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    <title>Transport Research International Documentation (TRID)</title>
    <link>https://trid.trb.org/</link>
    <atom:link href="https://trid.trb.org/Record/RSS?s=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" rel="self" type="application/rss+xml" />
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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>
    <image>
      <title>Transport Research International Documentation (TRID)</title>
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      <link>https://trid.trb.org/</link>
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    <item>
      <title>Deformation and degradation behaviour of coal-fouled tyre chips intermixed steel slag ballast under cyclic loading</title>
      <link>https://trid.trb.org/View/2644133</link>
      <description><![CDATA[Steel slag and tyre chips are two waste products with potential for sustainable use in railway tracks.While the previous studies have primarily focused on the benefits of utilizing steel slag as railway subballast, yet its suitability as railway ballast with and without tyre chips (TC) has not been comprehensively investigated. Moreover, the possible effect of coal fouling on the performance of TC-intermixed steel slag ballast is yet to be studied. Therefore, the current study assessed the influence of TC on the performance of slag-granite ballast mixture under coal-fouled condition using large-scale track simulation test (TST) and constant-head permeability apparatus. TST results indicated that vertical and lateral deformations of ballast increased, while the track stiffness (k) and ballast breakage index (BBI) decreased with the increase in proportion of tyre chips. The threshold content of tyre chips to be mixed with steel slag ballast (SSB) is identified as 10%. The study further established that the addition of coal leads to an increase in deformations, while reducing BBI of TC intermixed slag-granite ballast. Moreover, the addition of coal causes a significant reduction in hydraulic conductivity of the TC intermixed ballast. Further, the critical value of void contamination index is determined to be 25%.]]></description>
      <pubDate>Wed, 25 Feb 2026 09:05:24 GMT</pubDate>
      <guid>https://trid.trb.org/View/2644133</guid>
    </item>
    <item>
      <title>A predictive model for cumulative plastic deformation in saturated soft clay subjected to intermittent-cyclic loading</title>
      <link>https://trid.trb.org/View/2644126</link>
      <description><![CDATA[To address the limitations of conventional cyclic triaxial tests without drainage in simulating the actual loading characteristics of railway traffic, this study conducts intermittent cyclic triaxial tests to systematically investigate the dynamic response behavior of saturated soft clay under partial drainage conditions. The experimental framework comprehensively incorporates the intermittent period of train-induced loads and the realistic drainage behavior of soils, with explicit consideration of pore water pressure dissipation during unloading intervals. The results indicate that, in contrast to the continuous accumulation of pore water pressure observed under continuous cyclic loading, intermittent-cyclic loading leads to a periodic dynamic evolution pattern characterized by an initial increase followed by gradual dissipation. Furthermore, the drainage consolidation occurring during intermittent periods induces a significant increase in cumulative plastic strain, although the rate of accumulation progressively decreases as the soil undergoes hardening, eventually reaching a stable state. Based on these findings, a novel predictive model for cumulative plastic deformation is proposed. This model independently quantifies the effects of soil strength, cyclic stress ratio (CSR), and loading frequency, maintaining clear physical significance of input parameters while enhancing predictive accuracy across varying operational conditions. The present study elucidates the mechanism of periodic pore water pressure dissipation under intermittent loading and its influence on soil deformation behavior, thereby providing a solid experimental foundation for the prediction of long-term soil foundation settlement in rail transit systems.]]></description>
      <pubDate>Wed, 25 Feb 2026 09:05:24 GMT</pubDate>
      <guid>https://trid.trb.org/View/2644126</guid>
    </item>
    <item>
      <title>The effect of selecting different stress states in laboratory tests on the predicted permanent deformation of soils</title>
      <link>https://trid.trb.org/View/2643912</link>
