Soil deformations near cantilever sheet pile walls

Abstract

The Paper reports the results of an experimental study of the soil deformations near laboratory-scale cantilever flexible sheet pile walls in dry sand. The experimental conditions simulate those of plane strain. The deformations of the sand and of the walls are measured by an X-ray technique which also allows observation of the rupture surfaces in the sand. Data of the strains and displacements in the soil are reported for tests on loose and dense sand with rough and smooth walls of different flexibilities. A simple analytical method is given which links the deformations in the sand with deflexions of the wall and it is found to give good predictions of the settlements and other observed behaviour. La communication analyse les résultats d'une ètude expérimentale, en laboratoire, sur les déformations près des rideaux de palpanches simples encastrés, dans du sable sec. Les conditions expérimentales simulent celles des déformations planes. Les deformations du sable et des parois sont mesurées par une technique de rayon-X qui permet aussi une observation des surfaces de rupture dans le sable. Les valeurs des déformations et des déplacements dans le sol, sont rapportées pour des tests dans des sables lâches et denses, aux parois rugueuses et lisses et de différentes fléxibilités. Une simple méthode analytique est donnée, qui relie les déformations dans le sable avec des déformations de la paroi, et il se trouve qu'elle donne de bonnes prèvisions de tassement et d'autres comportements observés.

Study of evolution of shear band systems in sand retained by flexible wall

“…The present paper provides an extension of the previous work by the same authors [13]. It is concerned with the study of evolution of regular patterns of shear bands observed experimentally by Milligan [14,15]. The model tests considered here are the same as those discussed in Reference [13], however, completed by newly elaborated data.…”

“…After the "rst increment of wall displacement (u"5 mm) the heights of active wedges are contained between points A and B . If consecutive increments of virtual wall displacements are imposed, the stabilizing e!ect of the elastic wall becomes more and more signi"cant, according to Equation (15) and the distance A G B G continuously decreases. After the wall displacement equal to 11.65 mm is reached, there exists only one potential soil wedge being at limit equilibrium.…”

“…If further excavation below depth h is continued, a new check has to be made in order to "nd whether there exists the other region of active wedges. It can be made in the same way, as before, only a value of P , appearing in relation (15) is no longer equal to zero, but takes the following value:…”

Evaluation of Extent of Damage to Geogrid Reinforced Soil Walls Subjected to Earthquakes

“…This relation was derived from a simple plastic theory (Bransby and Milligan, 1975). Furthermore, they conˆrmed that the proposed equation could provide a good agreement with the test results conducted by Bransby (1972).…”

Mobilisable strength design for flexible embedded retaining walls

“…It was described for rigid embedded retaining walls by Bolton et al (1989Bolton et al ( , 1990, who idealised the soil behaviour by means of simplified kinematically admissible strain fields proposed by Bolton & Powrie (1988) and Bransby & Milligan (1975); and was termed mobilisable strength design (MSD) byOsman & Bolton (2004). Diakoumi (2007) and Diakoumi & Powrie (2009) applied the MSD method to flexible walls propped at the crest, by introducing new kinematically admissible strain fields to represent the effect of wall bending both on the lateral stress distribution in the soil and on wall movements.…”