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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>
    <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>
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      <link>https://trid.trb.org/</link>
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    <item>
      <title>STUDY OF CRUSHING MATERIALS ESPECIALLY OF THE CRUSHING STRENGTH OF PARTICLES</title>
      <link>https://trid.trb.org/View/1078057</link>
      <description><![CDATA[THE AIM OF THE STUDY DESCRIBED WAS TO VERIFY THE VALIDITY OF SOME ASSUMPTIONS WIDELY USED IN MODELS AND TO DETERMINE THEIR INFLUENCE ON RESULTS OF SIMULATED CRUSHING TESTS. THE STUDY USED MAINLY RESULTS OF BATCH CRUSHING TESTS IN A LABORATORY CRUSHER AND RESULTS OF CRUSHING TESTS ON PARTICLES OF IRREGULAR SHAPE FROM CALCITE, QUARTZ AND FELSPAR. A MODEL IS SUGGESTED WHICH FACILITATES THE DETERMINATION OF CRUSHING PARAMETERS WITHOUT SECONDARY CRUSHING. A THREE-PARAMETER EQUATION IS DERIVED TO FACILITATE COMPARISONS. THE RESULTS OBTAINED SHOW THE RELATION BETWEEN CRUSHING PARAMETERS AND THE SIZE OF PARTICLES. A SPECIAL STUDY WAS MADE OF THE RELATION BETWEEN TOO CRUSHING PARAMETERS AND ONE MECHANICAL CHARACTERISTICS (AVERAGE FAILURE LOAD) OF THE PARTICLES. THE CHARACTERISTICS OF THE PARTICLES OBTAINED AFTER CRUSHING ARE COMPARED WITH THOSE OF THE ORIGINAL PARTICLES CRUSHED. THIS  ARTICLE IS IN FRENCH.]]></description>
      <pubDate>Sun, 21 Nov 2010 16:41:18 GMT</pubDate>
      <guid>https://trid.trb.org/View/1078057</guid>
    </item>
    <item>
      <title>APPLICATION OF A SURFACE DRESSING AS A MAINTENANCE FOR AN ENGINEERING STRUCTURE- CONCRETE SLAB- ORTHOTROPIC SLAB</title>
      <link>https://trid.trb.org/View/1075005</link>
      <description><![CDATA[THE RICHEMONT BRIDGE ON THE A31 METZ-THIONVILLE MOTORWAY IS A TWO-DECK METAL STRUCTURE. ONE OF THE DECKS IS COMPOSITE PRESTRESSED CONCRETE SLABS ON  METAL GIRDERS), THE OTHER CONSISTS OF AN ORTHOTROPIC SLAB. IN 1972, THE ORTHOTROPIC SLAB, WHICH HAD A VARNISH-MASTIC-BITUMINOUS MIXTURE SURFACING,  SHOWED LONGITUDINAL CRACKS, AND THE COMPOSITE (SURFACING BEING HOT-COATED SAND ASPHALT) SOME LOCALIZED CRACKS AND NUMEROUS SMALL CAVITIES. THREE SOLUTIONS WERE ENVISAGED: 1 REMOVAL OF THE SURFACING, SANDING AND APPLICATION OF NEW SURFACING; 2 INJECTION IN CRACKS; 3 APPLICATION ON THE EXISTING SURFACING OF A SURFACE DRESSING AFTER FILLING OF THE CRACKS. THE LAST OPTION WAS CHOSEN. THE BINDER USED CONTAINS THIOELASTOMER BITUMEN AND HIGH-QUALITY HARD AGGREGATES (ANDESITE). THE CRACKS IN THE ORTHOTROPIC SLAB WERE INJECTED WITH HOT IMPREGNATION TAR, IN THE PRESTRESSED CONCRETE SLAB WITH THIOELASTOMER BITUMEN. DETAILS ARE GIVEN OF THE AGGREGATES, BINDERS AND LAYING METHODS USED. OBSERVATIONS TAKEN DURING THE 1972-1973 WINTER AND DURING THE SUMMER OF 1973 SHOWED: RECURRENT LIMITED CRACKING WITH APPARITION OF  RUST DURING THE WINTER, MEASURING OF THE SURFACE DRESSING DURING THE SUMMER, BLEEDING ON THE SLOW LANE FOR HEAVY VEHICLES, SURFACE RECLOSING OF THE CRACKS BY AGGLOMERATION OF THE BINDER WITH THE RUST. IT IS CONCLUDED THAT SURFACE DRESSINGS CAN BE USED TO PROTECT STRUCTURES FOR ONE OR TWO YEARS, BUT THAT THE SURFACING NEEDS TO BE REPLACED AFTER THAT PERIOD.]]></description>
      <pubDate>Sun, 21 Nov 2010 14:50:52 GMT</pubDate>
      <guid>https://trid.trb.org/View/1075005</guid>
    </item>
    <item>
      <title>PETROLOGICAL AND PETROGENETIC STUDY OF THE GRANITIC ROCKS OF THE MOUNTAIN RANGE OF THE CATALAN COAST</title>
      <link>https://trid.trb.org/View/1060434</link>
