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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>
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      <title>Transport Research International Documentation (TRID)</title>
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      <link>https://trid.trb.org/</link>
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    <item>
      <title>Coupled Analysis and Simulation of Safety Risks in Deep Foundation Pit Construction for Subway Stations Based on the N-K Model and System Dynamics</title>
      <link>https://trid.trb.org/View/2696901</link>
      <description><![CDATA[Risk-coupling is a key causative factor triggering accidents in the construction of deep foundation pits for subway stations, representing the interactive relationships among various risk factors within complex systems. However, existing risk management methods struggle to effectively quantify their static coupling effects and dynamic evolution mechanisms, making it difficult to accurately identify which coupling scenarios are significant and challenging to proactively prevent and control safety risks. To address this issue, this study proposes a risk-coupling measurement model integrating the N-K model and system dynamics, analyzing the coupling mechanisms among risk factors from static and dynamic dimensions, and conducting simulation verification using a Wuhan Metro deep foundation pit project as a case study. By adjusting coupling coefficients and simulation duration, the simulation results indicate that: (1) heterogeneous personnel-operation risk-coupling has a particularly significant impact on the system’s safety level; and (2) personnel violation of operational procedures and instability of support structure system are key risk-coupling factors. Based on the simulation analysis results, targeted dual strategies of source control and pathway blocking are proposed to effectively mitigate risk-coupling effects. The hybrid model constructed in this study overcomes the limitations of traditional static or single dynamic assessments, providing a transferable risk-coupling analysis paradigm for systematically quantifying the static interactions and dynamic evolution of risk factors in complex engineering projects. This not only expands the theoretical boundaries of construction safety risk management research but also offers decision-making support for proactive risk control in various complex engineering projects worldwide.]]></description>
      <pubDate>Wed, 29 Jul 2026 09:16:17 GMT</pubDate>
      <guid>https://trid.trb.org/View/2696901</guid>
    </item>
    <item>
      <title>A method for scour dynamic identification of single pile foundations based on adaptive noise hybrid filter</title>
      <link>https://trid.trb.org/View/2736408</link>
      <description><![CDATA[Bridge scour is a primary cause of structural failure worldwide, posing a severe threat to piles of sea-crossing bridges. Frequency-based methods provide a promising approach for scour identification. However, the measured frequencies are highly susceptible to strong background noise, which masks subtle scour-related characteristics and makes accurate identification challenging. To overcome the limitation, this study proposes an innovative adaptive hybrid filtering method that integrates complete ensemble empirical mode decomposition with adaptive noise (CEEMDAN), detrended fluctuation analysis (DFA), and singular value decomposition (SVD). CEEMDAN is adopted to iteratively decompose vibration signals into intrinsic mode functions (IMFs). Detrended fluctuation analysis, guided by the Hurst exponent, is then used to distinguish scour-related periodic components, while discarding noise-dominated modes. Finally, residual noise is further suppressed by SVD, which leverages the relative energy difference spectrum of singular values to reconstruct the denoised signal. Numerical simulations and flume experiments on single piles were performed to validate the approach. The results confirm that the method significantly enhances signal-to-noise ratio, accurately recovers frequency shifts caused by noise, and reduces identification errors under strong noise conditions. This work provides a reliable signal-processing strategy for frequency-based scour monitoring and contributes to improving the long-term safety of bridge foundations.]]></description>
      <pubDate>Tue, 28 Jul 2026 16:13:14 GMT</pubDate>
      <guid>https://trid.trb.org/View/2736408</guid>
    </item>
    <item>
      <title>Effect of pile foundation on seismic response of adjacent subway station buried in sand site by centrifuge shaking table tests</title>
      <link>https://trid.trb.org/View/2694187</link>
