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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>
    <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>A study of the probable causes of variation in the compressive strengths of cores cut from concrete pavements</title>
      <link>https://trid.trb.org/View/880246</link>
      <description><![CDATA[]]></description>
      <pubDate>Wed, 28 Jan 2009 18:04:31 GMT</pubDate>
      <guid>https://trid.trb.org/View/880246</guid>
    </item>
    <item>
      <title>Transverse Shear Including Skin Effect for Composite Sandwich with Honeycomb Sinusoidal Core</title>
      <link>https://trid.trb.org/View/805440</link>
      <description><![CDATA[Honeycomb fiber-reinforced polymer (HFRP) sandwich panels with sinusoidal core geometry have been used extensively for new construction and replacement of bridge decks. The core geometry used consists of large cavities and represents a new type of core configuration. This study deals with the behavior of HFRP panels under transverse shear considering skin effect and addresses 2 contributing factors due to shear and bending warping. Shear warping corresponds to the assumption of having a hinge connection between facesheet and core, and bending warping is induced for the assumption of a rigid connection. All prior studies have been focused mainly on shear warping, neglecting for the most part bending warping. A closed-form solution based on proper description of displacement field at the interface is derived considering shear warping. The accuracy of this solution is verified by finite-element (FE) results. The FE model is then applied to study bending warping effect, and also the core-facesheet constraint or interface bonding effect. The equivalent shear stiffness and stress distributions subject to skin effect are defined, and suggestions for future design considerations are given.]]></description>
      <pubDate>Fri, 30 Mar 2007 07:01:05 GMT</pubDate>
      <guid>https://trid.trb.org/View/805440</guid>
    </item>
    <item>
      <title>MECHANICS OF COMPOSITE SINUSOIDAL HONEYCOMB CORES</title>
      <link>https://trid.trb.org/View/748532</link>
      <description><![CDATA[Lightweight and heavy-duty fiber-reinforced polymer (FRP) composite honeycomb sandwich structures have been increasingly used in civil infrastructure. Unique cellular core configurations, such as sinusoidal core, have been applied in sandwich construction. Due to specific core geometry, the solutions for core effective stiffness properties are not readily available. This paper presents a mechanics of materials approach to evaluate the effective stiffness properties of sinusoidal cores. In particular, the internal forces of a curved wall in a unit cell are expressed in terms of resultant forces, and based on the energy method and principle of equivalence analysis, the in-plane stiffness properties of sinusoidal cores are derived. Both finite-element modeling and experimental testing are carried out to verify the accuracy of the proposed analytical formulation. To illustrate the present analytical approach as an efficient tool in optimal analysis and size selection of sinusoidal cores, several design plots are provided and discussed. The simplified analysis and formulation presented for sinusoidal cores can be used in design application of FRP honeycomb sandwich and optimization of efficient cellular core structures.]]></description>
