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    <title>Transport Research International Documentation (TRID)</title>
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    <atom:link href="https://trid.trb.org/Record/RSS?s=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" rel="self" type="application/rss+xml" />
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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>
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      <link>https://trid.trb.org/</link>
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    <item>
      <title>SOIL-CEMENT TEST-DATA CORRELATION IN DETERMINING CEMENT FACTORS FOR SANDY SOILS</title>
      <link>https://trid.trb.org/View/122620</link>
      <description><![CDATA[TO PROVIDE QUICK AND SIMPLE PROCEDURES FOR DETERMINING CEMENT FACTORS FOR SOIL-CEMENT CONSTRUCTION AND TO RELIEVE THE PRESSURE ON LABORATORY PERSONNEL AND FACILITIES, THE PORTLAND CEMENT ASSOCIATION IS CORRELATING DATA OBTAINED FROM TESTING MORE THAN 6,000 SOILS, REPRESENTING MANY DIFFERENT SOIL TYPES, TEXTURES, AND MIXTURES. THIS PAPER PRESENTS AND DISCUSSES THE RESULTS OF A CORRELATION OF SOIL AND SOIL-CEMENT LABORATORY DATA OBTAINED BY TESTING 2,229 SANDY SOILS FOLLOWING ASTM OR AASHO STANDARD TEST PROCEDURES. BY USE OF THE CORRELATION, METHODS OF QUICKLY DETERMINING CEMENT FACTORS FOR MOST SANDY SOILS ENCOUNTERED IN SOIL-CEMENT CONSTRUCTION WERE DEVELOPED. THE 2,229 SOILS WERE PLACED INTO THREE GROUPS, TWO OF WHICH ARE BASED ON TEXTURAL CLASSIFICATION. THE THIRD GROUP INCLUDES SPECIAL OR MISCELLANEOUS GRANULAR MATERIALS. THE METHODS INVOLVED ARE PRESENTED AS STEP-BY-STEP PROCEDURES AND INCLUDE THE USE OF CHARTS BASED ON RELATIONSHIPS BETWEEN MAXIMUM DENSITY, COMBINED SILT, AND CLAY CONTENT AND THE CEMENT REQUIREMENT FOR ADEQUATELY HARDENING THE SOIL. MINIMUM COMPRESSIVE STRENGTHS ALSO ARE REQUIRED. THE PROCEDURES REQUIRE CONSIDERABLY LESS LABORATORY WORK AND TIME THAN IS NEEDED FOR MAKING COMPLETE ASTM OR AASHO SOIL-CEMENT TESTS, AND IN ADDITION, SMALLER SOIL SAMPLES CAN BE USED. THE DEPENDABILITY OF THE TEST METHODS WHEN CHECKED AGAINST THE SANDY SOILS PREVIOUSLY TESTED BY THE STANDARD ASTM-AASHO TESTS IS DISCUSSED. THE STEP-BY-STEP TESTING PROCEDURES PROVIDED RELIABLE METHODS FOR ESTABLISHING SAFE CEMENT FACTORS FOR 2,201 (OR 98.7 PERCENT) OF THE 2,229 SOILS. WHILE THE CEMENT FACTORS OBTAINED WERE PRACTICAL, THEY WERE NOT ALWAYS THE MINIMUM OR MOST ECONOMICAL THAT COULD BE USED TO HARDEN THE SOIL. THE PAPER SUGGESTS ADOPTION OF THE TEST METHODS DEVELOPED. IT FURTHER SUGGESTS THAT THE CHARTS BE USED IN THE FORM SHOWN UNTIL LOCAL DATA AND EXPERIENCE ARE OBTAINED THAT WILL PERMIT REVISION TO CONFORM MORE CLOSELY TO LOCAL CONDITIONS. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:44:12 GMT</pubDate>
      <guid>https://trid.trb.org/View/122620</guid>
    </item>
    <item>
      <title>MOISTURE - DENSITY, MOISTURE - STRENGTH AND COMPACTION CHARACTERISTICS OF CEMENT-TREATED SOIL MIXTURES</title>
      <link>https://trid.trb.org/View/121950</link>
