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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>
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      <title>Design challenges in median widening between historically widened bridges</title>
      <link>https://trid.trb.org/View/2306832</link>
      <description><![CDATA[Monash Freeway spans across Jacksons Road and Police Road, originally as twin, three-span, highly skewed continuous I-beam bridges constructed in the 1970s with a wide gap in the median. They have been subsequently widened twice in the median and once on the verges. As part of the Monash Freeway Upgrade Stage 2 Project (MFU2), the existing bridges over Jacksons and Police Roads required widening in the median to become a single monolithic superstructure.These bridge widenings were complex due to the different structural systems in the original and each of the historic bridge widenings. The original bridges were supported on bearing pads whilst the subsequent widenings incorporated elastomeric and pot bearings. The various types of bearing and expansion joints significantly impacted the overall behaviour of the structure after widening. In addition, the bridge widenings were designed and subjected to different traffic loading, thermal effects, and experienced different aged effects of creep and shrinkage. The challenges of the complex bridge widenings were ensuring the new widening did not adversely affect the performance of the existing bridges, nor reduce their load carrying capacity.This paper will address how the history of previous widenings was considered in the various analytical stages, key issues such as: in-plane rotation of the deck, high skew, the varied articulation systems of the historic widenings, and the resolution in the final design of the median widening.]]></description>
      <pubDate>Thu, 07 Dec 2023 14:54:27 GMT</pubDate>
      <guid>https://trid.trb.org/View/2306832</guid>
    </item>
    <item>
      <title>Buckling approximations for laterally continuous elastic I beams</title>
      <link>https://trid.trb.org/View/1206614</link>
      <description><![CDATA[An approximate method for determining the elastic flexural torsional buckling loads of laterally continuous structures is developed.  The method is a refinement of that proposed by Nethercot and Trahair and can be applied to structures loaded at braced points.  The braces and supports are assumed to prevent lateral deflection and twisting.  The procedure locates a critical segment and adjacent restraining segments which together form a substructure. The elastic critical load is obtained by determining the effective length of the critical segment.  Charts of effective length factors, k, are presented and are shown to depend on the end restraint parameters, ga and gb, the segment beam parameter, k, and the end moment ratio, beta.  The proposed method is applied to a number of worked examples.  The results are in close agreement with accurate numerical solutions.  The paper has been written with the design engineer in mind and does not presuppose a detailed knowledge of buckling theory (a).]]></description>
      <pubDate>Fri, 24 Aug 2012 21:51:52 GMT</pubDate>
      <guid>https://trid.trb.org/View/1206614</guid>
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    <item>
      <title>The Port Bouvard Bridge</title>
      <link>https://trid.trb.org/View/1202187</link>
      <description><![CDATA[The Port Bouvard Bridge over the Dawesville Channel 100 km south of Perth was built by Thiess Contractors and opened to traffic in September 1993, two months ahead of schedule.  The bridge was incrementally launched, and the design contained many features which facilitated meeting the weekly cycle which was achieved for all launches.  It has a number of unusual design aspects which combined to produce an easily constructible and maintainable bridge.  The most striking of these is the very large open cross-section, which utilises a pair of 3.1 metre deep I-beams to support a 19 metre wide deck.  With a length of 360 metres, this is the largest bridge designed in Western Australia since the introduction of the AUSTROADS Bridge Code, which proved to have some unexpected influences on the design.  The substructure columns are up to 19 metres high and the pilecaps were specially designed to resist vessel impact.  The bridge also has special features for services access, maintenance, and pedestrian facilities.]]></description>
      <pubDate>Fri, 24 Aug 2012 18:16:23 GMT</pubDate>
      <guid>https://trid.trb.org/View/1202187</guid>
    </item>
    <item>
      <title>Size effects in brittle fracture testing of structural shapes</title>
      <link>https://trid.trb.org/View/1199555</link>
      <description><![CDATA[]]></description>
      <pubDate>Fri, 24 Aug 2012 16:41:34 GMT</pubDate>
      <guid>https://trid.trb.org/View/1199555</guid>
    </item>
    <item>
      <title>Buckling strength of tapered and monosymmetric I-beams</title>
      <link>https://trid.trb.org/View/1198232</link>
      <description><![CDATA[]]></description>
      <pubDate>Fri, 24 Aug 2012 15:57:43 GMT</pubDate>