      <description><![CDATA[Modeling permanent deformation (PD) in pavement sublayer materials is essential for predicting pavement performance. The present study evaluated the influence of stress state, by means of the stress pair (confining stresses, σ3, and deviator stresses, σd) considered on the calibration of a permanent deformation model widely used in Brazil. A total of 54 repeated load triaxial (RLT) tests were performed on 6 different soils, each subjected to 9 stress pairs, resulting in 130 combinations per material. Model coefficients were obtained by multiple linear regression. The results indicated that reducing the number of stress pairs improves the coefficients of determination (R2), but may compromise the model’s global predictive capacity, especially for pairs not included in the fitting. In 61% of cases analyzed, predictions fell outside the fitted range, highlighting the model’s sensitivity to pair selection. Some coefficients showed high variability, with differences exceeding 100% even for the same material, compromising their physical interpretation. Application of this methodology to literature data confirmed these trends and showed that different stress pair selection significantly affects the regression coefficients, even when R2 values are high. Numerical modeling with MeDiNa software reinforced the practical relevance of these findings, revealing that changes in the coefficients of just one layer resulted in differences of up to 22% in total pavement deformation and 92% in the deformation of the base layer. It is concluded that defining technical criteria for stress pair selection is essential for consistent predictions. Further studies are recommended to deepen the understanding of pavement stresses and their impact on permanent deformation.]]></description>
      <pubDate>Wed, 25 Feb 2026 09:05:24 GMT</pubDate>
      <guid>https://trid.trb.org/View/2643912</guid>
    </item>
    <item>
      <title>Compressibility of Clays under Repetitive Loading: A New Perspective on Consolidation State, Loading Frequency, and Partially Drained Conditions</title>
      <link>https://trid.trb.org/View/2643910</link>
      <description><![CDATA[Many structures built on saturated clays are subjected to repetitive loads from sources such as waves, wind, and traffic. This loading can induce excess pore water pressure within saturated clays, leading to additional volumetric deformation and the long-term degradation of geostructures. This study investigated the compressibility of saturated clays under repetitive loading, focusing on the coupled effects of the initial degree of consolidation (Ui) and loading frequency (f). A newly developed loading system was used to perform tests on sand, kaolin, and Ca-bentonite specimens across a wide range of frequencies (f = 0.011, 0.046, 0.139, 0.278, 1.67, 8.33, 25, 125, and 250 mHz) and consolidation states (Ui = 0, 0.2, 0.4, 0.6, and 1.0). The results indicated that the cyclic-induced void ratio change (Δe) was highly sensitive to both Ui and f. For underconsolidated soils (Ui < 1), high-frequency loading significantly increased Δe, whereas the response was minimal and largely independent of these factors under low-frequency conditions or for normally consolidated soils (Ui = 1). This study identified three distinct drainage regimes: drained, partially drained, and undrained based on the cyclic loading ratio (T/t100), establishing a quantitative threshold of T/t100 ≤ 0.001 − 0.01 for the transition to pseudo-undrained behavior. Furthermore, repetitive loading was found to increase the horizontal effective stress, leading to a higher overconsolidation ratio and a corresponding reduction in post-cyclic compressibility. The findings provide new experimental evidence on the complex, coupled behaviors of saturated soils and offer critical insights for the reliable design and performance assessment of structures on soft clay deposits.]]></description>
      <pubDate>Wed, 25 Feb 2026 09:05:24 GMT</pubDate>
      <guid>https://trid.trb.org/View/2643910</guid>
    </item>
    <item>
      <title>Seismic Performance of Reinforced Concrete Bridge Columns Subjected to Combined Loading Including Torsion</title>
      <link>https://trid.trb.org/View/2234729</link>
      <description><![CDATA[Reinforced Concrete (RC) bridge columns could be subjected to combined flexural, axial, shear and torsional loading during earthquake excitations. This fact is particularly true for bridges that are skewed, curved, have unequal spans, or unequal column heights. In addition, multi-directional earthquake motions, significant vertical motions, and structural constraints due to stiff decking, movement of joints, abutment restraints, and soil conditions may also lead to combined loading effects. This combination of seismic loading can result in complex flexural and shear failure of these bridge columns. As part of a NEES-R funded study, a total of 14 columns are being tested under various loading conditions: cyclic