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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>COMPARATIVE TESTS OF MULTIMODAL TRAFFIC EQUILIBRIUM METHODS</title>
      <link>https://trid.trb.org/View/218199</link>
      <description><![CDATA[In this study we proceeded to test the relative efficiencies of the two main computational techniques now available for calculating the traffic equilibrium in multimodal networks, namely, the relaxation and projection methods.  Since both of these methods solve at each step a mathematical programming problem, we first set out to test the Frank-Wolfe algorithm and the Dafermos-Sparrow algorithm and found the latter to be the more efficient algorithm.  As Expected, this was also the case when these algorithms were used to solve the mathematical programming problem at each step of the relaxation method.  We then investigated how different versions of the projection method enhance its performance.  Subsequently, we proceeded to our main goal to compare the best projection method with the relaxation method.  We tested multimodal networks with three different classes of monotone travel cost functions and found that the form of the travel cost functions affects the performance of the two basic techniques available for computing the multimodal equilibrium.  (Author/TRRL)]]></description>
      <pubDate>Wed, 25 Aug 2004 02:43:45 GMT</pubDate>
      <guid>https://trid.trb.org/View/218199</guid>
    </item>
    <item>
      <title>RELATIONSHIP BETWEEN DENSITY AND STABILITY OF SUBGRADE SOILS</title>
      <link>https://trid.trb.org/View/122592</link>
      <description><![CDATA[THIS PAPER DISCUSSES SOME OF THE LIMITATIONS OF THE CONCEPTS THAT THE STABILITY OF A COMPACTED SOIL INCREASES WITH AN INCREASE IN DENSITY AND THAT EVERY EFFORT SHOULD BE MADE TO ATTAIN THE HIGHEST PRACTICAL DENSITY IN FIELD COMPACTION. COMPREHENSIVE TEST DATA ON THE RELATIONSHIP BETWEEN DENSITY, STABILITY, WATER CONTENT, AND DEGREE OF SATURATION FOR TWO SOILS COMPACTED BY KNEADING ACTION ARE PRESENTED, TOGETHER WITH A DESCRIPTION OF THE TRIAXIAL INSTITUTE KNEADING COMPACTOR. IN THE TESTS, STABILITY IS MEASURED BY TRIAXIAL-COMPRESSION TESTS AND BY THE HVEEM STABILOMETER. THE SIGNIFICANCE OF THE CRITERION OF STABILITY ADOPTED WITH RESPECT TO THE RELATIONSHIP BETWEEN DENSITY AND STABILITY IS DISCUSSED. THE RELATIONSHIP BETWEEN THE ATTAINABLE STABILITIES AND THOSE DETERMINED BY SPECIFICATIONS BASED ON THE STANDARD PROCTOR AND MODIFIED AASHO COMPACTION TESTS IS DEMONSTRATED. DATA ARE ALSO PRESENTED ON THE DENSITY-VERSUS-STABILITY RELATIONSHIPS OF SOILS COMPACTED BY IMPACT AND STATIC PROCEDURES, AND THE EFFECT OF COMPACTION METHOD ON THE DENSITY-VERSUS-STABILITY RELATIONSHIP IS SHOWN. THE CONFLICTING CONCLUSIONS WHICH MAY BE REACHED ON THE BASIS OF TESTS ON SAMPLES PREPARED BY STATIC AND IMPACT METHODS OR BY STATIC AND KNEADING METHODS ARE INDICATED. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:44:05 GMT</pubDate>
