Simplified Lateral Load Analyses of Fixed-Head Piles and Pile Groups

Ooi, Phillip S. K.; Chang, Brian K.F.; Wang, Shuohang

doi:10.1061/(asce)1090-0241(2004)130:11(1140)

Cited by 29 publications

(11 citation statements)

References 21 publications

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“…Fixed-head solutions using numerical finite element method, and finite difference 61 approach (Ooi et al 2004) overestimate measured maximum bending moment and underestimate 62 measured deflection of capped piles (Duncan et al 2005) at large; whereas free-head solutions 63 offer incorrect depth of maximum bending moment and overestimate the head-deflection. Theconcept of p-multiplier is less rigorous but offers more reliable and efficient prediction of overall 65 pile response than finite element and finite difference methods (Guo 2009;Guo 2012).…”

Section: (C) and (E)] 60mentioning

confidence: 99%

Nonlinear Response of Lateral Piles with Compatible Cap Stiffness and p-Multiplier

Guo

2015

J. Eng. Mech.

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Response of lateral pile groups is modeled using the more accurate (than any other numerical modeling) p − y curves-based load transfer model. It is essentially underpinned by limiting force per unit length pmpu, modulus of subgrade reaction pmk, and p-multiplier pm (to cater for pile-pile interaction, pm ¼ 1 for single piles). With the model, new closed-form solutions are developed incorporating the cap-rotational stiffness kr. The solutions are presented in nondimensional charts for free-head (kr ¼ 0) through fixed-head (kr > 10 times the pile bending stiffness). The study reveals that the existing pm (bearing no link to the stiffness kr) is inconsistent with pm ¼ 0.25 for capped piles (at limiting state of elastic solutions). This casts doubt about the accuracy of available solutions, and a compatible stiffness kr and pm is required. The compatible normalized stiffness knr is equal to 0.275-0.333 (n ¼ 0.7) and 0.333-0.564 (n ¼ 1.7) for the associated pm at the design level of (ground-level) bending moment specified in the JGJ code. Use of the solutions is elaborated for a typical offshore pile group against measured response, which largely substantiates the deduced stiffness knr. The coupled kr and pm revealed are fundamental to design of the capped piles using any methods. The new solutions using the knr and pm values should be employed to conduct pertinent design. (n = 1.7) for the associated p m at the design level of (ground-level) bending moment 34 specified in the JGJ code. 35Use of the solutions is elaborated for a typical offshore pile group against measured response, 36 which largely substantiates the deduced stiffness k nr . The coupled k r and p m revealed are 37 fundamental to design of the capped piles using any methods. The new solutions using the k nr and 38 p m values should be employed to conduct pertinent design. 39 40

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Section: (C) and (E)] 60mentioning

confidence: 99%

Nonlinear Response of Lateral Piles with Compatible Cap Stiffness and p-Multiplier

Guo

2015

J. Eng. Mech.

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“…Ooi and Duncan (1994) and Ooi et al (2004) addressed the issue of increase in deflection by a group-amplification procedure, which is based on the characteristic load method . Davisson (1970), based on a subgrade-reaction analysis, proposed a reduction in the values of the modulus of subgrade reaction for use in group analysis.…”

Section: Overviewmentioning

confidence: 99%

Analysis of Laterally Loaded Piles in Multilayered Soil Deposits

Basu¹,

Salgado²,

Prezzi³

2008

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“…Unlike the provisos specified, the head load may be exerted at a free length e p and deflection w t be measured at a free length e w above mudline on a free-standing pile cap. A FixH restraint for each capped pile in a group is not warranted particularly at a large deflection (thus referred to as semi-FixH pile), as noted in a majority of tested groups [7] (observation H1). To contend with these complications, the current solutions should be used together with an approximate treatment H2.…”

Section: Group Pilesmentioning

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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Simplified Lateral Load Analyses of Fixed-Head Piles and Pile Groups

Cited by 29 publications

References 21 publications

Nonlinear Response of Lateral Piles with Compatible Cap Stiffness and p-Multiplier

Nonlinear Response of Lateral Piles with Compatible Cap Stiffness and p-Multiplier

Analysis of Laterally Loaded Piles in Multilayered Soil Deposits

Nonlinear response of laterally loaded piles and pile groups

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