      <description><![CDATA[THIS THESIS CONTAINS THE FOLLOWING CHAPTERS: (1) OUTLINE OF PRESENT KNOWLEDGE AND INTERPRETATIONS, (2) STUDY OF THE PETROGRAPHY AND CHEMISTRY OF GRANITIC ROCKS WITH EMPHASIS PLACED ON STRUCTURAL INTERGROWTH, (3) LABORATORY PETROGRAPHIC TECHNIQUES (AMONG OTHERS: FEDOFOV PLATINUM) INCLUDING MODAL  ANALYSIS, WORKING TECHNIQUES, CALCULATION OF THE DEGREE OF APPROXIMATION  AND ERROR, APPLICATION OF THE MODAL ANALYSIS FOR CALCULATING THE CHEMICAL COMPOSITION AND METHOD OF COLOURING FELSPARS TO FACILITATE THEIR RAPID MINERALOGIC AND QUANTITATIVE DETERMINATION AND TO EMPHASIZE THEIR STRUCTURAL CHARACTERISTICS, (4) CHEMICAL ANALYSIS AND PETROCHEMICAL METHODS; INTRODUCTION OF THE "STANDARD CELL" BARTH CALCULATION WITH A VIEW TO DEMONSTRATING THE MIGRATION OF THE CHEMICAL ELEMENTS OF GRANITE.]]></description>
      <pubDate>Sun, 21 Nov 2010 07:01:54 GMT</pubDate>
      <guid>https://trid.trb.org/View/1060434</guid>
    </item>
    <item>
      <title>STABILIZATION OF SAND FOR ROADBASES. SAND DEPOSITS IN FRANCE</title>
      <link>https://trid.trb.org/View/1054822</link>
      <description><![CDATA[THE AUTHOR LISTS DEPOSITS OF NATURAL SAND USED IN ROAD CONSTRUCTION EITHER CONVENTIONAL GEOLOGICAL LAYERS, OR RIVER ALLUVIUM, OR, MORE RARELY, BEACHES, DUNES AND CONTINENTAL PLATEAU.  MENTION IS MADE OF THE EVOLUTION IN SPECIFICATIONS GOVERNING GRADING, OF THE DEVELOPMENTS IN COMPACTION AND STABILIZATION TECHNIQUES, OF THE RELATION BETWEEN THE GEOLOGICAL SOURCE AND THE GRADING ENVELOPE, AND OF THE POSSIBILITY OF DEFINING GRANULARITY CHARACTERISTICS FROM THE PLANNING STAGE.  DETAILS ARE GIVEN OF THE MINERALOGICAL  AND PETROGRAPHIC COMPOSITION OF SANDS.  A STUDY IS CONDUCTED OF THE RELATION BETWEEN SAND COMPOSITION AND THE FROST SUSCEPTIBILITY OF THE PAVEMENT  LAYERS, OF BRITTLENESS DURING COMPACTION, LATER EVOLUTION IN THE PRESENCE OF WATER, ADHESION BETWEEN BINDER AND COATED GRAINS AS A FUNCTION OF THE  SHAPE AND DIMENSION OF THE GRAINS.  A TYPICAL APPLICATION IS QUOTED: THAT OF THE SAND FROM THE RHINE AND ITS TRIBUTARIES.  MENTION IS MADE OF NEW TESTS AND RESEARCH ON IDENTIFICATION TESTS, OF THE 5000 SEDIGRAPH (A DEVICE WHICH AUTOMATES CONVENTIONAL METHODS OF GRADING ANALYSIS). A TABLE SHOWS  THE PROVISIONAL CLASSIFICATION OF NATURAL SANDS FOR PAVEMENT LAYER STABILIZATION.  FOR THE COVERING ABSTRACT, SEE IRRD ABSTRACT NO 107014.]]></description>
      <pubDate>Sun, 21 Nov 2010 04:13:51 GMT</pubDate>
      <guid>https://trid.trb.org/View/1054822</guid>
    </item>
    <item>
      <title>MINERALOGICAL ANALYSIS OF SOILS</title>
      <link>https://trid.trb.org/View/1054523</link>
      <description><![CDATA[THE EXAMINATION OF THIN FILMS WITH A POLARIZING MICROSCOPE AND THE USE OF  A POINT COUNTER FOR IDENTIFYING FELDSPARS GIVE A SEMI-QUANTITATIVE APPROXIMATION INSUFFICIENT TO CARRY OUT A COMPLETE MINERALOGICAL ANALYSIS OF GRANITE OR SAND. IT IS PROPOSED TO USE X-RAY DIFFRACTION ON THE MOST COMMONLY ENCOUNTERED FELDSPARS. IN 1976, CALIBRATION CURVES WILL BE DRAWN FOR ORTHOSE, ALBITE AND OLIGOCLASE. THE METHOD WILL ALSO BE APPLIED TO THE DETERMINATION OF THE PROPORTION OF FELDSPAR IN GRANITE AND SAND.]]></description>
      <pubDate>Sun, 21 Nov 2010 04:00:35 GMT</pubDate>
      <guid>https://trid.trb.org/View/1054523</guid>
    </item>
    <item>
      <title>The influence of different mineral on the mechanical resistance of asphalt mixtures</title>
      <link>https://trid.trb.org/View/835895</link>
      <description><![CDATA[The adsorption of five asphalts and their asphaltene and maltene constituents, dissolved in toluene onto quartz, feldspar and biotite and their effect on the mechanical properties of their respective asphalt cements were investigated. The adsorption of asphalts A and C was greater than that of all the other samples, maxima being observed between 3.5 and 4.0mg/g for gneiss and quartz and increasing to 5 and 6mg/g for feldspar and biotite. The electrophoretic mobility of quartz did not change on adsorption of different asphaltenes, in contrast to feldspar and biotite, indicating that the sites responsible for the surface charge of these minerals were affected by the presence of adsorbed organic pieces. This fact was confirmed by Fourier Transform Infrared Spectroscopy. With regard to the mechanical resistance of asphalt mixtures, only the asphalts A and C gave values acceptable to Brazilian National Department of Terrestrial Infrastructure. These results indicate that the chemical reaction among minerals and asphalts affected the mechanical resistance of the asphalt mixture. For the covering abstract of this conference see ITRD E133040.]]></description>
