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Investigation of physical properties of bituminous paving mixtures containing cationic and anionic emulsionsPrasad, Chitaranjan. January 1961 (has links)
Thesis (M.S.)--University of Wisconsin--Madison, 1961. / Typescript. eContent provider-neutral record in process. Description based on print version record. Includes bibliographical references (leaves 56-57).
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An experimental study of the deformational and performance characteristics of foamed bitumen stabilised pavements : a thesis submitted in partial fulfilment of the requirements for the degree pf Doctor of Philosophy in the University of Canterbury /Gonzalez, Alvaro, January 2009 (has links)
Thesis (Ph. D.)--University of Canterbury, 2009. / Typescript (photocopy). Includes bibliographical references. Also available via the World Wide Web.
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Modulus of elasticity as a factor in the design of bituminous pavement mixturesWeems, Lanier Jackson 05 1900 (has links)
No description available.
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Characterisation of material properties and behaviour of cold bituminous mixtures for road pavements /Ebels, Lucas-Jan. January 2008 (has links)
Dissertation (PhD)--University of Stellenbosch, 2008. / Bibliography. Also available via the Internet.
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Recycling of bituminous pavement materials.Servas, Vladis P. 28 May 2013 (has links)
No abstract available. / Thesis (Ph.D.)--University of Natal, Durban, 1984.
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Quantifying the role of coarse aggregate strength on resistance to load in HMAReyes, Jaime. January 2007 (has links)
Thesis (M.S.)--University of Texas at El Paso, 2007. / Title from title screen. Vita. CD-ROM. Includes bibliographical references. Also available online.
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A structural design procedure for emulsion treated pavement layersLiebenberg, Johannes Jacobus Erasmus 30 June 2008 (has links)
Please read the abstract (Dissertation Summary) in the section, 00front, of this document / Dissertation (M Eng (Transportation Engineering))--University of Pretoria, 2008. / Civil Engineering / unrestricted
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Strength-balance of bitumen stabilised pavements.Van Wyk, Schalk Willem. January 2013 (has links)
M. Tech. Engineering: Civil. / Discusses the objective of this study was to develop an equation to determine the penetrometer penetration rate (DN) of a pavement consisting of Bitumen Stabilised Material layers are constructed. The aim is to use laboratory results of Bitumen Stabilised Material and study the relations between the Indirect Tensile Strength and the Unconfined Compressive Strength. With the relations a penetrometer penetration rate (DN value in millimetre per blow) can be determined. This will enable the designer to apply the strength-balance concept on a pavement consisting of Bitumen Stabilised Materials. As indicated previously it was found during the design stages that only the Indirect Tensile Strength data on the Bitumen Stabilised Material was available. Developing an equation to convert the Indirect Tensile Strength data to a DN value will allow the designer to apply the strength-balance concept and adjust the design for improved performance life of a pavement.
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Trends in back-calculated stiffness of in-situ recycled and stabilised road pavement materialsLynch, Alan Gerald 12 1900 (has links)
Thesis (MEng)-- Stellenbosch University, 2013. / ENGLISH ABSTRACT: Two common methods of road pavement, granular material stabilisation used in road construction
throughout South Africa today include Cold in Place Recycling (CIPR) and stabilisation with cement
or bitumen and an active filler to create Bitumen Stabilised Materials (BSM).
As part of the updating of the South African Pavement Design Method (SAPDM) an experimental
section, investigating the structural capacity of cement and lime stabilised and BSM pavement layers,
was constructed and will be monitored over a two year period. As part of this study Falling Weight
Deflectometer (FWD) measurements were taken on the various experimental stabilised pavement
layers constructed. The FWD deflection data, measured at various time intervals over a 360 day
period, forms the basis of the study presented here.
The objective of this thesis was to identify typical back-calculated layer stiffnesses and their
variability over time for the various in-situ recycled and stabilised base layers constructed within the
experimental section. Stabiliser type, content and layer thicknesses were varied across experimental
sub-sections.