      <description><![CDATA[In densely built-up urban areas, subway stations are inevitably constructed adjacent to the pile foundations of high-rise buildings. The dynamic interaction between adjacent structures under seismic loading differs from that of isolated structures. This study employed a program of centrifugal shaking table tests to systematically investigate the seismic response of subway stations embedded in sand sites with and without an adjacent pile foundation. The influence mechanism of the pile foundation on the seismic response of the subway station was revealed. The results suggest that the pile foundation experiences significant settlement under seismic loading, thereby exerting compressive forces on the surrounding soil. The uplift of the subway station exacerbates, and the surface settlement on the side distant from the pile is restricted. The variation in the earth pressure in the vicinity of the pile increases and results in a slower recovery to the initial state. Although the installation of pile foundations slightly reduces the maximum excess pore water pressure ratio at the surrounding site, it causes the peak to occur earlier. As a result, the duration of the filtering effect of sand liquefaction on seismic waves is prolonged, thereby prominently reducing the acceleration amplification effect at shallow foundations. Concurrently, the structural deformation and the internal force of the subway station intensify, particularly at the middle column. These findings provide a basis for assessing the seismic performance of underground structures near high-rise building piles.]]></description>
      <pubDate>Tue, 28 Jul 2026 08:40:34 GMT</pubDate>
      <guid>https://trid.trb.org/View/2694187</guid>
    </item>
    <item>
      <title>The Toolbox for Bridge Scour Analysis Technology: Review and Roadmap</title>
      <link>https://trid.trb.org/View/2736474</link>
      <description><![CDATA[This review paper provides a comprehensive synthesis of bridge-scour evaluation methods in the United States, tracing their evolution from the post-Schoharie Creek collapse development of HEC-18 to contemporary deterministic, field-based, numerical, stochastic, and machine-learning approaches. It examines the foundational empirical equations derived from laboratory flume studies, contrasts them with large-scale field investigations and region-specific envelope curves, and highlights recent advances in turbulence-resolved hydraulics, computational fluid dynamics modeling, and sediment-transport theory. The review also evaluates emerging probabilistic and data-driven frameworks, including Bayesian inference, decision trees, ensemble learning, and uncertainty-quantified scour prediction, that offer improved accuracy and risk-informed decision-making compared with traditional methods. Collectively, the findings underscore both the progress achieved and the persistent limitations in current scour appraisal practice, emphasizing the need for integrated, multidisciplinary, and probability-risk-based methodologies to support more reliable and cost-effective bridge-foundation design and system-level asset management. Finally, a technology roadmap is proposed to guide bridge administrators, engineers, the transportation industry, and researchers in advancing solutions to the persistent challenges of bridge scour.]]></description>
      <pubDate>Mon, 27 Jul 2026 11:16:36 GMT</pubDate>
      <guid>https://trid.trb.org/View/2736474</guid>
    </item>
    <item>
      <title>Effect of seepage flows on the performance of foundations of bridges within watercourses</title>
      <link>https://trid.trb.org/View/2692672</link>
      <description><![CDATA[The foundation soil of bridge piers located within watercourses is subject to variations in pore water pressure due to seepage flows through the surrounding soil. This study investigates pore pressure variations in the foundation soil induced by seepage flows associated with water level fluctuations around bridge piers and evaluates their influence on effective stresses and foundation performance. Three case studies of Italian bridges crossing the Malone, Vara, and Aso rivers are analyzed. Hydraulic simulations of the piers were performed using Ansys Fluent to extract pressure values along the riverbed, which were subsequently applied as boundary conditions in FLAC3D software to assess the distribution of pore water pressures around the foundation. The main contribution of this study lies in a numerical approach that enables the transfer of pressure fields at the riverbed to a three-dimensional porous medium model, allowing an explicit evaluation of the variations in pore pressures induced by seepage flows and their influence on foundation behavior under scour conditions. The results indicate that pressure variations in the soil, induced by fluctuations in the water level around the pier, have a marginal impact on the stress state of the soil in geotechnical terms, and consequently on the bearing capacity of the foundation. However, the pore pressure values observed in the uppermost soil layers may provide useful insights into how seepage can influence the stability of excavation near the foundation.]]></description>
