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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>
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    <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>ENGINEERING GEOPHYSICS: ITS USE AND ABUSE</title>
      <link>https://trid.trb.org/View/118243</link>
      <description><![CDATA[THE ENGINEERING GEOPHYSICS TOOLS OF EARTH ELECTRICAL RESISTIVITY MEASUREMENT AND REFRACTION SEISMIC METHODS ARE DESCRIBED AND DISCUSSED. THE ELECTRICAL RESISTIVITY METHOD MEASURES VARIATIONS IN THE ELECTRICAL RESISTANCE OF THE VARIOUS EARTH MATERIALS ENCOUNTERED IN THE TRAVERSE. THIS RESISTANCE IS LARGELY DEPENDENT UPON THE AMOUNT AND SALINITY OF THE CONTAINED WATER. TO MAKE THIS MEASUREMENT, FOUR ELECTRODES ARE PLACED IN THE EARTH AND CURRENT IS CAUSED TO FLOW BETWEEN TWO OUTER ELECTRODES PAST TWO INNER ELECTRODES, FROM WHERE A POSSIBLE VOLTAGE DROP IS MEASURED. WHEN THERE IS NO ELECTRICAL CONTRAST BETWEEN MATERIALS, THE ELECTRICAL RESISTIVITY METHOD IS INAPPLICABLE. WHEN THIS IS THE CASE, A SEISMIC VELOCITY USUALLY EXISTS. AN ENGINEERING SEISMOGRAPH MAY THEN BE USED. SEISMIC TOOLS ARE DISCUSSED. OSCILLOGRAPHIC RECORDS FOR RECORDING SEISMIC INVESTIGATIONS ARE DESCRIBED. ATTEMPT IS BEING MADE TO DEFINE A SET OF STANDARD WAVE FORMS TO BE USED FOR NON-DESTRUCTIVE TESTING AND IDENTIFICATION OF SUBSURFACE EARTH MATERIALS. IT WAS FOUND THAT THE WAVE FORMS PRODUCED BY ANY GIVEN MATERIAL DEPENDED FOR ITS SIZE AND SHAPE UPON MANY VARIABLES. THE ORIENTATION OF THE GEOPHONE PICKUP WAS CRITICAL TO THE WAVE FORM. AMPLIFICATION LEVEL, GEOPHONE, OSCILLOSCOPE TIME SCALE, ETC. ARE SOME OF THE VARIABLES. SEISMIC WAVE FORMS DEPEND UPON MANY FACTORS, OF WHICH THE IDENTIFY OF THE MATERIAL IN THE REFRACTING LAYER IS ONE OF THE LEAST IMPORTANT. THE TWO MOST IMPORTANT ARE THE CHARACTERISTICS OF SOURCE AND WHETHER THE SEISMIC WAVE HAS TRAVELED ALONG A DIRECT PATH TO THE GEOPHONE OR HAS BEEN REFRACTED IN SOME KIND OF SUBSURFACE LAYER. ABSORPTION OF HIGH FREQUENCIES ALONG THE PATH ALSO INFLUENCES SEISMIC WAVE FORMS. EVEN THOUGH THE SUBSURFACE MATERIAL IS CONSISTENT, THE SEISMIC WAVE FORMS MAY VARY ACCORDING TO THE IMPACT SOURCE.]]></description>
      <pubDate>Sun, 15 Aug 2004 01:50:39 GMT</pubDate>
      <guid>https://trid.trb.org/View/118243</guid>
    </item>
    <item>
      <title>AN EVALUATION OF PAVEMENT PERFORMANCE OVER MUSKEG IN NORTHERN ONTARIO</title>
      <link>https://trid.trb.org/View/104888</link>
      <description><![CDATA[A REPORT IS PRESENTED OF A COOPERATIVE RESEARCH PROGRAM CARRIED OUT IN 1958 AND 1959 BY THE NATIONAL RESEARCH COUNCIL, CANADA, AND THE ONTARIO DEPARTMENT OF HIGHWAYS TO STUDY THE PERFORMANCE OF SOME EXISTING ROADS OVER MUSKEG IN NORTHERN ONTARIO. INVESTIGATION OF CLOSE TO 50 DIFFERENT MUSKEG AREAS INCLUDED CLASSIFICATION OF THE MUSKEG, DETERMINATION OF THE DEPTH AND TYPE OF FILL, DEPTH OF THE ORGANIC DEPOSIT, AND TYPE OF MINERAL SOIL SUBSTRATUM. ROADS OVER THE MUSKEG AREAS WERE ASSESSED ON THE BASIS OF PERFORMANCE AND SURFACE CONDITION RELATIVE TO ADJACENT SECTIONS OF ROAD ON MINERAL SOIL TERRAIN. MANY PEAT SAMPLES WERE OBTAINED FOR LABORATORY ANALYSES, WHICH INCLUDED WATER CONTENT, SPECIFIC GRAVITY, ACIDITY, AND ASH CONTENT. DURING THE SECOND STAGE OF THE PROJECT AN EXTENSIVE SERIES OF FIELD VANE TESTS WAS CARRIED OUT IN CERTAIN SELECTED MUSKEG AREAS