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    <title>Transport Research International Documentation (TRID)</title>
    <link>https://trid.trb.org/</link>
    <atom:link href="https://trid.trb.org/Record/RSS?s=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" rel="self" type="application/rss+xml" />
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    <language>en-us</language>
    <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>STATE OF THE ART OF THEORETICAL DESIGN TECHNIQUES</title>
      <link>https://trid.trb.org/View/1067460</link>
      <description><![CDATA[FROM THE CURRENT STATE OF THE ART OF THEORETICAL DIMENSIONING TECHNIQUES FOR PAVEMENT DESIGN, THE DEVELOPMENT OF A GENERAL DESIGN METHOD CAN BE EXPECTED IN THE FUTURE.  THIS WILL BE DERIVED FROM THE MULTI-LAYER THEORY BASED ON THE THEORY OF ELASTICITY.  FOR THE CALCULATION, THE MATERIAL COEFFICIENTS SUCH AS DYNAMIC MODULUS OF ELASTICITY, DYNAMIC G MODULUS AND THE POISSON'S RATIO AS WELL AS THE ALLOWABLE STRESSES, MUST BE KNOWN. MOHR'S SHEAR STRESS HYPOTHESIS APPEARS TO BE PARTICULARLY SUITABLE FOR THIS CALCULATION.]]></description>
      <pubDate>Sun, 21 Nov 2010 10:45:58 GMT</pubDate>
      <guid>https://trid.trb.org/View/1067460</guid>
    </item>
    <item>
      <title>THE GRANULAR STRUCTURE OF CONVENTIONAL BITUMINOUS MIXTURES</title>
      <link>https://trid.trb.org/View/1055061</link>
      <description><![CDATA[ONE OF THE BASIC CHARACTERISTICS OF CONVENTIONAL BITUMINOUS LAYERS AND, IN PARTICULAR, ASPHALTIC CONCRETE LAYERS, IS THEIR SHEAR STRENGTH SO THAT PERMANENT DEFORMATIONS UNDER SERVICE CONDITIONS ARE REDUCED TO A MINIMUM.  THIS STABILITY DEPENDS FOR ITS GREATER PART ON THE RESISTANCE TO FRICTION ORIGINATING IN THE STABLE ARRANGEMENT OF THE AGGREGATES, WHICH, IN TURN, DEPENDS ON THE GRADING OF THE LATTER.  THE AIM OF THE RESEARCH DESCRIBED IS  TO INCREASE THE PRESENT KNOWLEDGE OF THE INFLUENCE OF GRADING IN THE FORMATION OF DIFFERENT TYPES OF GRANULAR STRUCTURE, AND OF ITS RELATION WITH THE OPTIMUM BINDER CONTENT (ACCORDING TO MARSHALL). RESULTS OBTAINED WITH 6 TYPES OF BITUMINOUS MIXTURES ARE GIVEN.  SEE ALSO IRRD ABSTRACT NO 106948.]]></description>
      <pubDate>Sun, 21 Nov 2010 04:21:45 GMT</pubDate>
      <guid>https://trid.trb.org/View/1055061</guid>
    </item>
    <item>
      <title>LIMITING SHEAR STRENGTH OF PEATY SOILS</title>
      <link>https://trid.trb.org/View/1049374</link>
      <description><![CDATA[SATURATED UNCONSOLIDATED PEATS DO NOT OBEY THE LAWS OF COULOMB.  EXPERIMENTS DEMONSTRATE THAT THEIR STRENGTH IN SHEAR IS NOT PROPORTIONAL TO THE NORMAL STRESS.  THE ANGLE OF INTERNAL FRICTION MAY BE CONSIDERED AS A FUNCTION OF THE STRESS.  DIFFERENT STATES OF STRESS THEREFORE OCCUR IN THE PEAT MASS IN ACCORDANCE WITH THESE FACTS.]]></description>
      <pubDate>Sun, 21 Nov 2010 01:12:02 GMT</pubDate>
      <guid>https://trid.trb.org/View/1049374</guid>