      <pubDate>Fri, 24 Jul 2026 08:40:26 GMT</pubDate>
      <guid>https://trid.trb.org/View/2692672</guid>
    </item>
    <item>
      <title>Load carrying capacity of strip foundations on layered unsaturated soil media</title>
      <link>https://trid.trb.org/View/2692504</link>
      <description><![CDATA[Foundations are the primary structural elements that transfer loads from a superstructure to the underlying soil. Since structures are subjected to various forces, ensuring the stability of foundations is of critical importance. Most existing studies, however, have considered foundations resting either on fully dry or fully saturated soils, thereby neglecting key factors such as matric suction. Even in studies that address unsaturated conditions, the soil is typically assumed to be homogeneous. Field conditions often involve layered soil deposits, for example, clay over sand in riverbanks and floodplains, lacustrine (lake) deposits, or residual soil profiles formed from weathered rock. This study investigates the stability of a strip foundation on a layered unsaturated clay-sand medium. The numerical approach for determining the bearing capacity integrates lower bound theory, the finite element method, and second-order conic optimization. The analysis primarily explores the influence of foundation width, water table depth, depth of the clay layer above the sand layer, clay cohesion, internal friction angle of clay, and flow conditions. Additional parameters such as van Genuchten soil water retention properties, saturated unit weight of the layers, soil-foundation interface friction angle, and soil specific gravity are also examined. The outcomes are expressed in terms of a non-dimensional bearing capacity factor, and representative failure patterns are presented for selected cases.]]></description>
      <pubDate>Thu, 23 Jul 2026 09:14:41 GMT</pubDate>
      <guid>https://trid.trb.org/View/2692504</guid>
    </item>
    <item>
      <title>Estimation of Critical Shear Stress in Sandy Lean Clay Soils: Case Study in Douglas County, IL</title>
      <link>https://trid.trb.org/View/2731939</link>
      <description><![CDATA[One of the main reasons for bridge failures is the development of scour around pier foundations. The scouring process occurs slowly in cohesive soils and depends on the soil properties. Accurate understanding and estimation of scour is necessary to ensure the safety and stability of the bridge foundations. The estimation of critical shear stress is a key factor for understanding the potential of scour around bridges. Relatively undisturbed cohesive sandy lean clay soil samples were collected using Shelby tubes from a bridge site in Douglas County, Illinois, U.S., and tested in the laboratory to obtain various physical properties of the soil. To determine critical shear stress, both erosion function apparatus (EFA) and a portable scour testing device, which simulate different erosion mechanisms, are used. This study provides insights into the effect of erosion mechanism in the determination of critical shear stress. The determined values are compared against existing empirical equations and methods reported in the literature to provide a comprehensive comparative analysis. An analysis was conducted to evaluate the effect of percentage of clay and undrained shear strength on the critical shear stress. The results indicate a linear relationship, where an increase in both the percentage of clay and undrained shear strength corresponds to a proportional increase in the critical shear stress estimated from EFA.]]></description>
      <pubDate>Tue, 21 Jul 2026 15:15:18 GMT</pubDate>
      <guid>https://trid.trb.org/View/2731939</guid>
    </item>
    <item>
      <title>Engineering Assessment of Drive Point Data for Improving the Prediction of Geomaterial Properties and Design &amp; Construction of Pile Foundations</title>
      <link>https://trid.trb.org/View/2732353</link>
