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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>
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      <link>https://trid.trb.org/</link>
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    <item>
      <title>SUMMARY REPORT - SOIL-AGGREGATE MIXTURES FOR HIGHWAY PAVEMENTS</title>
      <link>https://trid.trb.org/View/122648</link>
      <description><![CDATA[A SUMMARY IS PRESENTED OF AN INVESTIGATION CONDUCTED TO DETERMINE THE VARIABLES OF INFLUENCE AND THEIR EFFECT ON THE DURABILITY, STABILITY, AND WEAR RESISTANCE OF SOIL-AGGREGATE MIXTURES FOR USE IN HIGHWAY PAVEMENTS. STUDY CONCENTRATED ON AGGREGATE GRADATION, PLASTICITY OF THE FINES, AND AGGREGATE GEOMETRIC CHARACTERISTICS. THESE FACTORS WERE INVESTIGATED IN THE FIELD AND LABORATORY BY CBR TESTS, THE BURGGRAF SHEAR APPARATUS, AND TRIAXIAL TESTS. A PARTICLE INDEX TEST WAS DEVELOPED TO DETERMINE THE EFFECT OF AGGREGATE GEOMETRIC CHARACTERISTICS ON THE COMPACTION AND SHEAR STRENGTH PROPERTIES OF SOIL-AGGREGATE MIXTURES. AN EARLY PHASE OF THE PROJECT WAS DIRECTED TOWARD THE PREPARATION OF AN EXTENSIVE ANNOTATED BIBLIOGRAPHY ON SOIL- AGGREGATE MIXTURES. FIELD STUDIES WERE MADE OF THE OCCURRENCE OF WASHBOARDS, POTHOLES, AND THE IN-SITU STABILITY OF SOIL-AGGREGATE MIXTURES. BOTH THE POTHOLE AND THE WASHBOARD FORMATIONS WERE ASSOCIATED WITH VOLUME OF TRAFFIC AND WIDTH OF ROAD SURFACE. POTHOLING WAS MORE SEVERE IN ROAD SECTIONS SURFACED WITH CRUSHED STONE THAN IN THOSE SURFACED WITH GRAVEL. WASHBOARDING WAS MORE SEVERE IN ROAD SECTIONS SURFACED WITH GRAVEL THAN THOSE SURFACED WITH CRUSHED STONE. A DEFINITE RELATIONSHIP WAS SHOWN TO EXIST BETWEEN THE FORMATION OF POTHOLES AND THE EFFICIENCY WITH WHICH LATERAL DRAINAGE IS PROVIDED BY THE ROADWAY CROWN AND THE SHOULDER SLOPES. THE GEOMETRIC CHARACTERISTICS OF THE COARSE AGGREGATES, AS INDICATED BY THE PARTICLE INDEX, HAVE A DEFINITE BEARING ON THE RESULTANT VOID CHARACTERISTICS OF A COMPACTED SOIL-AGGREGATE MIXTURE. THERE IS AN ALMOST LINEAR RELATIONSHIP BETWEEN VOID CONTENT IN A COMPACTED SAMPLE AND THE PARTICLE INDEX OF THE COARSE AGGREGATE. SOIL- AGGREGATE MIXTURE PROPERTIES SIGNIFICANTLY CORRELATED WITH IN-SITU STRENGTH ARE: (1) FIELD MOISTURE CONTENT, (2) FIELD DRY DENSITY, (3) OPTIMUM MOISTURE CONTENT,AND (4) MAXIMUM DRY DENSITY. WEAR RESISTANCE CHARACTERISTICS OF SELECTED SOIL-AGGREGATE MIXTURES WERE INVESTIGATED IN A LIMITED STUDY. INVESTIGATION RESULTS INDICATE THAT GRADATION, AGGREGATE GEOMETRIC CHARACTERISTICS, AND PLASTICITY OF THE FINES ARE FACTORS THAT SHOULD BE EVALUATED IN THE MIXTURE DESIGN PROCESS.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:44:18 GMT</pubDate>
      <guid>https://trid.trb.org/View/122648</guid>