      <description><![CDATA[A LABORATORY INVESTIGATION WAS CONDUCTED TO FIND RELATIONSHIPS BETWEEN STRENGTH AND DENSITY FOR CEMENT- TREATED SOIL MIXTURES COMPACTED AT DIFFERENT MOISTURE CONTENTS. A DUNE SAND AND THREE CLAYS WERE USED TO PREPARE SAND-CLAY MIXTURES HAVING DIFFERENT AMOUNTS AND DOMINANT KINDS OF CLAY MINERALS. TEST SPECIMENS OF EACH CEMENT- TREATED MIXTURE WERE MOLDED TO NEAR STANDARD AND MODIFIED PROCTOR DENSITY, MOIST CURED 7 OR 28 DAYS, AND THEN IMMERSED IN WATER FOR 24 HOURS BEFORE BEING TESTED FOR UNCONFINED COMPRESSIVE STRENGTH. TEST RESULTS SHOW THAT THE OPTIMUM MOISTURE CONTENT FOR MAXIMUM DENSITY AND THE OPTIMUM MOISTURE CONTENT FOR MAXIMUM UNCONFINED COMPRESSIVE STRENGTH OF CEMENT-TREATED SAND-CLAY MIXTURES ARE NOT NECESSARILY THE SAME. THE MOISTURE CONTENTS FOR MAXIMUM STRENGTHS ARE TO THE DRY SIDE FOR SAND-CLAY MIXTURES DOMINANT IN CLAY. AS CLAY CONTENT INCREASES, THE OPTIMUM MOISTURE CONTENT FOR BOTH MAXIMUM DENSITY AND MAXIMUM STRENGTH VALUES DECREASES. ALSO PRESENTED ARE THE INCREASE IN DENSITY AND IN STRENGTH FOR THE DIFFERENT SOILS WHEN THE COMPACTION EFFORT IS INCREASED FROM STANDARD TO MODIFIED. THE INFLUENCE OF DIFFERENT KINDS OF CLAY MINERALS ON THE RELATIONSHIPS STUDIED DOES NOT APPEAR TO BE SIGNIFICANT. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:28 GMT</pubDate>
      <guid>https://trid.trb.org/View/121950</guid>
    </item>
    <item>
      <title>RESEARCH ON VIBRATORY MAXIMUM DENSITY TEST FOR COHESIONLESS SOILS</title>
      <link>https://trid.trb.org/View/119516</link>
      <description><![CDATA[THE USE OF RELATIVE DENSITY AS A METHOD OF CONTROL FOR COMPACTION OF COHESIONLESS SOILS IS HAMPERED BY LACK OF AN ADEQUATE METHOD FOR DETERMINING THE MAXIMUM SOIL DENSITY. PREVIOUS INVESTIGATIONS HAVE SHOWN THAT HIGHER DENSITIES ARE OBTAINED FOR MOST COHESIONLESS SOILS BY VIBRATORY METHODS THAN PRESENTED BY THE STANDARD IMPACT COMPACTION METHODS. THE RESULTS ARE PRESENTED OF AN INVESTIGATION OF VIBRATORY METHODS TO DETERMINE THE COMBINATION OF VARIABLES WHICH WOULD GIVE THE HIGHEST DENSITY. FOUR ELECTROMAGNETIC TABLE-TYPE VIBRATORS, AN IMMERSION-TYPE CONCRETE VIBRATOR, AND A PNEUMATIC TABLE-TYPE VIBRATOR WERE USED IN THIS INVESTIGATION. THE EFFECT ON THE SOIL DENSITY OF MAGNITUDE OF SURCHARGE, TIME OF VIBRATION, AMPLITUDE OF VIBRATION, AND WATER CONTENT WERE STUDIED FOR SEVEN COHESIONLESS SOILS REPRESENTING A WIDE RANGE IN GRADATIONS. A SUMMARY OF THE BUREAU OF RECLAMATIONS TEST PROCEDURE FOR DETERMINING THE RELATIVE DENSITY OF COHESIONLESS SOILS USING A VIBRATORY TABLE IS INCLUDED. FOR THE RANGE OF AMPLITUDES INVESTIGATED, MAXIMUM DENSITIES WERE GENERALLY OBTAINED AT THE HIGHER AMPLITUDES. ADDITIONAL RESEARCH IS NEEDED TO DETERMINE THE OPTIMUM DEADWEIGHT SURCHARGE. THE INCREASE IN DENSITY WAS INSIGNIFICANT FOR TIMES OF VIBRATION GREATER THAN 6 MIN, AND 8 MIN SEEMS TO BE A REASONABLE AND SUFFICIENT TIME FOR THE EQUIPMENT AND SOILS TESTED. THE INITIAL DENSITY OF THE SOIL PRIOR TO VIBRATION DID NOT HAVE A SIGNIFICANT EFFECT ON THE FINAL DENSITY. THE DIFFERENCE BETWEEN THE DENSITIES OBTAINED USING OVEN-DRIED SOIL AND INITIALLY SATURATED SOIL WAS NOT SIGNIFICANT FOR MOST OF THE SOILS TESTED. DISCUSSIONS ARE APPENDED. THE PAPER WAS PRESENTED AT THE 67TH ANNUAL MEETING OF THE SOCIETY. /RRL/A/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:22:57 GMT</pubDate>
      <guid>https://trid.trb.org/View/119516</guid>
    </item>
    <item>
      <title>COMPACTION OF SOILS' A SYMPOSIUM PRESENTED AT 67TH ANNUAL, CHICAGO, ILLINOIS, JUNE 23, 1964</title>
      <link>https://trid.trb.org/View/119515</link>
      <description><![CDATA[THE FIRST PART OF THIS PUBLICATION CONSISTS OF FOUR PAPERS, DESCRIBING RECENT RESEARCH IN THE COMPACTION OF SOILS. TWO PAPERS PRESENT THE RESULTS OF RESEARCH ON LABORATORY MAXIMUM DENSITY TESTS, ONE VIBRATIONAL AND ONE DYNAMIC, TWO OTHER PAPERS ARE CONCERNED WITH THE EFFECTS OF ENVIRONMENT. THE SECOND PART OF THE PUBLICATION PRESENTS THE TRANSCRIPTION OF A PANEL DISCUSSION IN WHICH THE MEMBERS OF THE PANEL ASK FOUR BASIC QUESTIONS ON SOIL COMPACTIONS. PAPERS AND DISCUSSIONS WERE PRESENTED IN TWO SESSIONS AT THE 67TH ANNUAL MEETING OF THE SOCIETY, HELD IN CHICAGO, ILL., 21-26 JUNE, 1964. /RRL/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:22:55 GMT</pubDate>
