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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>
      <url>https://trid.trb.org/Images/PageHeader-wTitle.jpg</url>
      <link>https://trid.trb.org/</link>
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    <item>
      <title>UTILIZATION OF A LANDSLIDE AREA FOR A STRUCTURE LOCATION</title>
      <link>https://trid.trb.org/View/122549</link>
      <description><![CDATA[A DRILLING PROGRAM WAS CONDUCTED TO DETERMINE THE STRATIGRAPHY AND PHYSICAL CONDITION OF THE SITE MATERIAL TO TELL WHETHER OR NOT PLANT RELOCATION OF THE PUMP GENERATING PLANT SITE WAS FEASIBLE. A GEOLOGIC MAP REVEALED THE FOLLOWING CHOICES: (1) A HIGH LEVEL CANAL ALONG MORAINAL RIDGE TO THE STORAGE RESERVOIR AND ALONG PENSTOCK DOWN TO A SITE APPROXIMATELY 2 MILES EAST OF THE FOREBAY, (2) LOCATION OF THE SITE TO PRESENT THE SHORTEST POSSIBLE PENSTOCK AND CANAL LINE. RESULTS OF LABORATORY TESTING INDICATE THAT CONVENTIONAL CONSTRUCTION WAS POSSIBLE IN THIS SITE AREA. HOWEVER, THE ORIGINAL DRILLING DISCLOSED NUMEROUS SLICKENSIDED SURFACES. THE ORIENTATION OF THE SLICKENSIDES WAS ALMOST COMPLETELY RANDOM. THE TECHNIQUES BEING CONSIDERED INCLUDE FREEZING TO MAINTAIN SLOPE STABILITY DURING CONSTRUCTION, INSTALLATION OF A VACUMM DRAINAGE SYSTEM TO REMOVE MINUTE AMOUNTS OF ARTESIAN WATER, AND GROUND ANCHORS. THE TAILRACE CUT THROUGH THE PRESSURE RIDGE OF THE SLIDE WILL BE MADE IN TWO STAGES: THE TAILRACE PUT IN A BOX CULVERT AND THE CUT BACKFILLED. THERE WILL ALSO BE BACKFILL TO ORIGINAL GROUND SURFACE AROUND THE PUMPING PLANT. THE PROBLEM OF LEAKAGE IN THE RESERVIOR WILL BE SOLVED BY A 4-FOOT IMPERVIOUS BLANKET OVER THE ENTIRE RESERVOIR FLOOR AND THE PENSTOCK ALIGNMENT WILL BE ON THE SURFACE RATHER THAN BURIED.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:54 GMT</pubDate>
      <guid>https://trid.trb.org/View/122549</guid>
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    <item>
      <title>THE EFFECTS OF URBANIZATION ON UNIT HYDROGRAPHS FOR SMALL WATERSHEDS HOUSTON, TEXAS 1964-1967 AND APPENDICES-DATA COMPILATION</title>
      <link>https://trid.trb.org/View/99058</link>
      <description><![CDATA[THE PAST AND FUTURE EFFECTS OF URBANIZATION ON SEVERAL SMALL WATERSHEDS IN HOUSTON, TEXAS, WAS DETERMINED AND EQUATIONS DEVELOPED TO DESCRIBE THE EFFECTS OF URBANIZATION ON THE UNIT HYDROGRAPH. RAINFALL AND RUNOFF DATA FROM 11 URBAN AND 6 RURAL WATERSHEDS IN HOUSTON WERE REDUCED AND THE THIRTY-MINUTE UNIT HYDROGRAPHS OBTAINED. THIS DATA WAS COMBINED WITH PREVIOUSLY REDUCED DATA FOR 22 URBAN AND 11 RURAL WATERSHEDS. MULTIPLE LINEAR REGRESSION ANALYSIS WAS THEN PERFORMED TO DEVELOP EQUATIONS WHICH DESCRIBE THE THIRTY-MINUTE UNIT HYDROGRAPH FOR BOTH URBAN AND RURAL CONDITIONS. THESE EQUATIONS WERE THEN COMPARED TO PREVIOUSLY DERIVED EQUATIONS AND THE EQUATIONS OF BEST FIT WERE DETERMINED. THE EQUATIONS OF BEST FIT CAN BE USED TO PREDICT THE EFFECTS ON THE UNIT HYDROGRAPH OF CHANGES IN IMPERVIOUS COVER, CHANNEL CONDITIONS AND SECONDARY DRAINAGE FACILITIES DUE TO URBANIZATION. THE EQUATIONS WERE APPLIED TO WATERSHEDS IN HOUSTON, TEXAS, AND INDICATE THAT IN CHANGING FROM A RURAL TO A HIGHLY URBANIZED WATERSHED THE THIRTY- MINUTE UNIT HYDROGRAPH MAY EXPERIENCE AN INCREASE IN PEAK DISCHARGE OF UP TO 500 PERCENT AND A DECREASE IN TIME OF RISE OF UP TO 90 PERCENT. /AUTHOR/]]></description>
