Axial kinematic response of end-bearing piles to P waves
SUMMARYKinematic pile–soil interaction under vertically impinging seismic P waves is revisited through a novel continuum elastodynamic solution of the Tajimi type. The proposed model simulates the steady‐state kinematic response of a cylindrical end‐bearing pile embedded in a homogeneous viscoelasti...
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Published in | International journal for numerical and analytical methods in geomechanics Vol. 37; no. 17; pp. 2877 - 2896 |
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Main Authors | , , |
Format | Journal Article |
Language | English |
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Chichester
Blackwell Publishing Ltd
10.12.2013
Wiley Wiley Subscription Services, Inc |
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Abstract | SUMMARYKinematic pile–soil interaction under vertically impinging seismic P waves is revisited through a novel continuum elastodynamic solution of the Tajimi type. The proposed model simulates the steady‐state kinematic response of a cylindrical end‐bearing pile embedded in a homogeneous viscoelastic soil stratum over a rigid base, subjected to vertically propagating harmonic compressional waves. Closed‐form solutions are obtained for the following: (i) the displacement field in the soil and along the pile; (ii) the kinematic Winkler moduli (i.e., distributed springs and dashpots) along the pile; (iii) equivalent, depth‐independent, Winkler moduli to match the motion at the pile head. The solution for displacements is expressed in terms of dimensionless transfer functions relating the motion of the pile head to the free‐field surface motion and the rock motion. It is shown that (i) a pile foundation may significantly alter (possibly amplify) the vertical seismic excitation transmitted to the base of a structure and (ii) Winkler moduli pertaining to kinematic loading differ from those for inertial loading. Simple approximate expressions for kinematic Winkler moduli are derived for use in applications. Copyright © 2013 John Wiley & Sons, Ltd. |
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AbstractList | SUMMARY Kinematic pile-soil interaction under vertically impinging seismic P waves is revisited through a novel continuum elastodynamic solution of the Tajimi type. The proposed model simulates the steady-state kinematic response of a cylindrical end-bearing pile embedded in a homogeneous viscoelastic soil stratum over a rigid base, subjected to vertically propagating harmonic compressional waves. Closed-form solutions are obtained for the following: (i) the displacement field in the soil and along the pile; (ii) the kinematic Winkler moduli (i.e., distributed springs and dashpots) along the pile; (iii) equivalent, depth-independent, Winkler moduli to match the motion at the pile head. The solution for displacements is expressed in terms of dimensionless transfer functions relating the motion of the pile head to the free-field surface motion and the rock motion. It is shown that (i) a pile foundation may significantly alter (possibly amplify) the vertical seismic excitation transmitted to the base of a structure and (ii) Winkler moduli pertaining to kinematic loading differ from those for inertial loading. Simple approximate expressions for kinematic Winkler moduli are derived for use in applications. Copyright [copy 2013 John Wiley & Sons, Ltd. SUMMARY Kinematic pile–soil interaction under vertically impinging seismic P waves is revisited through a novel continuum elastodynamic solution of the Tajimi type. The proposed model simulates the steady‐state kinematic response of a cylindrical end‐bearing pile embedded in a homogeneous viscoelastic soil stratum over a rigid base, subjected to vertically propagating harmonic compressional waves. Closed‐form solutions are obtained for the following: (i) the displacement field in the soil and along the pile; (ii) the kinematic Winkler moduli (i.e., distributed springs and dashpots) along the pile; (iii) equivalent, depth‐independent, Winkler moduli to match the motion at the pile head. The solution for displacements is expressed in terms of dimensionless transfer functions relating the motion of the pile head to the free‐field surface motion and the rock motion. It is shown that (i) a pile foundation may significantly alter (possibly amplify) the vertical seismic excitation transmitted to the base of a structure and (ii) Winkler moduli pertaining to kinematic loading differ from those for inertial loading. Simple approximate expressions for kinematic Winkler moduli are derived for use in applications. Copyright © 2013 John Wiley & Sons, Ltd. SUMMARY Kinematic pile-soil interaction under vertically impinging seismic P waves is revisited through a novel continuum elastodynamic solution of the Tajimi type. The proposed model simulates the steady-state kinematic response of a cylindrical end-bearing pile embedded in a homogeneous viscoelastic soil stratum over a rigid base, subjected to