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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>Deformation Analysis of Long-Deep Foundation Pit Excavation in Ningbo Metro Based Using Hardening Soil Small Strain Model</title>
      <link>https://trid.trb.org/View/2726619</link>
      <description><![CDATA[Ningbo soft soil predominantly consists of silt, which is characterized by significant thickness, high natural moisture content, low strength, and slow consolidation. When this soft soil is disturbed, it leads to surface settlement. This study examines a subway deep foundation pit in Ningbo by simulating and analyzing the entire excavation process using the finite element software PLAXIS 3D. The study investigates the lateral displacement of the supporting structure and surface subsidence trends. In addition, it discusses the effects of the diaphragm wall and supporting stiffness on the surrounding ground settlement. The findings indicate that increasing the stiffness of the diaphragm wall or support structure effectively reduces ground settlement during subway excavation. Furthermore, the study confirms that the proposed method for determining the HSS model parameters is suitable and can offer valuable insights for similar projects in Ningbo and comparable regions.]]></description>
      <pubDate>Mon, 13 Jul 2026 08:47:46 GMT</pubDate>
      <guid>https://trid.trb.org/View/2726619</guid>
    </item>
    <item>
      <title>A newly designed retaining wall model apparatus for investigating lateral soil arching effect under controlled wall deformation</title>
      <link>https://trid.trb.org/View/2684671</link>
      <description><![CDATA[With the growing development of underground infrastructure, foundation pit engineering has become increasingly prevalent in dense urban areas. Stability largely depends on wall-soil interaction, in which lateral soil arching governs stress transfer and deformation. To overcome limitations of conventional physical model tests, a newly designed retaining wall model apparatus was developed, comprising a multimodal box system, a measurement system, and a data acquisition and control system. The box system allows adjustable wall flexibility and surface roughness and supports both rigid and flexible wall configurations under active or passive loading. Retaining wall deformation relevant to foundation pit conditions is simulated through controlled wall displacement rather than physical soil excavation. The measurement system integrates earth pressure cells, digital image correlation (DIC), and laser displacement sensors for real-time monitoring of soil stress–strain responses. The apparatus can precisely impose multiple deformation modes following predefined Gaussian and linear curves, with reliability tests confirming satisfactory precision and operational stability. Tests under various wall deformation modes and surface roughness demonstrate versatility of the system. By integrating pressure, strain, and settlement, the apparatus clearly captures the evolution and spatial extent of lateral soil arching. Overall, it provides a platform for investigating flexible retaining wall deformation and coupled wall-soil interactions, with potential applications in foundation pit excavation, deep basements, and urban underground infrastructure under complex geotechnical conditions.]]></description>
      <pubDate>Tue, 23 Jun 2026 13:52:11 GMT</pubDate>
      <guid>https://trid.trb.org/View/2684671</guid>
    </item>
    <item>
      <title>Advanced Machine Learning Models for Predicting the Seismic Bearing Capacity Factors of Shallow Strip Footings Considering Soil and Superstructure Inertia Effects</title>
      <link>https://trid.trb.org/View/2688725</link>
      <description><![CDATA[Seismic loading significantly reduced the ultimate bearing capacity of shallow strip footings due to inertial forces from both the soil mass and the superstructure. This study developed a unified machine learning framework to accurately predict the seismic bearing capacity factors while explicitly accounting for both soil inertia and superstructure inertia effects. A high-quality dataset of 1498 data points was compiled from three independent pseudo-static studies using distinct rigorous numerical methods. Three advanced algorithms, including Gradient Boosting Trees (GBT), Extreme Gradient Boosting (XGBoost), and Artificial Neural Networks (ANN), were optimized using grid search and 5-fold cross-validation. The optimal model, a simple ANN with a single hidden layer of six neurons and hyperbolic tangent activation, achieved outstanding performance on an independent test set: R² ≈ 0.999, RMSE = 1.02–1.55, and MAE = 0.75–1.12 across all factors, clearly outperforming XGBoost, GBT, and traditional numerical solutions. Shapley Additive exPlanations (SHAP) analysis confirmed the dominant positive influence of the friction angle (φ) and the detrimental effect of the horizontal seismic coefficient kh. Closed-form equations derived from the trained ANN weights and biases were provided for instant hand calculations in routine design. Extensive validation against the original benchmark datasets yielded average relative errors of approximately 5% for smooth and rough interfaces, both inertia types, with no overfitting. The proposed surrogate model offers highly accurate, transparent, and practically implementable predictions for seismic foundation engineering.]]