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    <title>Transport Research International Documentation (TRID)</title>
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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>
      <url>https://trid.trb.org/Images/PageHeader-wTitle.jpg</url>
      <link>https://trid.trb.org/</link>
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    <item>
      <title>Innovative pedestrian bridges at Yale University feature corrugated perforated webs</title>
      <link>https://trid.trb.org/View/1105722</link>
      <description><![CDATA[Two new half-through girder pedestrian bridges on the campus of Yale University feature a corrugated, perforated web design that is believed to be the first of its kind in the world. The design made it possible to use a thinner web than is traditional for plate girders and to dispense with plate stiffeners.]]></description>
      <pubDate>Wed, 20 Jul 2011 07:27:28 GMT</pubDate>
      <guid>https://trid.trb.org/View/1105722</guid>
    </item>
    <item>
      <title>Innovative Steel Plate Girders with Corrugated Webs for Short Span Bridges</title>
      <link>https://trid.trb.org/View/863988</link>
      <description><![CDATA[For a corrugated steel web I-girder, flanges provide its flexural strength while webbing solely provides its shear capacity. Failure of the corrugated web occurs by steel yielding, web buckling, or interactivity between them. Lateral torsion and local flange buckling of corrugated web girders represent another 2 possible failure criteria. The shear behavior of the corrugated webs is investigated in this paper focusing on the different failure modes which affect the web design. An interaction equation that considers buckling and yielding of the web is also proposed. Numerical analyses are performed to investigate the buckling modes of the corrugated web, verify the validity of the proposed equation, and explore the postbuckling strength of corrugated web girders. The numerical model is extended to determine the critical moment causing lateral instability for these girders. The applicability of the critical moment design equations (currently used for traditional girders) to corrugated web girders is examined. A numerical model is also used to scrutinize the local buckling behavior of the compression flange of corrugated web girders. The applicability of the currently used limiting values for the flange outstand-to-thickness ratios to corrugated web girders is studied.]]></description>
      <pubDate>Thu, 17 Jul 2008 09:23:45 GMT</pubDate>
      <guid>https://trid.trb.org/View/863988</guid>
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    <item>
      <title>Analysis of Flange Transverse Bending of Corrugated Web I-Girders under In-Plane Loads</title>
      <link>https://trid.trb.org/View/806574</link>
      <description><![CDATA[This paper presents theoretical, experimental, and finite-element analysis results for the linear elastic behavior of corrugated web steel I-girders under in-plane loads. A typical corrugated web steel I-girder consists of two steel flanges welded to a corrugated steel web. Previous research has shown that a corrugated web I-girder under primary moment and shear cannot be analyzed using conventional beam theory alone, and a flange transverse bending analysis is required. A theoretical method, the fictitious load method, is presented herein as an analytical tool for quantifying flange transverse bending in corrugated web I-girders. To validate this method, four-point bending experimental results for a large-scale corrugated web I-girder are presented. The measured flange transverse displacements and flange stresses were in good agreement with the theoretical results especially in regions of constant shear. To gain additional insight, finite-element analysis results for the test girder are presented, and compared to both the experimental and theoretical results.]]></description>
      <pubDate>Wed, 25 Apr 2007 13:08:38 GMT</pubDate>
      <guid>https://trid.trb.org/View/806574</guid>
    </item>
    <item>
      <title>Fatigue of Corrugated-Web Plate Girders: Experimental Study</title>
      <link>https://trid.trb.org/View/790888</link>
      <description><![CDATA[As a result of stress concentration, welding transverse stiffeners in flat-web plate girders reduces their fatigue life. The focus of this study is to investigate the behavior of trapezoidally corrugated-web plate girders (CWPG) under fatigue loading by means of evaluating their fatigue life under different stress ranges. The test girders failed by fatigue cracks, which started at the weld between the web and the tension flange near the web fold line. A relationship between the stress range “Fr" and the number of cycles to failure “N” was developed for CWPG. Fatigue lives of the tested CWPG were compared to other girder types and the test results were related to the current AASHTO specifications.]]></description>
      <pubDate>Fri, 27 Oct 2006 08:09:01 GMT</pubDate>
