Tesi sul tema "Failure envelopes"

Due to the dynamically-varying nature of aircraft loading scenarios, a large number of global load cases are generated which must be analysed in a Global Finite Element Model (GFEM) to obtain the internal load paths going into each substructure. Analysing all load cases is often not possible due to computational constraints, so that substantial engineering judgement in load case down-selection is required. One innovation developed by QUB to reduce the number of load cases is to use Singular Value Decomposition (SVD) to derive a smaller set of characteristic loads which represent all the global load distributions. This research focuses on developing the SVD based load development process by studying factors that could affect the accuracy and proposes some robust error quantification methods suitable for different scenarios. The major downstream benefit of the process is that the analysis results for this set of characteristic loads can be superimposed to create the internal load distributions resulting from all the original load cases. The method is also used in sensitivity analysis for gradient based optimisation and shows a very large reduction in computational effort. When the SVD is performed at the local structure level, a few internal load characteristic patterns, which represent all internal loads, can also be identified. Another major development in this work is that the failure envelope can be constructed in this reduced dimensional load space. The resulting surface defines critical failure constraints under any loading. The novel parameterisatlon and adaptive mesh refinement techniques have been employed to efficiently construct the failure surface of the industry standard structural assessment tools, which are treated as a black box. The failure envelope therefore provides valuable insights into the structures, failures and loads. Moreover, the down-selection process or constraint filtering can be performed very quickly using the information from this envelope.

The bearing capacity of the foundation is reduced in combination with horizontal loads and moments, and can be further reduced when torsion moment is applied. Therefore, torsion moment must be taken into account when calculating the loading capacity. This is particularly relevant for offshore foundations (underwater structures), since torsion is often of considerable size.The aim of this thesis is to make a numerical study of a rectangular mudmat foundation subjected to vertical loading, horizontal loading and torsion moment. The numerical calculations were mainly calculated by the finite element program PLAXIS 3D. Meanwhile, hand calculations of bearing capacities with Janbu and Davis & Booker methods are also carried out for comparison. The numerical studies were limited to undrained loading condition, where the undrained shear strength increases linearly with depth for a rectangular mudmat foundation; a) with outer skirts only b) with both outer and inner skirtsVertical and horizontal bearing capacities of mudmat foundation from finite element program PLAXIS 3D correspond well with the hand calculation results by Janbu method. However, the vertical bearing capacities from PLAXIS 3D are slightly higher than Janbu method, with a differencial value of 460kN(Model 1) and 80 kN(Model 2), corresponding to a differencial of 6% and 1%, respectively. It may have several explanations:?The results of finite element programs is dependent on network element and element type. Theoretically, the analyses of model with more fine meshes and smaller average element size would generate more accurate results. ?PLAXIS 3D bulids a real 3-dimensional model, taking into consideration the 3D effections. However, Janbu method is based on the plane strain. However, torsional bearing capacity from PLAXIS 3D is almost twice the value determined from hand calculations, which may because of the conservative calculation method or some possible parametrical errors in PLAXIS 3D. By intergrating the FEM analyses package PLAXIS 3D with the Swipe test procedure of loading, the failure envelopes of mudmat foundation and approximating expressions are investigated. Through numerical computations and comparative analyses based on FEM, the two-dimensional failure envelopes of mudmat foundation are established by using proposed method to evaluate the stability of foundation under combined loadings. These results could be utilized to provide vital reference for the design and construction of mudmat foundation.

This thesis investigates the capacity and failure mode of suction caissons under inclined loading. Parametric finite element analyses have been carried out to investigate the effects of caisson geometry, loading angle, padeye depth (i.e. load attachment point), soil profile and caisson-soil interface condition. Displacement-controlled analyses were carried out to determine the ultimate limit state of the suction caissons under inclined load and the results presented as interaction diagrams in VH load space. VH failure interaction diagrams are presented for both cases where the caisson-soil interface is fully-bonded and where a crack is allowed to form along the side of the caisson. An elliptical equation is fitted to the normalised VH failure interaction diagram to describe the general trend in the case where the caisson-soil interface is fully-bonded. Parametric study reveals that the failure envelope in the fully-bonded case could be scaled down (contracted failure envelope) to represent the holding capacity when a crack is allowed to form. A stronger effect of crack on the capacity was observed in the lightly overconsolidated soil, compared to the normally consolidated soil. The sensitivity of caisson capacity to the changes in load attachment position or loading angle was quantified based on the load-controlled analyses. It was found that, for caisson length to diameter ratios of up to 5, the optimal centreline loading depth (i.e. where the caisson translates with no rotation) is in the range 0.65L to 0.7L in normally consolidated soil, but becomes shallower for the lightly overconsolidated soil profile where the shear strength profile is more uniform. The reduction of holding capacity when the padeye position is shifted from the optimal location was also quantified for normally consolidated and lightly overconsolidated soil profiles at loading angle of 30 [degrees]. Upper bound analyses were carried out to augment the finite element study. Comparison of holding capacity and accompanying failure mechanisms obtained from the finite element and upper bound methods are made. It was found that the upper bound generally overpredicted the inclined load capacity obtained from the finite element analyses especially for the shorter caisson considered in this study. A correction factor is introduced to adjust the upper bound results for the optimal condition. Comparisons of non-optimal capacity were also made and showed that the agreement between the upper bound and finite element analyses are sensitive to the change in the centreline loading depth when the caisson-soil interface is fully bonded, but less so when a crack forms.