bending, cyclic torsion, biaxial bending, and combined cyclic bending and torsion. This paper presents the results of the first three columns tested under pure cyclic bending, pure cyclic torsion, and combined cyclic bending and torsion respectively. The effects of combined loading on the hysteretic load-deformation response, reinforcement stress variations, and plastic hinge characteristics are discussed. Finite element models of the RC columns were developed and analyzed for different combinations of bending and torsion to guide the experimental study. The finite element predictions are compared with the experimental data and the results are discussed. Based on the test results, it is concluded that combined loading reduces the flexural and torsional capacity of a column and can also change the failure modes and deformation characteristics.]]></description>
      <pubDate>Fri, 20 Feb 2026 15:28:28 GMT</pubDate>
      <guid>https://trid.trb.org/View/2234729</guid>
    </item>
    <item>
      <title>Effects of Seasonally Frozen Soil on the Seismic Behavior of Bridge Bent-Foundation-Soil System</title>
      <link>https://trid.trb.org/View/2234715</link>
      <description><![CDATA[Significant impact of seasonally frozen soil on the dynamic behavior of foundations has been found in previous studies. Presented here is an analytical investigation on the effect of seasonally frozen soil on the seismic behavior of soil-pile-bridge bent system. Elastic-plastic Finite Element (FE) analyses of a soil-pile model have been conducted to obtain the cyclic behavior of the soil-pile system under unfrozen and frozen soil conditions. The widely-used soil spring coefficients have been derived from the analysis results. Furthermore, a simplified FE model of the soil-pile-bridge bent system was created by representing the soil-pile system with the derived soil springs. The bent model was calibrated with previous results obtained from recorded data. The modal and push-over analyses were conducted with the calibrated model to investigate the effects of seasonally frozen soil on the behavior of typical bents selected from the bridge. Significant change in the stiffness and damping properties of the soil-pile system is found when the ground surface is frozen. The frozen soil has quite different impact on the dynamic properties of different bents; the influence due to frozen soil increases with decreasing bent height-span ratio or increasing overall bent stiffness. The lateral displacement capacity decreases, or alternatively, the shear demand increases during the soil freezing. Furthermore, the effect of frozen ground on the shear demand decreases with the development of plastic deformation.]]></description>
      <pubDate>Fri, 20 Feb 2026 15:28:28 GMT</pubDate>
      <guid>https://trid.trb.org/View/2234715</guid>
    </item>
    <item>
      <title>Retrofit of Column-Bent Cap Connections of Alaska Bridges for Seismic Loadings: Damage Evaluation</title>
      <link>https://trid.trb.org/View/2235150</link>
      <description><![CDATA[Typical bridges in the state of Alaska are characterized by columns with excessive reinforcing ratios encased in a steel shell that is partially embedded in the bent cap; analysis of existing bridges indicate that the bent caps are inadequately designed for flexure, shear, and joint shear for the feasible moments that would be imposed upon them during a seismic event. This research proposes a method to retrofit such bridges to perform in a ductile manner during a seismic event. Three 80% scale column-bent cap t-connections were built to model such typical as-built bridges in Alaska. They were retrofitted to improve their response to a lateral loading and then tested under a reversed cyclic load. From a moment curvature analysis of a prototype column and bent cap, it was decided to reduce the longitudinal reinforcement ratio of the column at the joint to increase its ductility at lower lateral load levels and subsequently to reduce the moment demand on the adjacent bent caps. As such, the moment ratio of the bent cap over the column was increased thus forcing the plastic hinge to form at the top of the column, as this is the current seismic design practice. Using existing strut and tie models for joint design, additional reinforcement was provided to prevent joint shear failure. The retrofit was applied by enlarging the bent cap in the joint region to allow for proper placement of the additional reinforcement. The specimens were then loaded in a reversed cyclic loading and results from this research program are presented and discussed in this paper.]]></description>
      <pubDate>Tue, 17 Feb 2026 13:12:19 GMT</pubDate>
      <guid>https://trid.trb.org/View/2235150</guid>
    </item>
    <item>
      <title>Temperature Effects on Rail Anchor Slip Force – Year 2</title>
