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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>Strengthening Characteristics of Bottom Expansion and Backfilling Anchoring in Fractured Surrounding Rock Roadways</title>
      <link>https://trid.trb.org/View/2709178</link>
      <description><![CDATA[The weak anchoring force and inadequate stability of the anchoring system (AS) in fractured rock roadways frequently lead to anchor rod slip failures. To address this issue observed in a mine in Song County, this study employed a combination of theoretical analysis, laboratory experiments, numerical simulations, and field tests for a comprehensive investigation. Firstly, the study examined the load-bearing capacity, interactions between backfilling body and surrounding rock, and the force distribution exerted by the backfilling body on the surrounding rock under various bottom backfilling body shapes. The inverted wedge shape was identified as the optimal expansion configuration. Secondly, laboratory pull-out tests were conducted on anchor rods configured in three different forms. These tests aimed to compare and analyze the variations in anchoring force among the three anchoring configurations, as well as the interactions between backfilling body and surrounding rock. The results indicated that utilizing self-expanding head anchor rods for bottom backfilling and anchoring support yielded the most significant improvement in anchoring efficacy. Finally, a field test was conducted at a mine in Song County. The findings revealed that the utilization of self-expanding head anchor rods for bottom backfilling and anchoring support resulted in a transition of the surrounding rock deformation from axial to predominantly transverse. The maximum deformations of the roof, floor, and sidewalls were decreased by about 85%. The time required for the roadway to reach stability was advanced by ~150 days. Further evidence suggests that this anchoring support technology can achieve a significant increase in anchoring force with only a modest increase in engineering investment, thereby effectively ensuring the stability of the roadway.]]></description>
      <pubDate>Tue, 02 Jun 2026 13:56:35 GMT</pubDate>
      <guid>https://trid.trb.org/View/2709178</guid>
    </item>
    <item>
      <title>Continuously Welded Rail Longitudinal Resistance Modeling</title>
      <link>https://trid.trb.org/View/2686808</link>
      <description><![CDATA[This research aimed to develop efficient 3D finite element (FE) models to simulate railroad longitudinal resistance in continuously welded rail (CWR). Using experimental data from the University Transportation Center for Railway Safety (UTCRS) and historical data from the Federal Railroad Administration’s (FRA's) 1997 report on CWR behavior and a 2022 FRA-sponsored study on frozen ballast conditions, the goal of this study was to replicate and predict real-world force-displacement behavior in varying rail conditions. In this regard, a parametric FE model, which consists of a 600-ft rail segment and focuses on rail–tie interaction, was developed in ABAQUS software to simulate such conditions. In a conventional railroad system, the rail is the steel element that guides train wheels, ties are horizontal supports that hold the rails in place and transfer loads, and anchors are steel clamps that attach to the rail and bear against the tie to resist longitudinal movement. This modeling approach simulates the anchors as nonlinear springs based on experimental data, enabling better predictions in untested or challenging scenarios. This project presented a unique opportunity, as UTCRS-University of Texas Rio Grande Valley (UTRGV) researchers have conducted relevant experimental work that could be directly utilized to inform and validate the finite element modeling, enhancing the accuracy and applicability of the results. The experimental setup involved a single rail segment approximately 26 inches in length mounted on a single tie with one anchor. A longitudinal load was applied to one side of the rail, while displacement was measured at the opposite end, allowing researchers to observe the railroad anchor resistance behavior under controlled conditions. These findings will aid in establishing anchor stiffness for future modeling of full rail resistance, including complex ballast conditions.]]></description>
      <pubDate>Fri, 10 Apr 2026 10:52:06 GMT</pubDate>
      <guid>https://trid.trb.org/View/2686808</guid>
    </item>
    <item>
      <title>A Case Study of Ground Anchor Effectiveness on Slope Stability in Red Basaltic Soil</title>
      <link>https://trid.trb.org/View/2680103</link>
      <description><![CDATA[This study optimizes the design of ground anchor systems to reinforce slopes in the red basaltic soil region of DaLat, Vietnam, addressing the critical risk of landslides. The Finite Element Method (FEM) and the Shear Strength Reduction (SSR) techniques are employed to investigate the effects of anchor spacing and inclination angles on the stability of slopes with varying gradients. The present findings indicate that the Factor of Safety (FoS) increases significantly as anchor spacing decreases. To achieve high reinforcement efficiency, it is recommended to prioritize spacing configurations not exceeding 4 m. The optimal inclination angle α is determined to depend directly on the slope gradient: for steeper slopes with gradients not exceeding 1H:1.5V, inclination angles ranging from 30° to 40° are recommended, whereas for gentler slopes with gradients of 1H:2V and above, higher inclination angles ranging from 40° to 45° are preferred.]]></description>
