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    <title>Transport Research International Documentation (TRID)</title>
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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>Second Stage of Coatzacoalcos Port Breakwater Lengthening With Underwater Sand - Filled Textile Containers</title>
      <link>https://trid.trb.org/View/2217972</link>
      <description><![CDATA[The port of Coatzacoalcos is one of the main ports on the Gulf of México and lies just three kilometers upstream from the mouth of the Coatzacoalcos river. The port and breakwaters were constructed during the period 1901 – 1910. It has always have had sedimentation problems due to coastal and river sediments which have led to dredging nearly 1 '200,000 m³ per year inside the navigation canal in order to maintain a depth of 15.0 m. In order to decrease dredging costs the Integral Port Administration (API) retained in 1999 the Mexican Institute of Transport, of the Ministry of Communications and Transport, to carry out studies in its hydraulic laboratory to determine costs implying lengthening the breakwaters with rock and using tetrapods and antifer cubes as armor units. Results indicated that either alternative surpassed the available budget and would take up too much time, which led to an entirely different alternative which consisted of two submerged breakwaters using on site filled hydraulically with sand very large textile containers, called Sandtainers, 2.00 m wide, 8.00 m long and 1.00 m high, weighing approximately 32 ton. The East breakwater was lengthened 215 m and the West one 220 m. Construction started in March of 2000 and took only seven months for completion. Additionally a total 7,254 m² of antiscouring apron were used for both breakwaters. During construction and afterwards, behavior of both submerged breakwaters was systematically monitored by means of bathymetric soundings and the Mexican Transport Institute analyzed the results so as to determine when additional lengthening would become necessary.]]></description>
      <pubDate>Mon, 16 Dec 2024 11:59:23 GMT</pubDate>
      <guid>https://trid.trb.org/View/2217972</guid>
    </item>
    <item>
      <title>Assessment of CPT Data on Liquefaction Mitigation with Rammed Aggregate Piers®</title>
      <link>https://trid.trb.org/View/2113235</link>
      <description><![CDATA[This paper presents the results of pre- and post-improvement cone penetration test (CPT) results executed at the site where Rammed Aggregate Pier® elements were used for the liquefaction mitigation. The effectiveness of these elements is attributed to the lateral pre-stressing that occurs in the matrix soil during construction and to the high strength and stiffness of the piers. The improvements provided by Rammed Aggregate Pier® elements mitigate liquefaction potential include (i) soil densification (ii) transferring a major portion of the seismically induced shear stresses from the soil to columns (iii) increasing the horizontal stress of the surrounding soil (iv) dissipation of excess pore water pressure. In the case history presented in this paper, the soil profile consisted of a thick hydraulic fill layer (characterized by silty, clayey sand) overlying sea bottom sediments of soft to medium stiff silty clay (CL) and medium stiff silty clay with sand (SM) down to almost 40 m depth which are underlain by a stiff to very stiff silty clay layer. Installation of 50 cm diameter Rammed Aggregate Pier® elements which are constructed by Impact® System construction procedures (bottom-feed dry displacement method) is aimed to