      <guid>https://trid.trb.org/View/119515</guid>
    </item>
    <item>
      <title>CLAY MINERALOGY AND CHEMISTRY OF SELECTED WASHINGTON COUNTY, ARKANSAS SOILS AND EFFECTS ON THEIR ENGINEERING PROPERTIES - TECHNICAL REPORT NO. 4</title>
      <link>https://trid.trb.org/View/118947</link>
      <description><![CDATA[REPRESENTATIVE SAMPLES OF THE MAJOR HORIZONS OF SEVEN PRINCIPAL SOIL SERIES OF WASHINGTON COUNTY, ARKANSAS /FROM SANDSTONE RESIDUUM AND FROM ALLUVIUM AND COLLUVIUM DERIVED FROM SANDSTONE, SHALES AND SILTSTONES OF THE BOSTON MOUNTAINS/ WERE TESTED AND ANALYZED IN THE LABORATORY FOR PARTICLE SIZE DISTRIBUTION, CATION EXCHANGE RELATIONS, SURFACE AREA, MAXIMUM DENSITY-OPTIMUM MOISTURE, PH, ORGANIC MATTER, KINDS AND AMOUNTS OF CLAY MINERALS, ATTERBERG LIMITS, AMORPHOUS MATERIALS. THE DATA ARE USED TO PROVIDE QUALITATIVE ESTIMATES AND EXPLANATIONS OF ENGINEERING USAGES AND PROPERTIES OF THE SOILS. /BPR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:08:24 GMT</pubDate>
      <guid>https://trid.trb.org/View/118947</guid>
    </item>
    <item>
      <title>CLAY MINERALOGY AND CHEMISTRY OF SELECTED CLEVELAND COUNTY, ARKANSAS SOILS AND EFFECTS ON THEIR ENGINEERING PROPERTIES</title>
      <link>https://trid.trb.org/View/118943</link>
      <description><![CDATA[REPRESENTATIVE SAMPLES OF THE MAJOR HORIZONS OF THE FIVE PRINCIPAL SOIL SERIES OF CLEVELAND COUNTY, ARKANSAS /FROM MARINE AND NON-MARINE SANDS AND CLAYS OF THE GULF COASTAL PLAIN/ WERE TESTED AND ANALYZED. IN THE LABORATORY FOR PARTICLE SIZE DISTRIBUTION, CATION EXCHANGE RELATIONS, SURFACE AREA, MAXIMUM DENSITY-OPTIMUM MOISTURE, PH, ORGANIC MATTER, KINDS AND AMOUNTS OF CLAY MINERALS, ATTERBERG LIMITS , AMORPHOUS MATERIALS. THE DATA ARE USED TO PROVIDE QUALITATIVE ESTIMATES AND EXPLANATIONS OF ENGINEERING USAGES AND PROPERTIES OF THE SOILS. /BPR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:08:18 GMT</pubDate>
      <guid>https://trid.trb.org/View/118943</guid>
    </item>
    <item>
      <title>STONE MATRIX ASPHALT PROPERTIES RELATED TO MIXTURE DESIGN</title>
      <link>https://trid.trb.org/View/460415</link>
      <description><![CDATA[The objectives of this Stone Matrix Asphalt (SMA) study were to: (1) find the interlaboratory average values and the standard deviations of voids in mineral aggregates (VMA), theoretical maximum density and optimum asphalt content; (2) develop a draindown test and evaluate the effects of various factors on draindown of asphalt in SMA mixes; (3) develop a comparison of laboratory densities of SMA mixes prepared by a gyratory machine to those prepared by the mechanical Marshal hammer; and (4) develop a method to evaluate stone-on-stone contact in SMA mixes.]]></description>
      <pubDate>Wed, 15 Aug 2001 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/460415</guid>
    </item>
    <item>
      <title>FIELD IMPLICATIONS OF CURRENT COMPACTION SPECIFICATION DESIGN PRACTICES</title>
      <link>https://trid.trb.org/View/474891</link>