A major design issue in the implementation of a Subsurface Drip Irrigation (SDI) system for extensively crops such as alfalfa (i.e. crops that cover the entire surface as opposed to row crops), is the determination of the appropriate depth of placement of the drip line tubing. It is important to allow necessary farming operations with heavy equipment at harvesting times while still providing adequate water to meet the crop water requirements. It is also a need to ensure appropriate spacing between the dripline laterals to assure reasonable lateral irrigation uniformity for plant germination. In this study, the program HYDRUS-2D was used to determine the wetting pattern above and laterally from a subsurface drip emitter of an SDI system, for three soils typically found in Southern California and Arizona, a Sandy Clay Loam (SCL), a Clay Loam (CL) and a Loam (L). The design and management conditions from an experimental alfalfa field with an SDI system located at Holtville CA were used and analyzed. The first irrigation design was with a drip line depth of placement of 30 cm and the second design with an installation depth of 50 cm. The two different irrigation management schemes utilized by the farmers and producers in that area were: one with a running time of six hours and a frequency of every three days and the second one with an irrigation running time of twenty-four hours with a frequency of seven days or irrigation every week. After having carried out the analysis and studies of the irrigation designs and management schemes mentioned above, a new model with its corresponding management was proposed to meet the alfalfa water requirements under that particular field and weather conditions while we ensure a sufficiently dry soil surface at harvesting time for each soil case. This irrigation management includes twelve hours or irrigation every three days, for each of the three soils analyzed. It was found that the vertical rise of water above the emitters on the day of the cut, for our recommended SDI management was 26 cm, 29 cm, and 27 cm, with a moisture content at the soil surface of 14.9%, 24%, and 13% for the SCL, CL, and L soils respectively. Then, through the utilization of classical soil mechanics theory, an analysis to calculate the increase in stress on soils at any depth due to a load on the surface from a conventional tractor used during harvest operations was made for the proposed SDI system. The results from the increase in stress were then used together with soil strength properties such as shear strength as a function of soil moisture content to determine the minimum allowable depth of placement of the drip line tubing to ensure that soil failure does not occur. The load increase from a 3,300-kg four-wheel tractor was found to be 0.59 kg/cm2 under a rear tire at 10 cm below the surface and 0.07 kg/cm2 at 70 cm below the surface. To ensure that shearing failure does not occur, a stress analysis using Mohr’s circle indicated that the soil moisture content at 10 cm below the surface should be no greater than 26.8%, 32.7%, and 27% in the SCL, CL, and L soils respectively. The mimimum moisture content of 26.8% occur at 10 cm above the drip line for a SCL soil, which means that the minimum depth placement to avoid failure would be 40 cm below the surface. A similar analysis for the CL and L yielded minimum installation depths of 35 cm and 40 cm respectively. This type of analysis is useful in determining the depth of placement of SDI drip line tubing to ensure adequate trafficability of soil irrigated with subsurface drip irrigation systems. An additional outcome of the modeling study was the determination of the lateral extent of the wetted zone which can be used to determine the appropriate lateral spacing between drip line tubing. Thus, to ensure adequate spatial coverage by a subsurface drip system, the maximum horizontal spacing should be of 80 cm for SCL and L soils and 90 cm in CL soils.

The aim of this thesis was to study the load bearing capacity of anchor plates, used for anchorage to concrete located at nuclear facilities. Two different type of anchor plates were examined, which together constitute the majority of the anchor plates used at Forsmark nuclear facility in Sweden. The first is a cast-in-place anchor plate with headed studs and the second is a post-installed anchor plate which uses sleevetype expansion anchors. Hence, anchors with both a mechanical or a frictional interlock to the concrete were examined. The main analysis tool was the finite element method, through the use of the two commercially available software packages ABAQUS and ADINA and their non-linear material models for concrete and steel. As a first step, the numerical methods were verified against experimental results from the literature. However, these only concern single anchors. The results from the verifications were then used to build the finite element models of the anchor plates. These were then subjected to different load combinations with the purpose to find the ultimate load capacity. Failure loads from the finite element analyses were then compared to the corresponding loads calculated according to the new European technical specification SIS-CEN/TS 1992-4 (2009). Most of the failure loads from the numerical analyses were higher than the loads obtained from the technical specification, although in some cases the numerical results were lower than the technical specification value. However, many conservative assumptions regarding the finite element models were made, hence there might still be an overcapacity present. All analyses that underestimate the failure load were limited to large and slender anchor plates, which exhibit an extensive bending of the steel plate. The bending of the steel plate induce shear forces on the anchors, which leads to a lower tensile capacity. In design codes, which assume rigid steel plates, this phenomenon is neglected. The failure loads from all different load combinations analysed were then used to develop failure envelopes as a demonstration of a useful technique, which can be utilised in the design process of complex load cases.

