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    <title>Transport Research International Documentation (TRID)</title>
    <link>https://trid.trb.org/</link>
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    <copyright>Copyright © 2026. National Academy of Sciences. All rights reserved.</copyright>
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    <managingEditor>tris-trb@nas.edu (Bill McLeod)</managingEditor>
    <webMaster>tris-trb@nas.edu (Bill McLeod)</webMaster>
    <image>
      <title>Transport Research International Documentation (TRID)</title>
      <url>https://trid.trb.org/Images/PageHeader-wTitle.jpg</url>
      <link>https://trid.trb.org/</link>
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    <item>
      <title>SEISMIC RESPONSE ANALYSIS OF PILE FOUNDATIONS</title>
      <link>https://trid.trb.org/View/498593</link>
      <description><![CDATA[A method is presented for the dynamic effective stress analysis of pile groups including nonlinear stress-strain response of the foundation soils and pile-to-pile interaction.  The method is used to evaluate the behaviour of a large bridge foundation under strong earthquake shaking, and to demonstrate the importance of including the effects of inertial interaction in the determination of stiffness.]]></description>
      <pubDate>Thu, 18 Feb 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/498593</guid>
    </item>
    <item>
      <title>A NEW METHOD FOR DYNAMIC ANALYSIS OF PILE GROUPS</title>
      <link>https://trid.trb.org/View/498594</link>
      <description><![CDATA[Procedures are presented for the dynamic effective stress analysis of pile groups including nonlinear stress-strain response.  The pile group is analyzed as a unit and not as single piles with interaction factors.  The procedures are validated using the data from centrifuge tests on a single pile and the 2x2 pile group.  An interesting output of the analysis is the time variation of all the impedance factors to reflect the effects of nonlinearity.]]></description>
      <pubDate>Thu, 18 Feb 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/498594</guid>
    </item>
    <item>
      <title>NONLINEAR SEISMIC RESPONSE OF SINGLE PILES</title>
      <link>https://trid.trb.org/View/498595</link>
      <description><![CDATA[A macroscopic model that consists of distributed hysteretic springs and frequency dependent dashpots is utilized to model the soil-pile interaction and a practical method based on one dimensional finite element formulation is developed to compute the nonlinear seismic response of single piles.]]></description>
      <pubDate>Thu, 18 Feb 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/498595</guid>
    </item>
    <item>
      <title>DYNAMIC SOIL-STRUCTURE INTERACTION FOR NON-AXISYMMETRICAL FOUNDATIONS</title>
      <link>https://trid.trb.org/View/498596</link>
      <description><![CDATA[The indirect boundary element method (IBEM) is applied to compute the impedance functions and driving forces of arbitrarily shaped three-dimensional foundations embedded in a layered viscoelastic half-space.  The method is tested against computed solutions for axisymmetric foundations on an elastic half-space.  The effects of the irregularity of foundation are studied.]]></description>
      <pubDate>Thu, 18 Feb 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/498596</guid>
    </item>
    <item>
      <title>COMPARISON OF EXPERIMENTAL AND DYNAMIC ANALYSIS RESULTS FOR SOIL STRUCTURE INTERACTION PROBLEMS</title>
      <link>https://trid.trb.org/View/498597</link>
      <description><![CDATA[In this study experimental results of scattering problems are compared with corresponding results of analysis by finite element method.  In the experimental process, a stress pulse propagation, in a plain strain model made of PMMA and representing a half space uniform soil in which a typical footing of a structure is founded, was studied by means of the method of caustics.  The ANSYS program is used for the analysis with finite elements and especially the transient dynamic analysis.  The comparison of the experimental and dynamic analysis results is carried out using the principal stresses, principal stress differences, and maximum stresses.]]></description>
      <pubDate>Thu, 18 Feb 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/498597</guid>
    </item>
    <item>
      <title>DISCRETE MODEL FOR FOUNDATION-SOIL-FOUNDATION INTERACTION</title>
      <link>https://trid.trb.org/View/498598</link>
      <description><![CDATA[A new discrete model for the study of dynamic interaction phenomena between adjacent, rigid foundations on a homogeneous, linear elastic half-space is presented.  Each dynamic degree of freedom of the foundations consists of a mass connected to a rigid support through frequency independent springs and dashpots.  The interaction between the foundations is achieved by imposing spring and damping couplings developed in this work. The time lagging effects of coupled dynamic input due to wave propagation is also considered through a proposed modified vector approach.]]></description>
