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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>EFFECT OF CEMENT ON STRENGTH PROPERTIES OF FINE CRUSH ROCK</title>
      <link>https://trid.trb.org/View/122176</link>
      <description><![CDATA[A STUDY WAS MADE OF SHEAR STRENGTH VARIATION WITH PERCENT ADDITIVE AND RELATIVE CHANGES IN COHESION AND ANGLE OF INTERNAL FRICTION BY USING TRIAXIAL SHEAR MACHINE. AN ANALYSIS OF STRESS DEFORMATION DIAGRAMS OF TESTS IS PRESENTED TO ASCERTAIN VALUES OF ELASTICITY FOR CEMENT STABILIZED FINE CRUSHED ROCK, PERCENTAGES OF CEMENT, AND COMPARISON WITH VALUES FOR CONCRETE.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:42:23 GMT</pubDate>
      <guid>https://trid.trb.org/View/122176</guid>
    </item>
    <item>
      <title>SHEAR STRENGTH AND ELASTIC PROPERTIES OF SOIL-CEMENT MIXTURES UNDER TRIAXIAL LOADING</title>
      <link>https://trid.trb.org/View/122059</link>
      <description><![CDATA[TEST PROCEDURES WERE DEVELOPED TO DETERMINE THE SHEARING STRENGTH AND THE DEFORMATION OF THE SPECIMENS UNDER TRIAXIAL LOAD. THE ANALYSES OF TEST RESULTS SHOWED THAT THE COEFFICIENT OF INTERNAL FRICTION WAS RELATIVELY CONSTANT FOR CEMENT-TREATED SPECIMENS OF EACH SOIL REGARDLESS OF CEMENT CONTENT AND AGE. VALUES AVERAGED .96 FOR THE GRANULAR AND .73 FOR THE FINE GRAIN SOIL-CEMENT MIXTURES. COHESIVE STRENGTHS INCREASED WITH INCREASES IN CEMENT CONTENT AND AGE. TWENTYEIGHT DAY VALUES RANGED FROM ABOUT 35 TO 53 PSI.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:55 GMT</pubDate>
      <guid>https://trid.trb.org/View/122059</guid>
    </item>
    <item>
      <title>EXPLORATORY RESEARCH IN BITUMINOUS SOIL STABILIZATION</title>
      <link>https://trid.trb.org/View/122021</link>
      <description><![CDATA[THE MECHANICS OF ASPHALTIC SOIL STABILIZATION ARE DISCUSSED BASED UPON THE MAJOR FOUR FACTORS FOR ANY GIVEN SOIL MATERIAL: (1) SOIL STATUS, (2) ASPHALTIC MATERIAL, (3) MIXING, AND (4) COMPACTION AND CURING. A METHOD OF BITUMINOUS STABILIZATION OF SOILS IS PRESENTED AS RELATED TO SOILS DEVELOPING APPRECIABLE DEGREES OF COHESIVENESS WHEN MOIST AND WHICH MAY BE STABILIZED BY THE PRINCIPLE OF WATERPROOFING. THIS METHOD IS BASED UPON THE THEORY THAT SOIL, WATER, AND BITUMINOUS MATERIAL, INCLUDING ASPHALT, MAY BE PLACED IN SUCH INDEPENDENT RELATIVE POSITIONS WITHIN A COMPACTED MASS OF MIXTURE SO THAT A DEFINITE SYSTEM EXISTS OR TENDS TO PREDOMINATE. THE SYSTEM CONSISTS ESSENTIALLY OF SOIL-WATER MIXTURES WHICH ARE WATERPROOFED BY BITUMINOUS FILMS HELD OR ABSORBED ON THEIR SURFACES. STABILIZATION BY WATERPROOFING MAY BE ACCOMPLISHED WITH: (1) RELATIVELY SMALL QUANTITIES OF BITUMEN, (2) A MINIMUM OF MIXER WORK AND TIME, (3) UTILIZATION OF THE ECONOMIES ACCRUING FROM INTERMEDIATE SOIL MOISTURE CONTENTS DURING MIXING AND COMPACTION, AND (4) THE MORE COMPLETE UTILIZATION OF SOILS IN SITU DUE TO THE GREATER RANGE OF SOILS WHICH MAY BE SUCCESSFULLY TREATED. THE BITUMINOUS STABILIZATION OF SOIL UTILIZING SUPPLEMENTARY ADMIXTURES WAS INVESTIGATED BY THE USE OF PORTLAND CEMENT, LIME, AND AQUEOUS SOLUTIONS OF CERTAIN HEAVY METAL SALTS. DATA PRESENTED INDICATE THAT STABILIZATION OF SOIL WITH MATERIALS AS