      <guid>https://trid.trb.org/View/1198232</guid>
    </item>
    <item>
      <title>Inelastic local buckling of fabricated I beams</title>
      <link>https://trid.trb.org/View/1196054</link>
      <description><![CDATA[A finite strip method of analysis is presented for the inelastic local buckling of i beams fabricated by welding.  Stiffness and stability matrices for the section are developed at a monotonically increasing load factor, and the critical moment is that for which the buckling determinant vanishes. Critical moments determined in this way are shown to agree well with test results.  The limiting depth to thickness ratios for the web which correspond to compact and semi compact sections are investigated, and it is shown that the values given in bs 5950 are unconservative for an extensive range of section geometries.  Based on a parametric study, alternative and more accurate formulations for the critical web slendernesses are proposed (a).]]></description>
      <pubDate>Fri, 24 Aug 2012 14:44:09 GMT</pubDate>
      <guid>https://trid.trb.org/View/1196054</guid>
    </item>
    <item>
      <title>Buckling of braced monosymmetric cantilevers: timoshenko energy approach</title>
      <link>https://trid.trb.org/View/1195323</link>
      <description><![CDATA[The paper examines the elastic lateral buckling of monosymmetric cantilevers with a discrete intermediate brace.  On the basis of the timoshenko energy approach, the buckling capacities are determined by direct minimization of the rayleigh quotient.  Solutions are expressed in terms of the easily calculated beam parameter, k and the degree of beam monosymmetry parameter, rho which indicate readily the form of the monosymmetric section.  The influences of lateral brace at different levels, of rotational brace and of full brace on the buckling capacities for varying brace locations, height of load application above the shear centre and the degree of beam monosymmetry are investigated (a).]]></description>
      <pubDate>Fri, 24 Aug 2012 14:23:40 GMT</pubDate>
      <guid>https://trid.trb.org/View/1195323</guid>
    </item>
    <item>
      <title>Inelastic buckling of welded monosymmetric I beams</title>
      <link>https://trid.trb.org/View/1195076</link>
      <description><![CDATA[The inelastic buckling of welded monosymmetric i beams under uniform moment has been investigated.  The assumed welding residual stress is based on the so called tendon force concept developed by the cambridge group. The residual stresses are shown to be dependent on the connecting plate sizes, weld areas and the welding process.  The assumed residual stress pattern consists of a fully yielded tensile stress block of width 2c in the flange at the weld, and a constant residual compressive stress sigma(sub)c at the outer edges to maintain equilibrium.  The influences of the degree of the beam monosymmetry, rho and the values of c are examined.  It is shown that the inelastic buckling capacities decrease with rho and with increasing c values.  Theoretical inelastic buckling moments compared well with fukumoto's test results, except for the very high strength grade steel.  Present inelastic beam design rules in AS1250, aisc specifications, eccs and bs5950 are reviewed.  A simple method of determining the inelastic buckling moment for welded monosymmetric i beams is proposed (a).]]></description>
      <pubDate>Fri, 24 Aug 2012 14:13:31 GMT</pubDate>
      <guid>https://trid.trb.org/View/1195076</guid>
    </item>
    <item>
      <title>Post cracking behaviour of partially prestressed concrete beams</title>
      <link>https://trid.trb.org/View/1194961</link>
      <description><![CDATA[The treatment of cracking and tension stiffening in serviceability calculations for prestressed concrete is not generally understood by practising engineers and has been inappropriately treated in the draft Australian standard for concrete structures.  In this paper, the post cracking service load behaviour of a partially prestressed concrete section is described and analysed.  Techniques for calculating flexural rigidity are presented and illustrated by example.  The provisions of the new draft standard are reviewed and suggestions for improvement are made.  In addition, simple procedures for the estimation of both short term and long term deflections are also presented (a).]]></description>
      <pubDate>Fri, 24 Aug 2012 14:08:18 GMT</pubDate>
      <guid>https://trid.trb.org/View/1194961</guid>
    </item>
    <item>
      <title>Inelastic distortional buckling of I beams</title>
      <link>https://trid.trb.org/View/1194897</link>
      <description><![CDATA[A finite element method of analysis is developed for the inelastic distortional buckling of determinate, hot rolled i beams.  The method permits an economic computer analysis to be made of inelastic distortional buckling of members under various conditions of loading, end support and restraint. Following studies of the accuracy and convergence of the method, its scope of application is demonstrated by studying the inelastic buckling of simply supported beams, beams on seats and beams with complete and continuous tension flange restraint (a).]]></description>