      <description><![CDATA[Highway projects require site investigation (SI) to determine subsurface information for engineering designs and constructions. The subsurface information may include geological profile, geomaterial properties, groundwater, bedrock, and any potential subsurface problems. Some common purposes of the SI include (1) the identification of construction materials, (2) design and construction of highway infrastructure, (3) geomaterial sampling and characterization, (4) planning for the construction technique, and (5) determination of potential subsurface concerns. Due to geological uncertainty and inherent variability of natural soil and rock materials, site characterization typically represents a large share of the geological/geotechnical engineering budget (Coduto et al., 2011). SI typically consists of four main parts: (1) antecedent investigation, (2) field investigation, (3) laboratory testing, and (4) technical reporting. Antecedent investigation provides the basis for subsequent field investigation, and field investigation allows in-situ testing and geomaterial/groundwater sampling for laboratory testing. The SI can lead to the largest source of uncertainties in the design and construction of pile foundations (Oluwatuyi et al., 2023). The most cost-effective SI approach suggested by Handy (1980) is the one with a variability consistent with the variability of the subsurface profile. That is, a few precise tests for a uniform deposit and more tests for an erratic deposit. The current field investigation practice of the Wyoming Department of Transportation (WYDOT) Geology Program involves driving a 1¾-inch hollow steel rod with a 2-inch conical tip known as the drive point (DP). Although ASTM standard is not available, the current DP has been implemented by the Geology Program as part of the SI since the 1960s, and different hammer types with varying efficiencies have been used for driving the DP over decades. In the past 10 years, the DP driving has been conducted using a 140-lb automatic hammer mounted on a drill rig and a hammer stroke height of 30 inches. The automatic hammers of the WYDOT Geology Program are calibrated periodically, and the hammers have efficiencies of more than 90% (Hannigan and Klesney 2017). DP blow count is recorded every one-foot penetration of DP. The DP blow counts provide a “continuous” profile of the relative denseness of the subsurface, and driving refusal can vary between 30 to 400 blows per foot. The WYDOT Geology Program has been using DP in every SI except for gravel pits and rock quarries. The DP blow count helps geologists and geotechnical engineers to: (1) better understand the subsurface profile through the relative denseness, (2) make a better decision during the field investigation regarding locations or depths of in-situ testing and sampling, (3) identify in-situ test methods, and (4) select drilling methods required to successfully complete a test hole. On the other hand, the DP measurements are not intended for determining rock rippability, soil types, rock lithology, nor bearing capacity of geomaterials. For a project site, DP is often conducted first to understand the subsurface profile and condition before drilling more boreholes, conducting Standard Penetration Test (SPT), and collecting undisturbed soil samples using a thin-wall Shelby Tube. Although borehole drilling can provide a continuous log of the lithology, it can be hard on determining pile refusal depths, settlement zones, and other subsurface problems. SPT is often conducted at every 5 ft and can only provide a discrete snapshot of subsurface conditions. In addition, Shelby-tube sampling is often conducted at the mid-depth of a soil layer for a length of 1 to 2 ft. Although the Cone Penetration Test (CPT) provides a continuous measurement of soil properties, a smaller conical tip of CPT is not suitable for a typical subsurface with boulders, cobbles, and hard gravelly layers in Wyoming. The overall goal of the proposed research is to improve the performance of transportation infrastructures in Wyoming. Recognizing the advantages and some challenges with the DP method, this research project is proposed to accomplish three main objectives: (1)	improve the understanding of subsurface profiles and conditions; (2) scientifically and statistically develop relationships between DP and geomaterial properties; and (3) improve the design and construction of driven piles using the DP method.

The proposed research will have the following outcome measures: (1)	SI performances: The proposed DP method will improve the overall performance and effectiveness of the SI. The proposed DP method will improve the understanding of subsurface conditions and allow for better decisions on subsequent geotechnical testing and geomaterial sampling.
(2)	Engineering performances: Equations will be developed to predict geomaterial properties, strength measures, and pile resistances based on DP data. These outcomes will improve the performance of geotechnical engineering design and construction.