    </item>
    <item>
      <title>THE STRUCTURAL DESIGN OF SOIL-CEMENT PAVEMENTS</title>
      <link>https://trid.trb.org/View/122569</link>
      <description><![CDATA[THE DESIGN REQUIREMENTS FOR SOIL-CEMENT COURSES IN HIGHWAY PAVEMENTS ARE DISCUSSED. WHILE RECOMMENDING THE USE OF THE UNCONFINED COMPRESSION OR TRIAXIAL TEST FOR EVALUATION OF SOIL-CEMENT IN PREFERENCE TO THE CBR TEST, A PROCEDURE HAS BEEN SUGGESTED TO RELATE THESE VALUES WITH THE OVERALL CBR DESIGN BY MAKING USE OF THE EMPIRICAL RELATIONSHIP BETWEEN CBR AND THE THEORETICAL MAXIMUM SHEARING STRESS INDUCED IN THE ROAD CRUST. A DESIGN CHART IS PRESENTED FOR THE READY APPLICATION OF THIS PROCEDURE.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:59 GMT</pubDate>
      <guid>https://trid.trb.org/View/122569</guid>
    </item>
    <item>
      <title>RELATIVE EFFECTS OF CHLORIDES, LIGNOSULFONATES AND MOLASSES ON PROPERTIES OF A SOIL-AGGREGATE MIX</title>
      <link>https://trid.trb.org/View/122449</link>
      <description><![CDATA[SELECTION OF THE MOST ECONOMICAL STABILIZING AGENT FOR A DESIRED EFFECT ON THE PROPERTIES OF A SOIL SHOULD BE BASED ON KNOWLEDGE OF RELATIVE EFFECTS OF THE AGENTS RATHER THAN ON PERSONAL PREJUDICE OR THE PUBLICITY GIVEN TO AN AGENT. THE OBJECTIVE OF THIS PAPER IS TO PROVIDE A STARTING POINT FOR COST-EFFECT COMPARISONS BY SHOWING THE EFFECTS OF FOUR AGENTS ON CERTAIN PROPERTIES OF A SINGLE SOIL-AGGREGATE SURFACE COURSE MIX. PROPERTIES COMPARED ARE: (1) MOISTURE- DENSITY RELATIONS AS DETERMINED BY STANDARD PROCTOR DENSITY TESTS, (2) STRENGTH AS DETERMINED FROM CALIFORNIA BEARING RATIO STUDIES, (3) MOISTURE RETENTION AS DETERMINED BY A NON-STANDARD TEST, AND (4) THE PLASTIC PROPERTIES OF THE MIX AS DETERMINED BY THE ATTERBERG LIMITS TESTS. ADDITIVES, USED IN TREATMENTS OF 0, 0.5, 1, 1.5 AND 2 PERCENT, ARE: (1) PELADOW CALCIUM CHLORIDE PELLETS, (2) STERLING FC AND CC SALTS, (3) TORANIL A AND LIGNIN LIQUOR SPENT SULPHITE LIQUORS, AND (4) A 79.5 BRIX MOLASSES. THE MECHANISM OF STABILIZATION WITH EACH AGENT IS DISCUSSED TO PERMIT EXTRAPOLATION OF EFFECTIVENESS TO OTHER SOILS. NO SELECTION OF THE BEST AGENT IS MADE BECAUSE THIS IS A FUNCTION OF THE DESIRED EFFECT ON PROPERTIES AND AVAILABLE FUNDS. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:30 GMT</pubDate>
      <guid>https://trid.trb.org/View/122449</guid>
    </item>
    <item>
      <title>STABILIZATION OF BANK-RUN GRAVEL BY CALCIUM CHLORIDE</title>
      <link>https://trid.trb.org/View/122032</link>