During shearing of stiff clays, plate-shaped clay particles are parallel-oriented in the direction of shear reaching the minimum resistance of &ldquo<br>residual shear strength&rdquo<br>. The residual shear strength envelopes of stiff clays are curved, but for practical purposes represented by linear envelopes. This study investigates the nonlinearity of the residual shear strength envelope using experimental evidence (i) from laboratory reversal direct shear tests on two stiff clays (Ankara clay and kaolinite) at 25 to 900 kPa effective normal stresses and (ii) from laboratory data collected from literature. To evaluate the importance of nonlinearity of the envelope for geotechnical engineering practice, by limit equilibrium method, (a) case histories of reactivated landslides are analyzed and (b) a parametric study is carried out. Conclusions of this study are: (1) The residual shear strength envelopes of both Ankara clay and kaolinite are nonlinear, and can be represented by a power function (cohesion is zero). (2) At least 3 reversals or cumulative 20 mm shear displacement of direct shear box is recommended to reach residual condition. (3) Empirical relations between plasticity index and residual friction angle can accurately estimate the residual strength of stiff clays. (4) Nonlinearity is especially important for landslides where average effective normal stress on the shear plane is less than 50 kPa, both for translational and rotational failures. For such slopes using a linear strength envelope overestimates the factor of safety (more significantly for the case of high pore pressures). (5) As the plasticity index increases, the power &ldquo<br>b&rdquo<br>of the nonlinear shear strength envelope decreases, indicating more significant nonlinearity. For less plastic materials, using linear and nonlinear shear strength envelopes does not affect the factor of safety.

Heart failure (HF) affects an estimated 5.8 million Americans, accounting for near 250,000 deaths each year. With shortages in available donor hearts, mechanical circulatory support (MCS) has emerged as a life-saving treatment for advanced stage HF. With growth in MCS use, a clinical and developmental need has emerged for a standard characterization and evaluation platform that may be utilized for inter-device comparison and system training. The goal of this research was to harness SynCardia's total artificial heart (TAH) to meet this need. We first sought to characterize the TAH in modern physiological terms - i.e. hemodynamics and pressure-volume loops. We then developed a model of HF using the TAH and mock circulatory system operating in a reduced output mode. We demonstrated that MCS devices could be incorporated and evaluated within the HF model. Finally, we characterized the operational envelope of SynCardia's Freedom (portable), Driver operating against varying loading conditions. Our results describe the hemodynamic envelope of the TAH. Uniquely, the TAH was found not to operate with time-varying elastance, to be insensitive to variations in afterload up to at least 135 mmHg mean aortic pressure, and exhibit Starling-like behavior. After transitioning the setup to mimic heart failure conditions, left atrial pressure and left ventricular pressure were noted to be elevated, aortic flow was reduced, sensitivity to afterload was increased, and Starling-like behavior was blunted, consistent with human heart failure. The system was then configured to allow ready addition of ventricular assist devices, which upon placement in the flow circuit resulted in restoration of hemodynamics to normal. Lastly, we demonstrated that the Freedom Driver is capable of overcoming systolic pressures of 200 mmHg as an upper driving limit. Understanding the physiology and hemodynamics of MCS devices is vital for proper use, future device development, and operator training. Characterization of the TAH affords insight into the functional parameters that govern artificial heart behavior providing perspective on differences compared to the human heart. The use of the system as a heart failure model has the potential to serve as a valuable research and teaching tool to foster safe MCS device use.

Cette thèse de doctorat porte sur la réponse des fondations caisson dans du sable pour les éoliennes en mer soumises à des chargements monotones et cycliques combinés. Le processus de défaillance et l’enveloppe de rupture (diagramme de capacité portante) d’une fondation en caisson dans du sable soumise à des chargements monotones combinés sont premièrement étudiés à l’aide du modèle constitutif de Mohr-Coulomb. La méthode Lagrangian-Smoothed Particle Hydrodynamics Combinée (CLSPH) est adoptée pour prendre en compte les grandes déformations et les limites de l'approche sont mises en évidence. Une loi constitutive basée sur la notion de l’état critique pour le sable récemment mis au point (SIMSAND) est ensuite introduite et utilisée avec la méthode CLSPH. Des tests d’effondrement du sol dans un canal rectangulaire et d’une colonne granulaire en prenant en compte différentes géométries sont simulés afin de valider l’approche en termes de morphologie de dépôt final, des profils d’écoulement et de zones non perturbées. La méthode CLSPH et le modèle SIMSAND sont ensuite utilisés pour étudier le diagramme de capacité portante des fondations caisson dans du sable. Différents paramètres ayant une incidence sur la forme et la taille de l'enveloppe de rupture sont pris en compte, tels que la densité et la rigidité du sol, la résistance au frottement, la rupture des grains, la géométrie et les dimensions de la fondation. Une formule analytique est introduite pour décrire la surface de rupture 3D capable à reproduire les résultats numériques. Sur la base de la formule analytique proposée, un macro-élément pour des fondations caisson dans du sable soumises à des chargements monotones et cycliques est finalement développé dans le cadre de l'hypoplasticité. L’outil numérique proposé est validé avec des résultats expérimentaux<br>This PhD thesis deals with the response of caisson foundations in sand for offshore wind turbines submitted to combined monotonic and cyclic loadings. First, the failure process and failure envelope (or bearing capacity diagram) of a caisson foundation in sand under combined monotonic loadings is investigated using the conventional Mohr-Coulomb constitutive model. A Combined Lagrangian-Smoothed Particle Hydrodynamics(CLSPH) method is adopted to consider large deformations and the limitations of the approach are highlighted. A recently developed critical state model for sand (SIMSAND) is then introduced and combined with the CLSPH method. Rectangular channel soil collapse tests and granular column collapse tests considering different aspect ratios are simulated to validate the approach in terms of final deposit morphologies, flow profiles and undisturbed areas.The CLSPH method and the SIMSAND model are then used to investigate the bearing capacity diagram of the caisson foundation in sand. Different parameters affecting the shape and size of the failure envelope are considered, as soil density and stiffness, friction strength, grain breakage, geometry and aspect ratio of the foundation. An analytical formula is introduced to describe the 3D failure surface reproducing the numerical results. Based on the proposed analytical formula, a macro-element for the caisson foundation in sand submitted to monotonic and cyclic loadings is finally developed within the framework of hypoplasticity. Validation is provided through comparison with experimental results

