Large-Scale Reinforced Clay Walls Backfilled with Clay at Cheng Kung University - Reinforced Soil Engineering: Advances in Research and Practice - page 189

Figure 4 Configuration of the test clay embankment.
leveled by a shovel to form layers approximately 100 mm thick for water
spreading. This process was repeated for five times to form a lift height about
400mm for compaction.
Compaction effort was provided by a steel wheel roller weighted 24 kN and
60.8 kN for the front and the reel wheels, respectively. Field compaction with five
passes of the roller was used to achieve 90% of R.C. based on a preliminary field
test. The test embankment was divided into eight sections. Sections 1-A and 1-B
simulate 3% dry-side compactions; Sections 2-A, 2-B, 4-A, and 4-B simulate the
optimum water content compactions; Sections 3-A and 3-B simulate 3% wet-side
compactions. No reinforcement was placed in the “A” side, while geogrid sheets
spaced at 300mm vertically was for the “B” side. Measured water contents and
relative degree of compaction during construction of the test embankment are
summarized in Table 3 .
4 STABILITY ANALYSES FOR NCKU WALLS
A modified Bishop's method was used for evaluating the overall stability of
NCKU walls. In this method, the interaction between horizontal reinforcement
forces and reaction forces on the slice bases is taken into account. The factor of