    </item>
    <item>
      <title>STABILITY OF GRANULAR BASE COURSE MATERIALS CONTAINING BITUMINOUS ADMIXTURES</title>
      <link>https://trid.trb.org/View/119391</link>
      <description><![CDATA[THIS REPORT CONCERNS THE STABILIZATION OF THREE CRUSHED LIMESTONES BY AN SS-1 ASPHALT EMULSION AND AN ASPHALT CEMENT, 120-150 PENETRATION. STABILIZATION IS EVALUATED BY MARSHALL STABILITY AND TRIAXIAL SHEAR TESTS. TEST SPECIMENS WERE COMPACTED BY THE MARSHALL, STANDARD PROCTOR AND VIBRATORY METHODS. STABILIZATION IS EVALUATED PRIMARILY BY TRIAXIAL SHEAR TESTS IN WHICH CONFINING PRESSURES OF 0 TO 80 PSI WERE USED. DATA WERE OBTAINED ON THE ANGLE OF INTERNAL FRICTION, COHESION, VOLUME CHANGE, PORE WATER PRESSURE AND STRAIN CHARACTERISTICS OF THE TREATED AND UNTREATED AGGREGATES. THE MOHR ENVELOPE, BUREAU OF RECLAMATION AND MODIFIED STRESS PATH METHODS WERE USED TO DETERMINE SHEAR STRENGTH PARAMETERS AT FAILURE. SEVERAL SIGNIFICANT CONCLUSIONS DEVELOPED BY THE AUTHORS ARE AS FOLLOWS: (1) THE VALUES FOR EFFECTIVE ANGLE OF INTERNAL FRICTION AND EFFECTIVE COHESION WERE SUBSTANTIALLY INDEPENDENT OF ASPHALT CONTENT, (2) STRAIGHT LINE MOHR ENVELOPES OF FAILURE WERE OBSERVED FOR ALL TREATED STONES, (3) BITUMINOUS ADMIXTURES DID LITTLE TO IMPROVE VOLUME CHANGE (DEFORMATION DUE TO LOAD) CHARACTERISTICS OF THE THREE CRUSHED LIMESTONES, (4) WITH RESPECT TO PORE WATER CHARACTERISTICS (PORE PRESSURES AND SUCTIONS DUE TO LATERAL LOADING), BITUMINOUS TREATMENT NOTABLY IMPROVED ONLY THE BEDFORD STONE, AND (5) AT LOW LATERAL PRESSURES BITUMINOUS TREATMENTS INCREASED STABILITY BY LIMITING AXIAL STRAIN. THIS WOULD REDUCE RUTTING OF HIGHWAY BASES. AT HIGH LATERAL PRESSURES TREATED STONE WAS LESS STABLE THAN UNTREATED STONE. /BPR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:19:44 GMT</pubDate>
      <guid>https://trid.trb.org/View/119391</guid>
    </item>
    <item>
      <title>LARGE SCALE TESTING OF ROCKFILL MATERIALS</title>
      <link>https://trid.trb.org/View/119065</link>
      <description><![CDATA[No abstract provided.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:11:25 GMT</pubDate>
      <guid>https://trid.trb.org/View/119065</guid>
    </item>
    <item>
      <title>LIMITATIONS OF THE TORSION SHEAR TEST</title>
      <link>https://trid.trb.org/View/118121</link>
      <description><![CDATA[CULTIVATION IMPLEMENTS AND WHEELS EXERT HIGH PRESSURES ON THE SOIL AT RUPTURE. DUE TO THE EFFECTS OF PORE WATER PRESSURE IN THE SOIL, THE ULTIMATE SHEAR STRESS  OF A CLAY APPROACHES AN ASYMPTOTIC VALUE AS THE DIRECT PRESSURE ACTING ON THE SOILS IS INCREASED. IT IS NOT CONVENIENT TO CARRY OUT TESTS WITH A TORSION SHEAR BOX AT HIGH VALUES OF DIRECT STRESS. THE TRIAXIAL TEST IS A PRACTICAL AND RELIABLE METHOD OF DETERMINING THE MOHR-COULOMB ENVELOPE FOR SOILS AT HIGH VALUES OF DIRECT PRESSURE. /RRL/A/]]></description>
      <pubDate>Sun, 15 Aug 2004 01:47:39 GMT</pubDate>
