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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>Analytical Solutions and Parameter Sensitivity of Construction Disturbance–Induced Settlement of a Prefabricated Underground Station</title>
      <link>https://trid.trb.org/View/2709378</link>
      <description><![CDATA[During the construction of prefabricated underground stations (PUSs), adverse geological conditions and external loads can cause deformation and misalignment of the station rings. Previous models treat PUS as a continuous beam, neglecting the discontinuous deformation between joints. This study formulates a finite-difference equation for the beam–spring model on a Pasternak elastic foundation, accounting for the effects of circumferential joint rotation and displacement misalignment. For the issue of longitudinal settlement deformation in PUS structures, a simplified solution was derived and a computational model was established to analyze deformation behavior under arbitrary upper load conditions when the boundary conditions of prefabricated assembly segments are rigid connections. The sensitivity of the settlement model to variations in key parameters was also discussed. A machine-vision monitoring system was deployed on-site to monitor the settlement deformation of segment rings in the PUS. The accuracy and applicability of the simplified solution were verified by comparing the computational model results with measured data. The research findings indicate that (1) after the completion of the backfill, the measured maximum longitudinal displacement is 4.58 mm, slightly lower than the theoretical value of 4.87 mm, which confirms the reliability of the established model; (2) variation in the foundation reaction coefficient, rotational stiffness of circumferential joints, and shear stiffness of circumferential joints significantly influence the settlement deformation of the station structure; when these three parameters are each set to 0.5 times their original values, the maximum structural settlement increases by 28.74%, 31.01%, and 8.62%, respectively; and (3) the machine-vision monitoring system recorded a maximum displacement deviation of 0.36 mm over a distance of 70 m, with the overall average error not exceeding 5%, thereby demonstrating high accuracy in structural displacement monitoring within a defined range.]]></description>
      <pubDate>Thu, 17 Sep 2026 10:09:39 GMT</pubDate>
      <guid>https://trid.trb.org/View/2709378</guid>
    </item>
    <item>
      <title>Settlement Prediction of Subgrade Layer for Two-Way Track under Moving Train Loads</title>
      <link>https://trid.trb.org/View/2709375</link>
      <description><![CDATA[The present study proposes a simplified prediction model to obtain permanent deformation in the subgrade layer of a two-way track system under moving train loads. Two-dimensional numerical modeling was conducted to capture the dynamic response of the railway substructure, and field measurements from a one-way track on South African railways were used for validation. Thereafter, a series of parametric studies was conducted with varying track geometry and train parameters. The findings show that the subgrade behavior is affected by train movement on the adjacent track due to stress superposition. The results further reveal a clear relationship among subgrade deformation, the train critical speed, and the Rayleigh wave velocity. These observations were utilized to develop a new prediction model for estimating permanent strain in the subgrade layer of a two-way track, incorporating soil properties, track geometry, train speed with respect to its critical speed, and axle load. A distance correlation matrix was employed to quantify how axle load, train speed, and loading cycles affect the permanent strain. The permanent strain values from the numerical analyses were compared with the proposed model, confirming that the model performs satisfactorily for both one-way and two-way tracks. The proposed model accuracy was further ascertained by comparing its predicted permanent strain with laboratory data reported in the literature. Therefore, this study provides a user-friendly prediction model for estimating permanent strain in both one-way and two-way tracks for use by engineers for design purposes.]]></description>
      <pubDate>Thu, 17 Sep 2026 10:09:39 GMT</pubDate>
      <guid>https://trid.trb.org/View/2709375</guid>
    </item>
    <item>
      <title>Tunnel Stability Analysis Based on the Finite-Element Limit-Equilibrium Method</title>
      <link>https://trid.trb.org/View/2701124</link>