THAT WERE TYPICAL FOR A CERTAIN REGION. THREE DIFFERENT SIZES OF VANES WERE USED, IT IS SHOWN THAT ROAD PERFORMANCE IS BETTER IN MUSKEG AREAS WITH TALL TREE GROWTH THAN IN AREAS WITH LITTLE OR NO TREE GROWTH, OTHER FACTORS BEING EQUAL. NO CORRELATION WAS EVIDENT BETWEEN ROAD CONDITION AND TYPE OF FIRM MINERAL SOIL SUBSTRATUM. HOWEVER, AN INTERMEDIATE UNSTABLE LAYER OF SOFT MINERAL SOIL IS AN IMPORTANT FACTOR IN ROAD PERFORMANCE AND CONDITION. ALTHOUGH VANE TESTING APPEARS TO BE A FEASIBLE METHOD FOR DETERMINING THE SHEAR STRENGTH OF PEAT AND EXCELLENT DUPLICATION OF RESULTS WAS POSSIBLE FOR ANY PARTICULAR SIZE OF VANE, THESE TESTS REVEALED A MARKED VARIATION IN THE SHEAR RESULTS DEPENDING ON THE VANE SIZE. LABORATORY TEST RESULTS INDICATE CORRELATIONS BETWEEN MOISTURE CONTENT AND DEPTH, SPECIFIC GRAVITY AND MOISTURE CONTENT, AND ACIDITY AND CARBON CONTENT. /AUTHOR/]]></description>
      <pubDate>Fri, 12 Aug 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/104888</guid>
    </item>
    <item>
      <title>SOME PLAINS IN SPAIN-LANDSLIDES THREATEN ROTA LIVING AREAS</title>
      <link>https://trid.trb.org/View/123747</link>
      <description><![CDATA[THE ATTRACTIVE AND HISTORIC NAVAL STATION AT ROTA IN APRIL OF 1963, HAD SERIOUS CRACKS SUDDENLY APPEAR IN THE FLOOR AND CENTER BEARING WALL OF THE OFFICER'S QUARTERS. THESE COULD BE TRACED IN THE LAWN AND GARDEN OUTSIDE THE HOUSE, INDICATING A MASSIVE BLOCK EARTH MOVEMENT. FOUR OTHER STRUCTURES FARTHER TO THE WEST WERE EVACUATED SHORTLY THEREAFTER BECAUSE OF THEIR PROXIMITY TO THE CLIFF EDGE. THE BASIC SUBSTRATUM OF THIS PORTION OF THE COASTLINE IS A STIFF GREY PRECOMPRESSED CLAY OF THE EOCENE PERIOD WHICH LIES CLOSE TO THE PRESENT WATER LEVEL AT THE WESTERN AND EASTERN EXTREMITIES BUT RISES TO THE SURFACE IN THE WEST CENTRAL AREA. MINERALOGICALLY THIS CLAY IS A MIXTURE OF ILLITE AND MONTMORILLONITE, AND IT HAS A LIQUID LIMIT VARYING FROM 60 TO 120. THE OVERLYING DEPOSITS AT BOTH EASTERN AND WESTERN ENDS ARE OF A LATER PERIOD AND ARE COMPRISED OF STRATIFIED SILTS, CLAYS AND CEMENTED SANDS. THESE ARE MORE PERVIOUS MATERIALS, WHICH WERE LAID DOWN OVER THE EARLIER EOCENE CLAY SURFACE DURING PERIODS OF HIGHER WATER LEVELS AND WERE LATER SUBJECTED TO PROGRESSIVE EROSION. THE CLAY PORTIONS OF THE CLIFF IN THE CENTRAL AREA ARE CHARACTERIZED BY SLOPING FACES, AND THE MORE PERVIOUS CEMENTED MATERIALS AT THE ENDS ARE CHARACTERIZED BY VERTICAL FACES. TWO MAJOR TYPES OF FAILURES ARE RECOGNIZED: THE FIRST OF THESE OCCURS IN THE CLAY WHICH WHEN EXPOSED TENDS TO EXPAND GRADUALLY FROM ITS PREVIOUSLY HIGHLY COMPRESSED CONDITION, THE SECOND IS A BLOCK SLIDE IN WHICH A MASS OF THE UPPER CEMENTED SOIL SLIDES ON THE UNDERLYING CLAY SURFACE. THE FOLLOWING CONSTRUCTIVE ADVICE IS OFFERED OVER AND ABOVE EXPLORATORY STUDIES OF THE GEOLOGY AND CONFORMATION OF THE CLIFF: (1) EARLY IN THE CONSTRUCTION STAGE, OR PREFERABLY DURING THE PLANNING OR DESIGNING STAGE, SURVEY MOVEMENTS SHOULD BE ESTABLISHED FOR HORIZONTAL AND VERTICAL CONTROL CLOSE TO THE CLIFF LINE, (2) THE POTENTIAL HAZARDS OF GROUND MOVEMENT NEAR CLIFFS SHOULD BE CONSERVATIVELY VIEWED, AND (3) IT IS WISE TO REMEMBER THAT NEARLY ALL SERIOUS SLIDE PROBLEMS ARE GENERATED BY WATER, I.E., WEAKENING OF NATIVE SOILS OR ROCK, LUBRICATION OF SURFACES AND INCREASE OF OUTWARD SEEPAGE FORCES.]]></description>
