1388
Proceedings of the 18
th
International Conference on Soil Mechanics and Geotechnical Engineering, Paris 2013
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Relevancy of Material Properties in
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. Proc.
of the conference GeoFrontiers, Advances in Geotechnical
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Figure 7. Results of the pullout test for LVDTs 2, 3, and 4 in
space
)
(
2
u T
Figure 8. Results of the pullout test for LVDTs 2, 3, and 4
in
space
)
(
u T
Chen Q. and Abu-Farsakh M. 2012.
Structural Contribution of Geogrid
Reinforcement in Pavement
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The
K
SGI
index was built on the basis of two major
assumptions. The first assumption was linear relationship
between unit tension and strain in geosynthetic reinforcement
under small displacement. The slope of this line is defined as
J
c
,
Confined Stiffness of geosynthetic. In the second assumption a
uniform distribution of interface shear, defined as yield shear
stress (
y
), is assumed over the active length of the
reinforcement. Both parameters will be constant for a certain
soil-geosynthetic system under specific confinement stress.
Therefore,
K
SGI
, which corresponds to
4J
c
y
, is constant for a
defined geosynthetic reinforcement conditions. This
characteristic can then be used as a basis to compare similar
geosynthetic products to be placed under same working
conditions in the field.
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Effect of geosynthetic
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As an illustration, the results of a test conducted as a part of
this study are presented to examine the assumptions and the
outcome of the model. A biaxial geogrid was used in a
conventional pullout box filled with a poorly graded sand. Five
LVDTs were attached to evenly spaced nodes along the length
of the geosynthetics to read the small displacements during the
test. Readings from the three middle LVDTs were used to
calculate the
K
SGI
values for the system. The relationships are
found to be linear, with the three values reasonably close to
each other, providing evidence of validity of the model
assumptions.
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Geotechnical Engineering, ASCE, Oakland, California.
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, 2nd Edition,
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Group, Boca Raton, Florida.
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