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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>
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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>
      <url>https://trid.trb.org/Images/PageHeader-wTitle.jpg</url>
      <link>https://trid.trb.org/</link>
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    <item>
      <title>Road salt retention and transport through vadose zone soils to shallow groundwater</title>
      <link>https://trid.trb.org/View/1739647</link>
      <description><![CDATA[Increasing background salinity in watersheds has largely been attributed to road salt retention in groundwaters due to their long residence times. However, laboratory studies demonstrate that soils temporarily store salts, either in porewater or adsorbed onto particles. Field studies of road salt retention in soils are nevertheless rare, and mechanisms of salt transport across multiple hydrological reservoirs (e.g., from soil to groundwater) are unknown. Thus, the authors collected roadside soil porewater and karst spring water weekly for ~1.5 yr to determine salt transport through the vadose zone into the phreatic zone. They observed dual retention mechanisms of sodium (Na⁺) and chloride (Cl⁻) in soils due to slow porewater movement, causing ion movement through the soil as slow as 1.3 cm/day, and cation exchange processes, leading to initial Na⁺ retention followed by later release months after application. Cation exchange processes also caused base cation loss from exchange sites into mobile porewater. Rapid Na⁺ and Cl⁻ delivery to groundwater occurred through karst conduits during the winter. However, elevated background levels of salt ions in groundwater during the non-salting months indicated accumulation in the catchment due to slower porewater flow in the soil and rock matrix and delayed Na⁺ release from soil exchange sites.]]></description>
      <pubDate>Tue, 27 Oct 2020 12:24:28 GMT</pubDate>
      <guid>https://trid.trb.org/View/1739647</guid>
    </item>
    <item>
      <title>Impact of wetting—drying cycles on the mechanical properties of lime-stabilized soils</title>
      <link>https://trid.trb.org/View/1672840</link>
      <description><![CDATA[This article addresses the results of an experimental study on the behavior of soil; this soil was exposed to long-term treatment with lime and numerous wetting-drying cycles. This research investigated the effect of a wide range of lime contents on the soil volume, soil water content evolution and durability (unconfined compressive strength (UCS), plasticity index (PI) and cation exchange capacity (CEC)) for stabilized soil in contact with water. This experimental study was performed on soil treated with lime (varying from no lime to 8%) corresponding to three levels of improvement: soil improvement only, stabilization and insensitivity to water, and long-term stabilization during wetting-drying cycles. The results indicated that the UCS increases, PI and CEC decreases with the lime level. For lime levels above 4%, the behavior of the treated soil under wetting-drying was satisfactory. Mineralogical analyses indicated that the formation of calcium silicate hydrate C-S-H, ettringite C-S-A-H is responsible for the increased or decreased strength of the treated soil. CaO, SiO₂ and Al₂O₃ were three important minerals responsible for the increase or decrease in soil sample stabilization. Simple model executed in JMP statistical software was proposed and validated. The authors note that CaO and SiO₂ have the most influential effects by very low values of probability for the responses studied, which confirms the hypothesis that these models can be used to model UCS and PI in curing time and wetting-drying cycles.]]></description>