      <description><![CDATA[Stability assessment is crucial for tunnel support design and for long-term operation and maintenance. Conventional studies usually treat collapses of the tunnel sidewall and roof as independent problems and analyze them separately, which fails to capture the possible simultaneous occurrence of both failure modes in practice and may lead to inaccurate evaluation of stability and irrational support design. In this study, a newly developed transformation method for geometric models and stress fields is combined with the finite-element limit-equilibrium method (FELEM) to perform a unified stability analysis of the tunnel sidewall and roof within a single model, with emphasis on their failure mechanisms and influencing factors. The accuracy of FELEM’s results has been verified by comparison with the upper-bound rigid block mechanism, the finite-element limit analysis method (FELA), and available analytical solutions. The effects of burial depth and Poisson's ratio on the failure mode are further investigated, and the slip surface and factor of safety are compared with those obtained by the strength reduction method (SRM). FELEM combines the advantages of the FEM and the limit-equilibrium method and can evaluate both ultimate and nonultimate states, providing safety factors for different potential slip surfaces. Compared with FELA and SRM, the proposed FELEM-based approach can clearly identify the factors of safety for different parts of the tunnel, better quantify the safety margin associated with multiple failure modes, and show strong potential for engineering applications.]]></description>
      <pubDate>Fri, 28 Aug 2026 08:34:59 GMT</pubDate>
      <guid>https://trid.trb.org/View/2701124</guid>
    </item>
    <item>
      <title>An Analytical Solution for the Excavation Disturbed Zone in Wet–Dry Sensitive Rock Tunnels Based on the Disturbed State Concept Theory</title>
      <link>https://trid.trb.org/View/2702850</link>
      <description><![CDATA[Assessing the stability of rocks surrounding a tunnel, particularly with consideration of rock weathering, is a significant challenge in tunnel engineering. This study proposes an analytical solution for the excavation disturbed zone (EDZ) in tunnels constructed in wet–dry (W-D) sensitive rocks. Based on the disturbed state concept (DSC) theory, the EDZ of a tunnel is defined, and its evolution characteristics under the action of W-D cycles is analyzed. Based on the damage and stress states of rocks at different deformation stages, the EDZ is divided into elastic disturbed, plastic disturbed, and fully disturbed zones. On this basis, a constitutive model for W-D sensitive rocks is established using DSC theory, incorporating the negative effects of cyclic W-D rock weathering. This model serves as the cornerstone for deriving a theoretical analytical solution that captures the disturbed zoning of the EDZ in a circular tunnel subjected to uniform stress fields under cyclic W-D conditions. Additionally, the influence of W-D cycles and flow rates on the disturbed zoning of gypsum rocks surrounding the tunnel is further discussed. The findings reveal that the formation of the EDZ around the tunnel is a dynamic process that extends throughout the tunnel's lifecycle, from excavation to operational phases. The proposed DSC-based model effectively characterizes the mechanical response of W-D sensitive rocks. The theoretical solution for the EDZ in W-D sensitive rock tunnels provides a valuable tool for analyzing the evolution characteristics of EDZ disturbance and assessing tunnel stability, especially when considering rock weathering deterioration.]]></description>
      <pubDate>Fri, 28 Aug 2026 08:34:59 GMT</pubDate>
      <guid>https://trid.trb.org/View/2702850</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>Dynamic Response of a Shallow Circular Tunnel in a Thermoviscoelastic Medium under P-Wave Incidence</title>
      <link>https://trid.trb.org/View/2691487</link>
      <description><![CDATA[This study examines the scattering mechanism and dynamic response of plane P-waves in a thermoviscoelastic half-space containing an underground circular tunnel. Based on the thermoviscoelastic theory, the Helmholtz vector decomposition theorem with the Fourier–Bessel series expansion method is applied, allowing for an analytical solution. The influence of relaxation time, incident angle, medium temperature, solid-phase specific heat capacity, and burial depth on surface displacement amplitude and dynamic stress concentration factor (DSCF) were analyzed. Results indicate that higher incident frequencies make the displacement patterns more complex and reduce the DSCF. Relaxation time and incident angle exhibit strong frequency dependence, affecting the displacement distribution in both horizontal and vertical directions. The DSCF shows spatial heterogeneity along the tunnel periphery. Under high frequencies, elevated temperature decreases, while higher solid-phase specific heat capacity enhances the displacement and DSCF. Increasing burial depth decreases the surface displacement but induces DSCF oscillations. As the buried depth ratio increased from 2 to 10, the maximum reduction in horizontal and vertical displacement reached 22.32% and 23.60%, respectively. Under high-frequency excitation, the corresponding reductions reached 18.61% and 6.53%. These findings provide theoretical support for seismic performance evaluation and structural optimization in thermoviscoelastic environments.]]></description>