      <guid>https://trid.trb.org/View/790888</guid>
    </item>
    <item>
      <title>Fatigue of Corrugated-Web Plate Girders: Analytical Study</title>
      <link>https://trid.trb.org/View/790889</link>
      <description><![CDATA[This paper presents finite-element and fracture mechanics studies of plate girders with corrugated webs. The failure mode of this type of girder under fatigue loading is distinguished by its location in the tension flange and is discussed in detail. A comprehensive nonlinear finite-element analysis was conducted to study the effects of the different geometrical parameters of this type of girder on the stress concentration at different locations, and to explain findings of an earlier experimental study. Different parameters, such as the radius of curvature between the web folds, the inclined fold angle of inclination, and the use of sinusoidal corrugation were investigated. Two sources of stress concentration leading to fatigue cracking were isolated; one is dependent on the radius of curvature between the web folds and the other depends on the inclination angle of the inclined fold. An analytical technique based on fracture mechanics is proposed to determine the fatigue life of the girders. The technique enables designers to evaluate the fatigue life of structures built using corrugated web steel girders and subjected to fatigue-type loading, such as bridges or industrial facilities subjected to dynamic loading.]]></description>
      <pubDate>Fri, 27 Oct 2006 08:09:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/790889</guid>
    </item>
    <item>
      <title>Fatigue Life of Girders with Trapezoidal Corrugated Webs</title>
      <link>https://trid.trb.org/View/786470</link>
      <description><![CDATA[Fatigue design criteria are necessary to design steel corrugated web girders for highway bridges. The paper presents research on the fatigue life of steel bridge I-girders with trapezoidal web corrugations. Eight large-scale test girders were fabricated from HPS 485W steel and fatigue-tested in 4-point bending. The web-to-flange fillet welds were made using semiautomatic gas metal arc welding (GMAW) or robotic GMAW. Fatigue cracks initiated in the tension flange at the web-to-flange fillet weld toe along the inclined web folds and adjacent bend regions, and propagated in the flange. Results demonstrate that steel corrugated web I-girders exhibit a fatigue life that is longer than that of conventional steel I-girders with transverse stiffeners. For design of corrugated web I-girders, the Category B′ design curve of the AASHTO LRFD specifications is recommended for finite life fatigue design calculations, and a value of 96.5 MPa (14.0 ksi) is recommended for the constant amplitude fatigue limit.]]></description>
      <pubDate>Fri, 21 Jul 2006 14:32:47 GMT</pubDate>
      <guid>https://trid.trb.org/View/786470</guid>
    </item>
    <item>
      <title>Shear Behavior of Corrugated Web Bridge Girders</title>
      <link>https://trid.trb.org/View/782354</link>
      <description><![CDATA[Results from many shear strength tests conducted on steel I-girder specimens with corrugated webs are available in the literature wherein both local and global shear buckling modes have been observed. A systematic analysis of these data has revealed that previously proposed equations based on plate buckling theories can overestimate the shear strength of corrugated webs by a considerable margin. The results of finite element analyses conducted as part of this investigation suggest that the strength is overestimated, at least in part, because of the sensitivity of the shear behavior to the presence of initial imperfections in the web. Shear tests reported in the literature were conducted primarily on relatively small-scale specimens with dimensions and web thicknesses substantially smaller than would be used in actual bridge girders. Therefore, two full-scale corrugated web girders made of HPS 485W steel were tested. The shear strength and failure mode of the girders are reported and the effect of web initial geometric imperfections is assessed through measurements of the out-of-plane displacements of the web. Since web imperfections due to the fabrication process, as well as residual stresses and material nonlinearities, are expected to be present in varying degrees, a lower bound equation is proposed for design that accounts for both local and global buckling of the web in the elastic and inelastic domains.]]></description>
      <pubDate>Thu, 25 May 2006 07:57:41 GMT</pubDate>
      <guid>https://trid.trb.org/View/782354</guid>
    </item>
    <item>
      <title>BRIDGE GIRDERS WITH CORRUGATED WEBS</title>
      <link>https://trid.trb.org/View/651197</link>
