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    <title>Transport Research International Documentation (TRID)</title>
    <link>https://trid.trb.org/</link>
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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>An evaluation of performance-related properties for granular pavement materials using a polyacrylamide additive</title>
      <link>https://trid.trb.org/View/1493704</link>
      <description><![CDATA[The use of polymeric-based additives for stabilising pavement materials has increased rapidly in recent years. Advantages typically include a reduction in permeability, an increase in durability, a non-time dependent mixing phase, and the provision of flexibility. Polyacrylamide (PAM) is one such additive that has demonstrated such advantages. However, little research has been conducted on measuring performance improvements for pavement materials. Thus, the aim of this study was to assess the benefits of using a synthetic PAM additive to improve various performance-related properties for three types of pavement materials commonly used in the construction of unsealed roads in Australia. The three materials selected for testing were a Silty Gravel, a Clayey Sand and a Clayey Gravel. The addition of PAM was found to increase the unconfined compressive strength and dry density for all soil types. Furthermore, the addition of PAM also changed the failure mode from brittle to ductile, which will naturally increase the fatigue life of the pavement. Improvement in tensile strength of the stabilised samples was also noted. Scanning Electron Microscopy analysis results revealed a decrease in the quantity of loose particles and pore volume, and an increase in contact points between particles for the treated samples, which further verified the mechanical and physical improvements gained by adding PAM to unbound pavement materials.]]></description>
      <pubDate>Sun, 14 Jan 2018 17:58:09 GMT</pubDate>
      <guid>https://trid.trb.org/View/1493704</guid>
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    <item>
      <title>Geotechnical Characterization of a Clayey Soil Stabilized with Polypropylene Fiber Using Unconfined Compression and Resilient Modulus Testing Data</title>
      <link>https://trid.trb.org/View/798385</link>
      <description><![CDATA[The geotechnical characterization of a clayey soil and its mixture with polypropylene fiber are the focus of this paper.  The laboratory testing program was directed to: (1) analyze the influence of fiber content and fiber length on the unconfined compression strength of a clayey soil in order to determine optimum parameters to be used in repeated-loading tests; (2) analyze the influence of fiber on the resilient modulus of the clayey soil, according to the Brazilian standard DNER-ME 131/94; and (3) adding fiber to the soil, which is also responsible for substantial decrease in its resilient modulus values, and produces a composite that can be useful in road engineering practice.  The laboratory testing data supports that the mechanical response of the composite is fiber content and fiber length dependent and that the addition of fiber to the soil substantially improves its unconfined compressive strength.]]></description>
      <pubDate>Tue, 30 Jan 2007 13:32:08 GMT</pubDate>
      <guid>https://trid.trb.org/View/798385</guid>
    </item>
    <item>
      <title>GYRATORY COMPACTION OF SOIL: REPORT 1, PIT-RUN CLAY GRAVEL, DATA REPORT</title>
      <link>https://trid.trb.org/View/122559</link>
