<rss version="2.0" xmlns:atom="https://www.w3.org/2005/Atom">
  <channel>
    <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" />
    <description></description>
    <language>en-us</language>
    <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>
      <url>https://trid.trb.org/Images/PageHeader-wTitle.jpg</url>
      <link>https://trid.trb.org/</link>
    </image>
    <item>
      <title>Fatigue Life Prediction and Improvement of Supporting Structures under Cyclic Highpressure Impact</title>
      <link>https://trid.trb.org/View/2742498</link>
      <description><![CDATA[Under cyclic ultra-high-pressure impact loads, structures often experience local fractures due to insufficient initial fatigue life (low-cycle fatigue). This article focused on a certain ultra-high-pressure support structure and established a dynamic model based on load transfer characteristics to simulate the transient stress-strain response under impact loads. On this basis, a low-cycle fatigue life evaluation method was used to predict the fatigue life of the structure about 362 times, which was significantly different from the required indicators for structural fatigue life. In response to the problem of high loadbearing capacity on the structural support surface and significant stress concentration at the root, the structural load-bearing method has been optimized. Calculation analysis showed that after optimization, the structural stress was greatly improved, the bearing capacity of the support surface was reduced by 25 %, and the fatigue life of the structure was increased from 362 times to 4208 times, an increase of about 10 times. The optimized structure has been verified through 2000 tests without any fracture, meeting the requirements for the service life of the structure.]]></description>
      <pubDate>Mon, 31 Aug 2026 08:46:14 GMT</pubDate>
      <guid>https://trid.trb.org/View/2742498</guid>
    </item>
    <item>
      <title>Initial Analytical Investigation of Cantilever and Butterfly Steel Overhead Sign Trusses with Respect to Remaining Fatigue Life</title>
      <link>https://trid.trb.org/View/2709181</link>
      <description><![CDATA[Fatigue failure of highway sign structures due to sustained wind-loading events has been recognized in many states. In fact, the American Association of State Highway and Transportation Officials specifies that the structural component should be designed for infinite life by maintaining wind-induced stress below their constant amplitude fatigue threshold. However, because existing structures are typically not designed for fatigue, the condition of all critical and fatigue-prone components must be evaluated for safety. Visual inspection requires extensive time and effort and may not detect unnoticed fatigue cracks, so growing attention has focused on analytical inspection tools to examine all critical members and connections for remaining fatigue life to ensure public safety. The reliability of these analytical tools depends on the accuracy of wind-loading models applied during the life span of the structure. This study devised a fill-interpolate-extend approach to furnish a wind-loading data ensemble for the duration of analysis. The ensemble established a reliable synthetic wind model to generate fatigue cycle counts. In addition, a comprehensive analytical framework, including structural modeling, stress extraction/processing, and fatigue damage simulation, was integrated to yield an affordable tool that is applicable to various sign structures topologies. The resulting software for noncantilever overhead structures as well as cantilever and butterfly assemblies were successfully verified to predict real cases for fatigue damage, reflecting the in-situ condition of the structures.]]></description>
      <pubDate>Mon, 08 Jun 2026 08:32:54 GMT</pubDate>
      <guid>https://trid.trb.org/View/2709181</guid>
    </item>
    <item>
      <title>Hydromechanical Response of Deep Metro Station Excavations in Multistrata Soil to Rainfall Infiltration</title>
      <link>https://trid.trb.org/View/2705369</link>
