Compression and expansion index and void ratio of samples from Lomonosov Ridge and Yermak Plateau

With the coupled use of multibeam swath bathymetry, high-resolution subbottom profiling and sediment coring from icebreakers in the Arctic Ocean, there is a growing awareness of the prevalence of Quaternary ice-grounding events on many of the topographic highs found in present water depths of <1000 m. In some regions, such as the Lomonosov Ridge and Yermak Plateau, overconsolidated sediments sampled through either drilling or coring are found beneath seismically imaged unconformities of glacigenic origin. However, there exists no comprehensive analysis of the geotechnical properties of these sediments, or how their inferred stress state may be related to different glacigenic processes or types of ice-loading. Here we combine geophysical, stratigraphic and geotechnical measurements from the Lomonosov Ridge and Yermak Plateau and discuss the glacial geological implications of overconsolidated sediments. The degree of overconsolidation, determined from measurements of porosity and shear strength, is shown to result from consolidation and/or deformation below grounded ice and, with the exception of a single region on the Lomonosov Ridge, cannot be explained by erosion of overlying sediments. We demonstrate that the amount and depth of porosity loss associated with a middle Quaternary (~ 790-950 thousand years ago - ka) grounding on the Yermak Plateau is compatible with sediment consolidation under an ice sheet or ice rise. Conversely, geotechnical properties of sediments from beneath late Quaternary ice-groundings in both regions, independently dated to Marine Isotope Stage (MIS) 6, indicate a more transient event commensurate with a passing tabular iceberg calved from an ice shelf.

