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    <title>Transport Research International Documentation (TRID)</title>
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    <copyright>Copyright © 2026. National Academy of Sciences. All rights reserved.</copyright>
    <docs>http://blogs.law.harvard.edu/tech/rss</docs>
    <managingEditor>tris-trb@nas.edu (Bill McLeod)</managingEditor>
    <webMaster>tris-trb@nas.edu (Bill McLeod)</webMaster>
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      <title>Transport Research International Documentation (TRID)</title>
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      <link>https://trid.trb.org/</link>
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    <item>
      <title>Evaluation of Roadbed Stiffness on Bearing Capacity of Railroad Ballast with Discontinuous Analysis</title>
      <link>https://trid.trb.org/View/1114476</link>
      <description><![CDATA[The paper proposes a new analytical procedure that involves discontinuous analysis to estimate the bearing capacity of granular roadbed used in ballasted track, namely “railroad ballast.” To examine the applicability of the procedure, a series of numerical simulation bearing capacity tests for a 1/5 scale model of a real ballasted track were performed by employing discontinuous deformation analysis (DDA) that regards a particle of crushed stone as an irregular polygon. By comparing the analytical results and experimental results, the effect of roadbed stiffness on the bearing capacity of railroad ballast was examined. As the result, it was revealed that the roadbed stiffness has significant influence on the bearing capacity of railroad ballast, and that discontinuous analysis is an effective method to simulate the mechanical behavior of railroad ballast if the roadbed, which has been often modeled as a continuum, can be approximated with discontinuous modeling well.]]></description>
      <pubDate>Mon, 29 Aug 2011 14:56:20 GMT</pubDate>
      <guid>https://trid.trb.org/View/1114476</guid>
    </item>
    <item>
      <title>Theory of Three-Dimensional Discontinuous Deformation Analysis and Its Application to a Slope Toppling at Amatoribashi, Japan</title>
      <link>https://trid.trb.org/View/760019</link>
      <description><![CDATA[A three-dimensional (3D) rock slope toppling occurred in a discontinuous rock mass. To simulate the failure process and study the mechanism of this rock failure with contact and large displacement in 3D, a new discrete numerical method has been developed called the 3D discontinuous deformation analysis. This article first introduces the basic principles and then derives the formulas in detail. Finally, the slope failure simulation is applied as an example to investigate the applicability of this new method to rock slope failure research. The simulation results indicate the advantages of using this new method to study the mechanism of a rock slope failure with 3D behavior.]]></description>
      <pubDate>Tue, 20 Sep 2005 07:13:30 GMT</pubDate>
      <guid>https://trid.trb.org/View/760019</guid>
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    <item>
      <title>Influence of Kinematics on Landslide Mobility and Failure Mode</title>
      <link>https://trid.trb.org/View/757012</link>
      <description><![CDATA[Geometry of discontinuities greatly influences the kinematic behavior of slopes and landslides. Discontinuous deformation analysis (DDA) is used here to analyze two typical examples of slope failure, demonstrating that accurate representation of the geometry of the discontinuities is essential for identification of kinematically correct failure modes. Then, static stability analyses of the Vaiont, Italy, landslide of October 9, 1963 are used to show that the DDA results compare favorably with previously published limit equilibrium studies using similar geometries, and that the location and number of discontinuities have a significant effect on the predicted stability and failure velocities of the landslide. Dynamic DDA simulations of the Vaiont landslide show that the peak velocity increases up to 50% as the number of blocks increases, indicating that internal disintegration of the landslide mass results in increasing acceleration and higher peak velocity. DDA analyses simulating pore pressure rise resulting from frictional heating of the basal slide plane show that the peak velocity similarly increases up to 50% as the number of blocks increases. The magnitude of the increase in peak velocity as a result of disintegration (i.e., increasing number of blocks) suggests that as much attention should be paid to the geometry of discontinuities as is typically paid to shear strength and pore pressure.]]></description>
      <pubDate>Fri, 24 Jun 2005 13:55:53 GMT</pubDate>
      <guid>https://trid.trb.org/View/757012</guid>
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    <item>
      <title>TIME INTEGRATION IN DISCONTINUOUS DEFORMATION ANALYSIS</title>
      <link>https://trid.trb.org/View/699457</link>