      <pubDate>Sat, 21 Dec 2019 12:03:41 GMT</pubDate>
      <guid>https://trid.trb.org/View/1672840</guid>
    </item>
    <item>
      <title>Modification of CA-Montmorillonite by Low-Temperature Heat Treatment</title>
      <link>https://trid.trb.org/View/1366848</link>
      <description><![CDATA[Objectives of this investigation were to measure the effects of moderate heat treatments (below the dehydroxylation temperature) on physical and chemical properties of a calcium (Ca)-montmorillonite clay. Previous workers have noted the reduction in cation exchange capacity and swelling property after heating in the range 200 to 400°C, and have suggested several possible explanations, such as hysteresis effect, increased inter-layer attractions due to removal of inter-layer water, or changes in the disposition of inter-layer or layer surface ions. The liquid limits of Ca-montmorillonite were steadily decreased with increased temperature of treatment, levelling at about 450°C. The plastic limit decreased slightly up to 350°C, above which samples could no longer be rolled into threads. The gradual change is in contrast with sudden major changes noted for weight loss (maximum rates of change at l00°C and 500°C), glycol retention surface area (520°C), and d001 diffraction peak intensity (17.7 A spacing) and breadth after glycolation (530°C). Other properties showing more gradual reductions with heat treatment were amount of exchangeable calcium (without water soaking), cation exchange capacity by NH4AC method, and d001 intensity (21 A spacing) after storing at 100% r.h. one month and re-wetting with water. Previous water soaking allowed much greater release of fixed Ca++ up to 450°C. Similar results were obtained with cation exchange capacities when samples were treated with N CaCl2 solution. The 21.0 A peak intensity curve showed close similarity to the liquid limit and plastic index curves in the low temperature range, and an explanation is suggested.]]></description>
      <pubDate>Fri, 25 Sep 2015 16:17:29 GMT</pubDate>
      <guid>https://trid.trb.org/View/1366848</guid>
    </item>
    <item>
      <title>SWELLING MODEL OF MONTMORILLONITE IN CONSIDERATION OF INTERMOLECULAR FORCE</title>
      <link>https://trid.trb.org/View/1351787</link>
      <description><![CDATA[Due to the high cation exchange capacity and large potential of swelling when wet, bentonite is the promising material for use in the disposal of the high-level radioactive waste. However, its swelling ability is affected by cations leached from both concrete barrier container and groundwater. This paper describes the phenominetic model of bentonite swelling in electrolyte solution, forcing on that for montmorillonite that is the main component in bentonite, to elucidate the effect of kind of cation on its swelling ability. It was assumed that swelling of montmorillonite caused according to two different steps：First step was the swelling of tactoids that were the assembles of basic layered element, so-called clay lamella, of montmorillonite and then second step, which was the rearrangement of structure in solution, was occurred. Swelling tactoids can be calculated from slit like pore model between two parallel plates