La conception des ouvrages de génie civil dans les massifs rocheux fracturés nécessite une connaissance de leur comportement lors des travaux. Les ma ssifs fracturés sont généralement très complexes et représentés par des matrices et des discontinuités rocheuses. Cette thèse a pour objectif d'étudier le comportement mécanique du massif du futur tunnel de St Béat. La thèse est divisée en trois parties. Nous étudions tout d'abord les phénomènes prépondérants et les facteurs agissant sur le comportement mécanique des massifs rocheux. Dans la seconde partie, nous effectuons séparément des études expérimentales sur le comportement mécanique de la matrice et des discontinuités rocheuses. Enfin, dans la dernière partie, nous présentons une modélisation en 2D du comportement du massif fracturé lors du creusement du tunnel. L'étude expérimentale s'appuie sur des marbres rencontrés sur le site du tunnel. Le comportement de la matrice rocheuse est étudié à partir des essais de compression triaxiale sur des échantillons de roche saine. L'évolution de l'endommagement est caractérisée à l'aide des mesures de vitesses de propagation des ondes élastiques. Une enveloppe de rupture selon le critère linéaire de Mohr-Coulomb est proposée pour la matrice rocheuse. Le comportement au cisaillement des discontinuités naturelles est ensuite étudié sous différentes conditions de chargement (contrainte normale constante et rigidité normale imposée). La mesure de topographie des surfaces des discontinuités avant et après chaque essai mécanique permet de déterminer les paramètres statistiques de la rugosité. L'influence de la contrainte normale, la rigidité normale imposée, la rugosité initiale et la vitesse de cisaillement sur le comportement des discontinuités est mise en évidence. Des lois de comportement pertin entes sont proposées pour chaque type d'essais.Les caractéristiques mécaniques obtenues sont alors introduites dans le code de calcul UDEC afin de modéliser le comportement du massif en présence du tunnel, sous différentes conditions aux limites. La réponse en terme de déformations et de contraintes induites autour du tunnel est analysée<br>The design of civil engineering structures in fractured rock masses requires knowledge of their mechanical behavior. The fractured rock masses are usually very complex and separated in matrix and rock discontinuities. This thesis aims to study the mechanical behavior of St Beat tunnel rock mass. The thesis is divided into three parts. We study first the predominant phenomena and factors affecting the mechanical behavior of rock masses. In the second part, we perform separately experimental studies on the mechanical behavior of matrix and rock discontinuities. Finally, in the last section, we present a 2D model of the fractured rock mass behavior during the digging of the tunnel. The experimental study is based on the marbles encountered on the future tunnel site. The rock matrix behavior is studied using triaxial compression tests on intact rock samples. The damage evolution is characterized using propagation velocities measurements of elastic waves. A failure envelope by Mohr-Coulomb linear criterion is proposed for the rock matrix. The shear behavior of natural discontinuities is investigated under different loading conditions (normal stress or constant normal stiffness imposed). The discontinuities surfaces topography is measured before and after each mechanical test to determine the roughness statistical parameters. The influence of the normal stress, the normal stiffness, the initial roughness and the shear rate on the discontinuities behavior is demonstrated. A behavior law is proposed for each type of test.The mechanical properties obtained are introduced into the code UDEC to model the rock mass behavior with the presence of the tunnel, under different boundary conditions. The response in terms of deformations and stresses induced around the tunnel is analyzed

Les matériaux composites sont utilisés dans le domaine maritime depuis des dizaines d’années que ce soit par exemple pour les éoliennes offshore ou encore les navires militaires étant donné leurs propriétés intrinsèques avantageuses pour de telles applications (faible masse, faible signature magnétique ...). Jusqu’ici les composites employés sont surtout composés de fibres de verre et de matrice polyester. Cependant, les demandes croissantes de navires toujours plus légers et rapides conduisent peu à peu les industriels à se tourner vers les composites à haute performance composés de fibres de carbone et de matrice époxyde. L’utilisation de cette nouvelle génération de matériau nécessite de connaître l’influence de l’endommagement plan, qui peut être d’origine hydrique ou mécanique, sur leur tenue hors-plan. Cette étude a montré une diminution importante de l’enveloppe de rupture du matériau étudié lorsqu’il a séjourné en eau de mer jusqu’à saturation. La résistance en traction hors-plan du composite n’est quant à elle que très peu affectée par la présence de fissures transverses dans le matériau, quel que soit son état de vieillissement. Des travaux ont également été menés sur des assemblages composites collés et mis en avant à la fois la chute de la tenue de l’assemblage due à la présence d’eau de mer dans la matrice époxyde, mais également la nécessité de la prise en compte du couplage endommagement plan/endommagement hors-plan pour la prédiction de la tenue hors-plan de tels assemblages. Enfin, différentes méthodes de prédiction ont été utilisées pour valider les résultats expérimentaux confirmant ainsi l’importance de la prise en compte de l’endommagement plan sur la tenue hors-plan des composites et des assemblages composites collés<br>Composite materials have been used in marine applications for decades for offshore windmills or even battleships because of its intrinsic properties which are assets for such applications (low weight, low magnetic signature...). Until now the composites used are almost made of glass fibers and polyester matrix. However the increasing demand for faster and lighter ships gradually leads manufacturers to turn to high performance composites made of carbon fibers and epoxy matrix. Using this new generation of material requires knowing the influence of the in-plane damage which can be due to water or mechanical damage on its out-of-plane strength. This study has shown a significant reduction of the out-of-plane failure envelope of the studied material after an extended stay in seawater until the saturation point.The out-of-plane tensile strength of the composite is very little affected by transverse cracking in the material whatever the aging state. Work has also been carried out on composite bonded assemblies and pointed out, on the one hand, the drop of the assembly strength because of the water aging and, on the other hand, the necessity to take into account the coupling between in-plane and out-of-plane damage for the prediction of the out-of-plane strength of such assemblies. Finally, different methods of prediction have been used to validate the experimental results confirming the importance to take into account the in-plane damage to predict the out-of-plane strength of composites and composite bonded assemblies