      <description><![CDATA[Discontinuous deformation analysis (DDA) is a discrete element method that was developed for computing large deformation in fractured rock masses. In this paper, the authors present details of the DDA time integration scheme, where the acceleration is taken constant over the time step, equal to the acceleration at the end of the time step ("right Riemann"). The integration scheme has several advantages: 1) Self-starting, 2) accelerations never need to be computed, reducing implementation complexity, 3) unconditionally stable, and 4) dissipative, contains algorithmic damping which may be important considering the penalty formulation of DDA. However, the right Riemann scheme is implicit, requiring expensive factorization or iteration to solve the resulting system of equations, and is accompanied by a bifurcation in the spectrum when the time step is large with respect to the period. This bifurcation has ramifications for controlling spurious resonance in DDA simulations due to linear scaling in system stiffness compared to cubic scaling of the system mass as the characteristic length of the domain increases.]]></description>
      <pubDate>Tue, 23 Mar 2004 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/699457</guid>
    </item>
    <item>
      <title>THE THREE DIMENSIONAL DISCONTINUOUS DEFORMATION ANALYSIS (3D DDA) AND ITS APPLICATION TO ROCK TOPPLING</title>
      <link>https://trid.trb.org/View/663354</link>
      <description><![CDATA[Since the orientations of discontinuities in the field are not truly perpendicular to the two dimensional (2D) blocks of simulation, the applications of 2D discontinuous deformation analysis (2D DDA) computations have limited accuracy.  In order to simulate the three dimensional (3D) block behaviors more accurately, Shi (2001) developed the 3D DDA theory to the blocks with general shape.  In this paper, the basic formulations of contributed components of 3D DDA are presented briefly, and a new 3D DDA program developed by the authors is applied to rock-slope toppling failure at the Amatoribashi-Nishi site to demonstrate the capability of this new method.  The results show the ability of 3D DDA to study the mechanisms of slope failure.]]></description>
      <pubDate>Tue, 12 Aug 2003 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/663354</guid>
    </item>
    <item>
      <title>NEWMARK DEFORMATION ANALYSIS WITH DEGRADING YIELD ACCELERATION</title>
      <link>https://trid.trb.org/View/657412</link>
      <description><![CDATA[This paper presents a seismic deformation analysis in which a degrading yield acceleration has been implemented.  The degradation of yield acceleration is modeled with a simple linear degradation model.  Using a typical solid waste landfill composite cover configuration and actual interface shear strength testing results, the conservatism associated with seismic deformation analysis performed using the classical Newmark approach and a constant yield acceleration based upon residual and/or large deformation interface shear strength is investigated.  The influence on permanent seismic deformation of the normal stress acting on the interface is also examined. Results indicate that Newmark seismic deformation analysis based solely on residual or large strain shear strength parameters is conservative.]]></description>
      <pubDate>Wed, 19 Jul 2000 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/657412</guid>
    </item>
    <item>
      <title>COUPLED MODEL FOR HEAT, MOISTURE, AIR FLOW, AND DEFORMATION PROBLEMS IN UNSATURATED SOILS</title>
      <link>https://trid.trb.org/View/542068</link>
      <description><![CDATA[Through extensive review and study on the different aspects of coupled processes in unsaturated soil, a general three-dimensional mathematical model for coupled heat, moisture, air flow, and deformation problems in unsaturated soils is proposed in a consistent and unified manner.  In the proposed model, both pore-water and air transfers are assumed to be governed by the generalized Darcy's law and pore-water transfer is considered to occur due to two effects: first, under molecular diffusion and, second, as part of the bulk flow of the pore-air. The pore-vapor transfer due to the molecular diffusion is described using Fick's law.  Heat transfer is formulated to include the effects of conduction, convection, and latent heat of vaporization.  An elastoplastic framework is used to describe the deformation behavior of the unsaturated soil structure where linear elastic and nonlinear elastic models are two special cases.  In particular, a generalized nonlinear constitutive model proposed earlier is introduced and incorporated into the framework to predict the soil deformation with modification to account for the effect of temperature changes on deformation. The determination of the soil parameters involved in the coupled model is carefully discussed.  Fully coupled, nonlinear differential equations are established and then solved by using a Galerkin weighted residual approach in space domain and an implicit integrating scheme in time domain.  Finally, a robust new three-dimensional finite-element numerical computer program is developed to incorporate the proposed mathematical model for analyzing the transient coupled flows of heat, moisture, and air, and the stress and strain in unsaturated soils.]]></description>
