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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>
    </image>
    <item>
      <title>THE SHEAR DESIGN OF IN SITU REINFORCED CONCRETE BEAM-COLUMN JOINTS SUBJECTED TO MONOTONIC LOADING</title>
      <link>https://trid.trb.org/View/217909</link>
      <description><![CDATA[Research into in situ reinforced concrete joints has been almost exclusively restricted to the study of their behaviour under seismic loading.  Different research workers in different parts of the world have used widely differing cyclic loading patterns and this has led to inconsistencies in the proposals put forward for the design of a joint for shear.  Even for single-cycle (static or monotonic) loading, there is widespread disagreement on how a joint should be designed.  In this paper, a method is proposed for ultimate shear strength design for joints subjected to monotonic loading which gives reliable predictions for an extensive range of test results.  A proposal for predicting the serviceability limit state, or the diagonal cracking strength of a joint, which may be necessary for some designs is also given.  (Author/TRRL)]]></description>
      <pubDate>Wed, 25 Aug 2004 02:39:39 GMT</pubDate>
      <guid>https://trid.trb.org/View/217909</guid>
    </item>
    <item>
      <title>PRESTRESS LOSSES IN FULL-SCALE STRUCTURES</title>
      <link>https://trid.trb.org/View/214412</link>
      <description><![CDATA[Part 1 of the report describes the current theoretical methods for evaluating the time-dependent strains in concrete.  These are mainly due to creep and shrinkage in the concrete.  The importance of this is in evaluating the long-term losses in pretension in prestressed concrete elements.  Part 2 deals with the in-situ testing of large scale prestressed beams to assess their long term performance as regards prestress loss.  The structures tested were fouur 30 mm long bridge beams at Basingstoke and the intergrid roof system of a school building at Bromley. These resulted in generally higher prestress losses than would be predicted by the various code methods.  A major factor in the performance during demolition was the length over which the prestressing tendon debonded when it was cut. The implications of these results both on design of new structures and the demolition of existing ones, is discussed.  (Author/TRRL)]]></description>
      <pubDate>Wed, 25 Aug 2004 01:34:03 GMT</pubDate>
      <guid>https://trid.trb.org/View/214412</guid>
    </item>
    <item>
      <title>FUEL USAGE FACTORS FOR HIGHWAY CONSTRUCTION</title>
      <link>https://trid.trb.org/View/133522</link>
