Performance and Analysis of Arifiye Overpass Reinforced Earth Walls During the 1999 Kocaeli (Turkey) Earthquake - Reinforced Soil Engineering: Advances in Research and Practice - page 445

Figure 8 Deformed shape of the finite-difference grid after shaking (no exaggeration)
and comparisons between predicted and observed displacements.

The results are provided Figs. 10 and 11 in the form of displacement time
histories for the right and left wall faces, respectively. As expected, the time
histories suggest that the majority of the deformations developed during the
stronger ground shaking (initial 10 sec). The predicted top-of-wall settlement
(along the centerline) was 27 cm, due primarily to the lateral deformation of the
system. This settlement prediction is consistent with the observed settlement that
was estimated in the rang of 25-30 cm.
The predicted maximum reinforcement forces that developed during
shaking are presented in Fig. 12 . The values shown are the maximum forces per
unit wall width (1 m into the page). It can be seen that the predicted reinforcement
forces are relatively high at the lower levels of the wall, at almost 150 kN/m. This
dynamically induced value exceeds the reinforcement design values (for static
design) by a factor of more than 2.
Finally, it was noted in the analyses that no slip surface or failure wedge
developed in the backfill, although enough vertical and horizontal displacement
occurred to present potential serviceability problems for the walls. The predicted
settlement of

the overlying roadway was substantial, for instance. Also,