Fisuración y deformaciones en tabiquerías

A diferencia de otros parámetros, el efecto de la existencia de huecos en la aparición y desarrollo de los procesos de fisuración en los paños de fábrica no ha sido considerado por las distintas normativas existentes en la actualidad. En nuestros días se emplea una variada gama de tipologías de elementos de cerramiento para realizar las particiones en las obras de edificación, cada una de ellas con características mecánicas diferentes y distinta metodología de ejecución, siendo de aplicación la misma normativa relativa al cálculo y control de las deformaciones. Tal y como expresamos en el Capitulo 1, en el que se analiza el Estado del Conocimiento, los códigos actuales determinan de forma analítica la flecha probable que se alcanza en los elementos portantes estructurales bajo diferentes condiciones de servicio. Las distintas propuestas que existen respecto para la limitación de la flecha activa, una vez realizado el cálculo de las deformaciones, bien por el método de Branson ó mediante los métodos de integración de curvaturas, no contemplan como parámetro a considerar en la limitación de la flecha activa la existencia y tipología de huecos en un paño de fábrica soportado por la estructura. Sin embargo se intuye y podríamos afirmar que una discontinuidad en cualquier elemento sometido a esfuerzos tiene influencia en el estado tensional del mismo. Si consideramos que, de forma general, los procesos de fisuración se producen al superarse la resistencia a tracción de material constitutivo de la fábrica soportada, es claro que la variación tensional inducida por la existencia de huecos ha de tener cierta influencia en la aparición y desarrollo de los procesos de fisuración en los elementos de partición o de cerramiento de las obras de edificación. En los Capítulos 2 y 3 tras justificar la necesidad de realizar una investigación encaminada a confirmar la relación entre la existencia de huecos en un paño de fábrica y el desarrollo de procesos de fisuración en el mismo, se establece este aspecto como principal Objetivo y se expone la Metodología para su análisis. Hemos definido y justificado en el Capítulo 4 el modelo de cálculo que hemos utilizado para determinar las deformaciones y los procesos de fisuración que se producen en los casos a analizar, en los que se han considerado como variables: los valores de la luz del modelo, el estado de fisuración de los elementos portantes, los efectos de la fluencia y el porcentaje de transmisión de cargas desde el forjado superior al paño de fábrica en estudio. Además se adoptan dos valores de la resistencia a tracción de las fábricas, 0.75MPa y 1.00MPa. La capacidad de representar la fisuración, así como la robustez y fiabilidad ha condicionado y justificado la selección del programa de elementos finitos que se ha utilizado para realizar los cálculos. Aprovechando la posibilidad de reproducir de forma ajustada las características introducidas para cada parámetro, hemos planteado y realizado un análisis paramétricos que considera 360 cálculos iterativos, de cuya exposición es objeto el Capítulo 5, para obtener una serie representativa de resultados sobre los que se realizará el análisis posterior. En el Capítulo 6, de análisis de los resultados, hemos estudiado los valores de deformaciones y estados de fisuración obtenidos para los casos analizados. Hemos determinado la influencia que tiene la presencia de huecos en la aparición de los procesos de fisuración y en las deformaciones que se producen en las diferentes configuraciones estructurales. Las conclusiones que hemos obtenido tras analizar los resultados, incluidas en el Capítulo 7, no dejan lugar a dudas: la presencia, la posición y la tipología de los huecos en los elementos de fábricas soportadas sobre estructuras deformables son factores determinantes respecto de la fisuración y pueden tener influencia en las deformaciones que constituyen la flecha activa del elemento, lo que obliga a plantear una serie de recomendaciones frente al proyecto y frente a la reglamentación técnica. La investigación desarrollada para esta Tesis Doctoral y la metodología aplicada para su desarrollo abre nuevas líneas de estudio, que se esbozan en el Capítulo 8, para el análisis de otros aspectos que no han sido cubiertos por esta investigación a fin de mejorar las limitaciones que deberían establecerse para los Estados Límite de Servicio de Deformaciones correspondientes a las estructuras de edificación. SUMMARY. Unlike other parameters, the effect of the existence of voids in the arising and development of cracking processes in the masonry walls has not been considered by current Codes. Nowadays, a huge variety of enclosure elements types is used to execute partitions in buildings, each one with different mechanical characteristics and different execution methodology, being applied the same rules concerning deflection calculation and control. As indicated in Chapter 1, which analyzes the State of Art, current codes analytically determine the deflection likely to be achieved in structural supporting elements under different service conditions. The different proposals that exist related to live deflection limitation, once performed deformations calculation, either by Branson´s method or considering curvatures integration methods, do not consider in deflection limitation the existence and typology of voids in a masonry wall structured supported. But is sensed and it can be affirmed that a discontinuity in any element under stress influences the stress state of it. If we consider that, in general, cracking processes occur when masonry material tensile strength is exceeded, it is clear that tension variation induced by the existence of voids must have some influence on the emergence and development of cracking processes in enclosure elements of building works. In Chapters 2 and 3, after justifying the need for an investigation to confirm the relationship between the existence of voids in a masonry wall and the development of cracking process in it, is set as the main objective and it is shown the analysis Methodology. We have defined and justified in Chapter 4 the calculation model used to determine the deformation and cracking processes that occur in the cases analyzed, in which were considered as variables: model span values, bearing elements cracking state, creep effects and load transmission percentage from the upper floor to the studied masonry wall. In addition, two masonry tensile strength values 0.75MPa and 1.00MPa have been considered. The cracking consideration ability, robustness and reliability has determined and justified the selection of the finite element program that was used for the calculations. Taking advantage of the ability of accurately consider the characteristics introduced for each parameter, we have performed a parametric analyses that considers 360 iterative calculations, whose results are included in Chapter 5, in order to obtain a representative results set that will be analyzed later. In Chapter 6, results analysis, we studied the obtained values of deformation and cracking configurations for the cases analyzed. We determined the influence of the voids presence in the occurrence of cracking processes and deformations in different structural configurations. The conclusions we have obtained after analyzing the results, included in Chapter 7, leave no doubt: the presence, position and type of holes in masonry elements supported on deformable structures are determinative of cracking and can influence deformations which are the element live deflection, making necessary to raise a number of recommendations related to project and technical regulation. The research undertaken for this Doctoral Thesis and the applied methodology for its development opens up new lines of study, outlined in Chapter 8, for the analysis of other aspects that are not covered by this research, in order to improve the limitations that should be established for Deflections Serviceability Limit States related to building structures.

