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    <title>Transport Research International Documentation (TRID)</title>
    <link>https://trid.trb.org/</link>
    <atom:link href="https://trid.trb.org/Record/RSS?s=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" rel="self" type="application/rss+xml" />
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    <language>en-us</language>
    <copyright>Copyright © 2026. National Academy of Sciences. All rights reserved.</copyright>
    <docs>http://blogs.law.harvard.edu/tech/rss</docs>
    <managingEditor>tris-trb@nas.edu (Bill McLeod)</managingEditor>
    <webMaster>tris-trb@nas.edu (Bill McLeod)</webMaster>
    <image>
      <title>Transport Research International Documentation (TRID)</title>
      <url>https://trid.trb.org/Images/PageHeader-wTitle.jpg</url>
      <link>https://trid.trb.org/</link>
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    <item>
      <title>EXPERIMENTAL STABILIZATION OF EXPANSIVE SHALE CLAY</title>
      <link>https://trid.trb.org/View/119372</link>
      <description><![CDATA[THIS REPORT CONCERNS THE PRECONSTRUCTION, CONSTRUCTION AND POST-CONSTRUCTION TESTING ON AN EXPERIMENTAL PROJECT IN LYMAN CO., SOUTH DAKOTA. THE 8.74-MILE PROJECT IS DIVIDED INTO 20 EXPERIMENTAL SECTIONS, EACH OF A DIFFERENT DESIGN, FEATURING LIME STABILIZATION, LIME-ASPHALT STABILIZATION, PHOSPHORIC ACID PLUS FERRIC SULPHATE STABILIZATION AND PRODUCTS DEVELOPMENT COMPANY STABILIZER. THE OBJECTIVE OF THE STUDY IS TO DEVELOP AN ECONOMIC METHOD FOR PREVENTING WARPING AND DISTORTION OF PAVEMENTS BY THE HIGHLY EXPANSIVE IN-PLACE SOILS OVER WHICH THESE PAVEMENTS ARE CONSTRUCTED. EFFECTIVENESS OF TREATMENT IS MEASURED IN THE FIELD BY PLATE BEARING TESTS. FIELD CBR PRESENT SERVICEABILITY INDEX, RIDEABILITY INDEX /HIGH SPEED RELATIVE ROUGHOMETER/, MULTIPLE LONGITUDINAL PROFILES, AND FROST PENETRATION MEASUREMENTS. UNDISTURBED CORES ARE TAKEN ANNUALLY FOR LABORATORY ANALYSIS TO INCLUDE CBR, VOLUME CHANGE MOISTURE- DENSITY VALUES, AND ATTERBERG LIMITS. ALTHOUGH THERE ARE TRENDS EVIDENT IN THE DATA THE AUTHOR FEELS THAT IT IS TOO EARLY TO MAKE ANY DEFINITE CONCLUSIONS. /BPR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:19:15 GMT</pubDate>
      <guid>https://trid.trb.org/View/119372</guid>
    </item>
    <item>
      <title>COLD-FORMED STEEL MEMBERS WITH MULTIPLE LONGITUDINAL INTERMEDIATE STIFFENERS</title>
      <link>https://trid.trb.org/View/541142</link>
      <description><![CDATA[A new procedure for calculating the effective width of stiffened elements with multiple longitudinal intermediate stiffeners is presented.  The method determines the critical stress for distortional buckling of the entire stiffened element as a unit, and local buckling of the subelement plates between stiffeners. Approximate expressions for calculating distortional buckling are verified via comparison to numerical methods.  The effective width of the element is determined using Winter's equation based on the governing buckling stress.  Reduced postbuckling capacity in the distortional mode is considered.  Comparison to experimental data and numerical analysis shows the resulting method is a reliable predictor of the flexural capacity of cold-formed steel members with multiple longitudinal intermediate stiffeners in the compression flange.]]></description>
      <pubDate>Fri, 06 Nov 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/541142</guid>
    </item>
    <item>
      <title>LATERAL BUCKLING STRENGTHS OF COLD-FORMED CHANNEL SECTION BEAMS</title>
      <link>https://trid.trb.org/View/541143</link>