></description>
      <pubDate>Wed, 29 Apr 2026 09:09:23 GMT</pubDate>
      <guid>https://trid.trb.org/View/2688725</guid>
    </item>
    <item>
      <title>GeoFlorida 2010: Advances in Analysis, Modeling &amp; Design</title>
      <link>https://trid.trb.org/View/2666814</link>
      <description><![CDATA[Proceedings of GeoFlorida 2010, Advances in Analysis, Modeling, and Design, held in West Palm Beach, Florida, February 20-24, 2010. Sponsored by the Geo-Institute of ASCE. This Geotechnical Special Publication contains 337 technical papers that represent the most current thinking on key issues such as: geotechnical modeling, microbehavior of soils and granular media, soil and geotechnical system characterization, foundation engineering design problems, reliability problems in geotechnical engineering, geotechnical engineering construction problems, pavement systems, geoenvironmental engineering problems, geohazard mitigation problems, and geotechnical engineering education.]]></description>
      <pubDate>Mon, 23 Mar 2026 15:24:24 GMT</pubDate>
      <guid>https://trid.trb.org/View/2666814</guid>
    </item>
    <item>
      <title>Validating theoretical dynamic amplification factors using in-situ measurements for a wide range of train speeds</title>
      <link>https://trid.trb.org/View/2643036</link>
      <description><![CDATA[The vertical displacement of the whole railway infrastructure, including the natural ground underneath, depends on the train speed. This phenomenon is usually known as dynamic amplification. In the most extreme situation, trains may attain a “critical speed” at which the vertical displacement of the railway system would increase infinitely if no damping were present. Since the current trend worldwide is to increase the operational train speed, the question arises about what vertical displacements can be expected in the track for these new train speeds. The beam on elastic foundation model has been successfully applied to railways at relatively low train speeds for many decades. In this article, the power of this model to predict track vertical displacements at very high train speeds, including values close to the site's critical speed, is empirically proven for the first time. To this end, results predicted by this model are compared herein to direct measurements of track vertical displacement for a broad range of train speeds, including (i) in situ field measurements taken in four different sites (France, United Kingdom, The Netherlands and Sweden), and (ii) data from several tests performed in the CEDEX Track Box facility (CTB, Spain). The match between theoretical results and direct measurements confirms the applicability of the beam on elastic foundation model for predicting dynamic track deflections under future increases in maximum commercial train speeds, providing essential insights for the safe design and maintenance of high-speed railway lines.]]></description>
      <pubDate>Wed, 18 Mar 2026 09:01:39 GMT</pubDate>
      <guid>https://trid.trb.org/View/2643036</guid>
    </item>
    <item>
      <title>Formulation of Load Distribution Factor Based on the Beam on Elastic Foundation Model in Railroad Engineering: Desirable Range</title>
      <link>https://trid.trb.org/View/2604517</link>
      <description><![CDATA[Currently, professionals use the charts from the Manual of Railway Engineering to obtain the percentage of a load carried by a single tie, that is, the load distribution factor only for a ballasted track. The charts are developed for specific values of track modulus and tie spacing; professionals must interpolate to obtain a load distribution factor for other values of the track modulus and tie spacing. The American Railway Engineering and Maintenance-of-Way Association (AREMA) charts do not include the direct fixation track and do not account for the bending stiffness of the rail and, hence, provide the same load distribution factor for all rail sections, such as 115 Rail Engineers (RE) and 136 RE. The aforementioned