      <pubDate>Thu, 18 Feb 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/498598</guid>
    </item>
    <item>
      <title>STRUCTURAL VIBRATION ISOLATION BY ROWS OF PILES</title>
      <link>https://trid.trb.org/View/498599</link>
      <description><![CDATA[Three-dimensional passive structural vibration isolation by rows of piles is studied numerically by the frequency domain boundary element method.  The source of soil vibration is assumed to be a vertical force harmonically varying with time.  The piles and the soil material behaviour are assumed to be linear elastic or viscoelastic.  Coupling between the soil and piles is accomplished through equilibrium and compatibility at their interfaces.  Both continuous and discontinuous quadratic quadrilateral elements are employed and advanced direct numerical integration schemes are used for the treatment of the various singular integrals.  The full-space dynamic fundamental solution is used and this requires a discretization of not only the substructure interfaces but also a finite portion of the free soil surface around the vibration isolation system. Symmetry and antisymmetry considerations reduce the complexity of the problem considerably.  The above methodology is tested for accuracy by solving a problem of active vibration isolation by trenches for which there exist numerical solutions and then applied to the problem of structural vibration isolation by rows of piles and compared with an existing approximate analytical solution.]]></description>
      <pubDate>Thu, 18 Feb 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/498599</guid>
    </item>
    <item>
      <title>ANALYSIS OF MACHINE FOUNDATIONS ON UNDRAINED (INCOMPRESSIBLE) SOILS</title>
      <link>https://trid.trb.org/View/498600</link>
      <description><![CDATA[A boundary element formulation, incorporating an infinite element approach to describe the far-field behaviour outside the immediate vicinity of the loaded area and coupled with the asymptotic form of the full-space Green's function for harmonic point loading in incompressible media, is used to analyse the machine foundation problem.  The infinite elements assumed in the analysis are based on Rayleigh wave attenuation away from a source located at the centroid of the loaded area, while in the finite regions, tractions and displacements are described by quadratic interpolation functions between the element nodes, and the integrations are carried out by means of triangular subelement mappings into Gauss quadrature space to reduce the order of the singularities.  A combined analytical/numerical approach is used to evaluate the integrals over the infinite free surface.  Illustrative impedance plots for shallow foundations are presented in order to illustrate the potential of the formulation for incompressible media.  The results for vertical loading can be described accurately using the simple, "participating mass" concept.]]></description>
      <pubDate>Thu, 18 Feb 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/498600</guid>
    </item>
    <item>
      <title>DYNAMICAL ANALYSIS OF PLANAR FRAME-WALL SYSTEMS ON PILE GROUPS</title>
      <link>https://trid.trb.org/View/498601</link>
      <description><![CDATA[This paper deals with the dynamical soil-structure interaction of frame-wall systems.  Two types of foundations have been considered and the dynamical behaviour has been compared.  Both types, superficial and on pile groups, assume a rigid interface with the structure.  The analysis of the dynamical response has been formulated in the frequency domain by using an algorithm already available for frame-wall structures based on the transfer matrix method.  The results, obtained with reference to a specific structure, are presented in the form of frequency response functions and a comparison of the peak response is presented for six different foundations for a range of soil conditions.]]></description>
      <pubDate>Thu, 18 Feb 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/498601</guid>
    </item>
    <item>
      <title>A PREDICTION METHOD FOR THE INSTALLATION OF VIBRATORY DRIVEN PILES</title>
      <link>https://trid.trb.org/View/498602</link>
      <description><![CDATA[A calculation method is presented to predict the drivability of vibratory driven piles and sheet-piles.  The calculation model incorporates degradation of the soil resistance under cyclic loading.  The model is strengthened by an exhaustive preliminary site measurement campaign which gave an insight into the dynamic behaviour of both the vibrated sheet-pile and the surrounding soil.  The paper shows the correlation between measured and calculated driving times for several sites.]]></description>
      <pubDate>Thu, 18 Feb 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/498602</guid>
    </item>
    <item>
      <title>GEOTECHNICAL ASPECT OF THE KOKKAIDO-TOHO-OKI EARTHQUAKE OF OCTOBER 4, 1994</title>
      <link>https://trid.trb.org/View/498603</link>
