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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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      <link>https://trid.trb.org/</link>
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    <item>
      <title>DURABILITY SCALING OF HIGH PERFORMANCE CONCRETE (HPC) STRUCTURES USING THE PROBABILISTIC CRACK APPROACH</title>
      <link>https://trid.trb.org/View/491733</link>
      <description><![CDATA[The paper summarizes some results of a combined experimental-theoretical research program on the durability of cooling towers with minimum reinforcement made of normal and high strength concrete, when subject to hygral and thermal gradients (Ulm et. al., 1998).  The study confirmed that the structural durability performance is governed by the evaporable water content of the concrete.  It scales both the magnitude and the time scale of drying, and thus the crack opening and its long term propagation.]]></description>
      <pubDate>Thu, 25 Oct 2001 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/491733</guid>
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      <title>SIMULTANEOUS MEASUREMENT OF ROOF PRESSURES AND APPLICATIONS</title>
      <link>https://trid.trb.org/View/511657</link>
      <description><![CDATA[Simultaneously sampled pressure data provide a variety of wind load information useful for designers of a structure.  A number of locally measured pressures can be combined, in time series, to obtain, for example, area-averaged loads on structural elements and total loads on a main wind resisting system.  Two practical applications of simultaneous pressure measurements are presented.]]></description>
      <pubDate>Mon, 15 Nov 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/511657</guid>
    </item>
    <item>
      <title>USING WIND DESIGN CRITERIA TO GAUGE SEISMIC PERFORMANCE</title>
      <link>https://trid.trb.org/View/511658</link>
      <description><![CDATA[When performing seismic evaluations of structures in low seismic regions it is not uncommon to find that the structures have been primarily designed for wind forces, with little or no consideration for earthquake performance.  To more quickly evaluate structures for seismic hazards in these regions, parameters may be established that permit engineers to determine when wind load criteria will govern over seismic criteria for the primary structural system.  The evaluation parameter, if easily defined, could enable an evaluation of a building designed for known wind load criteria to be quickly assessed to identify its potential seismic vulnerability.  The objective would be to develop threshold "Quick Check" parameters that could be used to gauge when wind design criteria will control the performance of a structure's primary lateral load-resisting system.  This procedure  would be particularly valuable in regions of the country where mapped seismic hazards have increased in recent years and prior prevailing design practices did not include seismic provisions.]]></description>
      <pubDate>Mon, 15 Nov 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/511658</guid>
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    <item>
      <title>DESIGNING FOR A WORLD OF MULTIPLE HAZARDS</title>
      <link>https://trid.trb.org/View/511659</link>
      <description><![CDATA[Building response to multiple hazards such as wind, flood, earthquake and explosion can be greatly improved through consistent use of structural design features that provide ductility, toughness, continuity and redundancy in the event of unanticipated loadings.]]></description>
      <pubDate>Mon, 15 Nov 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/511659</guid>
    </item>
    <item>
      <title>APPLIED TECHNOLOGY COUNCIL'S ROLE IN WIND AND COASTAL FLOOD HAZARD MITIGATION</title>
      <link>https://trid.trb.org/View/511660</link>
      <description><![CDATA[The recently commenced Applied Technology Council (ATC) program in wind and coastal flood hazard mitigation is being designed to build on technologies, concepts, and approaches already developed for earthquake hazard mitigation.  The program includes reconnaissance efforts to document the effects of hurricanes on man-made structures, and in-depth efforts to develop engineering applications for wind and coastal flood hazard mitigation.  ATC has signed a Memorandum of Understanding with the American Association for Wind Engineering to seek and perform wind engineering research and application projects jointly.  ATC will also draw on its extensive experience over the last several decades in developing methods for evaluating and rehabilitating buildings and other structures to resist earthquakes.]]></description>
      <pubDate>Mon, 15 Nov 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/511660</guid>
    </item>
    <item>
      <title>DESIGN CONSIDERATIONS FOR COASTAL ZONES EXPOSED TO HURRICANE-INDUCED WAVE ACTION</title>
      <link>https://trid.trb.org/View/511661</link>
