Experimental investigation of plastic demands in piles embedded in multi-layered liquefiable soils |
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| Institution: | 1. Catastrophe Risk Engineering, AIR Worldwide, 388 Market Street, San Francisco, 94111, United States;2. Structural Engineering Department, University of California, San Diego, 9500 Gilman Drive, MC#0085, La Jolla, CA 92093, United States;1. School of Civil Engineering/State Key Laboratory of Hydroscience and Engineering, Department of Hydraulic Engineering, Tsinghua University, Beijing 100084, China;2. Atmospheric, Earth, and Energy Division, Lawrence Livermore National Laboratory, Livermore, CA 94550, USA;1. Key Lab of Structures Dynamic Behavior and Control, Harbin Institute of Technology, Ministry of Education, Harbin, Heilongjiang 150090, China;2. School of Civil Engineering, Harbin Institute of Technology, Harbin, Heilongjiang 150090, China;1. School of Civil Engineering, Harbin Institute of Technology, Harbin, Heilongjiang 150090, China;2. Department of Civil and Environmental Engineering, University of Alberta, Edmonton, Alberta, Canada T6G1H9;1. School of Civil Engineering, Harbin Institute of Technology, Harbin, Heilongjiang 150090, China;2. School of Civil Engineering, Qingdao Technological University, Qingdao, Shandong 266033, China |
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| Abstract: | Multi-layered soil profiles, where one or more layers consist of loose liquefiable material, most commonly require pile foundations extending beyond the liquefiable layer to competent material. Under seismic loads, if the loose layer liquefies, then large localized plastic demands may be generated in the piles. To study this behavior and provide detailed data to validate numerical models, a 1-g shaking table experiment was conducted considering a single reinforced concrete pile embedded in a three-layer soil system. The model pile of 25 cm diameter was tested under increasing amplitude earthquake excitation in a sloped laminar soil box. The test specimen was designed at the lower bound of typical design to promote yielding, per ATC-32 (Applied Technology Council, 1996) 1]. The pile penetrated 7D (D=pile diameter) into a multi-layered soil configuration composed of a stiff uppermost crust overlying a saturated loose sand layer and a lower dense layer of sand. Plastic demands in the pile were characterized using curvature profiles coupled with back-calculation of the plastic hinge length and post-test physical observations. Results from this test quantify the post-yield behavior of the pile and serve as a complement to previously conducted centrifuge tests. |
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