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Reference [1] reports the
results of axial loading tests on single piles and pile groups
driven into a stiff overconsolidated clay at a site
located in Houston,
as shown below.
The piles were closed end tubular steel pipes with Young’s modulus
of 210GPa, external diameter 274mm, wall thickness 9.3mm, penetration
depth of 13.1m, and with a clearance of 0.9m from the groundline.
A
non-linear soil model has been adopted within Repute. The soil
parameters are based on the data presented in
reference [2] i.e. a profile of initial soil modulus of 100MPa
at ground level, increasing linearly to 400MPa
at the pile base level (as deduced from seismic cross-hole
data), and a profile of undrained shear strength of about 40kPa at the
surface, increasing
linearly to 175kPa at the level of the pile base (as deduced
from laboratory triaxial tests).
.gif)
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Results from Repute
The results from Repute are shown in the
graph below.
Comparison with benchmark
The graph below shows a favourable agreement between the computed and measured
load-settlement behaviour for the single pile.
graph.gif)
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Comments
Further details on this comparison
may be found in [3].
Reference
[1] O'Neill, M. W.,
Hawkins, R. A. & Mahar, L. J. (1982). Load transfer mechanism
in piles and pile groups. J. Geotech. Engng, Am. Soc. Civ. Engrs,
108, No.
GT12, 1605-1623.
[2] Poulos, H. G. (1989). Pile behaviour-theory and application.
29th Rankine Lecture, Géotechnique,
39, No. 3, 365-415.
[3] Basile, F. (2003). Analysis and design of pile groups.
In Numerical Analysis and Modelling in Geomechanics, E & FN Spon
(eds J. W. Bull), Chapter 10, in press.
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