mitigate liquefaction risk in the hydraulic fill layer and to limit settlements, by forming an improved soil crust of desired thickness at the surface. Rammed Aggregate Piers of 16 m length were installed in square and triangular patterns with 1.5 m and 1.7 m on-center spacing, respectively. CPT testing was performed before and after the installation of the piers. The results show that the additional densification and improvement in non-cohesive soils due to vibration and ramming during the pier construction has increased the safety factor against liquefaction by 2.5–3.0 times.]]></description>
      <pubDate>Mon, 10 Apr 2023 11:58:13 GMT</pubDate>
      <guid>https://trid.trb.org/View/2113235</guid>
    </item>
    <item>
      <title>Compressive and tensile stress–strain-strength behavior of asphalt concrete at different temperatures and strain rates</title>
      <link>https://trid.trb.org/View/1891183</link>
      <description><![CDATA[Hydraulic asphalt concrete is widely used as impervious linings and facings for canals and reservoirs and as impervious cores in embankment dams. The asphalt concrete is subjected to compressive and tensile loading at different temperatures and strain rates during operation and occasional earthquake loading. A comprehensive series of compression and tension tests on asphalt concrete specimens was carried out in the temperature range −30 °C to 30 °C and in the strain rate range 10−5 1/s to 10−2 1/s. The test results show that the time–temperature superposition principle is applicable for the modulus and strength values. The shift function of the principle is almost linear with temperature, with a coefficient of about −0.11, for the compression-shear tests. A relationship between compressive strength and compression modulus is established. The coefficient is about −0.22 for the shift function for the tension tests when temperature is higher than −10 °C. The tensile behavior of asphalt concrete is much more sensitive to temperature than the compressive behavior. Mohr-Coulomb shear strength parameters were back-calculated by combining the strength values obtained by the compression and tension tests. Typical stress–strain-strength parameters for the asphalt concrete used in the experimental investigation are presented for the temperature range −30 °C to 30 °C and the strain rate range 10−5 1/s to 10−2 1/s and may be used as preliminary estimates for the design of hydraulic asphalt linings, facings and cores in dams. A simplified method is proposed to establish the corresponding parameters for other asphalt concrete mixes with different bitumen types (grades) and bitumen contents than that used in the present experimental investigation.]]></description>
      <pubDate>Tue, 30 Nov 2021 10:23:18 GMT</pubDate>
      <guid>https://trid.trb.org/View/1891183</guid>
    </item>
    <item>
      <title>Three-Dimensional Visualization Model of the Eagle Mountain Dam using Cone Penetration Test Data based on Geostatistics</title>
      <link>https://trid.trb.org/View/1557080</link>
      <description><![CDATA[Hydraulic filling dams provides high variability in soil properties. Interpretation of variation of soil profile along a hydraulic fill dam is challenging due to the complexity involved with variability of materials deposited. In this research, an attempt was performed using geostatistical theory to interpret the variation of soil properties by constructing a three-dimensional visualization model for a hydraulic fill dam. Eagle Mountain Lake Dam located in Fort Worth, Texas, constructed using hydraulic filling and wetted and rolled procedure was