deficiencies are overcome by deriving a simple formula in terms of the characteristic length and tie spacing to compute the load distribution factor of a given rail section. The formula is derived by integrating the established distributed reaction force formula based on the beam on elastic foundation (BOEF) model and taking out the terms associated with the wheel load, Q. The proposed formula is used to compute and validate a load distribution factor through a comparison with that from the AREMA charts. AREMA values are overconservative, which may yield higher ballast pressure under the tie, causing an uneconomic design of the ballast bed. As an extension, the load distribution factor for a direct fixation track is also computed and compared with that of a ballasted track; the results are comparable. Desirable values of the load distribution factor for direct fixation and a ballasted track with a wood and concrete tie are recommended with due analysis within a desirable range. Tie/fastener spacing may be computed from the proposed formula by incorporating a desirable distribution factor and a given/computed characteristic length.]]></description>
      <pubDate>Fri, 17 Oct 2025 16:38:23 GMT</pubDate>
      <guid>https://trid.trb.org/View/2604517</guid>
    </item>
    <item>
      <title>Clay and Shale LRFD Design Criteria for Drilled Shaft Foundations</title>
      <link>https://trid.trb.org/View/2604567</link>
      <description><![CDATA[The Texas Department of Transportation's (TxDOT) geotechnical design guidance has transitioned from using Texas Cone Penetrometer (TCP) boring logs and capacity correlations to design drilled shaft foundation elements with American Association of State Highway and Transportation Officials' Load and Resistance Factor Design (AASHTO LRFD) investigations and resistance-based design methods. The research team will optimize TxDOT's drilled shaft design methods and resistance factors for clay and shale in accordance with TxDOT's specific soil and construction conditions. The research team will develop a likelihood map of shale for a district selected by TxDOT.]]></description>
      <pubDate>Mon, 29 Sep 2025 16:35:38 GMT</pubDate>
      <guid>https://trid.trb.org/View/2604567</guid>
    </item>
    <item>
      <title>Conical Helical Piles Behavior Assessment Through Physical Modeling and Field Testing</title>
      <link>https://trid.trb.org/View/2582800</link>
      <description><![CDATA[This study evaluates the geotechnical performance of conical helical piles under compressive and pullout loads, focusing on their application in marine structures. The research addresses the critical issue of soil disturbance, which can reduce bearing capacity, by examining the effects of the helix spacing-to-diameter ratio (S/D), soil density, and pile geometry. The study compares the behavior of typical and conical helical piles in loose and medium-dense sand through physical modeling via the Frustum Confining Vessel (FCV-AUT) as an effective tool for simulating field stress conditions and field testing. Results indicate that conical helical piles outperform typical ones, particularly under pullout loading. Reducing the S/D ratio from 3 to 1.5 increases the pullout capacity up to 15% for model and full-scale piles, respectively, while compressive capacity shows a reverse trend. Medium-dense sand enhances load capacity due to improved soil interlocking. Conical helical piles demonstrate higher pullout and compressive capacities, with improvements of up to 36%, respectively, compared to typical piles. The research highlights the importance of helix geometry and soil density in optimizing pile performance. These findings provide valuable insights for designing helical piles in marine environments, offering a more stable and efficient foundation solution.]]></description>
      <pubDate>Tue, 12 Aug 2025 10:18:06 GMT</pubDate>
      <guid>https://trid.trb.org/View/2582800</guid>
    </item>
    <item>
      <title>Response of Under-Reamed Batter Piles Subjected to Seismic Excitation: Experimental Observations</title>
      <link>https://trid.trb.org/View/2569709</link>