      <pubDate>Tue, 18 Sep 2007 10:36:50 GMT</pubDate>
      <guid>https://trid.trb.org/View/835895</guid>
    </item>
    <item>
      <title>CEMENT STABILISED LATERITE SUB-BASE MATERIAL</title>
      <link>https://trid.trb.org/View/742138</link>
      <description><![CDATA[In Senegal road projects often traverse areas of lateritic soils which must be stabilised before reuse. This paper examines mineralogical properties of three laterites by SEM and XRD analysis. The composition is variable: mineral clays have an effect on behaviour. Analysis shows that the alteration to quartz and feldspar results in minerals which are reactive in the presence of lime. Hydroxides of iron and aluminium will also play an important role in the stabilisation. Development of hydration process of cement laterite mixes is studied and the products identified by SEM and XRD. The presence of CSH(I) is found principally in stabilised laterites that have a high kaolin content, this is attributed to the presence of amorphous silica formed in the kaolinisation of feldspar. (A) For the covering abstract see ITRD E121772.]]></description>
      <pubDate>Wed, 06 Oct 2004 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/742138</guid>
    </item>
    <item>
      <title>USE OF NON-STANDARD ROAD AGGREGATES FROM WANGANUI AND TARANAKI REGIONS</title>
      <link>https://trid.trb.org/View/409383</link>
      <description><![CDATA[The report identifies the engineering properties of three principal rock types used in the Wanganui and Taranaki regions of New Zealand. It describes how aggregate production can be controlled, particularly by the use of the particle size distribution graph. It also provides methods for the control of pavement construction and describes some special techniques required to ensure long-term stability of the pavement.  The rock types covered are Shell Rock and Andesite.  The tests discussed include: (1) particle size distribution; (b) Sand Equivalent; (c) the Clay Index, and (d) CBR Values.]]></description>
      <pubDate>Fri, 09 Sep 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/409383</guid>
    </item>
    <item>
      <title>GEOTECHNICAL APPROACHES FOR THE DESIGN OF A RAILWAY TUNNEL SECTION IN ANDESITE</title>
      <link>https://trid.trb.org/View/390159</link>
      <description><![CDATA[This paper presents a possible approach for the assessment of the conditions of rock around a railway tunnel (Ankara, Turkey), through a section of moderate-quality andesite rock and gives the preliminary design considerations for support requirements.  For this purpose, different types of rock behaviour and conditions of rock have been investigated by employing analytical, numerical and empirical methods in conjunction with data obtained from site investigation and a laboratory testing program.  The results of the analytical investigations have shown that no plastic zone and indicator of rock conditions (such as popping, rock bursts or slabbing) around the opening are expected for intact rock conditions. However, when a jointed rock mass is considered, the analyses performed using rock mass properties indicated that the development of a plastic zone is possible.  These results have also been confirmed by two-dimensional finite-element analyses.  It is noted that the maximum principal stresses develop at the sidewalls. Numerical analyses also suggested that negligible displacements will take place around the opening. Particular reference was made to the Geomechanics or Rock Mass Rating (RMR) System for the assessment of rock mass conditions and the selection of a support system.  The andesite rock mass investigated (RMR values between 41 and 52 with an average of 47) falls within the moderate rock mass category.  On the basis of this classification, rock bolting and shotcreting are suggested as support systems. (A)]]></description>