      <guid>https://trid.trb.org/View/122592</guid>
    </item>
    <item>
      <title>THE EFFECT OF ROLLING SPEED ON THE STRENGTH OF CEMENT STABILIZED SOIL</title>
      <link>https://trid.trb.org/View/122568</link>
      <description><![CDATA[RESEARCH BY KHADI IN THE U.S.S.R. INDICATED THAT AS ROLLING SPEED IS INCREASED FROM 2 TO 10 KN/H THERE IS AN 18 TO 25 PERCENT REDUCTION IN COMPRESSIVE STRENGTHS AND DEFORMATION MODULI OBTAINED IN CEMENT-STABILIZED FOUNDATIONS. CURVES ARE PRESENTED OF THE RESULTS OBTAINED WITH AN 8.2-TON PNEUMATIC-TYRED ROLLER IN COMPACTION TESTS ON THE SOIL BASE FOR A CONCRETE PAVEMENT, STABILIZED WITH 10 PERCENT CEMENT.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:59 GMT</pubDate>
      <guid>https://trid.trb.org/View/122568</guid>
    </item>
    <item>
      <title>REPORT OF COMMITTEE ON COMPACTION OF SUBGRADES AND EMBANKMENTS</title>
      <link>https://trid.trb.org/View/122481</link>
      <description><![CDATA[RESULTS OF A QUESTIONNAIRE SURVEY CONDUCTED BY THE COMMITTEE ARE PRESENTED ON COMPACTION METHODS AND REQUIREMENTS, COMPACTION EQUIPMENT USED, INSPECTION METHODS AND TESTS, AND COST FOR BOTH EMBANKMENTS AND SUBGRADES. DATA ARE SPECIFICALLY DETAILED ON: (1) LAYER THICKNESS, EQUIPMENT, AND REQUIRED COMPACTION, AND (2) MOISTURE REQUIREMENT, COST OF COMPACTION, AND WATER. THESE DATA ARE PRESENTED IN TABLES. THE COMPACTION SURVEY REVEALED THAT THE REQUIREMENTS FOR SUBGRADE COMPACTION WAS THE SAME AS FOR EMBANKMENTS IN 30 STATES. TWENTY-FOUR STATES MADE NO SPECIFIC REQUIREMENTS AS TO THE DEPTH THE SUBGRADE IS TO BE COMPACTED. ONLY 11 STATES PAY FOR SUBGRADE COMPACTION. THE REMAINING STATES AND ORGANIZATIONS REQUIRE THAT THE COST BE INCLUDED IN THE UNIT PRICE BID FOR EXCAVATION. THE ASSEMBLED DATA SHOW THAT THE MOISTURE-DENSITY COMPACTION PROCEDURE IS USED BY 24 STATES, THE DISTRICT OF COLUMBIA, THE U.S. ENGINEERING DEPARTMENT AND THE NAVY DEPARTMENT. THE COMPACTION SURVEY ALSO INCLUDES DATA FIELD INSPECTION PERSONNEL, FIELD TESTING EQUIPMENT, AMOUNT OF FIELD TESTING, METHODS OF DETERMINING FIELD DENSITY AND MOISTURE, CONTEMPLATED CHANGES IN SPECIFICATIONS, AND PROCEDURES FOR DRYING OUT WET SOILS IN EMBANKMENT CONSTRUCTION.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:38 GMT</pubDate>
      <guid>https://trid.trb.org/View/122481</guid>
    </item>
    <item>
      <title>INFLUENCE OF TIME BETWEEN MIXING AND COMPACTION ON PROPERTIES OF A LIME-STABILIZED EXPANSIVE CLAY</title>