      <description><![CDATA[TESTS WERE PERFORMED TO DETERMINE THE EFFECT OF THE GYRATORY COMPACTOR'S THREE VARIABLES (ANGLE OF GYRATION, VERTICAL PRESSURE, AND NUMBER OF REVOLUTIONS) ON COMPACTION CHARACTERISTICS OF PIT-RUN CLAY GRAVEL. GYRATORY MOISTURE- DENSITY RELATIONS WERE DETERMINED BY MAINTAINING TWO OF THE THREE VARIABLES CONSTANT WHILE THE THIRD WAS ALLOWED TO VARY THROUGH A PREDETERMINED RANGE. THIS PROCEDURE WAS REPEATED FOR EACH VARIABLE. OTHER INFORMATION OBTAINED FROM THE TESTS INCLUDED SAMPLE REBOUND AFTER GYRATION, CALIFORNIA BEARING RATIOS INDICATING COMPARATIVE SOIL STRENGTH, STATIC-PRESSURE COMPACTION, REPRODUCIBILITY OF GYRATORY COMPACTION RESULTS, AND AMOUNT OF AGGREGATE DEGRADATION. THE DATA FROM GYRATORY COMPACTED SAMPLES DEMONSTRATED EXCELLENT REPRODUCIBILITY OF COMPACTION CHARACTERISTICS. REPRODUCIBILITY OF CBR TEST RESULTS, HOWEVER, WAS INCONCLUSIVE BECAUSE OF THE AGGREGATE EFFECT ON PISTON PENETRATION. THESE DATA ARE TO BE USED LATER IN EXPLORING THE USE OF THE GYRATORY COMPACTOR IN THE DESIGN OF PAVEMENT STRUCTURES. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:57 GMT</pubDate>
      <guid>https://trid.trb.org/View/122559</guid>
    </item>
    <item>
      <title>EFFECT OF ROCK CONTENT ON COMPACTION CHARACTERISTICS OF CLAVEY GRAVEL</title>
      <link>https://trid.trb.org/View/119517</link>
      <description><![CDATA[RESULTS ARE PRESENTED OF COMPACTION STUDIES WHICH HAVE BEEN CONDUCTED BY THE CALIFORNIA DEPARTMENT OF WATER RESOURCES ON THE VERY ROCKY SOIL SELECTED FOR THE IMPERVIOUS CORE OF THE OROVILLE DAM IN CALIFORNIA. THE MATERIAL STUDIED WAS A CLAYEY SAND TO CLAYEY GRAVEL CONTAINING A PERCENTAGE OF PLUS NO. 4 U.S. STANDARD SIEVE SIZE VARYING UP TO 65 PER CENT BY DRY WEIGHT OF TOTAL SAMPLE. CONSIDERABLE ATTENTION WAS PAID TO EFFECT ON COMPACTION CHARACTERISTICS OF VARYING MAXIMUM PARTICLE SIZE, MOULD DIAMETER, AND HAMMER SIZE AND WEIGHT COMPARISONS WERE MADE BETWEEN THE MOISTURE-DENSITY RELATIONSHIP AS DETERMINED BY TEST AND AS COMPUTED USING A THEORETICAL ROCK CORRECTION FACTOR. FAMILIES OF CURVES WERE DEVELOPED WHICH SHOWED THE INFLUENCE OF MOISTURE CONTENT OF THE MINUS NO. 4 FRACTION ON TOTAL SAMPLE DRY DENSITY. THE TEST RESULTS SUPPORT FINDINGS BY OTHERS THAT TOTAL SAMPLE MAXIMUM DENSITIES DEVIATE FROM THEORETICALLY COMPUTED VALUES BASED ON THE SOIL FRACTION AT RELATIVELY LOW ROCK CONTENTS. FOR TESTS ON THE MINUS 1 1/2-IN. FRACTION, HOWEVER, A VERY SMALL CORRECTION FACTOR IS NEEDED. THE PLASTICITY OF THE SOIL FRACTION IS SHOWN TO HAVE A NOTICEABLE EFFECT ON THE TOTAL SAMPLE MAXIMUM DENSITY. THE PAPER WAS PRESENTED AT THE 67TH ANNUAL MEETING OF THE SOCIETY. /RRL/A/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:22:58 GMT</pubDate>
      <guid>https://trid.trb.org/View/119517</guid>
    </item>
    <item>
      <title>INSTALLATION SURVIVABILITY OF FLEXIBLE GEOGRIDS IN VARIOUS PAVEMENT SUBGRADE MATERIALS</title>
      <link>https://trid.trb.org/View/715894</link>
      <description><![CDATA[An on-site installation survivability study of polyvinyl chloride-coated polyester flexible geogrids from a single manufacturer, placed in three types of commonly used pavement subgrade material, was performed to evaluate the amount and degree of installation damage.  A series of single-rib strength tests, in-isolation junction strength tests, and wide-width tensile tests was performed to evaluate the strength of reduction due to the installation procedure.  The results of the study indicated that installation damage to a flexible geogrid is a function of grain size distribution and angularity of backfill materials, and lift thickness.  