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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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    <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>
    </image>
    <item>
      <title>STABILIZATION OF FINE AND COARSE-GRAINED SOILS WITH LIME-FLY ASH ADMIXTURES</title>
      <link>https://trid.trb.org/View/122540</link>
      <description><![CDATA[AS PART OF A RESEARCH PROJECT FOR THE EVALUATION OF LIME FLYASH AS AN ADMIXTURE FOR SOIL STABILIZATION, LABORATORY STUDIES WERE MADE OF EIGHT FINE AND COARSE-GRAINED SOILS FROM IOWA, KENTUCKY, NEW JERSEY, TEXAS AND VIRGINIA.  THE OBJECTIVES OF THIS RESEARCH WERE TO STUDY THE EFFECT OF SEVERAL IMPORTANT VARIABLES ON THE UNCONFINED COMPRESSIVE STRENGTH OF LIME-FLYASH ADMIXTURES ON THE STANDARD PROCTOR MOISTURE-DENSITY RELATIONSHIP, THE CONSISTENCY LIMITS, AND THE PH OF SOILS, AND TO EVALUATE THE RESISTANCE OF LIME-FLYASH STABILIZED SOILS TO FREEZING-AND-THAWING AND WETTING-AND-DRYING.  RESULTS OF THIS INVESTIGATION INDICATE THAT:  (1) MAXIMUM DENSITY DECREASES AND OPTIMUM MOISTURE CONTENT INCREASES WITH THE ADDITION OF LIME-FLYASH, AND MAXIMUM STRENGTH IS OBTAINED AT A MOISTURE CONTENT EQUAL TO OR SLIGHTLY LESS THAN THE OPTIMUM, (2) STRENGTH INCREASES WITH THE THOROUGHNESS OF MIXING, (3) STRENGTH INCREASES WITH AN INCREASE IN THE CURING TIME, (4) ELEVATED TEMPERATURE CURING GREATLY INCREASES STRENGTH, (5) NO CONSISTENT RELATIONSHIP WAS FOUND BETWEEN STRENGTH AND RELATIVE HUMIDITY DURING CURING, (6) SPECIMENS SEALED FROM CONTACT WITH THE AIR GAVE GREATER STRENGTH AFTER SIX MONTHS OR MORE CURING THAN DID UNSEALED SPECIMENS,  (7) A COMBINATION OF MOIST CURING AND IMMERSED CURING GAVE INCREASED STRENGTH FOR SILTY AND CLAYEY STABILIZED SOILS, (8) THE OPTIMUM RATIO OF LIME TO FLYASH AND THE AMOUNT OF LIME-FLYASH ADDITIVE NEEDED VARIES WITH THE PROPERTIES OF THE SOILS USED,  (9) SMALL PERCENTAGES OF CALCIUM CHLORIDE ADDITIVE GAVE SUBSTANTIAL INCREASES IN THE STRENGTH OF STABILIZED CLAYEY AND SANDY SOILS, (10) ADDITION OF LIME-FLYASH IMPROVED THE CONSISTENCY LIMITS AND SHRINKAGE PROPERTIES OF SOILS, (11) IF COMPACTED TO NEAR STANDARD PROCTOR DENSITY AND MOIST CURED AT NEAR 100 PERCENT RELATIVE HUMIDITY AND 70 DEGREES F. FOR 7 AND 28 DAYS, LIME-FLYASH STABILIZED SOILS DO NOT MEET PRESENT DURABILITY CRITERIA FOR SOIL-CEMENT, HOWEVER, FURTHER WORK NEEDS TO BE DONE ON THE DEVELOPMENT OF A MORE REALISTIC TEST FOR RESISTANCE TO THE EFFECTS OF FREEZING-AND-THAWING AND WETTING-AND-DRYING, AND (12) BY COMPACTING LIME-FLYASH STABILIZED SOIL TO A DENSITY GREATER THAN STANDARD PROCTOR DENSITY AND BY CURING AT TEMPERATURES NEAR 140 DEGREES F., THE RESISTANCE TO FREEZING-AND-THAWING AND WETTING-AND- DRYING CAN BE GREATLY IMPROVED. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:52 GMT</pubDate>
      <guid>https://trid.trb.org/View/122540</guid>
    </item>
    <item>
      <title>SOME COMMENTS ON EARTH COMPACTION</title>
      <link>https://trid.trb.org/View/122511</link>
      <description><![CDATA[COMPACTION TERMINOLOGY IS EXAMINED AND REVISIONS PROPOSED. EXAMPLES OF HOW TO MAKE A CHOICE BETWEEN THE DRY AND THE WET SIDE OF THE OPTIMUM MOISTURE CONTENT ARE GIVEN.  THE COMMONLY USED CONCEPT OF THE MOISTURE CONTENT BY DRY WEIGHT IS DISCUSSED WITH THE CONCLUSION THAT THE USE OF THIS CONCEPT DOES NOT ALWAYS INDICATE THE MOISTURE DISTRIBUTION IN A SUBGRADE.  A BRITISH PAPER ON EXPERIMENTAL COMPACTION IS ANALYZED AND THE RESULTS OF THE ANALYSIS ARE ILLUSTRATED GRAPHICALLY.  /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:45 GMT</pubDate>