      <link>https://trid.trb.org/View/122463</link>
      <description><![CDATA[THE EFFECTIVENESS OF 4% DOLOMITIC HYDRATED LIME AS A STABILIZER FOR AN ORGANIC EXPANSIVE CLAY SOIL HAS BEEN INVESTIGATED. SAMPLES OF TREATED AND UNTREATED SOIL WERE COMPACTED TO 90% OF MAXIMUM DENSITY FOR EACH MIXTURE, AS OBTAINED BY MODIFIED AASHO COMPACTIVE EFFORT, OVER A RANGE OF WATER CONTENTS. THE EFFECTIVENESS OF STABILIZATION WAS MEASURED, IN MOST CASES, BY TRIAXIAL COMPRESSION TESTS AT VARIOUS AGES AFTER COMPACTION FOR BOTH SOAKED AND UNSOAKED SAMPLES. IT WAS FOUND THAT THE TIME INTERVAL BETWEEN MIXING (OF THE SOIL, WATER AND LIME) AND COMPACTION COULD HAVE A PRONOUNCED EFFECT ON THE PROPERTIES OF THE TREATED SOIL. FOR SAMPLES PREPARED USING CONSTANT COMPACTIVE EFFORT, A DELAY OF 24 HR BETWEEN MIXING AND COMPACTION LED TO AS MUCH AS 8% DECREASE IN DENSITY AND 30% DECREASE IN AS-CURED STRENGTH FROM THE VALUES FOR SAMPLES COMPACTED IMMEDIATELY AFTER MIXING. THE EXPANSION AND SOAKED STRENGTH CHARACTERISTICS OF TREATED SAMPLES WERE ALSO ADVERSELY AFFECTED BY A DELAY BETWEEN MIXING AND COMPACTION. THE PRINCIPAL FACTOR RESPONSIBLE FOR THIS BEHAVIOR WAS FOUND TO BE THE DECREASE IN DENSITY (AT CONSTANT COMPACTIVE EFFORT) ACCOMPANYING DELAYS BETWEEN MIXING AND COMPACTION. THE UNSOAKED AND SOAKED STRENGTH AND THE SWELL VALUES FOR SAMPLES COMPACTED IMMEDIATELY AFTER MIXING AND 24 HR AFTER MIXING WERE ESSENTIALLY THE SAME IF THE SAMPLES WERE PREPARED TO THE SAME DENSITY. A 4% LIME TREATMENT WAS FOUND TO BE AN EFFECTIVE STABILIZER OF THE ORGANIC EXPANSIVE CLAY. STRENGTH IMPROVEMENT IN THE AS-CURED SAMPLES WAS NOT GREAT. HOWEVER, THE EFFECTIVENESS OF LIME IN REDUCING THE SWELL OF SAMPLES SOAKED UNDER A SURCHARGE PRESSURE OF 0.1 KG PER SQ CM WAS VERY MARKED AND RESULTED IN SOAKED STRENGTHS OF TREATED SAMPLES UP TO SEVEN TIMES GREATER THAN FOR UNTREATED SAMPLES. PEAK COMPRESSIVE STRENGTH WAS DEVELOPED AT CONSIDERABLY LOWER STRAINS FOR TREATED THAN FOR UNTREATED SAMPLES. A CONSIDERATION OF THE DATA AND THE RESULTS OF CHEMICAL ANALYSES SUGGESTS THAT, FOR THE SOIL STUDIED, THE BENEFICIAL EFFECTS OF LIME TREATMENT ARE CAUSED PRIMARILY BY FLOCCULATION OF THE SOIL STRUCTURE AND A DECREASE IN THE WATER SENSITIVITY OF THE CLAY MINERALS. CEMENTATION EFFECTS ARE BELIEVED TO BE OF MINOR IMPORTANCE IN THIS SOIL. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:33 GMT</pubDate>
      <guid>https://trid.trb.org/View/122463</guid>
    </item>
    <item>
      <title>RELATION OF STRENGTH TO COMPOSITION AND DENSITY OF LIME- TREATED CLAYEY SOILS</title>
      <link>https://trid.trb.org/View/122460</link>
