sel. Les résultats des études et observations détaillées du site, et l'interaction de la chimie et de la géologie ont facilité la sélection d'une méthode satisfaisante de réparation. Les réparations ont consisté en la reconstruction de 2500 m de canal par surexcavation de la fondation du canal et le remplacement de ces sols par un sol compacté.Mots clés : argiles, sels, dipersive, glissement de surface, salinité, compactage.[Traduit par la Rédaction] [ABSTRACT FROM AUTHOR]

This paper presents the results of an extensive field investigation of several instrumented road sections in the Province of Quebec, Canada. Falling-weight deflectometer tests, static load tests on embedded plates at different depths, large dynamic cone penetration (DCP) tests, and piezocone tests (CPTU) were performed to study the mechanical response of the pavement. A correlation between elastic deformation modulus inferred from the plate load tests and DCP penetration index was obtained for nine different sites. A correlation between the equivalent elastic modulus of uniform subgrade soils and piezocone tip resistance was also established using data from the falling-weight deflectometer. A procedure for calculating the deflection basin for any pavement system placed over a more complex subgrade stratigraphy was proposed using these correlations. The proposed procedure was validated on two sites and its performance was adequate, since the calculated deflection basins agreed well with the measured deflection basins.Key words: penetration test, piezocone, deflection, pavement, in situ.Cet article présente les résultats d'une étude élaborée sur le terrain de plusieurs sections de route instrumentées dans la Province de Québec, Canada. Des essais au déflectomètre à masse tombante, de chargement statique sur des plaques enfouies à différentes profondeurs, de pénétration dynamique d'un gros cône (DCP), et de piézocône (CPTU) ont été réalisés pour étudier la réponse mécanique de la chaussée. Une corrélation entre le module de déformation élastique déduit des essais de chargement de plaques et l'indice de pénétration DCP a été obtenue pour neuf sites différents. Une corrélation entre le module élastique équivalent des sols de fondations uniformes et la résistance en pointe du piézocône a aussi été établie au moyen des données du déflectomètre à masse tombante. En partant de ces corrélations, on a proposé une procédure pour calculer le bassin de déflexion pour n'importe quel système de chaussée reposant sur une stratigraphie d'infrastructure complexe. La procédure proposée a été validée sur deux sites et sa performance a été adéquate puisque les bassins de déflexion calculés concordaient bien avec les valeurs mesurées.Mots clés : essai de pénétration, piézocône, déflexion, chaussée, in situ.[Traduit par la Rédaction] [ABSTRACT FROM AUTHOR]

A geological disaster occurs when natural geological processes impact on our activities, either through loss of life or injury or through economic loss. A geological hazard is a potential disaster. Geological hazard in the Province of Newfoundland and Labrador was studied by archival research using a variety of sources to document the historical record of disaster. This record, although undoubtedly incomplete and selective, demonstrates that the province was affected by numerous geological disasters that inflicted a major economic and social cost. At least 80 people have been killed in Newfoundland and Labrador since 1863 in such incidents, including debris flows, rockfalls, avalanches, and tsunamis. Many Newfoundland communities have developed at the base of steep slopes and are therefore prone to landslides and avalanches or are built adjacent to the coast and are susceptible to storm damage. The economic cost is difficult to estimate, but remedial measures for individual events range from Can$ 20 000 for the construction of 50 m of gabions and retaining walls to Can$ 3 000 000 for community-level coastal flood-protection measures. Many of the documented geological disasters were unavoidable and were the inevitable result of geography. However, some were predictable and therefore preventable, either because a similar event had previously occurred in the same area or because geological factors, such as rapid coastal erosion or rising relative sea levels, were not considered during the planning process. The identification of serious avalanche and rockfall hazards in the Battery, St. John's, has led to installation of protective measures. Archival research methods provide a cheap, effective, and useful means of defining regional geological hazard. Key words: avalanche, landslide, rockfall, hazard, tsunami.Un désastre géologique se produit lorsque les processus géologiques ont un impact sur nos activités, soit par pertes de vie ou blessures, soit par pertes économiques. Un risque géologique est un désastre potentiel. Le risque géologique dans la province de Terre-Neuve et le Labrador a été étudié par une recherche des archives utilisant plusieurs sources pour documenter le dossier historique des désastres. Ce dossier, quoique incomplet et sélectif, démontre que la province a été affectée par de nombreux désastres géologiques qui ont infligé un coût économique et social important. Au moins 80 personnes ont été tuées à Terre-Neuve et au Labrador depuis 1863 dans de tels incidents, incluant des coulées de débris, chutes de roches, avalanches et tsunamis. Plusieurs communautés de Terre-Neuve se sont développées au pied de pentes raides et sont par conséquent exposées aux glissements de terrain et aux avalanches, ou sont construites contiguës à la côte et sont exposées aux dommages dus aux tempêtes. Le coût économique est difficile à estimer, mais les méthodes de confortement pour les événements individuels s'étendent de 20 000 $CAN pour la construction de 50 m de gabions et de murs de soutènement, à 3 000 000 $CAN pour des mesures de protection de la côte contre les inondations au niveau de la communauté. Plusieurs des désastres géologiques documentés étaient inévitables et étaient la conséquence inéluctable de la géographie. Cependant, certains étaient prévisibles et donc évitables, soit parce qu'un événement similaire s'était produit précédemment dans la même région, soit parce que des facteurs géologiques tels que l'érosion rapide de la côte ou le soulèvement relatif des niveaux de la mer n'ont pas été pris en considération au cours du processus de planification. L'identification de risques sérieux d'avalanches et de chutes de roches dans le Battery, St. John's, a conduit à l'installation de mesures de protection. Les méthodes de recherche d'archives fournissent un moyen peu coûteux, efficace et utile pour définir le risque géologique régional. Mots clés : avalanche, glissement, chute de roche, risque, tsunami. [Traduit par la Rédaction] [ABSTRACT FROM AUTHOR]