      <guid>https://trid.trb.org/View/122511</guid>
    </item>
    <item>
      <title>EVALUATION OF STRENGTH PROPERTIES OF SEVERAL SOILS TREATED WITH ADMIXTURES</title>
      <link>https://trid.trb.org/View/122445</link>
      <description><![CDATA[A STUDY IS PRESENTED OF SOIL STABILIZATION WITH VARIOUS ADMIXTURES. USING COMPRESSIVE STRENGTH TO EVALUATE STABILITY, FIVE SELECTED SOILS OF WIDELY VARYING PHYSICAL PROPERTIES WERE STABILIZED WITH PORTLAND CEMENT, A LIME AND FLY ASH MIXTURE, PHOSPHORIC ACID, AND ASPHALTIC CUTBACK (RC-3). MOISTURE-DENSITY TESTS WERE MADE WITH THE SOILS AND ADMIXTURES TO DETERMINE THE EFFECT OF THE ADMIXTURES ON STANDARD PROCTOR MAXIMUM DENSITY AND OPTIMUM MOISTURE. USING THIS DENSITY AND MOISTURE DATA, SAMPLES 2.8 IN. IN DIAMETER BY 5.6 IN. IN HEIGHT WERE STATICALLY COMPACTED. AFTER CURING FOR 7 AND 28 DAYS, THE SAMPLES WERE TREATED BY AN UNCONFINED COMPRESSION TEST AND THE TRIAXIAL TEST USING A CONFINING PRESSURE OF 20 PSI. ADDITIONAL TESTS WERE MADE ON THE SOIL- PORTLAND CEMENT MIXTURE FOR DETERMINING THE EFFECT OF THAT STABILIZER ON THE ANGLE OF INTERNAL FRICTION AND COHESION. RESULTS INDICATE THAT PHOSPHORIC ACID SLIGHTLY INCREASED THE DENSITY IN ALL SOILS. PORTLAND CEMENT, LIME-FLY ASH AND RC-3 INCREASED THE DENSITY IN THE UNIFORMLY-GRADED SOILS. THERE WAS LITTLE EFFECT FROM THE ADDITION OF PORTLAND CEMENT OR RC-3 IN THE WELL-GRADED SOILS WHEREAS LIME-FLY ASH CAUSED A MARKED REDUCTION IN DENSITY IN THESE SOILS. STRENGTH TESTS INDICATED THAT PORTLAND CEMENT WAS THE MOST EFFECTIVE STABILIZER IN ALL SOILS GIVING HIGH STRENGTH GAINS. THE ADDITION OF PORTLAND CEMENT ALSO INCREASED THE ANGLE OF INTERNAL FRICTION AND COHESION. THE LIME-FLY ASH ADMIXTURE AND PHOSPHORIC ACID CAUSED SLIGHT INCREASES IN ALL SOILS. SOME SOILS HAD A NEGLIGIBLE STRENGTH INCREASE WITH THE ADDITION OF RC-3, WHEREAS OTHER SOILS INDICATED A REDUCTION IN STRENGTH. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:29 GMT</pubDate>
      <guid>https://trid.trb.org/View/122445</guid>
    </item>
    <item>
      <title>SOME FACTORS CONTROLLING THE PORE PRESSURES SET UP DURING THE CONSTRUCTION OF EARTH DAMS</title>
      <link>https://trid.trb.org/View/122016</link>
      <description><![CDATA[WHEN CLIMATIC CONDITIONS NECESSITATE THE PLACEMENT OF ROLLED EARTH FILL ON THE WET SIDE OF THE OPTIMUM WATER CONTENT, HIGH PORE PRESSURES ARE SET UP UNLESS DRAINAGE OCCURS AS CONSTRUCTION PROCEEDS, AND THESE PRESSURES PRESENT A DIFFICULT STABILITY PROBLEM. HOWEVER, IF EVEN A LIMITED AMOUNT OF DRAINAGE CAN OCCUR, EITHER NATURALLY OR AS THE RESULT OF SPECIAL DESIGN FEATURES, IT IS FOUND TO RESULT NOT ONLY IN A REDUCTION OF THE PORE PRESSURE ALREADY SET UP AT ANY STAGE OF CONSTRUCTION, BUT ALSO IN A REDUCTION IN THE INCREMENT OF PORE PRESSURE WHICH WOULD OCCUR, UNDER UNDRAINED CONDITIONS, WHEN THE SUBSEQUENT LAYERS OF FILL WERE PLACED. THIS CUMULATIVE EFFECT OF PARTIAL DISSIPATION OF THE INITIAL EXCESS PORE PRESSURE MAKES A MARKED CONTRIBUTION TO THE STABILITY DURING CONSTRUCTION. IN THIS PAPER ITS THEORETICAL BASIS IS DISCUSSED AND ITS IMPORTANCE IS ILLUSTRATED BY LABORATORY TESTS AND FIELD DATA. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:45 GMT</pubDate>
      <guid>https://trid.trb.org/View/122016</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>ELASTIC BEHAVIOR OF SOIL-CEMENT MIXTURES</title>
