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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>
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    <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>ADDITIONAL FATIGUE TESTS OF HYBRID PLATE GIRDERS UNDER PURE BENDING MOMENT</title>
      <link>https://trid.trb.org/View/107998</link>
      <description><![CDATA[A SERIES OF FATIGUE TESTS OF HYBRID PLATE GIRDERS UNDER PURE BENDING MOMENT WAS PERFORMED. ASTM A441 STEEL WAS USED FOR THE FLANGES AND A36 STEEL WAS USED FOR THE WEBS. TWO GROUPS OF GIRDERS (THREE SPECIMENS FOR EACH GROUP) WERE TESTED. THESE TWO GROUPS DIFFER ONLY IN THE WEB THICKNESS; THE ONE HAD A WEB SLENDERNESS RATIO OF 144, AND THE OTHER HAD A WEB SLENDERNESS RATIO OF 192. ALTHOUGH THE OBJECTIVE OF THIS INVESTIGATION WAS TO COMPILE DATA ON THE FATIGUE STRENGTH OF HYBRID GIRDERS, SPECIAL EMPHASIS WAS PLACED ON ESTIMATING THE FATIGUE STRENGTH OF THE BENDING PANELS AT TWO MILLION CYCLES. TO ESTIMATE THE FATIGUE STRENGTH AT TWO MILLION CYCLES, A SEQUENTIAL SERIES OF RESPONSE TESTS WAS ADOPTED. THE MAXIMUM STRESS WAS KEPT AT 30 KSI (60 PERCENT OF SPECIFIED YIELD POINT OF A441 STEEL) AND THE STRESS RANGE WAS VARIED. (THE MAXIMUM STRESS AND THE STRESS RANGE IN THE FATIGUE TESTING IS EXPRESSED IN TERMS OF STRESSES IN THE FLANGES. FOR ALL THE SPECIMENS TESTED, THE FATIGUE CRACKS OCCURRED IN THE WEB ALONG THE TOE OF THE WEB-TO-STIFFENER FILLET WELD NEAR THE CUT-OFF END OF THE STIFFENERS. IT WAS NOTED THAT THE INITIATION OF THIS TYPE OF CRACK WAS IN CLOSE RELATION WITH THE TENSILE FIBER STRESSES IN THE WEB. THE DIFFERENCE IN WEB THICKNESS APPARENTLY WAS NOT SIGNIFICANT IN THE TESTS CARRIED OUT. THE STRESS MAGNITUDE AT THE POINTS WHERE THE CRACKS APPEARED WAS FOUND TO BE COMPARABLE WITH THE MEDIAN FATIGUE STRENGTH OF TENSION SPECIMENS WITH FILLET-WELDED ATTACHMENTS. FOR THE BENDING PANELS TESTED, THE MEDIAN FATIGUE STRENGTH AT TWO MILLION CYCLES WAS FOUND TO BE A STRESS RANGE OF 20 KSI AT A MAXIMUM STRESS OF 30 KSI. HOWEVER, MORE TESTS ARE CONSIDERED NECESSARY TO ESTABLISH THE FATIGUE STRENGTH MORE PRECISELY AND TO CARRY OUT A STATISTICAL ANALYSIS. THE S-N CURVE PRESENTED PROVIDES A SLIGHTLY CONSERVATIVE ESTIMATE OF THE FATIGUE STRENGTH OF THE GIRDERS IN THIS TEST SERIES. /AUTHOR/]]></description>
      <pubDate>Sun, 23 Oct 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/107998</guid>
    </item>
    <item>
      <title>FATIGUE STRENGTH OF HYBRID PLATE GIRDERS UNDER CONSTANT MOMENT</title>
      <link>https://trid.trb.org/View/101983</link>
      <description><![CDATA[TWO SERIES OF FATIGUE TESTS ON WELDED HYBRID PLATE GIRDERS ARE DESCRIBED. THE FIRST SERIES CONSISTED OF FOURTEEN PANEL SPECIMENS AND THE SECOND SERIES CONSISTED OF SIX FULL LENGTH SPECIMENS. IN BOTH SERIES, THE CENTER TEST PANEL /OR PANELS/ WAS SUBJECTED TO PURE BENDING MOMENT. THE TEST SPECIMENS HAD ASTM A514 STEEL FLANGES AND ASTM A36 STEEL WEBS. FLANGE DIMENSIONS WERE KEPT CONSTANT IN ALL TEST SPECIMENS. THE WEB THICKNESSES USED WERE 1/8, 1/4, AND 3/8 INCH. THE MAXIMUM STRESSES APPLIED TO EACH OF THE TWO GROUPS OF SPECIMENS WERE 20, 30, 40 AND 50 KSI WITH STRESS RANGES OF 10, 15, AND 25 KSI. THE PRIMARY OBJECTIVES OF THE INVESTIGATION WERE' /1/ TO DETERMINE THE MANNER IN WHICH THIN WEB HYBRID GIRDERS FAIL WHEN SUBJECTED TO REPEATED LOADS, AND /2/ TO DETERMINE WHAT FACTORS INFLUENCE THE FATIGUE STRENGTH OF THIN WEB GIRDERS. THE TEST SETUP AND TEST PROCEDURES ARE DESCRIBED AND THE TEST RESULTS ARE ANALYZED AND DISCUSSED. IT IS CONCLUDED THAT, REGARDLESS OF THE WEB THICKNESS, FOR THE SPECIMENS SUBJECTED TO APPLIED STRESS BELOW THE YIELD POINT OF THE WEB MATERIAL, NO CRACKS WERE FOUND WITHIN TWO MILLION CYCLES. HOWEVER, WHEN APPLIED STRESSES EXCEEDED THE YIELD POINT OF THE WEB STEEL, THE WEB FLEXING ACTION COUPLED WITH THE MEMBRANE STRESS CAUSED THE DEVELOPMENT OF FATIGUE CRACKS ALONG THE TOE OF THE COMPRESSION FLANGE TO WEB FILLET WELD AND NEAR THE END OF THE TRANSVERSE STIFFENER. VARIOUS FATIGUE CRACKS CAUSED BY FABRICATION IRREGULARITIES WERE ALSO FOUND IN THE SPECIMENS STRESSED BEYOND THE WEB YIELD POINT. IN ALL CASES THE FINAL FAILURE OF THE SPECIMEN WAS ACCOMPANIED BY A FRACTURE IN THE TENSION FLANGE. /AUTHOR/]]></description>