      <pubDate>Tue, 18 Jan 2005 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/748532</guid>
    </item>
    <item>
      <title>THE EQUIVALENT CORE DIAMETER METHOD OF SIZE &amp; SHAPE CORRECTION IN POINT LOAD TESTING</title>
      <link>https://trid.trb.org/View/217879</link>
      <description><![CDATA[Developments in the point load test, which lead to the possibility of using relatively unprepared rock lumps, are reviewed. A method of correcting results obtained from non-standard sizes of core specimens, by multiplying by a factor, is described.  A method of correcting shapes which are not circular in cross-section, by calculating an "equivalent core diameter", is also described.  The wide ranges of possible test specimen source, shape and size, together with the choice of the most convenient calculation method are considered.  The general usefulness of the test is considered, with applications for compressive strength estimation, rock mass classification, estimation of triaxial behaviour and small scale physical model testing.(a) (Author/TRRL)]]></description>
      <pubDate>Wed, 25 Aug 2004 02:39:12 GMT</pubDate>
      <guid>https://trid.trb.org/View/217879</guid>
    </item>
    <item>
      <title>LEAKAGE THROUGH HORIZONTAL CRACKS IN THE CORE OF HYTTEJUVET DAM</title>
      <link>https://trid.trb.org/View/122553</link>
      <description><![CDATA[THE HYTTEJUVET DAM IS DESCRIBED AND AN ACCOUNT GIVEN OF THE UNFORESEEN HIGH LEAKAGE WHICH OCCURRED DURING THE FIRST FILLING OF THE RESERVOIR DURING THE CONSTRUCTION OF THE DAM, DIFFERENT TYPES OF CELLS FOR MEASURING PORE PRESSURES WERE INSTALLED. THE PORE PRESSURES REGISTERED DURING THE FIRST CONSTRUCTION SEASON WERE HIGH AND ON SEVERAL INSTALLATIONS UP TO APPROXIMATELY 100% OF THE OVERBURDEN. BASED UPON OBSERVATIONS OF PRESSURES IN THE CORE AND SETTLEMENTS OF THE CORE, IT IS POSTULATED THAT ARCHING OF THE CORE DEVELOPED AND THAT THE LEAKAGES WERE CAUSED BY HYDRAULIC SPLITTING OF THE CORE. REMEDIAL GROUTING OPERATIONS WHICH REDUCED THE LEAKAGE ARE DESCRIBED.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:55 GMT</pubDate>
      <guid>https://trid.trb.org/View/122553</guid>
    </item>
    <item>
      <title>ROCKFILL DAM OF PHYLLITE</title>
      <link>https://trid.trb.org/View/122516</link>
      <description><![CDATA[ON THE BASIS OF FIELD TESTS AND LABORATORY INVESTIGATIONS TUNNELSPOIL WAS USED BOTH AS CORE MATERIAL AND MATERIAL FOR THE SUPPORTING FILL AT SKJELINGAVATN DAM (PART OF THE VIKFALLI POWER SCHEME, VIK I SOGN, NORWAY). TUNNELS OF 5 SQUARE METERS AND 7.5 SQUARE METERS PROVIDED THE SPOIL CONSISTING OF PHYLLITE. THE PHYLLITE WAS PLACED IN 0.1 METER LAYERS IN THE CORE, COMPACTED AND CRUSHED BY 6 PASSES WITH A 14 TON TRACTOR. EACH LAYER WAS RIPPED AFTER 2 AND FOUR PASSES. THE SUPPORTING FILL WAS BUILT UP OF 1.0 METER LAYERS OF PHYLLITE, SLUICED AND PLACED WITHOUT ANY SPECIAL KIND OF COMPACTION. BESIDES ROUTINE TESTS IN THE SITE LABORATORY, IN SITU PERMEABILITY TESTS WERE PERFORMED. THE PERMEABILITY OF THE CORE WAS MEASURED TO APPROXIMATELY 6/1,000,000 CM/SEC. AND OF THE SUPPORTING FILL 3/1000 CM/SEC AFTER ONE YEAR OF OPERATION, THE DAM DOES NOT SHOW ANY TRACEABLE LEAKAGE. /NGI/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:46 GMT</pubDate>
