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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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    <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>
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    <item>
      <title>A Novel Method for Reproducing Failure Modes of Materials under Environment-Mechanical Load Coupling Action</title>
      <link>https://trid.trb.org/View/2709339</link>
      <description><![CDATA[The coupling test combining marine atmospheric environment and tensile/compressive loading was conducted on 30CrMnSiNi2A high-strength steel using a self-developed test device. For comparison, static exposure tests were performed in WanNing. The corrosion behavior of the steel was evaluated in terms of corrosion morphology, mechanical properties, and fracture morphology. Results indicate that the corrosion forms of 30CrMnSiNi2A steel in the two tests were essentially identical. Nevertheless, the coupled environment-load test accelerated the corrosion development of the steel, and the mechanical degradation in the coupling test was greater than those in the static exposure test. Furthermore, the coupling test effectively replicated the corrosion fatigue behavior of aircraft landing gear struts during its service life, providing a reliable method for assessing material adaptability under the coupled natural environment and working load.]]></description>
      <pubDate>Tue, 25 Aug 2026 09:54:07 GMT</pubDate>
      <guid>https://trid.trb.org/View/2709339</guid>
    </item>
    <item>
      <title>Development of Body Part Integration Technology Utilizing Ultra High Strength Steel and Cold Stamping</title>
      <link>https://trid.trb.org/View/2695900</link>
      <description><![CDATA[This study investigates the integration of rear underbody components in automobiles using cold stamping techniques. Finite Element Method (FEM) simulations revealed the necessity of establishing a strength gradient within a single side member and ensuring adequate energy absorption across the rear components during collision. A unified rear side member structure was developed, utilizing Tailored Welded Blanks (TWB) and patchwork structures with a strength of 1470 MPa. Prototype parts were successfully produced, demonstrating no issues with fracture, wrinkling, or dimensional accuracy, validating the proposed stamping method. FEM simulations confirmed that the new structure offers superior rear impact performance compared to conventional designs. This suggests that component integration via cold stamping could be a viable option in automotive manufacturing.]]></description>
      <pubDate>Fri, 31 Jul 2026 09:23:51 GMT</pubDate>
      <guid>https://trid.trb.org/View/2695900</guid>
    </item>
    <item>
      <title>Fatigue bond behavior between high-strength lightweight aggregate concrete and high-strength steel bars</title>
      <link>https://trid.trb.org/View/2691376</link>
      <description><![CDATA[The bond behavior between high-strength lightweight aggregate concrete (HSLC) and high-strength steel bars under monotonic and fatigue loading is crucial for promoting the application of the two advanced materials in long-span bridges. In this study, three series of center pull-out tests were conducted to investigate the effects of concrete strength, anchorage length, stress level, and fatigue loading history on the bond performance between HSLC and HRB600 bars. Based on prior monotonic tests, the bond mechanism was analyzed, and a corresponding bond stress-slip model was developed. Fatigue test results revealed that the characteristic slips exhibited a three-stage development trend under repeated loading, which could be well-described by a power function. The bond fatigue life decreased with increasing stress levels but improved with higher concrete strength, and a simplified fatigue life prediction model was established and validated. Post-fatigue monotonic tests demonstrated that loading cycles led to increased bond stiffness and unrecoverable residual slip. The bond strength did not deteriorate when the fatigue relative slip was less than the peak slip under monotonic loading; otherwise, it decreased along the descending envelope of monotonic bond stress-slip curves. Finally, an empirical bond stress-slip model accounting for the fatigue loading history was proposed to accurately characterize the evolution of fatigue damage and post-fatigue behavior between HSLC and HRB600 bars. The research results could provide theoretical and practical guidance for predicting the bond stress-slip behavior after fatigue loading and evaluating the bond damage between HSLC and high-strength steel bars.]]></description>
      <pubDate>Wed, 22 Jul 2026 09:06:40 GMT</pubDate>
      <guid>https://trid.trb.org/View/2691376</guid>
    </item>
    <item>
      <title>Anchorage performance of large-diameter high-strength steel bar grouted corrugated duct connections: Experimental study, numerical simulation, and reliability analysis</title>
      <link>https://trid.trb.org/View/2684534</link>