      <link>https://trid.trb.org/View/121982</link>
      <description><![CDATA[THE ELASTIC BEHAVIOR OF SOIL-CEMENT WAS STUDIED AS A FUNCTION OF CEMENT AND CLAY CONTENT. SOIL-CEMENT IS CONSIDERED AS QUASI-ISOTROPIC AND HOMOGENEOUS. SYNTHETIC SOILS WERE EMPLOYED FOR THE MANUFACTURING OF THE TEST SPECIMENS. FOUR DIFFERENT SOIL TYPES WERE PREPARED WHICH WERE MIXED, AT THEIR OPTIMUM MOISTURE CONTENTS, WITH THREE DIFFERENT PROPORTIONS OF PORTLAND CEMENT. ALL SPECIMENS WERE CURED IN THE SAME MANNER AND FOR THE SAME PERIOD OF TIME BEOFRE THEY WERE TESTED. A 500-TON HYDRAULIC TESTING MACHINE WAS USED FOR STRESS-STRAIN MEASUREMENTS. IT WAS ESTABLISHED THAT SOIL-CEMENT IS BASICALLY SIMILAR TO PORTLAND CEMENT CONCRETE WITH RESPECT TO STRESS-STRAIN RELATIONSHIPS. THE FOLLOWING CONCLUSIONS WERE REACHED FROM THE TEST RESULTS: (1) DETERMINANT FOR THE ELASTIC BEHAVIOR OF SOIL-CEMENT IS ITS COMPRESSIVE STRENGTH, (2) THIS CAN BE INFLUENCED BY DENSIFICATION, CEMENT CONTENT, WATER CONTENT AND CLAY CONTENT, (3) UP TO ONE-THIRD OF THE COMPRESSIVE STRENGTH, ONE CAN ASSUME A LINEAR STRESS-STRAIN DIAGRAM FOR SOIL- CEMENT, (4) DEPENDABLE VALUES FOR MODULI OF ELASTICITY AND SUFFICIENTLY ACCURATE POISSON NUMBERS ARE AVAILABLE FOR THE RANGE OF PRACTICAL APPLICATION, AND (5) THEY ARE FUNCTIONS OF THE STRESS AND DEPEND STRONGLY UPON THE CEMENT CONTENT AND ON THE CLAY CONTENT. IT APPEARS POSSIBLE TO JUDGE THE ELASTIC BEHAVIOR OF SOIL-CEMENT AS A FUNCTION OF THE CEMENT AND CLAY CONTENTS AND TO OBTAIN DEPENDABLE VALUES FOR THE DIMENSIONAL DESIGN OF PAVEMENT SECTIONS.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:36 GMT</pubDate>
      <guid>https://trid.trb.org/View/121982</guid>
    </item>
    <item>
      <title>SOIL STABILIZATION FIELD TRIALS, PRIMARY HIGHWAY 117, JASPER COUNTY, IOWA</title>
      <link>https://trid.trb.org/View/121945</link>
      <description><![CDATA[THE METHODS OF CONSTRUCTION AND THE EVALUATION ARE PRESENTED OF THREE YEARS OF FIELD AND LABORATORY OBSERVATIONS OF 6000 FEET OF STABILIZED SOIL BASE AND SUBBASE COURSES OF PRIMARY HIGHWAY 117, JASPER COUNTY, IOWA. THE 6-INCH SUBBASE TEST SECTIONS WERE CONSTRUCTED BY USING THE IN-PLACE SUBGRADE LOESSIAL SOIL MATERIALS STABILIZED WITH LIME, LIME-FLY ASH, AND COMMERCIAL ORGANIC CATIONIC CHEMICAL. THE 7 IN. BASE COURSE TEST SECTIONS WERE CONSTRUCTED USING A SAND-LOESS SOIL MIXTURE STABILIZED WITH LIME-FLY ASH, LIME-FLY ASH-ACCELERATING AGENT, AND TYPE I PORTLAND CEMENT. THE FLY ASH WAS OBTAINED FROM TWO SOURCES. SODIUM CARBONATE AND SODIUM CHLORIDE WERE USED AS ACCELERATING AGENTS IN TWO SECTIONS OF LIME-FLY ASH BASE COURSE. THE SURFACE COURSE WAS 3 IN. OF AN ASPHALTIC CONCRETE MIX. THE EVALUATION PROGRAM OF THE TEST SECTIONS WAS DIVIDED INTO THREE PHASES: (1) LABORATORY ANALYSIS AND DEVELOPMENT OF PROJECT SPECIFICATIONS BEFORE CONSTRUCTION, (2) CONSTRUCTION OF BASE AND SUBBASE COURSES, AND (3) FIELD AND LABORATORY TESTING, AND EVALUATION UNDER EXISTING TRAFFIC AND WEATHER CONDITIONS. CONVENTIONAL CONSTRUCTION PRACTICES WERE USED: SCARIFICATION, BLADING, SPREADING OF STABILIZING AGENT, SINGLE AND MULTI-PASS MIXING, SHEEPSFOOT AND RUBBER-TIRED COMPACTION. WATER FOR STANDARD PROCTOR OPTIMUM MOISTURE CONTENT WAS APPLIED THROUGH THE SPRAY BAR OF THE SINGLE-PASS MIXER. THE CHEMICAL WAS APPLIED IN A WATER SOLUTION THROUGH THE SPRAY BAR AT A RATE AND WATER CONCENTRATION NECESSARY FOR DESIRED OPTIMUM MOISTURE CONTENT AND CHEMICAL