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    <title>Transport Research International Documentation (TRID)</title>
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    <atom:link href="https://trid.trb.org/Record/RSS?s=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" rel="self" type="application/rss+xml" />
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    <copyright>Copyright © 2026. National Academy of Sciences. All rights reserved.</copyright>
    <docs>http://blogs.law.harvard.edu/tech/rss</docs>
    <managingEditor>tris-trb@nas.edu (Bill McLeod)</managingEditor>
    <webMaster>tris-trb@nas.edu (Bill McLeod)</webMaster>
    <image>
      <title>Transport Research International Documentation (TRID)</title>
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      <link>https://trid.trb.org/</link>
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    <item>
      <title>Modeling of PVD-improved embankment underneath soft sensitive clays considering soil disturbance</title>
      <link>https://trid.trb.org/View/2587253</link>
      <description><![CDATA[Plastic Vertical Drains (PVDs) are commonly used in soft soil foundation treatment as a means to facilitate drainage and accelerate the consolidation process, significantly improving foundation strength and stability. However, existing studies mainly focus on the drainage effect and consolidation efficiency of PVD, with limited attention given to the impact of PVD installation on the structure and time-dependent properties of soft soil. This paper investigates the influence of soil disturbance induced by the installation of PVD in soft sensitive clays. Three typical matching techniques for modeling the PVD-improvement under the plane strain condition are adopted for comparison. An advanced elasto-viscoplastic model accounting for anisotropy and destructuration of natural soft clay is employed. A well-documented PVD-improved test embankment is adopted for simulations by the elasto-viscoplastic model combined with three mapping techniques respectively. To quantify the degree of soil disturbance, a new variable, δ, is introduced as an additional input parameter to the model, enabling the consideration of soil disturbance-induced strength degradation and hydraulic conductivity modification. The predictions of settlement, vertical displacement, horizontal displacement and excess water pore pressure, using different values of δ, are compared against field measurements. An appropriate value of δ is determined for each mapping technique based on the quality of the fit to the measurements. The results demonstrate that soil disturbance has a significant impact on settlement. Finally, the performance of the three mapping techniques is evaluated in terms of predictive accuracy and practical applicability.]]></description>
      <pubDate>Fri, 19 Sep 2025 10:16:17 GMT</pubDate>
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    <item>
      <title>Changes in undrained shear strength as a function of time under embankments : Final report</title>
      <link>https://trid.trb.org/View/2491302</link>
      <description><![CDATA[A methodology to evaluate the changes of undrained shear strength in the sub-soil as a functionof time under the centreline of an embankment was developed. This is based on modelsimulations, using the instrumented test embankment in Haarajoki, Finland, as a case study.The simulations demonstrate that the evolution of the undrained strength under embankmentloading as a function of time is complicated. Firstly, the evolution of strength is related to bothconsolidation and creep, which are strongly affected by the apparent preconsolidation pressureand the creep parameters. Any significant gains in strength are only possible when the effectivestresses go beyond the normal consolidation surface. Furthermore, the degradation of bondingin sensitive clays may in the short term reduce the undrained shear strength, in particular ifthe preconsolidation pressure is only marginally exceeded. Most importantly, the results alsoidentify gaps in our knowledge, with regards of the role of the evolution and anisotropy andprincipal stress rotation on the evolving undrained shear strength, which affect the strengthmobilisation in most of the failure surface.]]></description>
      <pubDate>Fri, 17 Jan 2025 15:18:14 GMT</pubDate>
      <guid>https://trid.trb.org/View/2491302</guid>