considered for performing the analysis. Cone penetration tests (CPT) were conducted along the crest and toe of the dam and the results showed that the soil properties change dramatically from one location to another. Data collected was interpolated using ordinary Kriging that is methodology based on Geostatistics. The Earth Volumetric Studio and Mining Visualization System (EVS & MVS) software by C-Tech was used to perform the interpolation. A more reliable soil characterization is developed and a three-dimensional model of soil properties within the dam is presented.]]></description>
      <pubDate>Tue, 27 Nov 2018 09:26:31 GMT</pubDate>
      <guid>https://trid.trb.org/View/1557080</guid>
    </item>
    <item>
      <title>Simulation of Liquefaction-induced Damage of the Port pf Long Beach Using the UBC3D-PLM
Model</title>
      <link>https://trid.trb.org/View/1467683</link>
      <description><![CDATA[In the past decades, expansion projects of port facilities in California, USA, have been completed by placing hydraulic fills. These loose man made fills and even their subjacent natural estuarine and marine deposits, have shown to be susceptible to liquefaction. The case of study presented in this research, the Port of Long Beach (POLB), Pier S, which is located within a few miles of the Newport-Inglewood and the Palm Verdes faults, offers a unique opportunity to use advanced constitutive soil models to study liquefaction. This research is presented to develop the following specific objectives: i) to calibrate constitutive model parameters to reproduce laboratory tests following different stress paths and shear strain levels; ii) to assess the use of an advanced constitutive soil model (UBC3D-PLM) to predict the soil behavior at the POLB, Pier S when a seismic event induces liquefaction; iii) to provide recommendations related to the permanent deformations of soils which could compromise the resiliency of the port. A semi-empirical evaluation of the liquefaction triggering and settlements were developed. Then, numerical analyses using the UBC3D-PLM soil model were used to determine the onset of liquefaction and estimate ground-induced settlements based on post-liquefaction excess pore pressure dissipation. This work presents the results of boundary value element simulations of cyclic undrained direct simple shear and monotonic triaxial compression. Numerical simulations are performed to study the free-field response and behavior of hypothetical structures when an Operating and Contingency Level Earthquakes occur. The assessment of liquefaction susceptibility based on semi-empirical methods showed that Unit B is the only liquefiable layer under both earthquake levels. Generally, large discrepancies were observed in the calculation of liquefaction-induced ground settlements using classical semi-empirical approaches.]]></description>
      <pubDate>Fri, 30 Jun 2017 19:45:11 GMT</pubDate>
      <guid>https://trid.trb.org/View/1467683</guid>
    </item>
    <item>
      <title>Simulation of Liquefaction-induced Damage of the Port of Long Beach Using the UBC3D-PLM Model</title>
      <link>https://trid.trb.org/View/1457027</link>