Presents information on the "Canadian Geotechnical Journal." Acknowledgment of editors and reviewers who participated in the journal; Objective of the journal.

Two large landslides in overconsolidated glaciolacustrine clay and silt, located in river valleys in British Columbia, were found to be quite similar in their main aspects. However, their failure behaviour was very different. One continues to exhibit intermittent, mainly ductile deformations with limited mobility which are typical of compound landslides in stiff clay. The other suddenly developed into an extremely rapid flow slide of 6.4 Mm[sup 3] , damming a large river in the course of a few minutes and projecting a wave onto the opposite bank. The flow slide followed a period of strong infiltration. A comparison of the two cases explains the difference in their failure behaviour. Three possible mechanisms for brittle flow slide formation are proposed, the first based on the undrained brittleness of soil at the rupture surface, the second on the high internal strength of the sliding body, and the third on macroscopic brittleness developed by pre-failure ductile deformation and softening. Both latter mechanisms are facilitated by the presence of nonplastic units in the sliding mass.Key words: overconsolidated clay, silt, landslide, flow slide, brittleness, glaciolacustrine deposits.On a observé que deux grands glissements dans les argiles et silts glacio-marins surconsolidés situés dans des vallées de rivières en Colombie-Britannique étaient tout à fait semblables sous leurs principaux aspects. Cependant, leurs comportements en rupture ont été très différents. L'un continue de montrer des déformations intermittentes principalement ductiles avec une mobilité limitée, ce qui est typique des glissements composés dans les argiles raides. L'autre a soudainement développé une coulée extrêmement rapide de 6,4 Mm[sup 3] , damant une rivière importante en l'espace de quelques minutes et projetant une vague sur la berge opposée. La coulée s'est produite après une période de forte infiltration. Une comparaison des deux cas explique la différence dans leur comportement en rupture. On propose trois mécanismes possibles de formation de coulée: le premier basé sur la fragilité non drainée du sol le long de la surface de rupture, le second sur la forte résistance interne de la masse en mouvement, et le troisième sur la fragilité macroscopique développée par une déformation ductile et un ramollissement avant la rupture. Le deux derniers mécanismes sont facilités par la présence d'unités non plastiques dans la masse en mouvement. Mots clés : argile surconsolidée, silt, glissement, coulée, fragilité, dépôts glacio-marins.[Traduit par la Rédaction] [ABSTRACT FROM AUTHOR]