      <description><![CDATA[THIS PAPER EXAMINES THE EFFECTS OF DOLOMITIC MONOHYDRATE (TYPE N) AND CALCITIC HYDRATED LIMES, STANDARD AND MODIFIED AASHO DENSITY COMPACTION, AND THE PREDOMINANT TYPE OF CLAY MINERAL IN THE SOIL, ON THE IMMERSED STRENGTHS OF SOIL-LIME MIXTURES. DOLOMITIC LIME WAS FOUND TO GIVE HIGHER STRENGTHS IN MONTMORILLONITE AND ILLITE CLAY SOILS, BUT ONLY TO GIVE HIGHER STRENGTHS TO SOME KAOLINITE CLAY SOILS. THIS TREND HELD AT BOTH COMPACTIVE ENERGIES. MODIFIED DENSITY COMPACTION WAS FOUND TO GIVE SIGNIFICANTLY HIGHER STRENGTHS THAN STANDARD DENSITY COMPACTION. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:33 GMT</pubDate>
      <guid>https://trid.trb.org/View/122460</guid>
    </item>
    <item>
      <title>COMPACTION MACHINERY TESTING EQUIPMENT, ISOTOPES USED IN SCHEID TECHNIQUES DEVELOPED AT LIMBURG</title>
      <link>https://trid.trb.org/View/122217</link>
      <description><![CDATA[THE TEST BUILDING (AT LIMBURG, GERMANY), EQUIPMENT, AND METHODS USED, ARE BRIEFLY DESCRIBED. RESEARCH INDICATES THAT VIBRATING AND RUBBER-TYRED MACHINERY COULD TAKE OVER THE WHOLE COMPACTION FIELD, IF PRECISE SPECIFICATIONS WERE PUT INTO PRACTICE BY TRAINED OPERATORS. /RRL/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:42:33 GMT</pubDate>
      <guid>https://trid.trb.org/View/122217</guid>
    </item>
    <item>
      <title>THE EFFECT OF CALCIUM CHLORIDE ON THE COMPACTIVE EFFORT AND WATER RETENTION CHARACTERISTICS OF SOILS</title>
      <link>https://trid.trb.org/View/122033</link>
      <description><![CDATA[SOIL TESTS WERE CONDUCTED ON FOUR LOCAL MATERIALS CONSISTING LARGELY OF FINE-GRAINED GLACIAL DRIFT SOILS. THE SOIL TESTED WAS COMPOSED OF A WIDE VARIETY OF MATERIALS RELATIVE TO SOIL TEXTURE, ORIGIN, AND LOCATION. THE TESTS WERE CONDUCTED TO DETERMINE THE EFFECT OF CALCIUM CHLORIDE ON THE COMPACTION CHARACTERISTICS AND WATER RETENTION CHARACTERISTICS OF SOILS. SEVERAL TESTS WERE RUN TO DETERMINE THE EFFECT OF CALCIUM CHLORIDE ON THE PENETRATION RESISTANCE, PLASTICITY, AND PH OF SOILS. A TOTAL OF 156 COMPACTION TESTS WERE MADE. THE COMPACTIVE EFFORT WAS VARIED FROM 5 TO 90 BLOWS OF THE PROCTOR HAMMER. RESULTS OF THE COMPACTION TESTS INDICATED THAT, FOR MOST OF THE SOILS TESTED, THE USE OF CALCIUM CHLORIDE DECREASED THE COMPACTIVE EFFORT REQUIRED TO PRODUCE A GIVEN DENSITY OF SOIL. CALCIUM CHLORIDE IN PERCENTAGES UP TO 1.5 PERCENT CONSISTENTLY LOWERED THE PH OF THE SOILS TESTED. TESTS ON THE PLASTICITY OF SOILS INDICATED THAT CALCIUM CHLORIDE LOWERED BOTH THE LIQUID AND PLASTIC LIMITS OF SOME OF THE SOILS TESTED. RESULTS OF THE LOAD-PENETRATION TESTS INDICATED THAT CALCIUM CHLORIDE LOWERED THE PENETRATION RESISTANCE OF THE SOIL A SMALL AMOUNT. CALCIUM CHLORIDE RETARDED THE DRYING OUT OF SOILS WHEN SUBJECTED TO ACCELERATED DRYING. RESULTS OF THE DRYING AND REWETTING TESTS SHOWED THAT THE MOISTURE CONTENTS OF THE SPECIMENS CONTAINING CALCIUM CHLORIDE WERE LOWER AFTER THE DRYING AND WETTING CYCLE THAN THOSE WITH NO CALCIUM CHLORIDE.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:49 GMT</pubDate>