      <description><![CDATA[It is well known that a wide beach fronting a structure provides an excellent dissipator of wave and storm surge energies during major storms.  Thus, the vulnerability of areas subject to beach erosion gradually increases with time due to the increasing proximity to the ocean.  Not only is the ocean closer, but the potential vertical scour increases, which increases the bending moment due to the wave and current velocities, and decreases the pull-out and overturning resistance of the piling.  One approach to maintaining the integrity of structures located in eroding areas is to nourish the beach, thereby restoring approximately the conditions that existed at some previous time.  To date, there has not been a rational approach presented to provide an appropriate benefit/cost analysis of beach nourishment in such areas.  It is the objective of this paper to initiate the development of such an approach.]]></description>
      <pubDate>Mon, 15 Nov 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/511661</guid>
    </item>
    <item>
      <title>DESIGN CONSIDERATIONS FOR EFFECTS OF COMPLEX TOPOGRAPHY ON WIND CHARACTERISTICS</title>
      <link>https://trid.trb.org/View/511662</link>
      <description><![CDATA[Complex topography can cause pronounced changes to the wind patterns which in turn can exacerbate the damaging effects on the built environment.  Examples of this phenomenon include: funneling effects caused by gaps in mountain ranges; escalating effects on upward sloping terrain; sudden changes in direction and high turbulence over cliff edges; turbulence around the edges of mountains or ranges; and downslope winds.  Much damage has been inflicted on residences and other structures from strong wind situations in such locales.  Various Codes and Standards have attempted to provide procedures for estimating the escalation of wind speeds in simple topography.  However, effects from complex topography cannot be easily quantified and the designer must be aware of these conditions.]]></description>
      <pubDate>Mon, 15 Nov 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/511662</guid>
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    <item>
      <title>MECHANICAL DAMPING SYSTEM FOR MAST ARM TRAFFIC SIGNAL STRUCTURES</title>
      <link>https://trid.trb.org/View/511663</link>
      <description><![CDATA[Failures of mast arm traffic signal structures have resulted from wind-induced vibrations.  This paper describes the development and testing of several different damping devices for cantilevered mast arm structures.  Prototype damping devices were tested on a 11.3 m mast arm constructed in the Structures Laboratory at the University of Florida.  Successful devices were then field tested on several different lengths of mast arms (11.0 m to 21.4 m) to determine the effectiveness over the full range of installations.  The selected device has the potential to limit the magnitude and duration of vibrations resulting in an increase in the design life of these structures.]]></description>
      <pubDate>Mon, 15 Nov 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/511663</guid>
    </item>
    <item>
      <title>TRUCK-INDUCED WIND LOADS ON HIGHWAY SIGN SUPPORT STRUCTURES</title>
      <link>https://trid.trb.org/View/511664</link>
      <description><![CDATA[Recent research has given more accurate fatigue design loads for truck-induced wind loads on cantilevered highway sign support structures.  This research consisted of short and long-term field testing on a variable message sign over an interstate highway.  The results of the research indicated that a worst case truck-induced wind load of 1760 Pa with a reduction dependant upon the height above the road results in an adequate fatigue design load.]]></description>
      <pubDate>Mon, 15 Nov 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/511664</guid>
    </item>
    <item>
      <title>TRAFFIC SIGNAL STRUCTURE RESEARCH</title>
      <link>https://trid.trb.org/View/511665</link>
      <description><![CDATA[Two traffic signal poles recently failed in Wyoming.  These failures occurred at the connection between the mast arm and post and were due to fatigue cracking in the post near the base of the weld.  The fatigue cracking is due to the mast arm vibrations caused by wind.  Previous research has shown that the vertical movement of the mast arm ("in-plane" motion) is caused primarily by galloping and that the horizontal movement ("out-of-plane" motion) is caused by natural and truck induced gusts (South, May 1994).  It has also been reported that galloping is the primary cause of the damage.  The crack patterns indicate that out-of-plane motion may also be contributing significantly to the damage.  This paper summarizes the research work currently underway at the University of Wyoming.  The research includes field monitoring, finite element analysis (FEA), and laboratory testing of full-scale specimens.]]></description>
      <pubDate>Mon, 15 Nov 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/511665</guid>
    </item>
    <item>
      <title>STRAIN MEASUREMENTS ON TRAFFIC SIGNAL MAST ARMS</title>
      <link>https://trid.trb.org/View/511666</link>
