On limiting force profile, slip depth and response of lateral piles

Guo, Wei Dong

doi:10.1016/j.compgeo.2006.02.001

Cited by 50 publications

(53 citation statements)

References 18 publications

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“…The magnitude of the three input parameters α 0 , N g and n are independent of load levels over the entire loading regime. Guidelines for determining the values of the parameters are discussed by Guo [13][14][15]. The generic limiting force profile (LFP) becomes that suggested for sand by Broms [16], and that for clay by Matlock [17] and Reese et al [18], by choosing an appropriate set of.…”

Section: Mechanical Modelling and The Analysismentioning

confidence: 99%

“…The best solution, i.e. the largest load, is found by maximizing the load H u with respect to the optimization parameter l. The details of calculations are explained by Guo [13]. The solution for free head long piles are presented below:…”

Section: Mechanical Modelling and The Analysismentioning

confidence: 99%

“…The ultimate soilresistance is described by the generic limiting force profile (LFP) proposed by Guo [13] where P u = ultimate soil resistance or limiting force per unitlength; A r = s u N g d 1−n (cohesive soil) and…”

Section: Mechanical Modelling and The Analysismentioning

confidence: 99%

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Reliability Based Analysis and Optimum Design of Laterally Loaded Piles

Rad

2017

Period. Polytech. Civil Eng.

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Section: Mechanical Modelling and The Analysismentioning

confidence: 99%

Section: Mechanical Modelling and The Analysismentioning

confidence: 99%

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Reliability Based Analysis and Optimum Design of Laterally Loaded Piles

Rad

2017

Period. Polytech. Civil Eng.

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“…As with those for free-head and fixed-head piles (Guo 2006), response of the lateral 103 pile (see Fig. 1) is presented against the depth x (measured from ground level) in the upper 104 plastic zone, and a depth z (= x-x p , measured from the slip depth x p ) in the lower elastic zones, 105 respectively, to generate compact expressions.…”

Section: Overall Solutions For a Single Pilementioning

confidence: 99%

“…71 the pile in the direction of soil movement, and sliding resistance on the side of the pile, less any 81 force due to active earth pressure on the rear face of the pile. The p u is described by (Guo 2006) 82 (Hansen 1961;Guo 2013a). 96…”

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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Nonlinear analysis of laterally loaded rigid piles in cohesive soil

Zhang

Ahmari

2011

Num Anal Meth Geomechanics

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SUMMARYThis article presents a method for the nonlinear analysis of laterally loaded rigid piles in cohesive soil. The method considers the force and the moment equilibrium to derive the system equations for a rigid pile under a lateral eccentric load. The system equations are then solved using an iteration scheme to obtain the response of the pile. The method considers the nonlinear variation of the ultimate lateral soil resistance with depth and uses a new closed-form expression proposed in this article to determine the lateral bearing factor. The method also considers the horizontal shear resistance at the pile base, and a bilinear relationship between the shear resistance and the displacement is used. For simplicity, the modulus of horizontal subgrade reaction is assumed to be constant with depth, which is applicable to piles in overconsolidated clay. The nonlinearity of the modulus of horizontal subgrade reaction with pile displacement at ground surface is also considered. The validity of the developed method is demonstrated by comparing its results with those of 3D finite element analysis. The applications of the developed method to analyze five field test piles also show good agreement between the predictions and the experimental results. The developed method offers an alternative approach for simple and effective analysis of laterally loaded rigid piles in cohesive soil.

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On limiting force profile, slip depth and response of lateral piles

Cited by 50 publications

References 18 publications

Reliability Based Analysis and Optimum Design of Laterally Loaded Piles

Reliability Based Analysis and Optimum Design of Laterally Loaded Piles

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

Nonlinear analysis of laterally loaded rigid piles in cohesive soil

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