]]></description>
      <pubDate>Tue, 21 Jul 2026 12:03:46 GMT</pubDate>
      <guid>https://trid.trb.org/View/2732353</guid>
    </item>
    <item>
      <title>Water Repellent Soils in Geoenvironmental Applications</title>
      <link>https://trid.trb.org/View/2678314</link>
      <description><![CDATA[Water repellency can be intentionally introduced in soils, endowing them with hydrophobic properties. This engineered attribute has proven valuable in various engineering applications, including moisture control in road pavements, foundations, slopes, and expansive soils. Advancements in polymer chemistry and a better understanding of the properties of water-repellent treated soils have accelerated the expansion of their applications, particularly in geoenvironmental contexts. Notably, water-repellent soils possess the capacity to sustain a hydrostatic head and impede water infiltration, making them excellent candidates for use as capillary barriers in landfill covers, liners, and environmental containment systems. This paper offers a review of the key characteristics and studies conducted on water-repellent soils relevant to geoenvironmental applications. It discusses the improved hydraulic and geotechnical properties exhibited by treated soils, which make them highly suitable for various geoenvironmental engineering purposes.]]></description>
      <pubDate>Wed, 15 Jul 2026 16:27:19 GMT</pubDate>
      <guid>https://trid.trb.org/View/2678314</guid>
    </item>
    <item>
      <title>Monitoring the thermal characteristics of surrounding permafrost during bridge operation in unstable and high ice content permafrost site of the Qinghai-Tibet Plateau</title>
      <link>https://trid.trb.org/View/2690176</link>
      <description><![CDATA[Permafrost thermal behavior is a crucial factor for evaluating the engineering geological stability of permafrost regions. Human engineering activities can substantially alter the thermal behavior of the surrounding permafrost, particularly in regions characterized by unstable permafrost with high ice content. In this study, the permafrost thermal regime surrounding bridge piles in an unstable permafrost region with high ice content on the Qinghai-Tibet Plateau during operation was investigated based on temperature data monitored onsite from 2020 to 2025. The results demonstrated that the temperature recovery process in the permafrost surrounding the cast-in-place (CIP) pile was significantly slow. More than five and a half years post-concrete placement, the pile and the adjacent ground (0.75 m from the pile face) experienced sustained temperature increases when compared to the unaffected natural ground. The upper bridge deck resulted in a temperature reduction for the shaded CIP pile, which accelerated the permafrost temperature recovery around the CIP pile. However, the downward thermal development was gradual. Approximately four years were required for the temperature reduction observed at a depth of 6 m. Under climate warming conditions, the thermal stability of the permafrost-surrounding piles in this region requires sustained attention and monitoring.]]></description>
      <pubDate>Wed, 15 Jul 2026 09:23:58 GMT</pubDate>
      <guid>https://trid.trb.org/View/2690176</guid>
    </item>
    <item>
      <title>Investigation of Unbraced Pile Height in Fully Encased Pile Bents of Bridge Structures</title>
      <link>https://trid.trb.org/View/2723438</link>
      <description><![CDATA[This study investigated the structural performance of fully encased steel H-piles used in bridge foundations, with a specific focus on the effects of unbraced pile height resulting from scour conditions. While concrete encasement is widely used to protect piles, its structural contribution is often excluded from axial capacity calculations in current design practice. This research aimed to evaluate the effectiveness of fully encased pile bents in enhancing pile stability and to refine an existing assessment tool for more accurate capacity estimations. The project combined full-scale laboratory testing and finite element (FE) modeling. Two major tests were performed: a threepile fully encased bent subjected to service-level loads and a single encased pile tested to failure. Results showed increased stiffness, increased load-sharing behavior, and a significant gain in axial capacity due to encasement. Validated FE models were used to conduct parametric studies assessing the effects of encasement length, pile length, and axis orientation. Findings confirmed that full encasement and weak-axis restraint significantly improve axial performance. This research supports the inclusion of concrete encasement in pile capacity evaluations and provides engineers with a validated tool for more resilient and cost-effective bridge foundation design.]]></description>
      <pubDate>Tue, 14 Jul 2026 13:34:59 GMT</pubDate>
      <guid>https://trid.trb.org/View/2723438</guid>
    </item>
    <item>
      <title>Guidelines for Use and Design of Deep Foundations for Three-Sided Structures</title>
      <link>https://trid.trb.org/View/2720594</link>
