The primary aim of this research was to investigate the behaviour of a clay subjected to a loading regime similar to that experienced by a road subgrade under traffic loading in Great Britain. The material used was Keuper Marl. The samples were anisotropically consolidated in a triaxial apparatus from a slurry which allowed careful control over the stress history and produced uniform samples. The samples were fully instrumented and the apparatus was capable of applying repeated axial and radial stresses. The test programme was designed to investigate the resilient and permanent response of the samples to a variety of stress pulse magnitudes and time periods. The main conclusions were: i) The material exhibited a marked stress softening. ii) The mean normal effective stress remained constant under a variety of total stress paths over the range of frequencies tested. iii) The resilient response was found to depend on the magnitude of the applied stress pulse and the mean normal effective pressure, and to be independent of the preconsolidation pressure. iv) The material exhibited significant thixotropy. A smaller parallel series of tests was carried out on compacted triaxial samples of three clays (Keuper Marl, Gault clay and London clay) in a simple pneumatic repeated load triaxial rig. The test programme was designed to investigate the resilient response of the samples over a range of repeated deviator stresses. The suction moisture content relationship for each clay was established, and the resilient response of the clay was found to be controlled by the magnitude of the stress pulse and the suction. A series of California Bearing Ratio tests was carried out on compacted samples of the three clays, and on anisotropically consolidated samples of Keuper Marl, to allow a comparison to be made between the resilient modulus and CBR. A review of previous work is presented.

The demands on asphalt pavements, as a result of the growth in traffic volumes, traffic loads and tyre contact pressures, has resulted in an increased interest in the use of modified bitumens, particularly over the last ten years. Of the various types of modified and specialised binders that are available worldwide, polymer modified bitumens (PMB’s) have tended to be the most popular. Polymer modification significantly alters the rheological characteristics of the binder, thereby requiring the use of fundamental rheological testing methods rather than empirical methods, to provide an indication of the performance of the binder and subsequently the asphalt mixture. This thesis is concerned with the use of a Dynamic Shear Rheometer (DSR) to quantify the fundamental rheological characteristics of various unaged and aged PMB’s. The parallel plate testing methodology used with the Bohlin Model DSR50 Dynamic Shear Rheometer requires accurate temperature control by means of a circulating fluid bath, a combination of different plate diameters and sample geometries, and the use of small strains in order to measure the linear viscoelastic rheological characteristics of a bitumen specimen. Conventional and dynamic shear rheometry testing of various penetration grade bitumens, semi-crystalline ethylene vinyl acetate (EVA) PMB’s and thermoplastic rubber styrene butadiene styrene (SBS) PMB’s have indicated that the rheological characteristics differ considerably between the unmodified and polymer modified bitumens as well as between the plastomeric EVA and elastomeric SBS PMB’s. The DSR dynamic rheological parameters of complex modulus and phase angle indicate that the modification mechanism of EVA PMB’s consists of the crystallisation of rigid three dimensional networks within the bitumen. These rigid crystalline structures increase the stiffness and elastic component of the viscoelastic balance of the PMB up to the temperature associated with the melting of the copolymer. The modification mechanism of SBS PMB’s consists of the establishment of a highly elastic network within the bitumen that increases the elasticity and stiffness, particularly at high temperatures. The higher melting temperature of the SBS copolymer allows the rheological character of the SBS PMB to extend to temperatures greater than those found for EVA PMB’s. DSR measurements of the rheological changes associated with laboratory ageing of EVA PMB’s indicate that the ageing mechanism is linked to a chemical change of the copolymer due to fusion of the crystallites. This chemical change leads to a degradation of the polymer and, therefore, a transition of the rheological behaviour towards that of an unmodified bitumen. The rheological changes associated with the ageing of SBS PMB’s is linked to a breakdown of the molecular structure of the SBS copolymer to form a lower molecular weight polymer substructure. This results in an increased viscous behaviour after ageing compared to the increased elastic behaviour found for unmodified bitumens.