      <pubDate>Tue, 17 May 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/390159</guid>
    </item>
    <item>
      <title>INVESTIGATION OF METHODS FOR DETERMINING THE ALKALI CONTENT OF OLD CEMENTS</title>
      <link>https://trid.trb.org/View/355376</link>
      <description><![CDATA[This investigation attempts to determine the extent of errors, induced by various forms of acid and neutral extraction of the cement content of the hardened concrete, upon the alkali content contributed by the cement.  Four common New Zealand volcanic rocks (Basalt, Andesite, and Dacite) and a Greywacke were chosen to represent the types of aggregates likely to be present in concretes undergoing the alkali aggregate reaction.  The following concrete extraction methods were tested: a) dilute nitric acid; b) hot water; and c) picric acid.  Total alkali levels, and sodium and potassium levels were measured, as were the concentrations of trace alkalis such as lithium, rubidium and caesium.  The results showed that: a) acid extraction methods cannot be used to determine cement alkalis of basalt aggregate because the large amount of alkalis contributed by the basalt cause unacceptable errors; b) the dilute nitric acid extraction method can be used for andesite, dacite and rhyolite aggregates; and c) it is not possible to use the level of trace alkalis to correct for the errors contributed by the extraction of alkalis form aggregates in acid solution. (TRRL)]]></description>
      <pubDate>Sun, 30 Jun 1991 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/355376</guid>
    </item>
    <item>
      <title>STIFFNESS OF CONCRETE MADE WITH GRANITE AND ANDESITE AGGREGATES</title>
      <link>https://trid.trb.org/View/315951</link>
      <description><![CDATA[Concretes containing two types of aggregate, crushed granite and crushed andesite from the witwatersrand area, were studied in order to quantify the influence of aggregate stiffness and volume concentration on elastic properties. Representative paste and mortar mixes were extracted from the basic concrete mixes, and elastic properties of these materials, as well as of rock core specimens from the two aggregate types, were determined.  The study involved correlations of concrete properties with predictions using various two-phase models based on micro-rheological principles.  It was found that granite concretes conformed best with a model assuming no bond between paste and aggregate (the series model), while andesite concretes were best modelled by the hobbs model, which assumes full bonding between the phases.  Regarding practical design, the tests have partially validated the recently introduced empirical expression in BS 8110, with k-o values (an aggregate stiffness factor related to the elastic modulus of the aggregate and to its volume concentration) of 19 gpa and 27 gpa being recommended for the particular granite and andesite aggregates respectively.  (TRRL)]]></description>
      <pubDate>Sun, 30 Sep 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/315951</guid>
    </item>
    <item>
      <title>ADHESION BETWEEN STONE AND ASPHALT</title>
      <link>https://trid.trb.org/View/307241</link>
      <description><![CDATA[In the early 1980's research concerning the failures in oil gravel surfacings was carried out.  The principal reasons for these failures proved to be a poor adhesion between the stone and the binder.  Similar damage have also been in asphalt surfacings of runways in airfields.  The problem has been the loosening of separate stones from the surface.  The adhesion of bitumen to mineral grains was determined by stirring the grains covered by bitumen in a rotating bottle filled with distilled water.  After a certain time the area still covered by asphalt was judged by visual observation, which was done by several researchers.  