Dt. Bergado et al., INTERACTION BETWEEN COHESIVE-FRICTIONAL SOIL AND VARIOUS GRID REINFORCEMENTS, Geotextiles and geomembranes, 12(4), 1993, pp. 327-349
A total of 52 large-scale laboratory pullout and 24 large-scale direct
-shear tests were conducted to investigate the interaction behavior be
tween the different reinforcements and cohesive-frictional soil. The r
einforcements used were steel grids, bamboo grids, and polymer geogrid
s. The backfill material used was locally available weathered Bangkok
clay. The test results show that the inextensible reinforcements, such
as steel grids, move approximately as a rigid body during the pullout
test, and the maximum pullout resistance was reached within a relativ
ely small pullout displacement. For extensible reinforcements, such as
Tensar geogrids, the degree of resistance mobilization along the rein
forcement varies, and the pullout-resistance achieved in the tests was
controlled by the stiffness of the reinforcement. For steel grids, th
e friction resistance from the longitudinal member contributed only to
about 10% of the total pullout resistance of the grids. The pullout o
f the bamboo and Tensar geogrids without transverse members yields 80-
90% of the pullout resistance of the corresponding grids with transver
se members, attributed to the nodes or ribs on longitudinal members. T
he bond coefficient as calculated for steel and bamboo grids demonstra
ted that the steel grids yielded a higher bond coefficient than that o
f the bamboo grids with the same grid size. However,for a polymer geog
rid, the bond coefficient cannot be calculated from a pullout test bec
ause of the complicated pullout-resistance-mobilization mechanism alon
g the reinforcement. The large-scale direct-shear-test results showed
that, for the soil/grid-reinforcement interfaces, shear resistance can
exceed the direct-shear resistance of the soil itself owing to the in
fluence of the apertures on the grids. Finally, for compacted weathere
d clay, the strength parameters obtained from large-scale direct-shear
tests were found to be substantially smaller than the results of tria
xial UU tests. This may be because the failure plane in the large-scal
e direct-shear test was formed progressively, and the peak soil streng
th along the predetermined shear plane may not have been mobilized sim
ultaneously.