<rss version="2.0" xmlns:atom="https://www.w3.org/2005/Atom">
  <channel>
    <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" />
    <description></description>
    <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>Connecticut Permanent Long-Term Bridge Monitoring Network Volume 4: Monitoring of Curved Steel Box-Girder Composite Bridge – I-84 EB Flyover to I-91 NB in Hartford (Bridge #5868)</title>
      <link>https://trid.trb.org/View/1402170</link>
      <description><![CDATA[This report describes the instrumentation and data acquisition for a continuous curved steel box-girder composite bridge in Connecticut. The computer-based remote monitoring system was installed in 2001, with accelerometers, tilt meters and temperature sensors. The bridge is part of a network of bridges in a long-term research project to evaluate the performance of a variety of bridges in Connecticut. Data have been collected over a multi-year period using normal vehicular traffic. A series of papers has been generated to explore the behavior of this bridge and to provide information to the Department of Transportation. The first study involved the development, implementation and evaluation of the initial data obtained from the monitoring system. This included a study of the large temperature gradients due to both annual climate changes and the position of the sun during the day. The goal was to explain the cause of torsion cracking in the tall slender concrete interior column supports. The second study used data collected over a multi-year period to develop benchmark parameters to use for structural health monitoring. Methods reviewed included natural frequency based methods, the modal assurance criterion, the signature assurance criterion, sensitivity coefficients of natural frequencies, and tilt meter data. The goal was to use ambient field monitoring data to detect changes in the structural integrity of the bridge. In the next study the improvement in bandwidth of the upgraded system is identified. The final study described in this report identifies and quantifies different data qualification measures needed for the structural health monitoring of this bridge.]]></description>
      <pubDate>Wed, 27 Apr 2016 17:54:07 GMT</pubDate>
      <guid>https://trid.trb.org/View/1402170</guid>
    </item>
    <item>
      <title>Launching of the San Cristobal Bridge</title>
      <link>https://trid.trb.org/View/802603</link>
      <description><![CDATA[The San Cristobal Bridge in Chiapas, Mexico, is a three-span (71.5, 180, and 71.5 m) curved steel composite and orthotropic box girder erected by incremental launching. Lessons learned from the collapse during launching of the San Cristobal Bridge as well as the redesign and relaunching of the new bridge are discussed. After the collapse of the San Cristobal Bridge, T. Y. Lin International was hired by the new contractor, Ingenieros Civiles Asociados, to investigate the cause of the collapse of the original bridge, check the redesign of the bridge, and perform the erection engineering of the bridge. From the site investigation, it was concluded that the collapse of the structure was caused primarily by the failure of the shear studs and the consequent loss of composite action of the girder cross section over Pier 2. To ensure the safe erection of the structure, the redesign of the new bridge included the following changes: addition of shear studs, increase of deck posttensioning during launching, increase of the concrete slab strength, and addition of stiffeners to the bottom flange and webs. To match the predicted and measured deflections during launching, a calibration of the effective deck inertias (consistent with a 12 × t sub slab and contrary to the AASHTO specifications) was necessary to account for the effects of shear lag and the actual effective slab width.]]></description>
      <pubDate>Fri, 06 Apr 2007 08:15:03 GMT</pubDate>
      <guid>https://trid.trb.org/View/802603</guid>
    </item>
    <item>
      <title>STEEL BOX GIRDERS ARE SQUEEZED INTO TIGHT CURVE</title>
      <link>https://trid.trb.org/View/269416</link>
      <description><![CDATA[A steel box girder overpass swings up over a wide swath of railroad tracks on a nearly 90-deg turn to unplug a traffic bottleneck in the City of South San Francisco.  The choice of a steel box girder for the bridge was dictated by a requirement that no shoring interfere with trains.  Each of the two trapezoidal box structures is supported on a single line of flared piers.  One structure has four spans and the other five, and they total 506 and 588 ft in length, respectively.]]></description>
      <pubDate>Fri, 27 Aug 2004 21:55:50 GMT</pubDate>
      <guid>https://trid.trb.org/View/269416</guid>
    </item>
    <item>
      <title>LITERATURE REVIEW IN ANALYSIS OF BOX-GIRDER BRIDGES</title>
      <link>https://trid.trb.org/View/709513</link>
      <description><![CDATA[The curvilinear nature of box girder bridges along with their complex deformation patterns and stress fields have led designers to adopt approximate and conservative methods for their analyses and design.  Recent literature on straight and curved box girder bridges has dealt with analytical formulations to better understand the behavior of these complex structural systems.  Few authors have undertaken experimental studies to investigate the accuracy of existing methods.  This paper presents highlights of references pertaining to straight and curved box girder bridges in the form of single-cell, multiple-spine, and multicell cross sections.  The literature survey presented here deals with:  (1) elastic analysis, and (2) experimental studies on the elastic response of box girder bridges.]]></description>
      <pubDate>Tue, 12 Mar 2002 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/709513</guid>
    </item>
    <item>