      <guid>https://trid.trb.org/View/122033</guid>
    </item>
    <item>
      <title>FACTORS INFLUENCING COMPACTION TEST RESULTS</title>
      <link>https://trid.trb.org/View/121997</link>
      <description><![CDATA[CONTENTS: HISTORY OF THE COMPACTION TEST TYPES OF COMPACTION EFFORT PRINCIPAL METHODS FOR DETERMINING MAXIMUM UNIT WEIGHT AND OPTIMUM MOISTURE CONTENT PRINCIPAL FACTORS INFLUENCING MAXIMUM DRY UNIT WEIGHT AND OPTIMUM MOISTURE CONTENT IN THE COMPACTION TESTS FACTORS INFLUENCING ABSOLUTE MAXIMUM AND MINIMUM UNIT WEIGHTS OF COHESIONLESS MATERIALS METHODS OF DETERMINING MAXIMUM DRY UNIT WEIGHT AND OPTIMUM MOISTURE CONTENT FOR MATERIALS CONTAINING COARSE AGGREGATE COMPARISONS OF MAXIMUM UNIT WEIGHTS AND OPTIMUM MOISTURE CONTENTS FOR VARIOUS COMPACTION TEST METHODS METHODS FOR REPORTING MOISTURE CONTENT-UNIT WEIGHT DATA]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:40 GMT</pubDate>
      <guid>https://trid.trb.org/View/121997</guid>
    </item>
    <item>
      <title>COMPACTION CHARACTERISTICS OF SOME BASE AND SUBBASE MATERIALS</title>
      <link>https://trid.trb.org/View/121987</link>
      <description><![CDATA[LABORATORY COMPACTION TESTS USING A VIBRATING TABLE AND FIELD COMPACTION EXPERIMENTS FURNISHED DATA FOR A STUDY OF THE COMPACTION CHARACTERISTICS OF BASE AND SUBBASE MATERIALS. UNIT WEIGHTS WERE COMPARED TO THOSE PRODUCED BY STANDARD METHODS. RESULTS INDICATE THAT LABORATORY VIBRATION PRODUCES DENSITIES COMPARABLE TO MAXIMUM FIELD DENSITIES, THAT USUAL METHODS OF CORRECTING DENSITY FOR THE PRESENCE OF OVERSIZE PARTICLES ARE OF LIMITED APPLICABILITY, AND THAT DENSITY SPECIFICATIONS SHOULD BE BASED ON THE REQUIREMENT THAT ACTUAL TESTS PERFORMED WITH APPARATUS YIELD RESULTS EQUIVALENT TO THOSE OBTAINED IN THE FIELD. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:37 GMT</pubDate>
      <guid>https://trid.trb.org/View/121987</guid>
    </item>
    <item>
      <title>EFFECT OF DENSITY ON STRENGTH OF LIME-FLYASH STABILIZED SOIL</title>
      <link>https://trid.trb.org/View/121970</link>