      <description><![CDATA[THE EFFECTS OF CALCIUM CHLORIDE UNDER DIFFERENT MOISTURE CONDITIONS AND COMPACTIVE EFFORTS WERE OBSERVED BY EXPERIMENTATION IN STABILIZATION OF A BANK-RUN GRAVEL WITH CALCIUM CHLORIDE. SPECIMENS OF DIFFERENT MOISTURE CONTENTS WITHOUT CALCIUM CHLORIDE AND WITH VARYING PERCENTAGES OF ADDED CALCIUM CHLORIDE WERE PREPARED. EACH SAMPLE WAS TESTED FOR DENSITY, BEARING CAPACITY, AND ABILITY TO SWELL UNDER SATURATION AND SHRINK IN OPEN AIR. GRAVEL SPECIMENS USED REPRESENTED THE UPPER LIMITS OF FINES AND THE LOWER LIMIT OF FINES. FOUR TYPES OF EXPERIMENTS WERE CONDUCTED ON WASHED AND UNWASHED GRAVEL: (1) MODIFIED PROCTOR TEST AT DIFFERENT MOISTURE AND CALCIUM CHLORIDE CONTENTS, (2) CALIFORNIA BEARING RATIO TESTS AT DIFFERENT MOISTURE AND CALCIUM CHLORIDE CONTENTS, (3) CBR-PENETRATION TESTS OF DRIED AND SOAKED SAMPLES PREPARED WITH A CONSTANT COMPACTIVE EFFORT AND WITH VARYING PERCENTAGES OF CALCIUM CHLORIDE, AND (4) PH TESTS ON SAMPLES WITH DIFFERENT PERCENTAGES OF CALCIUM CHLORIDE. THE ADDITION OF CALCIUM CHLORIDE RESULTED IN HIGHER OPTIMUM DRY DENSITIES FOR BOTH WASHED AND UNWASHED BANK-RUN GRAVEL. IF HIGH COMPACTIVE EFFORT WAS USED, THE WASHED MATERIAL GAVE HIGHER DENSITIES AND HIGHER CBR VALUES THAN THE UNWASHED MATERIAL. BASE EXCHANGE OCCURS UPON ADDITION OF CALCIUM CHLORIDE, AS EVIDENCED BY A DROP IN PH. THE CBR OF THE WASHED SAMPLE WERE ABOUT THE SAME FOR ALL SOAKED SAMPLES REGARDLESS OF CALCIUM CHLORIDE CONTENT. CURING OF SPECIMENS INDICATED THAT ANY LOSS IN CBR CAUSED BY ADDITION OF CALCIUM CHLORIDE IS AT LEAST PARTIALLY RECOVERED BY THE CURING PROCESS. CALCIUM CHLORIDE IS MOST EFFECTIVE ON GRAVELS CONTAINING AN APPRECIABLE AMOUNT OF MATERIAL PASSING 200 MESH.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:49 GMT</pubDate>
      <guid>https://trid.trb.org/View/122032</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>
    </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>MEASUREMENT OF SUBGRADE BEARING VALUE USING JAPANESE BALL- DROP TEST</title>
      <link>https://trid.trb.org/View/121178</link>
      <description><![CDATA[THE JAPANESE BALL-DROP TEST USED ALONG WITH THE STANDARD IN-SITU CBR TEST IS DESCRIBED FOR EVALUATION OF SUB-GRADES DURING THE PREPARATION OF A TEST BED. THE JAPANESE TEST CONSISTS OF DROPPING A SPHERICAL BALL OR AN EQUIVALENT BODY FROM A PREDETERMINED HEIGHT THROUGH A GUIDE AND MEASURING THE DIAMETER OF THE DEPRESSION (D) PRODUCED ON THE SURFACE OF THE SOIL, WHICH IS CORRELATED TO THE BEARING VALUE OF THE SOIL. EARLIER RESULTS BASED ON TESTS ON SANDY AND LOAMY SOIL OF JAPAN INDICATED A GOOD RELATION BETWEEN CBR AND D VALUES. RESULTS REPORTED IN THIS PAPER PERTAIN TO TESTS CONDUCTED ON TWO TYPES OF SOIL, ONE A TYPICAL BLACK COTTON SOIL AND THE OTHER A SAND-CLAY MIXTURE. THEY INDICATE A SIGNIFICANT LINEAR CORRELATION BETWEEN THE D VALUE FROM THE JAPANESE APPARATUS AND THE IN-SITU CBR. /RRL/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:38:20 GMT</pubDate>