The paper presents the results of laboratory triaxial compression tests to study the stiffness of very loose Fraser River sands. The stiffness has been shown to be very dependent on the time of confinement prior to shearing and the stress ratio at which the sample is aged. Higher stress ratios resulted in very low initial moduli with no ageing, but the moduli increased by several hundred percent during the first 1000 min of ageing. For ageing at a stress ratio of 1.0 (i.e., isotropic ageing), the initial moduli were higher than those for ageing at high stress ratios, but the stiffness increased by only about 60% during the first 1000 min of ageing. The rate of stiffness increase was approximately linear with the logarithm of time up to ageing times of 10 000 min (>1 week). Ageing at any stress ratio resulted in reduced contractive volumetric strain during subsequent shearing, reflecting a change in soil structure during ageing. The dℇ[sub v] /dℇ[sub a] ratio under triaxial compression loading decreased as the ageing stress ratio increased. The results suggest that close attention must be paid to the age of laboratory samples prepared to study the stress–strain response of sands at strains up to about 0.1%, particularly in studies on loose sand.Key words: sands, ageing, creep, modulus.Cet article présente les résultats d'un programme d'essais en laboratoire pour étudier la rigidité de sables très lâches du fleuve Fraser au moyen d'essais de compression triaxiale. On a montré que la rigidité était très dépendante du temps de confinement antérieur au cisaillement et du rapport des contraintes sous lequel l'échantillon a vieilli. Des rapports de contraintes plus élevés ont donné des modules initiaux très faibles sans vieillissement, mais les modules ont augmenté de plusieurs 100 % au cours des mille premières minutes de vieillissement. Sous un vieillissement isotrope, les modules initiaux étaient plus élevés que pour des rapports de contraintes plus élevés mais la rigidité a augmenté de seulement environ 60 % durant les 1000 premières minutes de vieillissement. La vitesse d'augmentation de la rigidité était approximativement linéaire en fonction du logarithme du temps jusqu'à des temps de vieillissement de 10 000 minutes (>1 semaine). Le vieillissement sous n'importe quel rapport de contraintes a donné des déformations volumétriques de contraction réduites durant le cisaillement subséquent, ce qui indiquait un changement dans la structure du sol durant le vieillissement. Le rapport dℇ[sub v] /dℇ[sub a] sous chargement triaxial en compression a diminué lorsque le rapport de contraintes de vieillissement augmentait. Les résultats suggèrent que l'on doit porter un attention particulière à l'âge des échantillons préparés en laboratoire pour étudier la réponse contrainte-déformation des sables jusqu'à des déformations de 0,1 %, particulièrement dans les études sur le sable lâche.Mots clés : sables, vieillissement, fluage, module.[Traduit par la Rédaction] [ABSTRACT FROM AUTHOR]

The preconsolidation pressure and overconsolidation ratio profiles are the most important factors related to the mechanical behaviour of clay deposits. They are interpreted on the basis of a limited number of laboratory tests, but the near-continuous information provided by the piezocone can allow local data to be extrapolated to an entire site. Numerous methods have been proposed for relating piezocone data to preconsolidation pressure and the overconsolidation ratio, but their validity is still uncertain. In this paper, nine methods are compared on the basis of data collected on 31 sensitive clay sites in Quebec whose preconsolidation pressure profiles are well known. Each method is briefly presented and the most promising are identified. The simplest method, which directly relates preconsolidation pressure to net tip resistance, also appears to be the most effective.Key words: clay, preconsolidation pressure, overconsolidation ratio, piezocone, correlations.Les profils de pression de préconsolidation et du rapport de surconsolidation constituent les éléments les plus importants en ce qui concerne le comportement mécanique des dépôts argileux. Leur évaluation se fait par un nombre limité d'essais de laboratoire, mais les données fournies par le piézocône de manière presque continue peuvent permettre une extrapolation à l'ensemble du site de ces données locales. De nombreuses méthodes ont été proposées pour corréler les données du piézocône et la pression de préconsolidation ou le rapport de surconsolidation mais leur validité est encore incertaine. Dans le présent article, neuf méthodes sont examinées à partir de données provenant de 31 sites d'argile sensible de la province du Québec pour lesquels les profils de pression de préconsolidation sont bien connus. Chaque méthode est brièvement présentée et les méthodes les plus intéressantes sont identifiées. Il semble que la relation entre la pression de préconsolidation et la résistance en pointe nette, qui est la plus simple, est aussi la plus efficace.Mots clés : argile, pression de préconsolidation, rapport de surconsolidation, piézocône, corrélations. [ABSTRACT FROM AUTHOR]