      <title>VEHICLE IMPACT IN BOX GIRDER BRIDGES: PHASE II, CURVED BOX GIRDER BRIDGES</title>
      <link>https://trid.trb.org/View/473223</link>
      <description><![CDATA[This is the final part of the two-phase project on vehicle impact in box girder bridges.  The objective of this investigation is to develop a procedure for obtaining the dynamic response of thin-walled curved box girder bridges due to truck loading and to get their basic impact characteristics.  In this study, the box girder bridge is divided into a number of thin-walled beam elements.  Both warping torsion and distortion are considered in the study.  The analytical vehicle is the AASHTO HS20-44 truck simulated as a nonlinear vehicle model with 11 independent degrees of freedom.  Four different classes of road-surface roughness generated from power spectral density function for very good, good, average, and poor roads are used in the analysis.  In comparison with the other approaches developed by former investigators, the proposed procedure not only facilitates a physical understanding of the general structural response, but also greatly reduces the computing time required and output obtained.  The analytical results show that most impact factors of torsion and distortion are greatly larger than those of vertical bending response.  The impact factors of normal stress at different points in a same cross section are quite different.  The larger the normal stress, the smaller the impact factor will be.  Though the static normal stresses at different positions in a same cross section may be extremely different for a curved box girder bridge, their dynamic normal stresses tend to be uniform.]]></description>
      <pubDate>Fri, 13 Mar 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/473223</guid>
    </item>
    <item>
      <title>BRIDGE-VEHICLE INTERACTION IN CURVED BOX GIRDER BRIDGES</title>
      <link>https://trid.trb.org/View/475715</link>
      <description><![CDATA[Dynamic interaction between a moving vehicle and a bridge is a problem of considerable complexity, and its solution is governed by the dynamic characteristics of both the vehicle and bridge. The finite-element method, which is versatile and powerful, can be used to model the bridge-vehicle interaction and to obtain accurate results. Curved bridges are normally regular in geometry, and it is possible to simplify the conventional finite-element method to obtain fast results. In this paper, the spline finite-strip method of analysis is used along with a horizontally curved folded-plate model of the bridge. The vehicle is modeled as a three-axle tractor trailer combination with seven degrees of freedom.]]></description>
      <pubDate>Tue, 24 Feb 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/475715</guid>
    </item>
    <item>
      <title>TENDON BREAKOUT FAILURES IN BRIDGES</title>
      <link>https://trid.trb.org/View/475330</link>
      <description><![CDATA[Lateral forces from internal post-tensioning tendons can severely damage the webs of curved box girders. Scale-model testing done at the University of Texas shows that the resistance to failure is highly dependent on the arrangement of post-tensioning ducts in the webs. The capacity of a web with bundled tendons is less than half that of a web with a tendon clear spacing of one duct diameter. All test specimens failed locally in shear at the ducts because of the lateral force and discontinuities present. By using a proposed procedure based on typical reinforced concrete shear design methods, failure should be prevented. Flexural failure of a post-tensioned web is unlikely to occur in most curved girders but should be checked nonetheless. Adequate design should be provided where required.]]></description>
      <pubDate>Tue, 20 Jan 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/475330</guid>
    </item>
    <item>
      <title>SEISMIC DESIGN OF BRIDGES - DESIGN EXAMPLE NO. 6: THREE-SPAN CONTINUOUS CIP CONCRETE BOX BRIDGE</title>
      <link>https://trid.trb.org/View/573493</link>
      <description><![CDATA[This document describes one of seven seismic design examples that illustrate "how" to apply the American Association of State Highway and Transportation Officials' (AASHTO's) seismic analysis and design requirements on actual different bridge types across the United States.  Each provides a complete set of "designer's notes" covering the seismic analysis, design, and details for that particular bridge, including flow charts, references to applicable AASHTO requirements, and thorough commentary that explains each step.  In addition, each example highlights separate issues (skew effects, wall piers, elastomeric bearings, pile foundations, etc.).  This document describes the sixth example, a 290 ft (88 m) sharply curved (104 deg) three-span concrete box girder bridge in the Northwestern United States with pile abutment foundations and drilled shaft pier foundations, SPC-C & A = 0.20g.]]></description>
      <pubDate>Thu, 11 Sep 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/573493</guid>
    </item>
    <item>
      <title>STRENGTH OF THIN-WALLED BOX GIRDERS CURVED IN PLAN</title>
      <link>https://trid.trb.org/View/425566</link>
      <description><![CDATA[Presented in this technical paper is a numerical procedure for predicting the influence of local buckling in component plates and distortional phenomenon on the ultimate strength of thin-walled, welded steel box girders curved in plan.  The authors propose a modified stress-strain curve allowing for local buckling of plate components.  The effect of distortion is taken into account via incorporation of additional strain in the reference stage of the incremental process in the nonlinear flexure analysis.  Theoretical predictions generated by the new methodology are compared with experimental test results.  The nonlinear behavior of the test girders is illustrated and reasonable agreement is noted between the tests and theory.]]></description>