The test results showed that the tensile strength retained for flexible geogrids placed within clayey gravel, poorly graded silty gravel, and well-graded crushed stone gravel is 84% to 95%, 66% to 88%, and 57% to 88%, respectively.  The reduction factor for tensile strength due to installation damage is related significantly to soil type and varies from 1.05 to 1.74.  The retained strength of junction for flexible geogrid ranges from 71% to 100% for various types of subgrade material.  The reduction factor for junction strength due to installation damage varies from 1.00 to 1.40 for different types of soil.  Additionally, 2% of the maximum load is recommended as the preload for single-rib tensile strength test.  Comparison of the test results shows that wide-width tensile strength of the test geogrids is about 10% to 20% lower than that obtained from single-rib tensile strength tests.]]></description>
      <pubDate>Fri, 25 Jan 2002 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/715894</guid>
    </item>
    <item>
      <title>THE USE OF PORE PRESSURE COEFFICIENTS IN PRACTICE</title>
      <link>https://trid.trb.org/View/123791</link>
      <description><![CDATA[THE USE OF PORE-PRESSURE COEFFICIENTS IS BRIEFLY ILLUSTRATED IN TERMS OF THE PORE-PRESSURE CHANGES WHICH OCCUR IN THE IMPERVIOUS FILL OF AN EARTH DAM DURING CONSTRUCTION AND DURING RAPID DRAW-DOWN. EQUATIONS ARE GIVEN FOR PORE-PRESSURE COEFFICIENTS. REPRESENTATIVE VALUES ARE GIVEN TO INDICATE THE RANGE WITHIN WHICH THE B COEFFICIENT SHOULD LIE FOR A SANDY CLAY AND A CLAY-GRAVEL PLACED ON THE WET SIDE OF THE OPTIMUM MOISTURE CONTENT. THE INITIAL PORE PRESSURE ON RAPID DRAW-DOWN MAY BE ESTIMATED IN TERMS OF THE REDUCTION IN THE PRINCIPAL STRESSES DUE TO THE REMOVAL OF THE WATER LOAD. TESTS SHOW THE MARKED INFLUENCE ON THE PORE PRESSURE OF THE CHANGE IN SHEAR STRESS. IT APPEARS POSSIBLE THAT THE LOWER B COEFFICIENT VALUES MAY BE ASSOCIATED WITH SHEAR STRESSES WHOSE MAGNITUDE IS INSUFFICIENT TO LEAD TO DRAW-DOWN FAILURE.]]></description>
      <pubDate>Fri, 09 Dec 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/123791</guid>
    </item>
    <item>
      <title>SEALING THE LAGOON LINING AT TREASURE ISLAND WITH SALT</title>
      <link>https://trid.trb.org/View/106525</link>
      <description><![CDATA[FINE-TEXTURED EARTH MATERIALS, SUCH AS CLAY OR CLAYEY SAND AND GRAVEL, ARE POTENTIALLY IMPERVIOUS TO WATER. SOMETIMES, HOWEVER, EXPERIENCE IN THE USE OF SUCH MATERIAL FOR WATERTIGHT CONSTRUCTION HAS BEEN DISAPPOINTING. IN SOME CASES, CLAY MEMBRANES PLACED WITH THE GREATEST OF CARE HAVE BEEN FOUND TO BE SEMI-PERVIOUS AND HAVE FAILED TO PERFORM THE FUNCTION FOR WHICH THEY WERE DESIGNED. THIS PAPER DESCRIBES SUCH AN EXPERIENCE AT TREASURE ISLAND, THE SITE OF THE GOLDEN GATE INTERNATIONAL EXPOSITION IN SAN FRANCISCO BAY, CALIFORNIA, AND THE SIMPLE METHOD IN WHICH THE DEFECT WAS REMEDIED BY UTILIZING AN ELECTRO-CHEMICAL PHENOMENON OF COLLOIDAL CLAY. THE PAPER DESCRIBES THE NOVEL METHOD BY WHICH THE 10-IN. CLAY LINING OF THE BOTTOM OF THE SEVEN-ACRE FRESH-WATER LAGOON WAS SEALED BY A PRIMING OF SALT WATER PUMPED IN FROM THE BAY. THE LINING WAS COMPACTED BY USE OF A 14-TON FLAT ROLLER, BUT WITH COMPARATIVELY LOW AVERAGE DENSITY AND INCLUSION OF CONSIDERABLE AIR. INITIAL SEEPAGE LOSS FROM FRESH WATER IN A TEST POOL WAS 1.00 IN. PER DAY. THIS WAS REDUCED TO 0.10 IN. PER DAY BY THE SALT WATER TREATMENT DESCRIBED HEREIN. /AUTHOR/]]></description>