CEMENT, CONSIST OF TWO SEPARABLE AND DISTINGUISHABLE FUNCTIONS, ONE AN ALTERATION OF SOIL CHARACTER REDUCING THE SENSITIVENESS OF THE SOIL TO PHYSICAL CHANGES INDUCED BY WATER, THE OTHER A CEMENTATION OF THE ALTERED PARTICLES OF SOIL INTO A WATER- TIGHT COHERENT MASS. THE FIRST FUNCTION MAY BE PRODUCED BY SMALL QUANTITIES OF CEMENT, AND THE SECOND BY BITUMEN, YIELDING A DUAL OR COMPOSITE FORM OF STABILIZATION POSSESSING HIGH STRENGTH, FLEXIBILITY, AND HIGH IMMUNITY TO ACTION OF WATER AND TEMPERATURE. THESE PRINCIPLES WERE APPLIED IN TWO PROCESSES, ONE A PRE-TREATMENT OF SOIL WITH CEMENT WHICH INCLUDED MIXING, WETTING, CURING, AND REPULVERIZATION, WHILE THE OTHER METHOD CONSISTED OF MIXING, IN CONSECUTIVE ORDER, THE MATERIALS SOIL, CEMENT, WATER, AND BITUMEN, FORMING A MIXTURE CAPABLE OF BEING IMMEDIATELY LAID AND COMPACTED. THE EFFECT OF DIFFERENT TYPES OF CEMENT UPON THE CHANGES INDUCED IN SOIL WERE DISCUSSED. THE CHARACTER OF THE REACTIONS INDUCED IN SOIL BY BOTH CEMENT AND LIME WERE DISCUSSED. THE EFFICIENCY OF LIME AS AN ADMIXTURE MATERIAL FOR BITUMINOUS STABILIZATION WAS STUDIED. THE ECONOMIC PRACTICALITY OF THE USE OF CEMENT AND LIME AS BITUMINOUS STABILIZATION ADJUNCTS WAS DISCUSSED WITH ATTENTION TO THE METHOD OF SOIL DILUTION BY AGGREGATE AS AN ALTERNATIVE.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:46 GMT</pubDate>
      <guid>https://trid.trb.org/View/122021</guid>
    </item>
    <item>
      <title>STUDIES OF FILL CONSTRUCTION OVER MUD FLATS INCLUDING A DESCRIPTION OF EXPERIMENTAL CONSTRUCTION USING VERTICAL SAND DRAINS TO HASTEN STABILIZATION</title>
      <link>https://trid.trb.org/View/122015</link>
      <description><![CDATA[STUDIES WERE CONDUCTED OF FILL CONSTRUCTION OVER MARSH LANDS IN CALIFORNIA TO DETERMINE: (1) METHOD OF CONSTRUCTING THE FILL WITH MINIMUM SLIPPAGE, (2) REQUIRED YARDAGE OF FILL MATERIAL, INCLUDING YARDAGE NECESSARY TO COMPENSATE FOR UNAVOIDABLE LATERAL DISPLACEMENT AND LOSS BETWEEN DREDGER CUT AND FILL, AND (3) PROBABLE RATE OF SUBSIDENCE AND TOTAL SETTLEMENT SUBSEQUENT TO INITIAL CONSTRUCTION DUE TO SLOW DEHYDRATION AND CONSOLIDATION OF THE MUD STRATA. THE DATA FROM DEEP BORINGS, STUDIES OF THE FOUNDATION PRESSURE, AND LABORATORY ANALYSES OF FOUNDATION MATERIAL, INCLUDING THE DETERMINATION OF UNIT WEIGHT, DENSITY, MOISTURE CONTENT, GRAIN SIZE, CONSOLIDATION, COHESIVE STRENGTH, AND ANGLE OF INTERNAL FRICTION, WERE USED IN THE FILL DESIGN AND CONSTRUCTION TO DETERMINE THE PROBABLE SETTLEMENT AND EMBANKMENT QUANTITIES. A STANDPIPE TEST DEVELOPED BY THE AUTHOR, WAS USED TO CHECK THE ASSUMPTIONS AND THEORETICAL ANALYSES OF FOUNDATION PRESSURES. A HEAVY SIX-IN. DIAMETER CASING WAS DRIVEN THROUGH THE FILL INTO AN IMPERMEABLE CLAY MUD STRATUM, THUS PREVENTING WATER FROM FLOWING READILY UP ALONG THE OUTSIDE OF THE PIPE. THE CASING WAS CLEANED TO THE BOTTOM AND CONTINUOUS UNDISTURBED CORE SAMPLES OBTAINED FROM THE BOTTOM OF THE CASING TO ELEVATION. A TWO- IN. DIAMETER PERFORATED SAND FILLED PIPE WAS PLACED BETWEEN CERTAIN ELEVATIONS TO SERVE AS A FILLER, THUS ALLOWING THE WATER BELOW THE ELEVATION TO PASS UPWARDS THROUGH THE STANDPIPE. THE BOTTOM 2 FT. OF THE 6-IN. CASING WAS ALSO