      <description><![CDATA[This paper is concerned with the inelastic lateral buckling strengths of cold-formed channel section (CFC) beams.  Code rules for designing steel beams against lateral buckling that are based on data for hot-rolled I-section beams may be unsuitable for CFC beams, because they have different stress-strain curves, residual stresses, and initial imperfections.  Distortion may reduce the resistance of a CFC beam to lateral buckling.  In addition, because of the monosymmetry of the cross section, the effective shear center moves toward the web and the effective section becomes asymmetrical after yielding, so that a CFC beam under major axis bending is subjected to minor axis bending and twisting.  Also, the minor axis bending and warping strain distributions, and therefore the strengths of CFC beams, are related to the twist rotation and minor axis deflection directions.  This paper deals with these problems by developing an advanced finite element model to investigate the elastic lateral-distortional buckling, inelastic behavior, and strengths of CFC beams with residual stresses and initial imperfections. The results are used to develop improved design rules for CFC beams.  The effects of moment distribution and load height on the strengths are also studied.]]></description>
      <pubDate>Fri, 06 Nov 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/541143</guid>
    </item>
    <item>
      <title>MISPLACEMENT OF LAUNCHING BEARINGS IN PC LAUNCHED BRIDGES</title>
      <link>https://trid.trb.org/View/540043</link>
      <description><![CDATA[In the incremental launch of a prestressed concrete (PC) bridge, the deck is a continuous beam that moves over fixed bearings. Their vertical misplacement causes secondary stresses that sometimes can be resisted by the deck, but that other times require expensive compensating devices. An original theoretical model permits an analysis of this phenomenon and the optimization of the interaction between torsion and distortion. This results in a more agile, faster analysis than finite-element analysis, which requires sophisticated, laborious models and does not distinguish between the two phenomena.]]></description>
      <pubDate>Mon, 26 Oct 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/540043</guid>
    </item>
    <item>
      <title>WELDLESS DECKING EXPANDS BRIDGE OPTIONS</title>
      <link>https://trid.trb.org/View/475394</link>
      <description><![CDATA[When rehabilitating a bridge over the Greenbrier River on County Route 43 in Fort Spring, West Virginia, project engineers opted for redecking with Weldless Bridge Deck Grating, making it the first project in the world to utilize the new system.  The product features an interlocking assembly, thereby eliminating the need for welds but maintaining the load capacity and weight advantages of steel bridge deck.  Because of the lack of welding, the deck can expand or contract freely in varying weather conditions.  Also, the deck sections remain distortion-free through fabrication, galvanizing, and installation.  Finally, in most applications, the weldless system should be less expensive than traditional welded grids.  The weldless system provided for a 55% increase in live loads for both the floor system and the truss.  Even with the added learning costs associated with using a new system, the deck replacement cost 10% less than the original estimate.]]></description>
      <pubDate>Tue, 06 Jan 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/475394</guid>
    </item>
    <item>
      <title>GENERALIZED ELASTIC BUCKLING OF RESTRAINED I-BEAMS BY FEM</title>
      <link>https://trid.trb.org/View/474874</link>
      <description><![CDATA[Beam-columns of a doubly symmetric cross section generally experience overall buckling in a lateral-torsional mode. Members with thin webs and stocky flanges have been shown in a number of studies to buckle in a so-called lateral-distortional mode, involving distortion of the web of the I-section in the plane of its cross section.  For simply supported members, it has been shown further that the effects of this web distortion in reducing the overall buckling load is not great.  This is not the case for members with elastic restraint, where distortion of the web can be of significance in the buckling behavior.  This paper develops a general line-type finite element with 16 degrees of freedom that can be used to study the elastic buckling of restrained I-section beam-columns.  The accuracy of the method is demonstrated, and the stability of an elastically restrained half-through girder is studied.]]></description>