      <pubDate>Fri, 24 Aug 2012 14:06:42 GMT</pubDate>
      <guid>https://trid.trb.org/View/1194897</guid>
    </item>
    <item>
      <title>Flexural torsional buckling tests on arches</title>
      <link>https://trid.trb.org/View/1194796</link>
      <description><![CDATA[Flexural torsional buckling tests on circular aluminium arches of doubly symmetric i section are described.  The arches were fabricated by bending straight specimens to the required radius of curvature in a rolling machine. Calculations of the resulting residual stresses indicate that these have little effect on lateral buckling.  Simply supported arches subjected to central concentrated point loads were tested in the normal and inverted attitudes.  The test results are compared with previous theoretical solutions (a).]]></description>
      <pubDate>Fri, 24 Aug 2012 14:03:52 GMT</pubDate>
      <guid>https://trid.trb.org/View/1194796</guid>
    </item>
    <item>
      <title>Buckling of monosymmetric I beams under moment gradient</title>
      <link>https://trid.trb.org/View/1193837</link>
      <description><![CDATA[The paper investigates the elastic lateral buckling of simply supported monosymmetric i beams under moment gradient.  Independent solutions are obtained using the finite integral method and the rayleigh ritz energy approach.  The elastic buckling moments depend on the degree of beam monosymmetry, p, the beam parameter, k and the end moment ratio, beta. Buckled mode shapes reveal that the buckling deformations of the beams have complicated forms.  It is found that the present design moment modification factor formula cannot satisfactorily predict the buckling capacities of monosymmetric i beams.  An alternative approximate buckling formula is proposed (a).]]></description>
      <pubDate>Fri, 24 Aug 2012 13:34:36 GMT</pubDate>
      <guid>https://trid.trb.org/View/1193837</guid>
    </item>
    <item>
      <title>Distortional buckling of monosymmetric I beams</title>
      <link>https://trid.trb.org/View/1193498</link>
      <description><![CDATA[A finite element method which is applicable to studying the distortional buckling of fabricated monosymmetric i beams is briefly described.  The method is used to demonstrate the effects of web slenderness on a monosymmetric i beam whose smaller flange is in compression.  A study is also made of the effects of monosymmetry on the distortional buckling of an i beam with a slender web in uniform moment and moment gradient.  Based on parameter studies using the finite element method, a design equation is developed which may be used to determine the distortional buckling stress of a monosymmetric i beam under moment gradient (a).]]></description>
      <pubDate>Fri, 24 Aug 2012 13:20:44 GMT</pubDate>
      <guid>https://trid.trb.org/View/1193498</guid>
    </item>
    <item>
      <title>Standard bridge superstructure types</title>
      <link>https://trid.trb.org/View/1193474</link>
      <description><![CDATA[This paper discusses changes to bridge construction administration.  The author believes these changes will produce greater interaction between designer and contractor and more efficient bridge superstructures. Consideration is given to various standard superstructure types and some suggestions on improvements are given.  Jb davies enterprises pty ltd has had experience in the manufacture of site pretensioned concrete and this is discussed (a).]]></description>
      <pubDate>Fri, 24 Aug 2012 13:20:04 GMT</pubDate>
      <guid>https://trid.trb.org/View/1193474</guid>
    </item>
    <item>
      <title>Standard superstructure types</title>
      <link>https://trid.trb.org/View/1193470</link>
      <description><![CDATA[The majority of standard superstructure types adopted by the road construction authority (rca) incorporate precast reinforced and prestressed concrete units in conjunction with reinforced concrete overlays or reinforced concrete decks spanning between the units.  The precast concrete units are generally manufactured in established precasting yards, the exception being precast pretensioned trough beams which have usually been manufactured on site.  The rca operates five precasting yards specializing in the manufacture of reinforced concrete units only.  Four of these are located in provincial cities and the fifth is located within the Melbourne and metropolitan area. There are also nine private enterprise precasters who supply the rca with both prestressed and reinforced concrete units. The other superstructure types are box girders and voided slabs which are cast in situ on falsework and subsequently post tensioned.  These are normally used in conjunction with grade separations.  This paper describes the characteristics of the various forms of superstructure, and discusses the factors which should be considered in selecting appropriate structural arrangements (a).]]></description>
      <pubDate>Fri, 24 Aug 2012 13:19:57 GMT</pubDate>
      <guid>https://trid.trb.org/View/1193470</guid>
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