      <pubDate>Sun, 20 Feb 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/101983</guid>
    </item>
    <item>
      <title>FATIGUE TESTS OF WELDED HYBRID PLATE GIRDERS UNDER CONSTANT MOMENT</title>
      <link>https://trid.trb.org/View/102955</link>
      <description><![CDATA[TWO SERIES OF FATIGUE TESTS ON WELDED HYBRID PLATE GIRDERS ARE DESCRIBED. THE FIRST SERIES CONSISTED OF FOURTEEN PANEL SPECIMENS AND THE SECOND SERIES CONSISTED OF SIX FULL LENGTH SPECIMENS. IN BOTH SERIES, THE CENTER TEST PANEL /OR PANELS/ WAS SUBJECTED TO PURE BENDING MOMENT. THE TEST SPECIMENS HAD ASTM A514 STEEL FLANGES AND ASTM A36 STEEL WEBS. FLANGE DIMENSIONS AND WEB DEPTH WERE KEPT CONSTANT IN ALL TEST SPECIMENS. THE WEB THICKNESSES USED WERE 1/8, 1/4, AND 3/8 INCH. THE MAXIMUM STRESSES APPLIED TO EACH OF THE TWO GROUPS OF SPECIMENS WERE 20, 30, 40, AND 50 KSI WITH STRESS RANGES OF 10, 15, AND 25 KSI. THE PRIMARY OBJECTIVES OF THE INVESTIGATION WERE: (1) TO DETERMINE THE MANNER IN WHICH THIN WEB HYBRID GIRDERS FAIL WHEN SUBJECTED TO REPEATED LOADS AND (2) TO DETERMINE WHAT FACTORS INFLUENCE THE FATIGUE STRENGTH OF THIN WEB GIRDERS. THE TEST SETUP AND TEST PROCEDURES ARE DESCRIBED AND THE TEST RESULTS ARE ANALYZED AND DISCUSSED. IT IS CONCLUDED THAT, REGARDLESS OF THE WEB THICKNESS, FOR THE SPECIMENS SUBJECTED TO APPLIED STRESS BELOW THE YIELD POINT OF THE WEB MATERIAL, NO CRACKS WERE FOUND WITHIN TWO MILLION CYCLES. HOWEVER, WHEN APPLIED STRESSES EXCEEDED THE YIELD POINT OF THE WEB STEEL, THE WEB FLEXING ACTION COUPLED WITH THE MEMBRANE STRESS CAUSED THE DEVELOPMENT OF FATIGUE CRACKS ALONG THE TOE OF THE COMPRESSION FLANGE TO WEB FILLER WELD AND NEAR THE END OF THE TRANSVERSE STIFFNER. VARIOUS FATIGUE CRACKS CAUSED BY FABRICATION IRREGULARITIES WERE ALSO FOUND IN THE SPECIMENS STRESSED BEYOND THE WEB YIELD POINT. IN ALL CASES THE FINAL FAILURE OF THE SPECIMEN WAS ACCOMPANIED BY A FRACTURE IN THE TENSION FLANGE. /AUTHOR/]]></description>
      <pubDate>Sun, 06 Feb 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/102955</guid>
    </item>
    <item>
      <title>PARTIAL HYBRID STRESS ELEMENT FOR MINDLIN LAMINATED PLATES THEORY</title>
      <link>https://trid.trb.org/View/364196</link>
      <description><![CDATA[The partial hybrid stress method is applied to the Mindlin plate theory for orthotropic composite plates. The displacement formulation is adopted in the flexural part and the hybrid formulation in the transverse shear part. Since the interface traction discontinuity is overcome, the present element performs much better than the displacement-based method. Although only the stress parameters in transverse shear part are required, the accuracy approaches that of the conventional hybrid method. The governing equations of plate are also derived from the modified Hellinger-Reissner variational princple.]]></description>
      <pubDate>Fri, 31 Jan 1992 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/364196</guid>
    </item>
    <item>
      <title>INELASTIC BEHAVIOUR OF PLATES-NEW THEORIES AND APPLICATION TO BOX GIRDER DESIGN</title>
      <link>https://trid.trb.org/View/60047</link>
      <description><![CDATA[It has long been recognized that there is a need to rationalize codes of practice for structural design.  There are those who argue in favour of rationalization basically because it is a sound concept; but there are many practical reasons.  On the national level, the codes in the UK are mainly based on materials, whereas most structures are of hybrid construction.  These codes were drafted by experts in different fields and inevitably with different interests in the promotion of the use of certain materials.  Another important factor is the different stages of development of codes at a given time.  It is therefore not too difficult to appreciate the need for rationalization.  The reason for adopting the present approach known as probabilistic method, however, is less obvious.  Perhaps justification in this instance is hardly necessary since no alternative method was considered appropriate.  Nevertheless, reliability analysis, which is the basis of this method, does satisfy two major requirements for rationalization. /Author/TRRL/]]></description>
