Development of dynamic p-y backbone curves for a single pile in dense sand by 1g shaking table tests

Yang, Eui-Kyu; Choi, Jung-In; Kwon, Sun-Yong; Kim, Myoung-Mo

doi:10.1007/s12205-011-1113-0

Cited by 29 publications

(7 citation statements)

References 6 publications

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“…Based on the basic equations that govern the behavior of soil-structure-fluid systems, Iai [20] derived the scale factors of each engineering property using three independent parameters such as the geometric scale factor (λ), the scale factor for density of soil (λ ρ ), and the scale factor for strain of soil (λ ε ). In this study, little differences of density and strain between the prototype and model were expected, given the relatively small geometry scale factor (λ) of 1.6 used to fabricate the model track system; thus, both λ ρ and λ ε were assumed to be unity (= 1.0) [21][22][23][24]. Consequently, the scale factors of all engineering properties were derived in terms of λ, which are identical to the scale factors for geotechnical application suggested by Gibson [25].…”

Section: Experiments Equipmentmentioning

confidence: 99%

Evaluation of the Slip Sinkage and its Effect on the Compaction Resistance of an Off-Road Tracked Vehicle

et al. 2020

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When an off-road tracked vehicle travels, shearing action and ground sinkage occur on the soil–track interface, severely affecting the tractive performance of the vehicle. Notably, ground sinkage, which is induced by the vehicle’s weight (static sinkage) and longitudinal forces in the direction of travel producing slip (slip sinkage), develops motion resistance, directly restricting the tracked vehicle’s performance. Thus, it is critical to consider both static sinkage and slip sinkage to assess the tractive performance of a tracked vehicle. In this research, model track experiments were conducted to investigate slip sinkage. The experimental results showed that the slip sinkage increased as the slip ratio increased, but the rate of increase decreased. The slip sinkage was found to increase as the density of the ground decreased and imposed vertical load increased. The experimental results were used to calculate normalized slip sinkage, and an empirical equation for slip sinkage in terms of slip ratio was developed. This equation will allow vehicle operators to predict the slip sinkage and associated motion resistance for given soil and vehicle conditions.

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Section: Experiments Equipmentmentioning

confidence: 99%

Evaluation of the Slip Sinkage and its Effect on the Compaction Resistance of an Off-Road Tracked Vehicle

et al. 2020

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“…In this study, the soil initial modulus was obtained by Hardin and Drnevich (1972) [22] as Equation (2). In the equation below, the values of empirical coefficients A, n were determined through regression analysis for the results of bender element tests which were performed by Yang (2009) [23]. In the regression analysis, G max /F(e)P a and σ m /P a for various test cases were plotted, and characteristic values such as A and n was induced.…”

Section: Dynamic Properties Of Soilmentioning

confidence: 99%

Evaluation of Dynamic Soil-Pile-Structure Interactive Behavior in Dry Sand by 3D Numerical Simulation

Kwon

Yoo

2019

Applied Sciences

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A 3D numerical model based on finite-difference approximation was formulated to predict the dynamic soil-pile-structure interaction (SPSI) in dry sand. A non-linear elastic, Mohr–Coulomb plastic soil-constitutive model was adopted for the proposed methodology with a hysteretic damping model which can simulate nonlinear behavior of soil and an interface model which can predict separation and slippage between soil and pile according to the external load condition. Simplified continuum model was used to properly simulate the semi-infinite boundary and improve analysis efficiency. The proposed numerical model was validated by comparison with experimental results performed by Yoo (2013). Thereafter, a parametric study was also carried out to investigate the complex dynamic behavior of pile foundation under varying conditions. It was demonstrated that inertial force induced by superstructure is dominant for dynamic SPSI in dry sand whereas the kinematic force induced by soil deformation is relatively insignificant. Pile peak bending moment occurs at 30% of the pile length when pile length is no longer than 5 T and at about 30% of 5 T (1.6 T) when the pile length is longer than 5 T. The pile head fixity governed the peak bending moment profile of pile and affected the dynamic responses of the system in conjunction with other factors, such as pile rigidity.

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“…They also stated that the dynamic P-Y curves depend on the loading frequency. In two different experimental studies (Yang et al 2011;Lim and Jeong 2018) on the behavior of single piles under dynamic loads, it is stated that dynamic P-Y curves give very different responses than static curves and the parameters affecting the response are determined by the acceleration amplitude and frequency given to the system (Yang et al 2011;Lim and Jeong 2018), relative stiffness (Lim and Jeong 2018), pile bending stiffness and mass at the pile end (Yang et al 2011). However, no experimental study focusing on the P-Y method has been found in the literature on the behavior of group piles under dynamic loads.…”

Section: Introductionmentioning

confidence: 99%

Numerical investigation on p–y method of group piles under static and dynamic loads

Timurağaoğlu

Fahjan

Doğangün

2022

Bull Earthquake Eng

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The present study aims at scrutinizing the static and dynamic behavior of pile-soil interaction in the context of py method using finite element analysis. For this purpose, a series of static and dynamic analyses are carried out for single pile, 2x2 and 3x3 group piles in homogeneous clayey soil. In the analysis, the nonlinear behavior of soil is taken into account using a kinematic hardening model, while piles are modeled as elastic. The soil model parameters are calibrated using experimental modulus degradation and damping curves. The pile-soil interface is modeled considering normal and shear behavior to account for separation and sliding between soil and pile elements. In the static analyses, variation of pile moments and displacements with depth and the back-calculated p-y curves are evaluated. The soil resistance is directly obtained by extracting the shear and normal forces of the nodes in a pile at any depth. The p-multipliers for 2x2 and 3x3 group piles are calculated and compared with that of the experiments. The variation of p-multipliers with depth and lateral displacement is also evaluated. In dynamic analyses, first, site response analyses are carried out and validated against one-dimensional results under different loading frequencies. Infinite elements are applied at the boundaries to provide non -reflective boundaries. Later, single, 2x2 and 3x3 group pile analyses are executed. The influence of loading amplitude and frequency on the response are investigated using moment-depth and displacement-depth relationships. Dynamic p-y curves are back-calculated and the results are deeply assessed by comparing with static curves.

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Development of dynamic p-y backbone curves for a single pile in dense sand by 1g shaking table tests

Cited by 29 publications

References 6 publications

Evaluation of the Slip Sinkage and its Effect on the Compaction Resistance of an Off-Road Tracked Vehicle

Evaluation of the Slip Sinkage and its Effect on the Compaction Resistance of an Off-Road Tracked Vehicle

Evaluation of Dynamic Soil-Pile-Structure Interactive Behavior in Dry Sand by 3D Numerical Simulation

Numerical investigation on p–y method of group piles under static and dynamic loads

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