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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>
    </image>
    <item>
      <title>Effect of Open-Ended PHC Pile Installation during Embankment Widening on the Surrounding Soil</title>
      <link>https://trid.trb.org/View/1573570</link>
      <description><![CDATA[This paper investigates the effect of jacking two groups of open-ended prestressed high-strength concrete (PHC) piles on an existing highway embankment based on field measurements of excess pore pressure and lateral soil displacement. Excess pore pressure due to pile jacking increased with depth and decreased with increasing distance from the pile; the influence reached a distance of 43 pile diameters from the pile axis. For pile groups, the amount of excess pore pressure dissipated decreased with increasing depth and varied from 54% to 100% in 20 days. Lateral soil displacement and excess pore pressure continued to increase for a period of time after the end of pile jacking, and this could have resulted in significant inclination of piles if pile installation was too quick and pile spacing was too small. Lateral soil displacement due to pile group decreased with decreasing distance to the existing embankment as a result of higher soil stiffness and strength produced by the embankment loading. The effect of pile group installation on the existing embankment was negligible.]]></description>
      <pubDate>Thu, 21 Feb 2019 09:54:58 GMT</pubDate>
      <guid>https://trid.trb.org/View/1573570</guid>
    </item>
    <item>
      <title>Two Underground Pedestrian Passages using Pipe Jacking: Case Study</title>
      <link>https://trid.trb.org/View/1570176</link>
      <description><![CDATA[This case report presents two pedestrian passages underneath an urban expressway with a spacing of 0.5 m, which were constructed using rectangular pipe jacking technology in Nanjing, China. To better understand the field performance and the geoenvironmental impacts of rectangular pipe jacking technology, real-time monitoring was conducted with the installation of measurement devices at 43 measurement points. These points were set up to measure lateral earth pressure, excess pore water pressure, soil lateral displacement, and ground surface settlement. By analyzing field measurement data and operational parameters, this study documents operational parameters throughout the jacking process of two successively constructed tunnels and presents geoenvironmental impacts of the rectangular pipe jacking technology. In this process, the study finds that large ground settlements around the jacking shaft were due to the strong soil-carrying effect of the rectangular pipe jacking technology.]]></description>
      <pubDate>Mon, 31 Dec 2018 15:28:08 GMT</pubDate>
      <guid>https://trid.trb.org/View/1570176</guid>
    </item>
    <item>
      <title>Mechanical Analysis of Secondary Lining of High-Speed Railway Tunnel</title>
      <link>https://trid.trb.org/View/1517366</link>
      <description><![CDATA[To investigate the mechanical responses of secondary lining of high-speed railway tunnel, two numerical models for simulating Reinforced Concrete Secondary Lining (RCSL) and Plain Concrete Secondary Lining (PCSL) are built respectively based on the principle of soil-structure interaction. The simulations are performed under different values of coefficient of lateral pressure (λ). The numerical results indicate that the embedded reinforcement enhances the strength of secondary lining. The coefficient of lateral pressure has significant influence on the secondary lining strength.]]></description>
      <pubDate>Mon, 27 Aug 2018 14:05:55 GMT</pubDate>
      <guid>https://trid.trb.org/View/1517366</guid>
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    <item>
      <title>Postbuckling Behavior of Shear-Deformable Anisotropic Laminated Cylindrical Panels under External Lateral Pressure</title>
      <link>https://trid.trb.org/View/1124850</link>
      <description><![CDATA[A postbuckling analysis for a shear-deformable anisotropic laminated cylindrical panel of finite length is presented, subjected to external lateral pressure based on a boundary-layer theory of shell buckling. The material properties of each layer of the panel are assumed to be linearly elastic. The governing equations are based on a higher-order shear-deformation shell theory with a von Karman–Donnell type of kinematic nonlinearity and including extension/twist, extension/flexural, and flexural/twist couplings. The nonlinear prebuckling deformations and initial geometric imperfections of the panel are both taken into account. A singular perturbation technique is employed to determine the buckling loads and postbuckling equilibrium paths. The numerical illustrations concern the postbuckling behavior of perfect and imperfect moderately thick, anisotropic laminated cylindrical panels under different values of panel parameters and stacking sequence. The new finding reveals that a circumferential stress exists along with an associate shear stress and twisting when the moderately thick anisotropic laminated cylindrical panel is subjected to external lateral pressure.]]></description>
      <pubDate>Wed, 25 Jan 2012 14:23:19 GMT</pubDate>
      <guid>https://trid.trb.org/View/1124850</guid>
    </item>
    <item>
      <title>Wedge Anchor for Fiber Reinforced Plastics (FRP)</title>