      <description><![CDATA[The grouted corrugated duct connection (GCDC) is a widely adopted technique for connecting column-cap beam and column-foundation joints in prefabricated bridge construction. The incorporation of large-diameter high-strength steel bars (LD-HSSB) in GCDC systems can significantly reduce the number of required connections, thereby enhancing construction efficiency. To investigate the anchorage performance of LD-HSSB (nominal diameter 32 mm, yield strength 600 MPa) embedded in GCDC, a series of pull-out tests were conducted. The tests focused on two key parameters: the bar anchorage length (la) and the duct-to-bar diameter ratio (D/d), where D denotes the inner diameter of the GCDC and d represents the bar diameter. The results indicate that anchorage length is the predominant factor governing both the failure mode and bond behavior. The ultimate anchorage force (Fu) increases with la up to approximately 15d, beyond which it tends to stabilize, whereas la exerts only a minor influence on the initial bond stiffness. Among the three tested D/d ratios (2.34, 3.00, and 3.56), the optimal anchorage performance was observed at D/d = 3.00. A rib-scale refined finite element model (FEM) was developed and validated against the experimental results. Extended parametric analyses were subsequently performed, encompassing both the tested parameters and grout strength, to gain a more comprehensive understanding of the anchorage mechanism in GCDC. Based on the experimental and numerical findings, an empirical equation for predicting the average bond strength was proposed, and the rational design anchorage length was determined through reliability-based analysis.]]></description>
      <pubDate>Tue, 30 Jun 2026 10:21:01 GMT</pubDate>
      <guid>https://trid.trb.org/View/2684534</guid>
    </item>
    <item>
      <title>Risk Assessment of Girth Welds in High-Grade Steel Natural Gas Pipelines Based on Fuzzy Bayesian Networks</title>
      <link>https://trid.trb.org/View/2601616</link>
      <description><![CDATA[The increasing mileage of high-grade steel natural gas pipelines has identified girth welds as a critical weak point, potentially resulting in severe accidents. Consequently, the implementation of effective risk management measures is essential to mitigate these risks. Traditional probabilistic risk assessment methods are constrained by insufficient failure data, while conventional detection techniques often fail to promptly identify faults. This study introduces a novel approach for evaluating the failure probability of girth welds using a fuzzy Bayesian network framework. Initially, trapezoidal fuzzy numbers are applied to convert experts’ qualitative assessments into quantifiable fuzzy data. Subsequently, fuzzy set theory is employed to weight the subjective and objective importance of experts, facilitating the derivation of a more objective prior probability. Additionally, the Leaky Noisy-OR gate model is utilized to compute the conditional probabilities of various events. Finally, Bayesian network inference is employed to estimate the failure probability. The case study results illustrate that the proposed method offers scientific support for pipeline operators in risk management and maintenance decision making.]]></description>
      <pubDate>Wed, 24 Jun 2026 13:22:06 GMT</pubDate>
      <guid>https://trid.trb.org/View/2601616</guid>
    </item>
    <item>
      <title>The Influence of Secondary Forming on Delayed Fracture Behavior at Sheared Edges</title>
      <link>https://trid.trb.org/View/2684143</link>
      <description><![CDATA[The evaluation of delayed fracture resistance is one of the major issues for the application of high strength steel sheets to automotive parts. We are proposing a method for evaluating delayed fracture resistance using the four-point bending test specimen. The purpose of this study is to clarify the effect of the strain by secondary forming on the sheared edge delayed fracture resistance of the ultra-high strength steel sheets. The material used in this study is a martensitic steel sheet with a tensile strength of 1470MPa. The specimens were shear‑blanked and subsequently subjected to secondary forming, either tensile deformation by stretching or compressive deformation by deep drawing. The delayed fracture resistance was investigated by conducting immersion tests using four-point bending test specimens in a solution of 0.1%NH₄SCN+McIlvaine buffer for 96 hours. It was suggested that the small amount of secondary forming could improve the delayed fracture resistance because of the stress alleviation of residual stress by shearing. However, the delayed fracture resistance was deteriorated when the forming strain is too large because of the accumulated damage and heterogeneity on the edge surface. The variation of delayed fracture resistance by secondary forming amount was discussed by the combination of stress alleviation and damages on the sheared edge.]]></description>
      <pubDate>Tue, 23 Jun 2026 13:53:03 GMT</pubDate>
      <guid>https://trid.trb.org/View/2684143</guid>
    </item>
    <item>
      <title>Seismic performance of UHPC-HSC composite hollow bridge piers reinforced with high-strength steel bars</title>
      <link>https://trid.trb.org/View/2674806</link>