      <guid>https://trid.trb.org/View/121178</guid>
    </item>
    <item>
      <title>STRENGTH CHARACTERISTICS OF BASE COURSE MATERIALS AS DETERMINED BY A 12-INCH DIAMETER RIGID PLATE</title>
      <link>https://trid.trb.org/View/121166</link>
      <description><![CDATA[REPETITIVE AND STATIC PLATE LOAD TESTS AND CBR TESTS WERE MADE ON 9 FLORIDA BASE MATERIALS AND A WELL GRADED FINE SAND IN A 7-FT. TEST PIT. PURPOSE: DETERMINE RELATIVE BEARING VALUES. MATERIALS WERE: SAND CLAY, SOIL-CEMENT, SAND SHELL, SHELL, 2 LIMEROCKS AND STABILIZED LIMEROCK. BASE COURSE THICKNESS RANGED FROM 0-IN. TO 26-IN.-ALL ON A SAND SUBGRADE. LOADS UP TO 30 TONS ON A 12-IN. PLATE WERE APPLIED. STRESS-DEFLECTION MEASUREMENTS WERE MADE ON VARIOUS BASE THICKNESSES. A 6-IN. THICKNESS OF SOIL-CEMENT HAS A HIGHER TEST VALUE THAN ALL MATERIALS TESTED REGARDLESS OF THICKNESS.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:38:18 GMT</pubDate>
      <guid>https://trid.trb.org/View/121166</guid>
    </item>
    <item>
      <title>A SIMPLE METHOD FOR OBTAINING UNDISTURBED SOIL SAMPLE FOR CBR DETERMINATION</title>
      <link>https://trid.trb.org/View/121126</link>
      <description><![CDATA[A SIMPLE ARRANGEMENT FOR COLLECTING UNDISTURBED SOIL SAMPLES FOR DETERMINING THE CBR VALUE OF ROAD BASES AND SUBGRADES HAS BEEN DEVELOPED BY MAKING USE OF HARD STEEL CORE CUTTERS OF THE SAME INTERNAL DIMENSIONS AS THE STANDARD CBR MOLDS. THE PERCENT-AREA RATIO OF THE CORE CUTTERS IS 8.5. THE METHOD FOR COLLECTING UNDISTURBED SAMPLES BY THE NEW ARRANGEMENT HAS BEEN EXPLAINED AND ILLUSTRATED AND THE RESULTS COMPARED WITH IN SITU TEST RESULTS. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:38:08 GMT</pubDate>
      <guid>https://trid.trb.org/View/121126</guid>
    </item>
    <item>
      <title>COMPACTIBILITY AND STABILITY OF SOILS AND GRAVELS</title>
      <link>https://trid.trb.org/View/120499</link>
      <description><![CDATA[TEST RESULTS ARE PRESENTED ON INTERRELATIONSHIP OF COMPACTBILITY AND STABILITY OF SOILS AND GRAVELS AND ON THE EFFECT OF SMALL ADDITIONS OF CEMENT ON COMPACTIBILITY AND STABILITY. DATA FROM ACCELERATED TRAFFIC TESTS ON PAVEMENTS AND LABORATORY TESTS ON TYPICAL SAMPLES OF MATERIALS USED IN PAVEMENTS ARE GIVEN ALONG WITH LABORATORY C.B.R. TESTS.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:35:40 GMT</pubDate>
      <guid>https://trid.trb.org/View/120499</guid>
    </item>
    <item>
      <title>TESTS OF STABILIZATION BY CEMENT OF FLY ASH WITH OR WITHOUT ADDITION OF SAND</title>
      <link>https://trid.trb.org/View/119632</link>