      <guid>https://trid.trb.org/View/118121</guid>
    </item>
    <item>
      <title>CORRELATION OF HARDENED CONCRETE TEST METHODS AND RESULTS</title>
      <link>https://trid.trb.org/View/96131</link>
      <description><![CDATA[A LABORATORY INVESTIGATION WAS CONDUCTED TO DETERMINE COMPRESSIVE, TENSILE, AND SHEAR STRENGTH PARAMETERS OF SEVERAL CONCRETE MIXTURES, TO EVALUATE THE TEST METHODS UTILIZED, AND TO CORRELATE THE RESULTS OBTAINED. SIX-BY TWELVE-IN. CONCRETE TEST SPECIMENS WERE CAST FROM FOUR DIFFERENT CONCRETE MIXTURES USING TWO TYPES OF AGGREGATE (LIMESTONE AND NATURAL) AND TWO CEMENT FACTORS (4 AND 6 BAGS PER CU. YD.). COMPRESSIVE, TENSILE (DIAMETRAL COMPRESSION), AND THREE TYPES OF DIRECT SHEAR STRENGTH TESTS WERE CONDUCTED ON AIR-DRIED SPECIMENS, AND TRIAXIAL TESTS WERE CONDUCTED ON SPECIMENS REPRESENTING THREE DIFFERENT MOISTURE CONDITIONS. THE SHEAR STRENGTH DETERMINED BY THE MOHR ENVELOPE OF FAILURE FOR THE TRIAXIAL TESTS MOST CLOSELY APPROXIMATES THE PURE SHEAR STRENGTH OF CONCRETE. THE DIRECT SHEAR TESTS HAVE INHERENT DISCREPANCIES IN THE METHODS AND EQUIPMENT THAT CAST DOUBTS ON THE RESULTS OBTAINED THROUGH THEIR USE. THE STRENGTH OF CONCRETE KEPT MOIST UNTIL TIME OF TEST IS LOWER THAN THAT OF CONCRETE THAT HAS BEEN ALLOWED TO AIR-DRY. THE BENEFICIAL EFFECTS OF ANGULAR AGGREGATE AS COMPARED TO ROUNDED AGGREGATE BALANCE THE DETRIMENTAL EFFECT OF THE HIGHER WATER-CEMENT RATIOS REQUIRED FOR EQUAL CONSISTENCY. /AUTHOR/]]></description>
      <pubDate>Thu, 29 Jul 2004 17:39:09 GMT</pubDate>
      <guid>https://trid.trb.org/View/96131</guid>
    </item>
    <item>
      <title>LATERAL LOADING ON MASONRY ARCH BRIDGES</title>
      <link>https://trid.trb.org/View/668371</link>
      <description><![CDATA[This paper argues that the inclusion of lateral earth pressure is essential for a proper understanding of the forces involved in the lateral loading of masonry arch bridges and the estimation of safety factors. Mechanism analysis is perhaps the simplest to understand and use of the analysis techniques available to assist the assessment of masonry arch bridges, and is applied in the paper. It is relatively easy to introduce lateral earth pressure to mechanism analysis. The effect of varying lateral earth pressure is discussed in relation to two bridges tested by the Transport Research Laboratory (TRL). Bridgemill and Bargower bridges represent extremes of span:rise ratio and depths of fill over the crown. The application of live loading is also considered, together with the Boussinesq distribution, Mohr's circle, and Harvey's passive pressure approaches. Active earth pressure can also be allowed for. Bridgemill and Bargower bridges are both examined under collapse line load of the TRL's full-scale load tests. The following lateral support cases are examined: (1) no lateral load; (2) at-rest lateral earth pressures on all nodes; (3) at-rest lateral pressures reduced to active where the arch moves away from backfill; and (4) as (3) but also having passive resistance where the arch moves into backfill.]]></description>