      <description><![CDATA[Data are summarized that were obtained from more than 400 highway contractors in response to action by a task force seeking to formulate fuel usage factors which would enable computation of fuel requirements for highway construction jobs.  The figures presented here are intended as guides in making job estimates.  The fuel factors represent gallons of fuel required per unit of construction.  Fuel requirements are presented for the three excavation items (earth, rock and other), and include the total of both diesel and gasoline.  The on-site aggregate production fuel usage factors must be used only when the contractor contemplates erecting a plant to produce aggregates for a particular project.  The usage factors for aggregate base include fuel for hauling, spreading, compacting and finishing the base.  The factor for asphalt concrete production includes all requirments to produce a ton of asphalt concrete, includeing the material handling at the plant site, drying and heating of aggregates, heated asphalt storage and generating power for all plant machinery.  The factors for both asphalt concrete hauling and placement represent the total fuel requirement for the item.  If both gasoline and diesel haul units are used, appropriate adjustments should be made.  Usage factors are also presented for production, hauling and placement of portland cement concrete.  Fuel usage factors and fuel requirements for structures and miscellaneous construction are also outlined.]]></description>
      <pubDate>Mon, 16 Aug 2004 06:57:32 GMT</pubDate>
      <guid>https://trid.trb.org/View/133522</guid>
    </item>
    <item>
      <title>FIELD STUDIES OF RESPONSE OF PEAT TO PLATE LOADING</title>
      <link>https://trid.trb.org/View/122650</link>
      <description><![CDATA[THIS PAPER PRESENTS THE RESULTS OF A SERIES OF SMALLSCALE FIELD TESTS CARRIED OUT TO INVESTIGATE THE IN SITU DEFORMATIONAL CHARACTERISTICS OF A SOFT PEAT, PARTICULARLY IN THE VICINITY OF A LOAD DISCONTINUITY. A 3-FT DIAM PLATE WAS USED TO APPLY LOADS TO THE SURFACE OF A 10-FT THICK STRATUM OF NONWOODY FINE FIBROUS PEAT WITH A MOISTURE CONTENT OF 950%. RATES AND MAGNITUDES OF SETTLEMENT, AND PORE PRESSURES AT FIVE POSITIONS WERE MEASURED AND COMPARED. FIELD RESULTS WERE SUPPLEMENTED BY DATA OBTAINED FROM A LIMITED NUMBER OF OEDOMETER-TYPE LABORATORY CONSOLIDATION TESTS, CONDUCTED WITH AND WITHOUT PORE PRESSURE MEASUREMENTS. THE GEOMETRY OF THE SETTLEMENT-LOGARITHMIC TIME PLOTS IS DESCRIBED. EMPHASIS IS PLACED ON THE PREVALENCE OF HORIZONTAL DRAINAGE AND ITS SIGNIFICANCE. THE DEPARTURE OF SOFT ORGANIC MATERIALS FROM THE PREDICTED BEHAVIOR AS BASED UPON THE LINEAR THEORY OF ELASTICITY IS DESCRIBED, AND POSSIBLE REASONS FOR LACK OF AGREEMENT ARE PRESENTED. /ASCE/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:44:19 GMT</pubDate>
      <guid>https://trid.trb.org/View/122650</guid>
    </item>
    <item>
      <title>FIRST IN SITU TREATMENT OF SILT WITH QUICKLIME IN A SINGLE THICK LAYER (FRENCH)</title>
      <link>https://trid.trb.org/View/122643</link>