      <pubDate>Mon, 28 Dec 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/542068</guid>
    </item>
    <item>
      <title>GEOTECHNICAL ENGINEERING CIRCULAR NO. 3: DESIGN GUIDANCE: GEOTECHNICAL EARTHQUAKE ENGINEERING FOR HIGHWAYS, VOLUME II - DESIGN EXAMPLES</title>
      <link>https://trid.trb.org/View/538498</link>
      <description><![CDATA[This document presents a series of five design examples illustrating the principles and methods of geotechnical earthquake engineering and seismic design for highway facilities.  These principles and methods are described in Volume I - Design Principles, FHWA-SA-97-076.  The examples presented in this volume cover a wide range of problems encountered in geotechnical earthquake engineering practice. The design examples presented in this document include:  seismic design of a shallow bridge foundation; seismic design of a driven pile bridge foundation; seismic design of a gravity retaining wall based on results of a detailed seismic hazard analysis; seismic slope stability analysis of a cut slope in soft rock; and liquefaction potential analysis.]]></description>
      <pubDate>Mon, 28 Dec 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/538498</guid>
    </item>
    <item>
      <title>GEOTECHNICAL ENGINEERING CIRCULAR NO. 3: DESIGN GUIDANCE: GEOTECHNICAL EARTHQUAKE ENGINEERING FOR HIGHWAYS, VOLUME I - DESIGN PRINCIPLES</title>
      <link>https://trid.trb.org/View/538497</link>
      <description><![CDATA[This document has been written to provide information on how to apply principles of geotechnical earthquake engineering to planning, design, and retrofit of highway facilities. Geotechnical earthquake engineering topics discussed in this document include:  deterministic and probabilistic seismic hazard assessment; evaluation of design ground motions; seismic and site response analyses; evaluation of liquefaction potential and seismic settlements; seismic slope stability and deformation analyses; and seismic design of foundations and retaining structures.  The document provides detailed information on basic principles and analyses, with reference to where detailed information on these analyses can be obtained.  Design examples illustrating the principles and analyses described in this document are provided in Volume II - Design Examples, FHWA-SA-97-077.]]></description>
      <pubDate>Mon, 28 Dec 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/538497</guid>
    </item>
    <item>
      <title>LARGE DEFLECTION OF REISSNER-MINDLIN PLATES ON ELASTIC FOUNDATIONS</title>
      <link>https://trid.trb.org/View/541164</link>
      <description><![CDATA[A large deflection analysis is presented for a rectangular Reissner-Mindlin plate with free edges exposed to a stationary temperature field, subjected to a transverse partially distributed load, and resting on a two-parameter (Pasternak-type) elastic foundation.  The formulations are based on the Reissner-Mindlin plate theory, considering the first-order shear deformation effect and including the plate-foundation interaction and thermal effects.  The analysis uses a mixed Galerkin-perturbation technique to determine the load-deflection curves and load-bending moment curves.  Numerical examples are presented that relate to the performances of moderately thick plates with free edges subjected to combined loading and resting on Pasternak-type elastic foundations from which results for Winkler elastic foundations are obtained as a limiting case.  In this study, the influence is affected by the foundation stiffness, transverse shear deformation, loaded area, plate aspect ratio, and initial thermal bending stress.  Typical results are presented in dimensionless graphical form for different parameters and loading conditions.]]></description>
      <pubDate>Wed, 11 Nov 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/541164</guid>
    </item>
    <item>
      <title>CRACK GROWTH ANALYSIS IN REINFORCED CONCRETE USING BEM</title>
      <link>https://trid.trb.org/View/539794</link>
      <description><![CDATA[A boundary-element formulation for modeling the nonlinear behavior of reinforced concrete is presented.  The influence of reinforcements on the concrete is considered as a distribution of forces over the region of attachment.  The solution for the attachment forces is obtained from the condition that the deformations of the concrete and the reinforcement under the action of the external loading are compatible.  The yielding of reinforcement is considered when the total force at any section of the reinforcement is greater than the yielding force and is assumed to be broken when the strain reaches the maximum strain. The fracture of concrete is simulated using the fictitious crack model in which the fracture zone is replaced by closing forces acting on both crack surfaces.  In using the boundary-element method (BEM) to simulate cracks, the crack path is not known in advance, because it can be calculated during the iteration process, and then the need of remeshing becomes obsolete.  The numerical results obtained are compared with the finite-element method analysis and experimental results.]]></description>