      <description><![CDATA[The engineering properties of compacted soils are of primary importance in fill performance.  However, for economic reasons, the achievement of a given relative compaction and compaction water content has become an end in itself for field compaction control.  Although the profession has developed an understanding of the relationships between properties and compaction density/water content, it has become routine practice to use some combination of precedence and code rather than desired material properties to establish compaction specifications. Because of the heavy emphasis placed on relative compaction, it is extremely important that geotechnical practitioners and earthwork contractors recognize the deviations in field density that can occur as a result of typical differences in the compaction processes and in the methods of compaction control encountered. Variations in both the field density and the laboratory-determined reference maximum dry density arise from numerous sources.  A corresponding spatial variability of relative compaction should therefore be anticipated.  This paper provides a comprehensive evaluation of potential problems in compaction control and addresses the sources of field variability in relative compaction.]]></description>
      <pubDate>Mon, 22 Dec 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/474891</guid>
    </item>
    <item>
      <title>FACTORS THAT AFFECT THE VOIDS IN THE MINERAL AGGREGATE IN HOT MIX ASPHALT. FINAL REPORT</title>
      <link>https://trid.trb.org/View/367910</link>
      <description><![CDATA[The Colorado Department of Transportation (CDOT) will be specifying a minimum Voids in the Mineral Aggregate (VMA) for the 1993 construction season.  The purpose of this report was to provide guidance and informaiton for obtaining VMA.  101 of the mix designs performed by the CDOT during 1992 were analyzed to determine the most appropriate method for drawing the maximum density line.  The Texas reference gradation line and the line drawn from the origin to the actual percent passing on the nominal maximum aggregate size provided the best correlation with measured VMA.  Staying away from the maximum density line at the No. 30 sieve and the fourth largest sieve to retain material is advised.  In addition, 24 laboratory mix designs were prepared to examine the effect of varying four variables considered important in obtaining VMA:  gradation, quantity of P200, size of P200, and fine aggregate angularity.  The gradation provided the largest changes in VMA.  The quantity of P200 and angularity also caused significant changes to VMA.  The quantity of P200 made more substantial changes to the VMA of fine gradations than coarse gradations.  The angularity of the fine aggregates affected the VMA of the coarse gradations more than the fine gradations.  The size of the P200 had little effect on the VMA; however, although the sizes of P200 of the two materials used in the experiment were significantly different, the sizes were both fine.]]></description>
      <pubDate>Sun, 24 Nov 1996 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/367910</guid>
    </item>
    <item>
      <title>NEVADAS EXPERIENCE WITH THE USE OF THE LANE-WELLS ROAD LOGGER FOR THE CONTROL OF COMPACTION DURING HIGHWAY CONSTRUCTION</title>
      <link>https://trid.trb.org/View/100647</link>
      <description><![CDATA[A NUCLEAR APPLICATION IS DISCUSSED FOR DETERMINING DENSITIES OF MATERIALS USED IN ROADBED SECTIONS AND ALSO DESCRIBED IS A PROCEDURE FOR CALCULATING A MAXIMUM DENSITY. THE DENSITY AND MOISTURE CONTENTS OBTAINED BY USE OF THE LANE-WELLS ROAD LOGGER ARE COMPARED TO FIELD TESTS OF THE IN-PLACE DENSITY AND MOISTURE CONTENTS. THE ROAD LOGGER DENSITY AND FIELD DENSITY ARE THEN COMPARED TO THE CALCULATED MAXIMUM DENSITY. THE CONTINUOUS CURVES OF WET DENSITY AND MOISTURE PRODUCED BY THE ROAD LOGGER ARE VERY USEFUL IN SHOWING AREAS WHERE FURTHER INVESTIGATION OF COMPACTION SUITIABILITY IS NEEDED. ON MATERIALS WITH RELATIVELY HIGH DENSITIES AND RELATIVELY LOW MOISTURE CONTENTS SUCH AS BASE AND SUBBASE MATERIALS, THE CONTINUOUS LOG PRODUCED BY THE ROAD LOGGER CAN BE USED FOR COMPACTION CONTROL WITH ONLY LIMITED CHECKS BY CONVENTIONAL METHODS. /AUTHOR/]]></description>
