Nonlinear analysis of settlement and load distribution in pile groups

Clemente, José L. M.

doi:10.1016/0045-7949(90)90119-m

Cited by 4 publications

(1 citation statement)

References 10 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…Field measurements (Whitaker and Cook 1966;Vesic 1970;O'Neill and Reese 1972;O'Neill and Hawkins 1980) indicate that the load-settlement response is nonlinear even with low values of load applied on the pile head. To cope with nonlinearity in pile group analysis, some assumptions and approaches have been proposed (Poulos 1989;Clemente 1990; Lee and Xiao 2001;Castelli and Maugeri 2002;Randolph 2003;Klar and Leung 2009). Obviously, the 3D Finite Element method is one of the most powerful approaches for analyzing the behavior of a pile group as described by Ottaviani (1975).…”

Section: Introductionmentioning

confidence: 99%

Prediction of the Settlement for the Vertically Loaded Pile Group Using 3D Finite Element Analyses

2014

Marine Georesources & Geotechnology

View full text Add to dashboard Cite

The settlement prediction of small pile group at working load using 3D Finite Element (FE) approach was carried out based on the case of Belfast pile load test. Three different types of analysis were investigated: a linear elastic (LE) analysis where all the soil was assumed to be linear elastic, a complete nonlinear (CNL) analysis where both the soil adjacent to the pile shafts and between the piles using the Hardening Soil (HS) model, and a nonlinear and linear elastic analysis (NL-LE) with the soil close to the pile shafts using HS model while the soil in the remaining area is modeled as an elastic material. Then all the FE analyses were compared to the analytical approach (RATZ). The results of FE analysis suggest that incorporating a nonlinear zone of soil close the pile shaft and leaving the soil linear elastic beyond this zone gives more reasonable estimation of interaction factor, thus, a much better prediction of pile group settlement will be observed. It is suggested that a value of half the pile width for the distance from pile shaft to the edge of this nonlinear zone would be sufficient to capture the load transfer mechanism for a typical pile group. While best prediction was given by RATZ approach as the group settlement ratio which reflect the interaction effect between piles in the group obtained from RATZ mostly close to the field measurements.

show abstract