      <pubDate>Wed, 17 Dec 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/474874</guid>
    </item>
    <item>
      <title>ANALYTICAL AND EXPERIMENTAL STUDY OF LATERAL AND DISTORTIONAL BUCKLING OF FRP WIDE-FLANGE BEAMS</title>
      <link>https://trid.trb.org/View/577734</link>
      <description><![CDATA[A combined analytical and experimental evaluation of flexural-torsional and lateral-distortional buckling of fiber-reinforced plastic (FRP) composite wide-flange (WF) beams is presented. Based on energy principles, the total potential energy equations for instability of FRP WF sections are derived using the nonlinear elastic theory. For the analysis of lateral-distortional buckling, a fifth-order polynomial shape function is adopted to model the deformed shape of web panels. The models are validated by testing two geometrically identical FRP WF beams but with distinct material architectures produced by the pultrusion process. The proposed analytical solutions can be used to predict flexural-torsional and lateral-distortional buckling loads for other FRP shapes and to formulate simplified design equations.]]></description>
      <pubDate>Thu, 13 Nov 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/577734</guid>
    </item>
    <item>
      <title>EBEF METHOD FOR DISTORTIONAL ANALYSIS OF STEEL BOX GIRDER BRIDGES. DISCUSSION AND CLOSURE</title>
      <link>https://trid.trb.org/View/469795</link>
      <description><![CDATA[A discussion of a paper with the aforementioned title by Hsu, Fu, and Schelling, published in this journal (Volume 121, Number 3, March 1995), is presented.  Discussers Cortinez and Piovan report that the EBEF method for the distortional analysis of box girder bridges proposed by the authors is more versatile than the traditional beam on elastic foundation (BEF) analysis because it can be applied with great simplicity to more complex problems, such as varied sections and multispan beams.  Cortinez and Piovan present an alternative finite-element (FE) formulation, based on exact solution, that is more convenient, for some situations, than the authors' approach.  Discussion is followed by closure from the authors.]]></description>
      <pubDate>Mon, 03 Feb 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/469795</guid>
    </item>
    <item>
      <title>SHEAR BUCKLING OF UNSTIFFENED HYBRID BEAMS</title>
      <link>https://trid.trb.org/View/105478</link>
      <description><![CDATA[AN INVESTIGATION OF THE WEB BUCKLING STRENGTH OF HYBRID BEAMS WAS CONDUCTED WITH THE SPECIFIC OBJECTIVE OF DETERMINING THE MAXIMUM WEB SLENDERNESS RATIO FOR UNSTIFFENED WEBS TO PREVENT WEB BUCKLING BEFORE GENERAL YIELDING IN BEAMS SUBJECTED TO COMBINED BENDING MOMENT AND SHEARING FORCE. THEORETICAL EQUATIONS WERE DERIVED TO PREDICT THE SHEAR-BUCKLING STRENGTH. BECAUSE THE WEB OF A HYBRID BEAM YIELDS BEFORE THE FLANGES, THE EQUATIONS ARE WRITTEN FOR ANY AMOUNT OF WEB YIELDING. SIX TEST RESULTS ARE PRESENTED FOR BEAMS WITH A514 STEEL FLANGES AND BOTH CARBON STEEL AND HIGH-STRENGTH LOW-ALLOY STEEL WEBS. THE TEST VARIABLES INCLUDED THE WEB SLENDERNESS RATIO, THE DEPTH OF WEB YIELDING, AND THE WED DISTORTIONS. THE EXPERIMENTAL AND THEORETICAL RESULTS ARE IN GOOD AGREEMENT AND SHEAR BUCKLING CURVES BASED ON THE THEORETICAL EQUATIONS ARE PRESENTED. /ASCE/]]></description>
      <pubDate>Fri, 07 Oct 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/105478</guid>
    </item>
    <item>
      <title>FATIGUE BEHAVIOR OF WELDED THIN WEB GIRDERS AS INFLUENCED BY WEB DISTORTION AND BOUNDARY RIGIDITY</title>
      <link>https://trid.trb.org/View/102320</link>