Study of the effect of different hole sizes on mechanical strength of wafers for back contact solar cells

Drilling process on wafers to produce EWT or MWT solar cells is a critical fabrication step, which affects on their mechanical stability. The amount of damage introduced during drilling process depends on the density of holes, their size and the chemical process applied afterwards. To quantify the relation between size of the holes and reduction of mechanical strength, several sets of wafers have been prepared, with different hole diameter. The mechanical strength of these sets has been measured by the ring on ring bending test, and the stress state in the moment of failure has been deduced by FE simulation.

Damage reduction of the laser drilling process on back contact solar cells by chemical treatment

Production of back contact solar cells requires holes generations on the wafers to keep both positive and negative contacts on the back side of the cell. This drilling process weakens the wafer mechanically due to the presence of the holes and the damage introduced during the process as microcracks. In this study, several chemical processes have been applied to drilled wafers in order to eliminate or reduce the damage generated during this fabrication step. The treatments analyzed are the followings: alkaline etching during 1, 3 and 5 minutes, acid etching for 2 and 4 minutes and texturisation. To determine mechanical strength of the samples a common mechanical study has been carried out testing the samples by the Ring on Ring bending test and obtaining the stress state in the moment of failure by FE simulation. Finally the results obtained for each treatment were fitted to a three parameter Weibull distribution

Simulation of Temperatures and Stresses during Construction of a RCC Dam

Se describen las variaciones de temperaturas y de tensiones durante la construcción de presas de hormigón compactado. The curing of concrete is an exothermic process. The heat of hydration generated induces temperature increases in the concrete, which will disappear in the long term by heat conduction in the concrete mass and thermal exchanges with the environment. The problem is of particularly interest for large concrete masses, as is the case of dams, because the time involved in the heat diffusion process grows with the square of the dimensions and a hotter dam interior implies the possibility of cracking the exposed surfaces of the dam. The Cuira dam, currently being built in Venezuela using roller compacted concrete, is a 134 m high, arch-gravity dam. In support of the design, different strategies were analysed, including various combinations of cooling of the water and the aggregate in order to achieve acceptable results. The calculations were conducted with Abaqus, taking into account all the necessary mechanical and thermal characteristics, as well as the relevant non-linearities. The analyses led to the conclusion that no cooling was required, even taking into account the stress state imposed by an early and rapid filling of the reservoir.

Comportamiento a fatiga por cortante de elementos lineales de hormigón armado sin cercos

