Experimental study of vertical and batter pile groups in saturated sand using a centrifuge shaking table

Zhang, Jian; Li, Yurun; Zhixiao, Yan; Huang, Da; Rong, Xian; Liu, Yan

doi:10.1007/s11803-021-2067-y

Cited by 12 publications

(1 citation statement)

References 24 publications

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“…Alternatively, researchers aim to enhance seismic performance by considering factors such as the replacement rate of the piled foundation, slenderness ratio, and arrangement methods [34][35][36]. In order to explore the seismic response of piled foundation structures, a significant number of seismic model tests have been conducted, including shake table tests [37,38] and centrifuge tests [39,40]. Furthermore, the finite element analysis method is widely employed for the investigation of the seismic behavior of the pile-structure-soil [41][42][43].…”

Section: Introductionmentioning

confidence: 99%

Pile Arrangement for Minimizing Plastic Deformation in Pile-Supported Immersed Tunnel under Seismic Loads

Fan,

Zhuang,

et al. 2023

Applied Sciences

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The plastic region of piles under seismic loads is a crucial concern in seafloor improvement design. This paper establishes a physical model of the sand compaction pile-immersed tunnel–water pressure system. This research studies pile arrangements that minimize the sand compaction pile plastic region under seismic loads. The experiments were validated through numerical simulations. The results show that “X-shaped” and rectangular pile groups increase the Energy Residual Index (ERI) due to differences in pile spacing and the instability of the quadrilateral prism damping units formed by piles and soil. In this scenario, piles are limited to heavy and mild plastic regions, with boundary depths at L = 2.25 D and L = 2.08 D (L represents the pile length, and D is the pile diameter). Furthermore, increased water pressure amplifies the structural resonance injury, increasing ERI. In conjunction with the soil, hexagonal pile groups create triangular prism damping units that counteract seismic wavefronts. The total kinetic energy and strain energy of the piled foundation are lower than those of the “X-shaped” and rectangular pile groups. The boundaries between the heavy plastic region, the moderate plastic region, and the mild plastic region are located at depths of L = 4 D and L = 8 D, respectively. This study also reveals that a top-heavy mass distribution in the structure leads to maximum deformation in the heavy plastic region. Pile–soil damping units primarily operate within the moderate plastic region.

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