      <description><![CDATA[In plate girders, the use of corrugated webs permits the use of thin web plates without stiffeners, which reduces the cost of beam fabrication and improves fatigue life.  Experimental and analytical studies on the behavior of girders with corrugated webs were conducted that have led to design recommendations. For girders with corrugated webs subjected to shear, it was noted from the experimental as well as the analytical results that failure of the web occurs because of local or global shear buckling, which depends on the corrugation configuration.  For girders with corrugated webs subjected to uniform bending, the failure was due to yielding and vertical buckling of the compression flange into the web.  The test and analytical results indicate that the web offered negligible contribution to the moment-carrying capacity of the beam, and the ultimate moment capacity may be calculated on the basis of the flange yielding, ignoring any contribution from the web.  The behavior of girders with corrugated webs under in-plane compressive edge loads applied directly on the top flange was investigated, and design recommendations are made.  Tests to examine the behavior of girders with corrugated webs under repeated loads are few. The results from the available tests are reported and compared with the results from tests on conventionally stiffened girders with flat webs.]]></description>
      <pubDate>Fri, 03 Mar 2000 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/651197</guid>
    </item>
    <item>
      <title>BENDING STRENGTH OF STEEL BEAMS WITH CORRUGATED WEBS</title>
      <link>https://trid.trb.org/View/483469</link>
      <description><![CDATA[Investigators tested beams with corrugated webs to failure under uniform bending.  The sudden failure observed was due to vertical buckling of the compression flange into the web after the stress in the flange reached the yield stress.  The test results suggest that the web made a negligible contribution to the moment carrying capacity of the beam.  The test specimens were represented by finite elements and the computer program ABAQUS was used to conduct nonlinear analysis.  The finite element model was able to represent the test results to a high degree of accuracy.  Parametric analytical studies were performed to examine the effect of the ratio between the flange and web thicknesses and yield stresses, the corrugation configuration, the panel aspect ratio, and the stress-strain relationship. Investigators concluded that for design, the ultimate moment capacity can be computed based on the flange yielding, ignoring any contribution from the web.]]></description>
      <pubDate>Sun, 15 Jun 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/483469</guid>
    </item>
    <item>
      <title>GIRDERS WITH CORRUGATED WEBS UNDER PARTIAL COMPRESSIVE EDGE LOADING</title>
      <link>https://trid.trb.org/View/483470</link>
      <description><![CDATA[Investigators tested beams with corrugated webs to failure under partial compressive edge loading.  The failure was due to a flange collapse mechanism and web crippling or web yielding, followed by crippling and vertical bending of the flange into the crippled web.  Test specimen analysis was carried out using finite-element models.  The correlation between the analytical and experimental results was very good.  Parametric studies were performed using finite-element models, and simple design equations were formulated.  Investigators analytically assessed the effect of the presence of in-plane bending or shear on the capacity under patch loading.  Design recommendations are made.]]></description>
      <pubDate>Sun, 15 Jun 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/483470</guid>
    </item>
    <item>
      <title>SHEAR STRENGTH OF BEAMS WITH CORRUGATED WEBS</title>
      <link>https://trid.trb.org/View/458692</link>
      <description><![CDATA[Buckling of the web resulted when investigators tested beams with corrugated webs to failure under shear.  The test specimens were modeled using finite elements.  ABAQUS was used to conduct nonlinear analysis.  The load increment and the mesh size were chosen based on studies of their effects.  The comparison between the results from the finite-element analysis and the tests was satisfactory, with the average ratio between analytical and experimental buckling loads calculated to be 1.15.  Analytical results were higher due to the presence of unavoidable imperfections in the webs of the test specimens. Finite-element models with seeded imperfections gave results similar to those obtained in the tests.  In experimental and analytical results, the authors noted that buckling of the web was local and global for the coarse and dense corrugations, respectively.  Buckling formulas are proposed based on local buckling of the corrugation folds as isotropic flat plates or global buckling of the entire web panel as an orthotropic plate.  Comparisons between the results from the formulas, the finite-element analysis, and the tests are provided and shown to be satisfactory.]]></description>
      <pubDate>Wed, 17 Apr 1996 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/458692</guid>
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