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    <title>Transport Research International Documentation (TRID)</title>
    <link>https://trid.trb.org/</link>
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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>
    <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>A systems perspective of managing error recovery and tactical re-planning of operating teams in safety critical domains</title>
      <link>https://trid.trb.org/View/1103998</link>
      <description><![CDATA[Research in human error has provided useful tools for designing procedures, training, and intelligent interfaces that trap errors at an early stage. However, this "error prevention" policy may not be entirely successful because human errors will inevitably occur. This requires that the error management process (e.g., detection, diagnosis and correction) must also be supported. Research has focused almost exclusively on error detection; little is known about error recovery, especially in the context of safety critical systems. The aim of this paper is to develop a research framework that integrates error recovery strategies employed by experienced practitioners in handling their own errors. A control theoretic model of human performance was used to integrate error recovery strategies assembled from reviews of the literature, analyses of near misses from aviation and command & control domains, and observations of abnormal situations training at air traffic control facilities. The method of system dynamics has been used to analyze and compare error recovery strategies in terms of patterns of interaction, system affordances, and types of recovery plans. System dynamics offer a promising basis for studying the nature of error recovery management in the context of team interactions and system characteristics. The proposed taxonomy of error recovery strategies can help human factors and safety experts to develop resilient system designs and training solutions for managing human errors in unforeseen situations; it may also help incident investigators to explore why people's actions and assessments were not corrected at the time.]]></description>
      <pubDate>Tue, 21 Jun 2011 09:27:15 GMT</pubDate>
      <guid>https://trid.trb.org/View/1103998</guid>
    </item>
    <item>
      <title>LARGE SCALE CLEAR-WATER LOCAL PIER SCOUR EXPERIMENTS</title>
      <link>https://trid.trb.org/View/744304</link>
      <description><![CDATA[This article presents the results of 14 local sediment scour experiments conducted by the University of Florida and the United States Geological Survey (USGS) Conte Research Laboratory at the Conte Laboratory in Turners Falls, Massachusetts (USA). The tests were performed with three different diameter circular piles (0.114, 0.305, and 0.914 m), three different uniform cohesionless sediment diameters (0.22, 0.80, and 2.90 mm), and a range of water depths and flow velocities.  The tests were performed in the 6.1 m wide, 6.4 m deep, and 38.4 m long flume at the USGS Center.  These tests extend local scour data obtained in controlled experiments to prototype size piles and ratios of pile diameter to sediment diameter to 4,155.  Supply water for this flow through flume was supplied by a hydroelectric power plant reservoir and the concentration of suspended fine sediment (wash load) could not be controlled. Equilibrium scour depths were found to depend on the wash load concentration.]]></description>
      <pubDate>Mon, 15 Nov 2004 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/744304</guid>
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    <item>
      <title>HYDRAULIC DESIGN OF HIGHWAY CULVERTS, SECOND EDITION</title>
      <link>https://trid.trb.org/View/698061</link>
      <description><![CDATA[Hydraulic Design Series Number 5 combines culvert design information previously contained in Hydraulic Engineering Circulars (HECs) No. 5, No. 10, and No. 13 with hydrologic, storage routing, and special culvert design information.  The result is a comprehensive culvert design publication. Hydrologic analysis methods are described, and references cited. Culvert design methods are presented for both conventional culverts and culverts with inlet improvements.  Storage routing techniques are included which permit the designer to account for ponding effects upstream of the culvert.  Unique culvert applications, erosion and sediment control, debris control, structural aspects, and long-span culverts are discussed and references cited.  Inlet control, outlet control, and critical depth design charts, many of which are newly developed, are included for a variety of culvert sizes, shapes, and materials. New dimensionless culvert design charts are provided for the design of culverts lacking conventional design nomographs and charts.  The appendices of the publication contain the equations and methodology used to construct the design charts, information of the hydraulic resistance of culverts, and methods of optimizing culvert design using performance curves and inlet depression.  Calculation forms are provided for most of the design methodologies in the manual.  The second edition has corrected minor errors and provided both SI and English (U.S. customary) units for all equations and design charts.]]></description>