Las estructuras de hormigón son susceptibles de sufrir los efectos asociados a las acciones de fatiga cuando estas se ven sometidas a un elevado número de cargas repetidas. Muchas de estas estructuras no requieren armadura transversal para cumplir los condicionantes de dimensionamiento estático como por ejemplo las losas superiores de tableros de puentes, los muros de contención, las losas de transición de puentes, las torres eólicas o las estructuras marítimas. La mayor parte de los códigos de diseño vigentes no incluyen una comprobación específica del nivel de seguridad a cortante de estas estructuras para acciones de fatiga, y aquellas que lo hacen prefieren utilizar expresiones de tipo empírico basadas en curvas S-N que relacionan el número de ciclos resistentes con el valor de la carga aplicada. A pesar de que el empleo de curvas S-N es de gran utilidad desde un punto de vista práctico, estas curvas no permiten comprender el proceso de rotura por cortante para cargas repetidas. El objetivo principal de esta Tesis es el de estudiar el comportamiento a cortante de elementos de hormigón armado sin cercos sometidos a fatiga. Además, el análisis es ampliado al estudio del comportamiento transversal de los voladizos de las losas superiores de tableros de puentes de hormigón que de forma habitual son diseñados sin armadura de cortante. De forma habitual estos elementos se diseñan atendiendo a criterios de dimensionamiento estáticos sin tener en cuenta la resistencia a cortante cuando se ven sometidos a cargas cíclicas. A pesar de que las cargas de fatiga son inferiores a aquellas que producen el fallo estático, es importante tener en cuenta el comportamiento de estos elementos ante cargas repetidas. Los trabajos experimentales existentes en vigas de hormigón armado sin cercos evidenciaron diferencias significativas entre los modos de fallo ante cargas estáticas y cíclicas. Estos trabajos llegaron a la conclusión de que estos elementos diseñados para tener un fallo dúctil por flexión pueden llegar a desarrollar un tipo de fallo frágil por cortante cuando se ven sometidos a cargas repetidas. El proceso de rotura por cortante en elementos de hormigón armado sin cercos sometidos a fatiga es un proceso complejo que debe ser estudiado en profundidad debido al carácter frágil de este tipo de fallo. Los trabajos experimentales permitieron comprobar que el origen de este fallo tiene lugar tras la formación de una fisura de cortante a partir de una fisura de flexión formada durante los primeros ciclos en el vano de cortante. Tras la formación de esta fisura, esta se va propagando hacia la cabeza de compresión hasta que finalmente se produce el fallo como consecuencia de la destrucción de la cabeza de compresión cuando la altura alcanzada por esta es insuficiente para resistir la fuerza de compresión aplicada en esta zona. Por otra parte, la propagación de esta fisura diagonal puede desarrollarse por completo en el instante en el que esta se forma derivando en un tipo de fallo por cortante más frágil que el anterior. El proceso de fatiga es estudiado en esta Tesis mediante un modelo mecánico. Por una parte, se propone un modelo predictivo para determinar el número de ciclos acumulados hasta que se forma la fisura diagonal en función del estado tensional que se tiene en la punta de una fisura crítica de flexión formada en los primeros ciclos. Por otra parte, la resistencia a fatiga tras la formación de la fisura diagonal se analiza teniendo en cuenta el daño por fatiga acumulado en la cabeza de compresión y las variables que afectan a la propagación de esta fisura de cortante. Para la evaluación de la resistencia a fatiga tras la formación de la fisura crítica de cortante en este tipo de elementos, se plantea un modelo teórico basado en conceptos de Mecánica de la Fractura adaptados al hormigón. Este modelo puede ser aplicado a vigas de hormigón armado sin cercos de canto constante o variable siguiendo diferentes procedimientos. Una campaña experimental ha sido llevada a cabo con el objetivo de estudiar el comportamiento a cortante de vigas de hormigón armado sin cercos de canto variable sometidas a cargas estáticas y de fatiga. Se han desarrollado un total de diez ensayos estáticos y de fatiga para diferentes niveles de carga y esbelteces de cortante, teniendo lugar diferentes modos de fallo. Estos elementos fueron diseñados para reproducir, a escala real y de forma simplificada, los voladizos laterales de las losas superiores de tableros de puentes de carretera de hormigón. Los resultados experimentales demostraron que el tipo de fallo desarrollado depende de varios parámetros como por ejemplo el nivel de carga máxima, el nivel de oscilación de tensiones en la armadura longitudinal, la esbeltez de cortante o la calidad del hormigón utilizado entre otros. Para valores similares de