      <pubDate>Tue, 06 Oct 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/539794</guid>
    </item>
    <item>
      <title>COMPARING TWO ALGORITHMS TO ADD LARGE STRAINS TO SMALL-STRAIN FE CODE</title>
      <link>https://trid.trb.org/View/539793</link>
      <description><![CDATA[Two algorithms for the stress update (time integration of the constitutive equation) in large-strain solid mechanics are discussed, with particular emphasis on two issues:  the incremental objectivity and the implementation aspects.  It is shown that both algorithms are incrementally objective (they treat rigid rotations properly) and that they can be employed to add large-strain capabilities to a small-strain finite-element (FE) code in a simple way.  A set of benchmark tests, consisting of simple large deformation paths, have been used to test and compare the two algorithms, both for elastic and plastic analyses.  These tests evidence different time-integration accuracy for each algorithm.  However, it is also shown that the algorithm that is less accurate in general gives exact results for shear-free deformation paths.]]></description>
      <pubDate>Tue, 06 Oct 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/539793</guid>
    </item>
    <item>
      <title>EXPERIMENTAL STUDY OF DRAINED CREEP BEHAVIOR OF SAND</title>
      <link>https://trid.trb.org/View/635901</link>
      <description><![CDATA[The experimental techniques pertaining to accurate measurement of creep in sand are explained in detail.  Triaxial compression and proportional loading tests were performed in a triaxial setup for which special procedures were developed to maintain constant temperature, constant confining pressure, and constant axial load, whereas the axial and volumetric deformations were measured using two types of mechanical measurement systems, both free of zero drift.  Special attention was paid to the avoidance of air and water leakage through the membrane in the long-term tests. The experiments show that the nature of creep strains is similar to that of plastic strains.  They may be predicted from the framework provided by the hardening plasticity theory.  In particular, the potential surface determined for the prediction of plastic strains may also be used for the prediction of time-dependent creep strains.  From the experiments, it also appears that the yield surface and the plastic potential surface move out together, and the point at which to evaluate inelastic strain increment directions is the current location of the yield surface and the accompanying plastic potential surface.]]></description>
      <pubDate>Sun, 27 Sep 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/635901</guid>
    </item>
    <item>
      <title>RELIABILITY OF NONLINEAR STRUCTURAL FRAME UNDER SEISMIC EXCITATION</title>
      <link>https://trid.trb.org/View/635896</link>
      <description><![CDATA[Nonlinear deformations can occur when a structural frame is subjected to strong earthquake excitations, and they occur most frequently at the column-footing and/or column-beam junctions.  A procedure is developed to analyze such a deformation and to obtain the probability of failure when it exceeds a prescribed critical limit.  The problem is simplified by using two analytical principles:  the slaving principle in synergetics and the quasiconservative averaging principle in random vibration. Examples are given for illustration, in which the strong earthquake is modeled as a random pulse train, and numerical results are obtained using the method of path integration.]]></description>
      <pubDate>Thu, 24 Sep 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/635896</guid>
    </item>
    <item>
      <title>THE EFFECTS OF AGGREGATE GRADATION ON PERMANENT DEFORMATION OF ASPHALT CONCRETE</title>
      <link>https://trid.trb.org/View/485299</link>
      <description><![CDATA[The purpose of this study was to evaluate the rutting resistance of different asphalt concrete mixtures.  Different aggregate gradations used in this research included dense gradation stone mastic asphalt (SMA) and hot rolled asphalt.  Three kinds of asphalt were used to fabricate the specimens.  Marshall and gyratory testing machine (GTM) mix design methods were utilized to design the mixtures.  Resilient modulus tests, indirect tensile tests, wheel tracking tests, and gyratory tests were performed to evaluate the rutting resistance of the mixture.  The consequences of this research concluded that SMA had an outstanding performance on resistance to permanent deformation. An additional evaluation of aging, fatigue, and stripping were highly recommended.]]></description>
      <pubDate>Mon, 03 Aug 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/485299</guid>
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