Centrifuge Model Study of Laterally Loaded Pile Groups in Clay

Ilyas, Tommy; Leung, C.F.; Chow, Y. K.; Budi, Setia

doi:10.1061/(asce)1090-0241(2004)130:3(274)

Cited by 133 publications

(58 citation statements)

References 8 publications

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“…Static load distributions on the leading piles are found to be 44%, and those on the middle and the trailing piles will be 35 and 21%, respectively. These results are again found comparative with those reported by Brown et al [4] and the recent discussions made by Ilyas et al [14] and Rollins et al [10]. The pile loads in the transverse direction will increase from the center to the edge.…”

Section: Comparisons and Discussionsupporting

confidence: 86%

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Lateral load distributions on grouped piles from dynamic pile‐to‐pile interaction factors

Chang

Lin

Cheng

2008

Num Anal Meth Geomechanics

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SUMMARYThe load distributions of the grouped piles under lateral loads acting from one side of the pile cap could be approximately modeled using the elasticity equations with the assumptions that the underground structure is rigid enough to sustain the loads, and only small deformations of the soils are yielded. Variations of the soil-pile interactions along the depths are therefore negligible for simplicity. This paper presents the analytical modeling using the dynamic pile-to-pile interaction factors for 2×2 and 2×3 grouped piles. The results were found comparative with the experimental and numerical results of other studies. Similar to others' findings, it was shown that the leading pile could carry more static loads than the trailing pile does. For the piles in the perpendicular direction with the static load, the loads would distribute symmetrically with the centerline whereas the middle pile always sustains the smallest load. For steady-state loads with operating frequencies up to 30 Hz, the pile load distributions would vary significantly with the frequencies. It is interesting to know that designing the pile foundation needs to be cautioned for steady-state vibrations as they are a problem of machine foundation. However, for transient loads or any harmonic loads acting upon relatively higher frequencies, the pile loads could be regarded as uniformly distributed. It is hoped that the numerical results of this paper will be helpful in the design practice of pile foundation.

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Section: Comparisons and Discussionsupporting

confidence: 86%

“…It is known that the shadowing effect of the grouped piles (see Figure 1) is rather important for the design of the laterally loaded pile foundation [1][2][3][4][5][6][7][8][9][10][11][12][13][14]. The shadowing effect making the stress zone out of a pile and the surrounding soils can produce a passive wedge along the pile.…”

Section: Introductionmentioning

confidence: 99%

Lateral load distributions on grouped piles from dynamic pile‐to‐pile interaction factors

Chang

Lin

Cheng

2008

Num Anal Meth Geomechanics

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“…• Less load carried by the center pile 22 in the 3×3 group (s = 4d-8d) is well modelled using R in the current solutions [33], as observed in centrifuge tests in clay [19]. The characteristic, however, is captured neither by the FEM 3D analysis [35] nor by the p mbased analysis.…”

Section: Case Iii: In Situ Full Scale Tests On Piles In Clay [27]mentioning

confidence: 89%

“…This P/P g ratio is, as anticipated, different from that (shown in Figures 15 and 16) obtained previously using p m ; so is the slip depth x p . Given a prescribed deflection for each group, the P/P g ratio partitioned and depth x p deduced are provided in Table XIII along (1) At s = 4d (3×3 group), R is 0.28 (MR) and 0.42 (TR), which is in opposite trend to the p m of 0.4 and 0.3 (see Table VI) [8,19,30,32,34], but with an identical total of 0.7. At s 8d, the R for either row is less than the p m of 0.6-1.0 [25] conventionally suggested.…”

Section: Case Iii: In Situ Full Scale Tests On Piles In Clay [27]mentioning

confidence: 99%

Nonlinear response of laterally loaded piles and pile groups

Guo

2008

Num Anal Meth Geomechanics

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SUMMARYIn spite of extensive studies on laterally loaded piles carried out over years, none of them offers an expedite approach as to gaining the nonlinear response and its associated depth of mobilization of limiting force along each pile in a group. To serve such a need, elastic-plastic solutions for free-head, laterally loaded piles were developed recently by the author. They allow the response to be readily computed from elastic state right up to failure, by assigning a series of slip depths, and a limiting force profile. In this paper, equivalent solutions for fixed-head (FixH) single piles were developed. They are subsequently extended to cater for response of pile groups by incorporating p-multipliers.The newly established solutions were substantiated by existing numerical solutions for piles and pile groups. They offer satisfactory prediction of the nonlinear response of all the 6 single piles and 24 pile groups investigated so far after properly considering the impact of semi-FixH restraints. They also offer the extent to ultimate state of pile groups via the evaluated slip depths. The study allows ad hoc guidelines to be established for determining input parameters for the solutions. The solutions are tailored for routine prediction of the nonlinear interaction of laterally loaded FixH piles and capped pile groups.

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“…It was observed that the pile group deflected over two times more than the single pile under the same average load and trailing rows carried lesser load than that of leading row, and middle row piles carried the lowest loads. Ilyas et al [10] conducted a series of centrifuge model tests to examine the behavior of laterally loaded pile groups of 2, 2×2, 2×3, 3×3, and 4×4 piles with a center-to-center spacing of three or five times the pile width in normally consolidated and over consolidated kaolin clay.It was established that the pile group efficiency reduces significantly with increasing number of piles in a group due shadowing effect. And also, it was found that the front piles experience larger load and bending moment than that of the trailing piles.…”

Section: Introductionmentioning

confidence: 99%

Dynamic Response of Single Pile Located in Soft Clay Underlay by Sand

Rathod¹

2016

Geomate

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Piles have been extensively used for supporting axial loads and lateral loads for variety of structures including high rise buildings, transmission towers, power stations, offshore structures and highway and railway structures. Pile foundations are subjected to lateral loading due to wind action, wave action, earthquake and impact of ships in dock and harbour structures. In such cases, studying the behavior of pile foundation due dynamic loading is essential. Compare to field tests, the numerical modeling is an economical way to analyze the response of piles. This paper presents the dynamic response of a single concrete pile of 0.4m diameter, 11.5m length located in soft clay underlay by sand subjected to static vertical load as well as ground acceleration simultaneously. Finite element software PLAXIS 2D is used to analyze the pile. From the analysis, the deformation and acceleration behaviour of pile with respect to time has been studied.

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Centrifuge Model Study of Laterally Loaded Pile Groups in Clay

Cited by 133 publications

References 8 publications

Lateral load distributions on grouped piles from dynamic pile‐to‐pile interaction factors

Lateral load distributions on grouped piles from dynamic pile‐to‐pile interaction factors

Nonlinear response of laterally loaded piles and pile groups

Dynamic Response of Single Pile Located in Soft Clay Underlay by Sand

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