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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>
    <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>TIME-TEMPERATURE STRENGTH-REACTION PRODUCT RELATIONSHIPS IN LIME-BETONITE-WATER MIXTURES</title>
      <link>https://trid.trb.org/View/121709</link>
      <description><![CDATA[THE INTERRELATION OF CURING TIME, CURING TEMPERATURE, STRENGTH, AND REACTIONS IN LIME-BENTONITE-WATER MIXTURES WAS EXAMINED. SAMPLES WERE MOLDED AT CONSTANT DENSITY AND MOISTURE CONTENT AND THEN CURED FOR PERIODS OF FROM 1 TO 56 DAYS AT CONSTANT TEMPERATURES THAT RANGED FROM 5 C TO 60 C. AFTER THE APPROPRIATE CURING TIME THE SAMPLES WERE TESTED FOR UNCONFINED COMPRESSIVE STRENGTH. THE BROKEN SAMPLES WERE THEN ANALYZED BY X-RAY DIFFRACTOMETER AND SPECTROPHOTOMETER TO DETERMINE THE IDENTITY OF THE REACTION PRODUCTS PRESENT AFTER EACH CURING PERIOD. IT WAS FOUND THAT THE STRENGTH GAIN OF LIME-CLAY MIXTURES CURED AT DIFFERENT TEMPERATURES IS DUE TO DIFFERENT PHASES OF THE COMPLEX REACTION, LIME & CLAY CSH /GEL/, CSH /II/, CSH /I/, TOBERMORITE. THE FARTHER THE REACTION PROCEEDS, THE HIGHER THE STRENGTH. THERE WAS ALSO EVIDENCE OF LATTICE SUBSTITUTIONS IN THE STRUCTURE OF THE CALCIUM SILICATE HYDRATES AT CURING TEMPERATURES OF 50 C AND HIGHER. NO CONSISTENT RELATIONSHIP BETWEEN TIME, TEMPERATURE, STRENGTH, AND THE S/A RATION OF REACTION PRODUCTS EXISTED, BUT IN ORDER TO ACHIEVE HIGH STRENGTHS THE APPARANT C/S RATION HAD TO BE LESS THAN TWO. THE CURING TEMPERATURE HAD AN EFFECT ON THE STRENGTH DEVELOPED BY A GIVEN AMOUNT OF REACTED SILICA IN THE CURED LIME-CLAY MIXTURE, BUT AT A GIVEN CURING TEMPERATURE THE CURED SAMPLE THAT HAD THE LARGEST AMOUNT OF REACTED SILICA GAVE THE HIGHEST STRENGTH. EVIDENCE WAS FOUND TO INDICATE THAT DURING THE CLAY REACTION SOME CALCIUM IS INDEED ADSORBED ONTO THE CLAY STRUCTURE RATHER THAN ENTERING INTO A POZZOLANIC REACTION. FINALLY, IT WAS DETERMINED THAT IT IS POSSIBLE TO DETERMINE THE AMOUNT OF SILICA AND ALUMINA IN LIME-CLAY REACTION PRODUCTS BY SPECTROPHOTOMETRIC ANALYSIS WITH SUFFICIENT ACCURACY FOR COMPARISON PURPOSES. THE SPECTROPHOTOMETRIC ANALYSIS TECHNIQUES USED DURING THE INVESTIGATION WERE SIMPLE AND WERE NOT TIME CONSUMING. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:40:29 GMT</pubDate>
      <guid>https://trid.trb.org/View/121709</guid>
    </item>
    <item>
      <title>LIME-CLAY MINERAL REACTION PRODUCTS</title>
      <link>https://trid.trb.org/View/121670</link>
      <description><![CDATA[SEPARATE SLURRIES OF HIGH CALCIUM HYDRATED LIME OR DOLOMITIC MONOHYDRATE OR DIHYDRATE LIME WERE MADE WITH PURE BENTONITE, KAOLINITE, PULVERIZED MUSCOVITE, QUARTZ, OR VERMICULITE MINERAL AND VARIOUS AMOUNTS OF WATER. THE MIXES WERE SEALED IN PLASTIC CONTAINERS TO PREVENT LOSS OF WATER OR ENTRY OF CARBON DIOXIDE, AND CURED AT 70 F FOR TWO YEARS, AFTER WHICH X-RAY DIFFRACTION AND DIFFERENTIAL THERMAL ANALYSIS SHOWED VARYING PROPORTIONS OF CONVERSION OF MINERALS AND LIME INTO POZZOLANIC REACTION PRODUCTS. REACTION PRODUCTS WERE IDENTIFIED ON THE BASIS OF DIFFRACTOMETER D-SPACINGS. SINGLE CRYSTALS OF SEVERAL OF THE PRODUCTS WERE ISOLATED AND UNIT CELL PARAMETERS OBTAINED BY USE OF A DIFFRACTOMETER SINGLE CRYSTAL ORIENTER. DEBYE- SCHERRER POWDER DIFFRACTION DATA FROM CRUSHED SINGLE CRYSTALS ARE PRESENTED IN ASTM FORMAT AND RELATED TO THE DIFFRACTOMETER DATA. AMONG THE REACTION PRODUCTS ARE THE CALCIUM SILICATE HYDRATE 10-ANGSTRON TOBERMORITE, 8.2- AND TETRA-CALCIUM ALUMINATE HYDRATES, AND SEVERAL COMPOUNDS OF UNKNOWN COMPOSITION. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:40:19 GMT</pubDate>