      <description><![CDATA[The incorporation of high-strength steel bars (HSSB) and high-strength concrete (HSC) in hollow bridge piers can significantly reduce material consumption and structural self-weight. However, the use of high-strength materials may lead to limited ductility and energy dissipation capacity of reinforced concrete (RC) piers. Ultra-high-performance concrete (UHPC), characterized by exceptional ductility, offers a promising solution to improve the seismic performance of RC piers. To address the ductility degradation resulting from the utilization of high-strength materials while minimizing the use of UHPC, this study proposes a novel UHPC-HSC composite hollow pier reinforced with HSSB. In this design, UHPC is strategically placed in the plastic hinge zone, while HSC is used elsewhere in the pier shaft. A sectional flexural capacity-based design procedure is developed to determine the required UHPC height. To evaluate the effectiveness of the proposed novel pier, quasi-static tests were conducted on four RC piers: a conventional solid pier made of normal-strength concrete (NSC pier), a solid HSC pier reinforced with HSSB (HSC pier), and two UHPC-HSC hollow composite piers with varying UHPC heights. The seismic performance of these piers—including hysteretic behavior, energy dissipation, stiffness degradation, and residual displacement—was compared and analyzed. A fiber-based beam-column finite element model (FEM) was developed, incorporating the effects of buckling and low-cycle fatigue of longitudinal bars. The results indicate that the UHPC-HSC composite hollow piers exhibit superior load-bearing capacity and deformability compared to the solid HSC pier, while maintaining comparable stiffness. Among the composite piers, the specimen with a 600 mm UHPC height (UHPC-600) demonstrates superior seismic performance than the one with a 400 mm height (UHPC-400). Furthermore, the UHPC-600 pier exhibits significantly enhanced load-bearing and deformation capacities relative to the solid HSC pier, and even achieves comparable deformability with NSC pier. The proposed FEM was validated to reliably capture both the global nonlinear seismic response and the localized low-cycle fatigue damage in the reinforcing bars. The proposed composite system provides an effective strategy for achieving lightweight and high-performance seismic bridge piers.]]></description>
      <pubDate>Wed, 17 Jun 2026 12:23:22 GMT</pubDate>
      <guid>https://trid.trb.org/View/2674806</guid>
    </item>
    <item>
      <title>Effect of Jig Position and Release Time on Welding Deformation and Residual Stress in Arc Welded Lap Joints of High Strength Steel Sheet</title>
      <link>https://trid.trb.org/View/2674981</link>
      <description><![CDATA[It is well known that jig constraint during welding significantly affects welding deformation and residual stress. However, research on the deformation mechanism and welding deformation control in arc welded lap joints of high strength steel sheet remains insufficient. In this study, to precisely analyze residual stress and strain, material properties during both the heating and cooling of 780MPa high strength steel sheet were measured. Using these material properties, the residual stress and welding deformation in the arc welded lap joints were analyzed using the thermal elastic-plastic finite element method (FEM). The maximum temperature distribution on the heat affected zone (HAZ) was measured and well predicted by welding thermal conduction analysis. The release time of jig constraint and its constraint positions were changed in numerical experiments for investigation of their influence. When steel sheets cooled down to room temperature and the jig constraint is released, welding deformation can be significantly suppressed. When the jig constraint is located around the position where the Y-direction strain becomes to zero changing from weld metal, the bending deformation can be well controlled. When the jig is located within the plastic deformation zone, the welded lap joint bends toward the opposite side of the welded surface. When it is located far from the welded zone, the lap joint bends toward the welded surface side.]]></description>
      <pubDate>Thu, 04 Jun 2026 11:57:21 GMT</pubDate>
      <guid>https://trid.trb.org/View/2674981</guid>
    </item>
    <item>
      <title>Improving the Fatigue Limit of Spot-Welded Tensile Shear Joints Using 980MPa-class High-tensile Steel Sheets as the Base Material</title>
      <link>https://trid.trb.org/View/2674979</link>
      <description><![CDATA[In this study, we experimentally investigated whether the fatigue limit of spot welded tensile shear joints made from 980 MPa-class high-tensile steel sheets could be improved by applying a single overload in advance, and compared the results with those of 590 MPa-class steel spot welded joints. The threshold value of the loading ratio at which the effect of single overloading disappears was experimentally determined. Using the effective load and effective strain range obtained from the threshold values, the fatigue lives with and without single overload can be summarized on a single fatigue life curve, and these parameters are found to be useful for the fatigue life evaluation.]]></description>
      <pubDate>Tue, 02 Jun 2026 13:56:53 GMT</pubDate>
      <guid>https://trid.trb.org/View/2674979</guid>
    </item>
    <item>
      <title>Effects of variable amplitude loading and random loading sequence on fatigue of welded joints made of high-strength steel in ship structural details</title>
      <link>https://trid.trb.org/View/2667021</link>