      <pubDate>Tue, 23 Aug 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/100647</guid>
    </item>
    <item>
      <title>VARIABILITY IN THE TESTING AND PRODUCTION OF BITUMINOUS MIXTURES</title>
      <link>https://trid.trb.org/View/100739</link>
      <description><![CDATA[THE PRODUCTION OF BITUMINOUS MIXTURES IS SUBJECT TO VARIATION ATTRIBUTED TO TWO MAJOR SOURCES RELATED TO /1/ MIXING, COMPOSITION AND THE CHARACTERISTICS IF THE CONSTITUENTS, AND /2/ SAMPLING AND TESTING. A LABORATORY STUDY AND A FIELD INVESTIGATION USING STATISTICAL METHODS OF TWO MIXTURES /SURFACE AND BASE/ PRODUCED BY TWO PLANTS IS PREPORTED BY' /1/ AN ANALYSIS OF THE REPEATIBILITY OF THE MARSHALL STABILITY AND DENSITY TESTS AND RICES MAXIMUM DENSITY TEST, /2/ AN ANALYSIS OF THE VARIATIONS OCCURRING WITHIN A WELL-CONTROLLED PRODUCTION PROCESS, /3/ A DISCUSSION OF THE INFLUENCE OF UNAVOIDABLE PROCESS VARIATION ON MIX DESIGN AND THE SETTING OF SPECIFICATIONS, AND /4/ A DISCUSSION OF THE USE OF STATISTICAL CONTROL CHARTS.]]></description>
      <pubDate>Thu, 23 Jun 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/100739</guid>
    </item>
    <item>
      <title>THE EFFECTS OF TESTING AND PRODUCTION PROCEDURES ON MIX DESIGN RESULTS</title>
      <link>https://trid.trb.org/View/380104</link>
      <description><![CDATA[Most agencies rely on the use of standard test methods (ASTM or AASHTO) for the development of data to prepare mixture designs. As a result of recent mixture design schools and failure investigations, it has become apparent that many people modified the standard methods for their own use.  These test modifications have a very significant effect on the mixture design results.  All phases of the mixture design process are discussed in this paper, including batching aggregates, mixing, compaction, maximum density, and data analysis.  A review of the raw material, testing requirements, and typical materials handling problems are related to design results.]]></description>
      <pubDate>Fri, 15 Oct 1993 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/380104</guid>
    </item>
    <item>
      <title>APPLICATION OF RESILIENT MODULUS TEST EQUIPMENT AND PROCEDURES FOR SUBGRADE SOILS-PART 1: MATERIALS TESTING</title>
      <link>https://trid.trb.org/View/266168</link>
      <description><![CDATA[This report is the first part of a two-part series.  It describes the techniques involved in, and the results from, resilient modulus testing of subgrade sils that are typically found in Oregon.  Two methods of testing were investigated: the triaxial and diametral repeated load procedures.  Subgrade soils obtained from two projects were tested.  One project was a new alignment construction project in the Willamette Valley (Salem Parkway) for which there were two distinct subgrade soils (AASHTO classifications A-7-6 and A-4), the other was an overlay project in Central Oregon with a pumiceous subgrade soil (AASHTO classification A-1-b).  All other materials occurring in each pavement were tested at their in situ compositions, suuch that sufficient resilient modulus data was obtained for analyses and designs to be accomplished for each project.  It was found that the diametral testing procedure was adequate for use with cohesive soils, typical of those occurring in the Willamette Valley, but it is not recommended for use with the noncohesive volcanic soils occurring in Central Oregon.  For such soils the triaxial testing mode is recommended.  The major advantage of the diametral test for treated materials is its simplicity compared to the triaxial test.  However, the necessary to consider the effects of confining pressure for untreated soils diminishes this advantage, and with cohesionless soils the test is no simpler than the triaxial test, which is preferable for modeling the in situ stress regime. (Author) (Author)]]></description>
