Nonlinear response of laterally loaded piles and pile groups

Guo, Wei Dong

doi:10.1002/nag.746

Cited by 25 publications

(12 citation statements)

References 28 publications

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“…1c) with due account of the moment caused by the distributed p u2 over the 'dragging' zone from depth L 1 -e o2 to L 1 (Matlock et al 1980;Guo 2009 …”

Section: Plastic (Sliding Layer) -Elastic-plastic (Stable Layer) (P-ementioning

confidence: 99%

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Pu-Based Solutions for Slope Stabilizing Piles

Guo

2013

Int. J. Geomech.

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This paper proposes an equivalent load transfer approach for simulating the response of passive piles owing to soil movement. The approach is elaborated for two commonly seen (normal and deep) sliding modes. In terms of compatibility conditions across sliding and stable layers, new coupled elastic (sliding layer)-elastic (stable layer) (E-E) solutions, and plastic (sliding layer)-elastic-plastic (stable layer) (P-EP) solutions are developed. The solutions are implemented into a program called GASMove operating in the mathematical software Mathcad. They are compared with available numerical analyses, and employed to the predict response of eight instrumented piles. The study reveals the proposed equivalent load-soil movement relationship works well along with the solutions; the E-E solution generally offers good prediction for piles with infinite lengths in both sliding and stable layers (deep sliding mode); the P-EP solution is good for piles rotating rigidly in a sliding layer (normal sliding mode); and similar predictions may be gained from different sets of p(u) and k profiles, as with laterally loaded piles, but a linear p(u) should be used for the stable layer to gain the smallest pile resistance. Design charts are generated to facilitate the prediction of a nonlinear response of passive piles, for which example predictions are elaborated. (C) 2013 American Society of Civil Engineers. Design charts are generated, to facilitate prediction of nonlinear response of passive piles, for which example predictions are elaborated.

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“…1c) with due account of the moment caused by the distributed p u2 over the 'dragging' zone from depth L 1 -e o2 to L 1 (Matlock et al 1980;Guo 2009 …”

Section: Plastic (Sliding Layer) -Elastic-plastic (Stable Layer) (P-ementioning

confidence: 99%

“…The EP solution capitalised on a constant k i and the aforementioned p ui is indeed sufficiently accurate for modelling active piles (Murff and Hamilton 1993;Guo 2006) compared to numerical approaches (Yang and Jeremic 2002;Guo 2009). It is also useful for calibrating pertinent numerical results (Guo 2010).…”

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confidence: 94%

Pu-Based Solutions for Slope Stabilizing Piles

Guo

2013

Int. J. Geomech.

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“…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). 66…”

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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“…The behavior of single pile and pile groups subjected to lateral loading has been studied in details under static loading conditions using analytical approaches. Studies on vertically and laterally loaded piles embedded in nonhomogenous and layered soil using a Winkler model approach were studied by Basu and Salgado, Guo, and Hirai . Nevertheless, these methodologies did not take into account the presence of kinematic forces and depth of liquefiable soil layer and their influence on the bending moment generated in the pile and the unsupported pile length leading to instability.…”

Section: Introductionmentioning

confidence: 99%

Influence of seismic motions on behavior of piles in liquefied soils

Chatterjee

Choudhury

2017

Num Anal Meth Geomechanics

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Summary In the present study an analytical procedure based on finite element technique is proposed to investigate the influence of vertical load on deflection and bending moment of a laterally loaded pile embedded in liquefiable soil, subjected to permanent ground displacement. The degradation of subgrade modulus due to soil liquefaction and effect of nonlinearity are also considered. A free headed vertical concrete elastic nonyielding pile with a floating tip subjected to vertical compressive loading, lateral load, and permanent ground displacement due to earthquake motions, in liquefiable soil underlain by nonliquefiable stratum, is considered. The input seismic motions, having varying range of ground motion parameters, considered here include 1989 Loma Gilroy, 1995 Kobe, 2001 Bhuj, and 2011 Sikkim motions. It is calculated that maximum bending moment occurred at the interface of liquefiable and nonliquefiable soil layers and when thickness of liquefiable soil layer is around 60% of total pile length. Maximum bending moment of 1210 kNm and pile head deflection of 110 cm is observed because of 1995 Kobe motion, while 2001 Bhuj and 2011 Sikkim motions amplify the pile head deflection by 14.2 and 14.4 times and bending moment approximately by 4 times, when compared to nonliquefiable soil. Further, the presence of inertial load at the pile head increases bending moment and deflection by approximately 52% when subjected to 1995 Kobe motion. Thus, it is necessary to have a proper assessment of both kinematic and inertial interactions due to free field seismic motions and vertical loads for evaluating pile response in liquefiable soil.

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Nonlinear response of laterally loaded piles and pile groups

Cited by 25 publications

References 28 publications

Pu-Based Solutions for Slope Stabilizing Piles

Pu-Based Solutions for Slope Stabilizing Piles

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

Influence of seismic motions on behavior of piles in liquefied soils

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