      <link>https://trid.trb.org/View/1082871</link>
      <description><![CDATA[Anchoring of fiber reinforced plastics (FRP) is a difficult task, because of the high axial and low lateral strength. Most anchorages found in literature use epoxy resin to establish the interface between the FRP-tendon and the anchorage itself. The anchoring process is time consuming and often multiple steps are necessary. Wedge anchorages were used with great success for anchorages for steel strands. To achieve an efficient, economic and easily applicable anchoring system, special wedges were developed for FRP. The special design of the wedges provides an evenly distributed lateral pressure and shear stress along the wedge FRP – interface. Therefore high anchoring loads are possible. Experiments were performed on strips and rods made of CFRP and GFRP using epoxy bonded and friction only interfaces. The tests showed a high efficiency in terms of ultimate load and that the economic friction only interface transfers higher loads than the epoxy bonded one.]]></description>
      <pubDate>Wed, 15 Dec 2010 08:52:21 GMT</pubDate>
      <guid>https://trid.trb.org/View/1082871</guid>
    </item>
    <item>
      <title>Field Measurement of Concrete Lateral Pressure in Formwork</title>
      <link>https://trid.trb.org/View/924752</link>
      <description><![CDATA[Knowledge of concrete lateral pressure is critical for the economical and safe design of concrete formwork. Innovations in concrete mixtures and construction techniques are frequently implemented. As a result, frequent updating of the recommended theories in the ACI 347 standard for predicting the maximum lateral pressure has become necessary. Some important parameters, such as pore water pressure, cannot be fully represented in a small lab scale experiment. Thus, field studies on full scale placements are necessary. This paper reports on measurement methods used to collect data under field conditions in studies conducted by this researcher and others. The objective of the paper is to present the experimental approaches for the benefit of other researchers contemplating similar research.]]></description>
      <pubDate>Thu, 29 Jul 2010 09:23:50 GMT</pubDate>
      <guid>https://trid.trb.org/View/924752</guid>
    </item>
    <item>
      <title>Lateral Pressures Behind Retaining Walls Backfilled with Tire Derived Aggregate</title>
      <link>https://trid.trb.org/View/911375</link>
      <description><![CDATA[Tire derived aggregate (TDA) consists of tires cut into pieces typically ranging in size from 0.5 in. (12 mm) and 12 in. (305 mm) and has been used as a construction material in several states over 20 years for various applications including lightweight fill, thermal insulation, vibration attenuation, and drainage layers.  A special case of use as lightweight fill is backfill for retaining walls.  Over the past decade the use of TDA as backfill for retaining walls has been studied in a series of five full-scale instrumented projects.  The primary goal of these projects was to measure earth pressures behind retaining walls backfilled with TDA.  The data was used to make inferences relative to post-construction lateral earth pressure coefficients and to quantify potential benefits in terms of reduced lateral pressures and reduced overturning moments acting on the structures.  The data supports the use of a lateral pressure coefficient, K, equal to 0.3 for TDA used as backfill for cantilever retaining walls with TDA layers up to 10 ft (3 m) thick.  For a typical unit weight of TDA, ã = 50 pcf (7.9 kN/m3), the resulting equivalent fluid pressure would be 15 pcf (2.4 kPa/m).  The use of the lower equivalent fluid pressure for the TDA could lower design lateral pressures on the wall stem and could result in a reduction of the resultant moment at the base of the retaining wall.]]></description>
      <pubDate>Sun, 30 May 2010 07:44:15 GMT</pubDate>
      <guid>https://trid.trb.org/View/911375</guid>
    </item>
    <item>
      <title>Lateral Performance of Full-Scale Bridge Abutment Wall with Granular Backfill</title>
      <link>https://trid.trb.org/View/886726</link>
      <description><![CDATA[Bridge abutments typically contain a backwall element that is designed to break free of its base support when struck by a bridge deck during an earthquake event and push into the abutment backfill soils. Results are presented for a full-scale cyclic lateral load test of an abutment backwall configured to represent the dimensions (1.7 m height), boundary conditions, and backfill materials (compacted silty sand) that are typical of California bridge design practice. An innovative loading system was utilized that operates under displacement control and that assures horizontal wall displacement with minimal vertical displacement. The applied horizontal displacement ranged from null to approximately 11% of the wall height (0.11H). The maximum earth pressure occurred at a wall displacement of 0.03H and corresponded to a passive earth pressure coefficient of K and subscript p=16.3. The measured force distribution applied to the wall from hydraulic actuators allowed the soil pressure distribution to be inferred as triangular in shape and the mobilized wall-soil interface friction to be evaluated as approximately one-third to one-half of the soil friction angle. Post-test trenching of the backfill showed a log-spiral principal failure surface at depth with several relatively minor shear surfaces further up in the passive wedge. The ultimate passive resistance is well estimated by the log-spiral method and a method of slices approach. The shape of the load-deflection relationship is well estimated by models that produce a hyperbolic curve shape.]]></description>