      <description><![CDATA[The increasing frequency of heavy rainfall due to climate change raises concerns about the resilience of underground infrastructure during deep excavations. This study investigates the effects of rainfall infiltration on metro station excavations using a coupled hydromechanical finite-element model, with the Xipu Road Station in Hangzhou, China, as a case study. Simulation results show that rainfall infiltration causes a rapid rise in groundwater level. At low rainfall intensities, the rise is uneven because shearing near the wall reduces the soil void ratio and permeability. At higher intensities, the groundwater level rises more quickly and uniformly due to vertical infiltration combined with lateral seepage from zones with higher void ratios toward the wall. Rainfall also affects wall deformation. In unsupported excavations, wall deflection after rainfall is more than twice that measured before rainfall. In strutted systems, deflection remains nearly constant between struts but increases below the lowest strut, reaching a maximum near the excavation base. Strut forces increase after rainfall, particularly where strut spacing is large, with load increases ranging from 29% to 90% across excavation stages. Rainfall causes greater wall deflection than widening the excavation by 4 m. In contrast, increasing diaphragm-wall thickness from 0.8 to 1.2 m reduces deflection by about 30%, demonstrating the effectiveness of wall stiffness in limiting rainfall effects. These findings provide important insights for improving the safety and resilience of deep excavations under increasing rainfall conditions associated with climate change.]]></description>
      <pubDate>Thu, 04 Jun 2026 15:13:32 GMT</pubDate>
      <guid>https://trid.trb.org/View/2705369</guid>
    </item>
    <item>
      <title>In-Service Evaluation of Temporary Sign Support Systems Against Wind Load</title>
      <link>https://trid.trb.org/View/2704032</link>
      <description><![CDATA[This short study analyzes the performance of multiple temporary sign support systems under windy conditions and provides recommendations to the Bureau of Safety Programs and Engineering of the Illinois Department of Transportation (IDOT). The efforts included a literature review that summarizes past studies on the use of temporary sign support systems and the effects of winds on their structural integrity and stability as well as current practices on the use of such systems. Then, a set of field experiments were performed to test a list of temporary sign support systems under different natural and truck-generated wind loads, revealing critical conditions where they can fail. Finally, we extended a finite-element analysis to evaluate the structural impact of natural and truck-generated winds on selected sign support systems. Slow-ramping or longer-duration gusts produce greater sign deflections than short-duration gusts, and winds induced by a single truck or a three-truck platoon generate no significant sign deflection. These findings are summarized into deployment recommendations that account for the types of sign support systems and wind gust speeds. These recommendations will help IDOT make deployment decisions based on historical maximum gust speed data in each IDOT district per season.]]></description>
      <pubDate>Fri, 29 May 2026 13:40:42 GMT</pubDate>
      <guid>https://trid.trb.org/View/2704032</guid>
    </item>
    <item>
      <title>Comparative Prediction of Evaluation and Analysis of Tunnel Surrounding Rock Stress Based on BP Neural Network</title>
      <link>https://trid.trb.org/View/2579897</link>
      <description><![CDATA[Reliable prediction of the initial tunnel support and surrounding rock stresses is essential for tunnel construction to ensure structural stability, sustainable operation, improve safety and reduce maintenance costs. However, due to big data, the prediction of work is difficult to conduct using traditional means. Therefore, a backpropagation (BP) neural network method adopted in the study to enhance the prediction process for predicting the initial support and surrounding rock stresses caused by Yangjiashan mega-section tunnel construction. The BP neural network is a type of artificial neural network that uses a supervised learning algorithm to train the network. In order to determine the best model, this study adopted the five different BP neural network methods. For each gradient descent method, each network was trained by using 912 sets of measured data (a total of 5472 data) to analyse the differences between the predicted and true values of stresses and use to analyse the distribution of prediction errors. A comprehensive evaluation of the five training methods was carried out based on the analysis of a multi-objective optimisation problem. The results show that, in order from best to worst: trainscg > traingdx > traingrp > traingda > traingdm. Trainscg reported prediction accuracy of 93.8%. Hence, the BP neural network by trainscg is used in the subsequent project to predict the initial support and surrounding rock stresses generated by the subsequent tunnel excavation. To sum up, the BP neural network can be effectively used to predict the initial support and surrounding rock stresses arising from the subsequent tunnel excavation.]]></description>
      <pubDate>Mon, 27 Apr 2026 15:01:23 GMT</pubDate>
