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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>
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      <link>https://trid.trb.org/</link>
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    <item>
      <title>Repetitive loading effects on granular soils: Implications for particle-scale behavior from at-rest coefficient of earth pressure and shear wave measurements</title>
      <link>https://trid.trb.org/View/2701538</link>
      <description><![CDATA[Geotechnical structures are often subjected to repetitive loading; however, the impact of such loading on lateral earth pressure remains inconclusive, with studies reporting conflicting findings. The growing demand for energy-related infrastructure further emphasizes the need to understand soil behavior under cyclic stress conditions. This study examines the evolution of void ratio, the at-rest lateral earth pressure coefficient K0, and shear wave velocity VS under repetitive loading. Sand specimens with relative densities Dr of 40%, 60%, and 80% were tested using a modified floating-ring apparatus. Each specimen was subjected to up to 100 loading cycles (N = 100) at stress amplitude ratios Δσ/σv|N=0 of 0.24, 0.47, 0.94, and 1.41. The horizontal stress and VS were continuously measured to evaluate the microscale particle interactions, such as interlocking and shear-induced dilation, on the soil behavior evolution. The results reveal that these interactions decouple the evolution of K0 and VS during repetitive loading, where VS increases as soil densifies, whereas K0 exhibits five distinct patterns including monotonic decrement that is typically observed under static loading. These discrepancies become more pronounced at higher Dr and larger Δσ/σv|N=0. This study proposes that the VS measured under static loading after cyclic exposure is not merely a small-strain stiffness index, but a history-sensitive parameter that captures the cumulative deformation and microscale fabric evolution induced by repetitive loading.]]></description>
      <pubDate>Fri, 28 Aug 2026 08:34:58 GMT</pubDate>
      <guid>https://trid.trb.org/View/2701538</guid>
    </item>
    <item>
      <title>Macro and mesoscopic mechanical responses analysis of EPB shield under bias-load effects in soil-rock composite strata using FDM-DEM coupled method</title>
      <link>https://trid.trb.org/View/2701536</link>
      <description><![CDATA[To address the pronounced bias-load effects and the insufficient understanding of macro–meso mechanisms during EPB shield tunneling in soft–hard composite strata, this study develops an FDM–DEM coupled model to simulate shield–ground interaction. Based on this framework, the influences of geological conditions and advance rate on macroscopic mechanical responses are investigated. Meanwhile, meso-scale characteristics, such as force chain networks and fabric anisotropy, are introduced to qualitatively analyze the linkage between micro-structural evolution and macroscopic tunneling behavior. The results indicate that composite strata exhibit more pronounced responses in both over-excavation and bias potential, highlighting the strong influence of geological heterogeneity. As the advancement distance increases from 0.8 m to 8.0 m, the maximum contact force acting on the shield increases by approximately 2.1 times. Meanwhile, the number of contacts in the vertical direction decreases, leading to a reduction in the non-uniformity of contact distribution. The advance rate significantly affects meso-scale structural evolution. Higher advance rates result in a lower strong force chain ratio and higher fabric anisotropy, indicating a more unstable and reorganized internal structure. The influence of bias loading on meso-scale characteristics is mainly reflected in the alteration of their evolution trends rather than significant changes in their absolute magnitudes.]]></description>
      <pubDate>Fri, 28 Aug 2026 08:34:57 GMT</pubDate>
      <guid>https://trid.trb.org/View/2701536</guid>
    </item>
    <item>
      <title>Lateral Pressure Effects on Adjacent Bridge Piles in Deep Soft Foundations Based on a Soil-Squeezing Model</title>
      <link>https://trid.trb.org/View/2703909</link>