      <pubDate>Wed, 25 Mar 2026 11:44:55 GMT</pubDate>
      <guid>https://trid.trb.org/View/2680103</guid>
    </item>
    <item>
      <title>Reliability Analysis of Anchor-Reinforced Slopes Based on Nonlinear Mohr-Coulomb Failure Criterion</title>
      <link>https://trid.trb.org/View/2675949</link>
      <description><![CDATA[Slope stability is crucial to engineering safety, and traditional single safety factor design methods fail to account for parameter variability and nonlinear strength characteristics. This study employs the nonlinear Mohr-Coulomb (M-C) failure criterion to establish safety factor and reliability index constrained optimization models for searching potential slip surfaces. It also proposes a theoretical analysis method for reinforcing slopes with anchor bolts based on reliability theory. The study reveals that potential slip surfaces vary under different failure criteria, with those derived from the nonlinear M-C failure criterion exhibiting deeper slip surfaces. The nonlinearity of strength parameters and their variability significantly impact anchoring force calculations, resulting in notable discrepancies between anchoring forces determined through reliability theory analysis and traditional deterministic analysis. Incorporating the variability and nonlinearity of parameters is of importance for geotechnical engineering computations and design practices. When reinforcing slopes based on reliability theory, it is essential to search for slip surfaces corresponding to the minimum reliability index to ensure slope safety.]]></description>
      <pubDate>Wed, 25 Mar 2026 11:44:55 GMT</pubDate>
      <guid>https://trid.trb.org/View/2675949</guid>
    </item>
    <item>
      <title>Evaluations of Factors Affecting the Crashworthiness of Movable Temporary Guardrails on Highways</title>
      <link>https://trid.trb.org/View/2613272</link>
      <description><![CDATA[Movable temporary guardrails are commonly used in highway reconstruction and expansion projects to separate the construction zones from the lanes, which plays an important role in protecting vehicles and pedestrians. In this research, the segment connections, lengths, and anchoring system of the guardrail on its crashworthiness were evaluated using finite element analysis. The results show that the guardrail connected by Pin-Plate exhibits better continuity and overturning resistance compared to I-Beams and C-Beams. Further, the segment length has a greater effect on the maximum lateral displacement of the guardrail. The maximum lateral displacement of the guardrail with 6 m is 1,098 mm, which is 54.6% and 43.5% lower than that of the guardrail with 2 and 4 m, respectively. In addition, the bottom-anchored guardrail has better crashworthiness, which shrinks by 31.3%. The results of the research can be used as an engineering reference for removable temporary guardrail designs.]]></description>
      <pubDate>Fri, 20 Feb 2026 15:28:24 GMT</pubDate>
      <guid>https://trid.trb.org/View/2613272</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>Experimental and Numerical Evaluation on Uplift Performance of Geotextile-Encased Granular Pile Anchor</title>
      <link>https://trid.trb.org/View/2652038</link>
      <description><![CDATA[This study evaluated the uplift performance of granular pile anchors and geotextile-encased granular pile anchors in cohesionless soils through experimental testing and finite element modelling. The investigation focused on the influence of pile length, diameter, embedment ratio, and soil relative density on pullout load capacity. Results showed that an increase in pile length, diameter, embedment ratio, and relative density led to a significant improvement in pullout capacity for both systems. Geotextile encasement enhanced lateral confinement and reduced bulging, resulting in a 20–48% increase in pullout load compared with the unencased pile anchor. As the relative density of the soil increased from 40% to 80%, the pullout capacity of the geotextile-encased system improved by 25–72%, whereas the unencased pile showed a smaller increase of 27–33%. The benefit of encasement became more pronounced at higher embedment ratios, with the pullout load reaching up to 2.2 times that of the granular pile anchor at an embedment ratio of 15. The results indicated that geotextile encasement modified the failure mechanism and improved the efficiency of load transfer. Overall, the geotextile-encased granular pile anchor demonstrated greater stability and cost-effectiveness for resisting uplift forces in cohesionless soils.]]></description>
      <pubDate>Thu, 29 Jan 2026 17:01:58 GMT</pubDate>
      <guid>https://trid.trb.org/View/2652038</guid>
