No description available.

No description available.

[pt] O bambu é um recurso natural, típico de regiões tropicais e subtropicais, cujas fibras vêm atraindo interesse para reforço de materiais compósitos, pelas suas excelentes propriedades mecânicas. Entretanto, como toda fibra vegetal, as fibras de bambu apresentam alto grau de higroscopicidade, inchando quando da presença de água, limitando seu uso devido à perda de durabilidade. Dessa forma, este trabalho visa estudar melhorias nas propriedades de flexão do bambu através do processo de hornificação por ciclos de molhagem e secagem, tratamento muito utilizado em polpas de madeira ou papel, que leva a reduções na capacidade de absorção e retenção de água das fibras, reduzindo seus poros e tornando sua estrutura mais enrijecida. Para isso foram investigados os efeitos de 3, 5 e 10 ciclos de molhagem e secagem sobre as propriedades físicas e comportamento mecânico (flexão e módulo de elasticidade) do bambu da espécie Moso (Phyllostachys pubescens). Com relação às propriedades físicas foram avaliadas as variações na capacidade de absorção e retenção de água do bambu ao longo dos ciclos, incluindo avaliação das variações dimensionais dos feixes vasculares ao final dos ciclos, realizada por meio de análise e processamento de imagens obtidas por microscópio estereoscópico. Ademais, o comportamento à flexão foi estudado por meio de ensaios de flexão a quatro pontos, avaliando possíveis melhorias na resistência à flexão, deflexão e módulo de elasticidade do bambu após os ciclos de molhagem e secagem, incluindo análise da influência do cisalhamento na flexão. As análises físicas demonstraram que com os ciclos ocorreu redução na capacidade de retenção de água do bambu, além de reduções na área superficial de seus feixes de fibras. Na flexão houve ganho de rigidez após os ciclos, chegando a aumentar em 70 por cento o módulo de elasticidade. / [en] Bamboo is a natural resource, typical of tropical and subtropical regions, whose fibers are attracting interest to reinforce composite materials, due to its excellent mechanical properties. However, like all plant fibers, bamboo fibers present a high degree of hygroscopicity, swelling when water is present, limiting its use due to loss of durability. Thus, this work aims to study improvements in the flexural properties of bamboo through the process of hornification by wetting and drying cycles, a treatment that is widely used in pulps of wood or paper, leading to reductions in the water absorption and retention capacity of the fibers, reducing its pores and making its structure stiffer. The effects of 3, 5 and 10 wetting and drying cycles on the physical properties and mechanical behavior (flexure and modulus of elasticity) of the Moso bamboo species (Phyllostachys pubescens) were investigated. Regarding the physical properties, the variations in the bamboo water absorption and retention capacity were evaluated along the cycles, including evaluation of the dimensional variations of the vascular bundles at the end of the cycles, performed by means of analysis and processing of images obtained by a stereoscopic microscope. In addition, the flexural behavior was studied by means of four-point flexural tests, evaluating possible improvements in flexural strength, deflection and modulus of elasticity of the bamboo after the wetting and drying cycles, including analysis of the influence of shear on flexion. The physical analyzes showed that with the cycles there was a reduction in the water retention capacity of bamboo, as well as reductions in the surface area of its fiber bundles. In flexion, there was a gain of stiffness after the cycles, increasing the modulus of elasticity by 70 per cent.

No description available.

