Numeric Analysis of Large Penetration of the Cone in Undrained Soil Using Fem

Abstract

Abstract. Numeric analysis of the large penetration of the cone in undrained soil using finite element method (FEM) is presented. Until now the computation procedures has not been developed to such an extent, that they could provide numerical solution of large cone penetration problem. In this paper for solving of the large cone penetration problem an updated Lagrangian formulation and finite element method are used. To overcome large distortion of the finite element geometry during cone penetration leading to illconditioning equations a remeshing technique is developed. The proposed remeshing technique enables the simulation of the penetration process until steady cone penetration is reached. The analysis of the cone penetration in undrained soil is provided. The comparison of current numerical results and other authors' results are presented.

Coupled pore pressure analysis of cone penetration test in two-layered clay

“…As shown in Figure 7(c), the pore pressure in the cylindrical cone part just above the conical part (u 2 ) is normalized by the pore pressure under the perfectly undrained condition (u u 2 ), which is obtained during stable penetration. For V ranging from 0.1 to 1,000, the u 2 =u u 2 of this study is slightly larger than those simulated by Markauskas et al (2005), Obrzud et al (2011), andSheng et al (2014). The results of this study are closer to the experimental results of Randolph and Hope (2004) and Schneider et al (2007) of NC kaolin.…”

“…ðq net − q u net Þ=ðq d net − q u net Þ. Nondimensional velocity is also used to account for the effect of different cone sizes, penetration velocity, and coefficient of soil consolidation (c v ), which is defined by Finnie and Randolph (1994) and Randolph and Hope (2004) as V ¼ vD=c v . Figure 7(b) presents a comparison of the results obtained by the present penetration model and those obtained with other FE models (Markauskas et al, 2005;Obrzud et al, 2011;Sheng et al, 2014) and experiments (Schneider et al, 2007). The figure demonstrates highly similar thresholds for the partially and fully drained conditions between the laboratory data and the presented FE model.…”

“…As shown in Figure 7(c), the pore pressure in the cylindrical cone part just above the conical part (u2) is normalized by the pore pressure under the perfectly undrained condition (u2u), which is obtained during stable penetration. For V ranging from 0.1 to 1,000, the u2/u2u of this study is slightly larger than those simulated by Markauskas et al. (2005), Obrzud et al.…”

“…Nondimensional velocity is also used to account for the effect of different cone sizes, penetration velocity, and coefficient of soil consolidation (cv), which is defined by Finnie and Randolph (1994) and Randolph and Hope (2004) as V=vD/cv. Figure 7(b) presents a comparison of the results obtained by the present penetration model and those obtained with other FE models (Markauskas et al. , 2005; Obrzud et al.…”