As part of a European Union funded research study (the "SCIENCE" project) performed between 1990 and 1993, granular road construction material and subgrade soil specimens were tested in the four participating laboratories of the project: Laboratório Nacional de Engenharia Civil Portugal University of Nottingham United Kingdom Laboratoire Central des Ponts et Chaussées France Delft University of Technology The Netherlands The author was based the first of these and visited the other participating laboratories, performing the majority of the work described. Inaccuracies in repeated load triaxial testing based on the use of different apparatus and instrumentation are identified. A detailed instrumentation comparison is undertaken, which results in the magnitude of potential errors being quantified. The author has derived material parameters and model coefficients for the materials tested using a number of previously published material models. In order to establish these parameters a method for removing outliers from test data based on the difference between the modelled and experimental material parameters for each stress path applied was developed. The consequences of repeatability and reproducibility, variability and inaccuracies in the output of repeated load triaxial testing, on the parameters and, hence, on computed pavement design thicknesses or life is investigated using a number of material models and the South African mechanistic pavement design method. Overall, it is concluded that: • Instrumentation differences are not as critical as variations in results obtained from different specimens tested in a single repeated load triaxial apparatus. It was found that specimen manufacture difference yielded greater variation that instrumentation differences. • Variation in results has some effect on the upper granular layers, where higher stress levels are experienced, but even quite considerable variation in the results from materials used in the lower layers has little effect on pavement life. • Analytical methods to determine the stresses and strains vary considerably as do the predicted pavement thicknesses consequent on using these methods. The inaccuracies in testing (large discrepancies are found when the same material is tested in the same laboratory) and the limitations of the available material models severely limit the usefulness of advanced testing and non-linear modelling in routine pavement design. On the basis of this study it is recommended that a more simplistic pavement design approach be taken keeping in line with future developments of testing and modelling and field validation.

Little effort has been made to apply the Critical State Soil Mechanics concept to the prediction of pavement response. The aim of this research is to apply soil mechanics principles, particularly the kinematic hardening concept, to the prediction of the response of lightly trafficked pavements to repeated loading. For this purpose, the finite element critical state program CRISP is used. A comparison is made between the predictions given by the three-surface kinematic hardening (3-SKH) model and a layered elastic analysis BISAR for the resilient deformation produced by repeated loading of a thinly surfaced pavement, and the models are found to be in good agreement. The ability of the 3-SKH model to predict soil behaviour under cyclic loading, and under one-dimensional loading, unloading and reloading is also evaluated. A comparison between model predictions and experimental data obtained by other researchers shows that the 3-SKH model over-predicts the value of K0,nc and hence shear strain during monotonic loading. This problem is magnified when the model is applied to cyclic loading behaviour where large numbers of cycles are involved. The model also predicts an accumulation of negative shear strain with increasing number of cycles under some stress conditions. This will lead to unrealistic predictions of rutting in pavements. However, the model is suitable for obtaining resilient parameters for input to a layered elastic analysis program. A new model, which is a modified version of the 3-SKH model, is therefore proposed by modifying the flow rule and the hardening moduli. This model can correctly predict the value of K0,nc and reduce the amount of shear strain predicted. The model also eliminates the problem of accumulation of negative shear strain with increasing number of cycles. The new model introduces two additional parameters, one of which can be determined by one-dimensional normal compression test, and the other by fitting a set of cyclic loading data. The new model is used to design the required thickness of granular material using the permissible resilient subgrade strain and permanent rut depth criteria during construction. It is found that the new model predicts a realistic granular layer thickness required to prevent excessive rutting, thus showing much promise for use in design of thinly surfaced pavements.

Research has been conducted into the fundamental mechanical properties of a granular material. This has involved the use of both a repeated load triaxial apparatus and a new hollow cylinder apparatus, which has required development and modification. Building on the foundation of earlier research at Nottingham, models have been developed which predict the stress-strain behaviour of a dry granular material under any combination of applied stresses. This includes repeatable elastic behaviour and the development of irrecoverable plastic strain. The accuracy of these models has been tested as far as possible using available test equipment. The effects of varying particle gradation, degree of compaction, maximum particle size and mineral type have been explored using a repeated load triaxial apparatus. The effect of moisture has also been investigated with respect to both full and partial saturation. A computer program (GRANMAT) has been written, which makes use of the stress-strain equations developed, to analyse a road pavement structure consisting of thin bituminous surfacing, granular base and subgrade. The reliability of the program has been assessed and areas of necessary improvement indicated. In-situ testing at a number of road sites is described and analysed with respect to both the effect of compaction on a granular road foundation and the use of a number of in-situ test devices. Finally, the information gained, in the laboratory and on site, is brought together in a series of design suggestions for granular road foundations, with particular reference to results from the GRANMAT computer program.