      <pubDate>Fri, 06 Oct 2000 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/668371</guid>
    </item>
    <item>
      <title>CALCULATION OF LATERAL EARTH PRESSURE OF CLAY SOIL WITH INCLINED SURFACE</title>
      <link>https://trid.trb.org/View/492121</link>
      <description><![CDATA[According to the analysis of limit equilibrium, the formula of the lateral earth pressure of clay soil with inclined surface is given. The value of active and passive earth pressure coefficient Ka and Kp for various situation are presented in tabular form.]]></description>
      <pubDate>Thu, 04 Nov 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/492121</guid>
    </item>
    <item>
      <title>SHEAR STRENGTH OF SOME ARGILLACEOUS ROCKS</title>
      <link>https://trid.trb.org/View/123822</link>
      <description><![CDATA[FAILURE CRITERIA UNDER TRIAXIAL COMPRESSION WERE STUDIED TO DETERMINE THE MOHR SHEAR ENVELOPE FOR FOUR TEST SPECIMENS AT TWO ORIENTATIONS WITH RESPECT TO THEIR PLANAR ANISOTROPY. THE ENVELOPES OBTAINED COULD NOT BE DESCRIBED COMPLETELY BY THE COULOMB-MOHR EQUATION. EXPERIMENTAL EVIDENCE SUGGESTED THAT THE DEVIATION OF THE MEASURED SHEAR ANGLES FROM THE MOHR PREDICTED ANGLES VARRIED WITH THE ORIENTATION OF THE SPECIMEN AND THE MAGNITUDE OF THE CONFINING PRESSURE. /RRL/]]></description>
      <pubDate>Sat, 10 Dec 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/123822</guid>
    </item>
    <item>
      <title>A TECHNIQUE FOR DEFINING NON-LINEAR SHEAR STRENGTH ENVELOPES, AND THEIR INCORPORATION IN A SLOPE STABILITY METHOD OF ANALYSIS</title>
      <link>https://trid.trb.org/View/413580</link>
      <description><![CDATA[The peak shear strength envelope of soils, rock fills, highly weathered rock and jointed rock can exhibit significant curvature over a range of stresses.  In the past a power curve relation has been used to represent this non-linear envelope.  In this paper, an accurate and rigorous method is given which calculates the 'best fit' power curve relation to test data in the form of Mohr circles.  The mathematical function for the power curve then represents the shear strength equation.  In order to test and study the method, it is applied to shear strength results from tests on six overconsolidated clays.  The failure envelopes for the clays are significantly curved and a power curve relation provides a good estimate of the failure envelopes. Comparisons with linear failure envelopes clearly show that, over the same stress range, the power curve relation is the more realistic approximation of shear strength.  A slope stability method of analysis is given which uses the power curve relation for the shear strength of materials.  It can be used for slopes in, or constructed of, soils, rock fills or highly weathered rock where a non-linear failure envelope is representative of shear strength.  The method is based on Janbu's Rigorous Method of Slices and is for use in analysing failures with a failure surface of arbitrary shape.  (A)]]></description>