Trends in back-calculated stiffness of cement stabilised base layers consistently showed significant
reductions in layer stiffness subsequent to construction traffic loading. Subsequent to the initial
reduction in stiffness little change in stiffness was noted under normal traffic loads.
Observations on the trends in back-calculated stabilised layer stiffness per material type over time
indicated that seasonal moisture and temperature fluctuations have an effect on the stiffness of the
pavement structure as a whole. BSM materials showed significant variability over time in-line with
seasonal variability in the supporting subgrade stiffness in the southbound lane. BSM materials with
1% cement added in the northbound lane show initial stiffness reductions due to direct rainfall
application however a significant increase in layer stiffness occurs up to 360 days after construction.
BSMs with 2% cement in the northbound lane show significant increases in layer stiffness over the
360 day observation period. No significant difference in stiffness trend was observed between BSM
emulsion a BSM foam materials. The BSM emulsion with 0.9% residual bitumen and 1% cement was
observed to show rapid reduction in stiffness upon opening to traffic and reverting to stiffness values
similar to an unbound material of approximately 350 MPa.
Cement and lime stabilised materials showed typical post 28 –day average stiffnesses per sub-section
ranging between 600 MPa and 1800 MPa. BSM foam with 1% cement added were observed to have
average stiffnesses per sub-section in the range of 400MPa to 2200 MPa and BSM emulsion with 1%
cement with stiffnesses between 400 MPa to 1700 MPa over the 360 day period. BSMs with 2% cement added showed stiffness ranges between 900 MPa to 4300 MPa for BSM foam and 900 MPa to
3900 MPa for BSM emulsions over the 360 day period.
The spatial variability of back-calculated stiffness per sub-section of a particular stabilisation design
was significant and was observed, through the Co-efficient of Variation (COV), to increase over time.
The effect of the observed variability when incorporated into a pavement design scenario, requiring a
design reliability of 90%, showed 50% of the pavement structure would be overdesigned by a factor
of 4.
With respect to the current philosophies on the development of stiffness over time of cement and lime
stabilised and BSM pavement layers some useful observations were made. Cement stabilised
materials correlate well with stiffness development theories predicted by previous studies. Theories
relating to the stiffness development of BSMs however did not predict the levels of variability in base
layer stiffness observed on the experimental section.
The continued observation of the experimental section for another year will give greater insight to the
stiffness trends of the stabilised materials discussed above.
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Approche couplée expérimentation - modélisation multi-échelle pour la détermination du comportement mécanique des graves routières traitées aux liants : Application à la valorisation des Mâchefers d'Incinération de Déchêts Non Dangereux / Experiment-based modelling for determination of the mechanical behavior of non-hazardous waste incineration bottom ashes treated by binders : Application to Non-Hazardous Waste incineration bottom ashSow, Libasse 06 April 2018 (has links)
Dans ce travail, il est question d'étudier la faisabilité d'une valorisation en techniques routières de granulats de Mâchefers d'Incinération des Dèchets Non Dangereux (MIDND). Cette étude se base en premier lieu sur une analyse expérimentale ayant permis d'obtenir leurs propriétés élastiques. Ces propriétés servent de données d'entrée à une modélisation multi-échelle hiérarchique développée pour étudier le comportement mécanique de graves base de MIDND traitées aux liants (ciment et bitume). La campagne expérimentale originale sur des particules de mâchefers a permis de les cartographier au Microscope Electronique à Balayage (MEB Pour ces particules, des modules d'élasticité moyens réduits variant de 15 à 68 GPa ont été trouvés par le biais de tests d'indentation en appliquant méthode de «Olivier and Pharr ». Les analyses chimiques ponctuelles qualitatives (EDS) effectuées ont permis d'obtenir la composition chimique des granulats de mâchefers. Partant d'une granulométrie de particules de MIDND 0/25 qui a fait l'objet d'une étude expérimentale [BEC 07], nous avons mis en place des modèles numériques 3D de grave