Thesis (M.S.)--Brigham Young University. Dept. of Civil and Environmental Engineering, 2007. / Includes bibliographical references (p. 41-44).

An asphalt mixture is combined of different sizes of aggregate, filler, and bitumen for application on the most common road construction materials. In asphalt pavement material there are different types of distress such as permanent deformation (rutting), fatigue cracking, ravelling, potholes, stripping, etc. There are many reasons for these types of distress, some of them related to the pavement structure, e.g. whether the underlying layers are weak, others related to the mixture properties. Other causes could be related to external conditions such as high temperature, high axle load, long duration of load application, etc. This research has focused on the permanent deformation (rutting) as a function of aggregate gradation. The aggregate gradations of more than twenty asphalt mixtures, manufactured with different gradations, were analysed by using the Bailey method of gradation analysis. The analysis was performed in relation to Repeated Load Axial Test (RLAT) testing results to study the performance of each mixture. The results showed that the Bailey method is not capable on its own to define the differences between the gradations of each mixture. Therefore, three more packing ratios were introduced to adequately describe the aggregate gradation. The aggregate particle packing was extensively studied through these packing ratios and it was shown how the different particle sizes interact with each other. Images were taken for two mixtures to validate the theory behind the ratios. The five packing ratios (two of Bailey and three new ratios) were used in Artificial Neural Network (ANN) and Adaptive Neuro-Fuzzy Inference System (ANFIS) techniques for all the mixtures as input data to predict the mixture performance (RLAT permanent deformation and Indirect Tensile Stiffness Modulus ITSM stiffness modulus) and they showed good prediction capability. After establishing the impact of aggregate packing on the performance, six mixtures were re-manufactured and re-tested with different variables; the selection of the mixtures was made to cover a range of different gradations (ratios). The aim of this step was to understand the effect of these variables on the asphalt mixture in the light of the packing ratios. The variables that were used were binder content, testing temperature and compaction effort. The binder content results showed an interesting effect on the permanent deformation and stiffness of the asphalt mixture. The packing of aggregate was very helpful in understanding the different mixture behaviour with different binder content. The effect of aggregate packing was not shown at relatively low testing temperature, but as the temperature rises the aggregate packing effect starts to appear. The effect of compaction which was represented by the number of gyrations in gyratory compactor was inconsistent; results show over-compaction can lead to poor performance. Finally, a linear viscous method was introduced aiming to predict the rutting in an asphalt mixture. The method was based on using a multilayer linear programme (BISAR) and using viscous parameters of the mixture as input. The non-linear properties of the material were incorporated by using the RLAT test. For this purpose, six mixtures were used and tested in a wheel tracking machine. The predicted results were compared with the wheel tracking rut depth in the laboratory and showed good agreement at different temperatures. However, at high temperature (50 °C) the material properties in the RLAT test did not behave as linear viscous, which resulted in a much poorer prediction. Trials were made to predict field rut but it was found that special requirements were needed for the approach which were not available at the time of the research. However, for the available field data, the method was found to be a good predictor.

Infrared pedestrian detection systems struggle with real-time processing performance. Known solutions are limited to either low resolution systems with basic functionality running at full frame rate, or software based techniques featuring higher detection rates with full set of features, however running only in off-line mode for statistical analysis. Here, a comprehensive solution for real-time pedestrian detection is described. This research project includes investigation of possible solutions, design, development and implementation of a pedestrian detection system, processing data from infrared video source in real-time. Design requirements include processing at full frame rate as well as low memory and system resource consumption. The memory utilization is one of the major concerns since high demand for memory resources is a critical aspect in most image processing applications. For the purpose of this task, a number of general purpose image processing techniques were revised, taking into consideration the suitability for infrared pedestrian detection. These tasks include background separation, acquisition noise removal and object detection through connected component labelling. They are discussed and addressed in individual chapters. Various techniques for background segmentation are discussed. A chronological review of popular techniques is provided. The proposed architecture for background subtraction is based on selective running average for adaptive background model, supported by adaptive thresholding based on histogram calculation. In order to remove acquisition noise, a dual decomposed architecture was introduced, based on mathematical morphology and basic set theory de�nitions. It includes both erosion and dilation performed in a pipeline. For the purpose of object detection and feature extraction, a connected component labelling technique was employed, based on a single pass approach to ful�l real-time processing requirement. The system was implemented, veri�ed and tested on XUP FPGA Development Board with Virtex-II Pro XC2VP30 chip from Xilinx. Details and limitation of the speci�c implementation are discussed. An overview of experimental pedestrian detection results is provided. The thesis concludes with system analysis and suggestions for future work.