      <guid>https://trid.trb.org/View/122516</guid>
    </item>
    <item>
      <title>THE USE OF GRANULAR SLAG SAND AND FLY ASH IN ROAD CONSTRUCTION BY THE SOIL-CEMENT TECHNIQUE</title>
      <link>https://trid.trb.org/View/122164</link>
      <description><![CDATA[A MIXTURE OF 50% GRANULAR SLAG, 44% FLY ASH AND 6% SLAG CEMENT HAS BEEN SUCCESSFULLY USED ON ROADS IN FRANCE. THE STABILIZED MATERIAL MIXED IN THE SAME WAY AS SOIL-CEMENT WAS LAID ON A FOUNDATION OF CLAYEY SHALE AND GIVEN A SURFACE DRESSING OF BITUMEN EMULSION AND CHIPPINGS. RESULTS ARE GIVEN OF TESTS ON SAMPLES MADE IN THE LAB AND ON CORES TAKEN FROM THE ROAD.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:42:21 GMT</pubDate>
      <guid>https://trid.trb.org/View/122164</guid>
    </item>
    <item>
      <title>SOME PROPERTIES OF SOIL TREATED WITH PORTLAND CEMENT</title>
      <link>https://trid.trb.org/View/122050</link>
      <description><![CDATA[THE SUBJECT IS CONSIDERED WITH REFERENCE TO THREE AIRFIELDS CONSTRUCTED DURING THE WAR IN NEW SOUTH WALES AND SOUTH AUSTRALIA. SOIL INVESTIGATIONS WHICH PRECEDED CONSTRUCTION ARE DEALT WITH AND DATA ARE GIVEN ON THE EXTENT OF CRACKING AND ON THE COMPRESSIVE STRENGTH OF CORES TAKEN FROM THE SOIL-CEMENT RUNWAYS. THE BEHAVIOR OF SOIL COLLOIDS IN CEMENT-STABILIZED SOIL IS BRIEFLY DISCUSSED.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:53 GMT</pubDate>
      <guid>https://trid.trb.org/View/122050</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>BEARING CAPACITY OF PILES IN SUBSIDENT LOESS SOILS</title>
      <link>https://trid.trb.org/View/121873</link>
      <description><![CDATA[TEST RESULTS ON PILES UNDER STATIC LOAD IN LOESS SOIL WITH UP TO 70 M SUBSIDENT LAYER THICKNESS ARE PRESENTED, AND SOME RECOMMENDATIONS ARE GIVEN FOR DETERMINING THEIR CAPACITY. IT HAS BEEN ESTABLISHED THAT PILES, ESPECIALLY WHEN DRIVEN ALL THE WAY THROUGH THE SUBSIDENT LAYER, HAVE AN ADEQUATE BEARING CAPACITY AND ARE SUITABLE FOR LARGE-SCALE CONSTRUCTION WORK. MOST ECONOMICAL ARE PIPE PILES WITH A SOIL CORE, WHOSE SPECIFIC BEARING CAPACITY EXCEEDS THAT OF SOLID PILES. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:09 GMT</pubDate>
      <guid>https://trid.trb.org/View/121873</guid>
    </item>
    <item>
      <title>POST-CONSTRUCTION BEHAVIOR OF ROUND BUTTE DAM</title>
      <link>https://trid.trb.org/View/121863</link>
      <description><![CDATA[THE 440-FT HIGH ROCKFILL DAM IN THE DEEP CANYON OF THE DESCHUTES RIVER IN CENTRAL OREGON WAS CONSTRUCTED OF BRITTLE, NONPLASTIC CORE MATERIAL, PROCESSED TRANSITION ZONES, AND ROCK, ON AN IRREGULAR FOUNDATION CONSISTING OF BASALT ROCK AND STRATIFIED SEDIMENTS CONTAINING OTHER STRATA OF BASALT ROCK. THE CONTROL OF SEEPAGE THROUGH THE OPEN- JOINTED AND MULTILAVERED BASALT WAS ONE OF SEVERAL DESIGN AND CONSTRUCTION PROBLEMS. SELECTION OF THE SITE, DAM DESIGN, AND PROVISIONS FOR CONTROL OF ABUTMENT SEEPAGE AND RELATED CONSTRUCTION ARE DESCRIBED. SETTLEMENT AND DEFLECTION OF THE DAM, ASSOCIATED LONGITUDINAL AND TRANSVERSE CRACKING, AND THE EFFECTIVENESS OF SEEPAGE CONTROL IN THE ABUTMENTS AS INDICTATED BY PIEZOMETRID AND SEEPAGE MEASUREMENTS, ARE CONSIDERED. /ASCE/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:07 GMT</pubDate>
      <guid>https://trid.trb.org/View/121863</guid>