      <guid>https://trid.trb.org/View/121670</guid>
    </item>
    <item>
      <title>MINERALOGY. THE DETERMINATION OF AMORPHOUS CONSTITUENTS IN ROCKS BY DEFFRACTOMETRIC METHODS</title>
      <link>https://trid.trb.org/View/120979</link>
      <description><![CDATA[FOR ROCK WHICH CONTAINS AMORPHOUS PHASES IT IS FIRST NECESSARY TO DETERMINE THE CRYSTALLINE PHASES ACCORDING TO THE METHOD OF NARAI SZABO AND PETER, WHICH WILL GIVE THE RELATIVE PROPORTION AND PERCENTAGES. THE ABSOLUTE QUANTITY OF A SINGLE CRYSTALLINE PHASE IS THEN EVALUATED BY INTERNAL GAUGE OR BY DILUTION, AND THE CONTENT IN THE OTHER CRYSTALLINE PHASES IS CALCULATED IN RELATION TO THIS ABSOLUTE VALUE. THE QUANTITY OF THE AMORPHOUS PHASES IS THUS OBTAINED BY THE DIFFERENCE BETWEEN 100 AND THE SUM OF THE CRYSTALLINE PHASES. FINALLY, AN ANALYSIS OF SHAPE, SURFACE AND THE LOCATION OF BELLYING, GIVES AN INDICATION OF THE MINERALOGIC NATURE OF THE AMORPHOUS PHASES AND THEIR DEGREE OF EVOLUTION TOWARDS THE CRYSTALLINE STATE. /LCPC/A/RRL/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:37:33 GMT</pubDate>
      <guid>https://trid.trb.org/View/120979</guid>
    </item>
    <item>
      <title>FABRIC OF SOIL CEMENTS</title>
      <link>https://trid.trb.org/View/119570</link>
      <description><![CDATA[DUPLICATE TEST CORES OF TWO SOIL-CEMENTS WERE ANALYZED BY DIFFRACTION PATTERNS AND PHOTOMICROGRAPHS OF THIN SECTIONS. THE RESULTS OF COMPRESSIVE STRENGTH TESTS AND DURABILITY TESTS WERE COMPARED WITH RESULTS OBTAINED BY THE AUTHORS. LARGE VOIDS WERE SHOWN TO EXIST IN THE FIRST CORE, WHICH WEAKENED THE SOIL CEMENT AND DECREASED ITS DURABILITY. EFFORTS SHOULD BE MADE TO DECREASE THE VOID SPACE. BY: (1) FURTHER COMPACTION WITH VIBRATION OR COMPACTION THAT INCORPORATES PENETRATION (SHEEPS-FOOT ROLLERS) FOR INITIAL COMPACTION, (2) BY THE ADDITION OF BORROW SOIL THAT HAS HIGHER PROPORTIONS OF BINDER, OR (3) BY INCREASING THE AMOUNT OF PORTLAND CEMENT ADDED. THE FABRIC PROPERTIES OF THE SECOND CORE APPEAR TO BE VERY GOOD FOR MAXIMUM STRENGTH DURABILITY. THE PHYSICAL MIXING IS EXCELLENT BETWEEN THE SOIL AND CEMENT AND THE VOIDS ARE SMALL AND NOT INTERCONNECTED. IT IS CONCLUDED THAT THE PORTLAND CEMENT IN A RELATIVELY (POROUS) AND CHEMICALLY INERT A-3 (0) SOIL UNDERGOES REACTIONS PRODUCING CALCITE WHEREAS THE REACTIONS IN THE A-4 (7) SOIL ARE POSSIBLY SLOWER AND INVOLVE REACTIONS WITH COLLOIDAL ALUMINO-SILICATES WITHOUT CALCITE BEING FORMED. COMPARISONS OF MINERALOGICAL ANALYSES OF THE SOIL PRIOR TO CORE PREPARATION SHOULD BE HELPFUL IN FUTURE STUDIES IN DETERMINING MINERALOGICAL CHANGES INDUCED BY ADDITION OF WATER AND PORTLAND CEMENT.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:24:19 GMT</pubDate>
      <guid>https://trid.trb.org/View/119570</guid>
    </item>
    <item>
      <title>IDENTIFICATION AND OCCURRENCE OF THAUMASITE IN CONCRETE A DISCUSSION FOR THE 1965 HRB SYMPOSIUM ON AGGRESSIVE FLUIDS</title>