FILLED WITH SAND TO PREVENT MUD FROM ENTERING. THE TEST WAS FOUND SUFFICIENTLY SENSITIVE TO REFLECT THE INCREASED WEIGHT OF THE FILL DURING WET SEASON AND THE LOAD RESULTING FROM PLACEMENT OF SUBGRADE MATERIAL, BASE, AND PAVEMENT. THE HYDRODYNAMIC EXCESS PRESSURE AGREES CLOSELY WITH THE THEORETICAL ANALYSIS MADE PRIOR TO CONSTRUCTION. THE TEST PROMISES TO BE USEFUL FOR MEASURING THE RATE OF CORE SOLIDIFICATION AND THE HORIZONTAL COMPONENT IN HYDRAULIC- FILL DAMS. VERTICAL SAND DRAINS WERE INSTALLED IN THE MARSH FOR TESTING UNDER FIELD CONDITIONS. THREE TEST SECTIONS WERE USED TO MAKE BORINGS AND OBTAIN SOIL PROFILES AND THEORETICAL PRESSURE CONTOURS. SUBSTRATA DRAINAGE WAS FOUND NECESSARY TO RELIEVE HYDRODYNAMIC PRESSURE AND STABILIZE IMPERMEABLE SATURATED GROUND. THEORETICAL ADVANTAGES OF VERTICAL DRAINS IN CONNECTION WITH FILL CONSTRUCTION OVER DEEP MARSH LANDS HAVE BEEN CONFIRMED BY THE EXPERIMENTAL CONSTRUCTION DESCRIBED. IT IS POSSIBLE, WITH PROPER SPACING OF THE DRAINS, TO OBTAIN PRACTICALLY ALL OF THE SETTLEMENT DURING THE 6 MONTHS TO ONE YEAR'S TIME FOLLOWING CONSTRUCTION. WATER USUALLY TRAVELS THROUGH SOIL DEPOSITS MORE READILY HORIZONTALLY (WITH THE BEDDING) THAN VERTICALLY. THE DRAINS MAY ACCELERATE THE RATE OF SETTLEMENT BY PROVIDING AN OUTLET FOR HORIZONTAL MOVEMENT OF EXCESS MOISTURE. DRAINS, WITH A SPACING CONSISTENT WITH THE TYPE OF MATERIAL AND THE DESIRED RATE OF LOADING, READILY RELEASE THE EXCESS WATER, RELIEVE THE HYDRODYNAMIC PRESSURE, AND THUS PREVENT LATERAL DISPLACEMENT DURING FILL CONSTRUCTION.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:44 GMT</pubDate>
      <guid>https://trid.trb.org/View/122015</guid>
    </item>
    <item>
      <title>A WEAKLY CEMENTED SAND AND ITS BEHAVIOUR IN A MODEL PAVEMENT STRUCTURE</title>
      <link>https://trid.trb.org/View/121772</link>
      <description><![CDATA[THIS PAPER DESCRIBES AN INVESTIGATION INTO THE PROPERTIES OF WEAKLY CEMENTED SAND WITH PARTICULAR REFERENCE TO THIS MATERIALS BEHAVIOUR IN A PAVEMENT STRUCTURE. THE SAND USED WAS A MEDIUM TO FINE SAND, TYPICAL OF THE SANDS IN THE PERTH AREA OF WESTERN AUSTRALIA AND THE BINDER USED WAS 4 PER CENT OF PORTLAND CEMENT. THE COHESION DUE TO THE BINDER WAS VARIED BY CHANGING THE CURING TIME FROM ZERO TO SEVEN DAYS. THIS PRODUCED TENSILE STRENGTHS FROM ABOUT 10 PSI TO ABOUT 25 PSI, WITH CORRESPONDING CHANGES IN UNCONFINED COMPRESSIVE STRENGTH, STRESS-STRAIN, AND COMPRESSIBILITY CHARACTERISTICS. IT ALSO PROVIDED MEANS OF VARYING THE STIFFNESS OF BEAMS WHICH WERE TESTED ON ARTIFICIAL SUBGRADES CONSISTING OF CLOSELY SPACED PROVING RINGS OF VARIOUS STIFFNESSES. STIFFNESS RATIO IN PAVEMENTS IS DISCUSSED AND A CONCEPT OF STIFFNESS INDEX FOR THIS TYPE OF GRANULAR PAVEMENT IS INTRODUCED. /AUTH/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:40:45 GMT</pubDate>
      <guid>https://trid.trb.org/View/121772</guid>
    </item>
    <item>
      <title>ADHESIVES</title>
      <link>https://trid.trb.org/View/110250</link>