      <pubDate>Fri, 06 May 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/123747</guid>
    </item>
    <item>
      <title>COMPULSORY PURCHASE OF AREAS IN THE LOWER SUBSTRATUM</title>
      <link>https://trid.trb.org/View/179787</link>
      <description><![CDATA[With increasing frequency, technical necessities or lack of space in the immediate sub-soil under roads make it necessary for the RATP ((Paris Transport Authority) to acquire the deeper substratum under private property. These conditions include legal conditions governing the substratum (dissociation of property surface with that in the substratum, extension of the rights of the owner of the ground to the subsoil); compensation payable for the substratum (main compensation, allowance of additional compensation); judgement pronounced by the Court of Appeal of Paris.]]></description>
      <pubDate>Mon, 30 Aug 1982 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/179787</guid>
    </item>
    <item>
      <title>BRIDGE ANALYSIS AND RATING SYSTEM</title>
      <link>https://trid.trb.org/View/87325</link>
      <description><![CDATA[In compliance with the requirements of the Highway Safety Act of 1968 and the National Bridge Inspection Standards promulgated by the Federal Highway Administration the Pennsylvania Department of Transportation has developed a computer-based system for computation of inventory, operating, and safe load capacity ratings for most types of bridges in Pennsylvania.  The main objective of this presentation is to examine how the bridge analysis and rating system can be utilized by engineers to convert field inspection data and plan information into these ratings for bridges.  The system gives inventory, operating and safe load capacity ratings for four AASHTO loadings and the Pennsylvania Maximum Legal Load.  Ratings for any special live loads having up to 24 axles may be obtained in place of the standard loads.  Ratings are automatically computed for all loadings for all members of a bridge.]]></description>
      <pubDate>Tue, 28 Aug 1979 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/87325</guid>
    </item>
    <item>
      <title>FREEZING OF A FINE-TEXTURED POROUS SATURATED MEDIUM, CONSIDERED AS A COMBINATION OF SEVERAL ELEMENTARY PHENOMENA</title>
      <link>https://trid.trb.org/View/48156</link>
      <description><![CDATA[During the freezing of a fine porous saturated medium and the evolution in the condition of the water/ice interface, water/substratum and ice/substratum interfaces, secondary effects occur as the frost front moves forward. The nature and importance of these effects depend on the interaction of several phenomena: heat transfer, mass transfer, and interface phenomena.  Mathematical models were derived for explaining these phenomena, and the theoretical results obtained were compared with experimental measurements.  The results show that the models and computer program used can be applied to road construction problems; indeed they are already used in France.  The method can be extended to solve two- and three-dimensional systems.  /TRRL/]]></description>
      <pubDate>Sat, 02 Jul 1977 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/48156</guid>
    </item>
    <item>
      <title>SOME OBSERVATIONS ON THE BEARING CAPACITY OF A STRATIFIED SOIL</title>
      <link>https://trid.trb.org/View/139531</link>