      <description><![CDATA[The Missouri Department of Transportation (MoDOT) has had over a dozen traffic signal mast arms fail in the past six years.  The failures occurred at the weld joining the mast arm tube to the connection plate.  In order to investigate these failures a study was designed to measure the in-service strains experienced by two traffic signal mast arms.]]></description>
      <pubDate>Mon, 15 Nov 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/511666</guid>
    </item>
    <item>
      <title>ANALYSIS OF THE CATASTROPHIC FAILURE OF THE SUPPORT STRUCTURE OF A CHANGEABLE MESSAGE SIGN</title>
      <link>https://trid.trb.org/View/511667</link>
      <description><![CDATA[On November 27, 1995, the support structure for an electronic changeable message sign (CMS) failed, crushing a passing vehicle on a California interstate freeway.  Erected just 18 months prior, the sign had been subjected to high seasonal winds. Winds averaged 51 kph (31 mph) during the previous 24 hours, with gusts to 98 kph (60 mph).  This was the windiest day of the previous six months.  The 13,000-kg (6300-lb) CMS was 8.05-meters (25.4 ft) high and cantilevered 9.98 meters (32.8 ft) from its single column support base.  The failed support column was a 457-mm (18-inch) diameter by 12.7-mm (1/2 inch) thick galvanized carbon steel pipe.  The steel base plate was 914x914x70 mm (36x36x2.75 inch) octagonal, supported on eight 35-mm (1.375 inch) diameter double-nutted anchor bolts.  The column/plate joint was a socket design with 13-mm (1/2 inch) fillet welds at both upper (outside) and lower (inside).  There is an electrical service access hole in the column above the base.  No discrepancies in quality assurance were found despite a thorough review of fabrication, construction and inspection records.  This paper discusses the causes of the failure and concludes that the AASHTO design methodology was found to be inadequate.]]></description>
      <pubDate>Mon, 15 Nov 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/511667</guid>
    </item>
    <item>
      <title>ASSESSMENT OF PEDESTRIAN THERMAL COMFORT</title>
      <link>https://trid.trb.org/View/511652</link>
      <description><![CDATA[Pedestrian comfort is affected not only by wind speed, but also by air temperature, solar radiation and other parameters.  A comprehensive model has been developed at RWDI for the assessment of the pedestrian comfort by considering three major components, i.e. wind force, thermal comfort and wind chill. This paper illustrates the application of the model through three recent consulting projects carried out for different climates.  It demonstrates that these three components may be of equal importance and should be studied concurrently in determining the true comfort level of the outdoor microclimate.]]></description>
      <pubDate>Sun, 14 Nov 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/511652</guid>
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    <item>
      <title>MICROCLIMATE DESIGN FEATURES FOR BUILDINGS AND LANDSCAPING</title>
      <link>https://trid.trb.org/View/511653</link>
      <description><![CDATA[A windy environment around the base of a building, particularly near a main entrance or plaza area, will detract from the appeal of the site and perhaps discourage clients and shoppers from visiting the area.  Many examples exist of outdoor restaurants and cafes that have failed at the base of tall buildings as a result of a windy environment (Cochran, 1979).  Similarly, an outdoor pedestrian space, such as a recreational pool area of a residential condominium, should be protected from strong winds. Thus, there is a direct financial motivation for ameliorating the wind environment if it is going to affect the appeal of a tenanted building to the users and customers of that building. In the extreme case a site may be dangerous; particularly to the infirm.  Penwarden and Wise (1975) discuss the case of two elderly women who were killed when a gust of wind at the base of a tall building blew them over.  Many factors will have an impact on the wind conditions around a building.  Some parameters, such as the ambient wind statistics, local topography, or whether the building is surrounded by similarly tall structures, will influence the resulting winds around the base of a new building.  It is for this reason that many new-building designers evaluate their project in a boundary-layer wind tunnel with the building both installed and removed from the turntable.  In this way, the project's impact on the local environment may be assessed.]]></description>
      <pubDate>Sun, 14 Nov 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/511653</guid>
    </item>
    <item>
      <title>EFFECT OF ROOFING MEMBRANE ON WIND UPLIFT PRESSURES</title>
      <link>https://trid.trb.org/View/511654</link>
      <description><![CDATA[Wind Standards and Codes of Practice derive pressure coefficients, mostly, from the wind tunnel studies. Conventionally, the wind tunnel roof models were fabricated using rigid material.  This paper presents the benefits of wind tunnel studies on models with full-scale roof components.]]></description>
      <pubDate>Sun, 14 Nov 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/511654</guid>
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