      <description><![CDATA[The aim of this study was to validate a local stress-based fatigue assessment approach, the 4R method, for assessing the fatigue strength of common welded ship structural details subjected to variable amplitude (VA) loads. The objective was to provide increased accuracy in fatigue strength estimations through the consideration of local elastic-plastic material behaviour, possible residual stress relaxation, and sequential effects of loading conditions. The VA load effects on fatigue strength of welded joints made of high-strength steel (690QT) were investigated by means of analytical calculations and experimental testing. Random VA load spectra were created for the fatigue tests based on different mean stress levels according to a two-parameter Weibull distribution. Additionally, a 3D scan-based solid finite element model of the longitudinal double-sided gusset joint was employed within the notch-based local fatigue assessments. The use of the scanned geometry reduced the scatter of the fatigue test results among specimens in the local approaches highlighting the importance of accurate consideration of real weld geometry in the determination of fatigue notch factors. Furthermore, the 4R method provided additional accuracy by considering the loading sequence and mean stress via mean-stress correction.]]></description>
      <pubDate>Tue, 26 May 2026 11:56:22 GMT</pubDate>
      <guid>https://trid.trb.org/View/2667021</guid>
    </item>
    <item>
      <title>Comparison of Formability Performance Between CR550LA and CR590DP</title>
      <link>https://trid.trb.org/View/2691960</link>
      <description><![CDATA[While rapid development of advanced high strength steels (AHSS) for a safer and lighter vehicle has been a primary focus in the automotive industry, the application of traditional high strength low alloy (HSLA) steel continues to be actively supported and developed. AHSS are often used to replace HSLA steels for downgauging while maintaining similar or better performance in crashworthiness and durability. However, recent developments have enabled the availability of higher strength, cold-rolled HSLA steels that could offer opportunities for a more balanced solution between material cost and material performance. Certain higher strength HSLA steels not only offer a cost-effective way to increase the strength-to-weight ratio but also provide comparable formability and better weldability to AHSS.In this study, cold rolled HSLA grades of CR420LA and CR550LA are evaluated in overall formability and in-use performance when compared to CR590 dual phase (DP) grade. The evaluations performed include both global and local formability tests such as forming limit curve (FLC) testing, true fracture strain, half specimen dome and hole expansion tests. Experimental results indicate that CR550LA tends to have a slightly better local formability but slightly lower global formability than CR590DP. The results demonstrate these higher strength, cold-rolled HSLA steels can potentially be used to replace CR590DP for certain components.]]></description>
      <pubDate>Thu, 30 Apr 2026 16:39:45 GMT</pubDate>
      <guid>https://trid.trb.org/View/2691960</guid>
    </item>
    <item>
      <title>Investigation on the fatigue behavior of marine EH690 ultra-high-strength steel in load-carrying cruciform welded joints</title>
      <link>https://trid.trb.org/View/2634104</link>
      <description><![CDATA[EH690 ultra-high-strength steel (UHSS), due to its excellent mechanical properties and corrosion resistance, is widely employed in the construction of critical structures for ships and offshore platforms. Using digital image correlation (DIC) and scanning electron microscopy (SEM) techniques, the fatigue failure mechanisms of EH690 UHSS load-carrying cruciform welded joints (LCWJs) are investigated, revealing that fatigue failure primarily originates from stress concentrations induced by geometric discontinuities and porosity at the weld root. Fatigue strength of EH690 UHSS LCWJs is evaluated using the nominal stress method, notch stress method, and strain energy density method. S-N, ΔW-N, and Δσc-N curves for EH690 UHSS LCWJs are plotted and compared with prevailing fatigue design recommendation curves. Additionally, the influence of the weld leg thickness-to-plate thickness ratio (l/t1) on fatigue failure location is analyzed using the strain energy density method, revealing a transition from weld root to weld toe failure when l/t1 reaches 1.18. A comprehensive analysis of key factors, including weld geometry, plate thickness, fictitious radius, and misalignment, on the stress concentration factor (SCF) at the weld root is conducted. An empirical formula for calculating SCF at the weld root is proposed to enhance the efficiency of fatigue strength assessment using the notch stress method.]]></description>
      <pubDate>Mon, 27 Apr 2026 15:01:21 GMT</pubDate>
      <guid>https://trid.trb.org/View/2634104</guid>
    </item>
    <item>
      <title>Experimental and Numerical Study of Fatigue Life Prediction for High-Strength Steel Wires Considering Corrosion Damage and Mean Stress</title>
      <link>https://trid.trb.org/View/2658631</link>
