Search

The paper describes load and resistance factor design (LRFD) calibration for the resistance factor used in the Stiffness Method internal stability soil failure limit state for geogrid mechanically stabilized earth (MSE) walls. The Stiffness Method was recently adopted in the current American Association of State Highway and Transportation Officials LRFD Bridge Design Specifications in the US, and will appear in the next edition of the Canadian Highway Bridge Design Code. The paper describes the details of the calibration of the soil failure limit state which is unique to the Stiffness Method. Calibration outcomes include consideration of the concept of level of understanding in the selection of nominal load and resistance values which is unique to LRFD foundation engineering practice in Canada. A practical conclusion from these calculations is that if product line-specific creep test data are available to estimate the reinforcement secant creep stiffness used for design, then a resistance factor of 1.0 is reasonable for US practice. If only minimum average roll value tensile strength data are available, then a value of 0.95 is recommended for US practice. For Canadian practice, the corresponding values for typical level of understanding are 0.90 and 0.85, respectively. [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 finite element method is used for the determination of the collapse load of a rigid strip footing placed on a uniform layer of purely frictional soil subjected to inclined and eccentric loading. The footing is set on the free surface of the soil mass with no surcharge applied. The soil is assumed to be elastic – perfectly plastic following the Mohr–Coulomb failure criterion. Two series of analyses were performed, one using an associated flow rule and one using a nonassociated flow rule. The first series is in accordance with bearing capacity solutions currently used in shallow foundation design practice, while the second one is consistent with the dilatancy exhibited by sands in reality. Both probe-type analyses and swipe-type analyses were undertaken. Analyses for associated and nonassociated flow rules yield essentially the same trends regarding the effective width, inclination factor, and normalized vertical force – horizontal force – moment (V–H–M) failure envelope. The results show that the inclination factor depends on the value of the friction angle, whereas the effective width does not. On utilise la méthode des éléments finis pour la détermination de la charge d’effondrement d’une semelle filante rigide placée sur une couche uniforme de sol purement à frottement soumise à un chargement incliné et excentrique. La semelle est placée sur la surface libre du massif de sol sans aucune surcharge appliquée. On suppose que le sol est élastique et parfaitement plastique selon le critère de rupture de Mohr–Coulomb. Deux séries d’analyses ont été réalisées, une utilisant une loi d’écoulement associée et une utilisant une loi d’écoulement non associée. La première série est en accord avec les solutions de capacité portante couramment utilisées dans la pratique de conception de fondations superficielles, alors que la seconde est consistante avec la dilatance qui se produit dans les sables en réalité. Des analyses tant ponctuelles que globales ont été réalisées. Les analyses pour les lois d’écoulement associées et non associées conduisent essentiellement aux mêmes tendances quant à la largeur effective, au coefficient d’inclinaison et à l’enveloppe de rupture V–H–M normalizée. Les résultats montrent que, contrairement à la largeur effective, le coefficient d’inclinaison dépend de la valeur de l’angle de frottement. [ABSTRACT FROM AUTHOR]

The study concerns the full-scale testing of some low-volume road pavements using the heavy vehicle simulator (HVS) Nordic. The road structures were built with different angle side slopes and then trafficked to determine their performance. Performance was assessed in terms of rutting development and in terms of a geotechnical wedge stability method. A geometric factor has been introduced to describe the effect of side slope on the rate of rutting development. The geometric factor describes an average, structurally independent increase in the rate of rutting, which depends on the steepness of slope and on the distance to the edge of the construction but not on the load. To achieve the analysis, a finite element model of the road structures was established using appropriate resilient moduli values. These values were obtained after a comparison of values obtained from in situ measurements, back-calculated from in situ loading tests and laboratory tests, which differed appreciably. L’étude porte sur des essais à pleine échelle de chaussées de faible volume en utilisant le HVS Nordic (véhicule simulateur lourd). Les structures de la route ont été construites avec différents angles des pentes latérales et soumises à du trafic pour déterminer leur performance. La performance a été évaluée en termes de développement d’orniérage et en termes de stabilité par la méthode géotechnique du coin. Un coefficient géotechnique a été introduit pour décrire l’effet de la pente latérale sur la vitesse de développement de l’orniérage. Le coefficient géotechnique décrit une moyenne d’accroissement structuralement indépendante de la vitesse d’orniérage, qui dépend de l’inclinaison de la pente et de la distance jusqu’à l’arête de la construction, mais non de la charge. Pour réaliser l’analyse, un modèle d’éléments finis des structures de route a été mis au point en utilisant des valeurs de modules résilients appropriés. Ces valeurs ont été obtenues après une comparaison des valeurs obtenues des mesures in situ calculées à rebours en partant d’essais de chargement in situ et d’essais en laboratoire, qui diffèrent appréciablement. [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.)