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CLC number: TU67

On-line Access: 2011-01-06

Received: 2010-04-06

Revision Accepted: 2010-07-15

Crosschecked: 2010-10-12

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Journal of Zhejiang University SCIENCE A 2011 Vol.12 No.1 P.15-23

http://doi.org/10.1631/jzus.A1000144


Numerical modeling of an advancing hydraulically-driven pile in sand


Author(s):  Meen-wah Gui

Affiliation(s):  Department of Civil Engineering, National Taipei University of Technology, Taipei 106

Corresponding email(s):   mwgui@ntut.edu.tw

Key Words:  Hydraulic pile, Tip resistance, Sand, Double yield (DY) model, Pile penetration, Grid re-meshing


Meen-wah Gui. Numerical modeling of an advancing hydraulically-driven pile in sand[J]. Journal of Zhejiang University Science A, 2011, 12(1): 15-23.

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%T Numerical modeling of an advancing hydraulically-driven pile in sand
%A Meen-wah Gui
%J Journal of Zhejiang University SCIENCE A
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%I Zhejiang University Press & Springer
%DOI 10.1631/jzus.A1000144

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T1 - Numerical modeling of an advancing hydraulically-driven pile in sand
A1 - Meen-wah Gui
J0 - Journal of Zhejiang University Science A
VL - 12
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EP - 23
%@ 1673-565X
Y1 - 2011
PB - Zhejiang University Press & Springer
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DOI - 10.1631/jzus.A1000144


Abstract: 
The penetration of a model pile through sand was investigated via a numerical analysis. Data from nine triaxial compression tests on dense specimens at different stress levels was generalized and used to create an empirical non-linear plastic hardening stress-strain relation for use in the analysis. As the computer program used is capable of large displacement analyses in radial symmetry, we expected that the analysis would easily reproduce the tip resistance penetration profile of the model pile in sand of known density and stress. However, initial attempts led to over-prediction. Successful analyses required both successive reformations of the mesh and the complete elimination of the dilatant peak in soil strength, which is naturally eliminated under large confining stress directly beneath the advancing tip, and that soil in the far-field had strained insufficiently to reach peak strength. Thus, the soil around the shaft must have been sheared to a critical state as it flowed past the tip. The hypothesis that the resistance to displacement piles in sand is mainly a function of the deformability of the sand was again proven, and the use of peak strength in the traditional bearing capacity formulae was found to be inappropriate. Independent investigation in this direction is needed to quantify the hypothesis.

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