    </item>
    <item>
      <title>ASPHALT MEMBRANES IN EXPRESSWAY CONSTRUCTION</title>
      <link>https://trid.trb.org/View/121820</link>
      <description><![CDATA[ENVELOPE-TYPE ASPHALT MEMBRANES PROVIDED EXCELLENT STABILIZATION OF PLASTIC EARTH FILLS FOR BRIDGE ABUTMENTS IN URBAN EXPRESSWAY CONSTRUCTION IN HOUSTON. TEST FILLS WERE OBSERVED OVER A 14-YEAR PERIOD WITH EXCELLENT FINDINGS. THE OBSERVATIONS INCLUDE DETAILED CONSTRUCTION RECORDS OF MOISTURE-DENSITY CONDITIONS, FOLLOWED BY ANNUAL CONTINUOUS CORE-DRILLING OF FILLS AND TESTING OF CORES FOR MOISTURE CONTENT, DENSITY, AND TRIAXIAL COMPRESSIVE STRENGTH. TEST HOLES PENETRATED THE ENTIRE DEPTH OF FILL AS WELL AS THE COMPACTED SUBGRADE BELOW FILLS. FOR COMPARISON, NEARBY SOILS OF THE SAME NATURE AS THE FILLS BUT NOT PROTECTED WITH THE ASPHALT MEMBRANES HAVE BEEN SAMPLED AND SIMILARLY TESTED AT INTERVALS AS FOUND CONVENIENT. OTHER OBSERVATIONS INCLUDED THE PHYSICAL APPEARANCE OF SUCH FILLS, LATERAL MOVEMENTS IN FILLS /OR MORE PROPERLY, THE LACK OF SUCH MOVEMENTS/, STABILITY OF THE MEMBRANES UNDER EXTREME DRYING CONDITIONS, AND THE APPEARANCE OF THE MEMBRANES WHEN EXPOSED DURING SUBSEQUENT STAGE CONSTRUCTION. ONE OF THE MOST STARTLING CONCLUSIONS FROM THESE PERFORMANCE OBSERVATIONS IS THAT THE MEMBRANE FILLS ARE IN MANY CASES MORE STABLE THAN CONCRETE PAVEMENTS PLACED ON THE FILLS. THE USE OF ASPHALT MEMBRANES IN EARTH FILLS IN EXPRESSWAY CONSTRUCTION IN HOUSTON REPRESENTS A MAJOR USE OF THIS TYPE OF DESIGN, HAVING BEEN USED ON 54 STRUCTURES REQUIRING 104 ABUTMENT FILLS OF VOLUME OF OVER 400,000 CUBIC YARDS AND TREATED WITH APPROXIMATELY 1,600,000 GALS OF GRADE OA-55 OIL ASPHALT. SURFACE AND BURIED TYPES OF ASPHALT MEMBRANES WERE ALSO USED WITH GOOD SUCCESS, AND THESE ARE DISCUSSED BRIEFLY WITH COMMENTS ON GENERAL PERFORMANCE AND DESIGN CRITERIA. COVERAGE OF 1 GAL PER SQ YD OF GRADE OA-55 OIL ASPHALT WAS FOUND TO BE SUFFICIENT TO MAINTAIN A CONTINUOUS MEMBRANE EVEN UNDER MOST ADVERSE CONDITIONS AND TO MAINTAIN ESSENTIALLY CONSTANT MOISTURE CONTENT, DENSITY, AND COMPRESSIVE STRENGTH IN THE FILLS THEY ENVELOP. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:40:57 GMT</pubDate>
      <guid>https://trid.trb.org/View/121820</guid>
    </item>
    <item>
      <title>AN INVESTIGATION INTO THE ACCURACY ACHIEVED IN MEASURING THE STATE OF COMPACTION OF CEMENT-BOUND GRANULAR MATERIAL</title>
      <link>https://trid.trb.org/View/121749</link>
      <description><![CDATA[AN INVESTIGATION WAS MADE DURING THE CONSTRUCTION OF A 5 MILE LENGTH OF MOTORWAY INTO THE EFFECT ON THE ACCURACY OF THE RESULTS OF THE SAND-REPLACEMENT METHOD OF VARIATIONS IN THE TIME BETWEEN COMPACTION AND THE MEASUREMENT OF THE DENSITY OF A CEMENT-BOUND GRANULAR BASE. A COMPARISON WAS ALSO MADE OF THE RESULTS OF DRY DENSITY MEASUREMENTS OBTAINED FROM CORES SUBSEQUENTLY CUT FROM THE BASE WITH THE RESULTS OF THE SAND-REPLACEMENT TESTS CARRIED OUT BY A TEAM FROM THE ROAD RESEARCH LABORATORY AND TWO SITE CONTROL TEAMS. THE EXPERIMENTAL PROCEDURE IS DESCRIBED. RESULTS OF THE DRY DENSITY MEASUREMENTS, MADE ON CORES CUT FROM THE BASE ARE COMPARED WITH THOSE OBTAINED BY MEANS OF THE SAND-REPLACEMENT METHOD. THE ARTICLE ALSO REFERS TO LABORATORY INVESTIGATIONS INTO THE EFFECT OF THE PARTICLE SIZE OF THE SAND USED IN THE SAND-REPLACEMENT TEST ON THE ACCURACY IN DETERMINING THE VOLUME OF A FACSIMILE OF A TEST HOLE. /RRL/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:40:39 GMT</pubDate>
