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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>
    <image>
      <title>Transport Research International Documentation (TRID)</title>
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    <item>
      <title>EFFECT OF SPUR DIKES ON FLOW THROUGH CONTRACTIONS</title>
      <link>https://trid.trb.org/View/97062</link>
      <description><![CDATA[THE GEOLOGICAL SURVEY HAS CONDUCTED TESTS IN THE HYDRAULICS LABORATORY AT THE GEORGIA INSTITUTE OF TECHNOLOGY TO DETERMINE THE DISCHARGE CHARACTERISTICS OF HIGHWAY BRIDGES WITH SPUR DIKES. THE ADDITION OF SPUR DIKES TO A CONTRACTION REDUCES THE RESISTANCE TO FLOW AND INCREASES THE DISCHARGE COEFFICIENT 33 PER CENT FOR ELLIPTICAL DIKES, 23 PER CENT FOR STRAIGHT DIKES, AND 27 PER CENT FOR TIMBER DIKES. ADJUSTMENT FACTORS FOR THE DISCHARGE COEFFICIENT HAVE BEEN DEFINED FOR THE ADDITION OF ELLIPTICAL AND STRAIGHT DIKES TO SPILL THROUGH CONTRACTIONS FOR VARIOUS CHANNEL CONTRACTIONS AND RATIOS OF DIKE LENGTH TO BRIDGE OPENING. /AUTHOR/]]></description>
      <pubDate>Sun, 05 Jun 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/97062</guid>
    </item>
    <item>
      <title>DESIGN OF DEPRESSED INVERT CULVERTS. FINAL REPORT</title>
      <link>https://trid.trb.org/View/279701</link>
      <description><![CDATA[The hydraulic characteristics of a depressed invert culvert were studied.  Also, a design procedure for depressed invert culverts is outlined.  The hydraulic characteristics were studied by reviewing pertinent literature and by the use of a hydraulic model.  The design procedure is similar to that already used by state hydrologists.  Formulas for determining the geometric properties of a depressed invert culvert are presented.  The hydraulic model was used to determine the discharge coefficients for a depressed invert culvert flowing under inlet control and set flush to a vertical headwall.  A literature review was performed which examined velocity profiles, flow over permeable beds, and flow resistance in culverts and over rough beds.  The design procedure is applicable to depressed invert culverts flowing under nonsubmerged conditions and set flush to a vertical headwall.  The design procedure can be used as an outline for the development of a comprehensive design manual for depressed invert culverts.]]></description>
      <pubDate>Thu, 30 Jun 1988 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/279701</guid>
    </item>
    <item>
      <title>QUADRANT-PLANT WEIR</title>
      <link>https://trid.trb.org/View/71955</link>
      <description><![CDATA[The simple weir flow equation was numerically integrated for a quadrantplate weir to show that the head-discharge relationship for this weir is approximately linear.  The approximation to linearity can be greatly improved by a judicious choice of the parameters that determine the weir geometry.  The results of experiments on selected weirs were in agreement with the predicted relationships.  The coefficient of discharge for the quadrant-plate weir is a function of the approach channel Froude number.  For very low Froude numbers (F less than 0.1), C sub d asymptotically approaches a value of 0.61.  /Author/]]></description>
      <pubDate>Wed, 12 Apr 1978 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/71955</guid>
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    <item>
      <title>DISCHARGE OVER POLYGONAL WEIRS</title>
      <link>https://trid.trb.org/View/39007</link>