      <description><![CDATA[Buried three-sided structures are widely used for roadway crossings and underpasses. Whereas spread footings are common, deep foundations are required when weak soils, scour risk, or site constraints exist. This study aimed to improve understanding of load-transfer mechanisms and develop guidance for the design of deep foundations supporting buried three-sided structures. A nationwide survey of 34 state department of transportation (DOT) engineers and 12 three-dimensional finite element analyses were conducted. Results show that greater stem wall height and thicker earth cover lead to a more uniform live-load distribution between piles. The most critical condition occurs when the design truck is placed near the roadside, where piles beneath the loaded segment carry the greatest loads. When the truck is centered, the load distribution becomes nearly uniform, and the superposition principle approximately holds for well-designed to conservatively designed piles. Comparison with the traditional moment-of-inertia method indicates that the method overpredicts live loads by about 10%–50%. The study confirms that live-load moments are small enough to be neglected and that current design practice is conservative. These findings provide a rational basis for improved design guidance for pile-supported three-sided structures.]]></description>
      <pubDate>Mon, 13 Jul 2026 08:51:49 GMT</pubDate>
      <guid>https://trid.trb.org/View/2720594</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>Design Guidelines for Bridge Pile Foundations Subjected to Combined Inertial and Liquefaction-Induced Lateral Spreading Loads</title>
      <link>https://trid.trb.org/View/2724825</link>
      <description><![CDATA[Earthquake induced soil liquefaction can result in significant displacements in sloping ground. This type of displacement is referred to as lateral spreading and is considered a substantial hazard to Oregon bridges. One current challenge facing bridge foundation design is the knowledge gap regarding appropriate selection of load factors for combining lateral spreading loads (kinematic) and superstructure inertial loads (inertia). Unfortunately, there is no consensus in design codes for how to combine inertial and kinematic loads. Failure to address this knowledge gap presents challenges for Oregon Department of Transportation (ODOT) engineers and designers. If lateral spreading and superstructure inertial loads interact during an earthquake, neglecting their combined effects could lead to inadequate and unsafe designs. Conversely, overconservatively combining these loads may result in costly, non-constructible foundations, particularly for piles passing through stiff, non-liquefiable crusts overlying deep liquefiable soils on sloped grounds. 

The primary objective of this research is to solidify ODOT’s design guidelines for combining superstructure inertial and lateral spreading loads in a pseudo-static analysis. The inertial and kinematic load interaction factors will be characterized by accounting for differences in seismicity in Eastern and Western Oregon, foundation types, and the complexity levels of design methods utilized in various ODOT projects. The proposed methodology for combining superstructure inertial and lateral spreading loads in a pseudo-static analysis will be detailed in a practice-ready recommended amendment to the ODOT Geotechnical Design Manual (GDM) and ODOT Bridge Design Manual (BDM).]]></description>
      <pubDate>Wed, 08 Jul 2026 14:50:18 GMT</pubDate>
      <guid>https://trid.trb.org/View/2724825</guid>
    </item>
    <item>
      <title>Kosovo Lepence Valley Passage Bridge</title>
      <link>https://trid.trb.org/View/2671479</link>
      <description><![CDATA[This paper describes an alternative design and construction solution for the Kosovo R6 Motorway Project from 2014 to 2019. Sections of the motorway cross mountainous terrain where extremely challenging geotechnical conditions were encountered. Following completion of detailed geotechnical investigations, preliminary results alerted the team to the presence of unstable zones that would require complex slope stability solutions along the alignment, thus increasing the schedule and cost of the project. After considering all challenges, an alternative alignment along a deep narrow valley of the Lepence River was selected, requiring a new 5.75-km-long bridge. To complete this bridge safely and within the schedule and budget, every stage of the execution was considered, planned, and occasionally extensively redesigned accordingly. Numerous different foundation types, piers, pier heads, and beams were designed. For the certainty of the solution, intensive geotechnical investigations were performed under the foundations. The solution required beam launchers from the two ends of the bridge to the center while installation with cranes from the center section in both directions. This was achieved by lowering the longitudinal profile at the bridge center section. Production of beams was carried out in four locations and work fronts. By using hybrid pre- and post-tensioned precast girders, the number of beams decreased. Use of single piers, each carrying a double carriageway, considerably reduced the number of piers. This well-coordinated design and construction plan, executed by an experienced design and build contractor resulted in safe, high-quality, and cost-effective work carried out according to the original project schedule.]]></description>
      <pubDate>Tue, 30 Jun 2026 16:05:36 GMT</pubDate>
      <guid>https://trid.trb.org/View/2671479</guid>
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