Pile Bearing Capacity Factors and Soil Crushabiity

The end-bearing capacity of piles penetrating into crushable soils

“…However, in such crushable soils the bearing capacity is much lower than expected from the conventional equations (Poulos & Chua, 1985;Golightly & Hyde, 1988;Yu, 2000;Yamamoto et al, 2009). For example, it has been shown experimentally that for comparable tip resistances, pile displacements in highly crushable materials are much larger than in non-crushable soils (Kuwajima et al, 2009). This is because grain crushing helps the soil to accommodate the new volumetric intrusion by the pile.…”

“…Numerical results for the variation of AE and â with respect to penetration depth (Table 2) shows that â apparently increases with the penetration depth until steady state, while the change in AE is not monotonic. A comparison has been made by converting the experimental data from Kuwajima et al (2009) The results in Table 2 indicate that â reaches a constant value of 0 . 42 at steady state.…”

“…The model parameters listed in Table 1 correspond to measured data from Kuwajima et al (2009) and Coop et al (2004). The index property W for Dog's Bay sand can be calculated based on the initial and ultimate cumulative GSDs, and that for Chiibishi sand is determined from the experimentally given initial cumulative GSD and an assumed distribution for the ultimate cumulative GSD of the following fractal form with a maximum and a minimum cap (e.g.…”

“…In this section, the breakage constitutive model is used in a Eulerian finite-element framework to study a flat-ended cylindrical pile penetrating into a crushable sand, Chiibishi sand (Kuwajima et al, 2009). This axis-symmetric FEM model is intended to overcome the large distortion issues associated with the ALE or updated Lagrangian method for piles with high cone angles such as 908 in flat-tip piles (Sheng et al, 2005).…”

“…The current analysis is based on parameters from De Gennaro & Frank (2002) Kuwajima et al, 2009) pressure was taken from the maximum curvature of the compression line in e-log ó v space, and K 0 was used to convert the stress yield point ó vc to p c ¼ ó vc (1 + 2K 0 )/3). In addition, based on the initial GSD in Yang et al (2010), the grading index is taken as W ¼ 0 .…”