The Lesueur landslide occurred on 3 September 1963 on the outside of a meander of the North Saskatchewan River in northeast Edmonton. The displaced volume was 0.76 Mm[sup 3] of Pleistocene deposits and underlying Upper Cretaceous mudstones. The trigger of the landslide is believed to be accelerated erosion of the slope toe caused by dumping of mine waste on the inside of the meander. Surveys in 1964, 1971, 1992, 1995, 1997, and 1998 have documented continued slope movements. The main scarp grew in height from 7.5 m on 4 September 1963 to 13.9 m in 1995 but retrogressed only 3 m. The displaced material extended up to 24 m into the North Saskatchewan River. When the forward motion of the passive block of the translational slide ceased to be driven by the sinking of the active block, river erosion caused rotational sliding of the displaced material on the surface of separation.Key words: landslide, Edmonton, Cretaceous, mudstone, erosion, North Saskatchewan River.Le glissement de Lesueur s'est produit le 3 septembre 1963 sur l'extérieur d'un méandre de la rivière North Saskatchewan au nord est de Edmonton. Le volume déplacé était de 0,76 Mm[sup 3] de dépôts du Pléistocène et d'argilites sous-jacents du Crétacée supérieur. On croit que le facteur déclencheur du glissement est l'érosion accélérée du talus causée par le déversement de résidus miniers à l'intérieur du méandre. Des relevés en 1964, 1971, 1992, 1995, 1997, et 1998 ont documenté des mouvements continuels du talus. La principale cicatrice s'est accrue en hauteur de 7,5 m le 4 septembre 1963 à 13,9 m en 1995, mais a rétrogressé de seulement 3 m. Lorsque le mouvement vers l'avant du bloc de butée du glissement de translation résultant de l'enfoncement du bloc de poussée a cessé de se produire, l'érosion de la rivière a causé un mouvement de glissement en rotation du matériau déplacé sur la surface de séparation.Mots clés : glissement, Edmonton, Crétacée, argilite, érosion, rivière North Saskatchewan.[Traduit par la Rédaction] [ABSTRACT FROM AUTHOR]

Pays tribute to Anthony Stermac, a geotechnic engineer, who died in Toronto, Ontario in April 2002. Biography of Stermac; Achievements; Accomplishments.

Two large-scale sealing experiments were conducted at Atomic Energy of Canada Limited's Underground Research Laboratory at Lac du Bonnet, Manitoba. The rate of water uptake in densely compacted sand–clay buffer materials proposed for use in a deep geologic repository for spent nuclear fuel was monitored. The buffer–container experiment examined the influence of heat on the performance of a large mass of buffer. Temperatures, water contents, and total and hydraulic pressures within and surrounding the installation were monitored for approximately 2.5 years. Local groundwater pressures increased as a result of rising temperatures. Water uptake and redistribution occurred in the buffer due to drying shrinkage close to the heater and counter-acted swelling due to an increase in water content near the rock–buffer interface. The isothermal test (ITT) allowed natural groundwater uptake from the surrounding rock mass under isothermal conditions. It was monitored for a period of 6.5 years and is the first, and longest running test of its kind yet conducted in the world. During its operation, the ITT (for as yet unconfirmed reasons) experienced a 35% decrease in the rate of water supply relative to that measured prior to experiment installation. This decrease impacts on the time required for saturation to be achieved.Key words: buffer, bentonite, underground research laboratory, instrumentation.Deux essais d'étanchéité à grande échelle ont été conduits au Laboratoire de recherche souterrain de l'Énergie atomique du Canada au lac du Bonnet, Manitoba. On a mesuré la vitesse d'absorption d'eau dans des matériaux tampons formés de sable et argile densément compacts devant être utilisés dans un dépôt géologique profond pour le combustible nucléaire irradié. L'expérience tampon–conteneur a permis d'examiner l'influence de la chaleur sur la performance d'une large masse de tampon. Les températures, teneurs en eau, pressions totales et hydrauliques à l'intérieur et autour de l'installation ont été mesurées durant environ 2,5 années. Les pressions de l'eau souterraine locale ont augmenté à cause de l'augmentation de la température, une absorption et une redistribution se sont produites dans le tampon à cause du séchage et du retrait près des points chauds d'une part, et de l'action inverse du gonflement dû à l'augmentation de la teneur en eau près de l'interface roc–tampon d'autre part. L'essai isothermique a permis l'absorption de l'eau souterraine naturelle venant du massif rocheux dans des conditions isothermiques. Des mesures ont été prises durant une période de 6,5 années, et cet essai est le premier et le plus long essai de ce type à être réalisé jusqu'à ce jour dans le monde. Au cours de son opération, cet essai a subi, pour des raisons encore non confirmées, une diminution de 35 % de la vitesse de son alimentation en eau par rapport à celle mesurée avant la mise en place de l'expérience. Ceci a des impacts sur le temps requis pour atteindre la saturation.Mots clés : tampon, bentonite, Laboratoire de recherche souterrain, instrumentation.[Traduit par la Rédaction] [ABSTRACT FROM AUTHOR]