      <link>https://trid.trb.org/View/101459</link>
      <description><![CDATA[FOUR INTERESTING CASES INVOLVING THE ALTERATION OF PORTLAND CEMENT CONCRETE AND A PORTLAND CEMENT GROUT AND THE OCCURRENCE OF A SULFATE-BEARING MINERAL KNOWN AS THAUMASITE ARE INVESTIGATED. THE MEANS USED TO DISTINGUISH THAUMASITE FROM ETTRINGITE ARE DESCRIBED. THE PRECISE CIRCUMSTANCES LEADING TO THE FORMATION OF THAUMASITE IN THE CASES DESCRIBED WERE NOT RESOLVED. TWO OF THE OCCURRENCES WERE FOUND IN SANITARY SEWER PIPES, ONE WAS IN A GROUT, AND ONE WAS AT THE BASE OF A CORE TAKEN FROM A PAVEMENT. THESE OCCURRENCES WERE LOCATED IN FOUR DIFFERENT STATES, TWO IN THE NORTHEASTERN PORTION OF THE UNITED STATES AND TWO IN THE MIDWEST. DIFFICULTIES WERE ENCOUNTER&D IN IDENTIFYING THE COMPUUND BY PETROGRAPHIC MICROSCOPY AND X-RAY DIFFRACTOMETRY. THESE DIFFICULTIES MAY EXPLAIN THE ABSENCE OF REPORTS IN THE PUBLISHED LITERATURE DESCRIBING THE PRESENCE OF SECONDARY THAUMASITE IN PORTLAND CEMENT CONCRETE.]]></description>
      <pubDate>Mon, 12 Dec 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/101459</guid>
    </item>
    <item>
      <title>QUANTITATIVE FABRIC OF WET KAOLINITE</title>
      <link>https://trid.trb.org/View/127984</link>
      <description><![CDATA[A METHOD IS DESCRIBED FOR QUANTITATIVELY EXPRESSING ORIENTATION OF KAOLINITE PARTICLES IN A WET CLAY MASS. WET CLAY IS IMPREGNATED WITH A POLYALCOHOL WHICH PERMITS GRINDING OF A VERY FLAT SURFACE /WITHOUT DISRUPTING THE ORIGINAL FABRIC/ FOR QUANTITATIVE X-RAY MEASUREMENT. IN THE SPECIFIC PROCEDURE DISCUSSED, A NORELCO DIFFRACTOMETER EQUIPPED WITH A POLE FIGURE DEVICE AND A GEIGER DETECTOR WAS EMPLOYED TO MEASURE BY REFLECTION THE DIFFRACTED INTENSITY OF THE 002 AND 020 KAOLINITE REFLECTIONS. THE AMPLITUDE OF THE 002 PEAK TO THE AMPLITUDE OF THE 020 PEAK IS CALLED THE PEAK RATIO, PR, WHICH QUANTITATIVELY EXPRESSES PARTICLE ORIENTATION AT ANY CHOSEN ANGLE TO THE SPECIMEN SURFACE. LIMITS OF ORIENTATION ARE RANDOM AND MAXIMUM ORIENTATION. FOR THE KAOLINITE TESTED, TRULY RANDOM ORIENTATION WAS ACHIEVED WHICH GAVE A PR EQUAL 2. MAXIMUM ORIENTATION FOUND EXPERIMENTALLY WAS PR EQUAL 200 FOR THOROUGHLY DISPERSED SLURRY SLOWLY DRIED ON A GLASS SLIDE. VERTICAL AND LATERAL VARIATIONS CAN BE MEASURED EITHER CONTINUOUSLY OR IN STEPS OF ANY CHOSEN SIZE. /AUTHOR/]]></description>
      <pubDate>Thu, 11 Aug 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/127984</guid>
    </item>
    <item>
      <title>STRUCTURAL CRYSTALLOGRAPHY</title>
      <link>https://trid.trb.org/View/95679</link>
      <description><![CDATA[SOME OF THE DEVELOPMENTS OF STRUCTURAL CRYSTALLOGRAPHY ARE SUMMARIZED IN A TABLE. THE FAST DIGITAL COMPUTER HAS BEEN THE MAJOR FACTOR IN IMPROVING THE EFFECTIVENESS OF STRUCTURAL CRYSTALLOGRAPHY IN THE LAST TWENTY YEARS. THE TIME-CONSUMING COMPUTATIONS OF CRYSTALLOGRAPHY, SUCH AS THE LEAST-SQUARES REFINEMENT, ARE CENTRAL-PROCESSOR BOUND. COMPUTER PROGRAMS HAVE BEEN DEVELOPED TO PRESENT, IN TWO DIMENSIONS, RESULTS ABOUT THE THREE-DIMENSIONAL STRUCTURE. AUTOMATED NEUTRON DIFFRACTOMETERS HAVE BEEN DEVELOPED FOR EFFICIENT DATA COLLECTION. IT IS SUGGESTED THAT ADVANTAGES BE COMBINED OF DATA-COLLECTION METHODS (FILM) WITH SERIAL DATA-COLLECTION METHODS (COUNTERS). THIS COULD BE DONE BY SURROUNDING THE CRYSTAL WITH MANY COUNTER GRIDS AND LETTING AN ON-LINE COMPUTER BE THE MULTIPLE SCALER. IF THIS TECHNIQUE IS DEVELOPED, IT IS ANTICIPATED THAT AN EXPERIENCED CRYSTALLOGRAPHER CAN DETERMINE MOST CRYSTAL STRUCTURES IN A RAPID, AUTOMATIC AND ROUTINE MANNER.]]></description>