      <link>https://trid.trb.org/View/2659354</link>
      <description><![CDATA[Rail anchors are integral to the rail industry due to their effectiveness in improving track stability, enhancing track resistance to longitudinal movement, and preventing thermal-related track failures. The resistance to longitudinal movement allows for maintaining Rail Neutral Temperature (RNT). Temperatures outside the RNT range can lead to derailments and other catastrophic failures. Despite the positive impact rail anchors have in the rail industry, research on the interaction between rail and anchors remains minimal. In this study, utilizing a modified Track Panel Pull Test (TPPT) setup, the interaction of rail and anchor is analyzed with varying temperatures under cyclic loading. Temperatures range from below freezing to extremely hot temperatures, with a range from -10°C (14°F) to 78°C (172°F). Furthermore, displacement-controlled testing procedures were utilized to obtain consistent slip forces, or longitudinal resistances, for specified displacements of the anchors. Temperature affects longitudinal resistance differently for different anchor types. Specifically, resistance consistently increases as temperature increases, but the magnitude of this effect varies by anchor design. From hot to cold temperatures, there was a 38%, 34%, and 32% drop in longitudinal resistance for Anchors X, Y, and Z, respectively.]]></description>
      <pubDate>Mon, 09 Feb 2026 08:39:27 GMT</pubDate>
      <guid>https://trid.trb.org/View/2659354</guid>
    </item>
    <item>
      <title>Cyclic and post-cyclic behavior of stabilized marl soil for pavement engineering applications</title>
      <link>https://trid.trb.org/View/2639386</link>
      <description><![CDATA[Marl is a clayey soil that exhibits a significant reduction in strength when exposed to moisture. As a result, it is considered problematic in civil engineering and often stabilized to improve performance. High-strength stabilization is not always required for road construction applications. In such cases, Metakaolin and rice husk ash provide suitable and eco-friendly alternatives to cement. Although the monotonic behavior of stabilized marl has been studied, less is known about its response under and after cyclic loading. The current study evaluated the cyclic and post-cyclic behavior of marl soil stabilized with metakaolin and rice husk ash after curing for 1, 7, and 28 days. The unconfined compressive strength (UCS) and secant modulus at 50 % maximum strength (E50) of the stabilized soil were determined under monotonic and cyclic axial tests following the monotonic compression tests. The damping ratio, secant modulus, and axial strain accumulated during cyclic loading also were evaluated, with SEM used for microstructural analysis. The results showed that, unlike samples with 30 % metakaolin after cyclic loading, the specimen containing RHA experienced an increase in strength compared to the monotonic loading condition. The greatest UCS and E50 values were observed in samples with 15% rice husk ash and 15 % metakaolin under monotonic loading following cyclic preloading. After 30 cycles, the stabilized specimens recorded lower damping ratios than for non-stabilized soil, although the effect of curing time on the damping ratio was negligible.]]></description>
      <pubDate>Thu, 05 Feb 2026 09:16:42 GMT</pubDate>
      <guid>https://trid.trb.org/View/2639386</guid>
    </item>
    <item>
      <title>Experimental investigation of the accumulated axial strain of mud-fouled ballast under long-term cyclic loading</title>
      <link>https://trid.trb.org/View/2636304</link>
      <description><![CDATA[This study examined the mechanical properties of mud-fouled ballast (MFB) under long-term cyclic loading. Initial computed tomography (CT) scans revealed the internal structure of mud-fouled ballast with varying fouling levels (VCIs). Subsequent cyclic triaxial tests were used to assess the accumulated axial strain (εacc) and resilient modulus (MR) in relation to the VCI and mud-water content (MWC). The findings showed that at mud-water content = 47 % and 58 %, an increase in VCI caused an increase in εacc and a decrease in MR. However, at mud-water content = 24 % and 36 %, an increase in VCI caused a decrease in εacc and an increase in MR. An increase in mud-water content consistently caused a increase in εacc and an decrease in MR for any VCI. Additionally, the plastic creep limit increased with increasing mud-water content at a given VCI. At mud-water content = 47 % and 58 %, the plastic creep limit decreased with increasing VCI but increased again at mud-water content = 24 % and 36 %. This study identified a critical threshold for ballast gradation and volume at a certain mud-water content of about 36 %, above which the dynamic stability of mud-fouled ballast decreases with increasing VCI, while below this threshold, the dynamic stability increases with increasing VCI.]]></description>