      <guid>https://trid.trb.org/View/2579897</guid>
    </item>
    <item>
      <title>Effects of static air gap and pontoon height on breaking wave impact loads on a fixed surface-piercing square column structure</title>
      <link>https://trid.trb.org/View/2661537</link>
      <description><![CDATA[Breaking wave impacts are of particular concern in the field of coastal and marine engineering, due to their potential threat to structural safety. A good understanding of the characteristics and influencing factors of breaking wave impact loads is essential for designing cost-effective structures with the ability to withstand extreme marine environments. This study focuses on the effects of static air gaps and pontoon heights on the impact pressure, pressure impulse, and total impact force generated by various types of breakers on a square column with an overhanging deck. Breaking wave impact tests were carried out on the column with four static air gaps and six pontoon heights under six focused waves. The wavelet-based method was used to analyze the time–frequency characteristics of the breaking wave impact pressure, as well as the vertical variations in peak impact pressures and pressure impulses. The influences of static air gaps and pontoon heights on the breaking wave behavior and the impact forces by four types of breaking waves were discussed. It was found that the presence of columns and pontoons increases the local wave steepness of focused waves, and the pontoons alter the maximum wave height, acting in a similar way to the shoaling effect. The results showed that the increase in static air gaps reduces both the magnitude and position of maximum impact pressure, as well as the maximum pressure impulse and horizontal impact forces. A higher pontoon can cause the maximum wave crest to exceed the deck, directly producing intense impacts. Regardless of the type of breaking waves, pontoon heights close to the wave trough are adverse to decreasing horizontal impact forces of the column structure. In conclusion, the appropriate increase of the static air gap and the rational design of the pontoon height can effectively reduce breaking wave impact loads, lowering the risk of local structural damage.]]></description>
      <pubDate>Mon, 27 Apr 2026 14:57:35 GMT</pubDate>
      <guid>https://trid.trb.org/View/2661537</guid>
    </item>
    <item>
      <title>Detecting support modulus of curved railway tracks by a double-beam model using a moving test carriage</title>
      <link>https://trid.trb.org/View/2654647</link>
      <description><![CDATA[Curved tracks are prone to derailment, but have not been well treated. This paper establishes a theoretical framework for extracting rail-related vertical frequencies and track moduli of curved tracks subjected to a moving test carriage for the first time. The curved track is modeled as a double-beam system to represent both the rail and the supporting bridge structure, with an intermediate layer incorporated to simulate the effects of ballast and sleepers. Closed-form solutions for vehicle and contact responses are obtained via modal superposition. The contact acceleration spectrum, free from vehicle frequencies, enables clearer frequency identification. The rail-related vertical frequency, linked to track modulus, shows the highest identifiability, first appearing in the high-frequency range. The finite element method (FEM), validated by analytical solutions, is used for robustness analysis, leading to the following conclusions: (1) track modulus extraction is minimally affected by curvature radius, and support stiffness; (2) a medium vehicle speed of 20 m/s (72 km/h) offers a balance between efficiency and accuracy; and (3) in the presence of track irregularity and damping, track modulus can still be reliably retrieved.]]></description>
      <pubDate>Tue, 31 Mar 2026 16:35:19 GMT</pubDate>
      <guid>https://trid.trb.org/View/2654647</guid>
    </item>
    <item>
      <title>An AI Integrated System for NATM in Tunnel Engineering</title>
      <link>https://trid.trb.org/View/2159549</link>
      <description><![CDATA[It is important to improve the design of the shotcrete-bolting support (NATM) in tunnel engineering. As for this, three kinds of artificial intelligent (AI) techniques, the case-based design, expert system and artificial neural network, are studied to design the support. Because these three methods have their own respective characters, we further put forward a method, called as a divisional weight-adapting multi-expert decision system, to integrate these three methods to take their respective advantages. Thus, the support problem in the design can be optimistically treated. The results for testing this system on real engineering cases show its efficiency.]]></description>