      <description><![CDATA[Description is presented of ground deformation associated with ground failures in Hokkaido, a northern island of Japan during the 1994 Hokkaido-toho-oki earthquake (magnitude 8.1).  The earthquake caused numerous ground failures including soil liquefaction and slope and embankment failures in a widespread area, which in turn caused damage to various structures.  The structures include lifeline systems, port facilities, roadways, railways, river dikes, bridges and houses.  In addition, soil liquefaction was observed in many sites where liquefaction occurred at the time of the 1993 Kushiro-oki and the 1973 Nemuro-hanto-oki earthquakes.  This paper describes a preliminary overview of damage aspects of the earthquake focusing upon the liquefaction-induced damage to various structures.]]></description>
      <pubDate>Thu, 18 Feb 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/498603</guid>
    </item>
    <item>
      <title>TRAFFIC-INDUCED VIBRATION IN BUILDINGS - USE OF SITE CUT-OFF FREQUENCY AS A REMEDIAL MEASURE</title>
      <link>https://trid.trb.org/View/498604</link>
      <description><![CDATA[Various corrective measures are usually suggested to reduce the levels of traffic-induced vibrations in buildings, e.g. road rehabilitation, speed control, soil improvement, the use of building isolation systems, etc.  Although some of these measures are effective, they are in most cases difficult to implement and/or expensive.  In view of recent measurements of vibration levels at several sites in Montreal, it appears feasible and economical to significantly reduce vibration induced by transit buses, the cause of the majority of traffic vibration complaints in the city, by modifying the characteristics of their suspension systems.  Modifications would be either to achieve a small axle hop amplitude or an axle hop frequency that is below the lowest site cutoff frequency in the city.  In addition to these results, a description of test vehicles, field tests, and measurement and analysis procedures are presented.]]></description>
      <pubDate>Thu, 18 Feb 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/498604</guid>
    </item>
    <item>
      <title>SHAKING TABLE TESTS OF GRAVITY RETAINING WALLS</title>
      <link>https://trid.trb.org/View/498605</link>
      <description><![CDATA[The paper presents some preliminary results of an experimental program on the seismic behaviour of retaining walls, in progress at the University of Catania.  Shaking table tests on small gravity walls retaining dry cohesionless soil subjected to simple harmonic ground motion have been performed and the behaviour of the soil-wall system has been observed.  Input acceleration, base and top wall acceleration and backfill soil acceleration have been recorded and displacement time histories have been obtained by numerical integration.]]></description>
      <pubDate>Thu, 18 Feb 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/498605</guid>
    </item>
    <item>
      <title>THE INFLUENCE OF SOIL-STRUCTURE INTERACTION ON THE OVERALL DAMPING OF STRUCTURES WITH HIGH DAMPING</title>
      <link>https://trid.trb.org/View/498606</link>
      <description><![CDATA[The influence of the soil-structure interaction on the overall damping of buildings with energy dissipation devices is described.  A new lumped parameter model that effectively represents the dynamic stiffness of the foundation-soil system over a wide range of frequencies has been developed.  The energy dissipation devices are assumed to be interstory viscoelastic type.  A generalized modal superposition method is used to analyze buildings with low, medium and high natural periods.  It is found that increasing damping through the energy dissipation devices results in increasing the overall damping, and soil-structure interaction makes this effect less pronounced. The overall damping in the first two modes of vibration decreases with the increase of the building height to foundation width ratio, regardless of the amount of damping. Soil-structure interaction makes this effect more pronounced. The building to foundation mass ratio has very little influence on the overall damping in the first mode of vibration, regardless of the amount of damping.  However, in the higher modes of vibration, the overall damping of buildings with energy dissipation devices increases with the building to foundation mass ratio.]]></description>
      <pubDate>Thu, 18 Feb 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/498606</guid>
    </item>
    <item>
      <title>THE RESPONSE OF FRAMED STRUCTURES ON ELASTIC FOUNDATIONS TO GROUND MOTION</title>
      <link>https://trid.trb.org/View/498607</link>
      <description><![CDATA[The study of framed structures on elastic foundations subjected to ground motion is considered using a model which combines conventional frame elements with elements obtained using the Winkler hypothesis.  A series of different base excitations, including earthquake response spectra, are considered.  Results are compared with those obtained for similar structures not including the elastic foundations.]]></description>
      <pubDate>Thu, 18 Feb 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/498607</guid>
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