Les matériaux composites à fibres continues sont largement utilisés dans la plupart des applications d'ingénierie en raison de leurs propriétés mécaniques spécifiques élevées. Les essais uniaxiaux sont principalement utilisés pour la caractérisation de ces matériaux en raison de leur simplicité et de leur faible coût. Cependant, ces essais ne sont pas adaptés pour caractériser le comportement du matériau soumis à un état de contrainte multiaxiale. Pour mieux caractériser leur comportement, des essais biaxiaux ont été développés. Pam1i les différentes techniques de traction biaxiale, l'essai de traction sur éprouvettes cruciformes est l'une des méthodes les plus connues. Cependant, la difficulté de cette méthode réside dans le choix de la forme de l'éprouvette qui doit présenter une rupture au centre. Dans cette étude, une nouvelle éprouvette cruciforme est définie pour des essais de traction biaxiale d'un composite verre/époxy. Les dimensions finales de l'éprouvette crucifom1e sont définies par une étude paramétrique numérique tout en respectant certaines contrai11tes expérimentales telles que la capacité de la machine de traction biaxiale. Une validation expérimentale est réalisée sur deux tissus de composites verTe/époxy de différentes épaisseurs. Les essais ont été réalisés pour différentes conditions de chargement biaxial. La distribution des déformations dans la zone centrale de l'éprouvette est obtenue à l'aide de la technique de corrélation d'image (DI.C). L'enveloppe à la rupture est tracée et comparée aux prédictions de trois critères à la rupture (Max Stress, Max Stain, et Norris)<br>Continuous fiber composite materials have become extensively used in most engineering applications due to their high specific mechanical properties. Uniaxial tests are mostly used for the characterization of composite materials because of their simplicity and low cost. However, these tests are not adapted for the characterization of the behavior of these materials subjected to multiaxial stress state. For a better characterization of their behavior, biaxial tests were developed. Among different biaxial testing techniques, the in-plane biaxial testing of cruciform specimen is one of the most known methods. However, the main difficulty of this method is the design of a cruciform specimen that fails in the center. ln this work, a new cruciform specimen is designed for the biaxial tensile testing of plain-weave glass/epoxy composite. The final dimensions of the specimen are defined by a numerical parametric study while respecting some experimental constraints such as biaxial tensile machine capacity. An experimental validation is performed on two plain-weave glass/epoxy composites with different thicknesses. The tests were performed under different biaxial loading conditions. The strain distribution in the central zone of the specimen are obtained using the Digital Image Correlation (DIC) technique. The failure envelop is generated and compared to the predictions of three failure criteria (Max Stress, Max Stram, and Norris)

