Lateral Load-Deflection Relationships of Piles Subjected to Dynamic Loadings

Kagawa, Takaaki; Kraft, Leland M.

doi:10.3208/sandf1972.20.4_19

Cited by 76 publications

(14 citation statements)

References 6 publications

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“…Recall that a kinematically loaded pile follows all but the details of the free-®eld soil motion (Kagawa & Kraft, 1980;Kavvadas & Gazetas, 1993). Nevertheless, when applying the results of the paper to practical problems, a judicious choice of soil moduli should account for some unavoidable non-linearity and/or disturbance due to pile installation.…”

Section: Beam-on-dynamic-winkler-foundation Modelmentioning

confidence: 99%

“…Support for the third scenario comes from the fact that damage has often been observed too deep to have been caused by loading coming from the pile top, in soils that could not possibly have suffered a severe loss of strength (e.g. Following these early efforts, the problem was analysed by Margason (1975), Blaney et al (1976), Kagawa & Kraft (1980), Flores-Berrones & Whitman (1982), Kaynia & Kausel (1982), Dobry & O'Rourke (1983), Barghouthi (1984), Tazoh et al (1987), Mineiro (1989), Mamoon & Banerjee (1990), Kavvadas & Gazetas (1993), Nikolaou et al (1995), Kaynia & Mahzooni (1996), Guin & Banerjee (1998) Luo & Murono (2001) and others. Analytical and ®eld evidence (Dobry & O'Rourke, 1983;Mizuno, 1987;Tazoh et al, 1987) have associated this type of damage with the presence of strong discontinuities in strength and, especially, stiffness in the soil pro®le.…”

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confidence: 99%

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Kinematic pile bending during earthquakes: analysis and field measurements

Nikolaou¹,

et al. 2001

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Kinematic pile bending during earthquakes: analysis and ®eld measurements S. NIKOLAOU Ã , G. MYLONAKIS { , G. GAZETAS{ a nd T. TAZOH} The passage of seismic waves through the soil surrounding a pile imposes lateral displacements and curvatures on the pile, thereby generating`kinematic' bending moments even in the absence of a superstructure. These moments are concentrated in the vicinity of interfaces of alternating soft and stiff soil layers and, in the case of restrained-head piles, at the pile head. The scope of this paper is threefold: (a) to critically review some existing design methods for kinematic pile loading; (b) to develop new analytical results for piles in homogeneous and layered soils; (c) to present a case study in which theoretical predictions are tested against ®eld measurements. To this end, an approximate beam-on-dynamic-Winkler-foundation (BDWF) model is implemented, speci®cally developed for the seismic response of piles in layered soil. Both ®xed-and free-head piles, and different boundary conditions at the pile toe, are considered. It is shown that the magnitude of kinematic moments depends mainly on the stiffness contrast between the soil layers, the pile±soil stiffness contrast, the excitation frequency, and the number of excitation cycles. A unique case history involving the instrumented pile foundation of a multistorey building in Japan is presented. Time histories of bending and axial strains recorded at six locations along two piles are successfully compared with results computed from simple formulae and methods presented in the paper.

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Section: Beam-on-dynamic-winkler-foundation Modelmentioning

confidence: 99%

mentioning

confidence: 99%

Kinematic pile bending during earthquakes: analysis and field measurements

Nikolaou¹,

et al. 2001

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“…The coefficient Si [13] is a function of the pile flexibility factor EI/E S L 4 , and pile slenderness ratio Lid, being E s the Young's modulus of the soil. In the hypothesis of linear soil behaviour, G s coincides with the small-strain shear modulus Go.…”

Section: Methods Of Analysismentioning

confidence: 99%

“…Among approximated approaches, the methods based on the Winkler foundation model [9][10][11] [12][13][14][15] by using the approach of the unit load transfer curves (also known asp-y curves), often confining soil nonlinearity in an inner field around the pile [16][17][18].…”

Section: Introductionmentioning

confidence: 99%

Nonlinear Seismic Response Of Single Piles

Cairo¹,

Conte²,

Dente³

2008

AIP Conference Proceedings

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In this paper, a method is proposed to analyse the seismic response of single piles under nonlinear soil condition. It is based on the Winkler foundation model formulated in the time domain, which makes use of p-y curves described by the Ramberg-Osgood relationship. The analyses are performed referring to a pile embedded in two-layer soil profiles with different sharp stiffness contrast. Italian seismic records are used as input motion. The calculated bending moments in the pile are compared to those obtained using other theoretical solutions.

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“…Following the same approach, Novak et al [2] reported closed-form solutions for the real and imaginary parts of the disk dynamic stiffness in terms of the elastic properties of the soil medium. Kagawa and Kraft [3] presented a different approach for the calculation of spring stiffness on the basis of work equivalence. The damping coefficient was calculated using a so-called strip model, carrying elastic waves emanating from the vibrating disk, as shown in Figure 1(a).…”

Section: Introductionmentioning

confidence: 99%

Reduced‐dimension nonlinear finite‐element analysis of a vibrating disk in an unbounded domain

Thammarak

Tassoulas

2011

Earthq Engng Struct Dyn

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We present and evaluate the formulation of a reduced-dimension (one-dimensional) finite element for the nonlinear analysis of a vibrating disk in a two-dimensional unbounded domain. As this problem is relevant in studies of the dynamic response of laterally loaded piles, numerous spring-and-dashpot representations of the disk undergoing displacement in an unbounded material domain have been developed to date: static and dynamic, linear and nonlinear. With the focus on material nonlinearity, the present simplified formulation circumvents the complications associated with nonlinear springs and dashpots. Indeed, the continuum-based treatment described herein accounts for the interaction between the two modes of energy dissipation, due to wave propagation in the unbounded domain and loss associated with inelastic behavior. The formulation is a good compromise between the competing desires for realistic representation and efficient computation.

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Lateral Load-Deflection Relationships of Piles Subjected to Dynamic Loadings

Cited by 76 publications

References 6 publications

Kinematic pile bending during earthquakes: analysis and field measurements

Kinematic pile bending during earthquakes: analysis and field measurements

Nonlinear Seismic Response Of Single Piles

Reduced‐dimension nonlinear finite‐element analysis of a vibrating disk in an unbounded domain

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