      <description><![CDATA[THE STUDY IS DIVIDED INTO (1) STUDY OF STABILIZATION OF SAND-FLY ASH MIXTURES BY STANDARD SLAG CEMENT AND (2) STABILIZATION OF FLY ASH BY STANDARD SLAG CEMENT. PROCTOR COMPACTION TESTS, SIMPLE COMPRESSION TESTS, RESISTANCE TO ALTERNATE FREEZING AND THAWING, AND CBR BEARING TESTS WERE CARRIED OUT.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:25:55 GMT</pubDate>
      <guid>https://trid.trb.org/View/119632</guid>
    </item>
    <item>
      <title>LIME RESEARCH STUDY</title>
      <link>https://trid.trb.org/View/119566</link>
      <description><![CDATA[A LIME RESEARCH STUDY WAS CONDUCTED TO DETERMINE IF LIME TREATMENT OF SUB-GRADE SOILS, SUB-BASE GRAVELS AND/OR BASE GRAVELS IS EFFECTIVE: (1) IN THE PERMANENT REDUCTION PLASTICITY INDEX, (2) IN THE REDUCTION OF JOINT ROUGHNESS IN JOINTED CONCRETE PAVEMENTS, (3) IN THE PERMANENT REDUCTION OF SWELLING PROPERTIES OF SUB-GRADE SOILS, (4) IF STRENGTHENING EFFECTS IN SUB-GRADE SOILS AND BASE GRAVELS IS PERMANENT, (5) IF THE EFFECTS OF LIME TREATMENT IN SUBGRADE SOILS IS TRANSMITTED TO ADJACENT NON-TREATED SOILS BY MIGRATION. THE FOLLOWING TESTS AND OPERATIONS WERE CONDUCTED ON 16 STUDY PROJECTS TO DETERMINE IF THE OBJECTIVES OF LIME TREATMENT ARE BEING ACCOMPLISHED: MODIFIED CBR, MODIFIED PLATE LOAD, VOLUME CHANGE, FIELD DENSITY, FIELD MOISTURE, LIQUID LIMIT, PLASTIC INDEX, PH TESTS, AND HIGH SPEED ROUGHOMETER RUNS. RESULTS INDICATE THAT THE LIME IS STILL EFFECTIVE IN RETAINING THE SAME CHARACTERISTICS IMPARTED TO THE SOILS AND GRAVEL BASES AS WERE PRESENT WHEN THE LIME AND MATERIALS WERE FIRST MIXED AND PLACED.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:24:13 GMT</pubDate>
      <guid>https://trid.trb.org/View/119566</guid>
    </item>
    <item>
      <title>PART II - CHEMICAL STABILIZATION OF PUERTO RICO LOW-GRADE SOILS</title>
      <link>https://trid.trb.org/View/119439</link>
      <description><![CDATA[THE RESULTS ARE PRESENTED OF A LABORATORY STUDY ON THE STABILIZATION OF A NUMBER OF PUERTO RICO SOILS. PLASTIC SOILS WERE STABILIZED WITH PHOSPHORIC ACID, PDC (A COMMERCIAL ADDITIVE:CASEIN, LIME AND CEMENT) AND BY THE ADDITION OF SAND. PORTLAND CEMENT WAS USED WITH A NON- PLASTIC SAND. DENSITY, PLASTICITY, CBR AND UNCONFINED COMPRESSIVE STRENGTH TESTS WERE USED IN EVALUATING STABILIZATION EFFECTS. WITH PLASTIC SOILS: (1) PHOSPHORIC ACID INCREASED DENSITY AND STRENGTH BUT THERE WERE MIXING DIFFICULTIES, (2) PDC DECREASED PLASTICITY AND INCREASED STRENGTH WHILE PRESENTING NO MIXING PROBLEMS, AND (3) SAND LOWERED PLASTICITY BUT REDUCED STRENGTH. PORTLAND CEMENT WAS EFFECTIVE WITH THE SANDY SOIL. /BPR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:20:58 GMT</pubDate>
      <guid>https://trid.trb.org/View/119439</guid>
    </item>
    <item>
      <title>LIME RESEARCH STUDY-INTERIM REPORT</title>
      <link>https://trid.trb.org/View/119414</link>
