and the pullout capacity at each reinforcement layer is calculated.
The connection of reinforcement with the facing is designed to
accommodate the maximum tensile force in the reinforcement.
Seismic loads are considered by the addition of dynamic increments
calculated at each reinforcement level. FHWA guidelines restrict the
use of pseudostatic methods to sites with a maximum ground acceleration
coefficient lower than 0.29. For larger accelerations,
structural displacements should be considered in the design process
at least by using a sliding block analysis.