      <description><![CDATA[THE STRENGTH OF AN ARTIFICALLY CEMENTED SOIL MASS, SUCH AS SOIL-CEMENT OR SOIL-LIME-FLYASH, IS THEORETICALLY HIGHLY DEPENDENT ON THE INTIMACY OF GRAIN-TO-GRAIN CONTACT. THE CONTROLLING FACTOR HERE SHOULD BE DEGREE OF COMPACTION. WITH THIS IN MIND, VARIOUS SOIL-LIME-FLYASH MIXES WERE COMPACTED AT FOUR DIFFERENT CONTROLLED DENSITIES AND THE SPECIMENS WERE MOIST CURED AT NORMAL TEMPERATURE AND TESTED. THREE SOILS WERE USED: AN IOWA SILT (LOESS), A KANSAS DUNE SAND, AND A TEXAS COASTAL PLAIN CLAY. THE LIME WAS CALCITIC (HIGH CALCIUM) HYDRATED LIME. MIXES WERE PREPARED WITH 25 PERCENT LIME-FLYASH AND WITH DIFFERENT RATIOS OF LIME TO FLYASH. SPECIMENS WERE SOAKED IN WATER AND TESTED AFTER 7 AND 28 DAYS. EVALUATION OF THE COMPRESSIVE STRENGTH DATA SHOWS THAT DENSITY IS INDEED A HIGHLY IMPORTANT VARIABLE. COMPACTION TO ABOVE STANDARD PROCTOR DENSITY INCREASED 7-DAY STRENGTHS ON THE AVERAGE 100 PERCENT AND 28 DAY STRENGTHS, 70 PERCENT. A HIGHER COMPACTION TO MODIFIED PROCTOR DENSITY RAISED THE AVERAGE INCREASES TO 120 AND 110 PERCENT. COMPACTION TO A SUPER-MODIFIED PROCTOR INCREASED THE AVERAGES TO 150 AND 130 PERCENT OVER STRENGTHS PREVIOUSLY REALIZED AT STANDARD PROCTOR DENSITY. IT IS CONCLUDED THAT DENSITY IS NOT ONLY IMPORTANT BUT THAT IT MAY ALSO BE AN ECONOMICAL CONSIDERATION IN DESIGN. THE SILT ALSO SHOWED INFLUENCE FROM OVER-COMPACTION, BUT THE INFLUENCE VANISHED ON 28-DAY CURING. THE CLAY GAVE THE BEST RESPONSE TO INCREASED COMPACTION, AND STRENGTHS WITH MODIFIED PROCTOR DENSITY WERE APPROXIMATELY THREE TIMES THOSE OBTAINED AT STANDARD PROCTOR. WITH MODIFIED DENSITY ALL SOILS SHOWED 28-DAY STRENGTHS OF THE ORDER OF 600 TO 1,000 PSI WITH ORDINARY ROOM TEMPERATURE MOIST CURING. ATTENDANT WITH THIS INVESTIGATION WAS AN EVALUATION OF AN OPTIMUM LIME-FLYASH RATIO. WITH MOST SOILS THE RATIO WAS NOT CRITICAL, BUT HIGHEST STRENGTHS WERE REALIZED WITH A LIME-FLYASH RATIO OF 1:9 OR 2:8. A RATIO OF 1:9 WAS NEARLY A UNIVERSAL OPTIMUM FOR ALL THREE SOILS REGARDLESS OF COMPACTIVE EFFORT. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:33 GMT</pubDate>
      <guid>https://trid.trb.org/View/121970</guid>
    </item>
    <item>
      <title>STANDARD COMPACTION TEST?</title>
      <link>https://trid.trb.org/View/121872</link>
      <description><![CDATA[No abstract provided.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:09 GMT</pubDate>
      <guid>https://trid.trb.org/View/121872</guid>
    </item>
    <item>
      <title>FIFTEEN YEARS OF CEMENT STABILIZED BASES IN GREAT BRITIAN</title>
      <link>https://trid.trb.org/View/121865</link>
