<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>CHARACTERIZING NEAR FAULT GROUND MOTION FOR THE DESIGN AND EVALUATION OF BRIDGES</title>
      <link>https://trid.trb.org/View/727882</link>
      <description><![CDATA[Near-fault ground motions are different from ordinary ground motions in that they often contain strong coherent dynamic long period pulses and permanent ground displacements.  The dynamic motions are dominated by a large long period pulse of motion that occurs on the horizontal component perpendicular to the strike of the fault, caused by rupture directivity effects. Near fault recordings from recent earthquakes indicate that this pulse is a narrow band pulse whose period increases with magnitude, as expected from theory.  This magnitude dependence of the pulse period causes the response spectrum to have a peak whose period increases with magnitude, such that the near-fault ground motions from moderate magnitude earthquakes may exceed those of larger earthquakes at intermediate periods (around 1 second).  The static ground displacements in near-fault ground motions are caused by the relative movement of the two sides of the fault on which the earthquake occurs.  These displacements are discontinuous across a fault having surface rupture, and can subject a bridge crossing a fault to significant differential displacements.  The static ground displacements occur at about the same time as the large dynamic motions, indicating that the static and dynamic displacements need to be treated as coincident loads.]]></description>
      <pubDate>Fri, 01 Nov 2002 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/727882</guid>
    </item>
    <item>
      <title>EVALUATION OF SHEAR PLATES AND GROUTED SHEAR KEY JOINT PERFORMANCE OF A THREE-SIDED PRECAST CULVERT</title>
      <link>https://trid.trb.org/View/364809</link>
      <description><![CDATA[The effectiveness of shear plates and a grouted shear key joint system in providing load transfer across three-sided bridge sections is evaluated.  Because of the flat-top culvert geometry accommodating pavement directly on top of the sections, it was important to determine the structure's response to differential deflections between adjacent sections when subjected to live loading.  Prompted by research that evaluated shear plates on tongue-and-groove jointed box sections with spans up to 12 ft, the project focused on a three-sided structure with a substantially longer span (30 ft) and a grouted shear key joint system. Deflection results are presented for various combinations of shear plates and the keyed joint when subjected to simulated live loading.  The results indicate that the grouted shear key joint system is an effective means of distributing the load between the precast sections.  The addition shear plates does not enhance the structural response of the grouted structures.  Shear plates alone are ineffective.]]></description>
      <pubDate>Tue, 31 Mar 1992 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/364809</guid>
    </item>
    <item>
      <title>PERFORMANCE OF FULL-SPAN PANEL-FORM BRIDGES UNDER REPETITIVE LOADING</title>
      <link>https://trid.trb.org/View/195800</link>
      <description><![CDATA[An experimental program to determine the effects of repetitive loading on the serviceability and strength of composite panel form bridges is described.  Six simply supported bridge decks were tested.  The specimens consisted of three precast, pretensioned panels spanning in the direction of traffic and composite with a cast-in-place topping slab.  Bond between the topping slab and the roughened interface surfaces of the panels provided the only means of shear connection.  Items considered in the study include the topping slab thickness, panel joint type (flat or beveled-edge), and the effect of longitudinal cracks in the topping slab.  The specimens were loaded repetitively with 2 million cycles of design load (HS20-44 axle load with allowance for impact).  The loading arrangement was such that maximum transverse shear and longitudinal bending stresses were produced during each cycle.  Performance was evaluated primarily on the basis of flexural rigidity, differential deflection between panels, and the strength and ductility of the composite system.  Several states have constructed bridges by using precast panels as full-span stay-in-place forms.  Many of these bridges have developed longitudinal cracks in the topping slab over the panel joints.  The study indicates that cracks of this type do not have a detrimental effect on the strength and serviceability of the bridge deck for the expected repetitive loading. (Author)]]></description>
      <pubDate>Wed, 30 Nov 1983 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/195800</guid>
    </item>
    <item>
      <title>A METHOD OF ANALYSIS OF THE EFFECTS OF VOLUME CHANGE IN UNSATURATED EXPANSIVE CLAYS ON ENGINEERING STRUCTURES</title>
      <link>https://trid.trb.org/View/167053</link>
      <description><![CDATA[This paper presents a method of analysing the effects of volume change in unsaturated expansive clays on engineering structures.  The analyses are carried out using a finite element program with conventional non-linear elastic soil parameters as determined in existing laboratory techniques. These parameters can be obtained, for example, using modified suction controlled consolidometers now in common use together with isotropic pressure tests in pressure membrane apparatus.  Some hypothetical analyses of slab-on- ground foundations indicate that the most critical design criteria, viz., differential displacements, are controlled mainly by the volume change characteristics of the soil and the rigidity of the concrete slab.  The modulus of the soil and the slab are shown to have little effect.  Comparisons with the slab-on-ground design technique were able to be made and while showing similar trends, the analyses used in this paper tended to be less conservative in the examples considered.  (Author/TRRL)]]></description>
      <pubDate>Wed, 28 Oct 1981 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/167053</guid>
    </item>
    <item>
      <title>THE SIGNIFICANCE OF STRUCTURE-FOUNDATION INTERACTION</title>
      <link>https://trid.trb.org/View/41219</link>
      <description><![CDATA[An examination of the importance of structure-foundation-soil interaction with regard to the effect on differential displacement of the column bases, bending moments in the structure and column loads is presented.  The structures considered are plane frames with pin-based columns, the foundations considered are strip footings of finite length, and the soil is regarded as being an isotropic homogeneous perfectly elastic continuum of infinite length.  The purposes of the paper is to show which factors are most important in controlling the magnitude of interaction effects and to provide graphs of change in differential displacement, bending moment and column load for a range of the most important of these variables.  From these results it should be possible to decide when a full interaction analysis needs to be carried out for the structure under consideration, or to decide that interaction effects are of little significance and a complete anlysis can be avoided.  /Author/TRRL/]]></description>
      <pubDate>Wed, 09 Nov 1977 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/41219</guid>
    </item>
    <item>
      <title>CHARACTERISTICS OF EXPANSIVE CLAY ROUGHNESS OF PAVEMENTS</title>
      <link>https://trid.trb.org/View/46225</link>
      <description><![CDATA[The patterns of pavement roughness caused by expansive clay appear to be predictable from the mineralogical and pedologic properties of the clay deposit.  Surveying measurements made in two gilgai fields with similar mineralogy reveal a high degree of statistical similarity in wavelengths and amplitudes of the surface ways.  Field measurements of water content, suction, density, and horizontal and vertical displacements of the soil with depth throughout one weather cycle beneath the mounds and the depressions have revealed the mechanism of differential heaving of these expansive clay deposits.  Pavement roughness was measured on pavements adjacent to the gilgai fields and on other pavement sections by the GM profilometer.  Digital magnetic tapes of the profilometer data are analyzed by a series of digital filters especially designed for expansive clay wavelengths.  Statistical data on the wavelengths and amplitudes of these typical expansive clay roughness patterns are determined and compared with those measured in the gilgai fields where these patterns have not been tampered with.  The riding characteristics of these pavements as measured by the Mays meter are analyzed with a computerized model of a vehicle that is programmed to accept GM profilometer data.  Dynamic load factors for the actual pavements are determined.  Equations are presented that give Mays meter readings and dynamic load factors for any combination of expansive clay wavelengths and amplitudes.  The effect of the dynamic load on reducing the service life of the pavement is discussed, and methods of predicting level-up and overlay quantities from the characteristics of expansive clay roughness are given.]]></description>
      <pubDate>Sat, 04 Sep 1976 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/46225</guid>
    </item>
  </channel>
</rss>