Kinematic Seismic Response of Single Piles and Pile Groups

doi:10.1061/(ASCE)0733-9410(1991)117:12(1860)

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Kinematic Seismic Response of Single Piles and Pile Groups

Journal Article•DOI•

Kinematic Seismic Response of Single Piles and Pile Groups

Ke Fan, George Gazetas, Amir M. Kaynia, Eduardo Kausel, S. Ahmad - Show less +1 more

01 Dec 1991-Journal of Geotechnical Engineering (American Society of Civil Engineers)-Vol. 117, Iss: 12, pp 1860-1879

TL;DR: In this article, a set of dimensionless graphs that could be readily utilized in practical applications is presented, and a comparative study of these graphs leads to interesting conclusions that may contribute towards an improved appreciation of the nature of seismic pile-soil-pile interaction.

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Abstract: This paper presents a comprehensive set of dimensionless graphs that could be readily utilized in practical applications A comparative study of these graphs leads to interesting conclusions that may contribute towards an improved appreciation of the nature of seismic pile-soil-pile interaction The graphs should be of practical value in determining the 'effective' seismic input motion at the base of structures, if the free-field motion is known The discussion of the study results focuses on elucidating the role of the key parameters, and aims at developing engineering insight into kinematic soil-pile and pile-pile interactions during earthquakes

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Journal Article•DOI•

Dynamic pile‐soil‐pile interaction. Part II: Lateral and seismic response

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Nicos Makris¹, George Gazetas¹•Institutions (1)

University at Buffalo¹

01 Jan 1992-Earthquake Engineering & Structural Dynamics

TL;DR: In this article, a simplified three-step procedure is proposed for estimating the dynamic interaction between two vertical piles, subjected either to lateral pile-head loading or to vertically-propagating seismic S-waves.

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Abstract: SUMMARY A simplified three-step procedure is proposed for estimating the dynamic interaction between two vertical piles, subjected either to lateral pile-head loading or to vertically-propagating seismic S-waves. The starting point is the determination of the deflection profile of a solitary pile using any of the established methods available. Physically-motivated approximations are then introduced for the wave field radiating from an oscillating pile and for the effect of this field on an adjacent pile. The procedure is applied in this paper to a flexible pile embedded in a homogeneous stratum. To obtain analytical closed-form results for both pile-head and seismic-type loading pile-soil and soil-pile interaction are accounted for through a single dynamic Winkler model, with realistic frequency-dependent ‘springs’ and ‘dashpots’. Final- and intermediate-step results of the procedure compare favourably with those obtained using rigorous formulations for several pile group configurations. It is shown that, for a homogeneous stratum, pile-to-pile interaction effects are far more significant under head loading than under seismic excitation.

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363 citations

Journal Article•DOI•

Kinematic pile bending during earthquakes: analysis and field measurements

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Stella Nikolaou, George Mylonakis, George Gazetas¹, Takashi Tazoh²•Institutions (2)

National Technical University of Athens¹, Shimizu Corporation²

01 Jan 2001-Geotechnique

TL;DR: The passage of seismic waves through the soil surrounding a pile imposes lateral displacements and curvatures on the pile, thereby generating "kinematic" bending moments even in the absence of a su...

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Abstract: The passage of seismic waves through the soil surrounding a pile imposes lateral displacements and curvatures on the pile, thereby generating ‘kinematic’ bending moments even in the absence of a su...

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193 citations

Journal Article•DOI•

Kinematic soil-structure interaction from strong motion recordings

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Seunghyun Kim¹, Jonathan P. Stewart²•Institutions (2)

URS Corporation¹, University of California, Los Angeles²

01 Apr 2003-Journal of Geotechnical and Geoenvironmental Engineering

TL;DR: In this paper, the frequency-dependent transmissibility function amplitude uHu was used to estimate free-field ground motions to estimate base slab motions for response analyses of buildings with surface and shallowly embedded foundations.

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Abstract: Earthquake strong motion recordings from 29 sites with instrumented structures and free-field accelerographs are used to evaluate variations between foundation-level and free-field ground motions. The focus of the paper is on buildings with surface and shallowly embedded foundations. The foundation/free-field ground motion variations are quantified in terms of frequency-dependent transmissibility function amplitude uHu. Procedures are developed to fit to uHu analytical models for base slab averaging for the assumed conditions of a rigid base slab and a vertically propagating, incoherent incident wave field characterized by ground motion incoherence parameter k. The limiting assumptions of the model are not strictly satisfied for actual structures, and the results of the identification are apparent k values ~denoted k a) that reflect not only incoherence effects, but also possible foundation flexibility and wave inclination effects. Nonetheless, a good correlation is found between k a values and soil shear wave velocity for sites with stiff foundation systems. Based on these results, recommendations are made for modifying free-field ground motions to estimate base slab motions for use in response analyses of buildings.