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    <item>
      <title>On the temporal evolution of earth pressures in deep excavations in soft clay</title>
      <link>https://trid.trb.org/View/2491270</link>
      <description><![CDATA[Urbanisation and sustainable development of cities drives the need to increasingly utilise underground space. Consequently, there is more demand for deeper and larger excavations in urban areas, pushing the limits of current engineering experience. The vast majority of the reported observations of earth pressures in deep excavations, however, are on lateral earth pressures only and cover the construction stage. Reports on the performance in the serviceability stage are scarce, especially for underground structures in soft clays. In particular, there is a lack of investigations on the evolution of earth pressures below permanent structures at the base of deep excavations. Additionally, quantifying the magnitude and evolution of earth pressures due to delayed heave restrained by structural elements, remains challenging. This thesis investigates the temporal evolution of earth pressures acting on underground structures in deep excavations in soft clay, by means of field monitoring and numerical analyses. The ultimate goal is to generalise the results and develop non-dimensional design charts that quantifies the magnitude and evolution of earth pressures beneath the base of deep excavations and underground structures. The research consists of three parts i) benchmarking of a soil model (Creep-SClay1S) against the observed response of two well-documented excavations, ii) field monitoring of the hydro-mechanical response of soil elements below the base of an excavation and underground structure, and iii) a parametric study, using the finite Element Method, designed and evaluated using dimensionless parameter groups to generalise the results.]]></description>
      <pubDate>Fri, 17 Jan 2025 15:17:36 GMT</pubDate>
      <guid>https://trid.trb.org/View/2491270</guid>
    </item>
    <item>
      <title>On modelling of slope stability in sensitive clay : the effect of time and state</title>
      <link>https://trid.trb.org/View/2491150</link>
      <description><![CDATA[The stability of natural slopes is a global problem, with the number of landslides and the associated socioeconomic losses increasing, as a result of the global trend of urbanisation, deforestation and changed weather patterns. The available methods for identifying potential failure modes and assessing the stability, however, overly simplify the modelled soil behaviour within a slope, which might lead to unnecessary mitigation measures or non-conservative results. On the other hand, advanced soil models suitable to capture the response of sensitive clays, have successfully been demonstrated for Serviceability Limit State problems in geotechnics. Yet, those advanced models have not been exploited for effective stress based slope stability analyses. The aim of this thesis, therefore, is to explore and integrate advanced soil models for analysing the stability of slopes in natural sensitive clay. As such, the evolving hydromechanical processes known to be occurring in a slope, ranging from anisotropy to rate dependency, should be accounted for. The main research effort has consisted of; (i) verification of the use of an anisotropic failure criterion, based on the NGI-ADP model, in the upper bound limit analysis Discontinuity Layout Optimisation (DLO), and (ii) investigation the applicability of the advanced, rate-dependent, Creep-SCLAY1S model for analysing slope stability.]]></description>
      <pubDate>Fri, 17 Jan 2025 15:15:34 GMT</pubDate>
      <guid>https://trid.trb.org/View/2491150</guid>
    </item>
    <item>
      <title>Verifiering av stenpelarmetoden i lös lera</title>
      <link>https://trid.trb.org/View/2440131</link>