No description available.

Reclined seats in transport suggest luxury and comfort, but a review of the literature revealed little study of how backrest inclination influences the discomfort caused by vibration of a seat or a backrest. This thesis seeks to advance understanding of the influence of backrest inclination on vibration discomfort and provides a model for evaluating vibration discomfort and metrics for optimising seats with different backrest inclinations. Vibration discomfort depends on the direction and location of vibration input to the body. Subjects used magnitude estimation to judge vibration magnitudes from thresholds of perception up to 2 ms-2 r.m.s. at the 11 preferred 1/3-octave centre frequencies from 2.5 to 25 Hz. The first two experiments determined absolute thresholds and discomfort with x-axis backrest vibration (Experiment 1) and z-axis backrest vibration (Experiment 2) with four backrest inclinations (0°, 30°, 60°, and 90° from vertical). The third experiment investigated discomfort with vertical seat pan vibration and five backrest conditions (no backrest and backrest inclined to 0°, 30°, 60°, and 90°). With x-axis vibration of the back, inclining the backrest had similar effects on thresholds and equivalent comfort contours. Thresholds increased at frequencies from 4 to 8 Hz with increasing inclination of the backrest. With inclined backrests, 40% greater magnitudes of vibration were required from 4 to 8 Hz, to cause discomfort equivalent to that with the upright backrest. Frequency weighting Wc in current standards predicted discomfort and perception of x-axis vibration of the upright backrest (0°) but weighting Wb was more appropriate for inclined backrests. Frequency weighting Wd was appropriate for both discomfort and perception of z-axis vibration of the back at all backrest inclinations. With vertical seat acceleration, the frequency of greatest sensitivity decreased with increasing vibration magnitude. Compared to an upright backrest, around the main resonance of the body the vibration magnitudes required to cause similar discomfort were 100% greater with 60° and 90° backrest inclinations and 50% greater with a 30° backrest inclination. The fourth experiment investigated whole-body vertical vibration on a rigid seat with no backrest and with four backrest inclinations. With an inclined backrest, discomfort caused by high frequency vibration increased at the head or neck but discomfort at the head or neck caused by low frequencies (5 and 6.3 Hz) reduced. With inclined backrests, the procedures in current standards overestimate overall discomfort at frequencies around 5 and 6.3 Hz but underestimate discomfort caused by frequencies greater than about 8 Hz. The final experiment investigated a model for predicting vibration discomfort with three compliant reclined seats. At each frequency, the measured seat dynamic discomfort, MSDD (the ratio of the vibration acceleration required to cause similar discomfort with a compliant seat and a rigid reference seat), was compared with seat effective amplitude transmissibility, SEAT value (the ratio of overall ride values with a compliant seat and a rigid reference seat using the weightings in current standards). The compliant seats increased vibration discomfort at frequencies around the 4-Hz resonance but reduced vibration discomfort at frequencies greater than about 6.3 Hz. The SEAT values provided appropriate indications of how the foam increased vibration discomfort at some frequencies but decreased vibration discomfort at other frequencies. Differences between the SEAT values and the measured seat dynamic discomfort are consistent with the need for different frequency weightings when the body is supported by an inclined backrest. An empirical model was evolved from the experiments for predicting vibration discomfort with reclined seats. It is concluded that reclining a backrest will tend to be detrimental at frequencies greater than about 10 Hz with greater discomfort in the head or neck induced by vibration of the backrest. At frequencies around 5 and 6.3 Hz, reclining a backrest can reduce discomfort.