      <description><![CDATA[A REVIEW IS PRESENTED OF NEW ADHESIVE RESINS BEING SYNTHESIZED AND FORMULATED TO MEET THE DEMANDS FOR MATERIALS WHICH WILL WITHSTAND EXTREME ENVIRONMENTAL CONDITIONS. THE ADHESIVE IS USUALLY A SYNTHETIC HIGH POLYMER. THE ABILITY OF A RESIN TO PERFORM IN A SPECIFIC ADHESIVE APPLICATION IS DEPENDENT UPON THE FUNDAMENTALS OF POLYMER SCIENCE, SUCH AS HYDROGEN BONDING, COHESIVE ENERGY DENSITY, FLEXIBILITY, MOLECULAR ORGANIZATION, CRYSTALLIZATION, CROSS-LINKING, AND WETTING. HIGH TEMPERATURE ADHESIVES, NEOPRENE CEMENTS, HOT MELT ADHESIVES AND ONE-PACKAGE STRUCTURAL ADHESIVE ARE DESCRIBED. A PROCESS OF SUBSTRATE TREATMENT WAS DEVELOPED TO IMPROVE THE PERFORMANCE OF ADHESIVES USED TO BOND THE MATERIAL. BULK PROPERTIES OF THE SUBSTRATE SUCH AS COLOR, TENSILE STRENGTH, AND ELONGATION ARE UNAFFECTED BY THE TREATMENT AND THE WEATHERABILITY OF THE SURFACE IS UNCHANGED. THE TECHNIQUE OF CASING, INVOLVING IMPINGING ELECTRONICALLY EXCITED SPECIES OF RARE GASES UPON THE SURFACE OF THE SUBSTRATE, IS DISCUSSED.]]></description>
      <pubDate>Fri, 18 Mar 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/110250</guid>
    </item>
    <item>
      <title>A METHOD OF ESTIMATING THE DEGREE OF COMPACTION OF SANDY SOILS</title>
      <link>https://trid.trb.org/View/124709</link>
      <description><![CDATA[A THEORETICAL, EXPERIMENTAL STUDY ON COMPACTION CHARACTERISTICS OF SANDY SOILS PRODUCED A FORMULA TO ESTIMATE THE DEGREE OF COMPACTION OF SUCH SOILS. COMPACTION OF COHESIONLESS OR LESS COHESIVE SOILS, SUCH AS SANDY SOILS, IS CONSIDERED TO BE GOVERNED MAINLY BY GRAIN CONFIGURATION OR VOID SPACE CONDITIONS. THE CONVENIENCE OF ADOPTING A TERM TO EXPRESS SOIL RESISTANCE AGAINST COMPACTION WAS SHOWN. SOIL RESISTANCE AGAINST COMPACTION WAS FOUND TO DEPEND ON ITS RELATIVE DENSITY PROVIDED OTHER SOIL CONDITIONS REMAINED CONSTANT. THE FORMULA WAS PROVED APPLICABLE TO ESTIMATION OF THE DEGREE OF COMPACTION OF SANDY SOILS IN TAMPING, ROLLING AND VIBRATION COMPACTION.]]></description>
      <pubDate>Sun, 20 Feb 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/124709</guid>
    </item>
    <item>
      <title>THE EFFECTS OF WETTING AND DRYING ON THE LONG-TERM SHEAR STRENGTH PARAMETERS FOR COMPACTED BEAUMONT CLAY. FINAL REPORT</title>
      <link>https://trid.trb.org/View/285260</link>
      <description><![CDATA[This report describes results of a series of laboratory tests performed to understand better the strength properties of highly plastic clays used in the construction of embankments in Texas.  Previous studies showed that such embankments failed by sliding many years (10-30) after construction and that the apparent shear strengths in the field were substantially lower than the long-term shear strengths determined on the basis of laboratory tests on compacted specimens.  This report presents the laboratory procedures and results for several series of tests in which specimens of compacted Beaumont clay were subjected to repeated cycles of wetting and drying and then sheared to measure the shear strength parameters in terms of effective stresses.  Results of the tests show that repeated wetting and drying can produce a significant reduction in the effective stress cohesion intercept.  Factors of safety were calculated using the reduced laboratory strengths for an embankment which had failed.  