      <pubDate>Sat, 07 Mar 2026 16:05:42 GMT</pubDate>
      <guid>https://trid.trb.org/View/2159549</guid>
    </item>
    <item>
      <title>Lateral Capacity of Helical Piles Augmented with Collar Vane Technology</title>
      <link>https://trid.trb.org/View/2669645</link>
      <description><![CDATA[This report presents the results of a full-scale experimental investigation of helical pile (HP) foundations augmented with collar vane (CV) technology. The collar vane is a finned element installed near the pile head to mobilize soil resistance at shallow depths and reduce bending demands in slender helical pile shafts. Testing was conducted in cohesive soil and a constructed sand pit and included monotonic and cyclic lateral and torsional loading, as well as overturning tests representative of wind loading on roadside sign structures. Results show that collar vanes significantly increase lateral and torsional geotechnical resistance and reduce shaft bending moments relative to helical piles without vanes. Overturning tests demonstrate that selected HP–CV systems can perform comparably to conventional drilled shaft foundations used for sign support. Overall, the findings indicate that collar vane technology can expand the applicability of helical piles for transportation infrastructure, offering an efficient foundation alternative for infrastructure subjected to lateral loads.]]></description>
      <pubDate>Mon, 02 Mar 2026 13:24:07 GMT</pubDate>
      <guid>https://trid.trb.org/View/2669645</guid>
    </item>
    <item>
      <title>Analyses of the mechanical characteristics of long-distance crude oil pipeline support assembly on “L”-type pipeline</title>
      <link>https://trid.trb.org/View/2627187</link>
      <description><![CDATA[Trenched crude oil pipelines rely on anchor blocks and pipe supports for stability, however mechanical interaction remains unclear, limiting design safety. This study employs fluid-solid-thermal coupling methods to establish a three-dimensional finite element calculation model of an “L”-type crude oil pipeline based on an equivalent model of the end-side displacement of the anchor block and pipe section. The mechanical response patterns of anchor blocks and pipe supports to the isolated action of “L"-type pipes were investigated separately. After evaluating the optimal design position of pipe supports to balance internal forces within the pipe, we further investigated the synergistic optimisation mechanism of anchor blocks and pipe supports on the mechanical characteristics of the pipe. Results indicate that the anchor block provides limited protection to the structural safety of pipeline. Under 300 mm end-side displacement imposed by anchor block, the maximum deformation of elbow decreases by 2.31 mm. However, increasing the end-side displacement from 500 mm to 600 mm reduces the maximum deformation by only 0.05 %. A symmetrical distribution of pipe supports delivers the optimal solution, lowering the maximum stress of the pipeline to 78.049 MPa, the 25.55 % reduction. Additionally, the combined use of anchor blocks and pipe supports demonstrates a synergistic optimisation effect on pipeline safety, reducing elbow deformation by approximately 85.14 % (to 33.121 mm). These findings provide a theoretical basis for optimising the working conditions of pipeline support assemblies in long-distance crude oil pipeline networks.]]></description>
      <pubDate>Thu, 29 Jan 2026 17:01:37 GMT</pubDate>
      <guid>https://trid.trb.org/View/2627187</guid>
    </item>
    <item>
      <title>Field experiments and numerical simulation study of the five-step single-side drift method for large-section loess tunnels</title>
      <link>https://trid.trb.org/View/2634957</link>
      <description><![CDATA[Large-section loess tunnels are characterized by low rock strength, loose structural integrity, and pronounced water-induced softening. These unfavorable geological conditions frequently cause crown settlement, arch haunch convergence, and stress concentration within the supporting structures, thereby posing significant challenges to construction safety and long-term structural stability. To address these issues, this study adopts the Fenghuangshan Tunnel as a case study, integrating field experiments with finite element simulations to compare the Five-step Single-side Drift Method (FSSDM), the Three-bench Seven-step Method (TBSSM), the Double-side Drift Method (DSDM), and the Single-side Drift Method (SDM). The comparison between measured and simulated results validates the reliability of the finite element model in capturing stress and deformation behaviors. Numerical analyses