      <description><![CDATA[Lateral pressure generated by pile penetration in deep soft-soil foundations can compromise the bearing performance of adjacent cast-in-place bridge piles. This study, conducted on a highway-widening project, systematically investigated soil-squeezing-induced lateral compression during pile driving and its influence on adjacent bridge piles. A physically based theoretical model was developed to predict soil displacement induced by the soil-squeezing effect. An empirical power-law expression reproduced the theoretical predictions with high accuracy when the clear spacing between a bridge pile and a driven pile exceeded one driven-pile diameter. An attenuation model for lateral pile pressure, which assumes the same decay rate as the displacement field, was also proposed. The field results show that pile movements are confined mainly to the soft-soil stratum and that pile–soil interface pressure occurs almost exclusively during penetration, dissipating shortly thereafter. The model further reveals that bridge piles undergo larger lateral deformations than prestressed high-strength concrete pipe piles under equal lateral stress because of their greater diameter. The proposed method provides a practical means to assess the loss of bearing capacity and safety of bridge piles subjected to soil-squeezing effects. Measures such as optimizing the pile-driving orientation or implementing predrilling can mitigate adverse impacts.]]></description>
      <pubDate>Fri, 28 Aug 2026 08:34:57 GMT</pubDate>
      <guid>https://trid.trb.org/View/2703909</guid>
    </item>
    <item>
      <title>Negative Soil Arching Effect Caused by the Floating of Rectangular and Circular Tunnels and the Calculation of Overlying Earth Pressure Distribution</title>
      <link>https://trid.trb.org/View/2695792</link>
      <description><![CDATA[Determining the variation of earth pressure around a tunnel is crucial for its structural safety. This paper adopts the FEM to investigate the negative soil arching effect caused by the floating of a rectangular tunnel (RT) and a circular tunnel (CT). The results show that the major principal stress trajectory within 0.3C (C is the buried depth) of the RT top presents a convex arch shape due to the stress concentration on both corners of the tunnel roof. However, within the range of 0.7C below the ground surface for the RT or the whole stratum above the CT, the major principal stress converges toward the tunnel top, resulting in the convex arch of the minor principal stress trajectory in this area. Then, two models by considering principal stress deflection are proposed to calculate the vertical earth pressure distribution (VEPD) above the RT and CT. Under the assumption that the principal stress trajectory is a circular arc, the calculation formula and distribution factor m for estimating the VEPD on the RT and CT are obtained. Finally, the effectiveness and rationality of the theory in this paper are verified by comparing experimental and numerical results with theoretical predictions.]]></description>
      <pubDate>Fri, 31 Jul 2026 09:03:01 GMT</pubDate>
      <guid>https://trid.trb.org/View/2695792</guid>
    </item>
    <item>
      <title>Ground reaction curve for shield tunnels under finite deformation conditions</title>
      <link>https://trid.trb.org/View/2684682</link>
      <description><![CDATA[The loosening earth pressure theory assumes that the ground deformation reaches the limit state when calculating the load acting on the underground structure, while neglecting the influence of finite deformation on ground pressure. This paper proposes a method for determining the ground reaction curve (GRC) of shield tunnels, considering the ground surface boundary and gravity. The proposed method is validated through finite element analysis, model test results, and field-measured data, and compared with existing shield tunnel load calculation theories. The results indicated that the proposed method for determining GRC can accurately capture the stress and deformation distribution above the tunnel. As the C/D increases (C and D are the tunnel overburden thickness and diameter), the normalized Terzaghi’s earth pressure decreases, while the normalized ground pressure calculated by the proposed method increases. When the ground loss ratio η = 1.0% and C ≥ 4.5D, or η = 2.0% and C ≥ 7D, the pressure predicted by the proposed method exceeds Terzaghi’s earth pressure. Under finite deformation conditions, Terzaghi’s earth pressure theory underestimates the tunnel load.]]></description>
      <pubDate>Thu, 09 Jul 2026 13:29:25 GMT</pubDate>
      <guid>https://trid.trb.org/View/2684682</guid>
    </item>
    <item>
      <title>Response of an Uncased, Buried Steel Pipeline Crossing Railway Embankments at Various Crossing Angles</title>
      <link>https://trid.trb.org/View/2608086</link>