CONCENTRATION IN THE SOIL. PERFORMANCE EVALUATION WAS ACCOMPLISHED THROUGH TESTING OF LABORATORY SPECIMENS, CORE SAMPLES, BENKELMAN BEAM TESTS, CRACK STUDIES, WEATHER INFORMATION, TRAFFIC VOLUMES AND ROAD ROUGHNESS MEASUREMENTS. THE ROAD HAS SUSTAINED SEVERE FREEZING AND MOISTURE CONDITIONS AND IS IN AN EQUALLY EXCELLENT CONDITION TO THE NON-EXPERIMENTAL SECTIONS. RESULTS OF SOIL-BACTERIAL COUNTS INDICATE THAT THE PRESENCE OF THE CHEMICAL IN THE TREATED SOIL MATERIAL HAS RESULTED IN NO NET INCREASE OR DECREASE IN THE QUANTITY OF MICROORGANISMS PRESENT AT THE TIME OF THE STUDY. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:27 GMT</pubDate>
      <guid>https://trid.trb.org/View/121945</guid>
    </item>
    <item>
      <title>ASPHALT EMULSION STABILIZED SOILS AS A BASE MATERIAL IN ROADS</title>
      <link>https://trid.trb.org/View/121936</link>
      <description><![CDATA[A COLLECTION OF LABORATORY PROCEDURES, CALLED AN EVALUATION SYSTEM IS PRESENTED FOR USE IN EVALUATING SOILS STABILIZED WITH ASPHALT EMULSION. THIS EVALUATION SYSTEM CONSISTS OF A SET OF PROCEDURES WITH WHICH TO SELECT A SOIL FOR POSSIBLE STABILIZATION AND A SET OF PROCEDURES WITH WHICH TO EVALUATE THE SOIL-EMULSION SYSTEM. INTRODUCED WITH THIS SYSTEM IS A FACTOR OF FACTORIAL EXPERIMENTAL DESIGN AND DATA INDICATING THE ADVANTAGES OF THIS PARTICULAR DESIGN IN SELECTING THE FORMULATION OF WATER AND EMULSION AT WHICH THE OPTIMUM R VALUES ARE FOUND. THE PRIMARY TEST METHOD USED TO EVALUATE A SOIL-EMULSION SYSTEM IS BASED UPON AN R VALUE PROCEDURE AS DEVELOPED BY THE STATE OF CALIFORNIA AND SOMEWHAT ALTERED FOR USE ON EMULSION STABILIZED SOILS. THE ESSENCE OF THIS PROCEDURE IS THE DETERMINATION OF R VALUE OF A STABILIZED SOIL BEFORE CURING, AFTER CURING AND AFTER A WATER SOAK. THE WATER SOAK IS ACCOMPLISHED BY A VACUUM SOAK METHOD, THE MAIN ADVANTAGE IS THE SAVINGS IN TIME THAT IS OBTAINED SINCE THE METHOD REQUIRES ONLY 2 HOURS. DATA OBTAINED DURING THE DEVELOPMENT OF THE EVALUATION SYSTEM SHOWS THAT THE BEST R VALUES ARE OBTAINED WHEN A STABILIZED SOIL IS COMPACTED AT A TOTAL LIQUID CONTENT OF 1-3 PERCENT LESS THAN THE OPTIMUM MOISTURE CONTENT OF THE SOIL. IT WAS ALSO NOTED THAT THE MAXIMUM DENSITY OF THE STABILIZED SOIL IS OFTEN GREATER THAN THE MAXIMUM DENSITY OF THE ORIGINAL SOIL WHEN BOTH ARE COMPACTED UNDER SIMILAR CONDITIONS. THIS MAY BE RELATED TO THE FACT THAT THE WATER IN THE EMULSION IS WETTER THAN WATER NORMALLY USED IN COMPACTION DUE TO THE PRESENCE OF SURFACE ACTIVE EMULSIFYING AGENTS. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:24 GMT</pubDate>
      <guid>https://trid.trb.org/View/121936</guid>
    </item>
    <item>
      <title>STUDY OF THE EFFECT OF CALCIUM LIGNOSULPHONATE AS A SECONDARY ADDITIVE ON THE STRENGTH CHARACTERISTICS OF SOIL- BITUMEN MIXTURES-TURKEY</title>
      <link>https://trid.trb.org/View/121925</link>
      <description><![CDATA[A LABORATORY INVESTIGATION WAS CONDUCTED TO DETERMINE THE EFFECT OF THE ADDITION OF, RESPECTIVELY SULPHITE LIQUOR AND SULPHITE LIQUOR PLUS BITUMEN ON THE STRENGTH CHARACTERISTICS OF TWO DIFFERENT TYPES OF SOILS. ONE OF THEM WAS A NON- PLASTIC SANDY SOIL AND THE OTHER WAS A PLASTIC SOIL WITH A PLASTICITY INDEX OF 12. THE ASPHALTIC MATERIAL USED WAS CRUDE OIL WHOSE VISCOSITY WAS LOWERED BY ADDING KEROSENE. THE OBJECTIVE OF THE STUDY WAS TO IMPROVE THE STRENGTH CHARACTERISTICS OF BITUMEN STABILIZED SOILS BY BINDING THE SOIL PARTICLES TOGETHER WITH SULPHITE LIQUOR