      <pubDate>Fri, 22 Jul 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/106525</guid>
    </item>
    <item>
      <title>A SUMMARY OF LOAD TRANSMISSION TESTS ON FLEXIBLE PAVING AND BASE COURSES</title>
      <link>https://trid.trb.org/View/104579</link>
      <description><![CDATA[THE LOAD TRANSMISSION APPARATUS PROVIDES A MEANS OF CONDUCTING LOAD TESTS ON FULL-SCALE PAVEMENT SECTIONS UNDER LABORATORY CONDITIONS. A SEGMENTED LOADING PLATFORM SUPPORTED BY COIL SPRINGS IS SUBSTITUTED FOR THE NATURAL SUBGRADE TO INSURE CONSTANT TEST CONDITIONS OVER LONG PERIODS, AND TO PERMIT QUICK AND ACCURATE MEASUREMENT OF VERTICAL STRESSES TRANSMITTED THROUGH THE PAVEMENT. FOR A GIVEN APPLIED LOAD, THE MAXIMUM STRESS ON THE SUBGRADE PROVIDES A CONVENIENT MEANS OF COMPARING THE EFFICIENCIES OF VARIOUS PAVEMENT SECTIONS OR EVALUATING THE EFFECTS OF VARIOUS DESIGN VARIABLES. THE RELATIONSHIP OF SUBGRADE CONTACT AREA, AND RESPECTIVE STRENGTHS (OR STIFFNESSES) OF PAVEMENT AND SUBGRADE. AN ANALYSIS OF 814 LOADING TESTS ON 123 PAVEMENT SECTIONS VERIFIES THE ESSENTIAL CORRECTNESS OF THEORETICAL STUDIES AND PROVIDES NUMERICAL VALUES FOR USE IN DESIGN OR FOR FURTHER STUDY. THESE VALUES ARE GIVEN IN CHART FORM, AND REPRESENT A GENERALIZATION OF ALL PERTINENT TEST DATA. THEY MAY BE USED DIRECTLY IN A METHOD OF PAVEMENT THICKNESS DESIGN BASED ON A LIMITING SUBGRADE STRESS OR DEFLECTION, OR TO EXTEND EMPIRICAL DESIGNS INTO AREAS NOT ADEQUATELY COVERED BY SERVICE EXPERIENCE. THE TRIAXIAL TEST WAS USED TO COMPARE STRENGTHS OF THE VARIOUS MATERIALS (GRAVEL, CLAY-GRAVEL, SAND, LIMESTONE, SLAG, AND ASPHALTIC CONCRETE) USED IN THE PAVEMENT SECTIONS. ALTHOUGH FURTHER CORRELATION STUDIES ARE IN PROGRESS, THE METHOD OUTLINED IN THIS AND PREVIOUS PAPERS IS CONSIDERED ADEQUATE FOR DESIGN PURPOSES. THE VALIDITY OF THE TEST DATA FOR USE IN HIGHWAY PAVEMENT DESIGN WILL BE CHECKED BY CORRELATION WITH RESULTS OF TRAFFIC TESTS ON THE AASHO TEST ROAD. /AUTHOR/]]></description>
      <pubDate>Thu, 28 Apr 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/104579</guid>
    </item>
    <item>
      <title>A MECHANISTIC MODEL FOR STRENGTH AND FATIGUE OF CEMENT-TREATED SOILS</title>
      <link>https://trid.trb.org/View/182170</link>
      <description><![CDATA[A mechanistic model for strength and fatigue of cement-treated soils is developed using the Griffith failure theory for the purpose of understanding the structural behavior of cement-treated bases in pavements. Failure under static loads is assumed to occur when the tensile stress at the tip of the most critically oriented flaw reaches a value characteristic of the material.  This static failure model is used to study fatigue behavior under repeated stresses.  Results of repeated-load triaxial tests on a clayey gravel soil cement are used to define fatigue failure criteria for cement-treated soils.  The analytical fatigue model developed is used to derive a cumulative damage hypothesis.  According to this hypothesis, fatigue behavior under compound loading depends on the sequence and magnitude of applied loads and the curing age of the cement-treated material.  The hypothesis also suggests that Miner's rule could lead to unconservative predictions of fatigue life under random loading conditions.  (Author)]]></description>
      <pubDate>Tue, 30 Nov 1982 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/182170</guid>
    </item>
    <item>
      <title>FROST HEAVE MEASUREMENTS OF LIME-MODIFIED SOIL FROM THE OTTAWA AREA IN THE LABORATORY</title>
      <link>https://trid.trb.org/View/165311</link>