[pt] O concreto de ultra-alto desempenho (CUAD) é um material cimentício avançado que possui excelente desempenho mecânico, ductilidade e durabilidade devido a uma elevada densidade de empacotamento e ao uso de fibras, promovendo benefícios à vida útil das estruturas. Grande parte das estruturas está sujeita a ações cíclicas, ou seja, variáveis com o tempo, resultando em danos de fadiga, como o surgimento e a propagação de trincas, que podem comprometer sua integridade. Assim, é essencial compreender o comportamento dos materiais sob fadiga para que sejam propostas diretrizes de projeto seguras e adequadas ao bom funcionamento das estruturas. Este trabalho visa, portanto, investigar o comportamento do concreto de ultra-alto desempenho pré-fissurado sob fadiga na flexão, quantificando sua degradação mecânica ao longo do carregamento cíclico a partir dos parâmetros de abertura de fissura (CMOD) e rigidez, contribuindo para o estudo desse tipo especial de concreto. Foram propostas equações para prever a vida à fadiga em relação ao limite superior de carga e estabelecer o limite de fadiga do concreto de ultra-alto desempenho, igual a 75,3 por cento, considerando o limite inferior igual a 30 cento do limite superior. Ainda, avaliou-se o comportamento pós-fadiga de amostras que não sofreram ruptura ao longo de 1.000.000 de ciclos, sendo possível observar que o mecanismo não gerou alterações no desempenho das amostras sob flexão para limites inferiores ao limite de fadiga. / [en] Ultra-high Performance Concrete (UHPC) is an advanced cementitious material that has excellent mechanical performance, ductility and durability due to a high packing density and the use of fibers, contributing to increase the structures lifespan. Most of the structures are subject to cyclic loads, which vary with time, resulting in fatigue damage such as the formation and propagation of cracks that could compromise its integrity. Thus, it is essential to understand the behavior of materials subjected to fatigue so that safe and proper design guidelines can be proposed for the appropriate performance of the structures. Therefore, this work aims to investigate the behavior of pre-cracked ultra-high performance concrete under flexural fatigue, quantifying its mechanical deterioration during cyclic loading through both crack mouth opening displacement (CMOD) and stiffness, which will contribute to the study of this special type of concrete. Equations were proposed to predict fatigue life according to the upper load limit during the cyclic loading and to establish the endurance limit of ultra-high performance concrete in 75,3 percent, considering the lower limit load equal to 30 percent of the upper limit. Also, when evaluating the post-fatigue behavior of samples that did not fail over 1,000,000 cycles it was possible to identify that the cyclic loading did not change the performance of the samples under bending, which was due to the use of upper loads below the endurance limit.

Cold-formed steel roof truss systems that use complex stiffener patterns in existing hat shape members for both top and bottom chord elements are a growing trend in the North American steel framing industry. When designing cold-formed steel sections, a structural engineer typically tries to improve the local buckling behavior of the cold-formed steel elements. The complex hat shape has proved to limit the negative influence of local buckling, however, distortional buckling can be the controlling mode of failure in the design of chord members with intermediate unbraced lengths. The chord member may be subjected to both bending and compression because of the continuity of the top and bottom chords. These members are not typically braced between panel points in a truss. Current 2001 North American Specifications (NAS 2001) do not provide an explicit check for distortional buckling. This dissertation focuses on the behavior of complex hat shape members commonly used for both the top and bottom chord elements of a cold-formed steel truss. The results of flexural tests of complex hat shape members are described. In addition, stub column tests of nested C-sections used as web members and full scale cold-formed steel roof truss tests are reported. Numerical analyses using finite strip and finite element procedures were developed for the complex hat shape chord member in bending to compare with experimental results. Both elastic buckling and inelastic postbuckling finite element analyses were performed. A parametric study was also conducted to investigate the factors that affect the ultimate strength behavior of a particular complex hat shape. The experimental results and numerical analyses confirmed that modifications to the 2001 North American Specification are necessary to better predict the flexural strength of complex hat shape members, especially those members subjected to distortional buckling. Either finite strip or finite element analysis can be used to better predict the flexural strength of complex hat shape members. Better understanding of the flexural behavior of these complex hat shapes is necessary to obtain efficient, safe design of a truss system. The results of these analyses will be presented in the dissertation. / Ph. D.

The AASHTO LRFD design specifications and the AASHTO manual for bridge evaluation are consistently revised using knowledge of previous bridge failures. Although modern steel structures are designed to resist fatigue cracking from service loads, cracks in the tension flanges of steel bridge girders have been observed as a result of stress concentrations, design errors, welding quality control, and vehicular impacts. Cracks can grow in size with time and active cyclic live loads and may result in a member fracture. Fracture is a dangerous limit state which occurs with little to no warning. One method to quantify the stress field in the vicinity of a crack tip is by calculating the Stress Intensity Factor (SIF) around the crack tip. Finding SIFs for a cracked geometry may help an engineer to determine the fracture potential based on crack dimensions found during the inspection. Rolled I-beam and steel plate girders are extensively used as bridge superstructure members to efficiently carry live loads. This research was focused on determining Stress Intensity Factors (SIFs) of partially cracked I-sections using Finite Element Analysis. Two different tension flange crack profiles were studied: edge cracks, and full-width cracks. The SIF solutions were further used to study the fracture behavior and stress redistribution in the partially cracked flexural I-shaped members. / Master of Science / Steel is one of the fundamental materials used in the construction of bridge structures, and steel girder bridges are one of the most common types of bridge structures seen in the United States. Past bridge failures have helped engineers to understand shortcomings in design specifications, and AASHTO codes have been developed and revised over the years to reflect an improved understanding and evolution of engineering behavior. Engineers must make sure that a design is robust enough for functional use of the component during its service life. It is also equally important to understand the potential chances of failure and make the structure strong enough to overcome any failure mechanisms. Fracture is one structural failure mode which occurs with little to no warning and hence is very dangerous. One efficient way to quantify the stress field in the vicinity of a crack tip is by calculating the Stress Intensity Factor (SIF) around a crack tip. Fracture literature is available which describes different methods of determining SIFs for cracked members. However, there are no solutions available to find a SIF of a partially cracked flexural I-shaped members. This research was focused on determining Stress Intensity Factors and studying the fracture behavior of partially cracked I-sections using Finite Element Analysis. The resulting SIF solutions were further used to study the fracture behavior and stress redistribution in partially cracked flexural I-shaped members.