    </item>
    <item>
      <title>Large deformation analysis of PDEAs subjected to monotonic pullout load: a numerical approach</title>
      <link>https://trid.trb.org/View/2622325</link>
      <description><![CDATA[Engineering tension elements, such as ground anchors, sustain vertical uplift and inclined pullout loads in foundation systems. In particular, Percussion Driven Earth Anchors (PDEAs), flipping anchors, can be deployed quickly in varied ground conditions using conventional equipment. PDEAs provide pullout resistance without grout, making them ideal for time-sensitive projects, ensuring structural stability and safety in various building applications. This study investigates the behavior of PDEAs under monotonic pullout loads through large deformation finite element analyses. The Coupled Eulerian-Lagrangian (CEL) method was employed to simulate the soil-anchor interaction under conditions of large soil deformation, thereby overcoming the challenges associated with traditional Lagrangian techniques in modeling large displacements and severe mesh distortions that occur during anchor flipping and pullout. The laboratory experiment conducted pull-out tests on a PDEA anchor within a soil box setup utilizing digital image correlation (DIC) with layers of poorly graded sand (SP), yielding baseline data for model calibration and validation. Key parameters, including embedment depth, anchor orientation, soil friction angle, and anchor size, were used in the numerical analyses to evaluate their influence on the pullout behavior of PDEAs. The results revealed that embedment depth and anchor orientation significantly influence performance, with open configurations yielding higher pullout forces due to enhanced soil mobilization. A regression-based predictive model for breakout factors was developed, showing strong correlation with numerical results and offering improved precision over existing empirical formulas.]]></description>
      <pubDate>Tue, 06 Jan 2026 09:17:14 GMT</pubDate>
      <guid>https://trid.trb.org/View/2622325</guid>
    </item>
    <item>
      <title>Ultimate pullout capacity of strip plate anchors in shallow rock masses</title>
      <link>https://trid.trb.org/View/2608969</link>
      <description><![CDATA[The increasing demand for offshore engineering solutions and the growing complexity of modern infrastructure necessitate reliable rock anchor systems with sufficient pullout resistance. However, research on rock anchors incorporating nonlinear strength criteria remains limited. This study introduces a semi-analytical approach based on kinematic limit analysis, integrating the generalized Hoek–Brown failure criterion to assess the ultimate pullout capacity of shallow rock anchors. A segment-based failure mechanism is developed to model the curvature of the failure surface using piecewise linear segments, balancing accuracy and computational efficiency. A systematic evaluation of confining stress ranges reveals that the stress conditions of shallow anchors are primarily governed by overburden stress rather than rock mass strength parameters, leading to a proposed general stress range of 0 ≤ σ3 ≤ 0.55γH. When applied to variational analysis—an approach requiring an approximate shear strength envelope—the proposed stress range results in near-exact agreement with the segment-based approach. Further parametric studies highlight the significant influence of rock mass properties and anchor characteristics on pullout capacity and failure mechanisms. The proposed approach fully preserves the generalized Hoek–Brown criterion, offering a more rigorous and flexible method for evaluating shallow rock anchor stability and advancing analytical techniques in offshore engineering.]]></description>
      <pubDate>Fri, 05 Dec 2025 14:08:32 GMT</pubDate>
      <guid>https://trid.trb.org/View/2608969</guid>
    </item>
    <item>
      <title>Hanger forces' optimization of ground-anchored suspension bridges by seeking dead load-induced near-zero bending moments at specified beam segment connections in the completed bridge state</title>
      <link>https://trid.trb.org/View/2590680</link>
      <description><![CDATA[Replacing the target beam segments rather than the entire stiffening girder is typically required for a ground-anchored suspension bridge (GASB) with local ruptures or damage to the stiffening girder. The bending moments at the specified beam segment connections should be minimized or maintained at zero under dead load to ensure safety and feasibility. Significant positive bending moments typically develop at the beam segment connections in the completed bridge state (CBS) when using the multi-rigid-supported continuous beam (MRSCB) method. To resolve this limitation, this paper presents a novel analytical method for determining the CBS of GASBs. The proposed approach, founded on key design parameters including hanger spacing, stiffening girder material properties, and target geometric configuration, establishes an optimization problem that enforces equilibrium conditions of the stiffening girder and zero bending moment (ZBM) constraints at designated beam segment connections, while minimizing the bending strain energy to derive optimal hanger forces. Subsequently, the geometric shape and internal forces of the main cable are calculated through segmented catenary theory, and the CBS of the GASB is established. In comparison, the proposed method successfully achieves ZBM at specified beam segment connections in GASBs, substantially lowering the engineering risks associated with dismounting or replacing beam segments. Ultimately, the feasibility and effectiveness of the proposed method are validated through finite element method analyses conducted on a representative GASB featuring a 1080-meter stiffening girder span.]]></description>