Fundações diretas submetidas a carregamentos de compressão vertical têm sido frequentemente ensaiadas e seus comportamentos já são bem conhecidos no ramo de projeto de fundações. Fundações submetidas à tração têm crescido em importância devido ao aumento de perspectivas de uso de fontes de energia renováveis tais como turbinas de energia eólica e não renováveis tais como plataformas petrolíferas, bem como torres de transmissão de energia, cujas cargas de tração podem ser de grande importância. Contudo, esforços de tração em fundações é ainda um tema não consolidado que merece atenção tanto quanto ao comportamento carga-deslocamento quanto ao s modos de ruptura, principalmente quanto ao potencial uso de camadas de solos reaterrados reforçados com fibras e ou cimentados. Para isso, ensaios triaxiais para obtenção de parâmetros de resistência da areia e da areia reforçada com fibras foram realizados e analisados. Uma metodologia para determinação do ângulo de atrito e da coesão de areia cimentada com e sem fibras também foi proposta, baseada apenas em resultados de ensaios de compressão simples e tração por compressão diametral, ensaios que podem ser realizados em praticamente todos os laboratórios de solos devido a sua simplicidade, sem a necessidade de execução de ensaios mais complexos como os triaxiais e de cisalhamento direto. Ensaios de arrancamento de placas circulares embutidas em camadas de areia, areia-fibra, areiacimento, e areia-cimento-fibra foram executados, a fim de se obter cargas de ruptura e acréscimo de resistência com o aumento dos agentes de reforço e também com o aumento da relação de embutimento da placa nas camadas de areia e areia reforçada. As formas de ruptura também são avaliadas através da exumação das camadas de solo após a realização dos ensaios em areia e areia reforçada com fibras. A metodologia proposta para determinação de ângulo de atrito e coesão através de ensaios de compressão simples e tração por compressão diametral se mostrou eficiente, com resultados satisfatórios dos materiais estudados. Resultados indicam aumento da força necessária para arrancamento das placas embutidas nas camadas de areia-cimento, areia-cimento-fibras e até mesmo nas camadas somente de areia-fibra, quando comparadas ao arrancamento de placas embutidas em areia. A forma de ruptura também se apresentou diferente na areia em relação ao solo tratado e reforçado, indicando a influência dos agentes cimentantes e de reforço não só na resistência, como também ocasionando uma mudança na forma de ruptura.<br>Shallow foundations submitted to vertical compression loading have been largely tested and their behavior is well understood in project conception. Foundations submitted to tension have growing importance with increasing perspectives of worldwide developments of new energy sources such as wind turbines farms and oil platforms, as well as for energy transmission towers, whose tension loads might be of great importance. However, vertical tension is a non-consolidated matter that deserves attention regarding general behavior and failure modes, mainly after potential use of fiberreinforced and/or cemented soils for backfilling. Triaxial testing was carried out in present research to establish strength parameters of sand and fiber-reinforced sand. A methodology to determinate friction angle and cohesion intercept of fiber-reinforced and non-reinforced artificially cemented sands, based on unconfined compression and splitting tensile test results, was developed in present research as an alternative to complex lab testing such as triaxial and simple shear tests, once it could be accomplished in any basic soil laboratory. Such methodology has been shown to be quite efficient. Pullout testing of circular plates embedded in layers of sand, fiber-reinforced sand, cemented sand and fiber-reinforced cemented sand were carried out in order to achieve increasing pullout forces after fiber-reinforcement of soils and/or due to soil stabilization with cement insertion. Results indicate a growth of pullout forces for artificially cemented sands, fiber-reinforced cemented sands and for fiber-reinforced sands, when compared to plain sands. Failure modes were assessed through exhumation of soil layers after testing was finished. Failure shapes were deeply affected by insertion of cement, fibers and increasing embedment depth.

