Elasto-plastic analysis of the pressuremeter test in granular soil – part 2: numerical study

Abstract

In the first paper, part 1, we presented the elasto-plastic theory for the expansion of the pressuremeter in granular soil. This theory allows determination of the behaviour of the granular soil around the pressuremeter with only four mechanical parameters. It is compared with previous theory on the dataset of the pressuremeter test on Ticino sand. In the second paper, part 2, we present the numerical analysis of the theoretical conventional limit pressure compared with the result of the MohrCoulomb non-standard model used by the Plaxis finite element program. The theoretical evolution of the conventional limit pressure as a function of the variation of each parameter shows a correct agreement with the numerical results. Conclusions are drawn on the influence of these parameters on the pressuremeter results.Dans un premier article, partie 1, nous présentons la théorie élasto-plastique de l'expansion de la sonde dans le sol granulaire. Cette théorie permet de déterminer le comportement du sol granulaire autour du pressiomètre avec seulement quatre paramètres mécaniques. Nous comparons ensuite ses résultats à ceux de théories plus anciennes pour l'étude des essais pressiométriques réalisés dans le sable de Ticino. Dans un second article, partie II, nous réalisons l'étude analytique de l'évolution de la pression limite donnée par cette théorie et nous la comparons à la valeur numéri-que trouvée avec le logiciel Plaxis L'évolution de la pression limite en fonction de la variation de chacun de ses paramètres montre un accord raisonnable avec les résultats numériques de Plaxis. Nous concluons sur l'importance relative de ces paramètres sur la pression limite

Numerical Estimation of Settlement under a Shallow Foundation by the Pressuremeter Method

“…This type of loading is applied radially over a length equal to the length of the probe, downhole. [14,[24][25][26][27][28][29].…”

Statistical and numerical analyses of pressuremeter tests in glacial tills

“…),Levasseur et al (2009),Malecot et al (2009), Plaxis 2D (2012),Monnet (2012),Sedran et al (2013),Fawaz et al (2014). The geometry sizes, diameter of 1.2 m and height of 1.5 m were used bySchanz et al (2000),Malecot et al (2009) and Plaxis 2D (2012).…”

“…TheLevasseur et al (2009) used a diameter of 6 m and height of 5 m in their geometry model Jacques (2007). andMonnet (2012) used a geometry model with diameters of 5 and 10 m respectively and 2 m of height above the midpoint of the probe. But both of them did not mention the dimensions below the probe Fawaz et al (2014).…”

“…Bottom of the model was total fixity (both horizontal and vertical) and both vertical faces of the model were horizontal fixity as used byLevasseur et al (2009), Malecot et al (2009 andFawaz et al (2014). Bottom of the model was vertical fixity and right side of the model was free in both directions (horizontal and vertical) and the left side of the model was horizontal fixity as used byJacques (2007) andMonnet (2012). TheMichel et al (2000),Rita (2008) andSedran et al (2013) once again did not define the boundary conditions of their model.…”

“…The hardening soil model supersedes the Duncan Chang model. Firstly by using the theory of plasticity rather than theory of elasticity and secondly by including soil dilatancy and thirdly by introducing a yield cap.In case of simulation of PMT, the M-C model was used as a material model bySchanz et al (2000),Levasseur et al (2009), Malecot et al (2009,Monnet (2012) andFawaz et al (2014).…”