      <description><![CDATA[The growth of railways and highways has increased the number of intersections with buried pipelines, which must withstand both soil weight and live loads from passing traffic. The incidents of fire breakout and fluid leakage from carrier pipes have been witnessed at some railway embankment crossings. Although API 1102 provides design recommendations, there are still many bounding limitations in terms of the angle of crossing, burial depth, soil type, pipe diameter to thickness ratio, among others. To address some of these limitations, a numerical investigation of the behavior of uncased buried pipelines has been conducted. The results indicate that the maximum Von Mises stress in the pipeline occurs at a 90° crossing angle (at crown position). While the circumferential stress has less variation, the longitudinal stress increases as the crossing angle decrease from 90° to 0°. The observed longitudinal stiffness factor is higher for the 0° crossing angle. The study also infers that the ovalization, which could lead to ring buckling of the pipe cross-section, increases with a decrease in burial depth and an increase in embankment height.]]></description>
      <pubDate>Wed, 24 Jun 2026 13:22:06 GMT</pubDate>
      <guid>https://trid.trb.org/View/2608086</guid>
    </item>
    <item>
      <title>Rethinking tunnel-soil relative stiffness: insights from interactions between tunnels and strata subjected to ground surcharge</title>
      <link>https://trid.trb.org/View/2683168</link>
      <description><![CDATA[The stiffness difference between tunnels and surrounding strata can lead to relative deformations when subjected to factors such as ground surcharge, significantly influencing the earth pressure on tunnel linings. To address this, the concept of tunnel-soil relative stiffness has been introduced to evaluate these pressures. Existing methods, however, often treat tunnels and surrounding strata as independent entities, thus overlooking their complex interactions. Drawing insights from a recorded experiment, this paper redefines tunnel-soil relative stiffness, now conceptualized as the ratio of natural ground deformation to tunnel deformation subsequent to their interactions. Based on this definition, an analytical formula is derived to calculate the defined relative stiffness. A numerical case study is subsequently conducted to verify and evaluate the effectiveness of the proposed methods. It is found that traditional methods lead to a notable underestimation of tunnel-soil relative stiffness and consequently, the earth pressures on the tunnel linings; in contrast, the proposed method exhibits relatively better accuracy. The intrinsic physical reasons for the enhanced accuracy of the proposed method are discussed. Finally, leveraging the proposed method, insights on enhancing the load-bearing performance of tunnel linings in soft soils are presented, which may provide a valuable reference for the design and maintenance of tunnel linings in soft soil regions.]]></description>
      <pubDate>Tue, 23 Jun 2026 13:53:03 GMT</pubDate>
      <guid>https://trid.trb.org/View/2683168</guid>
    </item>
    <item>
      <title>Research on a Novel Counterweight-Type Retaining Pile and Structural System Capable of Constraining Lateral Displacement</title>
      <link>https://trid.trb.org/View/2714346</link>
      <description><![CDATA[Conventional retaining structures mainly emphasize overall stability, yet their efficacy in restricting displacement and deformation remains relatively limited. To meet the engineering demand for high embankment stabilization and lateral deformation control in highway projects, this study proposes a novel retaining structure based on classical earth pressure theory. The proposed structure can substantially improve the retaining performance, reduce the concrete consumption of support piles, and cut down the construction cost. The system is realized by arranging one or multiple rigid transverse beams at the middle section of traditional retaining piles, with backfill placed above the beams to provide counterweight. Such a configuration transfers the lateral earth pressure from the embankment and the counterweight pressure from the backfill to the pile–beam connections, thereby achieving moment equilibrium and forming a counterweight-type retaining system. This article analyzes the external loads and internal force characteristics of the proposed structure. The earth pressure distribution patterns under single-row and double-row counterweight beams are discussed, together with the sliding and overturning stability of corresponding structural layouts. On this basis, relevant calculation equations are derived to establish a complete design method for the structure. The developed system and design approach are validated via a case engineering application, where long-term field monitoring data over multiple years have verified its technical feasibility and reliability. The results demonstrate that the innovative counterweight-type retaining pile system enriches the existing technical system of geotechnical support and presents considerable application prospects in geotechnical engineering practices.]]></description>