FIRST, AND BY ADDING THE BITUMEN AFTERWARDS. ALTHOUGH SULPHITE LIQUOR DOES NOT WATERPROOF A SOIL (ACTS AS A BONDING AGENT ONLY), A SOIL THAT HAS BEEN PROPERLY BONDED TOGETHER WILL ABSORB LESS MOISTURE THAN THE UNTREATED SOIL. THE CHIEF DIFFICULTY IN THE BITUMINOUS STABILIZATION OF A SOIL IS A TENDENCY OF BITUMINOUS FILM TO BE DISPLACED BY THE ACTION OF WATER FROM THE SURFACE OF THE SOIL PARTICLES. THIS DIFFICULTY IS OVERCOME BY THE USE OF ANTI-STRIPPING AGENTS, THESE ADHESION AGENTS BEING GENERALLY SURFACE ACTIVE MATERIALS WHICH ARE ABSORBED AT THE SOIL-BINDER INTERFACE. IT IS CONCLUDED THAT WHEN SULPHITE LIQUOR WAS USED AN INCREASE IN STRENGTH WAS NOTED BOTH FOR NON-PLASTIC AND PLASTIC SOILS, IN COMPARISON WITH THE SPECIMENS OF THOSE PREPARED WITH WATER ONLY. A FURTHER INCREASE IN STRENGTH WAS NOTED FOR NON-PLASTIC SOIL USING SULPHITE LIQUOR IN COMBINATION WITH CRUDE OIL. THIS COMBINATION PRODUCED A DECREASE IN STRENGTH FOR PLASTIC SOIL. WHEN CRUDE OIL ALONE WAS USED, VERY MUCH SMALLER VALUES FOR STRENGTH WERE OBTAINED IN COMPARISON WITH THE OTHER ADDITIVES. A DECREASE IN STRENGTH WAS NOTED FOR BOTH NON-PLASTIC AND PLASTIC SOILS WHEN WATER WAS ADDED TO SOIL AS A TRACER FOR CRUDE OIL. SINCE CALCIUM LIGNOSULPHONATE IS A WATER SOLUBLE COMPOUND, IT WAS NECESSARY TO USE IT IN COMBINATION WITH CRUDE OIL TO PROVIDE ENOUGH RESISTANCE TO WATER. IN ALL CASES, THE SUM OF THE LIQUID CONTENTS WERE TAKEN EQUAL TO THE OPTIMUM MOISTURE CONTENT OF THE SOILS.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:22 GMT</pubDate>
      <guid>https://trid.trb.org/View/121925</guid>
    </item>
    <item>
      <title>SALT STABILIZATION OF SANDY SUBGRADES</title>
      <link>https://trid.trb.org/View/121905</link>
      <description><![CDATA[SEVERAL COMPLAINTS WERE RECEIVED FROM CONTRACTORS AND FROM STATE ROAD DEPARTMENT PERSONNEL CONCERNING THE PROBLEM OF OBTAINING DENSITY ON SANDY EMBANKMENTS AND SUBGRADE MATERIALS DURING A PERIOD OF DRY WEATHER. LABORATORY TESTS WERE CONDUCTED TO DETERMINE THE FEASIBILITY OF USING SALT FOR IMPROVING THE MOISTURE RETENTION CHARACTERISTICS OF THESE MATERIALS. SALT WAS ADDED IN AMOUNTS RECOMMENDED BY THE MORTON SALT COMPANY TO THREE SANDY SOILS FROM THE DADE CITY AREA. MOISTURE-DENSITY RELATIONSHIPS WERE DETERMINED FOR ALL THREE SOILS WITH AND WITHOUT THE SALT. IN ADDITION, LOUISIANA BEARING RATIO (LBR) TESTS WERE CONDUCTED ON MATERIALS COMPACTED AT THE OPTIMUM MOISTURE CONTENT FOR EACH BLEND. ADDITIONAL LBR TESTS WERE CONDUCTED ON MATERIALS COMPACTED AT MOISTURE CONTENT ABOVE AND BELOW OPTIMUM. IN ADDITION TO THE DENSITY AND STABILITY TESTS, SAMPLES OF THE SAND WITH AND WITHOUT SALT WERE MIXED AT MOISTURE CONTENTS SLIGHTLY ABOVE OPTIMUM AND PLACED IN A LOOSE CONDITION IN THE SUN TO AIR DRY. MOISTURE DETERMINATIONS WERE MADE AT PERIODIC INTERVALS TO DETERMINE THE MOISTURE RETENTION CHARACTERISTICS OF EACH MATERIAL. FROM THE DATA OBTAINED, IT IS CONCLUDED THAT THE ADDITION OF SALT TO THESE PARTICULAR SOILS PROVIDED NO SIGNIFICANT BENEFIT WITH RESPECT TO INCREASED DENSITY, STABILITY OR DRYING TIME.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:17 GMT</pubDate>
      <guid>https://trid.trb.org/View/121905</guid>
    </item>
    <item>
      <title>SOIL BEARING TESTS USING A SPHERICAL PENETRATION DEVICE</title>
      <link>https://trid.trb.org/View/121349</link>
