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    <title>Transport Research International Documentation (TRID)</title>
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    <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>
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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>Aerothermal–Heat Transfer Coupling Calculation Method Based on Whole Ballistic Iteration</title>
      <link>https://trid.trb.org/View/2573135</link>
      <description><![CDATA[Aiming at the coupling problem between the aerothermal environment of an aircraft’s flow field and the thermal response of its structural field, this paper proposes a novel coupling calculation method based on whole ballistic iteration, which integrates the strengths of both unidirectional and bidirectional sequential coupling methods. By eliminating the pre- and postdependency relationships between anchor thermal environments (anchor points refer to the specific times throughout the trajectory when information is exchanged between the flow field and structure field), the method enables simultaneous calculation of all anchor thermal environments, thereby reducing the overall actual simulation duration. Furthermore, it iteratively solves the flow field and the structural field throughout the entire trajectory, facilitating effective negative feedback between these two fields. This iterative process significantly minimizes systematic errors caused by interpolation and hot wall correction in the coupling solution process, thereby enhancing the accuracy of the coupling calculation. The effectiveness of this method is first validated by the round tube coupling test, characterized by its regular shape, single-material composition, and continuous wall temperature distribution. By modifying the experimental model and conditions, the role of temperature increase and wall temperature discontinuity in distinguishing the advantages and disadvantages of coupling calculation methods is qualitatively demonstrated. Then the effectiveness of this method is further validated by the more complex MF-1 model flight test, which involves significant temperature increase and discontinuities. Notably, the coupling test data with significant temperature increase and wall temperature discontinuity can better distinguish the advantages and disadvantages of the coupling calculation methods. Further analysis confirms that the authors' proposed method improves calculation accuracy with fewer anchors and significantly reduces overall actual simulation duration when more anchors are used. Consequently, this coupling calculation method holds significant potential for application in aerothermal–heat transfer simulations of aircraft along their trajectories.]]></description>
      <pubDate>Thu, 31 Jul 2025 16:43:38 GMT</pubDate>
      <guid>https://trid.trb.org/View/2573135</guid>
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    <item>
      <title>Long-Term Behavior of Ground Anchors and Tieback Walls</title>
      <link>https://trid.trb.org/View/2549172</link>
      <description><![CDATA[The purpose of this project is to advance the state of knowledge on the long-term behavior of ground anchors and make practical recommendations. Two important issues were addressed: long-term movements and corrosion. For the long-term movements, some of the main findings from the physical and numerical simulations are: 1. Given the same total anchor length, grouted anchors with a short tendon bond length have higher capacities and lower creep rates than grouted anchors with a long tendon bond length. 2. The capacity of grouted anchors in a stiff clay was found to increase over five years even when under load over the five years. 3. The power law model s₁/s₂=(t₁/t₂)n  where s₁ and s₂ are the anchor movements at time t₁ and t₂ fits the data well and may be used to predict long-term movements. 4. A delayed failure occurred in triaxial tests on a clay when the stress level was larger than the yield stress of the soil. 5. Long-term horizontal movements can develop in anchored walls if the vertical capacity of the soldier piles is not sufficient to resist the downdrag from the retained soil. 6. The power law model can also be used for the long-term movement of walls. 7. The bending moment profile over the long term tends to shift towards smaller moments at the anchor points. 8. The anchor loads seem to vary very little as a function of time (±10% after five years). 9. An earth pressure coefficient chart is given to design anchored walls for a targeted deflection. For the corrosion issues, some of the main findings from the laboratory tests and literature review are: 1. Anchor failures have been reported and attributed primarily to a lack of protection and bending stresses. 