      <pubDate>Tue, 16 Jun 2026 11:38:33 GMT</pubDate>
      <guid>https://trid.trb.org/View/2714346</guid>
    </item>
    <item>
      <title>Performance and Mechanisms of Foam-Dispersant Composite Conditioners for Clayey Strata: Macroscopic, Mesoscopic, and Microscopic Scales</title>
      <link>https://trid.trb.org/View/2662716</link>
      <description><![CDATA[During earth pressure balance (EPB) shield tunneling in clayey strata, issues such as clogging at the cutterhead and screw conveyor are common. The combination of foam and dispersant has been shown to effectively improve conditions and prevent these problems. This study focuses on the engineering project between Wenchu Station and Guanyin Station of Shenyang Metro Line 6. Initially, the types and concentrations of foam and dispersant were determined through performance tests. The effects of individual and composite conditioners were evaluated using four indicators: adhesion rate, fluidity, consistency, and shear strength. The optimal ratio of foam and dispersant was identified, and the appropriate ranges of each evaluation indicator were established. Additionally, the mechanisms by which dispersants condition clay were explored from a microscopic perspective. The results show that at a moisture content (MC) of 30%, the optimal performance with the composite conditioners is achieved when the dispersant injection ratio (DIR) is 10% and the foam agent injection ratio (FIR) ranges from 30%–60%. The following evaluation criteria are recommended for clayey strata: an adhesion rate below 0.3, consistency within 7–10 cm, fluidity within 14–16 cm, and shear strength under 20 kPa. The dispersan t creates distinct boundaries between clay particles, increases the thickness of the electrical double layer, and enhances repulsive forces. As DIR increases, the Zeta potential of the particles gradually decreases and stabilizes, whereas the total repulsive energy (VT/R) between particles continues to rise. This study offers practical guidance for conditioning EPB shield muck in clayey strata.]]></description>
      <pubDate>Fri, 01 May 2026 14:33:17 GMT</pubDate>
      <guid>https://trid.trb.org/View/2662716</guid>
    </item>
    <item>
      <title>Operational Parameter–Based Prediction of Shield TBM Advance Rate Using Explainable Computational Intelligence</title>
      <link>https://trid.trb.org/View/2683180</link>
      <description><![CDATA[The advance rate (AR) of a tunnel boring machine (TBM) governs construction scheduling, cost control, and overall project efficiency; thus, its accurate prediction is essential for effective resource allocation and mitigation of delays arising from geological and operational variability. This study develops an optimal soft-computing framework by comparatively evaluating support vector regression (SVR), feedforward neural networks (FFNN), gene expression programming (GEP), gated recurrent units (GRU), long short-term memory (LSTM), and bidirectional LSTM (BiLSTM) models. A dataset comprising 1,197 TBM operational records was utilized, incorporating cutterhead rotation speed (CRS), mean thrust (F/A), mean cutterhead torque (T/D³), upper earth pressure (UEP), lower earth pressure (LEP), and torque penetration index (TPI). Multicollinearity among predictors was quantified using the variance inflation factor (VIF), while feature sensitivity was assessed via the cosine amplitude method. Model performance was evaluated using eight statistical indices, three reliability measures, regression error characteristic (REC) curves, generalizability assessment, and the Wilcoxon signed-rank test. Comparative analysis demonstrated the superior predictive capability of the BiLSTM model, achieving accuracy exceeding 98.60% across training, testing, and validation phases. Reliability indices confirmed its robustness. Nevertheless, curve-fitting analysis indicated mild overfitting during testing (2.49) and validation (1.98), examined through the interaction between feature multicollinearity and sensitivity.]]></description>
      <pubDate>Thu, 30 Apr 2026 11:27:53 GMT</pubDate>
      <guid>https://trid.trb.org/View/2683180</guid>
    </item>
    <item>
      <title>On-Site Monitoring Study during Sinking of the North Anchorage Large Caisson of a Yangtze River Bridge in China</title>
      <link>https://trid.trb.org/View/2688737</link>