      <description><![CDATA[INVESTIGATION WAS CONDUCTED TO DETERMINE THE INFLUENCE OF INITIAL WEB DISTORTION ON THE FATIGUE BEHAVIOR OF THIN WEB GIRDERS AND TO DETERMINE THE DISTRIBUTION OF STRESSES ALONG THE PANEL BOUNDARIES. PLATE GIRDERS WITH AND WITHOUT LONGITUDINAL STIFFENERS WERE TESTED IN ORDER TO DETERMINE THE INFLUENCE OF LONGITUDINAL STIFFENERS ON FATIGUE BEHAVIOR. SEVERAL PARAMETERS WERE CHOSEN IN ORDER TO STUDY THEIR EFFECTS ON GIRDER BEHAVIOR. FLANGE RIGIDITY AND TRANSVERSE STIFFENER RIGIDITY WERE PARAMETERS USED IN EARLIER TESTS ON GIRDERS SUBJECTED TO FATIGUE LOADINGS. SIX MODEL GIRDERS WERE FABRICATED WITH SMALL INITIAL WEB DISTORTIONS IN ORDER TO DETERMINE ANY INFLUENCE OF WEB DISTORTION AS COMPARED TO SIMILAR GIRDERS IN THE PREVIOUS INVESTIGATION. FOUR OF THE GIRDERS HAD VARYING FLANGE RIGIDITIES, TWO OF WHICH WERE SUBJECTED TO A LARGE SHEARING FORCE IN CONJUNCTION WITH A SMALL BENDING MOMENT AND THE OTHER TWO GIRDERS WERE SUBJECTED TO COMBINED SHEAR AND BENDING. FLANGE RIGIDITIES CHOSEN WERE APPROXIMATELY EQUAL TO THE EXTREME VALUES IN THE PREVIOUS TESTS. TWO GIRDERS WERE TESTED HAVING TRANSVERSE STIFFENERS WITH INTERMEDIATE AND LARGE RIGIDITY VALUES. FOUR ADDITIONAL GIRDERS WERE TESTED HAVING A LONGITUDINAL STIFFENER LOCATED AT THE UPPER FIFTH POINT OF THE WEB. TWO OF THESE GIRDERS HAD A VIARATION IN FLANGE RIGIDITY AND TWO CONTAINED TRANSVERSE STIFFENERS OF RIGIDITIES SIMILAR TO THE GIRDERS WITHOUT LONGITUDINAL STIFFENERS. ALL LONGITUDINALLY STIFFENED GIRDERS WERE SUBJECTED TO COMBINED SHEAR AND BENDING. MASSONNET'S OPTIMUM RIGIDITY WAS USED AS THE BASIS FOR THE DESIGN OF THE LONGITUDINAL STIFFENER SIZE. FATIGUE TESTS WERE PERFORMED WITH ALL TEN GIRDERS. UPON COMPLETION OF THE FATIGUE TESTS, THE GIRDERS WERE INSTRUMENTED WITH ELECTRICAL WIRE RESISTANCE STRAIN GAGES AND STRAIN MEASUREMENTS WERE MADE DURING STATIC TESTS TO FAILURE OF THE GIRDER TEST SECTION. ONE GIRDER, LONGITUDINALLY STIFFENED WITH THE LARGEST TRANSVERSE STIFFENER RIGIDITY, DEVELOPED A FATIGUE CRACK IN THE TENSION FLANGE IN THE REGION OF THE FLANGE CONNECTION AND WAS UNSUITABLE FOR STATIC TESTING. THE RESULTS OBTAINED FROM THESE TESTS WERE ANALYZED AND COMPARED WITH THE RESULTS OBTAINED FROM NINETEEN SIMILAR TESTS PERFORMED IN A PREVIOUS INVESTIGATION. /AUTHOR/]]></description>
      <pubDate>Sat, 05 Mar 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/102320</guid>
    </item>
    <item>
      <title>FLAWED ASSUMTPIONS: WHY BRIDGE DECK JOINTS FAIL</title>
      <link>https://trid.trb.org/View/359899</link>
      <description><![CDATA[This article notes that engineering is based on assumptions, and describes how loads, forces, distortions, sizes, material strength, construction methods, mathematical givens, scientific concepts, and human capabilities, all require realistic predictions.  It points out what happens when some assumptions are flawed.  Engineers should continually examine, evaluate and improve their representations of reality to avoid basing their beliefs, decisions, practices and policies on flawed assumptions. Such assumptions, not necessarily the devices themselves, are responsible for the failure of bridge deck joints.  When considering the poor performance and failure of designs, primary attention should be focused on the human element. Improving performance that area is one of the most effective ways to achieve improved concepts, details, sepcifications, policies and bridge longevity.]]></description>
      <pubDate>Sat, 30 Nov 1991 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/359899</guid>
    </item>
    <item>
      <title>WARPING OF JOINTS IN I-BEAM ASSEMBLAGES</title>
      <link>https://trid.trb.org/View/360035</link>
      <description><![CDATA[Warping and cross-sectional distortion generally couple at joints between thin-walled beams.  The conditions at the joints are of importance for the torsional stiffness, and thereby the buckling load, of thinwall beam assemblages. This problem was studied for 4 types of thin-walled I-beam joints.  In each case the continuity conditions for the flanges are used to express the distortion in terms of the warping parameters of the two beams at the joint.  The details of the study are described.]]></description>
      <pubDate>Sat, 30 Nov 1991 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/360035</guid>
    </item>
    <item>