indicate that the FSSDM effectively redistributes the surrounding rock stress, reduces crown and ground surface settlements, and controls arch haunch convergence. It also achieves a more rational distribution of internal forces within the steel arch frame and forms a relatively smaller plastic zone, demonstrating superior overall stability compared with the other construction methods. In addition, parameter sensitivity analysis reveals that burial depth, density, internal friction angle, and cohesion are the key factors controlling surrounding rock stress and deformation. These findings highlight the significant advantages of the FSSDM in mitigating stress disturbances and constraining deformation, and provide valuable guidance for the safe and efficient construction of large-section loess tunnels.]]></description>
      <pubDate>Wed, 28 Jan 2026 08:52:14 GMT</pubDate>
      <guid>https://trid.trb.org/View/2634957</guid>
    </item>
    <item>
      <title>Standardizing Rigid Inclusions for Transportation Projects — Phase I</title>
      <link>https://trid.trb.org/View/2646955</link>
      <description><![CDATA[Rigid inclusions (RIs) have increasingly been used in ground improvement technology in the United States because they effectively reduce settlement, increase bearing capacity, and enhance stability. Several design methods have been developed to analyze RI-supported embankments based on various assumptions for transportation applications. This study assessed the state of the practice of RIs for embankment and structure support in transportation projects, including construction specifications, installation effects, slope stability, and design methods for vertical load transfer. An internet survey was conducted to gather opinions from owners, engineers, and researchers in the United States. Evaluation of the design methods involved a comparison of results calculated from the popular design methods BS 8006-1, EBGEO, CUR226, and the Federal Highway Administration (FHWA) for three key design parameters (load efficacy, differential settlement and reinforcement strain). The measured data were available in the literature, including 24 full-scale experiments and four model tests. The comparison results revealed variations and inconsistencies of the calculated results among the design methods. Numerical analyses were also performed for two case studies, and their results were compared with the results from the design methods. Methods CUR226 and FHWA comparatively more accurately predicted all three design parameters, while BS 8006-1 overestimated all these parameters. This study also utilized the Column-Wall Method (CWM), Equivalent Strength Method (ESM), Stress Reduction Method (SRM), and Pile Support Method (PSM) to evaluate the stability of RIs embankments. The results showed that the ESM led to a high strength of the equivalent area that prevented deep-seated failure. The SRM overestimated the factors of safety (FS) by more than 10% compared to those from the CWM while the PSM significantly overestimated the FS as compared to the CWM. This study reviewed the effects of RI installation on existing adjacent structures based on a limited number of documented case studies. This study also summarized the special provisions for RI projects of four state departments of transportation, identified the knowledge gaps in the current practice, and developed a plan for second-phase field evaluation of RIs for embankment/wall supports.]]></description>
      <pubDate>Wed, 21 Jan 2026 10:46:07 GMT</pubDate>
      <guid>https://trid.trb.org/View/2646955</guid>
    </item>
    <item>
      <title>Performance and Cost-Benefit Analysis of Field Applied Stains for Highway Infrastructure</title>
      <link>https://trid.trb.org/View/2643443</link>
      <description><![CDATA[This research tests the use of on-site (in the field) infrastructure treatments, to address the problem of delays and cost when guardrail, signposts, and other infrastructure must be sent
to a factory for treatment before installation. If on-site treatment is effective, it can save time and money, and improve safety by minimizing the use of temporary solutions. ]]></description>
      <pubDate>Tue, 23 Dec 2025 14:10:05 GMT</pubDate>
      <guid>https://trid.trb.org/View/2643443</guid>
    </item>
    <item>
      <title>Mechanism of the inclined and advanced rockbolt support system and dynamic evaluation of its reinforcement range in mechanized tunneling for high-speed railways</title>
      <link>https://trid.trb.org/View/2605358</link>
