Behavior of geogrid–reinforced sand and effect of reinforcement anchorage in large-scale plane strain compression |
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| Affiliation: | 1. Department of Civil Engineering, National Chi-Nan University, University Road, Puli, Nantou 545, Taiwan;2. Department of Civil and Construction Engineering, National Taiwan University of Science and Technology, 43, Sec. 4, Keelung Road, Taipei 106, Taiwan;3. Department of Soil Mechanics and Foundations, University of Technical Education, Ho Chi Minh City, Viet Nam;1. Department of Civil and Environmental Engineering, Mississippi State University, Mississippi State, MS 39762, USA;2. Dept. of Civil and Environmental Engineering, University of Delaware, Newark, DE 19716, USA;3. ADAMA Engineering, Inc., P.O. Box 90217, Portland, OR 97290, USA;1. Key Laboratory of Ministry of Education for Geomechanics and Embankment Engineering, Hohai University, No. 1, Xikang Road, Nanjing 210098, China;2. College of Civil Engineering & Architecture, Shandong University of Science and Technology, No. 579, Qianwangang Rd., Huangdao, Qingdao, 266590, China;1. Isfahan Higher Education and Research Institute (IHEARI), Isfahan, Iran;2. Department of Civil Engineering, Islamic Azad University, Najafabad Branch, Isfahan, Iran;1. Department of Civil Engineering, Tokyo University of Science, 9-13, 2641 Yamazaki, Noda City 278-8510, Japan;2. Railway Technical Research Institute, Japan;3. Technology Planning Department, East Japan Railway Company, Japan;4. Japan Railway Construction, Transport and Technology Agency, Japan;1. School of Civil Engineering and Architecture, Jiangsu University of Science and Technology, 212003, Zhenjiang, China;2. Institute of Geotechnical Engineering, Nanjing University of Technology, 210009, Nanjing, China |
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| Abstract: | This paper presents experimental investigations on the behavior of geogrid–reinforced sand featuring reinforcement anchorage which simulates the reinforcement connected to the wall facings in numerous in-situ situations. A series of large plane strain compression tests (the specimen 56 cm high × 56 cm wide × 45 cm long) was conducted. Standard Ottawa sand and 4 types of PET geogrids exhibiting 5% stiffness in the range of 750–1700 kN/m were used in this study. The specimens were tested by varying the relative density of sand, confining pressures, geogrid types, and reinforcement-anchorage conditions. Experimental results indicate that relative to unreinforced specimens, both anchored and non-anchored geogrid reinforcements can enhance the peak shear strength and suppress the volumetric dilation of reinforced soil. The studies on anchorage revealed that anchoring the reinforcement can restrain the lateral expansion of reinforced specimens, resulting in a substantial increase in shear strength and a reduction in volumetric dilation. The strength ratios of non-anchored specimens appeared to be insensitive to the reinforcement stiffness, whereas the strength ratios of the anchored specimens increased markedly with increases in soil density, reinforcement stiffness, and system deformation (i.e., axial stain). Geogrid anchorage contributed a large percentage of the total shear-strength improvement, nearly 3-times more than the contribution of the soil–geogrid interaction in non-anchored specimens. Lastly, an analytical model was developed based on the concept that additional confinement is induced by reinforcement anchorage, and the predicted shear strength of the anchored soil was verified based on the experimental data. |
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| Keywords: | Plane strain Triaxial compression Geogrid–reinforced sand Reinforcement anchorage |
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