      <pubDate>Thu, 31 Mar 1988 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/266168</guid>
    </item>
    <item>
      <title>THE INFLUENCE OF VARIOUS FACTORS ON THE DETERMINATION OF THE COMPACTION CHARACTERISTICS OF COHESIVE SOILS</title>
      <link>https://trid.trb.org/View/152381</link>
      <description><![CDATA[The results are presented of a study of the characteristics of compaction (optimum moisture content, maximum density) as a function of the particle size distribution and the maximum contact pressures, due to compaction equipment.  (TRRL)]]></description>
      <pubDate>Thu, 26 Jun 1980 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/152381</guid>
    </item>
    <item>
      <title>AN EVALUATION OF A PROPOSED TEST METHOD FOR DETERMINING THE MAXIMUM DRY DENSITY OF DENSE GRADED AGGREGATE</title>
      <link>https://trid.trb.org/View/65598</link>
      <description><![CDATA[A unique compaction test method similar to ASTM Test for Moisture-Density Relations of Soils.  Using 10-lb (4.5-kg) Rammer and 18- in. (457-mm) Drop (D 1557-70) was developed and evaluated in the course of a National Cooperative Highway Research Program study of density standards for field compaction of granular base and subbases conducted at Clemson University.  The new test method, called the Marshall Hammer Compaction Test, utilizes a standards 1/30 cu ft (944.64 cu cm) mold as specified in ASTM Test D 1557-70, Method C, but the 10-lb (4.53-kg) Marshall hammer is substituted for the 10-lb (4.53-kg) Proctor hammer. Also, forty blows for each of the five layers are used to provide a total compaction effort of 90 000 ft-lbs/cu ft (4362.6 kN-m/cu m) for the new test.  Laboratory density tests were performed using ASTM Test D 1557-70, Marshall hammer, and a combination procedure to determine the effects of additional energy and confinement on density produced. Four materials were tested with these procedures, and the densities were compared.  Gradation tests were also performed to determine the extent of the degradation produced by the additional compaction energy.  The laboratory densities were compared with densities obtained from full-scale prototype test pit constructions using the same materials.  Results from this study showed that the Marshall hammer procedure produced densities that were on the average 3 lb/cu ft (48 kg/cu m) higher than those produced using ASTM Test D 1557-70.  A comparison of the laboratory densities with the field densities showed that ASTM Test D 1557-70 obtained maximum dry density results which were 96.7% of the test pit densities while the Marshall hammer procedure obtained 99.0%.  If a specification of 98% of maximum field compaction is required, as in some control-strip, compaction-control procedures, then the Marshall hammer procedure would provide an adequate target density at a specification level of 100% or less.]]></description>
      <pubDate>Wed, 15 Dec 1976 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/65598</guid>
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