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Influence of p-y curves on Buckling Capacity of Pile Foundation

Authors: Praveen Huded M., Suresh R. Dash


Pile foundations are one of the most preferred deep foundation systems for high rise or heavily loaded structures. In many instances, the failure of the pile founded structures in liquefiable soils had been observed even in many recent earthquakes. Failure of pile foundation have occurred because of buckling, as the pile behaves as an unsupported slender structural element once the surrounding soil liquefies. However, the buckling capacity depends on the depth of soil liquefied and its residual strength. Hence it is essential to check the pile against the possible buckling failure. Beam on non-linear Winkler Foundation is one of the efficient methods to model the pile-soil behavior in liquefiable soil. The pile-soil interaction is modelled through p-y springs, there are different p-y curves available for modeling liquefiable soil. In the present work, the influence of two such p-y curves on the buckling capacity of pile foundation is studied considering the initial geometric and non-linear behavior of pile foundation. The proposed method is validated against experimental results. A significant difference in the buckling capacity is observed for the two p-y curves used in the analysis. A parametric study is conducted to understand the influence of pile flexural rigidity, different initial geometric imperfections, and different soil relative densities on the buckling capacity of pile foundation.

Keywords: pile foundation, liquefaction, buckling load, non-linear p-y curve

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[1] Abdoun, T.H., and Dobry, R., 2002. Evaluation of pile foundation response to lateral spreading. Soil Dynamics and Earthquake Engineering, 22(9-12), pp.1051-1058.
[2] Yoshida, N., Tazoh, T., Wakamatsu, K., Yasuda, S., Towhata, I., Nakazawa, H. and Kiku, H., 2007. Causes of Showa Bridge collapse in the 1964 Niigata earthquake based on eyewitness testimony. Soils and Foundations, 47(6), pp.1075-1087.
[3] Madabhushi, S.P.G., Patel, D. and Haigh, S.K., 2005. Geotechnical aspects of the Bhuj Earthquake. EEFIT Report on the Bhuj Earthquake. London: Institution of Structural Engineers.
[4] Berrill, J. and Yasuda, S., 2002. Liquefaction and piled foundations: some issues. Journal of Earthquake Engineering, 6(S1), pp.1-41.
[5] Mohanty, P., Dutta, S.C. and Bhattacharya, S., 2017. Proposed mechanism for mid-span failure of pile supported river bridges during seismic liquefaction. Soil Dynamics and Earthquake Engineering, 102, pp.41-45.
[6] Bhattacharya, S., 2003. Pile instability during earthquake liquefaction (Doctoral dissertation, University of Cambridge)
[7] Knappett, J.A. and Madabhushi, S.P.G., 2009. Influence of axial load on lateral pile response in liquefiable soils. Part I: physical modelling. Geotechnique, 59(7), pp.571-581.
[8] Nadeem M, Chakraborty T, Matsagar V. Nonlinear buckling analysis of slender piles with geometric imperfections. Journal of Geotechnical and Geoenvironmental Engineering 2015;141(1):06014014
[9] Haldar S, Sivakumar Babu GL, Bhattacharya S. 2008 Buckling and bending response of slender piles in liquefable soils during earthquakes. Geomechanics Geoengig, 3:129–43.
[10] Shanker, K., Basudhar, P.K. and Patra, N.R., 2007. Buckling of piles under liquefied soil conditions. Geotechnical and Geological Engineering, 25(3), pp.303-313. 006-9111-6.
[11] Zhang, X., Tang, L., Ling, X. and Chan, A., 2020. Critical buckling load of pile in liquefied soil. Soil Dynamics and Earthquake Engineering, 135, p.106197.
[12] Dash, S., Rouholamin, M., Lombardi, D. and Bhattacharya, S., 2017. A practical method for construction of py curves for liquefiable soils. Soil Dynamics and Earthquake Engineering, 97, pp.478-481.
[13] RP2A-WSD, A.P.I., 2000. Recommended practice for planning, designing and constructing fixed offshore platforms–working stress design–. Houston: American Petroleum Institute.
[14] McKenna F. OpenSees: a framework for earthquake engineering simulation. Computing in Science & Engineering 2011;13(4):58-66.
[15] Lombardi D, Dash SR, Bhattacharya S, Ibraim E, Wood DM, Taylor CA, 2017. Construction of simplifed design p–y curves for liquefed soils. Geotechnique; 67:216
[16] Denavit Mark D, Hajjar Jerome F. Description of geometric nonlinearity for beam column analysis in OpenSees. Boston, Massachusetts: Department of Civil and Environmental Engineering, Northeastern University; 2013. Report No. NEU-CEE- 2013-02.
[17] Rezaiee, M. P., and Mazindrani, Z. H. (1990). “Optimal capacity of axially loaded bent pile.” Amirkabir J. Sci. Technol., 4(8), 65–78.
[18] Kumar Khan, A., and Pise, P. J. (1997). “Dynamic behaviour of curved piles.” Comput. Struct. 65(6), 795–807.
[19] Dunlop, P., Sandiford, R. E., and Erali, D. R. (1993). “Instrumented load test on a bent pile.” Proc., 3rd Int. Conf. on Case Histories in Geotechnical Engineering, Missouri Univ. of Science and Technology, Rolla, MO, 27–30.
[20] Lombardi D, Bhattacharya S. Evaluation of seismic performance of pile-supported models in liquefable soils. Earthq Eng Struct Dynam 2016.
[21] Cubrinovski M, Bradley B. 2008 Assessment of seismic performance of soil–structure systems. In: Proceedings of the 18th New Zealand Geotechnical Society 2008 Symposium, Auckland, New Zealand; 2008, p. 111–127.
[22] Chan SF, Hanna TH. The loading behaviour of initially bent large scale laboratory piles in sand. Can Geotech J 1979; 16:43–58.