      <description><![CDATA[Field monitoring is the only effective approach to grasp the stress and deformation of large caissons during the sinking process. Taking the north anchorage caisson of a Yangtze River Bridge—the world’s largest onshore caisson—as the research object, the geometric posture, earth pressures, stresses of the steel shell and steel bars, and settlements of the surrounding environment of this caisson during its sinking process were introduced and analyzed in detail. The results show that the sinking rate of a large caisson is closely related to the construction process. When a caisson enters a stable sinking state, better soil properties correspond to a slower sinking rate. Auxiliary sinking measures (e.g., air curtains) would be required in the final stage to sink a large caisson to the design elevation. Postsinking construction activities (e.g., bottom sealing, filling, and the construction of the top cover and upper anchorage) induce additional settlement and tilting of a caisson. The bottom earth pressure first increases and then decreases as the sidewall frictional resistance develops. When the sinking depth exceeds the critical depth, the distribution of sidewall earth pressure evolves from a linear increase to a convex pattern (larger in the middle and smaller at both ends) along the caisson depth. For a large caisson, concrete typically develops cracks during the sinking and service process. However, the protective effect exerted by the caisson’s steel shell and internal steel bars effectively mitigates the adverse impacts of these cracks, which could ensure that the overall structural safety and load-bearing capacity of the caisson are not compromised. The settlement of the surrounding environment correlates with the distance from the caisson—the farther the distance, the smaller the settlement. For a large caisson, the influence range of sinking may exceed three times the sinking depth.]]></description>
      <pubDate>Mon, 27 Apr 2026 15:01:12 GMT</pubDate>
      <guid>https://trid.trb.org/View/2688737</guid>
    </item>
    <item>
      <title>Pressure-dependent rheology of bentonite-conditioned sand and its application in EPB shield tunnelling</title>
      <link>https://trid.trb.org/View/2649817</link>
      <description><![CDATA[Earth Pressure Balance (EPB) shield tunneling in water-rich, cohesionless sandy ground faces significant challenges, including tunnel face instability and spewing from the screw conveyor. Conditioning the excavated material with bentonite slurry is a critical technique for ensuring construction safety. However, a comprehensive understanding of the rheological properties of conditioned soil under realistic confining pressures remains elusive, which limits the precise control of tunneling parameters. This study aims to systematically investigate the influence of soil gradation, slurry injection ratio (SIR), and confining pressure (P) on the rheology of bentonite-conditioned sand. A custom-developed mechanical pressurized vane rheometer was used to conduct tests on two typical sands—poorly graded sand (SP) and well-graded sand (SW)—under various SIR (25 %–40 %) and confining pressures (P = 200 kPa, 300 kPa). The results indicate that the conditioned soil behaves as a Bingham fluid, with its yield stress (τ0) and plastic viscosity (k) exhibiting a significant non-linear increase as confining pressure increases and SIR decreases. Based on these laboratory findings, a pressure-dependent rheological parameter dataset was established and integrated into a full-scale three-dimensional computational fluid dynamics (CFD) model. The CFD model, validated against field data from the Shenyang Metro project, accurately predicted the muck pressure distribution and operational parameters within the shield machine, with a maximum relative error of less than 7 %. The findings of this research provide a valuable reference for optimizing soil conditioning strategies and advancing numerical simulations of EPB shield tunneling in similar geological conditions.]]></description>
      <pubDate>Thu, 26 Mar 2026 17:03:06 GMT</pubDate>
      <guid>https://trid.trb.org/View/2649817</guid>
    </item>
    <item>
      <title>Effect of Surcharge and Loading Plate Shape on Lateral Earth Pressure in Retaining Walls</title>
      <link>https://trid.trb.org/View/2680104</link>