      <pubDate>Thu, 16 Oct 2025 17:02:33 GMT</pubDate>
      <guid>https://trid.trb.org/View/2590680</guid>
    </item>
    <item>
      <title>Comparative investigation of torsional interactive behaviours between suction anchors and clayey ground by centrifugal tests</title>
      <link>https://trid.trb.org/View/2597458</link>
      <description><![CDATA[Shared suction anchors offer a cost-reduction solution for the floating wind farm deployment. However, compared with the conventional anchor, the torsional load on the shared anchor is intensified, the ignorance of which may trigger a cascading failure throughout the wind farm. In this context, torsional interactive behaviours between suction anchors and clayey ground were investigated by centrifugal tests here. A conventional anchor and a finned anchor equipped with three fins along the skirt were tested. Test results showed that the ultimate bearing capacity of the finned anchor was almost 10 times that of the conventional anchor. Failure boundary was along the soil-skirt interface for the conventional anchor. The boundary was extended further than the fin edge for the finned anchor, demonstrating that the surrounding soil was mobilised to enhance the skirt resistance. Correspondingly, the total torsional resistance for the finned anchor was found greater than the summation of resistances from earth pressure on fins and soil-skirt friction. With the increase in depth, the torsional resistance normalised by the undrained shear strength rose in the conventional anchor, but dropped in the finned anchor. Based on these experimental observations, an enhancing factor of skirt resistance and a torsional load transfer model were proposed. The model has been validated to effectively reproduce the evolutions of torsional load at different depths in the finned anchor. Furthermore, it is capable of predicting the torsional bearing capacities of finned anchors with different fin widths, including the conventional anchor and vane shear tester.]]></description>
      <pubDate>Wed, 24 Sep 2025 15:31:05 GMT</pubDate>
      <guid>https://trid.trb.org/View/2597458</guid>
    </item>
    <item>
      <title>Assessing misalignment effects on undrained HV capacity of caisson anchors in heterogeneous clays using a gradient Boosting–Differential evolution framework</title>
      <link>https://trid.trb.org/View/2560138</link>
      <description><![CDATA[Misalignment is a critical factor influencing the horizontal-vertical (HV) load capacity of caisson foundation anchors. This study employs Finite Element Limit Analysis (FELA) integrated with a Gradient Boosting–Differential Evolution (GB-DE) framework to systematically investigate the impact of misalignment angles (β = 0°–90°) across varying embedment ratios (L/D) and soil heterogeneity levels (κ). Results reveal that the HV capacity increases with the load inclination angle β. This effect is amplified with greater embedment depth and influenced by the degree of soil heterogeneity, highlighting the complex interaction between geometric and geotechnical parameters. The findings demonstrate that misalignment can enhance soil-structure interaction, leading to increased resistance capacity. The GB-DE model achieves high predictive accuracy (R² = 0.999), highlighting its effectiveness in optimizing caisson anchor performance under misaligned conditions. These insights emphasize the importance of incorporating misalignment considerations into anchor design to improve load-bearing efficiency and structural stability.]]></description>
      <pubDate>Fri, 18 Jul 2025 09:05:42 GMT</pubDate>
      <guid>https://trid.trb.org/View/2560138</guid>
    </item>
    <item>
      <title>Long-Term Behavior of Ground Anchors and Tieback Walls</title>
      <link>https://trid.trb.org/View/2549172</link>