      <description><![CDATA[In the past decades, expansion projects of port facilities in California, USA, have been completed by placing hydraulic fills. These loose man-made fills and even their subjacent natural estuarine and marine deposits, have shown to be susceptible to liquefaction. The case of study presented in this research, the Port of Long Beach (POLB), Pier S, which is located within a few miles of the Newport-Inglewood and the Palos Verdes faults, offers a unique opportunity to use advanced constitutive soil models to study liquefaction. This research is presented to develop the following specific objectives: i) to calibrate constitutive model parameters to reproduce laboratory tests following different stress paths and shear strain levels; ii) to assess the use of an advanced constitutive soil model (UBC3D-PLM) to predict the soil behavior at the POLB, Pier S when a seismic event induces liquefaction; iii) to provide recommendations related to the permanent deformations of soils which could compromise the resiliency of the port. A semi-empirical evaluation of the liquefaction triggering and settlements were developed. Then, numerical analyses using the UBC3D-PLM soil model were used to determine the onset of liquefaction and estimate ground-induced settlements based on post-liquefaction excess pore pressure dissipation. This work presents the results of boundary value element simulations of cyclic undrained direct simple shear and monotonic triaxial compression. Numerical simulations are performed to study the free-field response and behavior of hypothetical structures when an Operating and Contingency Level Earthquakes occur. The assessment of liquefaction susceptibility based on semi-empirical methods showed that Unit B is the only liquefiable layer under both earthquake levels. Generally, large discrepancies were observed in the calculation of liquefaction-induced ground settlements using classical semi-empirical approaches. The numerical simulations showed that Unit B for all earthquake motions developed pore water pressure ratios larger than 85%, which caused significant reductions of the vertical effective stresses, hence, liquefaction occurred. Simulations of hypothetical structures showed that settlement of structures with shallow foundations on liquefiable soils were controlled by a combination of different failures mechanisms. However, it was observed that the model is capable to predict the onset of liquefaction and estimate liquefaction-induced settlements.]]></description>
      <pubDate>Mon, 27 Mar 2017 09:29:51 GMT</pubDate>
      <guid>https://trid.trb.org/View/1457027</guid>
    </item>
    <item>
      <title>Technische Lieferbedingungen fuer Gesteinskoernungen im Strassenbau - TL Gestein-StB 04</title>
      <link>https://trid.trb.org/View/1243589</link>
      <description><![CDATA[Die Technischen Lieferbedingungen fuer Gesteinskoernungen im Strassenbau (TL Gestein-StB 04), Ausgabe 2004/Fassung 2007, sind in englischer Sprache von der Forschungsgesellschaft fuer Strassen- und Verkehrswesen herausgegeben worden. Die TL Gestein-StB 04 gelten fuer die Lieferung von Gesteinskoernungen fuer Asphalt, Beton, hydraulisch gebundene und ungebundene Baustoffgemische zur Herstellung von Schichten im Strassenoberbau. Sie enthalten die entsprechenden Anforderungen an natuerliche, industriell hergestellte und rezyklierte Gesteinskoernungen. (A)]]></description>
      <pubDate>Wed, 13 Feb 2013 10:38:23 GMT</pubDate>
      <guid>https://trid.trb.org/View/1243589</guid>
    </item>
    <item>
      <title>Three-Dimensional Method of Fragments to Study Drainage through Hydraulic Fill Stopes</title>
      <link>https://trid.trb.org/View/1237139</link>
