A three-dimensional (3D) numerical implementation of the limit analysis upper-bound theorem is used to determine passive horizontal earth-pressure coefficients. An extension technique allowing determination of the 3D passive earth pressures for any width-to-height ratios greater than 7 is presented. The horizontal passive earth-pressure coefficients are presented and compared with solutions published previously. Results of the ratio between the 3D and two-dimensional horizontal passive earth-pressure coefficients are shown and found to be almost independent of the soil-to-wall friction ratio. A simple equation is proposed for calculating this passive earth-pressure ratio.Key words: three-dimensional passive earth-pressure coefficients, upper-bound numerical analysis, finite elements.Résumé : Une application numérique en trois dimensions (3D) du théorème cinématique de l'analyse limite est utilisée pour déter-miner les coefficients horizontaux de butée. Une technique d'extension, qui permet de déterminer les pressions de butée en 3D pour des ratios de largeur sur hauteur de plus de 7, est présentée. Les coefficients horizontaux de butée sont présentés et comparés avec des solutions déjà publiées. Les résultats des ratios entre les coefficients horizontaux de butée en 3D et en deux dimensions sont montrés et sont presque indépendants du frottement sol-mur. Une équation simple est proposée pour calculer ce ratio de butée.Mots-clés : coefficients de butée en trois dimensions, analyse numérique à l'approche cinématique, éléments finis.[Traduit par la Rédaction]

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An experimental technique, using a computer controlled triaxial test to evaluate the coefficient of earth pressure at rest, K0 , is presented. The method does not require the use of any radial measurement transducers and is free from any side friction effects, typical of oedometer testing. It uses commercial software (GDSlab) which applies ramps of radial stress with back volume measurement, ensuring that the diameter change remains zero. The method is applicable only to saturated specimens in drained conditions. The equipment used is briefly described, as well as the testing procedure. Results of a laboratory test, on a granular material, applying a loading-unloading-reloading condition, are presented, and the relation of K0 with OCR (overconsolidation ratio) is investigated. The experimental results are compared with empirical equations given by other publications, suggesting the adequacy of this test method to determine K0 either in normally consolidated or overconsolidated stress paths.

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This paper presents an experimental investigation into the effects of porosity, dry density and cement content on the unconfined compressive strength and modulus of elasticity of cement-bound soil mixtures. A clayey sand was used with two different proportions of type IV Portland cement, 10% and 14% of the dry mass of the soil. Specimens were moulded with the same water content but using four different compaction efforts, corresponding to four different dry densities. Unconfined compression testing was conducted at seven days of curing time on unsoaked samples. The results showed that the compressive strength increased with the increase in cement content and with the decrease in porosity. From the experimental data, a unique relationship was found between the unconfined compressive strength and the ratio of porosity to volumetric cement content for all the mixtures and compaction efforts tested. The equation developed demonstrates that it is possible to estimate the amount of cement and the dry density to achieve a certain level of unconfined compressive strength. A normalized general equation was also found to fit other authors’ results for similar soils mixed with cement. From this, a cement-bound soil model was proposed for the development of a mixing design procedure for different soils.