considering the intermolecular forces between plates. As for rearrangement of aggregate structure of tactoid, it was assumed the actoides were aggregated and formed diamond-shaped structure, and to chemical potential in bulk solution that was equilibriumed to the solution in the slit pore. The later assumption required the when the slit distance was small, the chemical potential of bulk solution was influenced by the intermolecular forces between plates. The deformation due to rearrangement of structure could be calculated from difference between the experimental volume and the swelling volume of tactoids. It could be found that there was a good relationship between chemical potential and deformation due to rearrangement of structure despite the kind of cation. This enable the authors to estimate the effect of kind of cation on swelling of montmorillonite in electrolyte solutions.本研究では陽イオンによるモンモリロナイト（Mo）の膨潤モデルの構築を行った。Moの体積変化は（1）Moの基本構造の単位層の集合体であるTactoid（Ta）の膨潤による体積変化と、（2）Taが形成する粗大構造の膨潤による体積変化の総和と考えた。前者は2平板の分子間力を考慮したモデルより算出し、後者の粗大構造の変化は実測した体積変化とTaの膨張による体積変化の差から算出した。粗大構造中の溶液とTa中の単位層間の溶液は一様であると考え、その化学ポテンシャルを2平板間の分子間力により決定した。その結果、粗大構造と化学ポテンシャルにはイオン種によらず関係性が見られ、化学ポテンシャルに基づくMoの膨潤予測モデルの構築ができた。]]></description>
      <pubDate>Tue, 26 May 2015 16:12:32 GMT</pubDate>
      <guid>https://trid.trb.org/View/1351787</guid>
    </item>
    <item>
      <title>Use of Engineered Soils in Canada</title>
      <link>https://trid.trb.org/View/1343581</link>
      <description><![CDATA[The document will identify the three types of engineered soils currently used in Canada including cement modified soils, cement treated bases and full depth reclamation with cement. It will also identify the difference between cement modified material and cement stabilized material. The fine fraction improvement will also be discussed including: Cation exchange, Particle restructuring, Cementitous hydration and Pozzolanic reaction. The purpose of utilizing the three technologies will be presented, as well as, the type of material each process is best suited for and the amount of cement typically used in the procedure. The benefits of utilizing these technologies will also be discussed. The construction procedure will be presented along with quality control procedures followed. The final portion of the paper will identify some Canadian sites where the procedures have been used. Comments will also be provided on how well the various installations are performing.]]></description>
      <pubDate>Fri, 13 Feb 2015 16:29:22 GMT</pubDate>
      <guid>https://trid.trb.org/View/1343581</guid>
    </item>
    <item>
      <title>Effects of Chemical and Mineralogical Properties on the Engineering Characteristics of Arkansas Soil</title>
      <link>https://trid.trb.org/View/1333150</link>
      <description><![CDATA[Soil samples were collected from 82 soil series in 15 Arkansas counties and analyzed for engineering, chemical, and mineralogical properties. The objectives were (1) determine if soil chemical and physical properties can be related to soil engineering properties, and (2) determine if clay mineralogical composition is related to the chemical and physical properties that are related to soil engineering properties. All data were subjected to linear regression analysis. First, the data from all 15 counties were combined and results for liquid limit (LL), plasticity index (PI), group index (GI), maximum density (MD), and optimum moisture (OM) were treated as dependent variables. The independent variable was