      <pubDate>Fri, 28 May 2004 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/698061</guid>
    </item>
    <item>
      <title>AN ASSESSMENT OF THE U.S. MARINE TRANSPORTATION SYSTEM - A REPORT TO CONGRESS</title>
      <link>https://trid.trb.org/View/647638</link>
      <description><![CDATA[In recognition of the continuing importance of the U.S. Marine Transportation System (MTS), the U.S. Congress, on November 13, 1998, directed in Section 308 of the Coast Guard Authorization Act of 1998, that: "The Secretary of Transportation, through the Coast Guard and the Maritime Administration, shall, in consultation with the National Ocean Service of the National Oceanic and Atmospheric Administration, the Corps of Engineers, and other interested Federal agencies and departments, establish a task force to assess the adequacy of the Nation's marine transportation system (including ports, waterways, harbor approach channels, and their intermodal connections) to operate in a safe, efficient, secure, and environmentally sound manner". The Task Force was to consider the capability of the MTS, the adequacy of the depth of channels and harbors, and the cost to the Federal government of accommodating projected increases in foreign and domestic traffic over the next 20 years. Evaluations of the Nation's capability to dispose of dredged materials and the future of the navigational aid system were additional components of this effort.  Congress required the Secretary to report the results of the Task Force's assessment. This report summarizes the results of the assessment and constitutes the response to Congress.]]></description>
      <pubDate>Fri, 05 Mar 2004 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/647638</guid>
    </item>
    <item>
      <title>FORMULA FOR CALCULATING CRITICAL DEPTH OF TRAPEZOIDAL OPEN CHANNEL. DISCUSSIONS</title>
      <link>https://trid.trb.org/View/504639</link>
      <description><![CDATA[Two discussions of a technical note with the aforementioned title by Z. Wang, published in this journal (Volume 124, Number 1, January 1998), are presented.  The first discusser questions the accuracy of the explicit formula derived by the author to calculate the critical depth of trapezoidal open channel flow and points out that the equation should involve the momentum correction coefficient, not the energy correction coefficient. The remaining two discussers offer a simpler explicit solution to the same problem.]]></description>
      <pubDate>Mon, 12 Jul 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/504639</guid>
    </item>
    <item>
      <title>FORMULA FOR CALCULATING CRITICAL DEPTH OF TRAPEZOIDAL OPEN CHANNEL. TECHNICAL NOTE</title>
      <link>https://trid.trb.org/View/475419</link>
      <description><![CDATA[Using iteration theory, this paper presents an explicit analytical solution to the equation for critical depth of trapezoidal channel, which is valid over a large range of parameters and whose maximum error is within 0.014%.]]></description>
      <pubDate>Thu, 08 Jan 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/475419</guid>
    </item>
    <item>
      <title>WATER SURFACE PROFILES IN COMPOUND CHANNEL WITH MULTIPLE CRITICAL DEPTHS</title>
      <link>https://trid.trb.org/View/481801</link>
      <description><![CDATA[Investigators compare water surface profiles measured in a laboratory compound channel that has rough floodplains and multiple critical depths with computed water surface profiles derived by numerical solution of the one-dimensional equation of gradually varied flow in a form that includes a compound channel Froude number.  Manning's "n" varies with depth in the floodplain, and the interaction between the main channel and floodplain in modeled as a correction to the main channel resistance coefficient.  Good agreement is found between measured and computed water surface profiles, beyond the discharge range of multiple critical depths.  Within the discharge range of multiple critical depths, the recorded water surface profile near a free overfall cannot be solved as a one-dimensional flow because it separates into distinctly different drawdown profiles in the main channel and floodplain.  Investigators propose a method for identifying the discharge range within which multiple critical depths exist in order to identify potential problems with interpretation of water surface profiles computed by one-dimensional methods in this range.]]></description>
      <pubDate>Thu, 20 Mar 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/481801</guid>
    </item>
    <item>
      <title>EMAT EXAMINATION FOR CRACKS IN RAILROAD WHEEL TREADS</title>
      <link>https://trid.trb.org/View/350954</link>