2. About half of the failures occurred at the anchor head, half within the unbonded length, and very few within the bonded length. 3. The time to failure varied from a few weeks to 31 years. 4. The usual indicators of corrosion were confirmed by laboratory tests: soil resistivity, soil pH. 5. The Electrochemical Impedance Spectroscopy test (EIS) is proposed for measuring the corrosion rate for a given soil. 6. The EIS tests performed in the laboratory showed that the corrosion rate of the steel varies drastically for various protection coatings from 0.34 mm/yr for no protection to 10 to the -8 power mm/yr for fusion bonded epoxy with 3 x 10 to the -3 power mm/yr for grout cover. 7. The time to failure of an anchor can be estimated once the corrosion rate is known.]]></description>
      <pubDate>Tue, 24 Jun 2025 17:43:09 GMT</pubDate>
      <guid>https://trid.trb.org/View/2549172</guid>
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    <item>
      <title>Seismic Design of Anchored Bulkheads: The Geotechnical Perspective</title>
      <link>https://trid.trb.org/View/1650836</link>
      <description><![CDATA[Geotechnical design of anchored bulkheads is largely dependent on the static and seismic increment of active lateral earth pressures acting on the bulkhead, and the lateral resistance provided by the passive earth pressure and anchor systems. The geotechnical design approach for bulkhead design under earthquake conditions has historically been based on approaches developed for dry, uniform soils, rigid walls, or piles, with adjustments intended to account for wall flexibility. Considering the limitations associated with these historical procedures and the widespread adoption of performance-based seismic design principals in contemporary port practice, the ASCE COPRI Task Committee for Seismic Design of Bulkheads has reviewed existing design methods and developed a supplemental approach that supports the need for deformation-based seismic design of anchored bulkheads. This approach will be part of a new guidelines document for seismic design of anchored bulkheads. This paper summarizes the strengths and weaknesses of current seismic design methods, and provides suggested practice-oriented, force- and deformation-based analysis approaches for use by geotechnical engineers. A companion paper will discuss related structural design issues. The guidelines are anticipated to be published in early 2020.]]></description>
      <pubDate>Tue, 24 Mar 2020 10:51:37 GMT</pubDate>
      <guid>https://trid.trb.org/View/1650836</guid>
    </item>
    <item>
      <title>Retaining Walls: Structural Protection</title>
      <link>https://trid.trb.org/View/1549433</link>
      <description><![CDATA[This article describes the different types of structural protection that can be gained with the use of retaining walls and revetments.  The author familiarizes readers with some of the associated vocabulary and types of walls available, including gabions, a rock breast wall, articulated block walls, mechanically-stabilized earth walls, crib walls, geogrids, reinforced earth walls, welded wire walls, and anchored retaining walls. For each type, a typical application and setting are presented. Additional topics covered include stability requirement, biotechnology and retaining walls, vegetated versus non-vegetated walls, and habitat and aesthetics. The author concludes by reviewing the factors to be considered when choosing a retaining wall, including footprint, loading, design limitations of manufactured materials, drainage, soil type, and costs.]]></description>
      <pubDate>Mon, 24 Sep 2018 10:05:25 GMT</pubDate>
      <guid>https://trid.trb.org/View/1549433</guid>
    </item>
    <item>
      <title>Dani Creek Landslide: Anchored Soldier Pile Wall in Franciscan Mélange</title>
      <link>https://trid.trb.org/View/1503023</link>
      <description><![CDATA[The topic of this case history is the Dani Creek Landslide and some of the issues associated with the design, construction, and on-going monitoring of the landslide and constructed anchored soldier pile wall including: 1) Identification of the boundaries of active landsliding within a larger dormant landslide through surface monitoring and installation of slope inclinometers and time domain reflectometer instrumentation; 2) Characterization of the strength and index properties of highly heterogeneous geologic materials encountered in Franciscan Mélange for use in limit equilibrium slope stability modeling; 3) Characterization and modeling of a complex groundwater regime defined by multiple zones of perched groundwater; 4) Challenging construction access including design and construction of a temporary soil nail shoring wall and construction and maintenance of working benches on a moving landslide; 5) Highly variable drilling conditions and mitigation measures to overcome groundwater infiltration and caving into soldier pile and ground anchor excavations; and 6) Instrumentation of ground anchors with load cells to monitor long term performance of ground anchors within the retained mass.]]></description>