      <pubDate>Thu, 05 Feb 2026 09:16:42 GMT</pubDate>
      <guid>https://trid.trb.org/View/2636304</guid>
    </item>
    <item>
      <title>Lateral response and enhancement mechanisms of cement-soil reinforced pile groups under static and cyclic loading: Experimental and numerical investigation</title>
      <link>https://trid.trb.org/View/2648372</link>
      <description><![CDATA[This study investigates the influence of soil reinforcement on the load-bearing and deformation behavior of pile groups under lateral static and cyclic loading. A series of laboratory model tests were conducted using a self-developed multi-directional cyclic loading system on a 3 × 3 pile group model with and without cement-improved soft soil surrounding the piles. Comparative analyses revealed that soil reinforcement significantly enhances the ultimate bearing capacity of the pile group by over 30 %, increasing the group efficiency factor from 0.75 to 0.97. The reinforcement optimizes pile-soil interaction, reduces detrimental group pile effects, and improves lateral load resistance. The development of group pile effects is governed by soil deformation stages, elastic, plastic, and residual, with reinforcement delaying and mitigating these effects by extending the plastic deformation threshold and maintaining higher efficiency. Furthermore, reinforcement improves load-sharing uniformity and reduces maximum bending moments and shear forces on individual piles, resulting in enhanced stability and fatigue resistance under cyclic loading. A three-dimensional numerical model developed in ABAQUS demonstrated that soil reinforcement promotes coordinated pile-soil deformation, stabilizing the pile group system by effectively connecting individual piles through improved soil. This coordination weakens group pile effects, reduces lateral displacements, and lowers the risk of collapse due to vertical settlement. The findings provide insight into the mechanisms by which soil reinforcement mitigates group pile effects and improves the performance of pile foundations in soft soils.]]></description>
      <pubDate>Tue, 03 Feb 2026 10:03:45 GMT</pubDate>
      <guid>https://trid.trb.org/View/2648372</guid>
    </item>
    <item>
      <title>Experimental investigation on the ultimate strength of cracked unstiffened and stiffened plates under cyclic loading</title>
      <link>https://trid.trb.org/View/2638185</link>
      <description><![CDATA[The aim of this paper is to investigate the ultimate collapse behavior of ship structures under cyclic loading. To this end, experimental investigations were conducted to explore the ultimate strength reduction of hull unstiffened and stiffened plates considering the fatigue crack propagation and cumulative plasticity simultaneously. Twenty-one specimens including eleven unstiffened plate specimens and ten stiffened plate specimens were designed and fabricated with the same initial crack length, and a set of test devices was ingeniously designed for evaluating the ultimate strength under cyclic loading. Different loading conditions were applied by varying the cyclic loading magnitudes and crack propagation lengths to make clear the relationship between the crack lengths on the stiffener and on the plate. The prediction formulas were derived to estimate the ultimate strength values of cracked unstiffened and stiffened plates under cyclic loading; the accuracy of the prediction formulas was validated by comparing them with the experimental and numerical results. It helps to further explore the ultimate collapse behavior of cracked ship structures in harsh sea condition.]]></description>
      <pubDate>Thu, 29 Jan 2026 17:02:24 GMT</pubDate>
      <guid>https://trid.trb.org/View/2638185</guid>
    </item>
    <item>
      <title>Stress Paths of Clean Sand and Sand-fines Mixtures Under Static and Cyclic Testing</title>
      <link>https://trid.trb.org/View/2654533</link>
      <description><![CDATA[This study evaluated the static and cyclic liquefaction of mixtures of sands and fines under different density states, with particular emphasis on the relationship between static instability and cyclic response. Undrained static triaxial tests were performed to establish stress-strain response, effective stress paths, and instability conditions for loose and medium-dense mixtures. Cyclic triaxial tests were conducted to examine the strain accumulation and stress paths evolution leading to liquefaction. The analysis of the results showed that the stress states during cyclic loading remained bounded by an envelope of static response, which limited the cyclic deformations. A key contribution of this study is the demonstration that, for sand-fines mixtures, instability friction angles obtained from static loading accurately predict the onset of cyclic instability across different density states and fines content. This finding establishes a direct and quantitative link between static and cyclic liquefaction mechanisms specifically for sand-fines mixtures, indicating that static loading characteristics govern cyclic soil response and can be used to assess liquefaction susceptibility under cyclic loading.]]></description>