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142 citations

Journal Article•DOI•

Seismic Response Analysis of Highway Overcrossings Including Soil-Structure Interaction

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Jian Zhang¹, Nicos Makris¹•Institutions (1)

University of California, Berkeley¹

01 Nov 2002-Earthquake Engineering & Structural Dynamics

TL;DR: In this article, an elementary stick model and a more sophisticated finite element formulation were employed to compute response quantities for highway overcrossing. But the results of the analysis were limited to the first six modes of interest and the validity of the proposed method was examined by comparing the computed time response quantities with records from the Meloland Road and Painter Street overcrossings located in southern and northern California, respectively.

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Abstract: This paper presents a systematic procedure for the seismic response analysis of highway overcrossings. The study employs an elementary stick model and a more sophisticated finite element formulation to compute response quantities. All dynamic stiffnesses of approach embankments and pile groups are approximated with frequency-independent springs and dashpots that have been established elsewhere. A real eigenvalue analysis confirms the one-to-one correspondence between modal characteristics obtained with the three-dimensional finite element solutions and the result of the simpler stick-model idealization. A complex eigenvalue analysis yields modal damping values in the first six modes of interest and shows that modal damping ratios assume values much higher than those used by Caltrans. The validity of the proposed method is examined by comparing the computed time response quantities with records from the Meloland Road and Painter Street overcrossings located in southern and northern California, respectively. The proposed procedure allows for inexpensive parametric analysis that examines the importance of considering soil–structure interaction at the end abutments and centre bent. Results and recommendations presented by past investigations are revisited and integrated in comprehensive tables that improve our understanding of the dynamic characteristics and behaviour of freeway overcrossings. The study concludes with a step-by-step methodology that allows for a simple, yet dependable dynamic analysis of freeway overcrossings, that involves a stick model and frequency-independent springs and dashpots. Copyright © 2002 John Wiley & Sons, Ltd.

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118 citations

Cites background from "Kinematic Seismic Response of Singl..."

...Nevertheless, for motions that are not rich in high frequencies, the scattered field is weak, and the support motion can be considered to be approximately equal to that of the free field (Fan et al. 1991; Gazetas 1984; Kaynia and Novak 1992; Makris and Gazetas 1992; Mamoon and Banerjee 1990; Tajimi 1977). For instance, for Painter Street Bridge the soil deposit has an average shear velocity, , of about (Heuze and Swift 1991); the pile diameter is 0.36 m. Accordingly, even for the high-frequency content of the input motion ( ), the dimensionless frequency, , is of the order of only 0.1. From studies on vertically propagating shear waves in homogeneous soil deposits (Fan et al. 1991), the kinematic-seismic response factors (head-group displacement over free-field displacement) are very close to unity, even at values of the dimensionless frequency, . Waves other than vertical S-waves also participate in ground shaking. Seismic-kinematic response factors for SV waves, P waves and Rayleigh surface waves are given by Mamoon and Banerjee (1990), Kaynia and Novak (1992), Makris (1994) and Makris and Badoni (1995). For all these types of waves that produce a vertical component of the seismic input motion, the kinematic response factors are also close to unity....
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...Nevertheless, for motions that are not rich in high frequencies, the scattered field is weak, and the support motion can be considered to be approximately equal to that of the free field (Fan et al. 1991; Gazetas 1984; Kaynia and Novak 1992; Makris and Gazetas 1992; Mamoon and Banerjee 1990; Tajimi 1977)....
[...]
...From studies on vertically propagating shear waves in homogeneous soil deposits (Fan et al. 1991), the kinematic-seismic response factors (head-group displacement over free-field displacement) are very close to unity, even at values of the dimensionless frequency, ....
[...]
...Nevertheless, for motions that are not rich in high frequencies, the scattered field is weak, and the support motion can be considered to be approximately equal to that of the free field (Fan et al. 1991; Gazetas 1984; Kaynia and Novak 1992; Makris and Gazetas 1992; Mamoon and Banerjee 1990; Tajimi 1977). For instance, for Painter Street Bridge the soil deposit has an average shear velocity, , of about (Heuze and Swift 1991); the pile diameter is 0.36 m. Accordingly, even for the high-frequency content of the input motion ( ), the dimensionless frequency, , is of the order of only 0.1. From studies on vertically propagating shear waves in homogeneous soil deposits (Fan et al. 1991), the kinematic-seismic response factors (head-group displacement over free-field displacement) are very close to unity, even at values of the dimensionless frequency, . Waves other than vertical S-waves also participate in ground shaking. Seismic-kinematic response factors for SV waves, P waves and Rayleigh surface waves are given by Mamoon and Banerjee (1990), Kaynia and Novak (1992), Makris (1994) and Makris and Badoni (1995)....
[...]

Journal Article•DOI•

Dynamic structure soil structure interaction between nearby piled buildings under seismic excitation by bem-fem model

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Luis A. Padrón¹, Juan J. Aznárez¹, Orlando Maeso¹•Institutions (1)

University of Las Palmas de Gran Canaria¹

01 Jun 2009-Soil Dynamics and Earthquake Engineering

TL;DR: In this article, a three-dimensional viscoelastic BEM-FEM formulation for the dynamic analysis of piles and pile groups in the frequency domain is used, where soil is modelled by BEM and piles are simulated by one-dimensional finite elements as Bernoulli beams.

