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By Jonathan T. H. Wu, Kevin Z. Z. Lee, Sam B. Helwany, Kanop Ketchart

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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)

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The top one-third of the wall deformed at a much greater rate than the lower two-thirds of the wall. The maximum lateral movement was 24 mm and 82 mm at 200 kPa and 814 kPa, respectively. For the wing-wall, the lateral movements were much smaller than those of the abutment wall, with the maximum movement occurring at about H/6 (H = wall height) from the top of the wall for all the loads. The maximum lateral movement was 18 mm and 33 mm at 200 kPa and 814 kPa, respectively. Figures 2-22 and 2-23 show the lateral movements of the abutment and wing-walls, respectively, of the Mirafi test section.

This may be attributed to the much lower compaction effort on the outer pier. 4 percent). This suggests that the lateral movements of these piers are comparable. Under a sustained load of 2,340 kN for 70 days, the creep displacements in both vertical and lateral directions of the outer pier were about 4 times larger than those in the abutment because of lower compaction effort of the outer pier. 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.

The loading assembly comprised a rigid floor (at the bottom of the assembly), hydraulic jacks (directly above the sill), steel rods (through the GRS mass), and reaction plates (at the top of the assembly). ) with an allowable tensile load of 1,300 kN. Each steel rod was tied to an anchor base plate embedded in the rigid floor. Five steel rods were used for each test section. Vertical loads were applied on the sill through hydraulic jacks installed between the reaction plate and the sill. On applying hydraulic pressure to the jacks, the sill was pushed downward against the reaction plates and exerted vertical loads to the sill, hence the bridge abutment.

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