      <description><![CDATA[DURING THE CONSTRUCTION OF A NEW ROAD THE NATURAL SOIL CONSISTING OF WET SILT WAS TREATED IN SITU BY QUICKLIME IN A SINGLE VERY THICK LAYER TO CONSTITUTE THE IMPROVED SUBGRADE OF THE PAVEMENT. THE MIXING MACHINE USED WAS OF AMERICAN MANUFACTURE AND TREATED THE SILT TO ABOUT 40 CM (MEASURED AFTER COMPACTING). THE ARTICLE GIVES AN ACCOUNT OF THE PRELIMINARY STUDIES, THE MATERIAL USED, THE PROGRESS OF THE WORK ON SITE, AND OBSERVATIONS MADE. STANDARD DEGREES OF PULVERIZATION OF THE SOIL AFTER MIXING SHOULD BE DEFINED, SO AS TO DISTINGUISH THE TREATMENT OF EMBANKMENTS FROM THE TREATMENT OF IMPROVED SUBGRADES. AN IMPROVEMENT OF PRESENT COMPACTING METHODS SHOULD BE STUDIED. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:44:17 GMT</pubDate>
      <guid>https://trid.trb.org/View/122643</guid>
    </item>
    <item>
      <title>EVALUATION OF DEEP IN-SITU SOIL STABILIZATION BY HIGH- PRESSURE LIME-SLURRY INJECTION</title>
      <link>https://trid.trb.org/View/122529</link>
      <description><![CDATA[DURING THE FALL OF 1965, A SOFT GLACIAL CLAYEY SILT DEPOSIT WAS PRESSURE-INJECTED WITH A HYDRATED LIME SLURRY TO DEPTHS OF 20 FEET TO DETERMINE THE EFFECTS OF THE LIME ON THE STABILIZATION OF THE FOUNDATION BENEATH A 40-FOOT HIGHWAY EMBANKMENT IN PENNSYLVANIA. FIELD SAMPLING PROGRAMS, VISUAL OBSERVATIONS AND LABORATORY TESTING PROGRAMS WERE CONDUCTED UP TO ONE YEAR AFTER THE LIME SLURRY WAS INJECTED. THE LABORATORY TESTING DATA ON TREATED AND UNTREATED LIME SAMPLES ARE DISCUSSED IN THIS PAPER. HIGH PRESSURE LIME- SLURRY INJECTION WAS MODERATELY SUCCESSFUL IN FORCING A SLURRY UNIFORMLY INTO THE SOFT CLAYEY SILT DEPOSIT. THE PHYSICAL CHARACTERISTICS OF THE TREATED SOIL GENERALLY APPEARED TO REMAIN UNCHANGED AFTER ONE YEAR OF IN-SITU CURING, WITH THE EXCEPTION OF THE SHEAR STRENGTHS WHICH INCREASED. THE RESULTS OF THE PROJECT REVEAL A DEFINITE UNSEFULNESS FOR THE HIGH PRESSURE LIME-SLURRY METHOD OF IN- SITU STABILIZATION IN COHESIVE SOILS. NEED FOR FURTURE INVESTIGATION LEADING TO SUCCESSFUL, PRATICAL DESIGN APPLICATIONS IS DISCUSSED. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:50 GMT</pubDate>
      <guid>https://trid.trb.org/View/122529</guid>
    </item>
    <item>
      <title>THE TESTING OF PULVERIZED FUEL ASH FROM SEVERAL SOURCES SUPPLIED TO ONE SITE</title>
      <link>https://trid.trb.org/View/122216</link>
      <description><![CDATA[THE CONTROL TESTING OF PULVERISED FUEL ASH FROM ONE SOURCE HAS A SET PROCEDURE, BUT IF THE ASH IS FROM SEVERAL SOURCES AND MIXED IN SITU TO FORM A FILL MATERIAL, CONTROLLING IT HAS ITS PROBLEMS. THE FOLLOWING OUTLINES A METHOD TO OVERCOME THIS USING STANDARD COMPACTION AT FIELD MOISTURE CONTENT AS CONTROL, AND ACCEPTING A PERCENTAGE OF THIS IN THE FIELD DRY DENSITY. USING A 4-IN. SAND REPLACEMENT TEST IN THE FIELD THERE IS ENOUGH MATERIAL RECOVERED TO FILL THE STANDARD COMPACTION MOULD. THIS MATERIAL WHEN RECOMPACTED IS USED COMPLETELY AS THE MOISTURE CONTENT SAMPLE. THE RATIO OF THE IN-SITU BULK DENSITY TO THE RECOMPACTED BULK DENSITY GIVES THE ANSWER ON COMPLETION OF THE LABORATORY TESTS WITHOUT HAVING TO WAIT FOR THE DRYING OUT OF THE MOISTURE CONTENT. /RRL/A/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:42:33 GMT</pubDate>
