A simplified model for lateral response of large diameter caisson foundations-Linear elastic formulation

Varun; Assimaki, D; Gazetas, G

dc.contributor.author	Varun	en
dc.contributor.author	Assimaki, D	en
dc.contributor.author	Gazetas, G	en
dc.date.accessioned	2014-03-01T01:29:38Z
dc.date.available	2014-03-01T01:29:38Z
dc.date.issued	2009	en
dc.identifier.issn	0267-7261	en
dc.identifier.uri	https://dspace.lib.ntua.gr/xmlui/handle/123456789/19332
dc.subject	Caissons	en
dc.subject	Embedded foundations	en
dc.subject	Finite elements	en
dc.subject	Kinematic interaction	en
dc.subject	Soil-structure interaction	en
dc.subject	Winkler model	en
dc.subject.classification	Engineering, Geological	en
dc.subject.classification	Geosciences, Multidisciplinary	en
dc.subject.other	Aspect ratio	en
dc.subject.other	Boundary value problems	en
dc.subject.other	Caissons	en
dc.subject.other	Finite element method	en
dc.subject.other	Flow interactions	en
dc.subject.other	Foundations	en
dc.subject.other	Hydraulic structures	en
dc.subject.other	Machine design	en
dc.subject.other	Piles	en
dc.subject.other	Pressure vessels	en
dc.subject.other	Probability density function	en
dc.subject.other	Sensitivity analysis	en
dc.subject.other	Soil mechanics	en
dc.subject.other	Soil structure interactions	en
dc.subject.other	Soils	en
dc.subject.other	Springs (components)	en
dc.subject.other	Stiffness matrix	en
dc.subject.other	Stress concentration	en
dc.subject.other	Theorem proving	en
dc.subject.other	Three dimensional	en
dc.subject.other	Embedded foundations	en
dc.subject.other	Finite elements	en
dc.subject.other	Kinematic interaction	en
dc.subject.other	Soil-structure interaction	en
dc.subject.other	Winkler model	en
dc.subject.other	Geologic models	en
dc.subject.other	boundary condition	en
dc.subject.other	caisson	en
dc.subject.other	computer simulation	en
dc.subject.other	elasticity	en
dc.subject.other	finite element method	en
dc.subject.other	kinematics	en
dc.subject.other	numerical model	en
dc.subject.other	optimization	en
dc.subject.other	response analysis	en
dc.subject.other	S-wave	en
dc.subject.other	seismic design	en
dc.subject.other	sensitivity analysis	en
dc.subject.other	soil-structure interaction	en
dc.subject.other	three-dimensional modeling	en
dc.subject.other	wave propagation	en
dc.subject.other	Winkler foundation	en
dc.title	A simplified model for lateral response of large diameter caisson foundations-Linear elastic formulation	en
heal.type	journalArticle	en
heal.identifier.primary	10.1016/j.soildyn.2008.02.001	en
heal.identifier.secondary	http://dx.doi.org/10.1016/j.soildyn.2008.02.001	en
heal.language	English	en
heal.publicationDate	2009	en
heal.abstract	The transient response of large embedded foundation elements of length-to-diameter aspect ratio D/B = 2-6 is characterized by a complex stress distribution at the pier-soil interface that cannot be adequately represented by means of existing models for shallow foundations or flexible piles. On the other hand, while three-dimensional (3D) numerical solutions are feasible, they are infrequently employed in practice due to their associated cost and effort. Prompted by the scarcity of simplified models for design in current practice, we here develop an analytical model that accounts for the multitude of soil resistance mechanisms mobilized at their base and circumference, while retaining the advantages of simplified methodologies for the design of non-critical facilities. The characteristics of soil resistance mechanisms and corresponding complex spring functions are developed on the basis of finite element simulations, by equating the stiffness matrix terms and/or overall numerically computed response to the analytical expressions derived by means of the proposed Winkler model. Sensitivity analyses are performed for the optimization of the truncated numerical domain size, the optimal finite element size and the far-field dynamic boundary conditions to avoid spurious wave reflections. Numerical simulations of the transient system response to vertically propagating shear waves are next successfully compared to the analytically predicted response. Finally, the applicability of the method is assessed for soil profiles with depth-varying properties. The formulation of frequency-dependent complex spring functions including material damping is also described, while extension of the methodology to account for nonlinear soil behavior and soil-foundation interface separation is described in the conclusion and is being currently investigated. (C) 2008 Elsevier Ltd. All rights reserved.	en
heal.publisher	ELSEVIER SCI LTD	en
heal.journalName	Soil Dynamics and Earthquake Engineering	en
dc.identifier.doi	10.1016/j.soildyn.2008.02.001	en
dc.identifier.isi	ISI:000262074600006	en
dc.identifier.volume	29	en
dc.identifier.issue	2	en
dc.identifier.spage	268	en
dc.identifier.epage	291	en