      <pubDate>Wed, 22 Jul 2026 09:06:40 GMT</pubDate>
      <guid>https://trid.trb.org/View/2691487</guid>
    </item>
    <item>
      <title>Simplified Finite-Element Modeling of TBM Advancement: A Novel Computational Approach</title>
      <link>https://trid.trb.org/View/2690972</link>
      <description><![CDATA[Developing a numerical model of tunnel excavation using a tunnel boring machine (TBM) is a difficult task due to the complexity of the phenomena involved in the advancement of the machine through the ground. The ease of use of calculation software often masks (at least in part) the representation in the numerical simulation of the actual phenomenon. Many simulations use nodal forces to account for stress relaxation at the boundary of the excavated ground and for the interaction between the TBM, the grout, and the surrounding soil. However, calibrating these models may prove difficult. This paper proposes a simple approach called the swelling method, which aims to take into account the TBM control parameters, especially the grout injection parameters. This approach allows directly defining the final stress applied to the tunnel contour, taking into account the grout pressure. The conventional and the new approaches are implemented in the finite-element code CESAR (version 2024.0.5) and tested to simulate surface settlements and lateral soil displacements induced by tunneling using a full-scale research project called TULIP (Tunneling and Limitation of Impacts on Piles) as a background. The results show a strong agreement between the two methods, but the swelling method is easier to handle and has the potential to capture the complex interactions between the TBM and the surrounding soil. The influence of the model parameters on the width of the surface settlement trough is discussed.]]></description>
      <pubDate>Thu, 16 Jul 2026 09:10:49 GMT</pubDate>
      <guid>https://trid.trb.org/View/2690972</guid>
    </item>
    <item>
      <title>Vibration Isolation of Concrete-Filled Trench for Pile–Net Composite Foundation under High-Speed Train Loading</title>
      <link>https://trid.trb.org/View/2685640</link>
      <description><![CDATA[To investigate the vibration isolation performance of concrete-filled trench in pile–net composite foundations under high-speed train loading, a validated three-dimensional finite-element model integrating track, embankment, pile, soil, and concrete-filled trench was established. The results indicate that in pileless foundations, stress waves concentrate in surface soils, whereas in pile–net foundations, they localize at interfaces between the concrete-filled trench and layered soils, distributing throughout the foundation depth and enabling full-depth isolation. Before the concrete-filled trench, pile–net composite foundations exhibit lower dominant frequencies but higher vibration amplitudes than pileless foundations. After the concrete-filled trench, the overall vibration isolation effect is improved, with a higher dominant frequency but a smaller vibration amplitude at the dominant frequency. Moreover, the trench effectively filters medium-to-high-frequency vibrations (above 20 Hz) behind the barrier, with residual energy concentrating below 20 Hz. Parametric analyses demonstrate that reducing the pile spacing can enhance both the vibration isolation effect and its stability. Increasing the pile length and pile diameter can improve the vibration isolation effect in the post-trench area, although the benefit of length diminishes beyond the combined thickness of the top two soil layers. Trench depth is the most influential geometric parameter. Although flexible barriers achieve superior isolation, rigid barriers such as concrete can provide more stable attenuation behind it and ensure structural stability in soft soils, making them a more practical choice in many applications. This study reveals the synergistic mechanism of pile–net foundations and concrete-filled trenches in redistributing stress waves and optimizing isolation, providing critical design insights for combined vibration mitigation in high-speed railway projects.]]></description>
      <pubDate>Thu, 09 Jul 2026 13:29:25 GMT</pubDate>
      <guid>https://trid.trb.org/View/2685640</guid>
    </item>
    <item>
      <title>Coupled Probabilistic and Numerical Limit Analysis for Stability Assessment of Rock Tunnels Considering Uncertainties of Input Rock Properties</title>
      <link>https://trid.trb.org/View/2684184</link>