esbeltez de cortante, los ensayos de fatiga realizados permitieron comprobar que la rotura por cortante de estos elementos está asociada a niveles de carga máxima elevados, mientras que el fallo por fatiga de la armadura longitudinal tiene mayor probabilidad de ocurrir en elementos sometidos a elevados niveles de oscilación de tensiones en esta armadura. Además, estos ensayos han sido analizados a través del modelo propuesto para tratar de comprender el comportamiento resistente de estos elementos sometidos a cargas de fatiga. Concrete structures are able to suffer fatigue when they are subjected to high number of cyclic loads. Many of these need not shear reinforcement to satisfy static design requirements, such as bridge deck slabs, retaining walls, bridge approach slabs, wind towers or maritime structures among others. Many codes of practice do not include a verification of the shear fatigue safety. Moreover, those which include it still prefer empirical S-N-based approaches that provide the number of cycles as a function of applied forces. S-N models are practical but they do not provide information to understand the shear fatigue process. The main objective of this Thesis is to study shear behaviour of reinforced concrete elements without stirrups subjected to fatigue loads. In addition, the analysis is extended in order to study the transverse behaviour of cantilever slabs of concrete bridges that traditionally are designed without shear reinforcement. These elements usually are designed on the basis of static strength and it is unusual that codes consider fatigue strength of concrete in shear. Accordingly, it is important to take into account the fatigue behaviour of structural members subjected to cyclic loads although these loads are lower than those which produce the static failure. Existing experimental works show important differences between the static and cyclic failure modes of reinforced concrete beams without stirrups. These works concluded that beams without transverse reinforcement, designed to have a ductile failure mode in flexure, can submit a brittle shear failure mode when they are subjected to repeated loads. Shear fatigue failure of reinforced concrete beams without stirrups is a rather complex process from the mechanical viewpoint. Since it leads to a brittle failure mode it should be better understood. Experimental evidence indicates that a diagonal crack first develops from the inclination of flexural cracks in the shear span. Thereafter, the diagonal crack propagates into the compression zone. Failure normally takes place by the destruction of the compression zone when its depth is too small to resist the applied force. The propagation of the diagonal crack can also be instantaneous, leading to sudden diagonal cracking fatigue failure rather than shear-compression failure. Fatigue process is studied in this Thesis on a mechanical basis. On the one hand, a predictive model is derived to obtain the number of cycles up to diagonal cracking, as a function of the stress state at the tip of a critical flexural crack. On the other hand, the residual fatigue strength after diagonal cracking is analyzed taking into account the fatigue damage accumulated by the compression zone and the variables affecting the propagation of the diagonal crack. In order to assess the residual fatigue strength after diagonal cracking of such elements, a theoretical model is proposed based on concepts from fracture mechanics adapted to concrete. This model can be successfully applied for straight or haunched reinforced concrete beams without stirrups following different procedures. In order to achieve a more advanced knowledge in this subject, an experimental campaign has been carried out with the aim of study the shear behaviour of reinforced concrete haunched beams without stirrups subjected to static and fatigue loads. A total of ten static and fatigue tests have been performed with distinct load levels and shear span-to-depth ratios, presenting different failures modes. These elements were designed to reproduce in a simplified form the cantilever slab of concrete bridges at real scale. Experimental results showed that the type of failure depends on several parameters as for example the maximum load level, the stress oscillation level on the longitudinal reinforcement, the shear span-to-depth ratio or the quality of the concrete used among others. For a similar value of the shear span-to-depth ratio, tests evidenced that shear fatigue failure is related to high maximum load levels, while steel fatigue failure is easier to occur in elements subjected to high stress oscillation level on the reinforcement bars. Besides, these tests have been analyzed through the proposed model in order to clarify the structural behaviour of such elements subjected to fatigue loads.