      <description><![CDATA[When building road and railway banks through wasteland areas is often required extensive soil reinforcement to minimize settlement, increase stability, limit construction time and reduce the need for space-consuming filling for counterweight. Usual common soil reinforcement methods are lime-cement columns and bank piling. The climate impact from these is significant and can constitute a large proportion of the total climate impact when building a road or railway bank. A climate-friendly alternative to lime-cement columns and bank piles are stone columns. Stone columns are load-bearing elements consisting of crushed material that are installed to be fixed bottom in singular pillar pattern. Stone pillars have high angle of internal friction and compression module, which means that a significant proportion of applied load from, for example, a road or railway bank is transferred to the stone pillars and further down to solid soil layers. This contributes to reduced total and difference deposits, increased stability and reduced need for printing banks. The stone pillars are also drained, which means that the soil between the pillars consolidates and with time gains increased strength. This contributes to increased stability and shorter construction time compared to traditional consolidation through vertical drainage. A test bank with stone columns installed using gentle, alternative technology is planned within The Swedish Transport Administration's program Norrbotniabanan. The soil in the current area is made up of a lot loose clay, requiring custom gentle stone pillar installation to minimize disturbance of surrounding soil. The aim of the present project is to follow up and report the results of the sample bank, perform supplementary instrumentation and measurement of resulting movements, give an account of suitable dimensioning principles, constructive design as well as follow-up and control of the stone pillar method when it is used in loose clay.]]></description>
      <pubDate>Thu, 10 Oct 2024 14:38:31 GMT</pubDate>
      <guid>https://trid.trb.org/View/2440131</guid>
    </item>
    <item>
      <title>A2017-10 final report: Effects of climate change om slopes in sensitive clay</title>
      <link>https://trid.trb.org/View/2344795</link>
      <description><![CDATA[The stability of slopes is a well-known subject introduced for more than a century ago, with pioneering work by e.g. Petterson (1916) and Hultin (1916). This led to development of well established calculation methods and the current national guidelines, in which the effect of climate is most often included as a variation of the (ground) water level. However, climate research show that the Nordic countries will suffer from increased average temperature, more precipitation and higher likelihood of intense precipitation. This is changing the environmental loads on slopes, in addition to secondary effects such as drought, fire and extreme cycles of drying-wetting and freeze-thaw. These new climate loads, combined with the uncertainties of both climate impact and soil properties, may lead to unnecessary, costly mitigation measures or undetected risks for infrastructure and constructions. The report compares four available methods for stability analyses, and discusses a new methodology for evaluating the stability of slopes, as an initial step for evaluating the effect of different climate scenarios on slopes stability. The report also presents climate scenarios which are likely to occur in relation to Swedish slopes and summarises international research on how these climate scenarios could affect the stability or the strength of the soil in the slope.]]></description>
      <pubDate>Tue, 27 Feb 2024 14:25:56 GMT</pubDate>
      <guid>https://trid.trb.org/View/2344795</guid>
    </item>
    <item>
      <title>BIG A2020-09 Förenklade stabilitetsanalyser i ett förändrat klimat</title>
      <link>https://trid.trb.org/View/1748948</link>
      <description><![CDATA[The stability of slopes will be significantly impacted by climate change, and already now the foreseen cost of mitigation measures is significant. Slope stability analyses are performed routinely with Limit Equilibrium method (LEM), which is not ideal for assessing climate effects and the consequences of possible mitigation measures, in particular for slopes in sensitive clays. Forensic analyses of slope failures in clays suggest that the trigger for failure is most often due to changes in pore pressures and topograhpy (erosion). Furthermore, as research in an ongoing BIG project suggests, the role of the initial state is of paramount importance on the emerging soil strength, and the resulting stability of the slope. Thus, we need methods for effective stress based stability analyses, in contrast to the total stress analyses currently used. In addition, the complexities of natural and man-made slopes (including embedded structural elements and complex geometries) need to be captured to some degree. Therefore, we propose to use advanced FE analyses to understand and quantify the associated problems, and then translate the findings to an updated effective stress based approach that is simple to use for practitioners. All stakeholders (researchers, consultants, contractors) as well as major clients such as SGI and Trafikverket, will directly benefit from the project, which aims to offer a well-documented method for the assessment of slope stability in a changing climate.]]></description>