      <description><![CDATA[CLASSICAL BEARING CAPACITY THEORY IS REVIEWED. A SPECIMEN OF LOESS SILT WAS COMPACTED AT OPTIMUM MOISTURE CONTENT WITH STANDARD COMPACTIVE EFFORT IN CBR MOLDS. THREE SIZES OF SPHERE DIAMETERS WERE USED: 0.75 IN., 0.562 IN., AND 0.50 INCH. ON EACH SPECIMEN THREE TESTS WERE RUN, ONE WITH EACH SPHERE UNDER SIMILAR CONDITIONS. USE OF A SPHERICAL PENETRATION TEST ON A VARIETY OF COHESIVE SOILS GAVE LINEAR PLOTS OF SPHERICAL CONTACT AREA VS. LOAD. THE SLOPE OF THIS PLOT IS TERMED THE SPHERE-BEARING VALUE (SBV). THE SBV WAS FOUND TO BE SAME REGARDLESS OF THE SIZE OF THE SPHERE, SO LONG AS THE SPHERE IS LARGE ENOUGH TO OVERCOME INHOMOGENEITIES IN THE SOIL. MODEL TESTS INDICATED THAT WITH INCREASING LOADS, PENETRATION OF THE SPHERE INITIALLY INVOLVES PSEUDO-ELASTIC COMPRESSION OF COHESIVE SOILS FOLLOWED BY A PLASTIC BEARING CAPACITY FAILURE. THE QUALITATIVE OBSERVATION THAT THE SBV TEST INVOLVES PSEUDO- ELASTIC COMPACTION WAS SUPPORTED BY A CORRELATION BETWEEN SBV AND THE MODULUS OF SUB-GRADE REACTION DETERMINED FROM THE PLATE-BEARING TEST. THE SBV ALSO CORRELATED WITH BEARING CAPACITY VALUES SUCH AS CBR AND PLATE BEARING WITH SEVERAL EXCEPTIONS: THE CORRELATION TO CBR DID NOT HOLD FOR SANDS, OR FOR SILTS EXCEPT NEAR THE OPTIMUM MOISTURE CONTENT. THE SBV CORRELATED CLOSELY WITH BEARING CAPACITY PREDICTED FROM THE TERZAGHI EQUATION USING SOIL SHEAR STRENGTH PARAMETERS. AN SBV FLEXIBLE PAVEMENT DESIGN METHOD BASED ON AN ASSUMED BOUSSINESQ VERTICAL STRESS DISTRIBUTION AND USING A FACTOR OF SAFETY OF 5.5 GAVE PAVEMENT THICKNESSES COMPARABLE TO THOSE OBTAINED BY USING CBR METHODS. ADVANTAGES OF THE SBV FOR BEARING TESTS OF SOILS EXCLUSIVE OF CLEAN SANDS INCLUDE: (1) POSSIBILITY FOR A MORE RAPID ONE-SHOT TEST SINCE THE LOAD-CONTACT AREA RELATIONSHIP IS A STRAIGHT LINE, (2) LOWER COEFFICIENT OF VARIATION AS BETTER REPRODUCTIBILITY OF TEST RESULTS THAN IN CBR AND PLATE BEARING TESTING OF THE SAME SOILS, (3) POSSIBLITY FOR CHANGING THE SPHERE SIZE TO FIT THE SOIL OR THE LOADING EQUIPMENT AVAILABLE WITH NO CHANGE IN SBV, AND (4) ADAPTABILITY FOR REPEATED LOADING AND ELECTRICAL MONITORING.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:39:01 GMT</pubDate>
      <guid>https://trid.trb.org/View/121349</guid>
    </item>
    <item>
      <title>RELATIONSHIP BETWEEN THE PLASTICITY CHARACTERISTICS AND COMPACTION OF SOILS</title>
      <link>https://trid.trb.org/View/121144</link>
      <description><![CDATA[A METHOD HAS BEEN PROPOSED IN THIS PAPER TO ESTIMATE THE OPTIMUM MOISTURE CONTENT AND MAXIMUM DRY DENSITY OF ANY SOIL, WITH THE KNOWLEDGE OF ITS LIQUID LIMIT AND PLASTIC LIMIT. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:38:12 GMT</pubDate>
      <guid>https://trid.trb.org/View/121144</guid>
    </item>
    <item>
      <title>FUNDAMENTALS OF SOIL STABILIZATION ON STREET AND ROAD CONSTRUCTION</title>
      <link>https://trid.trb.org/View/119589</link>
      <description><![CDATA[SOME OF THE BASIC FACTORS INVOLVED IN SOIL-CEMENT STABILIZATION ARE DISCUSSED. THE FOLLOWING CONCLUSIONS WERE REACHED. (1) THE SUCCESS OF STABILIZING CLAY SOILS WITH PORTLAND CEMENT DEPENDS NOT ONLY ON THE PHYSICAL, BUT ALSO ON THE PHYSICOCHEMICAL FACTORS. (2) CERTAIN EXCHANGE REACTIONS FAVOR STABILIZATION, WHILE OTHERS IMPEDE. (3) THE DIFFERENCE BETWEEN THE SHRINKAGE LIMIT OF A SOIL AND ITS OPTIMUM MOISTURE CONTENT FOR PROCTOR DENSITY INDICATES THE EASE OF SUCH STABILIZATION, BUT THE HIGHER THE SHRINKAGE LIMIT, THE EASIER THE STABILIZATION. (4) THE RESISTANCE OF A SOIL-CEMENT SYSTEM TO CYCLES OF WETTING AND DRYING