vertically propagating harmonic compressional waves. Closed-form solutions are obtained for the following: (i) the displacement field in the soil and along the pile; (ii) the kinematic Winkler moduli (i.e., distributed springs and dashpots) along the pile; (iii) equivalent, depth-independent, Winkler moduli to match the motion at the pile head. The solution for displacements is expressed in terms of dimensionless transfer functions relating the motion of the pile head to the free-field surface motion and the rock motion. It is shown that (i) a pile foundation may significantly alter (possibly amplify) the vertical seismic excitation transmitted to the base of a structure and (ii) Winkler moduli pertaining to kinematic loading differ from those for inertial loading. Simple approximate expressions for kinematic Winkler moduli are derived for use in applications. Copyright © 2013 John Wiley & Sons, Ltd. [PUBLICATION ABSTRACT] SUMMARYKinematic pile–soil interaction under vertically impinging seismic P waves is revisited through a novel continuum elastodynamic solution of the Tajimi type. The proposed model simulates the steady‐state kinematic response of a cylindrical end‐bearing pile embedded in a homogeneous viscoelastic soil stratum over a rigid base, subjected to vertically propagating harmonic compressional waves. Closed‐form solutions are obtained for the following: (i) the displacement field in the soil and along the pile; (ii) the kinematic Winkler moduli (i.e., distributed springs and dashpots) along the pile; (iii) equivalent, depth‐independent, Winkler moduli to match the motion at the pile head. The solution for displacements is expressed in terms of dimensionless transfer functions relating the motion of the pile head to the free‐field surface motion and the rock motion. It is shown that (i) a pile foundation may significantly alter (possibly amplify) the vertical seismic excitation transmitted to the base of a structure and (ii) Winkler moduli pertaining to kinematic loading differ from those for inertial loading. Simple approximate expressions for kinematic Winkler moduli are derived for use in applications. Copyright © 2013 John Wiley & Sons, Ltd. |
Author | Di Laora, Raffaele Anoyatis, George Mylonakis, George |
Author_xml | – sequence: 1 givenname: George surname: Anoyatis fullname: Anoyatis, George organization: Department of Civil Engineering, University of Patras, Rio-26500, Greece – sequence: 2 givenname: Raffaele surname: Di Laora fullname: Di Laora, Raffaele organization: Department of Civil Engineering, Second University of Naples, Via Roma 29, 81031 Aversa (CE), Italy – sequence: 3 givenname: George surname: Mylonakis fullname: Mylonakis, George email: Correspondence to: George Mylonakis, Geotechnical Laboratory, Department of Civil Engineering, University of Patras, Rio-26500, Greece., mylo@upatras.gr organization: Department of Civil Engineering, University of Patras, Rio-26500, Greece |
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Cites_doi | 10.1139/t74-059 10.1002/(SICI)1096-9845(199610)25:10<1109::AID-EQE604>3.0.CO;2-0 10.1002/eqe.520 10.1002/1096-9845(200012)29:12<1815::AID-EQE993>3.0.CO;2-Z 10.1002/eqe.2201 10.1061/(ASCE)1090-0241(2002)128:10(860) 10.1002/eqe.4290040308 10.1061/(ASCE)0733-9410(1984)110:1(20) 10.1680/geot.2001.51.5.455 10.1002/eqe.381 10.1139/T09-004 10.1002/eqe.996 http://dx.doi.org/10.1016/j.soildyn.2012.06.020 10.1680/geot.11.P.052 10.3208/sandf.41.3_31 10.1061/(ASCE)0733-9445(1985)111:12(2625) 10.1016/j.soildyn.2012.09.011 10.1016/0267-7261(94)00055-7 10.1061/(ASCE)1090-0241(2005)131:10(1243) |
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Keywords | Static characteristic Dynamic response End bearing pile Winkler Dynamic characteristic Wave effect soil―structure interaction Seismic wave analytical solution kinematic interaction vertical excitation Kinematics Analytical method P wave Structure soil interaction piles Axial load Comparative study |
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Snippet | SUMMARYKinematic pile–soil interaction under vertically impinging seismic P waves is revisited through a novel continuum elastodynamic solution of the Tajimi... SUMMARY Kinematic pile–soil interaction under vertically impinging seismic P waves is revisited through a novel continuum elastodynamic solution of the Tajimi... SUMMARY Kinematic pile-soil interaction under vertically impinging seismic P waves is revisited through a novel continuum elastodynamic solution of the Tajimi... |
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SubjectTerms | analytical solution Applied sciences Buildings. Public works Displacement Exact sciences and technology Geotechnics kinematic interaction Kinematics Mathematical analysis Mathematical models P waves Piles Rock Soil (material) soil-structure interaction Stresses. Safety Structural analysis. Stresses Structure-soil interaction vertical excitation Winkler |
Title | Axial kinematic response of end-bearing piles to P waves |
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