      <description><![CDATA[The authors examined the use of Rayleigh-wave electromagnetic-acoustic transducers (EMATs) in pitch-catch as a possible non-contact inspection tool for cast steel wheels with and American-style profile used on the freight cars of the U.S. railway system.  The transmitter and receiver coils were a meanderline design on a flexible substrate which conformed to the tread shape for maximum electromagnetic coupling.  The transducer package was the two coils stacked and backed by a large Nd-Fe-B permanent magnet.  A newly designed MOSFET pulser generated a high-current, gated rf pulse at 500 kHz.  The Rayleigh wave generated traveled around an unflawed wheel circumference at least 14 times (about 36 m).  This technique should allow detection of critical-depth cracks in the tread of every wheel on a train as it rolls by an inspection point in a railyard.]]></description>
      <pubDate>Tue, 30 Apr 1991 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/350954</guid>
    </item>
    <item>
      <title>COMPUTER DESIGN OF PILE FOUNDATIONS BY CRITICAL DEPTH METHOD</title>
      <link>https://trid.trb.org/View/283577</link>
      <description><![CDATA[In his Terzaghi lecture to the American Society of Civil Engineers in 1975, G G Meyerhof introduced the concept of critical depth for a pile foundation; if the base of the pile is above the critical depth, the pile capacity is a function of the penetration depth, but if below the critical depth the capacity is constant and independent of the penetration depth.  This program has been written in BASIC language, to use Meyerhof's methods for calculating the ultimate load capacity of single piles, as set out in that lecture.  The program will work with any kind of pile: end-bearing and/or frictional; driven or bored; straight or belled; and of any common cross-sectional shape, in up to six layers of any soil except unsaturated cohesive soil. Immediate or long-term loading may be selected, and provision is made for the calculation of negative friction effects when an end-bearing pile passes through soft cohesive soils.  Because of the large amount of data that may have to be entered, the program has built-in cross-checks wherever possible, which detect conflicting data, warn the operator, and allow amendment.  Means have also been provided for easy correction of errors in input at the end of each block of data entered.  Prompts are liberally used, to make the program as "user-friendly" as possible.  The ultimate end-bearing capacity of piles in layered soils may be limited by the proximity of the pile base to the underlying and/or the overlying layer boundary, and these conditions are fully checked by the program.  The ultimate bearing stress of frictional piles is obtained from one or more of several equations, depending on the soil type and its consistency, but the bearing strength of unsaturated cohesive soils is ignored.  After the bearing capacity of the pile has been calculated and displayed, options are given of repeating the calculations with a change of pile function, or of pile type, or of penetration depth, or with different soil properties, and without loss of any of the other data.  The method relies heavily on the evaluation of critical depth ratios and bearing capacity factors, given in graphical form in Meyerhof's paper.  It was found to be impossible to curve-fit these relationships, so the curves on the graph were digitised by measurement of ordinates. These were stored in a virtual array, and smoothed out by differencing the values using a subsidiary program.  The digitised values are read from the array and interpolated if necessary by a sub-program within the main program.  For the covering abstract of the conference see IRRD 288957. (Author/TRRL)]]></description>
      <pubDate>Tue, 30 Jun 1987 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/283577</guid>
    </item>
    <item>
      <title>HYDRAULIC DESIGN OF HIGHWAY CULVERTS</title>
      <link>https://trid.trb.org/View/273862</link>
      <description><![CDATA[Hydraulic Design Series No. 5 combines culvert design information previously contained in Hydraulic Engineering Circular (HEC) No. 5, No. 10, and No. 13 with hydrologic, storage routing, and special culvert design information. The result is a comprehensive culvert design publication. Hydrologic analysis methods are described, and references cited.  Culvert design methods are presented for both conventional culverts and culverts with inlet improvements. Storage routing techniques are included which permit the designer to account for ponding effects upstream of the culvert.  Unique culvert applications, erosion and sediment control, debris control, structural aspects, and long span culverts are discussed and references cited.  Inlet control, outlet control, and critical depth design charts, many of which are newly developed, are included for a variety of culvert sizes, shapes, and materials.  New dimensionless culvert design charts are provided for the design of culverts lacking conventional design nomographs and charts. The appendices of the publication contain the equations and methodology used to construct the design charts, information of the hydraulic resistance of culverts, and methods of optimizing culvert design using performance curves and inlet depression.  Calculation forms are provided for most of the design methodologies in the manual.]]></description>
      <pubDate>Sat, 31 Jan 1987 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/273862</guid>