      <description><![CDATA[The purpose of this project is to advance the state of knowledge on the long-term behavior of ground anchors and make practical recommendations. Two important issues were addressed: long-term movements and corrosion. For the long-term movements, some of the main findings from the physical and numerical simulations are: 1. Given the same total anchor length, grouted anchors with a short tendon bond length have higher capacities and lower creep rates than grouted anchors with a long tendon bond length. 2. The capacity of grouted anchors in a stiff clay was found to increase over five years even when under load over the five years. 3. The power law model s₁/s₂=(t₁/t₂)n  where s₁ and s₂ are the anchor movements at time t₁ and t₂ fits the data well and may be used to predict long-term movements. 4. A delayed failure occurred in triaxial tests on a clay when the stress level was larger than the yield stress of the soil. 5. Long-term horizontal movements can develop in anchored walls if the vertical capacity of the soldier piles is not sufficient to resist the downdrag from the retained soil. 6. The power law model can also be used for the long-term movement of walls. 7. The bending moment profile over the long term tends to shift towards smaller moments at the anchor points. 8. The anchor loads seem to vary very little as a function of time (±10% after five years). 9. An earth pressure coefficient chart is given to design anchored walls for a targeted deflection. For the corrosion issues, some of the main findings from the laboratory tests and literature review are: 1. Anchor failures have been reported and attributed primarily to a lack of protection and bending stresses. 2. About half of the failures occurred at the anchor head, half within the unbonded length, and very few within the bonded length. 3. The time to failure varied from a few weeks to 31 years. 4. The usual indicators of corrosion were confirmed by laboratory tests: soil resistivity, soil pH. 5. The Electrochemical Impedance Spectroscopy test (EIS) is proposed for measuring the corrosion rate for a given soil. 6. The EIS tests performed in the laboratory showed that the corrosion rate of the steel varies drastically for various protection coatings from 0.34 mm/yr for no protection to 10 to the -8 power mm/yr for fusion bonded epoxy with 3 x 10 to the -3 power mm/yr for grout cover. 7. The time to failure of an anchor can be estimated once the corrosion rate is known.]]></description>
      <pubDate>Tue, 24 Jun 2025 17:43:09 GMT</pubDate>
      <guid>https://trid.trb.org/View/2549172</guid>
    </item>
    <item>
      <title>Naval Base Kitsap Dry Dock Emergency Seismic Retrofits: Innovative Design and Fully Integrated Design Delivers Flawlessly and Fast</title>
      <link>https://trid.trb.org/View/2559505</link>
      <description><![CDATA[In January 2023, the US Navy requested Kiewit-Alberici Joint Venture (KAJV) to undertake an emergency design and construction for the seismic retrofit of multiple dry docks on the Kitsap Peninsula, Washington Naval Base. The KAJV Team quickly developed a design concept consisting of installing ground anchors through the dry dock walls into very dense glacial soils. Structural design used first principles and rational assumptions design methods. Structural detailing accommodated construction preferred methods and available materials. The design addressed earth pressures on the walls (including seismic loading), liquefaction, anchor testing, and corrosion of ground anchor elements. After the design was completed, a time-history soil-structure interaction analysis was completed to assess the performance of the retrofitted condition for the dry docks. Within 4 months, 695 ground anchors were installed and now provide seismic resilience to three critical dry docks.]]></description>
      <pubDate>Tue, 24 Jun 2025 15:24:08 GMT</pubDate>
      <guid>https://trid.trb.org/View/2559505</guid>
    </item>
    <item>
      <title>Development of Novel DFOS-Embedded Ground Anchor for Resilient Design and Construction</title>
      <link>https://trid.trb.org/View/2516511</link>
      <description><![CDATA[Increased climate stress presents unique design and maintenance challenges for ground anchors, which play a crucial role in highway and bridge slope stabilization. Distributed Fiber Optic Sensing (DFOS) technology is at the forefront of infrastructure performance monitoring of deformation and temperature over long distances at a high spatial resolution with high measurement frequencies. A novel DFOS-embedded steel strand tendon ground anchor was developed with embedded fiber optic cables for strain measurement throughout the anchor cross-section. This unique cable configuration enabled distributed strain sensing (DSS) along the steel strand tendon, internal grout, and external grout during pull-out testing and long-term. A full-scale field test with four 60-ft (18.3-m) ground anchors in mixed soil conditions was performed, with installation and pull-out testing in Antioch, CA. Varying grouting configurations were evaluated: with and without post-grouting. Two DFOS platforms, Optical Frequency Domain Reflectometry (OFDR) and Brillouin Time Domain Reflectometry (BOTDR), were demonstrated as suitable for ground anchor field monitoring. This novel approach enabled a detailed investigation of the tendon/grout/ground interaction mechanism and its effect on the strain transfer transition zone between the bonded and unbonded sections of the anchor. Looking forward, these findings will support a scalable and reliable field monitoring solution and ultimately advance the state of practice for resilient ground anchor design and construction.]]></description>
      <pubDate>Fri, 16 May 2025 09:33:46 GMT</pubDate>
      <guid>https://trid.trb.org/View/2516511</guid>
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