      <guid>https://trid.trb.org/View/121749</guid>
    </item>
    <item>
      <title>EVALUATION OF SOIL-LIME STABILIZATION MIXTURES</title>
      <link>https://trid.trb.org/View/121710</link>
      <description><![CDATA[AS THE USE OF LIME FOR STABILIZATION OF BOTH FINE-GRAINED AND GRANULAR SOIL MATERIALS CONTINUES TO INCREASE EACH YEAR, SO DO THE REQUESTS FOR LIME CONTENT RECOMMENDATION. THIS INFORMATION IS NOT READILY AVAILABLE. MEMBERS OF OUR PROFESSION CUSTOMARILY TURN TO WHATEVER MEANS OF TESTING THAT IS AVAILABLE TO SEEK ANSWERS. THIS REPORT COMMENTS ON WAYS AND MEANS OF ANALYZING SOIL-LIME MIXTURES FROM THE FOLLOWING STANDPOINTS' /1/ STRENGTH AND P.I. TESTS ON CORES TAKEN FROM OLD ROADS, /2/ THE CRACKING PROBLEM FOR LIME- STABILIZED BASE COURSES, /3/ DEFLECTION TESTS, /4/ RELATION OF STRENGTH TO PERCENT OF LIME WITH EMPHASIS ON EFFECT OF CURING TIME, /5/ THE REHEALING PROPERTIES OF SOME MIXTURES, AND /6/ THE EFFECT OF MOISTURE, LIME CONTENT, PURITY OF LIME, AND FINENESS OF LIME ON EARLY LOSS OF COHESION IN RAW SOIL. THE REPORT INDICATES THAT CORE STRENGTHS ARE TWO AND ONE-HALF TO THREE TIMES AS GREAT AS WOULD BE OBTAINED UNDER NORMAL ROOM TEMPERATURE CURING PERIODS. THE REPORT ALSO CONCLUDES THAT FOR EQUAL PERCENTAGES OF THE FOUR TYPES OF LIMES STUDIED, THE FINER AND PURER THE LIME THE GREATER THE LOSS IN THE COHESION OF THE RAW GUMBO SOIL TESTED. THIS LOSS OF COHESION IS BELIEVED TO BE ONE OF THE KEY FACTORS INFLUENCING EFFICIENT AND ECONOMICAL MIXING IN THE FIELD. ON THE BASIS OF TESTING ROAD CORES, BOTH SHORT-AND LONG-TIME CURED LABORATORY SPECIMENS AND EARLY EFFECTS ON COHESION OF SOIL, A CHART FOR RECOMMENDED LIME CONTENTS IS PRESENTED. THE CHART INCLUDES THE PLASTICITY INDEX, AND THE PERCENT MINUS NO. 40 MESH, AND IS BASED ON THE USE OF A FAIRLY PURE FINE-HYDRATED LIME. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:40:30 GMT</pubDate>
      <guid>https://trid.trb.org/View/121710</guid>
    </item>
    <item>
      <title>SOIL-CEMENT CONSTRUCTION USING LOESS SOIL</title>
      <link>https://trid.trb.org/View/121687</link>
      <description><![CDATA[CONSTRUCTION OF APPROXIMATELY 26 MI OF SOIL-CEMENT BASE COMPOSED ENTIRELY OF CEMENT, WATER AND LOESS SOIL IS REPORTED. TWO PROJECTS ARE INVOLVED, THE FIRST, ON IOWA 37, WAS BUILT IN 1961, AND THE SECOND, ON IOWA 333, IN 1963. INFORMATION OBTAINED DURING THE CONSTRUCTION OF IOWA 37 BROUGHT ABOUT CHANGES IN CONSTRUCTION PROCEDURE AND SPECIFICATIONS, INCLUDING' /A/ CHANGING THE REQUIRED DENSITY FROM 90 TO 95 PERCENT OF THE MAXIMUM DENSITY AS DETERMINED BY AASHO STANDARD METHOD T99, /B/ ELIMINATING THE 0.05-FT TOLERANCE ON THE FINISHED BASE, /C/ DISALLOWING USE OF A SPIKE DRAG, AND /D/ CHANGING SURFACE TREATMENT FROM A SINGLE TO A DOUBLE BITUMINOUS SEAL. DATA RELATIVE TO ROUTINE AND SPECIAL TESTING ARE INCLUDED. A COMPARISON IS MADE BETWEEN THE RESULTS OF FREEZE AND THAW TESTING OF LABORATORY SPECIMENS AND CORES TAKEN FROM THE 12 EXPERIMENTAL BASE SECTIONS ON IOWA 37. A SIMILAR COMPARISON IS MADE FOR COMPRESSIVE STRENGTH. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:40:24 GMT</pubDate>
      <guid>https://trid.trb.org/View/121687</guid>
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