      <guid>https://trid.trb.org/View/122216</guid>
    </item>
    <item>
      <title>SOIL DENSITY TESTS EVALUATED</title>
      <link>https://trid.trb.org/View/122210</link>
      <description><![CDATA[OIL, SAND, AND WATER REPLACEMENT METHODS FOR IN-SITU SOIL DENSITY TESTS ARE COMPARED. THE SUPERIORITY OF THE WASHINGTON DENSOMETER OVER OTHER WATER-BALLOON APPARATUS, AS FAR AS ACCURACY, RELIABILITY, RANGE, AND TIME SAVING ARE CONCERNED, WAS PROVED IN NUMEROUS FIELD TESTS. /RRL/A/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:42:32 GMT</pubDate>
      <guid>https://trid.trb.org/View/122210</guid>
    </item>
    <item>
      <title>SOIL-CEMENT BASE COURSE FOR RUNWAY AT COVENTRY CIVIC AERODROME</title>
      <link>https://trid.trb.org/View/122161</link>
      <description><![CDATA[LABORATORY C.B.R. TESTS GAVE VALUES OF BETWEEN 16 AND 60% OVER THE GREATER PART OF THE RUNWAY AREA, THESE VALUES BEING SLIGHTLY LOWER FOR THE SOAKED CONDITION. THE MINIMUM DESIGN LOADING FOR THE RUNWAY WAS FIXED AT L.C.N. 45 FOR THE EXPECTED AIR TRAFFIC. ALLOWING FOR A MINIMUM C.B.R. VALUE OF 13% IN THE SUB-BASE, THE FLEXIBLE PAVING THICKNESS FOR THIS L.C.N. IS 15 IN. AND THIS IS MADE UP AS FOLLOWS: A 1-IN. WEARING COURSE OF HOT ROLLED ASPHALT, A 2-IN. BASE COURSE OF HOT ROLLED ASPHALT, A 6-IN. TOP LAYER OF SOIL-CEMENT (PLANT MIXED, SPREAD AND COMPACTED), A 6-IN. BOTTOM LAYER OF SOIL-CEMENT (PROCESSED IN SITU AND COMPACTED BY MIX-IN-PLACE SINGLE PASS TRAIN).]]></description>
      <pubDate>Sun, 15 Aug 2004 02:42:20 GMT</pubDate>
      <guid>https://trid.trb.org/View/122161</guid>
    </item>
    <item>
      <title>THE RELEVANCE OF THE TRIAXIAL TEST TO THE SOLUTION OF STABILITY PROBLEMS</title>
      <link>https://trid.trb.org/View/122038</link>
      <description><![CDATA[ACTUAL PROPERTIES OF COHESIVE SOILS MEASURED IN THE STANDARD UNDRAINED, CONSOLIDATED-UNDRAINED AND DRAINED TRIAXIAL TESTS ARE APPLIED TO THE SOLUTION OF MORE IMPORTANT CLASSES OF STABILITY PROBLEMS. THE FAILURE CRITERION CHOSEN AND THE SHEAR PARAMETER BY WHICH THEY ARE EXPRESSED ARE THOSE FOUND MOST CONVENIENT AND MOST APPROPRIATE TO THE METHODS OF STABILITY ANALYSIS USED. THE LOGICAL RELATIONSHIP OF THE VARIOUS STANDARD TESTS TO THE DIFFERENT CLASSES OF STABILITY PROBLEMS ARE PRESENTED AND ATTENTION DRAWN TO THE VARIOUS LIMITATIONS OF THE APPARATUS IN WHICH THE TRIAXIAL TEST IS USUALLY PERFORMED. THESE INCLUDE NON-UNIFORMITY OF STRESS AND STRAIN PARTICULARLY AT LARGE DEFORMATIONS, AND THE INABILITY OF THE APPARATUS TO SIMULATE THE CHANGES IN DIRECTION OF THE PRINCIPLE STRESSES WHICH OCCUR IN MANY PRACTICAL PROBLEMS. THE PRINCIPLE OF EFFECTIVE STRESS DISCOVERED BY TERZAGHI AND ITS EXPERIMENTAL INVESTIGATION ARE REVIEWED. IN SLOPE STABILITY PROBLEMS THE INFLUENCE OF PORE PRESSURE ON THE FACT OR OF SAFETY IS CONVENIENTLY EXPRESSED IN TERMS OF THE