The Eureka River landslide of June 1990, at 50 Mm[sup 3] , is one of the largest historical landslides on the Interior Plains of Canada. It is one of seven large translational landslides to have occurred in the Peace River Lowlands within the last 65 years. Each landslide occurred in Quaternary sediments deposited within a preglacial valley. Each landslide formed a dam. The rupture surface of the Eureka River landslide in preglacial lacustrine sediment, 125 m below the Peace River Lowlands plains, extended beneath the river channel causing the channel to be elevated. The resulting landslide dam was over 20 m high, forming a lake exceeding 8 km in length. The river cut a new channel around the toe of the landslide, abandoning the prelandslide channel. As the new channel is free of armour, incision has been rapid. After 10 years, the dam now stands approximately 5 m high.Key words: landslide, landslide dam, Peace River, Alberta, preglacial valley, geomorphology.Le glissement de la rivière Eureka de juin 1990, ayant un volume de 50 Mm[sup 3] , est un des plus importants glissements historiques des Plaines intérieures du Canada. Il est un des sept grands glissements translationnels à s'être produits dans les Basses-Terres de la rivière Peace au cours des 65 dernières années. Chaque glissement s'est produit dans les sédiments du Quaternaire déposés dans une vallée préglaciaire. Chaque glissement forme un barrage. La surface de rupture du glissement de la rivière Eureka dans le sédiment lacustre préglaciaire, localisée à 125 m sous les plaines des Basses-Terres de la rivière Peace, s'étendait sous le canal de la rivière produisant un soulèvement du canal. Le barrage du glissement résultant avait plus de 20 m de hauteur, formant un lac excédant 8 km de longueur. La rivière s'est frayé un nouveau canal autour du pied du glissement, abandonnant le canal existant avant le glissement. Comme le nouveau canal était libre d'armature, l'entaille a été rapide. Après 10 ans, le barrage mesure maintenant environ 5 m de hauteur.Mots clés : glissement, barrage de glissement, rivière Peace, Alberta, vallée préglaciaire, géomorphologie.[Traduit par la Rédaction] [ABSTRACT FROM AUTHOR]

The hydraulic conductivity of six compacted tills from northern Quebec with different grain-size distributions has been studied in saturated conditions in the laboratory. The results show that compaction conditions play an important role in hydraulic conductivity. When considering the hydraulic conductivities of specimens compacted at degrees of saturation greater than the optimum, there is a good correlation with the content of clay-size particles. This paper provides a good practical tool for evaluating preliminary hydraulic conductivity values of compacted tills from northern Quebec on the basis of their grain-size distribution and compaction conditions.Key words: till, hydraulic conductivity, grain-size distribution, compaction conditions.La conductivité hydraulique de six tills du nord québécois présentant des granulométries différentes a été étudiée en conditions saturées, en laboratoire. Les résultats montrent que les conditions de compactage jouent un rôle important dans la conductivité hydraulique qui en résulte. Lorsque l'on considère les conductivités hydrauliques mesurées sur des échantillons compactés à des degrés de saturation plus élevés que celui à l'optimum, on obtient une bonne corrélation avec le pourcentage de particules de dimensions argileuses. Cet article fournit donc un bon outil pratique pour une évaluation préliminaire de la conductivité hydraulique des tills du nord québécois sur la base de leur granulométrie et des conditions de compactage.Mots clés : till, conductivité hydraulique, granulométrie, conditions de compactage. [ABSTRACT FROM AUTHOR]

Presents a study that applied a spreadsheet-based, probabilistic slope analysis methodology to evaluate the stability of a section of the Syncrude Tailings Dyke in Fort McMurray, Alberta. Height of the dyke; Performance of the dyke; Techniques used in quantifying the various components of parameter uncertainty.

Evaluates the soil properties responsible for the external corrosion of cast iron mains in Toronto, Ontario. Description of the city's water distribution network; Processes associated with corrosion; Classification of soil samples.

Presents the results of the computer modelling component of the cover instrumentation research program initiated by Placer Dome Canada in British Columbia. Objectives of the computer modelling; Functions of a vegetated soil cover; Processes which are controlling water fluxes.

Analyzes field test results obtained by means of the Cambridge self-boring pressuremeter (SBMP) in a sensitive Champlain clay in Louiseville, Quebec. Parameters obtained from the interpretation of SBMP; Details of the use of stress paths; Properties of the soil encountered at the site.