    </item>
    <item>
      <title>TRENCH STABILITY AND LOADS ON SUPPORT SYSTEMS</title>
      <link>https://trid.trb.org/View/181020</link>
      <description><![CDATA[This article, the last in a series of four, provides some practical guidance on the methods of assessing the stability of unsupported excavations and on the possible modes of failure.  An indication is given of how the loads generated on trench support can be estimated.  Short-term stability analysis is used to illustrate the calculation of the critical depth of vertical and sloping trench walls and the base failure of trenches in clay immediately after excavation.  The use of stability curves to investigate the effect of battering back is explained.  The most common failure modes are illustrated and discussed. These include failure by sliding in clay, drying, saturation, erosion and wash-out in sands.  A description is also given of falls, bedding plane failure and block failure.  Design procedures for support systems are based on measurements of strut loads in deep excavations to give design envelopes for selected soil types.  See also TRIS 362294-6.  (TRRL)]]></description>
      <pubDate>Sat, 30 Oct 1982 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/181020</guid>
    </item>
    <item>
      <title>INFLUENCE OF COMPRESSIBILITY ON THE ULTIMATE BEARING CAPACITY OF PILES IN NON-COHESIVE SOIL</title>
      <link>https://trid.trb.org/View/81021</link>
      <description><![CDATA[This paper was presented to the French Committee of Soil Mechanics, 17th February 1975.  The authors present the results of numerous driving operations carried out in the laboratory in a test tank in homogeneous sand of variable density, in two-course sand layers, and in a medium artificially overloaded to simulate the influence of a soft clay layer situated on top of the anchorage layer.  These tests show the limitation of nq formulae (high bearing capacity coefficient) and demonstrate that the friction angle of the material is not the parameter to take into account when the limit stress occurs. The notion of critical depth is defined, and its decrease with the intensity of the excess load applied to the anchorage layer, is shown.  A design method is proposed for evaluating the limit bearing capacity and the ultimate bearing capacity for anchorage heights smaller than the depth at which gradation occurs. /TRRL/]]></description>
      <pubDate>Thu, 12 Apr 1979 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/81021</guid>
    </item>
    <item>
      <title>BEARING CAPACITY AND SETTLEMENT OF PILE FOUNDATIONS</title>
      <link>https://trid.trb.org/View/52918</link>
      <description><![CDATA[The discussers point out further aspects of limit point bearing capacity of piles in sand as well as the overlayered stratum and critical depth.  It is noted that if phi (angle of friction) is the parameter that can describe the part in p sub o N sub q, it cannot alone explain the part in q sub 1, which essentially depends upon the compressibility phenomena.  Experiments on various sands have shown that the relationship between q sub 1 and phi is valid only for sands, the physical and mechanical properties of which are not very different.  For homogeneous medium,  A relationship is proposed between the critical depth D sub c and p sub c, or 1 sub 1.  For overlayered stratum, experimental results have shown that the value of D sub c decreases rapidly with the value of the overload applied to the bearing stratum. It is shown that for long poles, the current rule of 3-5 diameters of penetration in the bearing stratum allows a mobilization of the full point resistance of the pile.]]></description>
      <pubDate>Thu, 16 Feb 1978 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/52918</guid>
    </item>
    <item>
      <title>BRINK DEPTH METHOD IN RECTANGULAR CHANNEL</title>
      <link>https://trid.trb.org/View/59398</link>
      <description><![CDATA[Supplementary experiments for the brink depth method in a rectangular channel are described including changes of channel slope and channel roughness.  The ratio of the end depth and the critical depth Y sub e/Y sub c = 0.715, as suggested by Rouse was confirmed for Reynolds numbers ranging from 2 x 10 to the 4 power to 10 to the 6 power.]]></description>
      <pubDate>Wed, 09 Nov 1977 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/59398</guid>
    </item>
    <item>
      <title>IN SITU TESTS AND PILE FOUNDATIONS</title>
      <link>https://trid.trb.org/View/139816</link>
      <description><![CDATA[After mentioning possible static load tests and laboratory tests, the use of two insitu apparatus, the Dutch penetrometer and the Menard Pressiometer, in pile foundations are discussed. It is pointed out that good correlations exist between the penetrometer, the pressiometer, and in some cases, the pile driving formulas as regards end-bearing resistance. The problems of side friction, settlements and critical depth are discussed.]]></description>
      <pubDate>Thu, 09 Jan 1975 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/139816</guid>
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