      <pubDate>Mon, 02 Nov 2020 14:10:20 GMT</pubDate>
      <guid>https://trid.trb.org/View/1748948</guid>
    </item>
    <item>
      <title>Dry Soil Mixing and Vibro Replacement in Combination for a High Embankment</title>
      <link>https://trid.trb.org/View/1273608</link>
      <description><![CDATA[A highway between Stockholm and Nynäshamn in Sweden was constructed in a geologically sensitive area with large deposits of highly compressible clay and organic soils overlaying large deposits of silt and sand resting on bedrock. A mixed ground improvement solution, using Vibro Replacement and Dry Soil Mixing for a 7-10 m high embankment, was designed and executed. The alternative design provided both technical and production advantages to the project. This paper presents the design and execution tasks that arose during the project due to the mixing of the two different ground improvement techniques. The used design method is presented together with the monitoring results of settlements as well as the results from field tests and field trials.]]></description>
      <pubDate>Thu, 29 May 2014 10:15:28 GMT</pubDate>
      <guid>https://trid.trb.org/View/1273608</guid>
    </item>
    <item>
      <title>Role of carbonate on the swelling/shrinkage of clayey soils</title>
      <link>https://trid.trb.org/View/1267945</link>
      <description><![CDATA[In the past decades, the succession of several periods of drought caused damages on individual constructions in France. After the summer heat in 2003, an increasing number of pathologies with cracks appeared consequently to soil deformation under foundations because of the presence of sensitive clay. Indeed, smectites may swell and shrink when the soil water content varies. So characterize the swelling/shrinkage potential of soils after identifying the presence of clay represents a real challenge to reduce expensive reparations on damaged constructions and prevent new buildings to sinister. Experiments were conducted on the two major clayey materials as named Romainville?s green clay and Argenteuil?s blue marl and at the origin of the pathologies encountered near to Paris. After the geotechnical, physico-chemical and mineralogical characterization of materials extracted from a gypsum carrier, mechanical tests were applied to better understand the relation between microstructural characteristics of soils and macroscopic behaviour. An automatised instrumented apparatus developed in LCPC to measure the volumetric shrinkage were uses as well as the free swell test (Makki, 2008). Several parameters impacting to the soil behaviour were identified as the soil density, the numbers of humidification/desiccation cycles, the sample structure (intact or compacted after destructurated soil sample) and the presence of carbonates. This last parameter appears as determining as it can modify the soil sensitivity, compared to the same soils with similar clay. Between aggregates, the carbonates may form cementation submitted to alteration under dry/wet cycles. This cementation, we tried to put in evidence from observations by scanning electron and optical microscopies completed by porosimetric measurement by mercury intrusion, reduce the soil deformation. So, such parameters must be considered in the classification of soil sensitivity to swelling-shrinkage.]]></description>
      <pubDate>Thu, 07 Nov 2013 11:49:43 GMT</pubDate>
      <guid>https://trid.trb.org/View/1267945</guid>
    </item>
    <item>
      <title>Transportation Infrastructure on Soft Sensitive Clays: Some Essential Aspects and Examples</title>
      <link>https://trid.trb.org/View/1243427</link>