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Provides information on the volume of manuscripts sent to the "Canadian Geotechnical Journal" to be reviewed. Affiliation of the journal with the Canadian Geotechnical Society; Reason behind the increase in the workload of Associate Editors of the journal; List of reviewers who contributed to the journal.

Presents a note of appreciation to the people who contributed to the volume 41, 2004 issue of the "Canadian Geotechnical Journal ."

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Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Four different seismic methods were used extensively to evaluate the shear wave velocity of soils and rock in the city of Ottawa, Canada, from which the travel-time weighted average shear wave velocity (Vs) from surface to 30 m in depth (Vs30) and the fundamental frequency (F0) were computed. Three main geological or geotechnical units were identified with distinct shear wave velocities: these consist of very loose thick post-glacial fine-grained sands, silts, and clays (Vs <150 m/s, thickness up to 110 m), firm glacial sediments (Vs ~580 m/s, thickness ~3 m), and very firm bedrock (Vs ~1750-3550 m/s). The seismic methods applied were downhole interval Vs measurements at 15 borehole sites, seismic refraction-reflection profile measurements for 686 sites, high-resolution shear wave reflection 'landstreamer' profiling for 25 km in total, and horizontal-to-vertical spectral ratio (HVSR) of ambient seismic noise to evaluate the fundamental frequency for ~400 sites. Most of these methods are able to distinguish the very high shear wave impedance of and depth to bedrock. Sparse earthquake recordings show that the soil amplification is large for weak motion when the soil behaves linearly. Quatre méthodes sismiques différentes ont été grandement utilisées afin d'évaluer la vitesse des ondes de cisaillement des sols et roches dans la ville d'Ottawa, Canada, à partir desquelles la vitesse moyenne des ondes de cisaillement pondérée selon le temps de parcours (Vs) de la surface jusqu'à une profondeur de 30 m (Vs30) et la fréquence fondamentale (F0) ont été calculées. Trois unités géologiques ou géotechniques principales ont été identifiées selon des vitesses des ondes de cisaillement distinctes : des sables, silts et argiles post-glaciaires fins, lâches et épais (Vs <150 m/s, jusqu'à 110 m d'épaisseur), des sédiments glaciaires fermes (Vs ~580 m/s, ~3 m d'épaisseur) et du substratum rocheux très ferme (Vs ~1750-3550 m/s). Les méthodes sismiques appliquées étaient des mesures de Vs par intervalle en fond de forage pour 15 sites de forage, des mesures du profil de réfraction-réflexion sismique pour 686 sites, du profilage de la réflexion des ondes de cisaillement à haute résolution « landstreamer » pour 25 km linéaire au total, et le ratio spectral horizontal-vertical (RSHV) du bruit sismique ambiant pour l'évaluation de la fréquence fondamentale sur environ 400 sites. La majorité de ces méthodes sont capables de distinguer l'impédance très élevée aux ondes de cisaillement et la profondeur jusqu'au substratum rocheux. Quelques mesures de séismes montrent que l'amplification du sol est grande pour des mouvements faibles lorsque le sol de comporte de façon linéaire. [ABSTRACT FROM AUTHOR]

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

The article focuses on the publisher's policy concerning open access publishing. It states Canadian funding agencies adopted a policy requiring peer-reviewed journal publications that are federally funded to be made available within a year of publication. It mentions methods by which authors can ensure their research is published open access, including through use of an open access repository, in their own institutional repository, or using the OpenArticle publishing option, and talks about charges for OpenArticle.

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Investigations of the soil–foundation interaction behaviour of wind turbine foundations and transfer of energy from the wind to the ground have not been reported in Canada. Indeed, very few vibration monitoring studies have been conducted globally around wind farms. It has been found that turbines predominantly produce vibrations related to structural resonances and blade-passing frequencies. Energy is found to be modified with distance and is dominated by surface waves. This paper describes a study of the effect of wind–structure interaction on the behaviour of a turbine foundation and the generation of ground-based vibrations around a working commercial wind turbine in Ontario. The field monitoring system and meteorological instrumentation are described in this paper and the responses of the structure and surrounding ground due to the fluctuating wind-field are discussed. The spectral analysis shows that the higher frequency vibrations attenuate more rapidly than the lower frequency vibrations. The tilted elliptical particle motions are found to be non-Gaussian because of the non-Gaussian wind conditions. The response attenuation with distance indicates that both geometric and material attenuation may dominate the vibration attenuation in the near field and only geometric attenuation occurs in the far field. [ABSTRACT FROM AUTHOR]

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Canadian Geotechnical Journal is the property of Canadian Science Publishing and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)