      <pubDate>Wed, 28 Jan 2026 14:43:41 GMT</pubDate>
      <guid>https://trid.trb.org/View/2654533</guid>
    </item>
    <item>
      <title>Experimental Determination of Crack Growth in Rails Subjected to Long-Term Cyclic Fatigue Loading</title>
      <link>https://trid.trb.org/View/2657010</link>
      <description><![CDATA[It is well known that one of the most significant causes of train derailments within the U.S. is due to rail fracture [FRA 2023]. Despite this fact, a reliable model for predicting fatigue fracture in rails has not yet been deployed within the U.S. We have recently been developing a multiscale computational algorithm for predicting crack evolution in ductile solids subjected to long-term cyclic loading [Souza et al., 2008, Souza et al., 2009, Souza and Allen, 2009, Souza and Allen, 2012, Allen et al., 2017a,b,c, Little et al., 2018]. In this University Transportation Center for Railway Safety (UTCRS)  funded project, we performed intricate experiments on rails with internal cracks as a means of both obtaining material properties and validating an advanced computational model under development in our companion proposal entitled Computational Model for Predicting Fracture in Rails Subjected to Long-Term Cyclic Fatigue Loading. Furthermore, with funding provided by MxV Rail, we have recently completed cyclic crack growth experiments on seven bi-axially loaded rails with internal cracks that had previously been in service [Whetstone et al, 2023]. We are, therefore, in this research developing the ability to: a) characterize fracture parameters for deploying our advanced fracture mechanics model; b) utilize these parameters to predict crack growth due to cyclic fatigue in rails; and c) utilize our experimental results obtained over the previous decade of testing to validate our computational predictive methodology. Should this model development prove to be useful, it is our ultimate intention to utilize this new advanced technology as a tool for determining how long rails in which flaws have been detected can be safely retained in service.]]></description>
      <pubDate>Wed, 28 Jan 2026 14:42:49 GMT</pubDate>
      <guid>https://trid.trb.org/View/2657010</guid>
    </item>
    <item>
      <title>Computational Model for Predicting Fracture in Rails Subjected to Long-Term Cyclic Fatigue Loading</title>
      <link>https://trid.trb.org/View/2657009</link>
      <description><![CDATA[Subsurface fatigue crack growth within railheads can lead to catastrophic failures in rails and is currently one of the major concerns of the rail industry, as they pose a significant safety concern accompanied by critical rail maintenance costs. It is necessary to better assess and predict crack growth within rails, especially when an internal defect is detected, to establish timelier and more cost-effective railway operation protocols. The method most commonly used for predicting the fatigue life of railheads is based on the Paris-Erdogan law, which has limitations in addressing diverse, realistic situations affected by geometric characteristics (e.g. size, orientation, location) of internal flaws (or cracks). This study proposes a nonlinear cohesive zone (NCZ) model capable of accounting for the geometric characteristics of internal defects and inelastic nonlinear fatigue fracture growth in railheads. This study shows that the model effectively simulates fatigue crack growth in rails. The parametric analysis conducted within this study indicates that key NCZ parameters are effective indicators of rail fatigue life. Application of this model would enable appropriate fracture characterization that can be used for predicting fatigue crack growth rate and fatigue life of railheads that contain pre-existing flaws. Simulations of sub-surface crack growth, leveraged by experimental observations from fatigue testing of railheads, demonstrate the potential for the NCZ model to properly characterize fatigue fracture growth in railheads. This fatigue characterization serves as an effective tool for predicting the remaining life of rail sections, which can facilitate proactive maintenance.]]></description>
      <pubDate>Wed, 28 Jan 2026 14:42:49 GMT</pubDate>
      <guid>https://trid.trb.org/View/2657009</guid>
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