      <pubDate>Wed, 16 Nov 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/413580</guid>
    </item>
    <item>
      <title>ON THE SIGNIFICANCE OF DIMENSIONLESS FAILURE CRITERIA</title>
      <link>https://trid.trb.org/View/413717</link>
      <description><![CDATA[This technical note briefly discusses Mohr-type failure criteria, a condition for the existence of a Mohr-envelope, and dimensionless forms that are guaranteed to fit rock strength test data regardless of scale.  A peculiarity of Bieniawski and Hock-Brown criteria is also noted that suggests an additional restriction on functions used to fit laboratory strength data.]]></description>
      <pubDate>Wed, 16 Nov 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/413717</guid>
    </item>
    <item>
      <title>WHEEL-LOAD-STRESS COMPUTATIONS RELATED TO FLEXIBLE PAVEMENT DESIGN</title>
      <link>https://trid.trb.org/View/104586</link>
      <description><![CDATA[THE TEXAS TRIAXIAL METHOD OF FLEXIBLE PAVEMENT DESIGN WAS INFLUENCED BY CALCULATIONS BASED ON BOUSSINESQ'S EQUATIONS OF ELASTICITY TO ESTIMATE STRESSES BENEATH A WHEEL LOAD. SOME SPECIFIC CALCULATIONS ARE PRESENTED WHICH WILL AFFORD A COMPARISON BETWEEN SOME METHODS OF FLEXIBLE PAVEMENT DESIGN AND THE TEXAS HIGHWAY DEPARTMENT METHOD. THESE COMPUTATION METHODS ENABLE COMPUTATION OF SUBGRADE STRESSES FOR COMPARISON WITH THOSE OBTAINED IN LABORATORY TESTS OF TRIAXIAL SPECIMENS. THE DEVELOPMENT OF A MOHR ENVELOPE FOR EACH PARTICULAR WHEEL LOAD IS INVOLVED.]]></description>
      <pubDate>Fri, 07 Oct 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/104586</guid>
    </item>
    <item>
      <title>SLOPES IN STIFF-FISSURED CLAYS AND SHALES</title>
      <link>https://trid.trb.org/View/127322</link>
      <description><![CDATA[CASE HISTORIES AND PROBABLE CAUSES OF SLOPE FAILURES IN STIFF-FISSURED CLAYS AND SHALES ARE REVIEWED, AND ANALYSES ARE DESCRIBED WHICH WERE PERFORMED TO DETERMINE THE INFLUENCE OF THE INITIAL STRESS CONDITIONS ON THE STRESSES AROUND EXCAVATED SLOPES. THESE ANALYSES SHOW THAT THE SHEAR STRESSES AROUND EXCAVATIONS ARE MUCH LARGER FOR CONDITIONS REPRESENTATIVE OF HEAVILY OVERCONSOLIDATED CLAYS (HIGH INITIAL HORIZONTAL STRESSES) THAN FOR CONDITIONS REPRESENTATIVE OF NORMALLY CONSOLIDATED CLAYS (LOW INITIAL STRESSES). SHEAR STRESSES LARGE ENOUGH TO CAUSE FAILURE AT SOME POINTS MAY DEVELOP EVEN WHEN THE FACTOR OF SAFETY CALCULATED BY THE INCLINATION OF MOHR ENVELOPE EQUALS 0 METHOD OF ANALYSIS IS MUCH LARGER THAN UNITY. THE HIGHER THE HORIZONTAL STRESSES BEFORE EXCAVATION, THE HIGHER THE FACTOR OF SAFETY CORRESPONDING TO DEVELOPMENT OF LOCAL FAILURE. /ASCE/]]></description>