      <description><![CDATA[To tackle the challenges of tunnel over-excavation, the Chongqing-Kunming High-speed Railway has optimized rockbolt arrangements by replacing traditional radial rockbolts near the tunnel face with pre-stressed inclined rockbolts that are positioned more forward and set at angles of 45° to 60°. This adjustment thereby aims to enhance the stability of the tunnel face, delay steel arch installation, and expand operational space for drilling equipment. Focusing on the case of the Jinyunshan Tunnel, this study employs finite difference modeling (FDM) to analyze the distribution of support stress fields under varying conditions, thereby enabling a quantitative assessment of the rockbolt-reinforced zones. This quantitative evaluation allows for an effective assessment of the feasibility and safety of implementing delayed support sections. Furthermore, triaxial compression simulations that incorporate prestressed rockbolts reveal the impact of confining pressures on the properties of anchored rock masses. Additionally, field and laboratory tests were conducted to further evaluate the effectiveness of tunnel deformation control, the enhancement of surrounding rock stress, and the practical support capabilities of inclined rockbolts. The research results indicate that: (1) The support system establishes an elevated minimum principal stress zone near the tunnel face, enhancing physico-mechanical parameters of the anchored rock as the minimum principal stress increases. (2) With diminishing tunnel face spatial effects, prestress diffusion extends from the vault to the surrounding rock. (3) In the early stages of excavation (0 ∼ 4 m from the tunnel face), inclined rockbolts outperform radial rockbolts by providing more timely support to improve the stress state of the delayed support zone. (4) Critical factors such as burial depth, lateral pressure coefficients, prestress, and rockbolt angle significantly influence the stress field. When the stress in the rockbolts does not exceed their yield strength, optimal support efficiency and cost-effectiveness can be achieved by using 5-meter-long rockbolts installed at a 60° angle.]]></description>
      <pubDate>Thu, 20 Nov 2025 09:10:59 GMT</pubDate>
      <guid>https://trid.trb.org/View/2605358</guid>
    </item>
    <item>
      <title>Fatigue Life of Double Notch Alloy Steel Breakaway Couplings</title>
      <link>https://trid.trb.org/View/2617981</link>
      <description><![CDATA[Double notch alloy steel breakaway couplings have sustained numerous fatigue failures during their service life in Illinois. This report is an in-depth analysis of breakaway couplings that ruptured, resulting in collapse of a light pole falling across a 55-mph expressway. Pole was fortunately cleared away by maintenance before any collisions occurred. This report is an analysis of breakaway coupling stresses derived from peak wind gusts sustained over a 28-year period of service life. The fatigue properties of the couplings made of SAE 4140 steel were also related to their impact and fracture toughness, exposure to deicing salts, and how high wind speed events resulted in fatigue crack propagation. Two recorded wind gusts occurred during service that exceeded 70 mph causing cumulative fatigue damage to the couplings. Couplings were also hot dip galvanized, ostensibly to increase their durability, but were subject to liquid metal embrittlement due to higher tensile strength of air-cooled SAE 4140 steel. Presence of two notches further increases their susceptibility to fatigue failure. Couplings had low impact toughness ranging from 5-6 ft-lbs (7-8 J) at -10° to +60°F (-23° to 16°C). Corrosion-fatigue cracks generated by wind stresses were correlated with propagation rates (da/dN) for structural steels exposed to saline water that formed from dew and deicing salts. Predicted critical crack growth was within 1% of actual crack size at the time of failure. Installation instructions requiring “snug-tightness”, followed by 1/3 turn-of-the-nut, induced a substantial mean stress in the couplings, adding to stresses derived from windstorms. The mean stress was estimated using SAE 4140 data and the Goodman fatigue failure equation. Recommendations are made to change to less susceptible alloys with improved impact toughness and corrosion resistance to deicing salts and salt fall in coastal locations. To prevent future problems, coupling manufacturers must provide specific guarantees to assure a realistic number of years of service life for locations where deicing salts are applied or couplings situated along coastal areas. If failures occur, manufacturer’s cost of replacements, including installation, would be pro-rated based on the guaranteed years of service life.]]></description>
      <pubDate>Wed, 12 Nov 2025 13:39:16 GMT</pubDate>
      <guid>https://trid.trb.org/View/2617981</guid>
    </item>
  </channel>
</rss>