Although the computed factors of safety were still somewhat greater than unity, even using the reduced shear strengths due to wetting and drying, the factors of safety were significantly reduced by the effects of wetting and drying.  Although the factors of safety were still somewhat higher than unity, this may have been caused by small amounts of scatter and uncertainty in the data, which is especially critical for the relatively low cohesion values involved (less than 100 psf).  Further laboratory testing is needed to more fully reproduce and understand the effects of wetting and drying on the long-term strength properties of highly plastic clays.]]></description>
      <pubDate>Wed, 30 Sep 1987 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/285260</guid>
    </item>
    <item>
      <title>THE EFFECTS OF MEASUREMENT TECHNIQUES, VARIABLE DEFINITION AND MODEL SPECIFICATION ON DISAGGREGATE DEMAND MODEL FUNCTIONS</title>
      <link>https://trid.trb.org/View/202750</link>
      <description><![CDATA[A fine disaggregate data base consisting of some 700 individuals travelling to work in an urban corridor of Santiago was collected in 1981.  The data consider level-of-service variables (reported and measured) and socio-economic variables (including income) for every individual.  Part of the data (217 individuals) was coded in two different ways.  Firstly, considering only those alternative modes mentioned by the individuals and secondly, adding to the choice set those modes which were obvious (although not reported) alternatives.  The paper considers in its first part the effects on model coefficients and structure of estimating the demand functions with both data sets.  In its second part the paper examines the effects of estimating the demand functions with the complete sample and with a sub sample of some 220 individuals who have exactly the same choice set (they reside in a subcorridor close to the underground line).  (Author/TRRL)]]></description>
      <pubDate>Wed, 30 May 1984 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/202750</guid>
    </item>
    <item>
      <title>ADMIXTURES FOR CONCRETE</title>
      <link>https://trid.trb.org/View/195336</link>
      <description><![CDATA[The article summarises papers given at a joint one-day meeting held at Fulmer Grange dealing with the existing parts 1 and 2 of BS 5075 and the draft part 3 for superplasticisers.  Air entraining agents can be used to provide a freeze/thaw resistance and to provide an increase in the cohesiveness of fresh concrete when using sands and aggregate with poor grading curves.  Superplasticisers, when added to normal concrete, either imparts an extreme workability without the addition of extra water or permits a large water reduction of between 25 to 35 per cent to be made at a constant workability.  An outline is given of four methods of testing superplasticised concrete for high fluidity currently being considered: the present German din 1048 flow table; a BS 1881 flow index method based on the din 1048 cone; the same flow index test based upon the BS 1881 slump cone; and the compaction factor method similar to that of BS 1881.  The BSI will ultimately decide which test to use, but the construction admixtures association working party favoured the use of the well-tried din flow table. (TRRL)]]></description>