DEPENDS ON WATER AFFINITY AND ACCESS TO INTERNAL SURFACE. (5) THE RESISTANCE OF A SOIL-CEMENT SYSTEM TO THE WEATHERING EFFECT OF FREEZE-THAW CYCLES DEPENDS ON THE PERMEABILITY OF THE SYSTEM AND, PARTICULARLY, ON ITS PORE SPACE, WHICH IS FILLED WITH FREE, NOT FIXED, WATER. (6) INCREASING DRY DENSITY AT CONSTANT MOISTURE CONTENT IMPROVES THE RESISTANCE OF SOIL- CEMENT SYSTEMS TO MECHANICAL AND WEATHERING FORCES. (7) ADDITIONAL MOISTURE AT CONSTANT DRY DENSITY HAS A GENERALLY FAVORABLE EFFECT. (8) THE PRESENCE OF APPRECIABLE QUANTITIES OF HUMUS IN THE SOIL IS UNDESIRABLE BECAUSE OF ITS DETRIMENTAL EFFECT ON THE QUALITY OF SOIL-CEMENT SYSTEMS. (9) THE QUALITY OF SOIL-CEMENT SYSTEMS IS DETERMINED BY STANDARD FREEZE-THAW AND WET-DRY TESTS DEVELOPED IN THE UNITED STATES, IN WHICH THE FREEZING CYCLE IS IMPORTANT EVEN IN REGIONS WHERE FREEZING OF SOIL DOES NOT OCCUR. THE FREEZING TEST SERVES HERE TO PUMP WATER INTO THE SYSTEM THROUGH THERMOOSMOSIS AND SIMILAR PROCESSES. COMPRESSIVE STRENGTH VALUES SERVE AS SECONDARY CRITERION OF QUALITY.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:24:49 GMT</pubDate>
      <guid>https://trid.trb.org/View/119589</guid>
    </item>
    <item>
      <title>STABILIZED SOIL-BOUND SURFACES WITH CALCIUM CHLORIDE AS AN ADMIXTURE</title>
      <link>https://trid.trb.org/View/119585</link>
      <description><![CDATA[A LABORATORY RESEARCH PROJECT ON STABILIZED SOIL MIXTURES WAS CONDUCTED TO STUDY THE FACTORS THAT INFLUENCE THE SERVICE BEHAVIOR OF STABILIZED AND SURFACE-CONSOLIDATED SOIL-AGGREGATE MIXTURES WHEN CALCIUM CHLORIDE IS USED EITHER AS AN ADMIXTURE, OR AS A SURFACE APPLICATION, OR BOTH. THE PHYSICAL CHARACTERISTICS OF GRAVEL WHICH DETERMINED ITS SUITABILITY FOR USE IN SURFACING A ROAD ARE: (1) DURABILITY OF PEBBLES OR ROCK FRAGMENTS, (2) QUALITY OF BINDER, (3) CREATING OF PEBBLES, AND (4) PROPORTION IN WHICH BINDER IS PRESENT. A CIRCULAR TEST TRACK WAS USED TO INVESTIGATE DIRECTLY THE BEHAVIOR OF MATERIALS SUITABLE FOR LOW-COST CONSTRUCTION UNDER CONTROLLED TRAFFIC AND MOISTURE CONDITIONS. COMPARABLE RESULTS ARE GIVEN WHICH ARE PARTICULARLY USEFUL FOR THE FOLLOWING: (1) DETERMINING AND ESTABLISHING LIMITING VALUES FOR THE PRESCRIBED PHYSICAL TEST USED IN GENERAL SPECIFICATIONS FROM MATERIALS FOR STABILIZED BASE AND SURFACE COURSE CONSTRUCTION, (2) INVESTIGATING POSSIBILITIES OF USING SPECIAL MATERIALS AVAILABLE IN ONLY PARTICULAR LOCALITIES, OR OF TREATING THEM TO RENDER THEM SATISFACTORILY SERVICEABLE, AND (3) DETERMINING THE LIMITING FACTORS OF THICKNESS OF WEARING COURSES OF STABILIZED MATERIAL AND CORRELATING THE PROPOSED LABORATORY TESTS WITH VARIOUS DESIGN REQUIREMENTS. RESULTS ARE SUMMARIZED OBTAINED FROM STUDIES OF SAND-CLAY-GRAVEL MATERIALS BOTH TREATED AND NON-TREATED WITH CALCIUM CHLORIDE. IT WAS DETERMINED THAT NON-PLASTIC GRANULAR MIXTURES OF MATERIALS WITH GRADING MEETING THE AASHO SPECIFICATIONS, BUT WITH LOWER PLASTICITY INDICES, MAY BE MAINTAINED IN AN EXCELLENT SERVICEABLE CONDITION WHEN KEPT DAMP BY CAPILLARY WATER SUFFICIENT TO HOLD THE MOISTURE CONTENT AT THE OPTIMUM OF THE MATERIAL IN QUESTION. BECAUSE OF THE GREATER DENSITY AND STABILITY A WELL GRADED SAND- CLAY-GRAVEL HAVING A LOW PLASTICITY INDEX IS PREFERRED TO AN ABSOLUTELY NON-PLASTIC MATERIAL FOR BASE COURSE CONSTRUCTION. BINDING OF AGGREGATES SECURELY IN PLACE WITH STABLE SOIL MIXTURES AND CALCIUM CHLORIDE ELIMINATES MOST OF THE DESTRUCTION AND LOSS OF ROAD MATERIAL DUE TO THE ACTION OF TRAFFIC. CONTROL OF GRADING IS ESSENTIAL TO ENSURE STABILITY. THE USE OF AN EXCESSIVE AMOUNT OF FINE MATERIAL SEEMS TO RETARD OR PREVENT EFFECTIVE COMPACTION.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:24:43 GMT</pubDate>
