By Jonathan T. H. Wu, Kevin Z. Z. Lee, Sam B. Helwany, Kanop Ketchart
Read or Download Design and Construction Guidelines for Geosynthetic-Reinforced Soil Bridge Abutments With a Flexible Facing (Nchrp Report) PDF
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Extra info for Design and Construction Guidelines for Geosynthetic-Reinforced Soil Bridge Abutments With a Flexible Facing (Nchrp Report)
The pier was supported on a reinforced soil foundation (RSF). 3 m apart. 5 m. Figure 2-9 shows the cross-section of the GRS bridge pier. 2 m. Because the geotextile was stronger in the cross-machine direction (38 kN/m at 5 percent strain) than in the machine direction (21 kN/m at 5 percent strain), the width and length directions were alternated between layers. The backfill was classified as a well-graded gravel. 0 percent. The average compaction in the field was about 95 percent of the maximum dry density.
7 percent). Because of the weather, the construction had to be halted after some extended high-intensity precipitation at the con- struction site. Draining and drying of water from the backfill did not appear possible absent an extended period of dry weather. 2-m-high abutments and the relatively “wet” winter experienced on the test site, it was judged necessary to remove the abutment and reconstruct two new test sections. The backfill on removal was found to be in a rather wet condition. There was also significant water accumulation near the base of the fill.
3 mm in the abutment. 3 mm in the abutment. A significant part of the maximum vertical and lateral creep displacements of the pier and the abutment occurred in the first 15 days. At 15 days, the maximum vertical and lateral creep displacements were about 70 percent to 75 percent of the creep displacements at 70 days in respective directions. Creep deformation of the structures decreased with time. The vertical creep rates reduced nearly linearly (on loglog scale) with time. 03 mm/day after 70 days).