      <pubDate>Thu, 30 Apr 2009 08:08:30 GMT</pubDate>
      <guid>https://trid.trb.org/View/886726</guid>
    </item>
    <item>
      <title>Use of Thixotropy-Enhancing Agent to Reduce Formwork Pressure Exerted by Self-Consolidating Concrete</title>
      <link>https://trid.trb.org/View/850327</link>
      <description><![CDATA[Evaluation of a thixotropy-enhancing agent's (TEA's) impact on formwork lateral pressure and thixotropy variations in self-consolidating concrete (SCC) with a slump flow consistency of 650 ± 15 mm (24.3 ± 0.6 in.) is the object of this paper. Testing was performed on six mixtures containing various TEA concentrations, as well as a high-range water-reducing admixture based on either polycarboxylate or melamine. Comparison of results were made with similar SCC mixtures made with a conventional viscosity-enhancing admixtures (VEAs), including cellulose-based, powder polysaccharide, and liquid polysaccharide. That TEA use can significantly increase thixotropy degree and reduce formwork pressure when compared with similar conventional VEA-containing mixtures is shown through test results. This is attributed to this agent's thixotropic nature, which enables rapid cohesiveness recovery of the material following some time at rest. TEA combined with either cellulose-based or powder polysaccharide VEA at low concentration was found to increase pressure drop rate and reduce maximum initial pressure with time when compared with only conventional VEA-containing SCC at similar concentration. With time, better fluidity retention resulted from the TEA/VEA combinations. A good relationship exists between thixotropy and lateral pressure determined from SCC mixtures containing various TEA concentrations and/or low conventional VEA concentrations. The higher the thixotropy degree, the less lateral pressure development in the mixture. This is attributed to the reversible thixotropy effect that enables material shear strength properties to increase after some resting time.]]></description>
      <pubDate>Fri, 21 Mar 2008 08:49:40 GMT</pubDate>
      <guid>https://trid.trb.org/View/850327</guid>
    </item>
    <item>
      <title>An Innovative Method in Dry Jet Mixing for Improvement of Column Quality in Deeper Layers</title>
      <link>https://trid.trb.org/View/802625</link>
      <description><![CDATA[The improved depth of dry jet mixing (DJM) in China is limited to being less than 15m due to the limitations of DJM machine; and the strength of soil-cement columns reduces with depth. An innovation method in DJM for improvement column quality in deeper layers in China is presented. A remarkable combined method of DJM with prefabricated vertical drains (PVD), termed DJM-PVD combined method, is innovated and successfully practiced in a highway project on very soft clay in Jiangsu, China. The field experiment results indicate that DJM-PVD combined method makes the installation of DJM columns more easily, especially in deeper layers, enabling the mixing of columns more homogeneously, consequently effectively increasing the strength of DJM columns. In addition, DJM-PVD combined method utilize the lateral pressure and shear stress during the DJM installation as a powerful way of accelerating the consolidation of surrounding clays through PVD, consequently effectively increasing the strength of surrounding clays. The procedures used for DJM-PVD combined method, the instrumentation and the field monitoring data about columns strength, such as standard penetration test (SPT) blow counts and the unconfined compression strength (UCS) of DJM columns core samples, are described. Several potential reasons concerning improvement of PVD on columns strength in DJM-PVD combined method are discussed.]]></description>
      <pubDate>Fri, 16 Mar 2007 10:55:24 GMT</pubDate>
      <guid>https://trid.trb.org/View/802625</guid>
    </item>
    <item>
      <title>Behavior of Buried Flexible Pipe Under High Fills and Design Implications</title>
      <link>https://trid.trb.org/View/793365</link>
      <description><![CDATA[The existing design guidelines for buried flexible pipes are limited to depth up to 10 m. The increasing use of difficult terrains for infrastructure, landfills, and residential and industrial developments has prompted installation of drainage pipelines under 20–30 m high fills. This paper presents the behavior of an instrumented flexible pipe buried under a 47.1 m deep fill. For filling above 20 m, the measured vertical stress above the pipe exhibited a concave distribution, corresponding to 90 and 110% of the average vertical pressure at the center and edges of the pipe, respectively. The measured results suggest that a triangular lateral pressure distribution can lead to overly conservative and uneconomical results for high fills while Spangler's analysis is unconservative. Based on the measured results, a revised vertical and lateral earth pressure diagram was proposed for the design of flexible pipe under high fills >20 m. This paper proposes closed-form analyses for estimating the moments and displacements of the pipe subjected to high fill earth pressures. These closed-form solutions agree well with the measured pipe displacements and strains.]]></description>
