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Frontiers of Structural and Civil Engineering

Front. Struct. Civ. Eng.    2014, Vol. 8 Issue (2) : 194-200     https://doi.org/10.1007/s11709-014-0251-0
RESEARCH ARTICLE
Numerical investigation of the ultimate lateral resistance of piles in soft clay
Konstantinos P. TZIVAKOS(),Michael J. KAVVADAS
School of Civil Engineering, Geotechbical Department, National Technical University of Athens (NTUA), Athens 15780, Greece
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Abstract

The paper presents a numerical study on the undrained lateral response of a single, free-head, reinforced concrete pile in soft clays. Soil conditions simulating normally consolidated clays are examined—undrained shear strength increasing with depth—and the pile-soil interaction under static lateral loading is analyzed. The nonlinear p?y curves proposed in literature for soft clays are imported into a beam-on-nonlinear-Winkler-foundation simulation in order to predict the pile head lateral load—displacement curve and the distribution of the horizontal displacement and bending moment along the pile. The striking differences among these methods require further investigation via 3D finite element analyses. The determination of the ultimate soil resistance pult from the results of the finite element analyses aims at providing the estimation of a range of values for the ultimate soil resistance coefficient Np with depth and the comparison of the derived values to the corresponding ones proposed by existing methodologies.

Keywords laterally loaded      pile      soft clay      p?y curves      finite element method (FEM)     
Corresponding Author(s): Konstantinos P. TZIVAKOS   
Issue Date: 19 May 2014
 Cite this article:   
Konstantinos P. TZIVAKOS,Michael J. KAVVADAS. Numerical investigation of the ultimate lateral resistance of piles in soft clay[J]. Front. Struct. Civ. Eng., 2014, 8(2): 194-200.
 URL:  
http://journal.hep.com.cn/fsce/EN/10.1007/s11709-014-0251-0
http://journal.hep.com.cn/fsce/EN/Y2014/V8/I2/194
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Konstantinos P. TZIVAKOS
Michael J. KAVVADAS
Fig.1  Typical p?y curves for soft clay (z = 3 m)
clay consistencyaverage value of cu/kPaEu/cu
soft<4850
medium48 ? 96100
Tab.1  Representative values of Eu/cu for clays.
Fig.2  Pile head lateral load-horizontal displacement (up), horizontal displacement and bending moment along the pile (down) for different p?y curves methodologies (A = 0.25)
Fig.3  Ultimate lateral soft clay resistance coefficient Np from literature review (A = 0.25)
Fig.4  Geometry and boundary conditions of the laterally loaded pile problem (concentrated lateral load H on the pile head)
Fig.5  Contact pressure simulation of the pile-soil interface in the 3D FEA
Fig.6  Horizontal displacement contours U1 (m) of the laterally loaded pile of the 3D FEA and resulting gap formulation behind the pile
analysiscu/kPaαko
110+ 0.15σ′νο10.60
210+ 0.15σ′νο11.00
310+ 0.15σ′νο00.60
410+ 0.25σ′νο10.60
510+ 0.25σ′νο11.00
610+ 0.25σ′νο00.60
710+ 0.35σ′νο10.60
810+ 0.35σ′νο11.00
910+ 0.35σ′νο00.60
Tab.2  3D FEA of the present study
Fig.7  The effect of the coefficient of horizontal geostatic stress ko (up) and the pile-soil adhesion factor α (down) on the calculation of pult at depth z = 1 m
Fig.8  Two-layered undrained shear strength assumption, equivalent to the linear one representing soft clay strength
Fig.9  Np from existing methodologies and 3D FEA for NC clay A = 0.15 (up), A = 0.25 (middle) and A = 0.35 (down)
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