      <pubDate>Wed, 28 Feb 2018 09:34:24 GMT</pubDate>
      <guid>https://trid.trb.org/View/1503023</guid>
    </item>
    <item>
      <title>Behavior of Anchored Carbon Fiber-Reinforced Polymer Strips Used for Strengthening Concrete Structures</title>
      <link>https://trid.trb.org/View/1406783</link>
      <description><![CDATA[The anchorage of carbon fiber-reinforced polymer (CFRP) strips using CFRP anchors is gaining acceptance in strengthening applications of concrete members. CFRP anchors can fully develop the strength of CFRP strips when adequately detailed. However, parameters that influence the behavior and strength of CFRP strips and anchors are not well understood. In this study, 26 tests on concrete beams were conducted to study the influence of five key parameters on CFRP anchor effectiveness: 1) the width of the anchored CFRP strip; 2) the material ratio of CFRP anchor to CFRP strip; 3) the concrete strength; 4) the length/angle of anchor fan; and 5) the bond condition between a CFRP strip and concrete. Results indicate that narrow anchored CFRP strips developed higher stresses at fracture than wide strips and required smaller anchor material ratios to be fully developed. Test results provide valuable data for designing anchored CFRP strengthening systems.]]></description>
      <pubDate>Thu, 26 May 2016 14:50:58 GMT</pubDate>
      <guid>https://trid.trb.org/View/1406783</guid>
    </item>
    <item>
      <title>Seismic Design of the Uniform Wharf in Guam</title>
      <link>https://trid.trb.org/View/1302925</link>
      <description><![CDATA[This paper reviews the seismic design performed for the replacement of a 373-meter-long (1,224-foot-long) naval wharf located in Apra Harbor in the U.S. Territory of Guam. Design challenges included in the paper are associated with eliminating the interference between the structural components of the new and existing walls, accommodating the uneven alignment of the existing wall, and incorporating the limited soil improvement possible at the corner region. The existing wall, constructed originally in 1948, consists of a sheet pile wall anchored to a sheet pile tieback wall. The wharf has not been in use since 1993 because of the significant damage it suffered after the magnitude 8.0 earthquake. Extensive liquefaction was deemed the main reason for the structural damage observed. The replacement wharf, currently under construction way, consists of a new anchored sheet pile wall outboard of the existing face of the wall while leaving the existing structure in place. The new structure includes soil improvement behind the sheet pile wall to mitigate the effects of probable liquefaction during future seismic events.]]></description>
      <pubDate>Fri, 23 May 2014 13:40:11 GMT</pubDate>
      <guid>https://trid.trb.org/View/1302925</guid>
    </item>
    <item>
      <title>Finite Element Analysis for Stress Mechanism of Prestressed-Dispersed Anchor Cantilever Retaining Wall</title>
      <link>https://trid.trb.org/View/1110136</link>
      <description><![CDATA[The prestressed-dispersed anchor cantilever retaining wall is a novel combined retaining structure. In this paper, the earth pressure distribution, the displacement of retaining wall, force of anchor cable, and the stress of anchor plates were analyzed with finite element method. The analysis results show that the earth pressure increases linearly along the wall height from top to bottom, approximately. The total earth pressure value is between the values of active earth pressure and at-rest earth pressure. The wall displacement of the wall can be reduced effectively with prestressed anchor cable and plate. The structural stability of the retaining wall is also improved. The conclusions in this paper can provide a base for the design and calculation of this kind of retaining wall.]]></description>
      <pubDate>Mon, 08 Aug 2011 14:22:14 GMT</pubDate>
      <guid>https://trid.trb.org/View/1110136</guid>
    </item>
    <item>