      <description><![CDATA[During the construction of Highway 417 in the Ottawa area between 1976 and 1979, considerable amounts of clayey material were treated with high-calcium lime to improve the workability, most ot the treatment being carried out using small percentages of lime and a "cut-and-fill" technique.  Frost heaving occurred in numerous areas along the highway during the winter of 1978-79, principally between Highway 17 and Goulborn Rd. (Reg. Rd. 16), with severe pavement distortion resulting. Ice lenses were observed in a couple of test pits, and in the spring, large amounts of water appeared in and around the areas of maximum heaving.  Data on the frost heaving characteristics of these lime modified materials was obtained using the laboratory facilities of Ontario Hydro.  It is now apparent that the frost heaving characteristics of these materials should be studied in conjunction with the other design parameters to allow more successful implementation in field problems.  (Author)]]></description>
      <pubDate>Wed, 16 Sep 1981 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/165311</guid>
    </item>
    <item>
      <title>THE INFLUENCE OF BOUNDARY PORE PRESSURES ON FIELD RATES OF CONSOLIDATION-A CASE STUDY</title>
      <link>https://trid.trb.org/View/35389</link>
      <description><![CDATA[The taxiway and runway embankments for the 2,200 foot westward extention of Runway 10R-28L at the Portland International Airport in Portland, Oregon are founded on a 45 foot thick clayey silt deposit, adjacent to the Columbia River.  The silt layer is underlain by a deposit of uniform fine sand.  The taxiway and runway embankments were instrumented with 13 settlement plates and 3 piezometers, with the latter located at the quarter points in the clayey silt.  Variations in the boundary pore pressures were documented and the influence of these variations on the measured rate of consolidation has been evaluated.  The data suggest that the underlying sand layer responds quickly to variations in the Columbia River level and that this variation in boundary pore water can seriously retard the measured rate of consolidation.]]></description>
      <pubDate>Wed, 10 Mar 1976 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/35389</guid>
    </item>
    <item>
      <title>PERMEABILITY STUDIES OF ARGILLACEOUS ROCKS</title>
      <link>https://trid.trb.org/View/140366</link>
      <description><![CDATA[Because the rate of water movement in argillaceous rocks depends considerably on the conditions of measurement, the only permeability measurements of practical field significance for these rocks are those obtained while the sample was held at temperatures and pressures that duplicated natural subsurface conditions as closely as possible.  In laboratory measurements decribed in this report, the permeabilities of argillaceous rocks from the lower Cretaceous of western Canada ranged from 10 to the minus 7 power to 10 to the minus 4 powermillidarcy decreasing as the rocks became more clayey.  Since argillaceous rocks tend to be compressible, flow rates through these rocks were dependent upon the difference between confining and average fluid pressures.  Furthermore, the flow rates changed more with temperature than would be expected from the normal changes of water viscosity with temperature.  This anomalous flow behavior suggests that the water in clayey rocks has a structure that is different from the structure of bulk water.]]></description>
