Analytical Quantification of Ultimate Resistance for Sand Flowing Horizontally around Monopile: New p-y Curve Formulation

Bouzid, Djillali Amar

doi:10.1061/(asce)gm.1943-5622.0001927

Cited by 8 publications

(3 citation statements)

References 21 publications

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“…Wang et al (2020) explained that this is attributed to the rotation failure mechanism of the rigid piles under lateral loading. Therefore, it is clear that instead of being a function of z/D as in Brinch Hansen (1961), Reese et al (1974), andAmar Bouzid (2021) or being a constant value as in Broms (1964), Petrasovits and Award (1972), Fleming et al (1992), Prasad and Chari (1999), and Zhang et al (2005), the K ult of rigid piles in sand is a function of z/L. Among all the existing studies, Burd et al (2020) is the only one defined in terms of z/L.…”

Section: Ultimate Soil Resistance Of the Rigid Pilesmentioning

confidence: 99%

“…The ultimate lateral soil resistance (p ult = K ult Dσ v , where K ult is the ultimate lateral soil resistance coefficient, D is the pile diameter, and σ v is the vertical effective stress) of laterally loaded pile is an important input in pile design (Hajialilue-Bonab et al 2013;Rathod et al 2019Rathod et al , 2020Rathod et al , 2021. Although many design equations have been proposed (Brinch Hansen 1961;Broms 1964;Petrasovits and Award 1972;Reese et al 1974;Fleming et al 1992;Prasad and Chari 1999;Zhang et al 2005;API 2014;Burd et al 2020;Amar Bouzid 2021), as summarized in Table 1, significant discrepancy can be observed between the existing equations, regarding the distribution of K ult with depth (z) and the influence of pile diameter (D). In light of this, a series of numerical simulations using a validated finite element (FE) model were performed in this study to clarify the influence of pile diameter (D), aspect ratio (L/D), and failure mode on K ult .…”

Section: Introductionmentioning

confidence: 99%

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Ultimate soil resistance of the laterally loaded pile in uniform sand

Wang

Askarinejad

et al. 2023

Can. Geotech. J.

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Piles have been widely used as foundations to resist lateral loads. For the design of a laterally loaded pile, one of the most important inputs is the ultimate soil resistance (pult=KultDσv’, Kult is the ultimate lateral soil resistance coefficient, D is pile diameter, σv’ is the vertical effective stress). However, great discrepancy can be found in the existing design equations for piles in sand. To provide new insights and clarify the discrepancy in previous studies, this technical note performed a series of numerical simulations on piles of different configurations using the finite element model validated by centrifuge pile tests. The computed results suggest that Kult is a function of depth ratios z/D and z/L for the flexible and rigid piles, respectively (where, z is absolute depth, L is pile length) and all existing design equations failed to reproduce the magnitude and distribution of Kult. Additionally, Kult of horizontally translated fixed-head rigid piles exhibit the same pattern as flexible piles, suggesting that the difference between free-head flexible and rigid piles is caused by the change of failure modes.

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Section: Ultimate Soil Resistance Of the Rigid Pilesmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Ultimate soil resistance of the laterally loaded pile in uniform sand

Wang

Askarinejad

et al. 2023

Can. Geotech. J.

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“…This has been conceived as a general name which stands for Winkler Idealization of Large-Diameter Piles for Offshore Wind Energy Regenerators version 1.0. The implementation of a new p-y curve [16] has been already performed, and the development of a user graphic interface (GUI) for WILDPOWER 1.0 using VB.net is underway.…”

Section: Silicamentioning

confidence: 99%

Evaluation of sand p–y curves by predicting both monopile lateral response and OWT natural frequency

Amel

Bouzid

Bhattacharya

et al. 2022

Studia Geotechnica Et Mechanica

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Extending the use of the p–y curves included in the regulation codes API and DNV to design large-diameter monopiles supporting offshore wind turbines (OWTs) was unsuccessful as it resulted in an inaccurate estimation of the monopile behavior. This had prompted many investigators to propose formulations to enhance the performances of Winkler model. In this paper, two case studies are considered. A case consisting of an OWT at Horns Rev (Denmark) supported by a monopile in a sandy soil was studied first. Taking the FEA using ABAQUS as reference, results of WILDOWER 1.0 (a Winkler computer code) using the recently proposed p–y curves giving design parameters were plotted and evaluated. In order to see the ability of proposed p–y curves to predict the monopile head movements, and consequently the first natural frequency (1st NF), a second case study consisting of a monopile supporting an OWT at North Hoyle (UK) was selected. The monopile head stiffness in terms of lateral, rocking, and cross-coupling stiffness coefficients, necessary for the 1st NF, were computed using both ABAQUS and WILDPOWER 1.0. Comparisons with the measured 1st NF showed that with the exception of one p–y model, none of other proposed Winkler methods is able to predict accurately this parameter.

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Finite Element-Based p-y Curves in Sand

Hamderi

2023

Arab J Sci Eng

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Analytical Quantification of Ultimate Resistance for Sand Flowing Horizontally around Monopile: New p-y Curve Formulation

Cited by 8 publications

References 21 publications

Ultimate soil resistance of the laterally loaded pile in uniform sand

Ultimate soil resistance of the laterally loaded pile in uniform sand

Evaluation of sand p–y curves by predicting both monopile lateral response and OWT natural frequency

Finite Element-Based p-y Curves in Sand

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