      <description><![CDATA[Soft sensitive clays in Norway may be a major threat to nearby transport infrastructures due to their tendency to remold when being loaded to failure. Soft sensitive clays deposits may cause catastrophic events, due to the possibility of small landslides initiating a fast and extensive retrogression process, which may involve massive soil movements on the order of millions of cubic meters. In this paper, the effort is made to demonstrate these using some simple examples and analytical solutions. The paper shows that the very fundamental properties like undrained shear strength (Cu), shear strain (γ ) at the intact (Cui) and the remolded state (Cur), soil sensitivity (St) and the stiffness parameters of soft sensitive clays are closely interrelated. Therefore, the mechanical behavior of soft sensitive clays requires an integrated study of these parameters because results only based on individual parameters could be misleading. This is elaborated using the concept of remolding energy.]]></description>
      <pubDate>Tue, 19 Feb 2013 15:03:34 GMT</pubDate>
      <guid>https://trid.trb.org/View/1243427</guid>
    </item>
    <item>
      <title>Reduction in Wick Drain Effectiveness with Drain Spacing for Utah Silts and Clays</title>
      <link>https://trid.trb.org/View/1147955</link>
      <description><![CDATA[Although decreasing the spacing of vertical drains usually decreases the time for consolidation, previous field tests have shown that there is a “critical” drain spacing for which tighter spacing does not decrease the time for consolidation. This critical spacing is thought to be due to disturbance effects from installation of the drains. Installation disturbance is thought to depend on soil layering (uniform vs. layered) as well as mandrel and anchor geometry. Installation disturbance can be modeled using a smear zone or by using a back-calculated consolidation coefficient (Ch/Cv) ratio. To validate these design methods and assess the importance of soil layer and mandrel geometry on drain effectiveness, full-scale field tests were conducted at Mountain View Corridor in Lehi, Utah. Tests were performed for triangular drain spacings of 5.8, 5.0, 4.0 and 3.0 ft with both rebar or plate anchors. Test results showed that installation disturbance is less important for thick clay layers than for thin interbedded clay and silt layers. Disturbance was found to be a function of drain spacing divided by mandrel-anchor diameter. Results also showed that the rebar anchor caused about twice the disturbance of the plate anchor. Using the smear zone model, with a Ch/Cv ratio of 1.25 and ds of 3.07 times dm, the time rate of settlement was reasonably well predicted, while the back-calculated Ch/Cv ratio, with no smear zone, also predicted the time rate reasonably well.]]></description>
      <pubDate>Wed, 22 Aug 2012 15:37:19 GMT</pubDate>
      <guid>https://trid.trb.org/View/1147955</guid>
    </item>
    <item>
      <title>ETUDE COMPARATIVE DE SECTIONS EXPERIMENTALES DE CHAUSSEE DANS LES ZONES A 'TIRS' SUR LA ROUTE PRINCIPALE NUMERO 1 AU MAROC.</title>
      <link>https://trid.trb.org/View/1074438</link>
      <description><![CDATA[DANS PLUSIEURS REGIONS DU MAROC, NOTAMMENT DANS LE NORD-OUEST ET LE CENTRE, LES SOLS SONT SOUVENT CONSTITUES PAR DES TERRES NOIRES TRES ELASTIQUES APPELEES 'TIRS'. CES FORMATIONS PARAISSENT SEMBLABLES A CELLES QUE L'ON RENCONTRE DANS CERTAINES ZONES D'AFRIQUE ET D'ASIE ET QUE L'ON APPELLE DANS LES PAYS DE LANGUE ANGLAISE 'BLACK COTTON'. DANS CES REGIONS DE TIRS, LES CHAUSSEES OU VOIES FERREES ET MEME LES BATIMENTS SONT SOUMIS A DE FREQUENTS DESORDRES QUI ONT CONDUIT LE LABORATOIRE PUBLIC D'ETAT ET D'ETUDES DE CASABLANCA A ETUDIER LE COMPORTEMENT DE CES SOLS AFIN DE DETERMINER LES REGLES DE CONSTRUCTION APPROPRIEES A CES TENANTS. A LA SUITE D'UNE ETUDE SUR LA COMPORTEMENT DES CHAUSSEES ANCIENNES SUR LES TIRS, LES INGENIEURS ETAIENT ARRIVES A ADMETTRE LA NECESSITE D'UN TRAITEMENT IMPORTANT DES ACCOTEMENTS. DES SECTIONS EXPERIMENTALES FURENT EXECUTEES DANS LA PLAINE DU GHARB AVEC DIFFERENTS TYPES DE PROTECTION, MAIS ELLES FURENT EN PARTIE DETRUITES AU COURS DES FORTES CRUES DE 1962/1963. CETTE PREMIERE ETUDE A FAIT L'OBJET  D'UNE COMMUNICATION DU XIIIEME CONGRES DE TOKYO EN 1967. LA PRESENTE CONFERENCE QUI LUI FAIT SUITE EXPOSE LES RESULTATS OBTENUS SUR UNE NOUVELLE SECTION EXPERIMENTALE REALISEE EN 1969/1970. (VOIR FICHE GENERALE 100978 ET  FICHE 201821). VOIR FICHES 102923 A 102929.]]></description>
      <pubDate>Sun, 21 Nov 2010 14:35:02 GMT</pubDate>
      <guid>https://trid.trb.org/View/1074438</guid>
    </item>
    <item>
      <title>LA STABILISATION DES 'TIRS' A LA CHAUX.</title>
      <link>https://trid.trb.org/View/1074436</link>