<p> </p><p>The aim of this Master Thesis is to assess the load carrying capacity of the Glomman Bridge outside of the Swedish city Örebro. The Glomman Bridge is an unreinforced concrete single span arch bridge with backfill. The bridge was constructed in 1923 on assignment from the Swedish National Railways (SJ).</p><p>The failure criteria used in this thesis is that the bridge collapses when any cross section in the concrete arch reaches its ultimate capacity. In reality, the bridge may manage heavier loads than this. When the capacity is reached in a cross section, a hinge is formed and the arch relocates the forces to other parts of the arch that can carry higher stresses. The real bridge will not collapse until a fourth hinge is formed, and by that a mechanism. To be able to calculate the cross section forces in the arch, it was necessary to know the influences of the loads on the arch when they were run along the bridge. For this purpose, influence lines were obtained from a 2D finite element model created in ABAQUS, a general FE-analyses software. A calculation routine to find the least favourable load combination was then created in Matlab, a numerical calculation software. The routine was made to find the worst case among different load cases and to combine the standardized axle pressures with the present number of axles.</p><p>A parametric survey was also performed because the material properties for the different parts of the bridge are very uncertain. In the survey, the initial values were changed one at a time to study the outcome on the load factor. The load factor is the ratio between the ultimate limit load and the actual load. The studied parameters are the compressive strength, the Young's modulus, the density and the Poisson's ratio of the different parts of the bridge. The parameters are studied individually irrespective of possible correlation. The studied parts of the bridge are the backfill, the arch, the abutments and the asphalt. The clearly most important component is found to be the backfill. With increased stiffness or increased Poisson's ratio in the backfill follows increased load factor.</p><p>The equations behind the failure envelope can be derived from equilibrium equations for the unreinforced cross section. The influence lines are normalised with respect to the capacity of the cross section to get the degree of efficiency along the whole length of the arch, instead of the common influence lines that give the cross section forces. This is done because the failure is not caused by large cross section forces but by an exceeded ultimate stress. As the different loads are run along the bridge, the largest positive and negative efficiency for bending moment and normal force are localised. The normalised cross section forces are plotted together with the failure envelope and the load factor is then calculated.</p><p>Several masonry arch bridges were loaded until collapse in a study performed by the British Transport and Road Research Laboratory. One of the bridges in the study, the Prestwood Bridge, has been used in this thesis as a comparison to the Glomman Bridge. The load carrying capacity of the Prestwood Bridge is known, and is used to verify that the method using the failure envelope is applicable.</p><p>To compare the results from the cross section analysis from the failure envelope model to another method, the Glomman Bridge and the Prestwood Bridge were also tested in the commercial software RING 2.0. The method used in RING 2.0 differs from the failure mode in this thesis by calculating the load factor when four different cross sections reach their capacity and the bridge collapses.</p><p>The failure envelope method allows an A/B-value (Axle- and Bogie load) of 102 kN/147 kN when using very poor values of the parameters and 181 kN/226 kN when using a reference case with normal parameters.</p><p>Although the load capacity is found to be acceptable, the uncertainties are still large. To get a more accurate apprehension of the condition of the actual bridge, further research should be carried out, such as e.g. a non-linear model.</p><br><p>Syftet med föreliggande examensarbete är att uppskatta bärförmågan hos bron Glomman utanför Örebro. Glomman är en oarmerad betongvalvbro i ett spann med ovanliggande jordfyllning. Bron byggdes 1926 på uppdrag av Statens Järnvägar (SJ).</p><p>Brottkriteriet i detta examensarbete är att bron går till brott när något tvärsnitt i betongbågen uppnår sin kapacitet. I själva verket är det möjligt att bron kan klara tyngre last än detta. När kapaciteten nås i ett tvärsnitt uppstår en led och bågen omlagrar krafterna till andra bågdelar som klarar större spänningar. Den verkliga bron rasar inte förrän en fjärde led har utvecklats, och därmed en mekanism. För att kunna beräkna tvärsnittskrafterna i bågen, var det nödvändigt att känna till trafiklasternas påverkan på bågen när de kördes över bron. För detta ändamål erhölls influenslinjer från en tvådimensionell finita elementmodell skapad i ABAQUS, ett generellt FE-program. En beräkningsrutin för att finna värsta tänkbara lastkombinering skapades i Matlab, ett numeriskt beräkningsprogram. Rutinen utformades för att hitta värsta fallet bland olika lastfall samt för att kombinera standardiserade axeltryck med det aktuella antalet axlar.</p><p>En parameterstudie utfördes också då materialegenskaperna för de olika delarna i bron är mycket osäkra. I parameterstudien ändrades ingångsvärdena ett åt gången för att studera utslaget på lastfaktorn. Lastfaktorn är förhållandet mellan brottgränslasten och den verkliga lasten. De parametrar som studeras är tryckhållfastheten, <em>E</em>-modulen, densiteten och tvärkontraktionen för de olika brodelarna. Parametrarna studeras enskilt utan hänsyn till eventuell korrelation. De brodelar som studeras är fyllningen, bågen, fundamenten och asfalten. Den klart viktigaste komponenten visar sig vara fyllningen. Med ökad styvhet eller ökad tvärkontraktion i fyllningen följer ökad last­faktor.</p><p>Ekvationerna bakom brottenveloppet kan härledas ur jämviktsekvationer för det oarmerade tvärsnittet. Influenslinjerna normeras med avseende på tvärsnittets kapa­citet för att få ut utnyttjandegraden längs hela bågen. Detta görs då det egentligen inte är för stor tvärsnittskraft som orsakar brott utan för stor spänning. Högsta och lägsta utnyttjandegrad för böjande moment och normalkraft lokaliseras när de olika typlasterna körs över bron. Utnyttjandegraderna placeras i brottenveloppet för att sedan räkna fram en lastfaktor.</p><p>Ett flertal liknande broar har lastats till brott i en studie genomförd av British Transport and Road Research Laboratory. En av broarna i studien, Prestwood Bridge, har använts i denna rapport som jämförelse med Glomman. Då bärförmågan hos Prestwood Bridge är känd används den till att bekräfta att metoden med brott­enveloppet är tillämpbar.</p><p>För att jämföra resultaten från tvärsnittsanalysen i brottenveloppmetoden med en annan metod, testades även Glomman och Prestwood Bridge i det kommersiella programmet RING 2.0. Metoden som används i RING 2.0 skiljer sig från brottmoden i denna rapport genom att istället beräkna lastfaktorn när fyra olika tvärsnitt har uppnått sina kapaciteter och bron kollapsar.</p><p>Metoden med brottenvelopp tillåter ett A/B-värde (Axel- och Boggitryck) på 102 kN/147 kN när mycket dåliga parametervärden används och 181 kN/226 kN när referensfallet med normala parametervärden används.</p><p>Även om bärförmågan kan anses vara acceptabel är osäkerheterna stora. För att få en nogrannare uppfattning om brons faktiska tillstånd bör fortsatta studier utföras, som t.ex. en icke-linjär modell.</p>