Geochemical challenge to earthquake prediction.

The current status of geochemical and groundwater observations for earthquake prediction in Japan is described. The development of the observations is discussed in relation to the progress of the earthquake prediction program in Japan. Three major findings obtained from our recent studies are outlined. (i) Long-term radon observation data over 18 years at the SKE (Suikoen) well indicate that the anomalous radon change before the 1978 Izu-Oshima-kinkai earthquake can with high probability be attributed to precursory changes. (ii) It is proposed that certain sensitive wells exist which have the potential to detect precursory changes. (iii) The appearance and nonappearance of coseismic radon drops at the KSM (Kashima) well reflect changes in the regional stress state of an observation area. In addition, some preliminary results of chemical changes of groundwater prior to the 1995 Kobe (Hyogo-ken nanbu) earthquake are presented.

Comportamento sotto sisma di strutture rigide o deformabili: due casi di studio estremi

In Italia molti edifici sono stati costruiti senza tenere in considerazione l'azione sismica. La necessità di adeguare tali edifici in accordo con la normativa italiana vigente è stato il motivo scatenante di questa ricerca. Per l'adeguamento sismico, vengono qui proposti differenti approcci in base al tipo di struttura e, in particolare, in base alla loro deformabilità. Per le strutture flessibili come le scaffalature di acciaio adibite alla stagionatura del Parmigiano Reggiano, sono stati utilizzati dispositivi passivi di dissipazione energetica. Sono state condotte analisi di sensitività per determinare il coefficiente di smorzamento in grado di minimizzare lo stato tensionale nelle sezioni di interesse. I risultati delle analisi mostrano l'efficacia delle soluzioni proposte e potrebbero rappresentare un punto di partenza per la definizione di possibili contromisure standar per l'adeguamento sismico. Per le strutture rigide, come i ponti in muratura, sono stati definiti alcuni criteri per la modellazione e la verifica delle sezioni di interesse, utilizzando modelli semplificati ma dall'efficacia comprovata come termine di paragone.

The behaviour of granular material in pure shear, direct shear and simple shear

In biaxial compression tests, the stress calculations based on boundary information underestimate the principal stresses leading to a significant overestimation of the shear strength. In direct shear tests, the shear strain becomes highly concentrated in the mid-plane of the sample during the test. Although the stress distribution within the specimen is heterogeneous, the evolution of the stress ratio inside the shear band is similar to that inferred from the boundary force calculations. It is also demonstrated that the dilatancy in the shear band significantly exceeds that implied from the boundary displacements. In simple shear tests, the stresses acting on the wall boundaries do not reflect the internal state of stress but merely provide information about the average mobilised wall friction. It is demonstrated that the results are sensitive to the initial stress state defined by K0 = sh/sv. For all cases, non-coaxiality of the principal stress and strain-rate directions is examined and the corresponding flow rule is identified. Periodic cell simulations have been used to examine biaxial compression for a wide range of initial packing densities. Both constant volume and constant mean stress tests have been simulated. The characteristic behaviour at both the macroscopic and microscopic scales is determined by whether or not the system percolates (enduring connectivity is established in all directions). The transition from non-percolating to percolating systems is characterised by transitional behaviour of internal variables and corresponds to an elastic percolation threshold, which correlates well with the establishment of a mechanical coordination number of ca. 3.0. Strong correlations are found between macroscopic and internal variables at the critical state.

Strength of the Iberian intraplate lithosphere: Cenozoic deformations and seismicity

Previous studies about the strength of the lithosphere in the Iberia centre fail to resolve the depth of earthquakes because of the rheological uncertainties. Therefore, new contributions are considered (the crustal structure from a density model) and several parameters (tectonic regime, mantle rheology, strain rate) are checked in this paper to properly examine the role of lithospheric strength in the intraplate seismicity and the Cenozoic evolution. The strength distribution with depth, the integrated strength, the effective elastic thickness and the seismogenic thickness have been calculated by a finite element modelling of the lithosphere across the Central System mountain range and the bordering Duero and Madrid sedimentary basins. Only a dry mantle under strike-slip/extension and a strain rate of 10-15 s-1, or under extension and 10-16 s-1, causes a strong lithosphere. The integrated strength and the elastic thickness are lower in the mountain chain than in the basins. These anisotropies have been maintained since the Cenozoic and determine the mountain uplift and the biharmonic folding of the Iberian lithosphere during the Alpine deformations. The seismogenic thickness bounds the seismic activity in the upper–middle crust, and the decreasing crustal strength from the Duero Basin towards the Madrid Basin is related to a parallel increase in Plio–Quaternary deformations and seismicity. However, elasto–plastic modelling shows that current African–Eurasian convergence is resolved elastically or ductilely, which accounts for the low seismicity recorded in this region.

Specimen generation approaches for DEM simulations.

