Performance of Geosynthetic Reinforced Soil Wall and Reinforced Earth Wall Subject to Blast Loading: Experimental and Numerical Study - Reinforced Soil Engineering: Advances in Research and Practice - page 376

Figure 22 Horizontal stress variation with time during blast event MD5-E2 for
location P1.
a significant increase of lateral pressures occurs deeper down the RS wall with
little rotation of principal stresses.
Figs. 20 and 21 show the horizontal stress variation with time during blast
event MD5-E1 from FEM and field results for locations P1 and P2, respectively.
Figs. 22 and 23 show the horizontal stress variation with time during blast event
MD5-E2 from FEM and field results for locations P1 and P2, respectively.
Figs. 20 and 22 show that for the dynamic pressure response at location P1,
the numerical results obtained from PLAXIS Dynamic Analysis program
generally agree with the field instrumentation results. The peak pressure at
location P1 from the numerical results is slightly higher than the field
instrumentation results. The peak dynamic pressures at P1 are approximately
175 kPa and 156 kPa, as observed from numerical and field instrumentation
results, respectively, for blast event MD5-E1. The peak dynamic pressures at P1
are approximately 130 kPa and 110 kPa, as observed from numerical and field
instrumentation results, respectively, for blast event MD5-E2. Nevertheless, the
dynamic pressure responses at P1, as observed from numerical and field
instrumentation results for both events, are almost similar. The dynamic pressure
responses for different responses for different values of interface reduction factor
(R inter ) are similar, which means that dynamic pressure response at location P1 is