A Critical Review of Full-Scale Shaking Table Tests Conducted on Reinforced Soil Retaining Walls - Reinforced Soil Engineering: Advances in Research and Practice - page 487

the sweep tests are shown in Fig. 8 for the wall at the heights of 3m, 4 m, and 5 m.
As the height increased, the resonant frequency reduced. The bottom figure
shows that the wall panel and reinforced and backfill zones behaved as a coherent
mass. There was, however, a phase difference between the three components of
the wall, from 45 . The amplification of the wall was found to be

dependent on the magnitude of input acceleration (Fig. 9).
The distribution of tensile force in the reinforcement is shown in Fig. 10 .
The increment due to shaking was less than the design value (note: the design
value of soil friction angle was less than the measured value).
The pressure at the bottom of the backfill varied with the acceleration. The
variation was the largest below the panel. The residual horizontal displacement
and amplitude of displacement of the panel are shown in Fig. 11 . At an
acceleration of 420 gal, the amplitude was 50mm.
Cracks were observed in the backfill surface behind the reinforcement zone
(Fig. 12) . The cracks were reported to be corresponding to the Coulomb wedge.
Note, however,

8 to 270 8

was used in the
calculation. The measured settlement of the backfill, also indicated in the figure,
was between 10-15 cm.

that an angle of internal friction of 30 8

Figure 9 Amplification of acceleration. Note that accelerations are measured maximum
average accelerations. (From Futaki et al., 2001.)