      <description><![CDATA[THE HISTORY OF USE OF CEMENT STABILIZED BASES IN GREAT BRITAIN IS REVIEWED. EXISTING ROADS CONSTRUCTED WITH CEMENT STABILIZED BASES WERE SURVEYED AND FOUND VIRTUALLY FREE FROM CRACKS AND OTHER DEFECTS. ROADS CONSTRUCTED WITH LEAN CONCRETE BASES WERE ALSO SURVEYED AND ONE-THIRD OF THESE SHOWED CRACKS AT LESS THAN 200 FT. INTERVALS, BUT THESE CRACKS DID NOT IMPAIR PERFORMANCE AND SHOW NO SIGN OF DETERIORATION. LEAN CONCRETE DIFFERS FROM OTHER CEMENT STABILIZED MATERIALS IN THAT IT IS MADE FROM GRAVEL OR CRUSHED ROCK PREPARED TO THE STANDARD OF GRADING AND CLEANLINESS REQUIRED FOR CONCRETE AGGREGATES. THE BRITISH STANDARD B.S. 1924 WAS REVISED GIVING NEW METHODS OF TESTING CEMENT STABILIZED MATERIALS. OTHER STANDARD TESTS, PARTICULARLY COMPACTION AND IN SITU DENSITY TESTS, WERE IMPROVED IN DETAIL TO GIVE GREATER RELIABILITY.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:07 GMT</pubDate>
      <guid>https://trid.trb.org/View/121865</guid>
    </item>
    <item>
      <title>THE VENEMO ASPHALT-FACED ROCK-FILL DAM</title>
      <link>https://trid.trb.org/View/121843</link>
      <description><![CDATA[THE PAPER DESCRIBES THE DESIGN AND CONSTRUCTION OF THE VENEMO DAM, A DAM WITH AN IMPERVIOUS FRONTAL FACING OF ASPHALTIC CONCRETE AND A FILL CONSISTING OF TUNNEL SPOIL. COMPACTION FIELD TESTS ON TUNNEL SPOIL WERE CARRIED OUT AND THE COMPRESSION OF THE ROCK FILL WAS MEASURED BY MEANS OF CROSS ARMS INSTALLED IN THE FILL. A DESCRIPTION OF THE CONSTRUCTION OF THE DAM AND OF THE ASPHALTING IS GIVEN TOGETHER WITH THE RESULTS OF QUALITY CONTROL. THE PERFORMANCE OF THE DAM AFTER ONE YEAR IN SERVICE IS CHECKED BY MEASUREMENTS OF THE SEEPAGE THROUGH THE DAM AS WELL AS OF THE COMPRESSION OF THE FILL. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:02 GMT</pubDate>
      <guid>https://trid.trb.org/View/121843</guid>
    </item>
    <item>
      <title>COMPACTNESS AND BEARING CAPACITY OF SOILS IN ROADS</title>
      <link>https://trid.trb.org/View/121775</link>
      <description><![CDATA[THIS PAPER SHOWS THAT A LINEAR RELATIONSHIP EXISTS BETWEEN THE DRY DENSITY AND C.B.R. OF A GIVEN SOIL, WHICH PASSES THROUGH POINT C WITH CO-ORDINATES D EQUALS 2.30 GRAM/ CU CM AND C.B.R. EQUALS 543 PER CENT. FOR ANGOLA SOILS THE LINEAR RELATIONSHIP HAS ALWAYS BEEN OBSERVED, THE PASSAGE THROUGH POINT C BEING NOTED IN MORE THAN 90 PER CENT OF CASES. NO CASES AROSE WHICH MIGHT RELIABLY INDICATE THAT IT DOES NOT OCCUR, WITH THE EXCEPTION OF MONOGRANULAR SOILS OR SOILS OF VERY POOR GRADING. THE C.B.R. VALUES OF THE ANGOLA SOILS FOR THE DIFFERENT MAXIMUM DRY DENSITIES OBTAINED IN THE STANDARD COMPACTION TEST ARE SHOWN. A METHOD IS PROPOSED FOR PREDICTING THE MECHANICAL PROPERTIES BASED ON THE MAXIMUM DRY DENSITY. THE DRY DENSITIES D EQUAL 1.10 AND D EQUAL 2.30 GRAM / CU CM SEEM TO CONSTITUTE THE LIMITS OF THE POSSIBLE DENSITIES OF THE SOILS.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:40:46 GMT</pubDate>
      <guid>https://trid.trb.org/View/121775</guid>
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