1-g Experimental investigation of bi-layer soil response and kinematic pile bending |
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| Institution: | 1. Department of Civil Engineering, University of Calabria, Cosenza, Italy;2. Department of Civil Engineering, University of Bristol, Bristol, UK;3. Department of Civil Engineering, University of Patras, Patras, Greece;1. Department of Civil and Environmental Engineering, Colorado School of Mines, Golden, CO 80401, United States;2. College of Civil Engineering, Hunan University, Changsha, Hunan, China;3. School of Civil Engineering and Architecture, East China Jiaotong University, Nanchang, Jiangxi, China;1. Department of Civil Engineering, Faculty of Engineering, Assiut University, Assiut, Egypt;2. Department of Civil Engineering, Faculty of Engineering, Sherbrooke University, Sherbrooke, QC, Canada;3. Disaster Prevention Research Institute, Kyoto University, Gokasho, Uji, Kyoto 611-0011, Japan;1. Department of Architecture and Civil Engineering, Chiba Institute of Technology, 2-17-1, Tsudanuma, Narashino, Chiba 275-8588, Japan;2. Department of Architecture and Building Engineering, Tokyo Institute of Technology, 2-12-1, O-okayama, Meguro, Tokyo 152-8550, Japan;3. Hyogo Earthquake Engineering Research Center, National Research Institute for Earth Science and Disaster Prevention, 1501-21, Nishikameya, Mitsuta, Shijimicho, Miki, Hyogo 673-0515, Japan |
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| Abstract: | The effect of soil inhomogeneity and material nonlinearity on kinematic soil–pile interaction and ensuing bending under the passage of vertically propagating seismic shear waves in layered soil, is investigated by means of 1-g shaking table tests and nonlinear numerical simulations. To this end, a suite of scale model tests on a group of five piles embedded in two-layers of sand in a laminar container at the shaking table facility in BLADE Laboratory at University of Bristol, are reported. Results from white noise and sine dwell tests were obtained and interpreted by means of one-dimensional lumped parameter models, suitable for inhomogeneous soil, encompassing material nonlinearity. A frequency range from 0.1 Hz to 100 Hz and 5 Hz to 35 Hz for white noise and sine dwell tests, respectively, and an input acceleration range from 0.015 g to 0.1 g, were employed. The paper elucidates that soil nonlinearity and inhomogeneity strongly affect both site response and kinematic pile bending, so that accurate nonlinear analyses are often necessary to predict the dynamic response of pile foundations. |
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| Keywords: | Soil–pile kinematic interaction 1-g Shaking table Site response Lumped parameter model |
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