      <description><![CDATA[This study presents a stability analysis of circular tunnels in rock masses following the generalized Hoek–Brown (GHB) yield criterion with uncertain rock properties. Hybrid second-order exponential cone programming (HSOECP) is proposed to capture the nonlinear GHB yield criterion in its original form and is implemented within the framework of finite-element lower-bound limit analysis to model the yielding of rock masses. The probabilistic approaches, including Sobol’s global sensitivity analysis (GSA), the radial basis function–response surface method (RBF–RSM), and Monte Carlo simulations (MCSs), are coupled with numerical limit analysis to propagate input uncertainties to the outputs of interest (OIs). The study is conducted in three steps. Initially, the surrogate relationships between inputs and OIs are developed based on numerical limit analysis for the input realizations generated via Latin hypercube sampling (LHS). In the second step, the sensitive inputs are identified via Sobol’s GSA performed using Saltelli’s MCS algorithm. Finally, the uncertainties of the sensitive inputs are propagated to the OIs by performing MCSs on the surrogate RBF–RSM relationships. The coupled analysis is applied to evaluate the stability of an unlined circular tunnel in a rock mass with a surcharge on the ground surface. The geological strength index (GSI) and the Hoek–Brown constant (mi) are estimated to be the most sensitive inputs in Sobol’s GSA. The tunnel cover-depth-to-diameter ratio and the statistics of the sensitive inputs, i.e., GSI and mi, have a significant effect on the probability of failure.]]></description>
      <pubDate>Wed, 24 Jun 2026 11:29:05 GMT</pubDate>
      <guid>https://trid.trb.org/View/2684184</guid>
    </item>
    <item>
      <title>Direct Shear Test with a Breakable Cluster-Based Model of Ballast Structure for Railway Application</title>
      <link>https://trid.trb.org/View/2672709</link>
      <description><![CDATA[Breakage of ballast particles can significantly affect the load response behavior and field performance of ballast layers in railway track structures. However, the particle contact and the associated micromechanical behavior of the ballast layer have not been thoroughly investigated. This research introduced the springlike bond in previous clump-based model to form the breakable cluster-based model by comparing the obtained results to experimental findings. A direct shear test model for railway ballast based on the discrete-element method (DEM) is developed with new parameters set selected and validated by closely matching the predicted shear stress–strain behavior with laboratory test results. Then, the DEM model was used to simulate the predicted results to study the fracture and movement of individual ballast particles. Microscopic response under different loadings has been investigated including particle displacement, velocity, and contact force vector.]]></description>
      <pubDate>Fri, 15 May 2026 09:18:20 GMT</pubDate>
      <guid>https://trid.trb.org/View/2672709</guid>
    </item>
    <item>
      <title>Stress Response Assessment of a Flexible Lining Structure in Tunnel Construction Using a Novel Hybrid Alternative Intelligent Model</title>
      <link>https://trid.trb.org/View/2671971</link>
      <description><![CDATA[Stress response assessment of flexible lining has always been a key problem during the construction and maintenance of tunnels in seismically active areas. There is a lack of reliable and efficient methods for calculating or predicting the maximum principal stress (MPS) of flexible linings in tunnel engineering. In this paper, a novel hybrid intelligent model, called the crayfish optimization algorithm (COA)-based kernel extreme learning machine (KELM) model, is utilized to precisely solve the aforementioned issue, i.e., the COA-KELM model. To further improve model performance, six types of data allocation are designed to train and test the proposed alternative models. Several indices and evaluation methods are utilized to determine the best model. The results show that the trained COA-KELM model achieves the highest prediction accuracy when the ratio of the training set to the test set is 90%:10%. Besides, the results of the parametric investigation and sensitivity analysis indicate that the damping layer thickness (DLT) is the most important feature for MPS prediction. However, simply increasing DLT is not necessarily beneficial for reducing MPS, especially when DLT exceeds 175 mm. In general, this paper provides a new solution based on artificial intelligence models for predicting the stress response of linings in tunnel construction.]]></description>
      <pubDate>Wed, 13 May 2026 09:33:31 GMT</pubDate>
      <guid>https://trid.trb.org/View/2671971</guid>
    </item>
    <item>
      <title>Explicit Prediction and Uncertainty Analysis of Slurry Density during Slurry Shield Tunneling in Sand</title>
      <link>https://trid.trb.org/View/2669687</link>