      <pubDate>Fri, 01 Jul 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/95679</guid>
    </item>
    <item>
      <title>AN ANALYSIS OF FACTORS AFFECTING PARTICLE-SIZE DISTRIBUTION OF HYDRAULIC CEMENTS</title>
      <link>https://trid.trb.org/View/363991</link>
      <description><![CDATA[It is noted that particle size distribution of hydraulic cements plays an important role in controlling the product quality and maintaining reliable performance in end applications.  This is a discussion of the primary criteria to be met by a particle size distribution analyzer for applications in hydraulic cement characterization.  A light diffraction technique is utilized to examine the effect of dispersion solvents on the resulting size disrtibution. Distilled water, distilled water containing a polyacrylate surfactant, isopropyl alcohol, and a commercially available organic surfactant are used as dispersion solvents.  The resulting data are analyzed with respect to variations due to the dispersion solvents and factors responsible for the observed variations.]]></description>
      <pubDate>Fri, 31 Jan 1992 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/363991</guid>
    </item>
    <item>
      <title>COMPACTION PROCEDURES, SPECIFICATIONS, AND CONTROL CONSIDERATIONS</title>
      <link>https://trid.trb.org/View/189126</link>
      <description><![CDATA[This paper provides a review of soil compaction principles and practice.  The nonlinear relation of compaction energy to resulting density is shown.  The need to consider the effect of change in moisture from the as-compacted state is pointed out.  Factors that influence the reference test for specifying compaction are discussed to show the uncertainty in the resulting maximum dry density and optimum moisture content.  Factors that influence field compaction are also described, and the possibility of a large variation in compaction results with field conditions is demonstrated.  The need for more awareness of the effects of methods of preparation and uniformity of procedures is indicated.  Limitations of density as a method of specifying compaction are pointed out.  The type and magnitude of compaction measurement errors are defined and implications for compaction control are discussed.  Finally, because knowledge of compactor performance in combination with observation of field procedures is a meaningful basis on which to judge compaction, some basic principles of compactor performance evaluation are described.  (Author)]]></description>
      <pubDate>Tue, 31 May 1983 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/189126</guid>
    </item>
    <item>
      <title>KNOCK-INDUCED CAVITY RESONANCES IN OPEN CHAMBER DIESEL ENGINES</title>
      <link>https://trid.trb.org/View/160609</link>