      <guid>https://trid.trb.org/View/119585</guid>
    </item>
    <item>
      <title>PRINCIPLES AND PRACTICE OF SOIL STABILIZATION</title>
      <link>https://trid.trb.org/View/119581</link>
      <description><![CDATA[THE THEORY AND PRACTICE OF SOIL STABILIZATION ARE REVIEWED. SOIL STABILIZATION INVOLVES THE SUPPLYING OF A DEFENSE MECHANISM AGAINST THE CONTINUOUS REACTING DYNAMIC FORCES CONNECTED WITH THE EXPOSURE OF THE RESPECTIVE SOIL BODY TO DAILY AND SEASONAL MOISTURE AND TEMPERATURE CHANGES AND TO MICROBIAL ACTIVITY, WHICH ALL TEND TOWARD LOWERING ITS MECHANICAL STABILITY. THE SCHEME OF SOIL CLASSIFICATION USED BY THE U. S. SOIL SURVEY, DEPARTMENT OF AGRICULTURE IS OUTLINED AND DISCUSSED. THE FOLLOWING DESTRUCTIVE ACTIONS ARE ANALYZED: CLIMATE, THE MECHANISM OF WATER ATTACK ON DRY COHESIVE SYSTEMS, THE CONDITION OF WATER IN POROUS SYSTEMS, FROST HEAVING AND FORMATION OF ICE LENSES. THE FOLLOWING DIFFERENT METHODS OF SOIL STABILIZATION ARE ANALYZED: MECHANICAL, PHYSICAL, AND PHYSICO-CHEMICAL AND COLLOID-CHEMICAL. THE MECHANICAL METHOD INVOLVES MANIPULATION AND COMPACTION OF COHESIVE SOILS AT THEIR OPTIMUM LIQUID CONTENT TO GREATEST DENSITY OBTAINABLE WITH AVAILABLE EQUIPMENT, AND VIBRATION FOR DENSIFICATION OF NON-COHESIVE SOILS. THE DENSIFICATION OF SOILS INCREASES THEIR FRICTIONAL AND COHESIVE STABILITY AND DECREASES THE PORE VOLUME AND ITS ACCESSIBILITY TO WATER. THE PHYSICAL METHOD INVOLVES ESTABLISHMENT OF PROPER GRADATION OF COARSE AND FINE SOIL CONSTITUENTS, SUCH AS CLAY-GRAVEL AND SAND-CLAY SYSTEMS. THIS TYPE OF STABILIZATION IS BASED MAINLY ON PHYSICAL PHENOMENA. STABILITY UNDER BOTH WET AND DRY CONDITIONS IS SOUGHT BY PROPER BLENDING OF COHESIVE SOILS WITH GRANULAR AGGREGATE, WHEREBY THE LATTER MAY RANGE FROM THE SIZE OF SAND TO THAT OF LARGE GRAVEL. THE PHYSICO-CHEMICAL AND COLLOID-CHEMICAL METHODS INVOLVE CHANGE OF SOIL PROPERTIES BY SURFACE- CHEMICAL EFFECTS, INORGANIC AND ORGANIC CEMENTS, ETC. BITUMEN IS OFTEN EMPLOYED AS A WATER PROOFING OR CEMENTING AGENT FOR SOIL STABILIZATION. THE FOLLOWING FOUR TYPES OF BITUMINOUS SOIL STABILIZATION ARE COMMON: (1) SOIL- BITUMEN PROPER, A WATERPROOFED COHESIVE SOIL SYSTEM, (2) SAND-BITUMEN, A SYSTEM IN WHICH LOOSE BEACH, DUNE, OR OTHER SAND OF SIMILAR CHARACTER IS CEMENTED TOGETHER BY BITUMINOUS MATERIAL, (3) WATERPROOFED MECHANICAL STABILIZATION IN WHICH THE SOIL MATERIAL POSSESSES GOOD GRADATION FROM COARSE TO FINE CONSTITUENTS, MEETING CERTAIN HIGH POTENTIAL DENSITY REQUIREMENTS, AND IS WATERPROOFED BY UNIFORM DISTRIBUTION OF SMALL AMOUNTS OF BITUMEN, AND (4) OILED EARTH, IN WHICH THE SURFACE OF AN EARTH ROAD IS MADE WATER RESISTANT BY THE APPLICATION OF SLOW OR MEDIUM CURING ROAD OILS. THE TERM SOIL-BITUMEN IS USUALLY APPLIED TO COHESIVE SOILS WHICH HAVE BEEN WATERPROOFED BY MEANS OF A BITUMINOUS ADMIXTURE. CONSTRUCTION AND MAINTENANCE PROCEDURES FOR SOIL-BITUMINOUS AND SOIL-CEMENT ROADS ARE DISCUSSED. INJECTION METHODS EMPLOYED FOR THE STABILIZATION AND IMPERMEABILIZATION OF FOUNDATIONS, LEVEES, AND SIMILAR STRUCTURES ARE DESCRIBED.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:24:37 GMT</pubDate>
      <guid>https://trid.trb.org/View/119581</guid>
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