Shaking Table Tests of Embankment Models Reinforced with Geotextiles - Reinforced Soil Engineering: Advances in Research and Practice - page 392

Table 3 Material Parameters for the Analysis

Parameter Foundation Embankment Reinforced part

f 37.6 37.6 43.4

c (kgf/cm 2 ) 0.03 0.03 1.08

Endochoronic parameter g 3.0 3.0 3.0

A 103 0.039 0.0151

B 74.5 34.3 19.2

Poisson's ratio n ¼ 0.35

2.3.2 Analytical Results

The results of the shaking table test at the maximum input acceleration of 250 gal
were compared with the analytical results. Figure 18 shows the time history of
pore water pressures in the unreinforced test and in the analysis in each part for
(1) lower body (P1), (2) foundation center (P2), and (3) lower foundation (P3).
Figure 19 shows the time history of pore water pressure (P2) in Case 2. The
pore water pressure in both cases increased to the effective overburden pressures,
while the calculated values increased earlier than the test values. Figure 20 shows
the settlement of the crest. After a 10-sec loading, the test indicated a settlement
of about 70 mm in the unreinforced case, but this was reduced by 60%, to about
40 mm in reinforced case. This verifies the effectiveness of reinforcement with
continuous fibers.
The analysis shows the settlement in unreinforced case reduced by about
85% in the reinforced case. Here the reinforcement due to continuous fibers is
qualitatively confirmed. The effectiveness may depend on the restraint from the
top, with an increase in apparent cohesion of the part reinforced with continuous

Figure 18 Observed and calculated excess pore water pressure P2 in the unreinforced
model tests.