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Determination of pile failure mechanism under pullout test in loose sand

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Abstract

Estimating the deformation of soil around the pile contributes to reliable design of structures under pullout force. This work presents the results of a series of small-scale physical modelling tests designed to investigate the uplift resistance of piles with diameter of 5 cm and slenderness ratios of 1, 2, 3 and 4 in loose sand. Close photogrammetric technique and particle image velocimetry (PIV) were employed to observe the failure patterns due to uplift force on piles. The results show that the shear zones curve slightly outward near the ground surface. After peak resistance, the shear strain concentrates into a pair of narrow shear bands, then a flow around mechanism is formed accompanied by a reduction in the uplift resistance. The results from the laboratory tests were verified by analytical method proposed by Chattopadhyay and PLAXIS 2D and 3D finite element method software. It is found that the depth and width of the failure surface increase with the increment of the slenderness ratio. A good agreement is observed among the measured bearing capacity and obtained failure surface of the models and the results of numerical modelling. Finally, the maximum deformation of loose and dense sand respectively with densities of 25% and 75% were compared in the stage of fully removing pile. The results shows that the deformation of the soil is related to its density, therefore it depends on its dilatancy.

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Authors and Affiliations

  1. Department of Geotechnics and Transportation, Universiti Teknologi Malaysia, 81310, Johor, Malaysia

    K. Faizi, R. Kalatehjari, R. Nazir & A. S. A. Rashid

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  1. K. Faizi
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  2. R. Kalatehjari
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  3. R. Nazir
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  4. A. S. A. Rashid
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Correspondence to K. Faizi.

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Faizi, K., Kalatehjari, R., Nazir, R. et al. Determination of pile failure mechanism under pullout test in loose sand. J. Cent. South Univ. 22, 1490–1501 (2015). https://doi.org/10.1007/s11771-015-2666-8

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  • DOI: https://doi.org/10.1007/s11771-015-2666-8

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