Practice and Research of Geosynthetic Reinforced Soil Walls in Australia - Reinforced Soil Engineering: Advances in Research and Practice - page 262

Figure 9 Continued.

elastic beam elements. The stresses due to self-weight of soil were analyzed as a
single stage. The reinforcement layout adopted was conservative relative to the
outcome of these analyses. Construction began in mid-1993. The wall was
instrumented with

. Horizontal profile gauges (HPG-1 to HPG-3 of Fig. 10) to give near-

continuous settlement profile and settlement plates to give spot
settlement.

. Inclinometers (I-1 to I-3 of Fig. 10) to monitor horizontal

displacements.

. Loads bolts and strain gauges were installed at the same level as the

horizontal profile gauges to monitor reinforcement tension.

. Earth pressure cells to monitor vertical stress at foundation level.

Details of the initial design, construction, and monitoring of this multitier
abutment are reported in Won et al. (1996). It is pertinent to note that the initial
FLAC analysis yielded a rather unusual variation of reinforcement tension.