      <description><![CDATA[The method of fragments is a simple technique for determining the flow rate, pore water pressure, and exit gradient in two-dimensional confined flow problems. This method is extended to a three-dimensional hydraulic fill stope. Expressions were developed for computing the flow rate and the maximum pore water pressure within the stope, which are two important design parameters for analyzing the drainage characteristics of the stope during filling. These expressions were validated using laboratory tests on model stopes and a numerical model using an explicit finite difference code, and good agreement was observed. The equations developed in this research note enable quick estimates of flow rate and the maximum pore water pressure within the hydraulic fill stope, without resorting to sophisticated simulation models. It is shown that the method of fragments can be applied to three-dimensional seepage problems, provided that appropriate form factors are developed.]]></description>
      <pubDate>Thu, 17 Jan 2013 13:48:08 GMT</pubDate>
      <guid>https://trid.trb.org/View/1237139</guid>
    </item>
    <item>
      <title>Neuerungen bei Bodenbehandlungen in den ZTV E-StB und den TP BF-StB, Teil B 11</title>
      <link>https://trid.trb.org/View/1114793</link>
      <description><![CDATA[In den Zusaetzlichen Technischen Vertragsbedingungen und Richtlinien fuer Erdarbeiten im Strassenbau (ZTV E-StB 09) sind fuer die Bodenbehandlung mit Bindemitteln verschiedene Neuerungen enthalten. Die wichtigsten Neuerungen betreffen die Bindemittel, hier wurden die Mischbindemittel beschrieben und aufgenommen, sowie die qualifizierten Bodenverbesserungen. In diesem Zusammenhang ist auch die Neubearbeitung der Technischen Pruefvorschriften fuer Boden und Fels im Strassenbau (TP BF-StB), Teil B 11 erfolgt. Die TP BF-StB, Teil B 11.3 "Eignungspruefungen bei Bodenverbesserungen mit Bindemitteln" enthalten Regelungen fuer alle Bindemittel, die nach den ZTV E-StB 2009 verwendet werden duerfen. Die Neufassung von BF fuer Bodenverfestigungen ist geplant. Diese TP BF-StB werden ebenfalls die Regelungen fuer die hydraulischen Bindemittel, Mischbindemittel und die Baukalke in einer Pruefvorschrift buendeln. Bis zum Erscheinen dieser Vorschrift gelten jeweils noch die TP BF-StB, Teil B 11.1 beziehungsweise Abschnitte in der TP BF-StB, Teil B 11.5. (A) Beitrag zur Erd- und Grundbautagung 2010 in Muenster.]]></description>
      <pubDate>Thu, 01 Sep 2011 14:09:18 GMT</pubDate>
      <guid>https://trid.trb.org/View/1114793</guid>
    </item>
    <item>
      <title>CAHIER DES PRESCRIPTIONS COMMUNES APPLICABLES AUX TRAVAUX RELEVANT DES SERVICES DES PONTS ET CHAUSSEES - FASCICULE 2 - TRAVAUX DE TERRASSEMENT.</title>
      <link>https://trid.trb.org/View/1072183</link>
      <description><![CDATA[CE FASCICULE S'APPLIQUE AUX TRAVAUX DE TERRASSEMENTS GENERAUX A L'EXCLUSION DE CEUX CONCERNANT LES FONDATIONS D'OUVRAGES D'ART, DE CEUX EN TRANCHEES POUR CANALISATIONS, CABLES..., DE CEUX EXECUTES EN SOUTERRAIN ET DE CEUX  EXECUTES DANS L'AIR COMPRIME. IL COMPREND LES PARTIES SUIVANTES : TITRE I - TERRASSEMENTS A L'AIR LIBRE. 1) PROVENANCE, QUALITE ET PREPARATION DES  MATERIAUX (TERRE VEGETALE POUR REVETEMENTS, GAZONS EN PLAQUES, GRAINES POUR SEMIS). 2) MODELE D'EXECUTION DES TRAVAUX (IMPLANTATION, PIQUETAGE, EXPLOSIFS ET ENGINS EXPLOSIFS, TRAVAUX PREALABLES AUX TERRASSEMENTS, MOUVEMENT DES TERRES, EMPRUNTS ET DEPOTS, EXECUTION DES DEBLAIS, PREPARATION DU TERRAIN SOUS LES REMBLAIS, EXECUTION DES REMBLAIS, TRAVAUX COMPLEMENTAIRES AUX TRAVAUX DE TERRASSEMENT, ENTRETIEN PENDANT LE DELAI DE GARANTIE). 3) MODE D'EVALUATION DES OUVRAGES. TITRE II - DRAGAGES, DEROCTAGES, REMBLAIS PAR VOIE HYDRAULIQUE. 1) PROVENANCE, QUALITE ET PREPARATION DES MATERIAUX ;  2) MODE D'EXECUTION DES TRAVAUX (IMPLANTATION, EXPLOSIFS ET ENGINS EXPLOSIFS, CARACTERISTIQUES ET CONDITIONS D'EMPLOI DU MATERIEL, PROFILS ET TOLERANCES D'EXECUTION EN EBOULEMENTS ET APPORTS AU COURS DES DRAGAGES, RECEPTION DES TRAVAUX, PRESCRIPTIONS DIVERSES. 3) MODE D'EVALUATION DES OUVRAGES.]]></description>
