Experimental and theoretical studies on the ultimate bearing capacity of geogrid-reinforced sand |
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| Affiliation: | 1. School of Agricultural Civil & Bio-Industrial Engineering, Kyungpook National University, 80 Daehak-ro, Buk-gu, Daegu, 41566, South Korea;2. Institute of Agricultural Science & Technology, Kyungpook National University, 80 Daehak-ro, Buk-gu, Daegu, 41566, South Korea;3. Department of Civil and Environmental Engineering, University of Illinois at Urbana-Champaign, 205 North Mathews Avenue, Urbana, IL, 61801, USA;1. Key Laboratory of Road and Traffic Engineering of the Ministry of Education, Tongji University, 4800 Cao''an Rd., Shanghai, 201804, China;2. Department of Civil and Environmental Engineering, The University of Tennessee, Knoxville, TN, 37996, USA;3. Hebei Research Institute of Construction and Geotechnical Investigation Co. Ltd., Shijiazhuang, 050031, China;4. The Technology Center of Geotechnical Engineering of Hebei Province, Shijiazhuang, 050031, China;5. School of Civil Engineering, Central South University, 22 South Shaoshan Rd., Changsha, Hunan, 410075, China;6. Boudreau Engineering Incorporated, Norcross, GA, 30092, USA;1. Department of Civil and Construction Engineering, National Taiwan University of Science and Technology, 43, Sec. 4, Keelung Rd., Taipei 106, Taiwan;2. Department of Civil Engineering, University of Colorado Denver, Denver, CO, USA;3. Department of Civil Engineering, National Taiwan University, 1, Sec. 4, Roosevelt Rd., Taipei 106, Taiwan |
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| Abstract: | Geosynthetic reinforced soil (GRS) structures have gained popularity in replacing concrete rigid piles as abutments to support medium or small-spanned bridge superstructures in recent years. This study conducted 13 model tests to investigate the ultimate bearing capacity of the GRS mass when sand was used as backfill soil. The GRS mass was constructed and loaded to failure under a plane strain condition. Test results were compared with two analytical solutions available in literature. This study also proposed an analytical model for predicting the ultimate bearing capacity of the GRS mass based on the Mohr-Coulomb failure criterion. The failure surface of the GRS mass was described by the Rankine failure surface. The effects of compaction and reinforcement tension were equivalent to increased confining pressures to account for the reinforcing effects of the geosynthetic reinforcement. The proposed model was verified by the results of the model tests conducted in this study and reported in literature. Results indicated that the proposed model was more capable of predicting the ultimate bearing capacity of the GRS mass than the other two analytical solutions available in literature. The proposed model can be used to predict the ultimate bearing capacity of GRS structures when sand was used as backfill material. In addition, a parametric study was conducted to investigate the effects of friction angle of backfill soil, reinforcement spacing, reinforcement strength, and reinforcement stiffness on the ultimate bearing capacity of the GRS mass calculated with and without compaction effects. Results showed that the ultimate bearing capacity of the GRS mass was significantly affected by the friction angle of backfill soil, reinforcement spacing and strength. Compaction effects resulted in an increase in the ultimate bearing capacity of the GRS mass. |
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| Keywords: | Geosynthetics Geosynthetic reinforced soil Compaction Increased confining pressure Tension Ultimate bearing capacity |
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