      <description><![CDATA[The maintenance of soil–water pressure equilibrium and operational stability during slurry shield tunneling in saturated sandy soils critically depends on the formation of a low-permeability filter cake at the tunnel face, where slurry density emerges as the dominant controlling parameter. The study, which leverages multigene genetic programming (MGGP) and monitors data from the Greenheart Tunnel, develops two predictive models for slurry density during drilling and standstill phases, unified via a binary variable mechanism. Comparative analysis with a physical model demonstrates the MGGP’s superior accuracy (R² = 0.841 for drilling; R² = 0.997 for standstill). To further assess the predictive uncertainty, quantile regression is applied, and two statistical measures of uncertainty are introduced [mean prediction interval (MPI) = 0.075 and prediction interval coverage probability (PICP) = 0.893 for drilling; MPI = 0.031 and PICP = 0.901 for standstill], confirming the robustness of the model. Global sensitivity analysis identifies tunnel boring machine (TBM) velocity and initial slurry density as primary levers governing chamber density dynamics. Consequently, meticulous management of TBM velocity and initial slurry density is essential to maintain chamber slurry density within the optimal operational range.]]></description>
      <pubDate>Tue, 12 May 2026 09:11:57 GMT</pubDate>
      <guid>https://trid.trb.org/View/2669687</guid>
    </item>
    <item>
      <title>Numerical Evaluation of Twin Tunneling Effects on Battered Piled Raft Foundations in Soft Clay under Lateral and Combined Loads</title>
      <link>https://trid.trb.org/View/2669676</link>
      <description><![CDATA[The rapid expansion of underground infrastructure in dense urban areas often necessitates the construction of twin tunnels adjacent to existing piled raft foundations. This study investigates the complex soil–structure interaction of battered piled raft systems subjected to lateral and combined (vertical and lateral) loading in soft clay during sequential twin tunneling. Three-dimensional finite-element analyses incorporating coupled consolidation and an advanced hypoplastic clay model with small-strain stiffness were conducted and validated against centrifuge data. The analyses explored three representative tunnel positions relative to the piled raft along the pile shaft [cover-to-diameter (C/D) = 1.33], near the pile toe (C/D = 2.33), and beneath the pile toe (C/D = 3.53) to capture depth-dependent tunneling effects. The results showed that twin tunneling caused lateral displacement, differential settlement, pile deflection, and bending moments, with the response being most pronounced when twin tunneling advances near the pile toe. The first tunnel induced substantial stress relief, and stiffness degradation, while the second tunnel further displaced the foundation toward the first tunnel owing to prior stiffness loss. Combined loading consistently increased tunneling-induced responses compared with lateral-load-only conditions by increasing shear strain in the surrounding ground, degrading stiffness, and reducing both shaft and end-bearing resistances. The raft enhanced overall stability by redistributing load between the piles and the surrounding soil; however, its resistance reduced as tunnels advanced, particularly in deeper cases. Load transfer mechanisms, axial force redistribution between front and rear piles, and localized stress path changes near the pile toe critically influenced the observed deformation patterns. These findings highlight the coupled influence of twin tunneling, loading conditions, and tunnel depth on the serviceability and structural performance of piled raft foundations in soft ground.]]></description>
      <pubDate>Tue, 12 May 2026 09:11:57 GMT</pubDate>
      <guid>https://trid.trb.org/View/2669676</guid>
    </item>
    <item>
      <title>A Method for Calculating Uphill Direction Lateral Response of Flexible Monopiles near the Slope Toe in Sand</title>
      <link>https://trid.trb.org/View/2663204</link>
      <description><![CDATA[Deck arch bridges are a suitable structural solution for spanning V-shaped valleys. Pile foundations at arch seats of these bridges are typically subjected to lateral loads in the uphill direction, demonstrating distinct load-bearing characteristics compared with piles on flat ground. This study proposes a failure-wedge model that incorporates slope angles and the distance of the pile from the slope toe, considering both pile–soil interface friction and wedge base-angle variations. An analytical formulation was developed to quantify ultimate soil resistance for piles under lateral loads in the uphill direction in a cohesionless slope, and the calculation depth of the deep-plane failure mechanism was modified. The method’s feasibility was validated through comparison between theoretical predictions and numerical simulation results. Results show that increasing slope angle significantly enhances shallow-soil resistance around piles. The neglect of shallow pile–soil interface friction leads to underestimation of lateral bearing capacity. When the slope angle increases to 30°, variations in wedge base angle significantly affect shallow-soil ultimate resistance. The use of fixed base angles in calculations produces unreasonably shallow-soil ultimate resistance values.]]></description>
      <pubDate>Fri, 01 May 2026 14:33:17 GMT</pubDate>
      <guid>https://trid.trb.org/View/2663204</guid>
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