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109 citations

Cites background from "Kinematic Seismic Response of Singl..."

...[27] Fan K, Gazetas G, Kaynia A, Kausel E, Ahmad S....
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References

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Open Access

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Journal Article•DOI•

Dynamic pile‐soil‐pile interaction. Part II: Lateral and seismic response

[...]

Nicos Makris¹, George Gazetas¹•Institutions (1)

University at Buffalo¹

01 Jan 1992-Earthquake Engineering & Structural Dynamics

...read moreread less

363 citations

Journal Article•DOI•

Response of a rigid foundation to a spatially random ground motion

[...]

J. E. Luco¹, H. L. Wong²•Institutions (2)

University of California, San Diego¹, University of Southern California²

01 Nov 1986-Earthquake Engineering & Structural Dynamics

TL;DR: In this article, the authors investigate the effect of coherence spatiale particuliere on the performance of a mouvement du sol spatialement aleatoire in terms of its ability to produce effets similaires aux effets deterministes.

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Abstract: Methode d'obtention de la reponse dynamique d'une fondation rigide etendue sur un demi-espace elastique lorsqu'elle est soumise a un mouvement du sol variant spatialement incluant a la fois des effets deterministes et aleatoires. Description des resultats numeriques pour une fondation carree rigide et pour un mouvement du sol caracterise par une fonction de coherence spatiale particuliere. Les resultats obtenus indiquent que le mouvement du sol spatialement aleatoire produit des effets similaires aux effets deterministes du passage d'une onde incluant la reduction des composantes de translation de la reponse aux hautes frequences et la creation d'un balancement

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333 citations

Journal Article•DOI•

Seismic response of end-bearing single piles

[...]

George Gazetas¹•Institutions (1)

Rensselaer Polytechnic Institute¹

01 Apr 1984-International Journal of Soil Dynamics and Earthquake Engineering

TL;DR: In this paper, a numerical study of the dynamic response of end-bearing piles embedded in a number of idealized soil deposits and subjected to vertically propagating harmonic S-waves is presented.

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181 citations

Journal Article•DOI•

Seismic Interaction of Structures and Soils: Stochastic Approach

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Anestis S. Veletsos, Anumolu M. Prasad

01 Apr 1989-Journal of Structural Engineering-asce

TL;DR: In this paper, a study of soil-structure interaction for seismically excited simple structures is made considering both kinematic and inertial interaction effects and the information and concepts presented elucidate the nature and relative importance of the two effects and make it possible to assess readily the influences of the more important parameters.

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Abstract: A study of soil-structure interaction for seismically excited simple structures is made considering both kinematic and inertial interaction effects The information and concepts presented elucidate the nature and relative importance of the two effects and make it possible to assess readily the influences of the more important parameters The response quantities examined are the ensemble means of the peak values of the lateral and torsional components of the foundation input motion and of the associated structural deformations The results are evaluated over wide ranges of the parameters involved and are compared with those obtained for no soil-structure interaction and for kinematic interaction only Simple, physically motivated interpretations are given for the observed differences For the important special case of vertically incident incoherent waves, simple closed-form approximate expressions are presented for the transfer functions of circular massless foundations

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157 citations

Journal Article•DOI•

Seismic wave effects on soil‐structure interaction

[...]

Robert H. Scanlan¹•Institutions (1)

Princeton University¹

01 Apr 1976-Earthquake Engineering & Structural Dynamics

TL;DR: In this article, the effects of passing waves must be integrated over the structural area to obtain their net effects as exciting functions to the structure, and one important result is the diminution or self-cancelling effect of some inputs, particularly for those waves the wavelengths of which are comparable to the dimensions of the structure.

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Abstract: One of the most common hypotheses implicit in the seismic analyses of structures is that the earthquake input motion is identical at all points beneath the structure. Very little experimental evidence presently is available to supplant this viewpoint. However, one may infer a spatially distributed surface motion of the soil if the earthquake is simply assumed to consist of a complex of surface waves traversing the plan of the structural site. Under these conditions, as shown in the paper, the effects of passing waves must be integrated over the structural area to obtain their net effects as exciting functions to the structure. When this is done for individual Fourier components of the quake, one important result is the diminution or ‘self-cancelling’ effect of some inputs, particularly for those waves the wavelengths of which are comparable to the dimensions of the structure, or shorter. Another important effect is the torsional excitation of the structure. The present paper is not necessarily aimed at replacing present analysis methods but at discussing some of the effects which will inevitably be entrained by the introduction of any information or hypotheses regarding the spatial distribution of earthquake motions. This analysis tends to suggest why higher frequencies are of lesser importance for a structure having a large rigid foundation.

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60 citations