      <description><![CDATA[Intake towers and weirs in reservoirs with samll water depth and for small floods can be designed with polygon in plan in several cases.  The polygon is easier to construct compared to the circle in plan, but the hydraulic computation is more complicated.  The article shows the influence of an individual corner of the polygonal weir on the discharge coefficient and therefore on the discharge capacity.  The independent variable hydraulic and geometric parameters, e.g., corner angle, weir height, and overall head influence the flow at the weir and over the weir crest in different ways.  All the results of this basic investigation show that a simple mathematical relation between disturbing effect of the corner and the overall head can be assumed.  A simplified two-dimensional flow theory is developed to make the hydraulic computation of the discharge capacity of polygonal weirs possible.]]></description>
      <pubDate>Wed, 02 Jul 1975 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/39007</guid>
    </item>
    <item>
      <title>HYDROLOGY OF THE GLENN CREEK WATERSHED, TANANA RIVER BASIN, CENTRAL ALASKA</title>
      <link>https://trid.trb.org/View/97244</link>
      <description><![CDATA[THE RESULTS OF A FOUR-SUMMER (1964-1967) HYDROLOGIC STUDY OF THE WATERSHED OF GLENN CREEK, ABOUT 8 MILES NORTH OF FAIRBANKS, ALASKA, IN THE YUKON-TANANA UPLANDS PHYSIOGRAPHIC PROVINCE, ARE PRESENTED. THIS WORK WAS INITIATED TO PROVIDE INITIAL BASE LINE HYDROLOGIC DATA FOR A SMALL SUBARCTIC WATERSHED, THE FIRST DETAILED STUDY IN THE DISCONTINUOUS PERMAFROST ZONE OF THE NORTH AMERICAN TAIGA. STANDARD HYDROLOGIC AND METEOROLOGIC INSTRUMENTATION WAS USED, AND STREAMFLOW CHARACTERISTICS WERE ANALYZED BY STANDARD HYDROGRAPH-ANALYSIS TECHNIQUES. THE STREAM IS SECOND-ORDER, AND DRAINS AN AREA OF 0.70 SQUARE MILE. BASIN ELEVATIONS ARE FROM 842 FT TO 1,618 FT. IN REGARD TO TOPOGRAPHY, GEOLOGY, SOILS, PERMAFROST, VEGETATION, AND CLIMATE, THE WATERSHED SEEMS TO BE REPRESENTATIVE OF LOW-ORDER, LOW-ELEVATION DRAINAGE BASINS IN THE PROVINCE. ANALYSIS OF RAINFALL-RUNOFF DATA INDICATES THAT ABOUT HALF THE 12.3-IN. NORMAL ANNUAL PRECIPITATION IS RUNOFF. ANALYSIS OF HYDROGRAPHS AND KNOWLEDGE OF THE PHYSICAL CHARACTERISTICS OF THE BASIN INDICATE THAT STORM RUNOFF OCCURS INITIALLY AS SURFACE RUNOFF FROM BARE SOIL AREAS ADJACENT TO THE STREAM, WHILE RECESSIONS ARE DOMINATED BY A COMBINATION OF TUNNEL FLOW BENEATH MOSS-COVERED PARTS OF THE BASINS AND TYPICAL GROUNDWATER FLOW THROUGH THE MOSS AND SOILS. PEAK DISCHARGES FOR INDIVIDUAL STORMS COULD BE WELL ESTIMATED BY AN EQUATION INCLUDING ANTECEDENT DISCHARGE, TOTAL PRECIPITATION AND STORM DURATION, AND AVERAGE RECESSION CONSTANT. /AUTHOR/]]></description>
      <pubDate>Sun, 02 Apr 1972 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/97244</guid>
    </item>
    <item>
      <title>NONENLARGED BOX CULVERT INLETS</title>
      <link>https://trid.trb.org/View/103912</link>
      <description><![CDATA[THE EFFECT OF VARIATION IN THE DIMENSIONS OF BEVELED LEADING EDGES ON THE DISCHARGE CAPACITY OF BOX CULVERT INLETS OF RECTANGULAR CROSS SECTION IS INVESTIGATED. IT IS DEMONSTRATED THAT THE EFFECTIVE CONTROL SURFACE OF A BEVELED EDGE MAY BE EITHER THE FACE OF THE HEADWALL OR THE BEVELED SURFACE OF THE EDGE GEOMETRY, DEPENDING ON THE RELATIVE DIMENSIONS OF THE BEVELED EDGE. THE BEVEL DIMENSIONS REQUIRED TO ENSURE BEVEL SURFACE CONTROL ARE DETERMINED. THE DEPENDENCE OF THE DISCHARGE COEFFICIENT ON THE DIMENSIONS OF THE BEVELED LEADING EDGE AND ON THE CROSS-SECTIONAL SHAPE OF THE BARREL IS DEMONSTRATED. METHODS FOR ESTIMATING THE CAPACITY IN SUBMERGED ENTRANCE FLOW OF BOX CULVERT INLETS OPERATING IN ENTRANCE CONTROL ARE DEVELOPED FOR VARIOUS BEVELED LEADING EDGE GEOMETRIES. /ASCE/]]></description>
      <pubDate>Mon, 09 Feb 1970 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/103912</guid>
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