      <description><![CDATA[Under-reamed batter piles are used in various geotechnical construction; they have been adopted in structures subjected to large lateral loads. Different models have been developed to simulate the performance of batter piles under seismic loading, consisting of vertical pile group models and under-reamed batter piles group models placed in dry sandy soil, regarding various parameters, such as different batter angles (10°, 20°, and 30° from vertical), different soil conditions, varying base shaking signals, and different tip conditions. Data were obtained considering the lateral and vertical displacement of the raft foundation model, acceleration time history, and bending moment along the depth of the piles. The results revealed that foundations with under-reamed batter piles have advantages compared to those with vertical piles. In loose soil conditions and under 0.1 g seismic events, less displacement was reported when changing the batter angles from 0 to 30°, approximately 58% and 57% in the vertical and lateral directions, respectively. Additionally, under-reamed batter piles provide lower moment values corresponding to the vertical pile’s group. The reduction percentage of the maximum bending moment values for edge, corner, and center pile locations was about 51%, 50%, and 38%, respectively.]]></description>
      <pubDate>Wed, 06 Aug 2025 15:01:59 GMT</pubDate>
      <guid>https://trid.trb.org/View/2569709</guid>
    </item>
    <item>
      <title>Nonlinear Deformations of the “Building-Base” System</title>
      <link>https://trid.trb.org/View/2407916</link>
      <description><![CDATA[It is noted that the joint operation of the “building-base” system is one of the most important parameters that determine the reliability and durability of construction projects. The time of stabilization of the foundation settlement was determined, taking into ac-count the fact that soil deformations occur due to a decrease in the pore volume from the transferred mechanical stress, i.e. the vertical displacement of the system under consideration depends on the gaseous component. The deformations of the base under study were determined taking into account the effect of gaseous and liquid components on the settlement and the time of its stabilization. The results of observations of the deformations of the base of the building located in the Kursk region are presented. A comparative analysis of the theoretical values of the settlement obtained by the developed method and the actual ones is given. The largest average difference in results is observed 8 years after the start of observations and is 38%; by the time the precipitation stabilizes, this difference decreases to 9%.]]></description>
      <pubDate>Thu, 31 Jul 2025 13:58:09 GMT</pubDate>
      <guid>https://trid.trb.org/View/2407916</guid>
    </item>
    <item>
      <title>Investigation of Framework Behaviour Depending on the Selected Material in Permafrost and Seismic Conditions</title>
      <link>https://trid.trb.org/View/2407912</link>
      <description><![CDATA[Difficult construction conditions arise in areas of combined permafrost and high seismic activity. The difficulties do not only arise in the selection of foundations and structural substrate but also in adopting the appropriate structural building system being very varied. Frame systems are known to be the most common in the construction of buildings, with significant advantages. These systems, however, have serious drawbacks most pronounced during earthquakes in the form of damage to frame joints. The article assesses the earthquake resistance of the framework with permafrost soils in its base. Five-story frame buildings made of reinforced concrete, metal and wood were selected for the study. Permafrost soils are represented by loams. Soil thawing has been found to have an effect on the earthquake resistance of the frame. A steel frame was found to be the most stable of the frame types examined. The stress-strain state of the different frame types, however, varies in the process of soil thawing, indicating the need to provide for monitoring of the building structures and, if necessary, to apply additional structural measures to increase their seismic resistance.]]></description>
      <pubDate>Thu, 31 Jul 2025 13:58:09 GMT</pubDate>
      <guid>https://trid.trb.org/View/2407912</guid>
    </item>
    <item>
      <title>Modification of Bearing Capacity of Rock-Socketed Pile: Considering Concrete–Rock Interface Roughness and Initial Stress of Concrete</title>
      <link>https://trid.trb.org/View/2533792</link>
      <description><![CDATA[The mobilization of side resistance has a significant effect on the load transfer characteristics and the ultimate bearing capacity of rock-socketed pile. A better understanding of the shear mechanism of the concrete–rock interface is of great significance to the load transfer of rock-socketed pile. However, the calculation of the bearing capacity of rock-socketed pile in the current code does not consider the effects of the roughness of the concrete–rock interface and the initial stress of concrete. A series of direct shear tests of concrete–rock samples confirm that the shear strength of the concrete–rock interface increases with interface roughness and concrete initial stress. The numerical results show that roughness and concrete initial stress can significantly affect the friction resistance distribution of pile, especially for hard rock. A modified formula of vertical bearing capacity for rock-socketed pile is presented based on numerical simulation. The results show that the modified formula can better describe the bearing characteristics of rock-socketed pile, and the calculated results are closer to the measured values than the specifications in two real experimental cases.]]></description>