      <title>Deformation of Anchor-Sheet Pile Wall Retaining System at Deep Excavations in Soft Soils Overlying Bedrock</title>
      <link>https://trid.trb.org/View/968689</link>
      <description><![CDATA[This contribution gives a case study on the deformations of anchor back-tied steel sheet pile walls and retained soils at deep excavations in soft soils overlying bedrock in Stockholm. Instrumentation results show the deformation of the retained soils is larger than that from similar case histories. The monitored anchor stresses increase quickly in the early stages of excavation and decease gradually to a constant value during later stages, while the lateral displacements of the sheet pile walls increase gradually. The results of both monitoring and numerical analysis show that this dynamic feature becomes weak as the thickness of the underlying soils is small. The decrease of the anchor stresses is mainly due to the flectional behavior of the sheet pile wall and the stress rotation in the retained soils.]]></description>
      <pubDate>Tue, 19 Oct 2010 07:48:04 GMT</pubDate>
      <guid>https://trid.trb.org/View/968689</guid>
    </item>
    <item>
      <title>Influence of a Deep Silt Layer on Performance of an Anchored Bulkhead</title>
      <link>https://trid.trb.org/View/933324</link>
      <description><![CDATA[This paper describes how the Commission of Public Docks completed construction of an anchored bulkhead at Terminal 2 on the Willamette River in 1968. The bulkhead was built as part of a container handling facility. The principal structural members in the bulkhead were 74 ft. (23 m) long sheetpiles with 32 ft. (10 m) of exposed height above a dredgeline which extended out from the bulkhead on a two to one slope. 100 ft. (30 m) tie rods 3.5 in. (9 cm) in diameter connected the bulkhead to a sheetpile anchor wall. The bulkhead was built in an area underlain by loose silty sand and was backfilled by hydraulic dredging. The discovery of a 5 ft. (1.5 m) thick layer of soft silt near the tips of the sheetpiles required modification of the design after construction was in progress. The influence of this silt layer and the adequacy of the design changes were studied with an extensive instrumentation system developed especially for that purpose. The monitoring program continued during construction and for the next four years of service of the bulkhead. This paper documents the comparison between the predicted and observed influence of the silt layer on the structure.]]></description>
      <pubDate>Thu, 16 Sep 2010 12:42:09 GMT</pubDate>
      <guid>https://trid.trb.org/View/933324</guid>
    </item>
    <item>
      <title>Termination and Transition of Temporary Concrete Barrier</title>
      <link>https://trid.trb.org/View/909464</link>
      <description><![CDATA[For the research studies described herein two new technologies were developed for temporary concrete barriers (TCBs). The first project developed an economical method for terminating and anchoring the upstream end of TCB systems. The second developed a TCB approach transition for attachment to permanent concrete median barriers. Both designs were configured for use with the Kansas F-shape TCB that is currently used by several states participating in the Midwest Pooled Fund Program. These efforts were performed in accordance with the Test Level 3 (TL-3) guidelines found in the Manual for Assessing Safety Hardware 2008 (MASH). The termination and anchorage system allowed for a significant reduction in the number of barrier segments required upstream from the length of need and for use in anchoring a free-standing TCB system. The anchorage system was configured to effectively constrain the end of the TCB system for impacts as far upstream as the first anchored barrier segment. Full-scale crash testing demonstrated that the impacting vehicle was safely and smoothly redirected, and the test was judged acceptable according to the TL-3 safety criteria set forth in MASH. The approach transition was developed for attaching free-standing TCBs to permanent concrete median barriers. Evaluation of the approach transition required testing at two Critical Impact Point (CIP) locations. Full-scale crash testing demonstrated that the impacting vehicle was safely and smoothly redirected, and the testing of the approach transition was judged acceptable according to the TL-3 safety criteria set forth in MASH.]]></description>
      <pubDate>Mon, 25 Jan 2010 10:14:18 GMT</pubDate>
      <guid>https://trid.trb.org/View/909464</guid>
    </item>
    <item>
      <title>Reinforced Concrete Walls with Vulnerable Foundations</title>
      <link>https://trid.trb.org/View/850831</link>