RATIO OF THE PORE PRESSURE TO THE WEIGHT OF MATERIAL OVERLYING THE POTENTIAL SLIP SURFACE. THE STANDARD TYPES OF TRIAXIAL TESTS, METHODS OF STABILITY ANALYSIS AND APPLICATIONS TO PRACTICAL PROBLEMS ARE DISCUSSED. A REVIEW OF CASE RECORDS PRESENTED INDICATES THAT EFFECTIVE STRESS ANALYSIS IS A GENERALLY VALID METHOD FOR ANALYZING ANY STABILITY PROBLEM AND IS PARTICUARLY VALUABLE IN REVEALING TRENDS IN STABILITY WHICH WOULD NOT BE APPARENT FROM TOTAL STRESS METHODS. HOWEVER, ITS APPLICATION AND PRACTICE IS LIMITED TO CASES WHERE THE PORE PRESSURES ARE KNOWN OR CAN BE ESTIMATED WITH REASONABLE ACCURACY. WHERE A SATURATED CLAY IS LOADED OR UNLOADED AT SUCH A RATE THAT THERE IS NO SIGNIFICANT DISSIPATION OF THE EXCESS PORE PRESSURES SET UP, THE STABILITY CAN BE DETERMINED BY TOTAL STRESS ANALYSIS, USING THE UNDRAINED STRENGTH OBTAINED IN THE LABORATORY OR FROM IN-SITU VANE TESTS. THE TWO METHODS OF STABILITY ANALYSIS REQUIRE THE MEASUREMENT OF THE SHEAR STRENGTH PARAMETERS, EFFECTIVE STRESS FAILURE ENVELOPE AND TOTAL STRESS IN TERMS OF EFFECTIVE STRESS ON ONE HAND AND THE UNDRAINED SHEAR STRENGTH UNDER THE STRESS CONDITIONS OBTAINED IN THE FIELD ON THE OTHER. THE RELIABILITY OF ANY METHOD CAN ULTIMATELY BE CHECKED ONLY BY MAKING THE RELEVANT FIELD MEASUREMENTS WHEN FAILURES OCCUR OR WHEN CONSTRUCTION OPERATIONS ARE LIKELY TO BRING A SOIL MASS NEAR TO LIMITING EQUILIBRIUM.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:50 GMT</pubDate>
      <guid>https://trid.trb.org/View/122038</guid>
    </item>
    <item>
      <title>EXPLORATORY RESEARCH IN BITUMINOUS SOIL STABILIZATION</title>
      <link>https://trid.trb.org/View/122021</link>
      <description><![CDATA[THE MECHANICS OF ASPHALTIC SOIL STABILIZATION ARE DISCUSSED BASED UPON THE MAJOR FOUR FACTORS FOR ANY GIVEN SOIL MATERIAL: (1) SOIL STATUS, (2) ASPHALTIC MATERIAL, (3) MIXING, AND (4) COMPACTION AND CURING. A METHOD OF BITUMINOUS STABILIZATION OF SOILS IS PRESENTED AS RELATED TO SOILS DEVELOPING APPRECIABLE DEGREES OF COHESIVENESS WHEN MOIST AND WHICH MAY BE STABILIZED BY THE PRINCIPLE OF WATERPROOFING. THIS METHOD IS BASED UPON THE THEORY THAT SOIL, WATER, AND BITUMINOUS MATERIAL, INCLUDING ASPHALT, MAY BE PLACED IN SUCH INDEPENDENT RELATIVE POSITIONS WITHIN A COMPACTED MASS OF MIXTURE SO THAT A DEFINITE SYSTEM EXISTS OR TENDS TO PREDOMINATE. THE SYSTEM CONSISTS ESSENTIALLY OF SOIL-WATER MIXTURES WHICH ARE WATERPROOFED BY BITUMINOUS FILMS HELD OR ABSORBED ON THEIR SURFACES. STABILIZATION BY WATERPROOFING MAY BE ACCOMPLISHED WITH: (1) RELATIVELY SMALL QUANTITIES OF BITUMEN, (2) A MINIMUM OF MIXER WORK AND TIME, (3) UTILIZATION OF THE ECONOMIES ACCRUING FROM INTERMEDIATE SOIL MOISTURE CONTENTS DURING MIXING AND COMPACTION, AND (4) THE MORE COMPLETE UTILIZATION OF SOILS IN SITU DUE TO THE GREATER RANGE OF SOILS WHICH MAY BE SUCCESSFULLY TREATED. THE BITUMINOUS STABILIZATION OF SOIL UTILIZING SUPPLEMENTARY ADMIXTURES WAS INVESTIGATED BY THE USE OF PORTLAND