      <description><![CDATA[When the bearing capacity of a soil has to be determined, this soil is assumed to be a semi-infinite, homogenous and isotropic body.  In reality, the soil is composed of layers having different characteristics.  The simplest case is met when a foundation is built on a layer of limited thickness overlying a very resistant substratum, as for example mud on bedrock.  Failure then appears in the soft layer, since the substratum is sufficiently resistant in shear.  The more complex case is that of a resistant stratum overlying a soft layer of great thickness.  This case very often occurs in practice, for example a soft clay or mud overlain by a layer of sand.  The author tries to show the shortcomings of Button's theory as well as those of the equations derived by Tcheng from experimental results. /Author/]]></description>
      <pubDate>Thu, 19 Dec 1974 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/139531</guid>
    </item>
    <item>
      <title>PRACTICAL METHOD OF CALCULATING SUBBASES LAID ON FOUNDATIONS SUBJECTED TO NON-LINER DEFORMATIONS /IN RUSSIAN/</title>
      <link>https://trid.trb.org/View/127157</link>
      <description><![CDATA[THE CALCULATION OF THE DISTRIBUTION OF REACTIONS UNDER A FLOATING FOUNDATION OF GIVEN LENGTH AND RIGIDITY, RESTING ON A NON-LINEARLY ELASTIC SUBSTRATUM IS PRESENTED. APPROXIMATE FORMULAE ARE PROPOSED, AND THE EVALUATIONS OBTAINED ARE COMPARED WITH EXPERIMENTAL MEASUREMENTS AND WITH THE SIMPLIFIED CALCULATION OF A HIGHLY RIGID FOUNDATON. /LCPC/RRL/]]></description>
      <pubDate>Mon, 12 Jul 1971 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/127157</guid>
    </item>
    <item>
      <title>DYNAMIC BEHAVIOR OF EMBEDDED FOUNDATION-SOIL SYSTEMS</title>
      <link>https://trid.trb.org/View/127539</link>
      <description><![CDATA[DEVELOPMENT OF THEORETICAL SOLUTIONS TO THE PROBLEMS OF DYNAMIC INTERACTION BETWEEN FOUNDATION AND UNDERLYING SOILS IS DISCUSSED WITH A VIEW TO IDEALIZATIONS AND UNCERTAINTIES ASSOCIATED WITH THE THEORIES, WITH A PARTICULAR EMPHASIS ON THE EFFECT OF EMBEDMENT ON THE INTERACTION. AN EXPERIMENTAL INVESTIGATION TO STUDY THE DYNAMIC BEHAVIOR OF EMBEDDED FOUNDATION-SOIL SYSTEMS IS DESCRIBED. BASED ON SMALL-SCALE MODEL TESTS ON FOOTINGS OF VARIOUS SIZES AND SHAPES, EVALUATION IS MADE OF THE EFFECT OF EMBEDMENT DEPTH, MASS RATIO, AND FOUNDATION SHAPE ON THE DYNAMIC RESPONSE OF THE SYSTEM. IT IS FOUND THAT THE AMPLITUDE OF MOTION OF THE EMBEDDED FOUNDATION IS GREATLY REDUCED BY THE ADDITIONAL SHEARING RESISTANCE ALONG SIDES OF THE FOUNDATION AND A SHIFT IN THE CONTACT PRESSURE DISTRIBUTION. EMBEDMENT IS FOUND, HOWEVER, TO HAVE NO APPRECIABLE EFFECT ON THE RESONANT FREQUENCY OF THE SYSTEM. THE SYSTEM WITH A HIGHER MASS RATIO PRODUCES A GREATER AMPLITUDE FOR A GIVEN DEPTH OF EMBEDMENT, BUT THE EFFECT OF MASS RATIO BECOMES SMALLER WITH INCREASING EMBEDMENT DEPTH. THE EFFECTS OF EMBEDMENT DEPTH, MASS RATIO, AND FOUNDATION SIZE ARE EXPRESSED IN TERMS OF TWO NEWLY DEFINED DIMENSIONLESS PARAMETERS, THE AMPLITUDE REDUCTION COEFFICIENT AND THE EMBEDMENT FACTOR, BY MEANS OF WHICH THE DYNAMIC RESPONSE OF EMBEDDED FOUNDATIONS CAN BE ADEQUATELY DETERMINED. /AUTHOR/]]></description>
      <pubDate>Mon, 03 May 1971 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/127539</guid>
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