      <pubDate>Tue, 28 Nov 2006 10:11:11 GMT</pubDate>
      <guid>https://trid.trb.org/View/793365</guid>
    </item>
    <item>
      <title>Passive Earth Pressure Mobilization During Cyclic Loading</title>
      <link>https://trid.trb.org/View/793256</link>
      <description><![CDATA[The passive resistance measured in a series of full-scale tests on a pile cap is compared with existing theories. Four different soils were selected as backfill in front of the pile cap and the load-deflection relationships under cyclic loading were investigated. The log spiral theory provided the best agreement with the measured passive resistance. The Rankine theory significantly underestimated the passive force, while the Coulomb theory generally overestimated the resistance. The displacement necessary to mobilize the maximum passive force was compared with previous model and full-scale tests and ranged from 3.0 to 5.2 percent of the cap height. A hyperbolic model provided the best agreement with the measured backbone passive resistance curve compared with recommendations given by Caltrans and the U.S. Navy. However, this model overestimated the passive resistance for cyclic loading conditions due to the formation of a gap between the pile cap and backfill soil and backfill stiffness reduction. Based on the test results, the cyclic-hyperbolic model is developed to define load-deflection relationships for both virgin and cyclic loading conditions with the presence of a gap.]]></description>
      <pubDate>Mon, 20 Nov 2006 10:10:06 GMT</pubDate>
      <guid>https://trid.trb.org/View/793256</guid>
    </item>
    <item>
      <title>Discussion of "Ultimate Lateral Resistance to Piles in Cohesionless Soils" by Linyang Zhang, Francisco Silva, and Ralph Grismala</title>
      <link>https://trid.trb.org/View/792791</link>
      <description><![CDATA[The discusser considers one important point in the author's research -- support for the authors' inclusion of Prasad and Chari's 1999 lateral soil pressure and side shear distribution. The discusser cites a design nomograph prepared in 1947 by the late P.C. Rutledge for the Outdoor Advertising Association of America. The nomograph includes a design for lateral pressure distribution and the resultant horizontal forces against an embedded pole foundation resisting lateral wind loading against outdoor signs. The discusser notes the close matching of the Rutledge nomograph to the work of Prasad and Chari and concurs with the authors' choice to include the latter in their research on the distribution of rigid piles.]]></description>
      <pubDate>Fri, 20 Oct 2006 16:05:30 GMT</pubDate>
      <guid>https://trid.trb.org/View/792791</guid>
    </item>
    <item>
      <title>Effect of W/CM and High-Range Water-Reducing Admixture on Formwork Pressure and Thixotropy of Self-Consolidating Concrete</title>
      <link>https://trid.trb.org/View/784362</link>
      <description><![CDATA[The authors assess the effect of water-cement material ratio (w/cm) and high-range water-reducing admixture (HRWRA) on variations of formwork pressure and thixotropy of self-consolidating concrete (SCC).  Experiments on SCC were performed using polycarboxylate acid-based, and polynaphthalene sulphonate and polymelamine sulphonate HRWRA.  In addition, the degree of thixotropy and its influence on lateral pressure development were assessed by rheological measurements.  Conclusions from this study include: that the development of formwork pressure exerted by SCC can be related to thixotropy; the w/cm affects both the lateral pressure and thixotropy of the SCC; that the type of HRWRA has little effect on the maximum initial pressure of any given w/cm; and that the incorporation of a water-reducing agent lessens the rate of build-up in shear strength properties.]]></description>
      <pubDate>Wed, 23 Aug 2006 07:58:51 GMT</pubDate>
      <guid>https://trid.trb.org/View/784362</guid>
    </item>
    <item>
      <title>Compression Field Modeling of Confined Concrete: Constitutive Models</title>
      <link>https://trid.trb.org/View/787574</link>
      <description><![CDATA[It has been widely recognized that the behavior of confined concrete depends upon the level of confinement. Brittleness or ductility is a function of the state of compressive stresses, unconfined concrete strength, volumetric expansion, and concrete softening. Constitutive models for strength enhancement, concrete dilatation, and a new stress-strain relationship for concrete in triaxial compression are proposed. The load-carrying capacity of confined concrete is predicted by utilizing an Ottosen-type surface with newly developed coefficients that account for a wide range of confinement levels (lateral pressures up to 100% of the unconfined concrete strength) and unconfined concrete strengths from 20 to 130  MPa. Concrete dilatation is modeled as a function of the lateral pressure ratio and concrete strength and can reach values beyond the limit of uncompressibility. Experimental results are used to corroborate the new models at the material level, producing accurate agreement.]]></description>
      <pubDate>Wed, 23 Aug 2006 07:58:49 GMT</pubDate>
      <guid>https://trid.trb.org/View/787574</guid>
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