      <description><![CDATA[Moment capacities of shallow foundations are compared with those of reinforced concrete walls in order to determine the likelihood of exceeding the bearing capacity of the supporting soil in buildings subjected to strong ground motions. Recommendations are made regarding the appropriate modeling at the base of first-story walls in compliance with the moment-capacity axial load interaction of the supporting foundations.]]></description>
      <pubDate>Thu, 27 Mar 2008 10:26:59 GMT</pubDate>
      <guid>https://trid.trb.org/View/850831</guid>
    </item>
    <item>
      <title>Closure to "Three-Dimensional Responses of a Tied-Back Excavation through Clay" by Richard J. Finno and Jill F. Roboski</title>
      <link>https://trid.trb.org/View/794237</link>
      <description><![CDATA[In regard to the magnitude of the preload, the authors note that quantification of the relative merits of prestressing the ground anchors at either 75% or 100% of the design load is difficult. In their paper, the authors report that the first two level of ground anchors, located in beach sand, were nearly at the same elevation. This was physically possible only because the contractor horizontally staggered the anchors in these two rows. The authors further state that in order to evaluate response differences that are strictly the result of differences in the prestress, one would need excessively detailed three-dimensional numerical analyses. The authors cite Finno et al. (2002) regarding presentation of data from instrumented anchors collected at a different Chicago excavation. Results show that the anchors, locked off at 100% of the design loads, remained essentially constant throughout the excavation. As for the discusser's query about optimal prestress value, the authors are unaware of any supporting numerical studies or performance data.]]></description>
      <pubDate>Tue, 28 Nov 2006 10:11:12 GMT</pubDate>
      <guid>https://trid.trb.org/View/794237</guid>
    </item>
    <item>
      <title>Discussion of "Three-Dimensional Responses of a Tied-Back Excavation through Clay" by Richard J. Finno and Jill F. Roboski</title>
      <link>https://trid.trb.org/View/794236</link>
      <description><![CDATA[The discusser notes the importance of research on the accurate monitoring of tied back walls and the proximal soils. However, the discusser questions the authors' decision to lock off the anchors after testing at a prestress equal to the design load. In considering the specification of lock off loads being only a percentage of the design load (50% to 80%) after prestress testing, the discusser wonders what the prestress tests might have revealed had the design load been locked in at 75%. The discusser also wonders whether the enhanced prestress values could be used in the design, given that it has been suggested that the application of prestress may have a stiffening effect on the elastic modulus of the soils behind the wall.]]></description>
      <pubDate>Tue, 28 Nov 2006 10:11:12 GMT</pubDate>
      <guid>https://trid.trb.org/View/794236</guid>
    </item>
    <item>
      <title>TEMPORARY EXCAVATION SUPPORT SYSTEM FOR A NEW RAILWAY BRIDGE AND HIGHWAY UNDERPASS IN PITTSBURGH</title>
      <link>https://trid.trb.org/View/755295</link>
      <description><![CDATA[Until recently, traffic exiting Pittsburgh would use the West End Bridge to cross the Ohio River to become entangled in the West End Circle, which consisted of two railway overpasses each out-of-alignment wit the West End Bridge.  A roadway improvement project involving the construction of a new railway bridge and highway under[ass was undertaken to eliminate this traffic circle and provide a direct connection between the West End Bridge and State Route 19.  Brayman Construction Corporation has since completed this project.  This paper provides a summary of the design and construction sequencing of a temporary sheet pile excavation support system that was constructed to facilitate the completion of this project.  The excavation support system consisted of opposing sheet pile walls (shoring and anchor walls) cross-tied with prestressed tendons beneath the railroad corridor.  The general arrangement of this system is shown in permissible levels specified by the railway owner, and the reuse of the phrase one shoring wall as the shoring wall for the second phase of bridge construction eliminated the need to extract and re-drive sheeting, resulting in reduced displacements and construction time.]]></description>
      <pubDate>Mon, 18 Apr 2005 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/755295</guid>
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