      <description><![CDATA[Knock causes acoustical cavity resonances in the combustion chambers of engines.  Understanding this phenomenon is important for control of engine noise and optimization of knock-detection systems.  Cavity resonances were studied in detail for six open-chamber diesel engines of different sizes.  Spectal data were obtained from cylinder pressure-time traces and compared with predictions from finite-element calculations of the cavity resonances.  Good agreement was found.]]></description>
      <pubDate>Mon, 19 Jan 1981 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/160609</guid>
    </item>
    <item>
      <title>SIMULATION AND CONTROL OF TRAFFIC ON A DIAMOND INTERCHANGE</title>
      <link>https://trid.trb.org/View/79894</link>
      <description><![CDATA[Signaling strategies that control left-turning traffic on a demand interchange are evaluated by simulation.  Although the simulation and control strategies were designed for a particular interchange, each may be adopted to the intersection of other one-way pairs of arterials.  The simulation method is briefly discussed, and four related control strategies are presented.  Evaluation of these strategies based on average and maximum transit times through the interchange indicates that choosing signal features can significantly profit from the use of short-term average volume information.  A flexible strategy based only on queue lengths gives good but not entirely satisfactory performance.]]></description>
      <pubDate>Sun, 03 Dec 1978 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/79894</guid>
    </item>
    <item>
      <title>NONLINEAR MODEL FOR REINFORCED CONCRETE SLABS</title>
      <link>https://trid.trb.org/View/72261</link>
      <description><![CDATA[A nonlinear finite element model is developed to analyze reinforced concrete slabs under monotonically increasing loads.  The nonlinear variations in material properties through the depth of the slab are considered.  Slabs are modeled as incrementally elastic, anisotropic plates.  Axes of anisotropy concide with the slab yield lines.  Concrete is modeled as a nonlinear material in compression and as a linear brittle material in tension.  Steel is represented as a uniaxial material with a bilinear stress-strain curve. Two reinforced concrete beams and three reinforced concrete slabs are analyzed and compared with test data.  The ability to represent cracking as a continouus process is a strong point of the model and is significant in obtaining a good match with experimental results.  The increase in concrete strength due to biaxial compression has little effect in modeling the behavior of reinforced concrete slabs. /Author/]]></description>
      <pubDate>Wed, 12 Apr 1978 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/72261</guid>
    </item>
    <item>
      <title>RESEARCH IN EARTH PHYSICS - PHASE REPORT NO. 4. QUANTITATIVE FABRIC OF CONSOLIDATED KAOLINITE</title>
      <link>https://trid.trb.org/View/135951</link>
