Erratum for “Horizontal Soil Reaction of a Cylindrical Pile Segment with a Soft Zone” by Xenia Karatzia, Panos Papastylianou, and George Mylonakis

Karatzia, Xenia; Papastylianou, Panos; Mylonakis, George

doi:10.1061/(asce)em.1943-7889.0001001

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“…3d lies in the horizontal inter-slice shear tractions at the upper and lower faces of the slice which are accounted for, providing finite stiffness at all frequencies. The above solution (which contains some clerical errors in the original publication), is further explained in Karatzia et al (2014Karatzia et al ( , 2015 and can be cast as…”

Section: Winkler Spring Stiffness Modelmentioning

confidence: 99%

Horizontal Stiffness and Damping of Piles in Inhomogeneous Soil

Karatzia

Mylonakis

2017

J. Geotech. Geoenviron. Eng.

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A practically-oriented analytical procedure for determining the dynamic stiffness and damping (impedance coefficients) of a laterally-loaded pile in soil exhibiting different types of inhomogeneity with depth, is presented. To this end, an energy method based on the Winkler model of soil reaction in conjunction with pertinent shape functions for the deflected shape of the pile, are employed. A new elastodynamic model for the wave field around a pile is also introduced. The method is self-standing and free of empirical formulae or constants.Dimensionless closed-form solutions are derived for: (1) the distributed (Winkler) springs and dashpots along the pile; (2) the dynamic stiffness and damping coefficients at the pile head; (3) the "active" length beyond which the pile can be treated as infinitely long; (4) the relative contributions to the overall head stiffness and damping of the soil and the pile media.Swaying, rocking and cross swaying-rocking impedances are considered for parabolic, exponential, and multi-layered inhomogeneous soil. The predictions of the model compare favorably with established solutions, while new results are presented. An illustrative example is provided.

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Section: Winkler Spring Stiffness Modelmentioning

confidence: 99%