      <pubDate>Sun, 21 Nov 2010 13:18:23 GMT</pubDate>
      <guid>https://trid.trb.org/View/1072183</guid>
    </item>
    <item>
      <title>LE REMBLAYAGE HYDRAULIQUE DANS LA CONSTRUCTION ROUTIERE</title>
      <link>https://trid.trb.org/View/1071006</link>
      <description><![CDATA[LA PREMIERE PARTIE DE CET ARTICLE DONNE UN APERCU DES ASPECTS TECHNIQUES DU REMBLAYAGE HYDRAULIQUE EN PASSANT EN REVUE LES PROCEDES D'EXPLOITATION DES GISEMENTS DE SABLE PAR DRAGAGE, LES PARAMETRES CARACTERISTIQUES DE LA MIXTURE SABLE-EAU, LES MOUVEMENTS ET LA SEDIMENTATION DE GRAINS DE SOL DANS L'EAU, LES PRINCIPES DU TRANSPORT PAR REFOULEMENT, L'AMENAGEMENT DU DEPOT, LES MODES D'EXECUTION DU REMBLAYAGE ET LE DRAINAGE DES REMBLAIS. LES INCONVENIENTS DE LA DEPOSITION DE MATIERES FINES DANS LE REMBLAI ET LES POSSIBILITES D'ELIMINATION PREALABLE OU D'EVACUATION ULTERIEURE DES FINES SONT  EVOQUES, AINSI QUE L'ACHEVEMENT ET LE COMPACTAGE DES REMBLAIS HYDRAULIQUES ET LEUR PROTECTION CONTRE L'EROSION. QUELQUES CONSIDERATIONS SUR LES CONDITIONS TECHNIQUES GENERALES ET SUR LES AVANTAGES ET INCONVENIENTS DU REMBLAYAGE HYDRAULIQUE TERMINENT CETTE PREMIERE PARTIE. LA DEUXIEME PARTIE TRAITE DE L'INVESTIGATION PREALABLE DES TERRAINS A EXPLOITER ET DES DISPOSITIONS CONTRACTUELLES RELATIVES A L'EXECUTION DES TRAVAUX. EN CE QUI CONCERNE LES SPECIFICATIONS ET ESSAIS DE RECEPTION, LES PRESCRIPTIONS ET LES TYPES D'ESSAIS EN VIGEUR EN BELGIQUE, AUX PAYS-BAS ET EN ALLEMAGNE FEDERALE SONT PASSEES EN REVUE ET COMPAREES. DANS LES CONCLUSIONS, QUELQUES POSSIBILITES D'AMENDEMENTS ET DE COMPLEMENTS DES PRESCRIPTIONS BELGES ACTUELLES SONT SUGGEREES.]]></description>
      <pubDate>Sun, 21 Nov 2010 12:44:35 GMT</pubDate>
      <guid>https://trid.trb.org/View/1071006</guid>
    </item>
    <item>
      <title>LE REMBLAYAGE HYDRAULIQUE EN CONSTRUCTION ROUTIERE</title>
      <link>https://trid.trb.org/View/1071004</link>
      <description><![CDATA[L'EXTRACTION ET LE TRANSPORT DU SABLE PAR VOIE HYDRAULIQUE CONSTITUENT DES OPERATIONS NON SPECIFIQUES A LA CONSTRUCTION ROUTIERE. ON TROUVERA DANS L'ARTICLE QUELQUES REMARQUES QUANT A L'UTILISATION DE LA DRAGUE SUCEUSE SUR LE TERRAIN ET A L'EVACUATION DU MELANGE SABLE-EAU. LA PHASE DE DEPOT DU MELANGE INTERESSE DE PLUS PRES LA CONSTRUCTION ROUTIERE. L'AIRE DE DEPOT Y  EST ALLONGEE ET ETIREE, LA CONDUITE D'EVACUATION DOIT ETRE FREQUEMMENT PROLONGEE. IL CONVIENT DONC QUE LA PORTANCE DU REMBLAI SOIT RAPIDEMENT SUFFISANTE. LE RIJKSWEGENBOUWLABORATORIUM A MIS AU POINT UNE METHODE PERMETTANT DE PREDIRE L'EVOLUTION DE LA PORTANCE AU COURS DU TEMPS. CETTE METHODE A  ETE TESTEE SUR DES DEPOTS EXPERIMENTAUX. CETTE METHODE EST BASEE SUR LA VARIATION DU NIVEAU DE LA NAPPE PHREATIQUE QUI INFLUENCE LUI-MEME LA TENEUR EN EAU DU SABLE REMBLAYE. CES CONSIDERATIONS THEORIQUES SONT SUIVIES DE QUELQUES MESURES FAITES SUR UN DEPOT EXPERIMENTAL EN ZELANDE, OU LE REMBLAI ETAIT CONSTITUE D'UN MELANGE RICHE EN FINES. L'USAGE DE CE MATERIAU EN REMBLAYAGE HYDRAULIQUE POSE DE GRANDES DIFFICULTES EN RAISON DE LA LENTEUR DE L'ACCROISSEMENT DE SON INDICE C.B.R.]]></description>
      <pubDate>Sun, 21 Nov 2010 12:44:31 GMT</pubDate>
      <guid>https://trid.trb.org/View/1071004</guid>
    </item>
    <item>
      <title>HYDRAULISCH GEBUNDENE TRAGSCHICHTEN</title>
      <link>https://trid.trb.org/View/1070839</link>
