Model Tests on Geogrid-Reinforced Soil Retaining Wall Backfilled with Coarse-grained Soil

• Main Authors: JHU, GUO-BIN, 朱國賓
• Other Authors: WU, PO-KAI
• Format: Others
• Language: zh-TW
• Published: 2016
• Online Access: http://ndltd.ncl.edu.tw/handle/58888822767410086936

碩士 === 國立雲林科技大學 === 營建工程系 === 104 === In this study, a series of plane strain model tests on wrap-faced geogrid-reinforced soil (GRS) retaining wall were conducted. Two types of coarse-grained soils, namely, sand and gravel, were adopted as the backfills of GRS retaining wall. Two types of geogrids having different nominal strengths were used. The dimensions of the model wall were 183 cm (width) × 80 cm (depth) × 112 cm (height). A strip footing of 30 cm wide, having its setback distance equal to 50cm was located on the surface of backfill to resist the applied vertical load during model test. The vertical pressure and displacement of footing base were measured in the tests.Besides, by using photogrammetricanalysis method, the deformation patterns of soil particle, the lateral movement of facing and the progressive failure process of soil based on the calculated shear straincontours were also obtained. The test results indicated that compared to unreinforced soil, the bearing capacity of reinforced soil was increased and the higher stiffness of reinforcement the higher value of bearing capacity. Under the same footing pressure, the lateral movement of facing of unreinforced soil was larger than that of reinforced one. The figure of deformed grid point, the contour of maximum shear strain and vector of the zero-extension line of soil all revealed the process of progressive shear failure of retaining wall. The larger mean particle size the wider area of shear zone and lower value of its corresponding shear strain. To sum up, the ultimate bearing capacity, the lateral deformation of facing and the deformation pattern of wrap-faced retaining wall were found to be significantly influenced by the mean particle size of backfill.