either cation exchange capacity (CEC), % clay (C), % expandable clay (PE), exchangeable potassium (K) or exchangeable calcium (Ca). Then the data were subdivided according to texture, horizons, plastic or non-plastic, parent material, and families to determine if R² values could be improved. The mineralogical and chemical data were also analyzed by the two groupings. The variables, illite (I), amorphous material (A), quartz (Q), vermiculite (V), montmorillonite (M), kaolinite (Ka), exchangeable potassium (K), and CEC were each treated under separate analysis as the independent variable and all others functioned as the dependent variables. The results revealed: (1) Data for CEC or C from all 15 counties can be combined and used to predict LL, PI, GI, MD, and OM; (2) Mineralogical data can be used to predict CEC of these respective soils; and (3) There was no advantage in dividing the data into soil subgroupings.]]></description>
      <pubDate>Thu, 04 Dec 2014 12:16:47 GMT</pubDate>
      <guid>https://trid.trb.org/View/1333150</guid>
    </item>
    <item>
      <title>Performance of GCL after 10 Years in Service in the Arctic</title>
      <link>https://trid.trb.org/View/1314256</link>
      <description><![CDATA[The performance of a geosynthetic clay liner (GCL) installed as part of a geocomposite barrier (geomembrane/GCL) to contain a hydrocarbon spill adjacent to the Arctic Ocean was evaluated by examining sacrificial samples exhumed after 1, 4, 6, 7, and 10 years in service. The hydraulic and chemical characteristics of the GCL were most affected by the location within the soil profile relative to the water table (typically about 1.3 m below ground level). The bentonite in the GCL samples exhumed from a depth of 0.0-0.8 m was well hydrated with a dispersed structure. Despite the significant cation exchange that took place between these GCL samples and the surrounding soil (the percentage of the exchangeable sodium decreased from 68% to 10-15%), there was no change in the hydraulic conductivity (k) of GCL for tap water or jet fuel. A similar bentonite structure was observed for GCL samples exhumed from 0.8 to 1.3 m below ground level; however, an observed network of horizontal and vertical microcracks (200-400 μm wide) in the bentonite layer was attributed to the formation of ice lenses. As a result, the k of these GCL samples increased by one to two orders of magnitude when permeated by both tap water and jet fuel. The bentonite in GCL samples exhumed from below the water table after 6 and 10 years was flocculated with relatively high free pore space. The k values of these samples increased by one to four orders of magnitude for tap water and jet fuel. Despite this increase in k at some depths, there was no evidence of migration of hydrocarbons through the barrier over the last 10 years, indirectly suggesting that the subsurface geocomposite barrier system is still performing well.]]></description>
      <pubDate>Thu, 24 Jul 2014 15:21:44 GMT</pubDate>
      <guid>https://trid.trb.org/View/1314256</guid>
    </item>
    <item>
      <title>Studies on Tobermorite-Like Calcium Silicate Hydrates : Technical Paper</title>
      <link>https://trid.trb.org/View/1219282</link>