The minerals used were: quartz, potassium feldspar, olivine, serpentine, calcite, hornblende and plagioclase.  According to the tests a poor adhesion of the used bitumen was observed in quartz and potassium feldspar.  In calcite, serpentine and plagioclase the adhesion was better.  The specific surface area of both quartz and potassium feldspar was rather low. This indicates that their surface texture is quite pure and smooth which causes a weak mechanical adhesion of asphalt. For example in serpentine the specific surface area was over 250 times greater than in quartz.  The zeta-potential in serpentine, olivine and calcite was more positive than in other minerals.  This may be one explanation for their better adhesion to asphalt.  (TRRL)]]></description>
      <pubDate>Sat, 31 Mar 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/307241</guid>
    </item>
    <item>
      <title>EFFECTS OF ADMIXTURES AND ALKALI COMPOUNDS ON ALKALI AGGREGATE REACTION</title>
      <link>https://trid.trb.org/View/301017</link>
      <description><![CDATA[Tests of mortar bar expansion are reported with bronzite andesite reactive aggregate found in Japan.  The effects of chemical admixtures, sodium alkalis and of fly ash and slag on expansion are presented.  Chemical admixtures appeared to reduce expansion whereas alkali compounds caused large expansion with sodium salts more aggressive than potassium salts.  Fly ash and slag were found effective in controlling expansion.  (a)]]></description>
      <pubDate>Sat, 30 Sep 1989 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/301017</guid>
    </item>
    <item>
      <title>FIELD COMPACTION OF BENTONITE-BASED BACKFILLING</title>
      <link>https://trid.trb.org/View/270196</link>
      <description><![CDATA[This report describes the application and field compaction of a tunnel backfill, which consists of a mixture of commercial NA bentonite (MX80) powder and suitably graded ballast material.  The ballast material consists of quartz rich sand and feldspar rich filler.  Important characteristics for the tunnel backfill are low permeability, low compressibility and a certain swelling potential.  (Author/TRRL)]]></description>
      <pubDate>Sat, 31 May 1986 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/270196</guid>
    </item>
    <item>
      <title>WEAK ROCK: SOFT, FRACTURED AND WEATHERED ROCK. PROCEEDINGS OF THE INTERNATIONAL SYMPOSIUM ON WEAK ROCK HELD TOKYO, 21-24 SEPTEMBER 1981. VOLUMES 1, 2 &amp; 3 (CONTD)</title>
      <link>https://trid.trb.org/View/198134</link>
      <description><![CDATA[(continued from TRIS 381996).  Consolidation and Strength of the Soft Sedimentary Rocks (Hoshino, K); Investigation of Weak Leached Dolomite with a View of Its Using in Construction Earth Dams (Aripov, NF, Bortkevich, SV and Skibin, AN); Piping Failure of Undisturbed Specimen of Weathered Granitic Rocks (Nishida, K and Aoyama, C); Behaviour of Clastic Rocks in Polluted Atmosphere (Baronio, G and Cancelli, A); Weathering of Greywack Sandstone, Wellington, New Zealand (Watters, WA, Soong, CWR and Riddolls, BW); The Weathering Characteristics of Ankara Andesites from the Rock Mechanics Point of View (Pasamehmetoglu, AG, Karpuz, C and Irfan, TY); Variation of Physical Properties of Igneous Rocks in Weathering (Saito, T); Engineering Properties of Some Weak Icelandic Volcanic Rocks (Oddson, B); The Behaviour of Some South African Mudrocks Due to Temperature and Humidity Changes with Particular Reference to Moisture Content and Volume Changes (Venter, JP); Slaking and Swelling Properties of Mudstone (Okamoto, R, Sugahara, H and Hirano, I); Quantitative Estimation of Swelling and Slaking Characteristics for Soft Rockmass (Kojima, K, Saito, Y and Yokokura, M).  (continued on TRIS 381998).  (TRRL)]]></description>
      <pubDate>Mon, 30 Apr 1984 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/198134</guid>
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