      <description><![CDATA[LA STABILISATION DES SOLS ARGILEUX AVEC DE LA CHAUX N'A PAS ENCORE ETE EXPERIMENTEE SUR LES CHAUSSEES MAROCAINES. POURTANT CE PROCEDE SERAIT SANS DOUTE TRES EFFICACE, DANS LES REGIONS OCCUPEES PAR LES 'TIRS', CAR IL CONDUIRAIT A UNE REDUCTION DE L'EPAISSEUR DE CHAUSSEE ET PERMETTRAIT DE CONSTITUER UNE PROTECTION EFFICACE DES ACCOTEMENTS QUI SUBISSENT DES VARIATIONS VOLUMETRIQUES SAISONNIERES RESPONSABLES DE L'AFFAISSEMENT DES TALUS ET DES EROSIONS. EN EFFET, LES ETUDES PRELIMINAIRES EFFECTUEES EN LABORATOIRE ET QUI SONT PRESENTEES DANS CETTE COMMUNICATION, ONT MONTRE QUE L'ADJONCTION DE CHAUX DANS UNE PROPORTION RAISONNABLE (4 A 5 POUR-CENT) PERMETTAIT DE REDUIRE L'INDICE DE PLASTICITE DE L'ARGILE, PRINCIPALEMENT PAR AUGMENTATION  DE LA LIMITE DE PLASTICITE, AINSI QUE LE DOMAINE DES VARIATIONS VOLUMETRIQUES, PAR AUGMENTATION DE LA LIMITE DE RETRAIT. CETTE ATTENUATION DU CARACTERE ARGILEUX PAR LA CHAUX S'ACCOMPAGNE D'UNE REDUCTION DE LA PRESSION ET  DE L'AMPLITUDE DU GONFLEMENT ET L'ON A CHIFFRE PRECISEMENT CES VALEURS DANS CHAQUE CAS POUR DIVERSES DENSITES INITIALES. D'AUTRE PART, AU-DELA DU POINT DE FIXATION DE LA CHAUX, LES REACTIONS DE CIMENTATION DU TYPE POUZZOLANIQUE CONFERENT AU SOL UNE RESISTANCE APPRECIABLE APRES SATURATION. EN EFFET, LA RESISTANCE A LA COMPRESSION SIMPLE SUR EPROUVETTE COMPACTEE A LA DENSITE SECHE DU PROCTOR STANDARD EST DE 2KG/CM2 AVEC 6 POUR-CENT DE CHAUX  ET APRES 24 HEURES D'IMBIBITION. DE MEME L'INDICE PORTANT CBR QUI N'EST QUE DE 3 POUR-CENT POUR LES 'TIRS' SEULS, EST DE 15 A 30 POUR-CENT AVEC 6 POUR-CENT DE CHAUX, SELON LA DENSITE INITIALE. L'ENSEMBLE DES RESULTATS OBTENUS AU LABORATOIRE POURRONT AINSI ETRE APPLIQUES AU DIMENSIONNEMENT DES CHAUSSEES QUANT UN TRAITEMENT DE LA FONDATION AVEC DE LA CHAUX EST ENVISAGE. ON POURRA EGALEMENT APPLIQUER CES RESULTATS POUR LA PROTECTION DES DIGUES OU CANAUX, LA REDUCTION DES TASSEMENTS DE REMBLAIS, ETC. VOIR FICHES 102910 A 102920.]]></description>
      <pubDate>Sun, 21 Nov 2010 14:34:57 GMT</pubDate>
      <guid>https://trid.trb.org/View/1074436</guid>
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      <title>PROBLEMES POSES PAR LES 'TIRS' DU MAROC.</title>
      <link>https://trid.trb.org/View/1074434</link>
      <description><![CDATA[LES 'TIRS' SONT CARACTERISES PAR UNE STRUCTURE TRES FISSUREE QUI EST L'ORIGINE DE LEUR ERODABILITE ET QUI CONTRIBUE EGALEMENT AUX FORTES VARIATIONS  VOLUMETRIQUES, CAUSES DE NOMBREUX DESORDRES. DANS LA PRESENTE COMMUNICATION, TROIS ASPECTS DES COMPORTEMENTS DES TIRS SONT EXAMINES : - LA MISE EN  OEUVRE DES TIRS A L'ETAT DE REMBLAIS ; - L'INSTABILITE DES CHAUSSEES ; -  L'EROSION A LA SORTIE DES OUVRAGES DE DRAINAGE. LE SECOND POINT EST PARTICULIEREMENT DEVELOPPE CAR IL A FAIT L'OBJET D'UNE ETUDE EXPERIMENTALE DONT LES RESULTATS SONT EXAMINES. ENFIN DES RECOMMANDATIONS SONT DONNEES POUR  LA CONSTRUCTION DE CHAUSSEES DANS LES ZONES DE 'TIRS'. VOIR FICHES 102910 A 102920.]]></description>
      <pubDate>Sun, 21 Nov 2010 14:34:53 GMT</pubDate>
      <guid>https://trid.trb.org/View/1074434</guid>
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    <item>
      <title>LIAISONS FERROVIAIRES DE HUELVA</title>
      <link>https://trid.trb.org/View/1069486</link>
      <description><![CDATA[LE RESEAU FERROVIAIRE DE HUELVA (ESPAGNE) S'EST NETTEMENT AMELIORE AU COURS DES DERNIERES ANNEES.  ON A TOUT D'ABORD MODERNISE LA LIGNE ZAFRA-HUELVA, EN REMPLACANT PAR DES OUVRAGES D'ART LES ANCIENS PONTS METALLIQUES.  PUIS L'ETABLISSEMENT D'UNE ZONE INDUSTRIELLE A ENTRAINE L'ELABORATION D'UN PLAN D'ACCES FERROVIAIRES; CERTAINS DE CES OUVRAGES ONT POSE DES PROBLEMES PAR SUITE DE L'EXISTENCE D'ARGILES EXPANSIVES QUI DETERIORERENT FORTEMENT LES TRANCHEES ET LA PLATEFORME DE ROULEMENT.  ON A CONSTRUIT EGALEMENT UNE  GARE DE MARCHANDISES QUI COMPTE UN FAISCEAU DE 4 VOIES POUR LA RECEPTION  ET L'EXPEDITION ET UN FAISCEAU COMPTANT 8 VOIES POUR LE TRIAGE, UNE AIRE  DE RAMES COMPLETES ET UNE DE MARCHANDISES, UN QUAI POUR AUTOMOBILES ET UNE AIRE DE CONTAINERS.  LA CONSTRUCTION S'EN EST AVEREE DIFFICILE, LE TERRAIN SE COMPOSANT D'UNE PART DE MARECAGES ET, DE L'AUTRE, D'ARGILES EXPANSIVES.  ON A RESOLU LES PROBLEMES DE MARAIS AU MOYEN D'UNE PRECHARGE DE 2,50M DE HAUT ET LES TALUS D'ARGILE ONT ETE PROTEGES PAR DE LA GUNITE EN MAILLE.]]></description>
      <pubDate>Sun, 21 Nov 2010 11:42:16 GMT</pubDate>
      <guid>https://trid.trb.org/View/1069486</guid>
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