      <description><![CDATA[The present study examines the effects of loading plate shape and soil type on the performance of retaining walls.The laboratory experiments were conducted with soil particle sizes of 0.249, 1.18, and 15 mm (angles of internal friction of 28°, 40°, and 46°, respectively) and three foundation shapes: circular, square, and rectangular. The experimental results indicate the effect of soil particle size and shape on the lateral force. Soil with larger particles requires a higher surcharge pressure to achieve the same settlement compared to other cases, and this will cause higher horizontal pressure on the wall. For the first and second tested soils, a settlement of 5 cm occurs with circular, square, and rectangular loading plates at pressures of 484 kPa, 416 kPa, and 594 kPa, and 165 kPa, 154 kPa, and 148 kPa, respectively. It was found that the maximum stress and strain occur in the backfill with the first soil with the maximum particle size and with circular, square, and rectangular plates at 60%, 84%, and 84% of the embankment height from the wall foot, respectively. Moreover, the maximum horizontal stress in this soil with circular, square, and rectangular foundations was estimated as 0.48%, 0.68%, and 0.48% of the vertical stress for a 5 cm settlement, respectively.]]></description>
      <pubDate>Wed, 25 Mar 2026 11:44:55 GMT</pubDate>
      <guid>https://trid.trb.org/View/2680104</guid>
    </item>
    <item>
      <title>Earth Pressure Calculation Method for Shallow-Buried Loess Tunnels Considering Support and Size Effects</title>
      <link>https://trid.trb.org/View/2642982</link>
      <description><![CDATA[Tunnel excavation provides an efficient solution for utilizing underground space and enhancing traffic efficiency. Large-section loess tunnels address the growing demand for large-span tunnel construction in Northwest China. Previous studies have thoroughly examined the calculation methods for surrounding rock earth pressure in typical cross-sectional loess tunnels. However, when applied to large cross-sectional loess tunnels, these methods yield significant discrepancies between calculated and field-measured values, making accurate estimation of the surrounding rock earth pressure impossible. Therefore, this paper develops an earth pressure calculation model for shallow tunnels based on the failure mechanism of shallow-buried loess tunnels, proposes a method for calculating the surrounding rock earth pressure in large-section shallow-buried loess tunnels, considering the effects of support and size, and further clarifies the applicable range of burial depth for this method. Considering the effects of the burial depth, tunnel size, lateral pressure coefficient, and internal friction angle of shallow tunnels, the equations for calculating the fracture angle (β) of the surrounding rock are derived. By comparing the measured earth pressure values with the theoretical calculations, the error is found to range from −4% to 27%, which is significantly smaller than that of other existing methods, thereby verifying the rationality and applicability of the proposed approach. Finally, the effects of tunnel burial depth, internal friction angle, rise–span ratio, and cohesion on earth pressure and the impacts of burial depth, internal friction angle, rise-span ratio, and lateral pressure coefficient on the fracture angle in shallow-buried tunnels are analyzed. The results show that, after considering these factors comprehensively, the calculated earth pressure and fracture angle closely align with the actual field conditions, further validating the applicability of the proposed calculation method.]]></description>
      <pubDate>Wed, 18 Mar 2026 10:11:58 GMT</pubDate>
      <guid>https://trid.trb.org/View/2642982</guid>
    </item>
    <item>
      <title>Finite Element Analysis of Concrete Box Culverts</title>
      <link>https://trid.trb.org/View/2159548</link>
      <description><![CDATA[This paper presents the finite element results of a parametric investigation of three precast concrete box culverts subject to various soil covers and loading conditions. The three culvert sizes had a constant rise of 8 ft (2.4m) and different span length of 12 ft, 18 ft, and 24 ft (3.6m, 5.4m, and 7.2m). Six possible soil covers were also considered (0, 2, 4, 6, 8, and 10 ft). As the soil depth increases, the wheel loads were projected on the top slab using ASTM C890 formula. Lateral earth pressure was applied on the vertical walls which depends on the depth of the box culvert. The finite element method was used to analyze the structural behavior of the three-dimensional box culvert under different loading conditions using SAP 2000. The culverts were modeled using SHELL elements with six degrees of freedom at each node. The FEA results were compared with AASHTO plane frame analysis. In addition to live loads, all structures were subjected to three independent load cases: (a) overburden pressure alone, (b) overburden plus lateral earth pressure, and (c) overburden plus lateral plus bearing pressure.]]></description>
      <pubDate>Sat, 07 Mar 2026 16:05:42 GMT</pubDate>
      <guid>https://trid.trb.org/View/2159548</guid>
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