      <description><![CDATA[Parallel studies were carried out on certain characteristics of CSH(l) synthesized at room temperature and on CSH(gel) produced by paste or bottle hydration. Instrumental methods employed included x-ray diffraction, DTA, infrared spectroscopy, and electron microscopy. Surface areas of the CSH(l) samples were measured by water vapor adsorption and heats of adsorption were calculated. Both CSH(l) and CSH(gel) were shown to have a negative surface charge in the absence of Ca(OH)2. A method was devised to measure the cation exchange capacities of these materials, and the exchange capacities measured were the order of 5-20 meq/100g. The evidence suggests that CSH(gel) is a single, well-defined phase regardless of starting material or mode of hydration, and that CSH(l) has well-defined properties regardless of variations in composition. The two phases are difficult to distinguish by x-ray methods, but can be differentiated by the intensity of the high-temperature exotherm on DTA, by particle shape as revealed by electron-microscopic observation, and by the appearance of the main Si-0 vibration band region in infrared spectroscopy.]]></description>
      <pubDate>Tue, 11 Dec 2012 11:56:52 GMT</pubDate>
      <guid>https://trid.trb.org/View/1219282</guid>
    </item>
    <item>
      <title>LES CARACTERISTIQUES SUPERFICIELLES DES GRANULATS ET L'ADHESIVITE AUX EMULSIONS CATIONIQUES.</title>
      <link>https://trid.trb.org/View/1081785</link>
      <description><![CDATA[ON PRESENTE DEUX METHODES DE LABORATOIRE PERMETTANT DE MESURER DEUX CARACTERISTIQUES SUPERFICIELLES DES AGREGATS QUI SONT D'UNE IMPORTANCE VITALE DANS LA TECHNIQUE ROUTIERE : LA POUSSIERE ADHERANT SUR LA SURFACE DES PARTICULES ET LA REACTION SUPERFICIELLE. LA PREMIERE METHODE ADOPTE, POUR MESURER L'IMPORTANCE DE LA POUSSIERE QUI ADHERE, LE VOLUME DE SEDIMENTATION OBTENU PAR UNE TECHNIQUE DONNEE. QUANT A LA REACTION SUPERFICIELLE ON LA MESURE AU MOYEN D'UNE TECHNIQUE SIMPLE DE CONTACT AVEC PAPIER FILTRE IMPREGNE D'UNE SOLUTION D'UN INDICATEUR ACIDE-BASE ADEQUAT. LES DEUX METHODES SONT DECRITES EN DETAIL.]]></description>
      <pubDate>Sun, 21 Nov 2010 18:47:46 GMT</pubDate>
      <guid>https://trid.trb.org/View/1081785</guid>
    </item>
    <item>
      <title>LES ENDUITS SUPERFICIELS A L'EMULSION DE BITUME.</title>
      <link>https://trid.trb.org/View/1081388</link>
      <description><![CDATA[LES ENDUITS SUPERFICIELS SONT INDISPENSABLES POUR CONFERER DE LA RUGOSITE  AUX REVETEMENTS ROUTIERS ET PROLONGER LEUR IMPERMEABILITE. POUR DES RAISONS DE SOLIDITE, DE SECURITE ENVERS LE REJET ET D'ECONOMIE ON PREFERE LE PLUS SOUVENT POSSIBLE LES MULTICOUCHES. LES EMULSIONS DE BITUME REPANDUES ONT UNE HAUTE TENEUR EN LIANT : 70 POUR-CENT. ELLES GAGNENT EN VISCOSITE DES LE CONTACT AVEC LE SOL ET LES CAUSES D'ECHECS SONT MOINS NOMBREUSES CAR LEUR VITESSE DE RUPTURE EST PLUS GRANDE. DANS UNE LARGE MESURE, LES EMULSIONS CATIONIQUES ONT UNE ADHESIVITE INDEPENDANTE DES CONDITIONS ATMOSPHERIQUES ET DE LA RUPTURE DES GRANULATS. ELLES CONSTITUENT UN PROGRES DECISIF DE LA TECHNIQUE ROUTIERE DES ENDUITS. LES GRANULOMETRIES UTILISEES EN BICOUCHES SONT DE PREFERENCE DISCONTINUES, INCLUANT LES MODULES IMPORTANTS COMME LES 10-14 SUIVIS DE 4-6. IL Y A LIEU ALORS DE DOSER PLUS LEGEREMENT LA PREMIERE COUCHE EN GRANULATS QUE DANS LE CAS DES MONOCOUCHES UTILISANT LE MEME MODULE. UNE CHAUSSEE DOIT ETRE PREPAREE ET BALAYEE AVANT L'OPERATION D'ENDUISAGE, L'EMULSION EST REPANDUE ET RECOUVERTE LE PLUS RAPIDEMENT POSSIBLE AVANT LE DEBUT DE SA RUPTURE. LE GRAVILLONNAGE QUI DEMEURE UN ART DIFFICILE REQUIERT LE PLUS GRAND SOIN DE LA PART DES APPLICATEURS AFIN DE RESPECTER LES DOSAGES TANT SUR LE PROFIL EN LONG QU'EN TRAVERS. L'ORGANISATION  DES CHANTIERS EST LA CLEF DU SUCCES DANS DE NOMBREUX CAS D'ENDUITS SUPERFICIELS ET L'ON Y APPORTERA TOUT LE SOIN NECESSAIRE. EN CONCLUSION, LES ENDUITS SONT REPLACES AU PREMIER RANG DES SUJETS D'ATTENTION DES PROJETEURS DE CHAUSSEES. EN EFFET, DISPOSANT DE STRUCTURES EPROUVEES ET DURABLES, IL LEUR FAUT RETENIR UNE SOLUTION MINCE POUR ENTRETENIR LA RUGOSITE SUPERFICIELLE AU FIL DES ANNEES.(A)]]></description>