      <pubDate>Thu, 29 Sep 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/127322</guid>
    </item>
    <item>
      <title>ROLE OF COHESIVE STRENGTH IN THE MECHANICS OF OVERTHRUST FAULTING AND OF LANDSLIDING: DISCUSSION AND REPLY</title>
      <link>https://trid.trb.org/View/127299</link>
      <description><![CDATA[THE DISCUSSION INDICATES THAT THE CONFUSION CONCERNING THE EFFECT OF THE COHESIVE STRENGTH MAY HAVE THREE PRINCIPAL SOURCES: (1) AN ADMITTEDLY ERRONEOUS ASSUMPTION THAT THE SURFACES MAY BE TREATED AS GEOMETRICAL PLANES, (2) AN UNTENABLE ASSUMPTION THAT ROCKS UNDER THE STRESS CONDITIONS EXISTING IN LARGE OVERTHRUSTS STILL OBEY THE SIMPLE LABORATORY LAW OF FRICTIONAL SLIDING, AND (3) A SEMANTIC DIFFICULTY ARISING FROM CALLING UNLIKE THINGS BY THE SAME NAME. THE COULOMB LAW OF FRICTIONAL SLIDING IN ROCK DEFORMATION DOES NOT HOLD UNDER CONDITIONS OF EXTREME STRESS ACCORDING TO DATA OBTAINED BY TRIAXIAL TESTING. HSU USED A TERM TO SIGNIFY BOTH THE COHESIVE STRENGTH OF THE INITIALLY UNFRACTURED ROCK AND THE RESISTANCE TO SLIPPING ALONG A SURFACE OF FRACTURE. THIS SYMBOL ACTUALLY REPRESENTS THE ORDINATE OF THE POINT OF INTERSECTION ON THE MOHR DIAGRAM OF THE MOHR ENVELOPE OBTAINED BY A SERIES OF TRIAXIAL TESTS ON SUCCESSIVE SPECIMENS OF THE SAME ROCK. IT, THEREFORE, IS A MEASURE OF THE SHEAR STRENGTH OF A PREVIOUSLY UNFRACTURED ROCK ALONG A SURFACE ACROSS WHICH THE NORMAL STRESS IS ZERO. THE REPLY DISCUSSES THE MOHR-COULOMB LAW AS A GENERAL CRITERION OF SHEAR FAILURE. SINCE THE ANALYSIS OF THE MECHANICS OF THRUSTING AND LANDSLIDING WAS BASED UPON THE MOHR-COULOMB RELATION AS A GENERAL CRITERION, THE TREATMENT IS APPLICABLE NOT ONLY TO OVERTHRUSTS AND SLIDES WHICH MOVED BY FLOWAGE, BUT ALSO TO THOSE WHICH SLID ALONG PRE-EXISTING FRACTURE SURFACES. THE DEVIATION OF THE MOHR ENVELOPE FROM STRAIGHT LINES GIVES A MEASURE OF THE ERROR INTRODUCED THROUGH THE ASSUMPTION OF CONSTANTS. THE BEHAVIOR OF DIFFERENT SEDIMENTARY ROCKS IS SO DIFFERENT THAT A JUDGMENT OF THE APPLICABILITY OF THE MOHR-COULOMB LAW MUST BE MADE FOR THE INDIVIDUAL CASES. THE GRAVITATIONAL SLIDING OF A BLOCK ALONG A PRE-EXISTING FRACTURE SURFACE WOULD LEAD TO A CATASTROPHIC SLIDE ONLY IF ITS MOVEMENT IS NOT CHECKED. THE REPLY AGREES THAT A NEW SYMBOL SHOULD BE PROPOSED TO DESIGNATE THE RESISTANCE TO SLIPPING ALONG A SURFACE OF FRACTURE WHEN THE EFFICTIVE NORMAL PRESSURE IS ZERO. THE SYMBOL USED ORIGINALLY WAS MEANT FOR THE INITIAL SHEAR STRENGTH OF UNFRACTURED ROCK EVEN WHEN THE CASES OF REDUCED COHESION WERE DISCUSSED. THE EXPRESSION 'INITIAL SHEARING RESISTANCE TO FRICTIONAL SLIDING ALONG PREEXISTING FRACTURE SURFACE' IS SUGGESTED RATHER THAN ADHESIVE STRENGTH, OR INITIAL SHEARING RESISTANCE.]]></description>
      <pubDate>Thu, 15 Sep 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/127299</guid>
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