      <description><![CDATA[POST CONSTRUCTION OBSERVATIONS ARE REPORTED ON 16 RIGID PAVEMENT PROJECTS - 14 FEATURING LIME STABILIZATION OF SUBGRADE SOILS, AND 2 FEATURING DRILL-HOLE LIME STABILIZATION - TO DETERMINE IF THE EFFECTS OF LIME TREATMENT ARE PERMANENT AND IF LIME MIGRATION OCCURS. THE SUBJECT PROJECTS RANGE IN SERVICE IS FROM 4 TO 7 YEARS. THE FIELD OBSERVATIONS INCLUDE: HIGH SPEED ROUGHOMETER MEASUREMENTS, MODIFIED CBR AND PLATE LOAD TESTS, AND FIELD DENSITY AND MOISTURE DETERMINATIONS. THE LABORATORY TESTS INCLUDE: VOLUME CHANGE, LIQUID LIMIT, PLASTICITY INDEX AND PH. ANALYSIS OF THE TEST DATA INDICATES THAT THE EFFECTS OF LIME TREATMENT ARE PERMANENT. /BPR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:20:19 GMT</pubDate>
      <guid>https://trid.trb.org/View/119414</guid>
    </item>
    <item>
      <title>SOUTH DAKOTA FLEXIBLE PAVEMENT STUDY</title>
      <link>https://trid.trb.org/View/100221</link>
      <description><![CDATA[THE REPORT DESCRIBES A COMPREHENSIVE STATEWIDE INVESTIGATION OF SELECTED IN-SERVICE FLEXIBLE PAVEMENTS. THE STUDY WAS INITIATED IN 1957 TO DETERMINE THE EFFECTS OF GEOLOGY, SOILS, CLIMATE, TRAFFIC, AND MATERIALS ON PAVEMENT PERFORMANCE AND COST, AND TO EVALUATE THE EXISTING DESIGN METHOD. MOST OF THE DATA WAS COLLECTED PRIOR TO 1963. HOWEVER, THE PEDOLOGICAL MAPPING OF EACH PAVEMENT PROJECT INCLUDED IN THE STUDY WAS NOT CONCLUDED UNTIL 1968. THIRTY-FOUR PROJECTS, EACH HAVING ONE OF THREE DIFFERENT SURFACE COURSE TYPES AND LOCATED IN ONE OF SIX DIFFERENT MAJOR SOIL AREAS, WERE SELECTED FOR STUDY. TRAFFIC HISTORY WAS ALSO CONSIDERED. TESTING OPERATIONS INCLUDED: (1) PLATE BEARING, (2) FIELD CBR, (3) BENKELMAN BEAM, (4) BPR-TYPE ROUGHOMETER, (5) CONDITION SURVEYS, (6) THICKNESS MEASUREMENTS, (7) MATERIAL SAMPLING, AND (8) LIMITED LABORATORY TESTS OF MATERIALS. FIELD TESTING WAS GENERALLY CONDUCTED IN THE SPRING, SUMMER AND FALL OF EACH YEAR. RELATIONSHIPS DEVELOPED INCLUDE: (1) PAVEMENT STRUCTURE THICKNESS VERSUS PAVEMENT SYSTEM STRENGTH (UNIT LOAD ON 18-INCH PLATE AT 0.1-INCH GROSS DEFLECTION), (2) FIOELD CBR VERSUS PAVEMENT STRENGTH, (3) BENKELMAN BEAM DEFLECTION VERSUS PAVEMENT STRENGTH AND, (4) DEFLECTION AND STRENGTH VERSUS CONDITION RATING AND ROUGHNESS. A PAVEMENT THICKNESS DESIGN CURVE BASED ON THESE RELATIONSHIPS AND PERTINENT TRAFFIC INFORMATION IS DEVELOPED. FINALLY, FOR EACH PROJECT, THE ORIGINAL DESIGN THICKNESS IS COMPARED WITH ACTUAL THICKNESS AND THE THICKNESS FOUND BY THE NEWLY DEVELOPED METHOD. THE REQUIRED INCREASE IN THICKNESSES RANGES FROM 0 TO 7 INCHES BUT IN 70 PERCENT OF THE CASES, IS 3 INCHES OR LESS. /FHWA/]]></description>
      <pubDate>Sat, 11 Jan 2003 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/100221</guid>
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