      <description><![CDATA[A method is described for quantitatively expressing orientation of kaolinite particles in a wet clay mass. Wet clay is impregnated with a polyalcohol which permits grinding of a very flat surface (without disrupting the original fabric) for quantitative x-ray measurement. In the specific procedure discussed, a Norelco diffractometer equipped with a pole figure device and a Gieger detector was employed to measure by reflection the diffracted intensity of the 002 and 020 kaolinite reflections. The amplitude of the 002 peak to the amplitude of the 020 peak is called the Peak PR of 2.0 with SD = 0.1. The PR measurements for random are completely independent of direction in the sample. Maximum orientation is produced by slowly drying a dilute kaolinite slurry onto a glass slide. The amount of preferred orientation obtained is strongly dependent upon the degree of dispersion of the initial slurry: flocculated kaolinite (ph 4.5) slowly dried gives an average PR of 25 with SD = 3, while dispersed kaolinite (ph 10.5) slowly dried gives an average PR in excess of 200. The average PR obtained for maximum orientation of both flocculated and dispersed kaolinite was measured in the plane of the glass slide. Isotropic consolidation of flocculated kaolinite slurry to 1 kg/cm2 has very little preferred orientation (average PR for maximum orientation direction of 2.7 with SD = 0.2). One-dimensional consolidation of flocculated kaolinite slurry gave preferred orientation, when measured in the principal stress plane, as follows: (1) to 1/16 kg/cm2, the average PR was 7.0 and SD = 2.2; (3) This preferred orientation did not change significantly for consolidation to 8 and 32 kg/cm2; (4) To 197 kg/cm2 the average PR was 26 and SD = 3, which is equal to the maximum orientation obtained by slow drying of flocculated slurry. /AUTHOR/]]></description>
      <pubDate>Fri, 13 Dec 1974 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/135951</guid>
    </item>
    <item>
      <title>FORECASTING THE STRENGTH OF PORTLAND CEMENT</title>
      <link>https://trid.trb.org/View/100331</link>
      <description><![CDATA[IT IS POSSIBLE TO MAKE A RAPID CALCULATION OF THE FUTURE STRENGTH OF PORTLAND CEMENT.  THE CALCULATION METHOD IS BASED ON THE FACT THAT PORTLAND CEMENT PROPERTIES DEPEND ON ITS MINERAL AND GRANULOMETRIC COMPOSITION.  BASED ON NUMEROUS RESULTS, MULTIPLE REGRESSION COEFFICIENTS, WHICH RELATED COMPOSITION AND PROPERTIES, WERE CALCULATED BY MEANS OF THE LEAST SQUARE METHOD WITH THE HELP OF A COMPUTER.  ANY LABORATORY EQUIPPED WITH AN X-RAY DIFFRACTOMETER AND GRANULOMETRIC ANALYSIS APPARATUS CAN CALCULATE THE CHARACTERISTICS OF PORTLAND CEMENT IF MULTIPLE REGRESSION EQUATIONS HAVE BEEN DERIVED BEFOREHAND.]]></description>
      <pubDate>Sat, 23 Mar 1974 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/100331</guid>
    </item>
    <item>
      <title>PREPARATION OF SAMPLES FOR THE GEIGER COUNTER DIFFRACTOMETER</title>
      <link>https://trid.trb.org/View/102037</link>
      <description><![CDATA[THE SAMPLE IS GROUND UNTIL FURTHER GRINDING DOES NOT INCREASE THE PRECISION OF THE INTEGRATED INTENSITY MEASUREMENTS. A VIBRATORY BALL MILL IS USED FOR THE FINAL GRINDING. SAMPLES HAVING RANDOM ORIENTATION ARE OBTAINED BY USING A SPECIAL HOLDER INTO WHICH THE POWDER IS ALLOWED TO FALL GENTLY WITHOUT COMPACTING IT. SAMPLES PREPARED AS DESCRIBED GAVE HIGHLY REPRODUCIBLE TOTAL INTENSITIES. /PCA/]]></description>
      <pubDate>Mon, 01 Jun 1970 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/102037</guid>
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