      <description><![CDATA[High-strength steel wires used in bridge suspenders are highly susceptible to damage and fatigue failure caused by environmental corrosion and fatigue loading, seriously threatening bridge safety. S-N curves are widely used for fatigue life prediction, whereas existing models primarily focus on high-strength steel wires with minimal damage or specific corrosion rates and are inadequate for predicting wires with random or uncertain corrosion rates. Therefore, a new S-N curve considering corrosion damage and mean stress was developed to provide a convenient and accurate method for the fatigue life prediction of high-strength steel wires under unknown corrosion rates. First, the finite-element model of a damaged high-strength steel wire was established, considering the morphological characteristics of the pits induced by environmental corrosion. Second, Latin hypercube sampling was used to generate 100 sets of parameters, and the fatigue life of high-strength steel wires under varying parameter conditions was predicted using numerical simulations. Furthermore, an S-N curve integrating the damage parameters and mean stress was proposed based on these predictions. Finally, fatigue tests were conducted on damaged high-strength steel wires, showing a maximum deviation of 6.79% between the predicted fatigue life and test results. Accordingly, the proposed S-N curve provides an effective method for fatigue life prediction of corrosion-damaged high-strength steel wires in suspenders, which is helpful for structural health monitoring and optimization of maintenance strategies for bridges.]]></description>
      <pubDate>Tue, 21 Apr 2026 14:30:16 GMT</pubDate>
      <guid>https://trid.trb.org/View/2658631</guid>
    </item>
    <item>
      <title>Corrosion Resistance of Using Very High Strength Steel Reinforcing Bars in Reinforced Concrete Beams– An Experimental and Analytical Approach</title>
      <link>https://trid.trb.org/View/2694443</link>
      <description><![CDATA[Project Description: Advancements in manufacturing methods and the growing demand for high-strength materials in reinforced concrete have led to the development of steel reinforcing bars with strengths exceeding 100 ksi. These ultra-high-strength bars hold significant promise for bridge construction, as they could extend feasible span lengths beyond those achievable with conventional reinforcement while still meeting strength and serviceability requirements. Their use can also reduce girder depth, leading to material savings and lower overall construction costs. However, successful implementation requires addressing key concerns regarding serviceability and durability. Critical factors include corrosion resistance, structural behavior, and ductility of beams reinforced with these high-strength bars. 
The primary objective of the proposed work is to investigate the durability (corrosion resistance) and serviceability of concrete girders reinforced with very high-strength reinforcement, by testing bond-slip relationship between corroded and non-corroded steel rebars and concrete. 12 medium-span (8 in x 12 in x 10 ft) concrete beams will be cast and tested for strength and ductility. Six of the 12 beams will be subjected to accelerated corrosion. Under controlled conditions, the research team will test the strength and ductility characteristics of the beams reinforced with these bars. 
By addressing the performance of very high-strength reinforcing bars in reinforced concrete girders and their behavior under corrosive conditions, this project advances the application of durable, next-generation materials for transportation infrastructure.
]]></description>
      <pubDate>Thu, 23 Apr 2026 18:10:34 GMT</pubDate>
      <guid>https://trid.trb.org/View/2694443</guid>
    </item>
    <item>
      <title>High-Strength, Corrosion-Resistant Reinforcement for Empirical Deck Design </title>
      <link>https://trid.trb.org/View/2689407</link>
      <description><![CDATA[The Nebraska Department of Transportation (NDOT) seeks to maximize the long-term durability and minimize the lifecycle maintenance costs of the bridge deck for an upcoming major river-crossing replacement, where future deck rehabilitation or replacement would be exceptionally costly, disruptive, and hazardous. Although NDOT has adopted guidance intended to improve deck durability, current practices still rely primarily on empirical deck design provisions developed decades ago using Grade 60 reinforcing steel. These provisions specify total reinforcing area but do not require explicit evaluation of crack control parameters, do not account for the use of higher-strength reinforcing (e.g., Grade 80 or Grade 100), and do not provide direction on how reduced steel area enabled by higher yield strength may affect crack formation, crack widths, or long-term durability. At the same time, while recent European research has proposed durability-focused design approaches that incorporate explicit crack-width considerations, there remains significant disagreement within the research and practitioner communities regarding the extent to which crack width directly correlates with reinforced concrete durability. As a result, it is not yet clear whether or how such approaches should be adopted by NDOT; however, a thorough review and synthesis of this work is essential to inform any future deck reinforcement guidelines. As NDOT considers transitioning to higher-grade reinforcement to reduce material quantities and construction complexity, it currently has no validated methodology to configure bar size, spacing, and reinforcement ratios to ensure adequate crack control, residual crack behavior, and ultimate strength performance. ]]></description>
      <pubDate>Tue, 02 Jun 2026 12:26:14 GMT</pubDate>
      <guid>https://trid.trb.org/View/2689407</guid>
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