      <pubDate>Sat, 20 May 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/425566</guid>
    </item>
    <item>
      <title>EVALUATION OF IMPACT FACTORS FOR HORIZONTALLY CURVED STEEL BOX BRIDGES</title>
      <link>https://trid.trb.org/View/370320</link>
      <description><![CDATA[In this study, a comprehensive multivariant dynamic analysis was conducted for a data set of 288 horizonatlly curved steel box-girder bridges with radii, spans, span lengths, and box configurations that represent those on the national inventory. The impact factors generated were based upon the dynamic increments concurrent with maximum moment, torsion, shear, reactions, and deflections for one or two trucks positioned both longitudinally and laterally to yield maximum effects.  It was found that the dynamic impact is insensitive to curvature for radii greater than 4,000 ft, and markedly influenced by curvature for radii equal to or less than 800 ft.  These and other findings are discussed.]]></description>
      <pubDate>Tue, 02 Nov 1993 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/370320</guid>
    </item>
    <item>
      <title>METHODOLOGY FOR IMPACT FACTOR OF HORIZONTALLY CURVED BOX BRIDGES</title>
      <link>https://trid.trb.org/View/377876</link>
      <description><![CDATA[A study is reported in which the two-dimensional planar grid method was used to model curved box girder bridges to investigate the dynamic behavior under truck loadings.  The curved box girder bridge analysis system DESCUS II computer program, and a grid analogy program were used in the study.  The details are described of this study in which the bridge behavior was studied under several truck loading paths.  A rational methodology for determining the impact factor was developed, and alternative impact-factor criteria are proposed to replace the current American Association of State Highway and Transportation Officials specification.]]></description>
      <pubDate>Thu, 10 Jun 1993 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/377876</guid>
    </item>
    <item>
      <title>STUDY OF CURVED CONTINUOUS COMPOSITE BOX GIRDER BRIDGE</title>
      <link>https://trid.trb.org/View/372016</link>
      <description><![CDATA[To better understand the behavior of curved box girder bridges in resisting eccentric design truck loads, and the influence of plan curvature on the structural response, a model study was conducted at the University of Ottawa.  The elastic response of a curved composite box girder bridge model was evaluated experimentaly and confirmed analytically using the finite element method. Analytical predictions of both vertical displacements and normal stresses at critical sections compared fairly will with those evaluated experimentally.  The isoparametric thin shell element employed in the analysis proved to be versatile and provided an accurate representation of the various structural components of a curved box girder bridge.]]></description>
      <pubDate>Tue, 30 Mar 1993 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/372016</guid>
    </item>
    <item>
      <title>A THEORETICAL INVESTIGATION OF THE DYNAMIC BEHAVIOR OF HORIZONTALLY CURVED STEEL BOX GIRDER BRIDGES UNDER TRUCK LOADINGS</title>
      <link>https://trid.trb.org/View/318457</link>
      <description><![CDATA[No abstract provided.]]></description>
      <pubDate>Sat, 30 Sep 1989 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/318457</guid>
    </item>
    <item>
      <title>EXTENDED EVALUATION OF CBG (CURVED BOX GIRDER) AND WCBG (WIDE CURVED BOX GIRDER) COMPUTER PROGRAMS. FINAL REPORT</title>
      <link>https://trid.trb.org/View/292831</link>
      <description><![CDATA[An extended evaluation of CBG and WCBG computer programs was conducted to study the inaccuracies of the CBG program as span/width ratios of curved rectangular box girders decreased.  A total of 20 bridges were analyzed in this phase.  The effects of abutment skew angle and degree of curve on important structural parameters was studied using the WCBG program.  A total of 35 bridges were analyzed, for this portion.  Results for the most part are presented in dimensionless ratios and indicate that analysis methods based on a unit beam concept are quite accurate for span/width ratios above two and degrees of curve below thirty.  Results of the skew and curvature studies indicate that both cause significant changes in most structural parameters and dramatic changes in shear force and abutment reactions when compared with a straight bridge of the same span.  This information should be of value to designers in comparing particular bridges with results contained herein.]]></description>
      <pubDate>Wed, 31 May 1989 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/292831</guid>
    </item>
    <item>
      <title>BEHAVIOR STUDY OF CURVED COMPOSITE BOX GIRDERS</title>
      <link>https://trid.trb.org/View/289884</link>
      <description><![CDATA[A study is reported of the distortional and slip behavior of simply supported curved composite box girders on the basis of elastic analysis and static tests.  The cross-sectional deformations have been calculated based on the theory proposed by Dabrowski (1968).  Test specimens were fabricated to include different radii, cross sections, and placements of shear connectors.  Test results are compared with theoretical values based on the curved beam theory and the distortional theory, as well as with analytical values based on the finite strip method including the spring element of the shear connectors.  A parametric study was conducted to evaluate the effects of cross-sectional deformations on the stresses of curved composite box girders.]]></description>
      <pubDate>Sat, 31 Dec 1988 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/289884</guid>
    </item>
  </channel>
</rss>