Discrete Element Method (DEM) simulations ofelement tests cam provide significant insight into the micro-mechanics of soil response. It is well established that soil behaviour is strongly dependant on the initial density. Generation of particulate assemblies for three-dimensional DEM analyses must therefore allow for void ratio control. In this paper, different specimen generation approaches for DEM analyses are discussed. A methodology for the generation of assemblies of spherical particles with a specified initial density and stress state is presented. The effects of the different preparation methods on the specimen fabric are then considered in detail. For isotropic consolidation, it is shown that varying the coefficient of inter-particle friction allows control of the specimen void ratio at a specified confining stress. Simulations of anisotropic consolidation, from an initial isotropic stress state, to a final state where sigma(3) = K(0)sigma(1) indicated that the specimen void ratio and fabric are relatively insensitive to the intermediate stress path, provided an intermediate stress along the K(0) line was attained.

Analysis of the moisture effect on the mechanical behaviour of an adhesively bonded joint under proportional multi-axial loads

The objective of the study is to identify the 3D behaviour of an adhesive in an assembly, and to take into account the effect of ageing in a marine environment. To that end, three different tests were employed. Gravimetric analyses were used to determine the water diffusion kinetics in the adhesive. Bulk tensile tests were performed to highlight the effects of humid ageing on the adhesive behaviour. Modified Arcan tests were performed for several ageing times to obtain the experimental database which was necessary to identify constitutive models. A Mahnken-Schlimmer type model was determined for the unaged state according to a procedure developed in a previous study. This identification used inverse techniques. It was based on the unaged modified Arcan results and on a coupling between an optimisation routine and finite-element analysis. Then, a global inverse identification procedure was developed. Its aim was to relate the unaged parameters to the moisture concentration and overcome the difficulties usually associated with ageing of bonded assemblies in a humid environment: a non-uniformity of the stress state and a gradient of mechanical properties in the adhesive. This procedure was similar to the one used in the first part but needed modified Arcan results for several ageing times. It also required an initial assumption for the evolution of the Mahnken-Schlimmer parameters with the moisture concentration.

Small strain elastic behaviour of unsaturated soil investigated by bender/extender element testing

The aim of this project was to investigate very small strain elastic behaviour of soils under unsaturated conditions, using bender/extender element (BEE) testing. The behaviour of soils at very small strains has been widely studied under saturated conditions, whereas much less work has been performed on very small strain behaviour under unsaturated conditions. A suction-controlled double wall triaxial apparatus for unsaturated soil testing was modified to incorporate three pairs of BEEs transmitting both shear and compression waves with vertical and horizontal directions of wave transmission and wave polarisation. Various different techniques for measuring wave travel time were investigated in both the time domain and the frequency domain and it was concluded that, at least for the current experimental testing programme, peak-to-first-peak in the time domain was the most reliable technique for determining wave travel time. An experimental test programme was performed on samples of compacted speswhite kaolin clay. Two different forms of compaction were employed (i.e. isotropic and anisotropic). Compacted kaolin soil samples were subjected to constant suction loading and unloading stages at three different values of suction, covering both unsaturated conditions (s= 50kPa and s= 300kPa) and saturated conditions (s=0). Loading and unloading stages were performed at three different values of stress ratio (η=0, η=1 and η=-1 ). In some tests a wetting-drying cycle was performed before or within the loading stage, with the wetting-drying cycles including both wetting-induced swelling and wetting-induced collapse compression. BEE tests were performed at regular intervals throughout all test stages, to measure shear wave velocity Vs and compression wave velocity Vp and hence to determine values of shear modulus G and constrained modulus M. The experimental test programme was designed to investigate how very small strain shear modulus G and constrained modulus M varied with unsaturated state variables, including how anisotropy of these parameters developed either with stress state (stress-induced anisotropy) or with previous straining (strain-induced anisotropy). A new expression has been proposed for the very small strain shear modulus G of an isotropic soil under saturated and unsaturated conditions. This expression relates the variation of G to only mean Bishop’s stress p* and specific volume v, and it converges to a well-established expression for saturated soils as degree of saturation approaches 1. The proposed expression for G is able to predict the variation of G under saturated and unsaturated conditions at least as well as existing expressions from the literature and it is considerably simpler (employing fewer state variables and fewer soil constants). In addition, unlike existing expressions from the literature, the values of soil constants in the proposed new expression can be determined from a saturated test. It appeared that, in the current project at least, any strain-induced anisotropy of very small strain elastic behaviour was relatively modest, with the possible exception of loading in triaxial extension. It was therefore difficult to draw any firm conclusion about evolution of strain-induced anisotropy and whether it depended upon the same aspects of soil fabric as evolution of anisotropy of large strain plastic behaviour. Stress-induced anisotropy of very small strain elastic behaviour was apparent in the experimental test programme. An attempt was made to extend the proposed expression for G to include the effect of stress-induced anisotropy. Interpretation of the experimental results indicated that the value of shear modulus was affected by the values of all three principal Bishop’s stresses (in the direction of wave transmission, the direction of wave polarisation and the third mutually perpendicular direction). However, prediction of stress-induced anisotropy was only partially successful, and it was concluded that the effect of Lode angle was also significant.