      <description><![CDATA[IN DEM BEMUEHEN UM EINE RATIONELLERE UND PREISWERTERE TRAGSCHICHTENHERSTELLUNG IM STRASSENBAU WAR EINE LANGJAEHRIGE ENTWICKLUNGSPERIODE - VON DER WASSERGEBUNDENEN DECKE UEBER DIE SCHUETTPACKLAGE, DEN RUETTELSCHOTTER BIS ZUM WERKS- ODER BAUSTELLENGEMISCHTEN MINERALBETON - VOR SICH  GEGANGEN. ES LAG NAHE, DIE AUFWENDIGEN ENTSTAUBUNGS-, WASCH - UND SANDSATZVERFAHREN DURCH GLEICHMAESSIGES EINMISCHEN VON HYDRAULISCHEN BINDEMITTELN ZU ERSETZEN. ES KANN GESAGT WERDEN, DASS DIE IN ZENTRALEN MISCHWERKEN HERGESTELLTEN HYDRAULISCHEN TRAGSCHICHTMATERIALIEN - TROTZ DER TEUREREN NOTWENDIGEN INVESTITIONEN - EINE INTERESSANTE UND WEITGEHEND PROBLEMLOSE ERGAENZUNG AUF DEM WEGE ZUM RATIONELLEN STRASSENBAU DARSTELLT. WESENTLICHE VORTEILE SIND: LAENGERE VERARBEITBARKEIT, VERDICHTUNGSFAEHIGKEIT UND NACHBEARBEITBARKEIT BIS ZU 24 STUNDEN, OHNE DAS FESTIGKEITSERGEBNIS ZU GEFAEHRDEN. WIEWEIT SICH TRAG- UND SPEZIELL DIE DAUERSTANDSFAEHIGKEIT EINES DECKENAUFBAUES BEI UNTERSCHIEDLICHER FESTIGKEIT DER HYDRAULISCH GEBUNDENEN TRAGSCHICHT VERAENDERT, SOLLTE DRINGEND DURCH SYSTEMATISCHE UEBERWACHUNG VERSCHIEDENER BEREITS VORHANDENER UND NOCH ZU BAUENDER STRECKEN MIT DEM BENKELMAN-BALKEN ERFORSCHT WERDEN. AUCH EINE DIFFERENZIERUNG VON HYDRAULISCH GEBUNDENEN SCHOTTER- UND  KIESTRAGSCHICHTEN ERSCHEINT BEI DER DIMENSIONIERUNG DRINGEND ERFORDERLICH. (ZI).]]></description>
      <pubDate>Sun, 21 Nov 2010 12:38:11 GMT</pubDate>
      <guid>https://trid.trb.org/View/1070839</guid>
    </item>
    <item>
      <title>REMBLAIS HYDRAULIQUES EN SABLE DANS DES ENCEINTES FERMEES - CARACTERISTIQUES MECANIQUES</title>
      <link>https://trid.trb.org/View/1068629</link>
      <description><![CDATA[IL S'AGIT DU TEXTE D'UNE CONFERENCE PRONONCEE LORS DE LA JOURNEE SUR LES TRAVAUX A LA MER QUI S'EST TENUE AU LABORATOIRE DE SAINT-BRIEUC LE 9 DECEMBRE 1975.  LES PRINCIPALES CARACTERISTIQUES MECANIQUES (DENSITES, PRESSIOMETRE, PENETROMETRE) MESUREES DANS DES ENCEINTES FERMEES, REMBLAYEES HYDRAULIQUEMENT AVEC DES SABLES DE MER, SONT DONNEES.  L'AUTEUR ETUDIE LES POSSIBILITES D'ETABLISSEMENT DE FONDATIONS SUPERFICIELLES, SANS AMELIORATION ARTIFICIELLE DES PERFORMANCES MECANIQUES DU SABLE, APRES QUELQUES MOIS DE STABILISATION.  UNE METHODE EST PROPOSEE POUR L'EVALUATION RAPIDE DU TASSEMENT DU SABLE SOUS SON PROPRE POIDS.(A).]]></description>
      <pubDate>Sun, 21 Nov 2010 11:21:42 GMT</pubDate>
      <guid>https://trid.trb.org/View/1068629</guid>
    </item>
    <item>
      <title>BOOK OF COMMON SPECIFICATIONS APPLICABLE TO WORK CARRIED OUT BY THE BRIDGE AND HIGHWAY DEPARTMENTS</title>
      <link>https://trid.trb.org/View/1068259</link>
      <description><![CDATA[THIS BOOK DEALS WITH GENERAL EARTHWORKS EXCLUDING FOUNDATIONS OF ENGINEERING STRUCTURES, TRENCHES FOR PIPES, CABLES, ETC., UNDERGROUND STRUCTURES, AND WORK CARRIED OUT BY MEANS OF COMPRESSED AIR. IT IS COMPILED UNDER THE FOLLOWING HEADINGS: EARTHWORKS IN THE OPEN - (1) ORIGIN, QUALITY AND PREPARATION OF MATERIALS (TOP SOIL FOR SURFACINGS, TURF, SEEDS); (2) EXECUTION OF THE WORKS (PEGGING OUT OPERATIONS, EXPLOSIVES, PRELIMINARY EARTHWORKS, EARTHMOVING, BORROWING AND STORAGE OF MATERIALS, CUTTINGS, PREPARATION OF THE GROUND UNDER THE EMBANKMENTS, CONSTRUCTION OF EMBANKMENTS, MAINTENANCE  DURING THE GUARANTEE PERIOD); (3) METHOD OF ASSESSING THE STRUCTURES. DREDGING, ROCK EXCAVATION WORK AND HYDRAULIC FILL FOR CONSTRUCTING EMBANKMENTS - (1) ORIGIN, QUALITY AND PREPARATION OF MATERIALS; (2) EXECUTION OF THE WORKS (PEGGING OUT OPERATIONS, EXPLOSIVES, CHARACTERISTICS AND CONDITIONS OF USE OF THE EQUIPMENT, TOLERANCE AND COMPLIANCE OF THE WORKS; (3) EVALUATION OF THE WORKS.]]></description>
      <pubDate>Sun, 21 Nov 2010 11:05:51 GMT</pubDate>
      <guid>https://trid.trb.org/View/1068259</guid>
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