      <pubDate>Tue, 11 Feb 1975 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/140366</guid>
    </item>
    <item>
      <title>FIELD TESTING OF THE COEFFICIENT OF LATERAL SUBGRADE REACTION IN GRAVELLY CLAY</title>
      <link>https://trid.trb.org/View/125672</link>
      <description><![CDATA[FIELD TESTING OF THE COEFFICIENT OF LATERAL SUBGRADE REACTION IN GRAVELLY CLAY WAS CARRIED OUT IN CONNECTION WITH THE DESIGN OF BRIDGE FOOTINGS SUBJECTED TO RELATIVELY HIGH HORIZONTAL FORCES. THE BRIDGE WAS RATHER SENSITIVE TO LATERAL MOVEMENTS. THE SOIL PROFILE WAS COMPOSED OF A TOP LAYER OF THE SAME CLAY MIXED WITH A LARGE PERCENTAGE OF GRAVEL BOULDERS. THE FOUNDATIONS OF THE BRIDGE CONSISTED OF A BLOCK FOOTING AT A DEPTH OF ABOUT 2 M. THE FOOTING WAS DESIGNED TO HAVE A KEY EXTENDING ONE METER UNDERNEATH IT TO DECREASE LATERAL PRESSURES AND MOVEMENTS. A FIELD EXPERIMENT, CONSISTING OF TWO DIFFERENT PLATES PLACED ONE AGAINST THE OTHER IN A TRENCH AND LOADED, WAS CARRIED OUT. THE ACTUAL MOVEMENTS OF THE BRIDGE FOOTINGS IN BOTH VERTICAL AND HORIZONTAL DIRECTIONS WERE MEASURED IMMEDIATELY AFTER THE REMOVAL OF THE FORMS AND AFTER ONE YEAR OF THE BRIDGE OPERATION. THE RESULTS OF THE MEASUREMENTS WERE COMPARED WITH THE MOVEMENTS ANTICIPATED FROM THE EXPERIMENTAL RESULTS, AS WELL AS WITH A THEORY APPLYING THE COEFFICIENT OF ELASTIC UNIFORM SHEAR UNDERNEATH THE FOOTING. THE COMPARISON SHOWED FAIRLY GOOD AGREEMENT BETWEEN THE VARIOUS METHODS USED FOR PREDICTION OF THE MOVEMENTS AND THE ACTUAL ONES. /AUTHOR/]]></description>
      <pubDate>Wed, 14 Nov 1973 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/125672</guid>
    </item>
    <item>
      <title>SELECTION OF MATERIALS FOR BASE AND SURFACE TREATMENTS</title>
      <link>https://trid.trb.org/View/110771</link>
      <description><![CDATA[BITUMINOUS SURFACE TREATMENTS HAVE BEEN APPLIED SINCE 1923 TO 235 MILES OF SOUTH CAROLINA HIGHWAYS. THE OLD SURFACING MATERIAL WAS OF THREE TYPES: "TOP SOIL," WHICH IS TYPICALLY A VERY SMALL-SIZED GRAVEL WITH A SAND-CLAY MIXTURE AS BINDER AND OCCURRING IN DEPTHS OF 8--12 INCHES, CHIEFLY ON HILLS OR KNOLLS; "SAND CLAY," A NATURAL OR ARTIFICIAL MIXTURE OF SAND AND CLAY; AND "CLAY GRAVEL," A SURFACING THAT HAS FEW PEBBLES OVER 1/3 INCH IN DIAMETER AND THAT USES A SAND-CLAY MIXTURE AS BINDER. PRACTICES AND SPECIFICATIONS ARE DESCRIBED, AND CONCLUSIONS ARE DRAWN REGARDING THE TECHNIQUES TO BE USED.]]></description>
      <pubDate>Sun, 25 Jul 1971 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/110771</guid>
    </item>
    <item>
      <title>SOIL STABILIZATION ON A NATIONAL ROAD CONSTRUCTION SITE IN TESSIN /IN GERMAN/</title>
      <link>https://trid.trb.org/View/119709</link>
      <description><![CDATA[THE FILLING OF A 20 M HIGH ROAD EMBANKMENT WHICH WAS REQUIRED TO HAVE OPTIMUM BEARING CAPACITY AND DENSITY IS DESCRIBED. BECAUSE OF THE LIMITED TIME AVAILABLE, WORK HAD TO BE CARRIED OUT IN WINTER ON THE IN-SITU CLAYEY-SILTY GRAVEL MIXED WITH ERRATIC ROCKS, DESPITE THE FACT THAT THE GRAVEL WAS TOO WET TO BE COMPACTED PROPERLY. THE ADMIXTURE OF QUICKLIME FOR THE PURPOSE OF STABILIZATION BROUGHT ABOUT ALTERATIONS IN THE STRUCTURE AND ALSO DECREASED THE NATURAL MOISTURE CONTENT, THUS ENABLING CONSTRUCTION PROGRAM TO BE DEVELOPED EVEN WHEN THERE WAS HEAVY FROST. IT WAS NOTED THAT DOUBLE THE AMOUNT OF LIME WAS REQUIRED WHEN THERE WAS FOG OR WHEN TEMPERATURES WERE VERY LOW. /FG/RRL/]]></description>
      <pubDate>Tue, 22 Jun 1971 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/119709</guid>
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