O solo é base de praticamente todas as obras de Engenharia Civil e em algumas situações este não apresenta condições de suportar o carregamento imposto. Tal problema pode ser solucionado com técnicas de estabilização. A estabilização com cal é uma técnica clássica, porém não apresenta um método racional de dosagem e uma superfície de falha tridimensional conhecida. Entretanto este quadro vem alterando-se por meio de pesquisas que buscam utilizar o coeficiente porosidade/teor volumétrico de cal para dosar solo-cal. Assim, esta pesquisa tem como objetivo avaliar a influencia do coeficiente n/(Liv) na variação de resistência à tração na compressão diametral de misturas solo- cinza volante-cal para diferentes temperaturas e diferentes tempos de cura. Busca-se obter, também, a envoltória de ruptura tridimensional deste material. Para isso foram realizados ensaios de tração por compressão diametral em corpos de prova da mistura areia de Osório e cinza volante com 3, 5 e 7 % de cal (em peso), com peso especifico aparente seco de 14, 15 e 16 kN/m², curados a 20, 27, 35, 50, 65,80 e 90ºC por 1, 3 e 7 dias. Ensaios em Triaxial Verdadeiro e de ondas ultrassônicas foram executadas em amostras com 3 dias de cura a 35º, 3% de cal, peso específico seco de 14kN/m³ e nvariando de 0 até 180º. A relação porosidade/teor volumétrico de cal ajustado por um coeficiente [n/(Liv)0,3] mostrou-se adequada na previsão da resistência à tração para todas as temperaturas e tempos de cura estudados. O uso deste coeficiente permitiu a obtenção de curvas que permitem o cálculo da temperatura máxima que influência na resistência da mistura estudada para cada tempo de tempo. Este coeficiente também permitiu a obtenção de uma equação capaz de determinar a resistência máxima que pode ser obtida em cada tempo de cura independente da temperatura de cura. A envoltória de ruptura encontrada tem formato não circular, logo a resistência do material é dependente do caminho de tensões. A isotropia do material foi confirmada através da comparação entre caminhos de tensão iguais, porém executados em diferentes direções e através da comparação entre o Módulo Oedométrico há pequenas deformações (M0)e o Módulo de Cisalhamento há pequenas deformações (G0) das direções x, y e z da amostra.<br>Soil is the base of most civil engineering constructions, and when it cannot support the construction loads, such problem can be solved through the use of soil stabilization technique. Lime stabilization is a classical technique, but does not present a rational dosage method and a known three-dimensional failure envelope. This situation has been changed with researches using the porosity/lime ratio to dose soil-lime. Thereby this research aims to evaluate the influence of the quotient n/(Liv) in the assessment of splitting tensile at different temperatures and time of curing and find. It was also looked for the three dimensional rupture envelope of this material. For this research splitting tensile tests were carried out with lime contents varying from 3% to 7%, dry unit weight ranging from 14kN/m³ to 16kN/m³, time curing varying from 1 to 7 days and curing time varying from 20º to 90º. True Triaxial tests and ultrasonic waves tests were carried out with samples with 3% of lime content, 14kN/m³ of dry weight, 3 days of curing at 35º and nangle between nz and the consider stress path) in ranging from 0º to 180º. The porosity/lime ratio, defined as the ratio of the compacted mixture porosity and the lime volumetric content, adjusted by an exponent, proves to be an appropriate parameter to estimate the splitting tensile strength of the soil-fly ash-lime studied in all time and temperature studied. The use of this coefficient allowed obtaining curves that allow the calculation of the maximum temperature that influences the resistance of the studied mixture for each time period. This coefficient also allowed obtaining an equation capable of determining the maximum resistance that can be reached in each curing time independent of curing temperature. The failure envelope found has a non-circular shape, so the strength of the material is dependent on the stress path. The isotropy of the material was confirmed by comparing equal stress paths, but executed in different directions and by comparing the Oedometric Modulus in small strains (M0 ) and Shear Modulus in small strains (G0 ) of the x, y, and z directions the sample.

The thesis deals with vibrations caused by geometric defect and fatigue damage of rolling element bearing. Hardware for vibration measurement is tested on 25 new pieces of NJ 304. Second part of the thesis examines if measuring of bearing vibration can help to detect a geometric defect. Geometric defects are detected according to a spectrum of vibration but the results are not absolutely exact. The possibility to detect geometric defects by measuring vibration has not been proven. The end of project tests diagnostic methods for rolling element bearings. The bearing defect was simulated to demonstrate bearing failure frequencies, envelope method and vibration spectrum.

碩士<br>國立成功大學<br>土木工程學系碩博士班<br>92<br>Open-cell foams are typically used as core materials in lightweight sandwich panels which are always subjected to a general state of multiaxial stresses. Thus, the mechanical properties and the failure criteria corresponding to different failure mechanisms for open-cell foams under multiaxial stresses are essential and important to the structural integrity of lightweight sandwich panels. Since open-cell foams are normally anisotropic due to processing, their mechanical properties will be affected by their cell geometry, namely the anisotropy ratio. In this paper, the failure envelopes of anisotropic open-cell foams are generated and presented. Different failure mechanisms including plastic yielding, brittle crushing, elastic buckling and fracturing are taken into account to construct the failure envelopes of anisotropic open-cell foams. For the case of axisymmetric stress state, the effects of the anisotropy ratio on the mechanical behavior and the failure envelopes of open-cell foams are evaluated.

This thesis' objective is to develop a tool to support the diagnostic process during a building envelope investigation. Access to the files of the Quebec Home Builder's Association (APCHQ) allowed information on residential building envelope failures in Quebec to be collected and organized into a computer database. Analysis of the database information pointed to water infiltration as the most frequent failure in the first 5 years of life of the houses. Inappropriate design accounted for 43% of the problems, 25% were due to deficient workmanship, and 11% to wrong detailing. The database built in this research could be a framework to collect and disseminate information about problems in the building envelope in Quebec and Canada. Thus, with it, a portrait of the current building envelope problems can be made. The prototype tool was designed and implemented to demonstrate how a tool integrating a database populated with well-documented and relevant cases of failure can be used in in-situ investigations. The tool works by supplying relevant similar cases of envelope failures. Developed using Microsoft Access, it allows delving into the 96 cases of the database and automates the production of reports. An evaluation of the prototype tool finally led to the development of guidelines for the next generation of a diagnostic support tool. Such tool should combine retrieving of similar cases with interrogation of relevant general knowledge in order to make a diagnosis and propose remedial measures. (Abstract shortened by UMI.)