routière traitée aux liants dans des Volumes Elémentaires Représentatifs (VER). Ces modèles sont basés sur une stratégie de modélisation dite « multi-échelles » hiérarchique. Deux types de liant sont étudiés : le ciment CEM 1 42,5 R et le bitume de [NGU 08). Pour les deux types de liant, les agrégats traités ont été décomposés en deux VER : sub-mesoscopique (0/6) et mesoscopique (6/25). Une application à valorisation des MIDND en techniques routières est faite dans les deux cas. Avec un traitement à 3% de ciment, une campagne de simulations numériques "Laboratoire virtuel" a été menée. A l'échelle sub-mesoscopique, des simulations multiaxiales menées sur le VER, ont conduit à l'obtention des paramètres permettant d'alimenter un modèle d'endommagement plastique utilisé à l'échelle mesoscopique pour différents degrés d'hydratation. A l'échelle mesoscopique, les caractéristiques mécaniques de la grave routière traitée au ciment, habituellement déterminées par le biais d'expérimentations, ont été retrouvées. La modélisation développée a ensuite été validée e comparant nos résultats numériques et quelques résultats expérimentaux de [BEC 07]. Avec un traitement à 5% de bitume, des tests de relaxation de contraintes ont été effectués aux deux échelles ct ont permis d'obtenir les propriétés thermo-rhéologiques de la grave de mâchefers traités au bitume : les modules de relaxation sont exprimés sous la forme de séries de Prony à une température de référence de 0 °C ; par ailleurs, les constantes de la loi Williams-Landel-Ferry (WLF) pour décrire le comportement thermo- rhéologiquement simple sont identifiées. Les séries de Prony sont obtenues par l'intermédiaire des modules élastiques normalisés. Les constantes de 1 WLF obtenues sont C 1 = 20 °C-1 ct C2 = 130 °C. La validation des paramètres identifiés a été faite en comparant les réponses du matériau hétérogène de grave-bitume et celles d'un matériau homogène à qui nous avons donné les propriétés identifiées tirées du matériau hétérogène. / In this work, the feasibility of a valorisation in road engineering of non-hazardous waste incineration bottom ash aggregates (NHWI) is investigated. This study is first based on an experimental determination of the elastic properties of the bottom ash particles. These properties serve as input data for hierarchical multi-scale modelling developed to study the mechanical behaviour of aggregates treated with binders (cement and bitumen). The original experimental campaign on the bottom ash particles allowed them to be mapped to the Scanning Electron Microscope (SEM). For the particles, a mean reduced modulus of elasticity in between 15 and 68 GPa was found by means of indentation tests and applying the "Olivier and Phan method. The chemical analysis of the aggregates was obtained using qualitative point chemical analyzes (OHS). Based on a 0/25 particle size distribution of NHWI, which was the subject of an experimental study [BEC 07] , we have implemented two 30 models < road materials treated with binders in Representative Elementary Volumes (REV). These models are based on a hierarchical multi-scale modelling strategy. Two types of binder are studied: cement CEM I 42.5 R and bitumen of [NGU 08]. For both types of binder, the treated aggregates we divided into two REV, at respectively the sub-mesoscale (0/6 mm) and the mesoscale (6/25 mm). An application to the valorisation of NHWI bottom ashes in road engineering is studied in both cases. With a 3% cement treatment, a numerical simulation campaign "Virtual Laboratory" was conducted. At the sub-mesoscale, the input parameters for the Concrete Damaged Plasticity Model used at the mesoscale are determined. At the mesoscale, the mechanical characteristics of the road materials usually determined through experiments have been found. The developed simulation strategy has been validated by comparing our numerical results and son experimental results of [BEC 07]. With a 5% bitumen treatment, stress relaxation tests carried out at the two scales enable one to obtain the thermo-rheological properties of the Bitumen Bound Gravel. These properties are the Prony series at a reference temperature of 0°C and the Williams-Landei- Ferry (WLF) law constants. Prony series are obtained by means of standardized elastic moduli. The obtained WLF law constants are Cl = 20 °C-1 and C2 = 130 °C. The numeric simulations have been validated by comparing the responses of heterogeneous and corresponding homogeneous materials.
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