      <pubDate>Thu, 03 Apr 2025 16:31:16 GMT</pubDate>
      <guid>https://trid.trb.org/View/2533792</guid>
    </item>
    <item>
      <title>Calculation of a Spatial Model of a Box-Type Structure in the LIRA Design System Using the Finite Difference Method</title>
      <link>https://trid.trb.org/View/2407804</link>
      <description><![CDATA[An analytical-numerical method is proposed for solving the problem of vibrations of a box-shaped structure of a building, taking into account spatial deformations with full contact conditions in the zone of joints of its plate and beam elements. It is believed that the lower part of the box under dynamic action moves according to a given sinusoidal law. The equations of motion are given for each of the plate and beam elements of the box-shaped structure of the building on the basis of the Kirchhoff-Love theory. Diagrams of horizontal displacements of the elements of the box were constructed and the effects of taking into account the window opening of the bending panel of the box were estimated. Paper presents a theoretical calculation of the box-type structure of large-panel buildings for seismic resistance, taking into account the spatial work of the box elements under dynamic influences, given by the foundation displacement in the sinusoidal law. The problem is solved using the Finite Difference Method (FDM). The numerical results of the displacement of plate elements of the building box are obtained and compared with the results obtained using the LIRA Design System (DS).]]></description>
      <pubDate>Fri, 21 Mar 2025 09:14:18 GMT</pubDate>
      <guid>https://trid.trb.org/View/2407804</guid>
    </item>
    <item>
      <title>Estimation of the Capacity of Pile-Raft Foundations by Three-Dimensional Non-Linear Finite Element Analysis</title>
      <link>https://trid.trb.org/View/2187807</link>
      <description><![CDATA[A Pile-Raft has been in use for the foundations of buildings and bridges. The load in the structure is transferred to the soil not only by the interaction between the soil and the piles but also by the interaction between the soil and the slab. The analysis of this unique foundation is very challenging because of the complexity involved in the interaction between the soil, the piles and the slab. An elastic three dimensional finite element analysis was proposed for the analysis of this type of foundation. The elastic analysis can provide a good estimation of load transfer levels between the different components of the foundation; however, because of the nonlinear behavior of the soil, the estimation of the foundation capacity may not be as accurate. Therefore, in order to have a better estimation of the foundation capacity for even small level of deformations, a non-linear analysis is recommended. The current paper is aimed to discuss the nonlinear analysis of pile raft foundation systems. A general finite element program, AMPS, is used to perform the analysis. A suitable nonlinear model is used to model the soil behavior, and contact interfaces are included to study the interaction between the soil and the piles and between the soil and the slab. Two pile-raft foundations were analyzed using the FEM program.]]></description>
      <pubDate>Thu, 19 Dec 2024 11:44:15 GMT</pubDate>
      <guid>https://trid.trb.org/View/2187807</guid>
    </item>
    <item>
      <title>A Symplectic Eigensolution Method in Transversely Isotropic Elastic Halfspace</title>
      <link>https://trid.trb.org/View/2282922</link>
      <description><![CDATA[This paper reports establishment of a symplectic system for the transversely isotropic elastic pavement halfspace foundation. A complete space of eigensolutions is obtained directly. All solutions of the problem are reduced to finding eigenvalues and eigensolutions, which include zero-eigenvalues and all their Jordan normal form of the corresponding Hamiltonian matrix and non-zero-eigenvalue solutions. Hence a new systematic methodology for halfspace foundation is presented.]]></description>
      <pubDate>Mon, 23 Sep 2024 09:07:13 GMT</pubDate>
      <guid>https://trid.trb.org/View/2282922</guid>
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