      <title>TORSION OF BOX GIRDERS WITH DEFORMABLE CROSS SECTIONS</title>
      <link>https://trid.trb.org/View/359744</link>
      <description><![CDATA[A static linear analysis is proposed of straight beams with a trapezoidal thin-walled cross section having side cantilevers under torsional and distortional loading.  The generalized load, the governing equilibrium equation, and the boundary conditions are derived from Kantorovich's method applied to minimize the total potential energy functional.  The most significant aspects of the proposed formulation are: torsion and distortion are always coupled; stress concentration at the cantilevers near constrained cross sections or severe loading conditions is detected, with particular regard to the longitudinal normal stress; a large set of constraints can be taken into account; and attempt is made to clarify the influence of the boundary diaphragms in Saint-Venant pure torsion.  The paper also describes a numerical study of a cantilever beam and a 3-span bridge under several loading and boundary conditions.]]></description>
      <pubDate>Thu, 31 Oct 1991 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/359744</guid>
    </item>
    <item>
      <title>DISTORTION OF STEEL TANKS DUE TO SETTLEMENT OF THEIR WALLS. DISCUSSION</title>
      <link>https://trid.trb.org/View/359441</link>
      <description><![CDATA[This is a discussion of a paper of the above title by T.B. D'Orazio, J.M. Duncan, and R.A. Bell (paper 23604). Discusser Bigham comments on the authors observations on planar tilting, and describes Aldrich's method for providing planar tilt.  Discusser Fenske comments on the prodedure to analyze observed settlement at points on the periphery of a steel storage tank. Discussers Sweeney, Craig, and Lambson attempt to give a historical context of the author's account of a method for studying differential shell settlement and shell top distortion on large floating roof tanks.  The discussions are followed by a closure by the author which addresses points raised by the discusser.]]></description>
      <pubDate>Mon, 30 Sep 1991 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/359441</guid>
    </item>
    <item>
      <title>DISTORTION-INDUCED FATIGUE CRACKING IN STEEL BRIDGES</title>
      <link>https://trid.trb.org/View/354327</link>
      <description><![CDATA[The report is the result of a review of existing experimental field studies and experimental work performed under NCHRP Project 12-28(6).  It provides a detailed review of the experimental studies undertaken on a variety of bridges that had experienced fatigue cracking as a result of web gap distortion.  Field measurements indicated that floorbeam-girder connection plates provided about the highest cyclic stresses in the web gap adjacent to the top flange.  Floorbeam connected to box tie girder members in tied arch bridges also resulted in relatively large web gap cyclic stresses because internal diaphragms were not attached to the flanges.  Multigirder bridges without staggered diaphragms were found to have cyclic stress about half the magnitude of the floorbeam-girder bridges. Structures with lateral bracing web gusset plates that were not provided with a positive attachment between the gusset plates and the transverse stiffeners were found to be very susceptible to distortion in the gap between the gusset and transverse connection plate.  The laboratory data from the transverse connection plate web gaps and the lateral gusset plate web gaps demonstrated that the fatigue resistance from the web gap was equivalent to Category C of the AASHTO fatigue resistance curves.  Recommendations are provided in this report for changes in the provisions for end connections for stringers and floorbeams.  These recommendations provide an extension compatible with the provisions adopted by AASHTO for transverse connection plates at diaphragms.]]></description>
      <pubDate>Fri, 31 May 1991 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/354327</guid>
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