      <pubDate>Sun, 10 Apr 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/99058</guid>
    </item>
    <item>
      <title>DISAGGREGATE TRAVEL DEMAND MODELS</title>
      <link>https://trid.trb.org/View/74250</link>
      <description><![CDATA[Disaggregate models are policy-sensitive travel demand forecasting models that are consistent with travel choice theory using data at the level of individual travelers. Such models were found to advance the existing state-of-the-art in explaining present travel behavior. Disaggregate models can also be applied with greater ease than aggregate models to corridor and project planning within urban areas.  This study has developed new disaggregate demand models for work-trip mode choice and for shopping choices as follows: Mode, destination, frequency, and time of day.  Specific findings related to these models are presented.  The report gives hypothetical examples to illustrate how disaggregate models can be used to forecast the effects of travel changes in the price of gasoline, of a reduction in off-peak transit fare, of an increase in driving time to the downtown, and of change to the transportation models available to individuals.]]></description>
      <pubDate>Wed, 19 Aug 1981 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/74250</guid>
    </item>
    <item>
      <title>SEEPAGE THROUGH TRIANGULAR DAM WITHOUT TAILWATER</title>
      <link>https://trid.trb.org/View/127878</link>
      <description><![CDATA[THE EXACT SOLUTION FOR SEEPAGE THROUGH A TRIANGULAR DAM WITH UPSTREAM VERTICAL FACE, HORIZONTAL IMPERMEABLE BASE, UPSTREAM WATER DEPTH EQUAL TO THE DAM HEIGHT, AND NO TAILWATER IS DETERMINED. THE SPECIFIC DISCHARGE IS FOUND TO BE WHOLLY HORIZONTAL AND OF CONSTANT MAGNITUDE. THE PRESSURE IN THE DAM VARIES HYDROSTATICALLY. /AUTHOR/]]></description>
      <pubDate>Mon, 20 Dec 1971 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/127878</guid>
    </item>
    <item>
      <title>CHARACTERISTICS OF IMPERFECT CUTOFFS</title>
      <link>https://trid.trb.org/View/127565</link>
      <description><![CDATA[AS ANALYTIC SOLUTIONS USUALLY ASSUME THAT SEEPAGE BARRIERS WILL BE PERFECTLY IMPERMEABLE, THERE IS LITTLE GUIDANCE FOR DESIGN AND CONSTRUCTION ENGINEERS TO ESTIMATE THE FLOW QUANTITIES AND SEEPAGE PRESSURES ASSOCIATED WITH THE IMPERFECT BARRIERS THAT OBTAIN UNDER FIELD CONDITIONS. A FINITE ELEMENT METHOD PREVIOUSLY PROPOSED AND DEVELOPED IS ADAPTED HERE TO INVESTIGATE STEADY-STATE SEEPAGE IN IMPERFECT CUTOFFS INSTALLED IN HOMOGENEOUS, ISOTROPIC, POROUS MEDIA. SOLUTIONS ARE PRESENTED FOR VARIOUS GEOMETRIES.]]></description>
      <pubDate>Fri, 02 Jul 1971 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/127565</guid>
    </item>
    <item>
      <title>TRIANGULAR BLANKETS REDUCE EARTH DAM</title>
      <link>https://trid.trb.org/View/125811</link>