      <pubDate>Sun, 21 Nov 2010 18:35:56 GMT</pubDate>
      <guid>https://trid.trb.org/View/1081388</guid>
    </item>
    <item>
      <title>DETERMINATION DE L'ADHESIVITE DES BITUMES AUX SUBSTANCES MINERALES.</title>
      <link>https://trid.trb.org/View/1081377</link>
      <description><![CDATA[TRADUCTION LCPC 73T1 DU RUSSE EN FRANCAIS. ON PROPOSE UNE METHODE COMPARATIVE DE MESURE DE MOUILLAGE DES BITUMES ET DE L'EAU A DES SUBSTANCES MINERALES, QUI PERMET DE JUGER, SELON UNE ECHELLE DE VALEURS CONVENTIONNELLE DE  L'APTITUDE DES BITUMES A ADHERER AUX GRANULATS ET DE L'ACTIVITE DOPANTE DE PRODUITS D'ADDITION. LA METHODE PROPOSEE A SERVI A DETERMINER L'ADHESIVITE AU MARBRE DE 25 ECHANTILLONS DE BITUME VISQUEUX DU COMMERCE. ON A ETABLI QUE LA PLUPART D'ENTRE EUX (20) ONT UNE ADHESIVITE INSUFFISANTE EN PRESENCE D'EAU, BIEN QUE L'ESSAI FAIT SELON LA NORME GOST 11508-65 AIT ETE SATISFAISANTE POUR 19 ECHANTILLONS. ON A ETUDIE LA DOPABILITE DE PLUSIEURS BITUMES ROUTIERS VISQUEUX PAR DE L'ACIDE STEARIQUE ET DE L'OCTADECYLAMINE. UNE CONCENTRATION DE 0,5 POUR CENT EN ACIDE STEARIQUE DANS LE BITUME SUFFIT  POUR LUI CONFERER UNE BONNE ADHESION VIS-A-VIS DU MARBRE ; UNE CONCENTRATION DE 3 POUR CENT D'OCTADECYLAMINE DONNE UNE BONNE ADHESION VIS-A-VIS DU  SABLE.(A)]]></description>
      <pubDate>Sun, 21 Nov 2010 18:35:35 GMT</pubDate>
      <guid>https://trid.trb.org/View/1081377</guid>
    </item>
    <item>
      <title>AMELIORATION DE L'ADHESIVITE BITUME-GRANULAT EN CONSTRUCTION ROUTIERE A L'AIDE DE DOPES CATION-ACTIFS.</title>
      <link>https://trid.trb.org/View/1081135</link>
      <description><![CDATA[LES DOPES CATION-ACTIFS SONT LARGEMENT UTILISES EN CONSTRUCTION ROUTIERE DANS LES PAYS DEVELOPPES, POUR L'AMELIORATION DE L'ADHERENCE ENTRE LIANT ET LES GRANULATS ET L'AUGMENTATION DE LA DURABILITE DES REVETEMENTS SOUPLES. LE RAPPORT CONTIENT LES RESULTATS DE RECHERCHES COOMPARATIVES SUR LES DOPES CATION-ACTIFS BULGARES ET FRANCAIS.  LES DOPES CATION-ACTIFS BULGARES ONT ETE FABRIQUES POUR LA PREMIERE FOIS PAR L'AUTEUR EN 1966 A L'AIDE DE MATIERES PREMIEREES LOCALES. ILS REPRESENTENT DES COMPOSES DIAMINE ET POLYAMINE. LES DOPES FRANCAIS ONT ETE FABRIQUES PAR LES ETABLISSEMENTS OBI ET SONT PARMI LES PLUS ACTIFS. LES RESULTATS DES RECHERCHES ONT MONTRE QUE LES  DOPES BULGARES ET FRANCAIS AMELIORENT L'ADHERENCE ENTRE LES BITUMES BULGARES ET LES GRANULATS TRES ACIDES, ACIDES ET BASIQUES. BEAUCOUP DE DOPES ONT EGALEMENT UN EFFET PLASTIFIANT. L'EFFET D'ACTIVATION EST DETERMINE AU MOYEN DE LA METHODE DE LYSSIKINA (PAR CUISSON), ET MODIFIE PAR LA NORME DIN  (PAR CONSERVATION DE LONGUE DUREE DANS L'EAU). ON A CONSTATE QUE LORS DE  L'UTILISATION DE DOPES CATION-ACTIFS, LE FILM DE BITUME EXISTE TOUJOURS,  MEME APRES UNE IMMERSION DANS L'EAU PENDANT UN AN. POUR LES MEMES ENROBES,SANS UTILISATION DE DOPES CATION-ACTIFS, LE FILM DE BITUME EST ELIMINE PAR L'EAU AU BOUT DE 4 A 7 JOURS. LES RECHERCHES ONT FAIT RESSORTIR LA NECESSITE D'UTILISER LES DOPES CATION-ACTIFS EN CONSTRUCTION ROUTIERE EN BULGARIE ET ONT MONTRE LEUR EFFICACITE.]]></description>
      <pubDate>Sun, 21 Nov 2010 18:28:13 GMT</pubDate>
      <guid>https://trid.trb.org/View/1081135</guid>