      <pubDate>Sun, 30 Oct 1983 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/195336</guid>
    </item>
    <item>
      <title>FOAMED BITUMEN PRODUCTION AND APPLICATION OF MIXTURES EVALUATION AND PERFORMANCE OF PAVEMENTS</title>
      <link>https://trid.trb.org/View/53854</link>
      <description><![CDATA[In recent years considerable experience has been gained in Australia with the construction of pavements incorporating foamed bitumen.  This paper presents an overview of foamed bitumen technology in which production, testing procedures and properties of foamed bitumen mixtures are discussed.  It is shown that the quality of foam is important and that properties of foamed mixtures are different to those of cold mixtures produced with other materials such as emulsions or cutbacks.  Laboratory studies on numerous mixtures are reported and layer equivalency values are discussed for those mixtures using measured cohesion values or elastic moduli.]]></description>
      <pubDate>Sat, 29 Oct 1977 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/53854</guid>
    </item>
    <item>
      <title>NUMERICAL DESIGN-ANALYSIS FOR PILES IN SANDS</title>
      <link>https://trid.trb.org/View/45422</link>
      <description><![CDATA[A few points are made with regard to the numerical analysis of piles.  It is difficult to depend upon laboratory stress- strain curves for stiff clays for determination of initial mouduls and the ultimate strength.  Also, the load- deformation behavior is highly dependent on the magnitudes of adhesion at interface, cohesive strength, factor alpha, and spatial distribution of E.  It is noted that for driven piles driving stresses can influence the distribution significantly, and for homogeneous soils, the numerical procedure seems to be incapable of predicting the double curvature in the distribution of load in pile observed in many field conditions.  In stiff clay, the phenomenon of softening in the soil and at the interface needs to be considered if realistic computations for behavior at greater loads are desired.  It is possible to include softening in finite element analysis, and these results can allow better correlation with observations than those without incorporation of softening.  Analyses have shown that the effect of installation for driven piles is restricted approximately within a zone of four times the diameter of the pile.]]></description>
      <pubDate>Wed, 23 Jun 1976 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/45422</guid>
    </item>
    <item>
      <title>SHEAR STRENGTH OF SAND AND SANDY SOILS BY LABORATORY VANE</title>
      <link>https://trid.trb.org/View/24387</link>
