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A Simplified Approach of Design Pile Foundation on Liquefiable Soil in India

A Simplified Approach of Design Pile Foundation on Liquefiable Soil in India

Sayantan Dutta (National Institute of Technology, Durgapur, India) and Radhikesh Prasad Nanda (National Institute of Technology, Durgapur, India)
Copyright: © 2022 |Pages: 15
DOI: 10.4018/IJGEE.292466
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Abstract

In India, piles are designed as per IS 2911:2010 (Part 1) for different soil conditions considering all the load criteria. But there is no such provision in Indian Standard Codes for designing piles in potentially liquefiable soils. In this paper, the design of pile foundation in liquefiable soil is discussed. The provisions for design of pile foundations in liquefiable soil from different codes of practice from different countries are studied, and the design approaches for the same are discussed based on those studies. The load bearing capacity of a pile in liquefied soil and non-liquefied soil is made based on the force equilibrium approach. A standardize graph which may be useful for practicing engineers has been plotted. Further, a comparative study is made based on the force equilibrium approach in Indian conditions.
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Codal Provisions For Design Of Piles In Liquefiable Soils

Design codes from different countries adopted high values of partial factor of safety against plastic hinge formation. Those provisions suggested to design and construct the piles such a way that piles remain elastic to avoid subsurface repairment. But it is economical to allow a limited amount of yielding in the pile while designing. Details on specified codal provisions is presented below to access this design view.

Euro Code 8 (EN 1998-5:2004) Provisions

Euro code 8 prescribed that piles and piers should be designed to resist the action of two types of forces, one is Inertia forces from superstructure and second one is the kinematic forces. Kinematic forces are generated due to the deformation of surrounding soil during passing of shear waves. Bending moments are considered to be produced when there are consecutive soil layers with sharp change of soil stiffness in some high or moderately high seismic zone. Although the side resistance of soil layers that are susceptible to liquefaction or to substantial strength degradation is ignored. EN1998:5 suggested that pile designing should be done with a principle to remain elastic but may under certain conditions be allowed to develop a plastic hinge at their heads. According to Clause 5.8.4 the region of formation of potential plastic hinging is:

  • •

    A region of twice of pile diameters from the pile cap.

  • •

    A region of ± twice of pile diameters from any interface between two layers with excessive difference in shear stiffness (where ratio of shear modulus > 6).

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