      <description><![CDATA[ONE OF THE SOLUTIONS PROPOSED TO THE ENGINEERING PROBLEMS ATTENDING THE USE OF BLANKETS IS TO EMPLOY A TRIANGULAR BLANKET ON THE UPSTREAM SIDE OF THE DAM TO PROVIDE GREATER RESISTANCE AND EFFICIENCY THAN A UNIFORMLY THICK BLANKET. HOWEVER, THE MATHEMATICAL TOOLS UTILIZED BY BENNETT IN AN EARLIER ATTEMPT TO SOLVE THE PROBLEM WERE INSUFFICIENT. THE PURPOSE OF THE PRESENT PAPER IS TO DEVISE A BETTER MATHEMATICAL APPROACH. THE EQUATIONS ARE BASED ON THE ASSUMPTIONS THAT THE DAM STRUCTURE IS SIMPLE IN FORM AND THAT THE FOUNDATION IS OF UNIFORM THICKNESS. CERTAIN OTHER ASSUMPTIONS ABOUT FLOW DIRECTIONS ARE PRESENTED. THE FORMULAS ARE APPLICABLE WHERE FOUNDATION PERMEABILITY IS CONSIDERABLY GREATER THAN BLANKET PERMEABILITY. IT IS POINTED OUT THAT THE EQUATIONS CANNOT BE CONSIDERED AN ACCURATE MEANS OF COMPUTING FLOW CONDITIONS AND ARE ONLY A STARTING POINT FROM WHICH THE ENGINEER CAN ARRIVE AT A JUDGMENT ON THE USE OF TRAINGULAR BLANKETS.]]></description>
      <pubDate>Mon, 03 May 1971 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/125811</guid>
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      <title>MEASURING SUBSURFACE SPRING FLOW WITH RADIOTRACERS</title>
      <link>https://trid.trb.org/View/118264</link>
      <description><![CDATA[THE PRINCIPAL OF APPLYING A HYDROSTATIC HEAD TO SUPPRESS FLOW WAS TRIED EXPERIMENTALLY AT ESTELLING SPRING IN WESTERN TEXAS. PHYSICAL CHARACTERISTICS OF THE SPRING AND PUMPING TESTS PERFORMED BY THE CORPS OF ENGINEERS INDICATED THAT SPRING SURFACE FLOWS COULD BE CONTROLLED BY A LOW IMPOUNDMENT. AN IMPERVIOUS DIKE WAS BUILT AROUND THE SPRING TO EVALUATE THE TECHNIQUE. STATISTICAL ANALYSIS WAS MADE OF THE DOWNSTREAM SALT CONCENTRATION BEFORE AND AFTER PLACING THE DIKE. HOWEVER, IT WAS DECIDED TO USE TRITIATED WATER FOR A TRACER OF THE GROUND-WATER OR OF THE REAL FLOWS. TRITIUM IN THE FORM OF TRITIATED WATER WAS SELECTED AS BEING THE MOST NEARLY IDEAL OF ALL GROUND-WATER TRACERS. FROM THE STANDPOINT OF CHEMICAL AND PHYSICAL CHARACTERISTICS, TRITIATED WATER BEHAVES ESSENTIALLY THE SAME AS THE WATER BEING STUDIED. SINCE THERE WAS NO DETECTION OF TRITIATED WATER IN ANY OF THE WELL POINTS, CORE HOLES, OR SUMPS SURROUNDING THE SPRING'S CHIMNEY, IT IS CONCLUDED THERE WAS NO DIRECT CONNECTION BETWEEN THE TWO WATERS OR THAT THE WELLS AND CORE HOLES WERE NOT PUMPED FOR A SUFFICIENT PERIOD TO DRAW THE TRITIATED WATER INTO THEM. IT IS CONCLUDED THAT THE SPRING IS LEAKING SUBSURFACELY AT A RATE OF 1.00 CFS. SUBSURFACE LEAKAGE RETURNS TO THE RECEIVING STREAM, AT LEAST IN PART, 4,000 FT DOWNSTREAM FROM THE SPRING AFTER A TRAVEL TIME OF ABOUT 20 DAYS. KNOWING THE VOLUME OF THE SPRING CHIMNEY, THE AMOUNT OF TRACER ADDED AND THE INITIAL CONCENTRATION OF TRACER AFTER MIXING, THE VOLUME WAS DETERMINED. IT IS CONCLUDED THAT A SECOND CHAMBER EXISTS BELOW THAT WHICH WAS PREVIOUSLY KNOWN, AND ITS VOLUME AMOUNTS TO ABOUT 104,000 CU FT.]]></description>
      <pubDate>Mon, 30 Mar 1970 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/118264</guid>
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