CEMENT, LIME, AND AQUEOUS SOLUTIONS OF CERTAIN HEAVY METAL SALTS. DATA PRESENTED INDICATE THAT STABILIZATION OF SOIL WITH MATERIALS AS CEMENT, CONSIST OF TWO SEPARABLE AND DISTINGUISHABLE FUNCTIONS, ONE AN ALTERATION OF SOIL CHARACTER REDUCING THE SENSITIVENESS OF THE SOIL TO PHYSICAL CHANGES INDUCED BY WATER, THE OTHER A CEMENTATION OF THE ALTERED PARTICLES OF SOIL INTO A WATER- TIGHT COHERENT MASS. THE FIRST FUNCTION MAY BE PRODUCED BY SMALL QUANTITIES OF CEMENT, AND THE SECOND BY BITUMEN, YIELDING A DUAL OR COMPOSITE FORM OF STABILIZATION POSSESSING HIGH STRENGTH, FLEXIBILITY, AND HIGH IMMUNITY TO ACTION OF WATER AND TEMPERATURE. THESE PRINCIPLES WERE APPLIED IN TWO PROCESSES, ONE A PRE-TREATMENT OF SOIL WITH CEMENT WHICH INCLUDED MIXING, WETTING, CURING, AND REPULVERIZATION, WHILE THE OTHER METHOD CONSISTED OF MIXING, IN CONSECUTIVE ORDER, THE MATERIALS SOIL, CEMENT, WATER, AND BITUMEN, FORMING A MIXTURE CAPABLE OF BEING IMMEDIATELY LAID AND COMPACTED. THE EFFECT OF DIFFERENT TYPES OF CEMENT UPON THE CHANGES INDUCED IN SOIL WERE DISCUSSED. THE CHARACTER OF THE REACTIONS INDUCED IN SOIL BY BOTH CEMENT AND LIME WERE DISCUSSED. THE EFFICIENCY OF LIME AS AN ADMIXTURE MATERIAL FOR BITUMINOUS STABILIZATION WAS STUDIED. THE ECONOMIC PRACTICALITY OF THE USE OF CEMENT AND LIME AS BITUMINOUS STABILIZATION ADJUNCTS WAS DISCUSSED WITH ATTENTION TO THE METHOD OF SOIL DILUTION BY AGGREGATE AS AN ALTERNATIVE.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:46 GMT</pubDate>
      <guid>https://trid.trb.org/View/122021</guid>
    </item>
    <item>
      <title>FLUIDIZATION PHENOMENA IN SOILS DURING VIBRO-COMPACTION AND VIBRO-PILE DRIVING AND - PULLING</title>
      <link>https://trid.trb.org/View/121930</link>
      <description><![CDATA[INVESTIGATIONS DEALING WITH RESPONSE OF SOILS TO SINUSOIDAL FORCE EXCITATION WERE CONDUCTED TO DETERMINE: (1) UNDER WHAT CONDITIONS FLUIDIZATION CAN BE OBTAINED, PARTICULARLY THE CORRELATION BETWEEN THE REQUIRED MAGNITUDE, DIRECTION AND FREQUENCY OF THE VIBRATORY SURFACE LOADS, AND (2) THE CHARACTER OF THE LIQUEFIED SOIL VOLUME WITH RESPECT TO DIMENSIONS AND SUSTAINABILITY. FLUIDIZATION, REPRESENTING THE CHANGE OF SOILS FROM A SOLID INTO A QUASIFLUID STATE BY MEANS OF VIBRATORY FORCES, IS DISCUSSED. THE HYDRODYNAMIC STATE IS OF PARTICULAR IMPORTANCE FOR VIBRATORY COMPACTION AND VIBRATORY-PILE DRIVING AND PULLING. EXPERIMENTS IN SITU AND IN THE LABORATORY ARE DESCRIBED. THE RESPONSE OF SOILS TO STATIC AND DYNAMIC LOADS WAS ANALYZED TO DETERMINE THE PREREQUISITES FOR LIQUEFACTION. RESULTS INDICATE THAT UNDER CERTAIN CONDITIONS A THIN DISCRETE ZONE IN THE IMMEDIATE VICINITY OF THE EXCITING SOURCE EXISTS WHICH SHOWS CHARACTERISTICS SIMILAR TO THOSE OF A VISCOELASTIC FLUID.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:23 GMT</pubDate>
      <guid>https://trid.trb.org/View/121930</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>MEASUREMENT OF ELASTIC AND STRENGTH PROPERTIES OF CEMENTED MATERIALS IN ROAD BASES</title>
