Slip effect at the pile–soil interface on dragload

Jeong, Sangseom; Lee, Jinhyung; Lee, Cheol Ju

doi:10.1016/j.compgeo.2004.01.009

Cited by 82 publications

(32 citation statements)

References 17 publications

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“…4 External and interaction forces that act upon a piled raft [34] geometry, elastic stiffness, a limiting displacement c crit that provides convergence, and a friction coefficient l, where l = tan d. The interfacial friction angle, d, can be estimated by Eq. 3 [32].…”

Section: Constitutive Modelingmentioning

confidence: 97%

“…After initial equilibrium, vertical loading was applied on top of the raft surface. The pile was assumed to be in a stress-free state at the start of the analysis [32].…”

Section: Finite Element Mesh and Boundary Conditionsmentioning

confidence: 99%

“…The former, which considers the slip behavior between adjacent surfaces, was used by Lee et al [30] and Jeong et al [32]. The latter, in which a middle layer is employed to model the interface using the behavior of the soil, was used by Reul and Randolph [35] and de Sanctis and Mandolini [29].…”

Section: Constitutive Modelingmentioning

confidence: 99%

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Development of optimum design from static response of pile–raft interaction

et al. 2014

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Piled raft foundations are among the most commonly used support structures for offshore projects. When a raft foundation alone does not satisfy the design requirements, piles may be added to improve the ultimate load capacity and the settlement performance of the raft. In this study, design criteria were developed for the undrained behavior of a piled raft system based on an examination of average and differential settlements, raft bending moment, and pile butt load ratio. Raft settlements were evaluated by a series of three-dimensional finite element analyses. The average settlement values for the piled raft were highly influenced by the number of piles and the raft thickness. Optimal design configurations of piles for cohesive soils are discussed. Increasing the pile spacing decreased the pile butt load ratio by allowing for a more uniform load distribution between the piles.

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Section: Constitutive Modelingmentioning

confidence: 97%

“…After initial equilibrium, vertical loading was applied on top of the raft surface. The pile was assumed to be in a stress-free state at the start of the analysis [32].…”

Section: Finite Element Mesh and Boundary Conditionsmentioning

confidence: 99%

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Development of optimum design from static response of pile–raft interaction

et al. 2014

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“…Since then, there have been several investigations into the behaviour of piles subjected to negative skin friction, Lee et al [35]. Theoretical and experimental work were carried out by Shibata et al [48], Kog [28], Chow et al [10], Davisson [15], Chow et al [11], Acar et al [2], Poulos [46], Fellenius [20], Jeony et al [25], Lee and Ng [34], Leung [37], Ng et al [42], Yan et al [54] and Lam et al [30].…”

Section: Introductionmentioning

confidence: 98%

Behaviour of single pile in consolidating soil

Abdrabbo

Ali

2015

Alexandria Engineering Journal

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Piles located in consolidating soil are subjected to indirect loading resulted from the settlement of adjacent soil. Both pile and soil undergo downward movements caused by the axial pile load and surcharge loading on surrounding area. Both dragload and downdrag imposed on the pile are time dependent. The purpose of this research was to analyse and quantify the dragload and down drag imposed on single pile. Effect of pile head load was considered. Shielded and unshielded piles are analysed. Three dimensional nonlinear analyses using ABAQUS 6.12 have been utilised. The research investigates the size of the surcharge loaded area, location of the pile tip and pile head load on the dragload and down drag imposed on the pile. Based on numerical results the study revealed that sacrificing piles, which are unloaded piles, ''hang up'' the soil between the piles in the group and, thus, the vertical effective stress around the shielded pile is reduced. Numerical results proved that an average value of the shear stress mobilisation factor b mobilised along unloaded shielded central pile varies between zero at neutral plane (NP) and 0.27. The long term dragload of the shielded floating pile is about 67% of the long term dragload of unshielded floating single pile. ª 2015 Production and hosting by Elsevier B.V. on behalf of Faculty of Engineering, Alexandria University. This is an open access article under the CC BY-NC-ND license (http://creativecommons.org/ licenses/by-nc-nd/4.0/).

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“…The relationship between pore water pressures, layered soil settlement, NSF of pile shaft versus consolidation time under surcharge load were measured. Numerical simulation analyses focused on dragload of piles subjected to surcharge load were analyzed (Chow et al, 1996;Lee et al, 2002;Jeong et al, 2004;Comodromos and Bareka, 2005;Hanna and Sharif, 2006;Sun et al, 2013;Fakharian et al, 2014). Many influence factors, such as the soil slip at the interface, the pile group configuration, the relative location of the piles within the group, and the interface friction coefficient, were analyzed and discussed.…”

Section: Introductionmentioning

confidence: 99%

Group effect of dragload in pile groups embedded in consolidating soil under embankment load

2015

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In this paper, model tests and numerical simulations on 3 × 3 pile group embedded in consolidating soil under embankment load with different pile spacings are carried out. Single pile and 2 × 2 pile group are studied for comparative analyses. The performances of dragload versus relative displacement of pile-soil, load sequence and load rate, and the group effects of dragload and downdrag versus pile spacing are analyzed. A case study on dragload of a pile group considering with or without couple effect is also presented. It is worth pointing out that in this experimental condition, when pile-soil relative displacements reach 2 mm, dragload will reaches nearly 75-95% of the maximum values; When consolidation time reaches 240 h, the neutral plane becomes stable approximately at 0.95H (H is the thickness of compression soil). The dragload and downdrag are influenced by load sequence of pile head load versus surcharge load.

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Slip effect at the pile–soil interface on dragload

Cited by 82 publications

References 17 publications

Development of optimum design from static response of pile–raft interaction

Development of optimum design from static response of pile–raft interaction

Behaviour of single pile in consolidating soil

Group effect of dragload in pile groups embedded in consolidating soil under embankment load

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