      <description><![CDATA[An equation is presented which was developed for determining the shear strength of predominantly sandy soils and sands using the vane shear test: Torque T=Cx (cohesion factor) + Px (friction factor).  The mathematical derivation of the cohesive factor and of the friction factor are set forth. It has been shown that whereas in the case of clays, the surface of resistance is a cylinder of dimensions equal to the height and diameter of the vane, in the case of sands and sandy soils, dimensions of the surface of resistance are functions of the angle of internal friction of the soil.  Based on this, a relationship was derived between the torque and the angle of internal friction and cohesion.  Agreement has been excellent when laboratory results obtained with the vane shear test on sand, sandy soil, clay and cinder are compared with the results of triaxial and direct shear tests.]]></description>
      <pubDate>Mon, 19 May 1975 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/24387</guid>
    </item>
    <item>
      <title>BEARING CAPACITIES BY PLASTICITY THEORY: DISCUSSION</title>
      <link>https://trid.trb.org/View/126095</link>
      <description><![CDATA[THIS IS A DISCUSSION OF THE PAPER WHICH PRESENTS NUMERICAL SOLUTIONS IN SIMPLE NONDIMENSIONAL CHARTS THAT ELIMINATE THE SUPERPOSITION PROCEDURE OF THE BEARING CAPACITY EQUATION.  PRESENTED HERE ARE SIMILAR CHARTS FOR PARTIALLY ROUGH FOUNDATIONS ALONG WHICH THE SHEARING STRESS DISTRIBUTIONS COMPLY WITH CONDITIONS OF SYMMETRY. A COMPUTER PROGRAM INCORPORATING THE NUMERICAL TECHNIQUES OF SOKOLOVSKII IS OUTLINED.  IN THIS METHOD BOTH COHESIVE AND FRICTIONAL COMPONENTS OF SHEARING RESISTANCE MAY BE VARIED LINEARLY ALONG THE HALF WIDTH OF THE FOUNDATION SUCH THAT SMOOTH, ROUGH, AND PARTIALLY ROUGH FOUNDATIONS MAY BE ANALYZED.  A FIGURE ILLUSTRATES A COMPARISON OF BEARING CAPACITIES CALCULATED BY TERZAGHI'S SUPERPOSITION METHOD TOGETHER WITH THE DIRECT NUMERICAL SOLUTIONS TO THE BASIC EQUATIONS OF PLASTIC EQUILIBRIUM.]]></description>
      <pubDate>Wed, 03 Apr 1974 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/126095</guid>
    </item>
    <item>
      <title>A REVIEW OF THE STANDARD DIRECT SHEAR METHOD FOR OBTAINING THE PEAK EFFECTIVE STRESS SHEAR PARAMETERS OF A SOIL</title>
      <link>https://trid.trb.org/View/123224</link>
      <description><![CDATA[AS AN INITIAL STEP IN AN EVALUATION OF THE DIRECT SHEAR TEST AS A MEANS OF DETERMINING PEAK EFFECTIVE STRENGTH PARAMETERS, A LITERATURE SURVEY WAS MADE OF THE THEORETICAL DIFFERENCES BETWEEN THE PARAMETERS OF THE SHEARBOX AND DATA WERE COLLECTED ON LABORATORY COMPARISONS BETWEEN THE METHODS. THE REPORT NOTES A LACK OF COMPREHENSIVE INVESTIGATION INTO THE USE OF THE SHEARBOX. THE SURVEY INDICATES THAT FOR LOOSE SANDS THE SHEARBOX WILL GIVE A LOWER ANGLE OF INTERNAL FRICTION THAN THE TRIAXIAL TEST. FOR A VERY DENSE CONDITION, THE SHEARBOX VALUE MAY BE GREATER THAN THE TRIAXIAL VALUE. THE MAXIMUM DIFFERENCE (VERY LOOSE CONDITION) MAY BE ABOUT 6 DEG. IN MOST PRACTICAL CASES (MEDIUM DENSITIES) IT IS UNLIKELY TO BE MORE THAN 1-3 DEG. WITH THE SHEARBOX RESULTS BEING CONSERVATIVE. THEORETICAL FINDINGS COINCIDE WITH LABORATORY DATA. VERY LITTLE DIFFERENCE IS INDICATED BETWEEN VALUES FROM DRAINED TRIAXIAL AND SHEARBOX TESTS, ALTHOUGH WORK ON COHESIVE MATERIALS IS LIMITED.]]></description>
      <pubDate>Sun, 05 Aug 1973 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/123224</guid>
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