The Elastic Analysis of Compressible Piles and Pile Groups

Butterfield, R.; Banerjee, P. K.

doi:10.1680/geot.1971.21.1.43

Cited by 256 publications

(102 citation statements)

References 7 publications

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“…Thereafter, many researches [6][7][8] have been undertaken on various analytical methods to study the vertical deformations of pile groups. Butterfield and Banerjeet [6], Chow [7] and Shen et al [8] have presented analytical solutions for the vertical deformation of pile groups using theoretical load-transfer curves. Randolph and Wroth [9] have proposed a closed-form solution for the settlement of single piles.…”

Section: Introductionmentioning

confidence: 99%

Three - dimensional Numerical Simulation and Validation of Load-settlement Behaviour of a Pile Group under Compressive Loading

Gowthaman

Nasvi

2018

Engineer

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Abstract:Settlement of pile foundation is one of the controlling pile design parameters and its numerical simulation is one of the techniques widely used to predict the settlement behaviour of piles. This study was on the settlement behaviour of a pile group located in silty-sand deposits using the finite element (FE) approach which is based on the static pile load test. Three different types of analyses were investigated: (1) a linear elastic (LE) analysis in which the soil was assumed to be linear elastic, (2) a complete nonlinear analysis in which the soil adjacent to the pile shaft as well as the soil between the piles were modelled using the Mohr Coulomb (MC) or hardening soil (HS) model, and (3) a combined analysis in which the soil close to the pile shaft was modelled using the HS model while the soil in the remaining area was modelled using the LE or MC model. Numerical results obtained for the load-settlement behaviour of the pile group were validated using the popular RATZ analytical approach. The results of the FE analysis suggest that incorporating a nonlinear zone of soil close to the pile shaft as an interface and leaving the soil beyond this zone as linear elastic give a more reasonable estimation and a much better prediction of the pile group settlement. It is also suggested that for a typical pile group, a nonlinear interface of thickness equal to the pile diameter and extending from the pile shaft to the edge of the zone would be sufficient to capture the load transfer mechanism. The group settlement ratio predicted in this study is in good agreement with the findings made in the previous studies.

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Section: Introductionmentioning

confidence: 99%

Three - dimensional Numerical Simulation and Validation of Load-settlement Behaviour of a Pile Group under Compressive Loading

Gowthaman

Nasvi

2018

Engineer

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“…leads to zero values of wavenumber q in Eq. (7)) and has not been observed in rigorous numerical solutions of such problems, e.g., [6,29,30]. It is important to note that despite that u z is assumed to be zero, the specific solution is still three dimensional (i.e.…”

Section: Compressibility Coefficientmentioning

confidence: 99%

Dynamic pile impedances for laterally–loaded piles using improved Tajimi and Winkler formulations

Anoyatis

Lemnitzer

2017

Soil Dynamics and Earthquake Engineering

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a b s t r a c tThe analytical representation of dynamic soil reaction to a laterally-loaded pile using 3D continuum modeling is revisited. The governing elastodynamic Navier equations are simplified by setting the dynamic vertical normal stresses in the soil equal to zero, which uncouples the equilibrium in vertical and horizontal directions and allows a closed-form solution to be obtained. This physically motivated approximation, correctly conforming to the existence of a free surface, was not exploited in earlier studies by Tajimi, Nogami and Novak and leads to a weaker dependence of soil response to Poisson's ratio which is in agreement with numerical solutions found in literature. The stress and displacement fields in the soil and the associated reaction to an arbitrary harmonic pile displacement are derived analytically using pertinent displacement potentials and eigenvalue expansions over the vertical coordinate. Both infinitely long piles and piles of finite length are considered. Results are presented in terms of dimensionless parameters and graphs that highlight salient aspects of the problem. A detailed discussion on wave propagation and cutoff frequencies based on the analytical findings is provided. A new dimensionless frequency parameter is introduced to demonstrate that the popular plane-strain model yields realistic values for soil reaction only at high frequencies and low Poisson's ratios.Published by Elsevier Ltd.

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“…Two alternatives for calculating the two-pile interactive displacements feature in the literature; the receiver pile may be load-free (henceforth referred to as Approach I; see The literature documents many examples, based on linear elastic (LE) analyses, of the successful application of IFM to groups with relatively small pile numbers. Lee (1993) utilized Approach II IFM to extrapolate the results of a simplified single pile analysis to pile groups of up to 16 piles and results compared well to boundary element predictions (Butterfield and Banerjee 1971). Similarly, Poulos (1988) used modified Approach II interaction factors to predict the responses of the groups of 4, 5 and 9 piles documented by O'Neill et al (1981) with satisfactory results.…”

Section: Introductionmentioning

confidence: 97%

Pile Group Settlement Estimation: Suitability of Nonlinear Interaction Factors

McCabe

Sheil

2015

Int. J. Geomech.

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Publication InformationMcCabe, B.A., Sheil, B.B. (2015) 'Pile group settlement estimation: suitability of nonlinear interaction factors'. ASCE International Journal of Geomechanics, 13 (3). PublisherAmerican Society of Civil Engineers AbstractIn this paper, predictions of pile settlement determined by appropriate superposition of two-pile interaction factors are compared with those computed from continuum analysis. PLAXIS 3DFoundation is used in conjunction with the non-linear Hardening Soil model and pile group sizes studied are greater than in previous research. The study is presented in two phases: (i) examination of the modulus variation within the group allowed the elimination of some variables and (ii) a comparison of pile settlement predictions in the context of the significant variables. The research shows that predictions using the former approach match the continuum analyses very closely for friction piles and reasonably well for end-bearing piles and show potential for reducing computational time and effort in such problems. The paper also distinguishes between alternative definitions of interaction factor and shows that most accurate predictions arise from interaction factors calculated when only one of the two piles is loaded.

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The Elastic Analysis of Compressible Piles and Pile Groups

Cited by 256 publications

References 7 publications

Three - dimensional Numerical Simulation and Validation of Load-settlement Behaviour of a Pile Group under Compressive Loading

Three - dimensional Numerical Simulation and Validation of Load-settlement Behaviour of a Pile Group under Compressive Loading

Dynamic pile impedances for laterally–loaded piles using improved Tajimi and Winkler formulations

Pile Group Settlement Estimation: Suitability of Nonlinear Interaction Factors

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