      <pubDate>Wed, 14 Jun 1978 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/60047</guid>
    </item>
    <item>
      <title>A SYSTEM FOR THE OPTIMUM DESIGN OF HIGHWAY BRIDGES</title>
      <link>https://trid.trb.org/View/43982</link>
      <description><![CDATA[A set of computer programs for the automated design of highway bridge girders was developed in this project.  The system consists of four completely separate programs, each performing one task.  These programs are: continuous girder analysis and automated minimum cost design of uniform depth girders, variable depth girders and hydrid girders.  These programs are written in FORTRAN IV and consist of a large number of subroutines.  Many of these subroutines are common for the various programs.  The continous girder analysis program obtains critical moment and shear envelopes for the standard AASHO loads.  The program will accept variable cross section input.  A variety of information including allowable stresses, actual stresses, deflections and influence lines can be obtained with the level of detail under the control of the user.  The uniform depth girder design program obtains the minimum cost design of a continuous welded plate girder having a uniform web depth. The flange thickness can change along the span.  Unit cost data, pier spacing and girder spacing must be supplied by the user.  This program, employing mathematical programming techniques, will select the best arrangement of material sizes and flange splices to obtain the minimum cost design. The general procedures used in this program are also used in the variable depth and hybrid girder design programs.  The variable depth program will design variable depth girders for continous highway bridges.  Depth changes can be stepped, linear or quadratic along the span.  The flange can also change thicknesses.  The hybrid girder design program will design uniform web depth girders, using different steels in the flange and the web.  The steel type and thickness in the flange can change along the span.]]></description>
      <pubDate>Wed, 06 Oct 1976 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/43982</guid>
    </item>
    <item>
      <title>FIFTY-YEAR DEVELOPMENT: CONSTRUCTION OF STEEL HYBRID BRIDGES</title>
      <link>https://trid.trb.org/View/36045</link>
      <description><![CDATA[Hybrid construction of bridges has developed over the past 50 yr, beginning with composite concrete deck bridges during the twenties, progressing through prestressed and autostressed hybrid girders, and now including orthotropic girder bridges.  The progress of the composite girder is traced primarily through the evolution of the shear connector.  The hybrid girder originated with prestressed girders and developed into the autostressed hybrid girder. The modern hybrid girder is little different from a normal girder; however, its presence represents a true advancement in furthering the economy of steel bridge construction.  The orthotropic girder bridge was brought about by the industry's need to develop bridges with maximum economy of material.  This type of structure is perhaps the most recent totally new idea in bridge construction.  The roadway quality is of great importance to this bridge and the wear surface has advanced considerably. /ASCE/]]></description>
      <pubDate>Wed, 10 Mar 1976 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/36045</guid>
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