      <link>https://trid.trb.org/View/121701</link>
      <description><![CDATA[RESULTS ARE PRESENTED OF MEASUREMENTS OF THE DYNAMIC ELASTIC PROPERTIES AND THE COMPRESSIVE AND FLEXURAL STRENGTHS OF LABORATORY SPECIMENS OF CEMENTED MATERIALS OF THE TYPE USED IN ROAD BASES AND SUBBASES. A SURFACE WAVE PROPAGATION METHOD IS DESCRIBED FOR MEASURING THE IN SITU MODULUS OF ELASTICITY OF CEMENTED LAYERS OF A ROAD. ESTIMATES OF THE STRENGTH OF THE UNCRACKED MATERIALS ARE MADE FROM EMPIRICAL RELATIONS OF THE TYPE DISCUSSED. REPETITIVE MEASUREMENTS AT THE SURFACE OF A ROAD BY THE SURFACE-WAVE PROPAGATION METHOD TO STUDY THE CHANGES IN THE ELASTIC PROPERTIES OF CEMENTED BASES ARE DISCUSSED. THE INFLUENCE OF THE RESULTS OF THESE MEASUREMENTS ON DESIGN CRITERIA FOR CEMENTED LAYERS OF A ROAD IS DISCUSSED BRIEFLY. IT IS CONCLUDED THAT THE TECHNIQUE USED CAN PROVIDE INFORMATION ON TENSILE STRESSES DEVELOPED IN CEMENTED ROAD BASES AND CAUSED BY THE PASSAGE OF TRAFFIC. IT PERMITS AN ESTIMATE TO BE MADE AS TO WHETHER THE BASE WILL DEVELOP CRACKS FROM THESE STRESSES. THE STRONGER THE MATERIAL, THE GREATER IS THE DISTANCE BETWEEN CRACKS, BUT IN THE ABSENCE OF REINFORCEMENT THERE IS ALSO A TENDENCY FOR THE CRACKS TO WIDEN GIVING POOR TRANSFERENCE OF SHEAR STRESSES AND PRODUCING REFLECTION CRACKS IN THE SURFACING. THE WEAKER CEMENTED MATERIALS BREAK DOWN TO GIVE A MATERIAL HAVING AN ELASTIC MODULUS COMPARABLE TO THAT OF THE ORIGINAL UNBOUND COMPACTED MATERIAL.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:40:27 GMT</pubDate>
      <guid>https://trid.trb.org/View/121701</guid>
    </item>
    <item>
      <title>COMPARISON OF SOIL-AGGREGATE MIXTURE STRENGTH BY TWO METHODS</title>
      <link>https://trid.trb.org/View/121681</link>
      <description><![CDATA[THIS INVESTIGATION WAS MADE TO PROVIDE DATA FOR COMPARING AND RELATING THE STRENGTH VALUES OF SOIL-AGGREGATE ROAD MATERIALS AS DETERMINED IN PLACE BY THE BURGGRAF SHEAR APPARATUS AND THOSE AS DETERMINED BY THE TRIAXIAL COMPRESSION TEST IN THE LABORATORY. A LARGE NUMBER OF SOIL- AGGREGATE SURFACE COURSE MATERIALS IN ILLINOIS WAS INCLUDED IN THE STUDY. BOTH PIT-RUN GRAVEL AND CRUSHED STONE MATERIALS WERE REPRESENTED. THE IN-PLACE STRENGTH OF THESE MATERIALS WAS DETERMINED ESSENTIALLY ACCORDING TO ASTM DESIGNATION' D-916-47T. THE TRIAXIAL COMPRESSION TESTS WERE PERFORMED ON SAMPLES TAKEN DIRECTLY FROM THE FIELD TEST POINTS AND REMOLDED TO THE SAME MOISTURE CONTENT AND DENSITY AS EXISTED DURING THE FIELD TEST. THE RESULTS OF THESE TESTS ARE PRESENTED AND ANALYZED. IT IS CONCLUDED THAT, WITHIN THE SCOPE OF THE TYPES AND CONDITIONS OF THE MATERIALS STUDIED, A DEFINITE RELATIONSHIP EXISTS BETWEEN THE STRENGTH VALUES DETERMINED BY THE TWO DIFFERENT METHODS. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:40:22 GMT</pubDate>
      <guid>https://trid.trb.org/View/121681</guid>
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