    </item>
    <item>
      <title>IMPROVEMENT IN THE BOND BETWEEN BITUMEN AND AGGREGATES IN ROAD CONSTRUCTION BY MEANS OF ACTIVE CATIONIC SURFACE ACTIVE AGENTS</title>
      <link>https://trid.trb.org/View/1081134</link>
      <description><![CDATA[CATIONIC SURFACE ACTIVE AGENTS ARE WIDELY USED IN DEVELOPING COUNTRIES TO  IMPROVE BOND BETWEEN BINDER AND AGGREGATES AND TO INCREASE THE DURABILITY OF FLEXIBLE SURFACINGS. THIS REPORT PRESENTS THE RESULTS OF A COMPARATIVE STUDY OF BULGARIAN AND FRENCH CATIONIC SURFACE ACTIVE AGENTS. THE AGENTS  USED IN BULGARIA WERE MANUFACTURED FOR THE FIRST TIME IN 1966 WITH LOCAL  MATERIALS AND ARE DIAMINE AND POLYAMINE COMPOUNDS. THE FRENCH SURFACE ACTIVE AGENTS WERE MANUFACTURED BY THE FIRM OBI AND ARE ONE OF THE MOST ACTIVE AGENTS USED. RESULTS SHOWED THAT BOTH TYPES OF AGENT IMPROVED THE BOND BETWEEN BULGARIAN BITUMEN AND HIGHLY ACID, ACID AND BASIC AGGREGATES. MANY  AGENTS WERE FOUND TO HAVE A PLASTICIZING EFFECT. THE ACTIVATION EFFECT IS PRODUCED BY THE LYSSIKINA METHOD (BY CALCINATION) AND MODIFIED BY THE DIN SPECIFICATION (LONG-TERM PRESERVATION IN WATER). IT WAS FOUND THAT THE FILM OF BITUMEN STILL EXISTS. AFTER ONE-YEAR IMMERSION IN WATER. IF THE SAME BITUMINOUS MIXTURES ARE USED WITHOUT CATIONIC AGENTS, THE FILM OF BITUMEN IS DESTROYED BY WATER AFTER 4 TO 7 DAYS.]]></description>
      <pubDate>Sun, 21 Nov 2010 18:28:11 GMT</pubDate>
      <guid>https://trid.trb.org/View/1081134</guid>
    </item>
    <item>
      <title>LES COULIS BITUMINEUX DANS L'ENTRETIEN DES REVETEMENTS.</title>
      <link>https://trid.trb.org/View/1078536</link>
      <description><![CDATA[ON CITE QUELQUES CAS D'APPLICATION DE COULIS BITUMINEUX (SLURRIES) DANS CERTAINES RUES DE BARCELONE, QUI ONT DONNE D'EXCELLENTS RESULTATS. EN VILLE, L'UN DES AVANTAGES PAR RAPPORT AUX ENROBES BITUMINEUX EST QUE L'EPAISSEUR EST FAIBLE, CE QUI NE REDUIT PAS LA HAUTEUR DES TROTTOIRS PAR RAPPORT A LA CHAUSSEE ELLE-MEME. ON DONNE LES CARACTERISTIQUES DE CES TRAITEMENTS ET  LES TYPES DE GRANULATS ET DE LIANTS QU'ILS REQUIERENT. ON PRECISE ENFIN QUE DANS LA TOTALITE DES CAS CITES ON A EU RECOURS A UN COULIS CATIONIQUE (SLURRY), A UN GRANULAT GRANITIQUE DE 0/5 MM ET A UN CIMENT PORTLAND COMME  FILLER D'APPORT. VOIR FICHE GENERALE NUMERO 102124.]]></description>
      <pubDate>Sun, 21 Nov 2010 16:57:18 GMT</pubDate>
      <guid>https://trid.trb.org/View/1078536</guid>
    </item>
    <item>
      <title>LES EMULSIONS CATIONIQUES DE CAOUTCHOUC DANS L'ENTRETIEN DES CHAUSSEES.</title>
      <link>https://trid.trb.org/View/1078535</link>
      <description><![CDATA[L'AUTEUR REND COMPTE DES EXCELLENTS RESULTATS QU'A DONNE L'UTILISATION, DANS CERTAINES RUES DE BARCELONE, D'EMULSIONS CATIONIQUES A 65 POUR-CENT AVEC 3 POUR-CENT DE CAOUTCHOUC SYNTHETIQUE, POUR L'ENTRETIEN DES REVETEMENTS. CE TRAITEMENT A CONSISTE A PULVERISER CETTE EMULSION ET A EMPLOYER UN GRANULAT DE 7/12 MM, PUIS, APRES PASSAGE DU ROULEAU COMPRESSEUR ET BALAYAGE DE L'EXCES DE GRANULAT, A APPLIQUER UNE DEUXIEME COUCHE D'EMULSION AVEC UN  GRANULAT DE 3/5 MM. ON A PU EN CONCLURE QUE LE GRANULAT AYANT ADHERE PARFAITEMENT, A EMPECHE LA DEGRADATION SUPERFICIELLE DES PARTIES REPAREES ET QUE L'ELASTICITE DE L'EMULSION DE CAOUTCHOUC A EVITE LA RUPTURE DES ZONES FRAGILES DU REVETEMENT. VOIR FICHE GENERALE NUMERO 102124.]]></description>
      <pubDate>Sun, 21 Nov 2010 16:57:16 GMT</pubDate>
      <guid>https://trid.trb.org/View/1078535</guid>
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