The Becker-Döring equations with monomer input, competition and inhibition

We investigate the Becker-Döring model of nucleation with three generalisations; an input of monomer, an input of inhibitor and finally, we allow the monomers to form two morphologies of cluster. We assume size-independent aggregation and fragmentation rates. Initially we consider the problem of constant monomer input and determine the steady-state solution approached in the large-time limit, and the manner in which it is approached. Secondly, in addition to a constant input of monomer we allow a constant input of inhibitor, which prevents clusters growing any larger and this removes them from the kinetics of the process; the inhibitor is consumed in the action of poisoning a cluster. We determine a critical ratio of poison to monomer input below which the cluster concentrations tend to a non-zero steady-state solution and the poison concentration tends to a finite value. Above the critical input ratio, the concentrations of all cluster sizes tend to zero and the poison concentration grows without limit. In both cases the solution in the large-time limit is determined. Finally we consider a model where monomers form two morphologies, but the inhibitor only acts on one morphology. Four cases are identified, depending on the relative poison to monomer input rates and the relative thermodynamic stability. In each case we determine the final cluster distribution and poison concentration. We find that poisoning the less stable cluster type can have a significant impact on the structure of the more stable cluster distribution; a counter-intuitive result. All results are shown to agree with numerical simulation.

Initiation and early crack growth in VHCF of stainless steels : Experimental and theoretical analysis

Mechanical fatigue is a failure phenomenon that occurs due to repeated application of mechanical loads. Very High Cycle Fatigue (VHCF) is considered as the domain of fatigue life greater than 10 million load cycles. Increasing numbers of structural components have service life in the VHCF regime, for instance in automotive and high speed train transportation, gas turbine disks, and components of paper production machinery. Safe and reliable operation of these components depends on the knowledge of their VHCF properties. In this thesis both experimental tools and theoretical modelling were utilized to develop better understanding of the VHCF phenomena. In the experimental part, ultrasonic fatigue testing at 20 kHz of cold rolled and hot rolled stainless steel grades was conducted and fatigue strengths in the VHCF regime were obtained. The mechanisms for fatigue crack initiation and short crack growth were investigated using electron microscopes. For the cold rolled stainless steels crack initiation and early growth occurred through the formation of the Fine Granular Area (FGA) observed on the fracture surface and in TEM observations of cross-sections. The crack growth in the FGA seems to control more than 90% of the total fatigue life. For the hot rolled duplex stainless steels fatigue crack initiation occurred due to accumulation of plastic fatigue damage at the external surface, and early crack growth proceeded through a crystallographic growth mechanism. Theoretical modelling of complex cracks involving kinks and branches in an elastic half-plane under static loading was carried out by using the Distributed Dislocation Dipole Technique (DDDT). The technique was implemented for 2D crack problems. Both fully open and partially closed crack cases were analyzed. The main aim of the development of the DDDT was to compute the stress intensity factors. Accuracy of 2% in the computations was attainable compared to the solutions obtained by the Finite Element Method.