京都大学 / 新制・課程博士 / 博士(工学) / 甲第24847号 / 工博第5164号 / 新制||工||1986(附属図書館) / 京都大学大学院工学研究科社会基盤工学専攻 / (主査)教授 杉浦, 邦征, 教授 高橋, 良和, 教授 山本, 貴士, 教授 北根, 安雄 / 学位規則第4条第1項該当 / Doctor of Philosophy (Engineering) / Kyoto University / DGAM

Abstract: Recently, fiber-reinforced polymer (FRP) composite materials have been used in the field of civil engineering constructions especially in corrosive environments. They can be used as internal reinforcement for beams, slabs, and pavements, or as external reinforcement for rehabilitation and strengthening different structures. One of their innovative applications is the concrete-filled FRP tubes (CFFTs) which are becoming an alternative for different structural members such as piles, columns, bridge girders, and bridge piers due to their high performance and durability. In such integrated systems, the FRP tubes act as stay-in-place forms, protective jackets for the embedded concrete and steel, and as external reinforcement in the primary and secondary direction of the structural member. Extensive research was developed on CFFTs as columns, but comparatively limited research was carried out on CFFTs as beams especially those with rectangular sections. The circular sections exhibit magnificent confinement efficiency in case of columns. However, the rectangular sections have higher moment of inertia and flexural stiffness to resist the applied loads and deformations in case of beams. Moreover, the construction and architectural requirements prefer the rectangular section of beams, rather than the circular beams, due to its stability during installation and its workability during connecting to other structural members like slabs and columns. Also, CFFTs that are completely filled with concrete are not optimal for applications governed by pure bending, because the excess weight of the cracked concrete below the neutral axis may increase the transportation and installation cost. This dissertation presents experimental and theoretical investigations on the flexural behaviour of rectangular CFFT beams with steel rebar. These hybrid FRP-concrete-steel tubular rectangular beams contain outer rectangular filament-wound glass-FRP (GFRP) tubes to increase the sectional moment of inertia, to provide flexural and shear reinforcement, and to protect the inner structural elements (concrete and steel) against corrosion. The outer tubes were fully-or-partially filled with concrete and were reinforced with steel rebar at the tension side only. Inner hollow circular or square filament-wound GFRP tubes, shifted toward the tension zone, were provided inside the CFFT beam to eliminate the excess weight of the cracked concrete at the tension side, to confine actively the concrete at the compression side and to act as reinforcement at the tension side. The surfaces of tubes adjacent to concrete were roughened by sand coating to fulfill the full composite action of such hybrid section. Several test variables were chosen to investigate the effect of the outer and inner tubes thickness, fibers laminates, and shape on the flexural behaviour of such hybrid CFFT beams. To fulfil the objectives of the study, twenty-four full-scale beam specimens, 3200 mm long and 305×406 mm2 cross section, were tested under a four-point bending load. These specimens include eight fully-CFFT beams with wide range of tube thickness of 3.4 mm to 14.2 mm, fourteen partially-CFFT beams with different outer and inner tubes configurations, and two conventional steel-reinforced concrete (RC) beams as control specimens. The results indicate outstanding performance of the rectangular fully and partially-CFFT beams in terms of strength-to-weight ratio and ductility compared to the RC beams. The fully-CFFT beams with small tube thickness failed in tension by axial rupture of fibers at the tension side. While, the fully-CFFT beams with big tube thickness failed in compression by outward buckling of the outer tube compression flange with warning signs. The results indicate also that the flexural strength of the fully-CFFT beams was ascending nonlinearly with increasing the tubes thickness until a certain optimum limit. This limit was evaluated to define under-and-over-reinforced CFFT sections, and consequently to define the tension and compression failure of fully-CFFT beams, respectively. The inner hollow tubes act positively in reinforcing the partially-CFFT beams and confining the concrete core at the compression side. The strength-to-weight ratio of the partially-CFFT beams attained higher values than that of the corresponding fully-CFFT beams. Generally, the partially-CFFT beams failed gradually in compression due to outward buckling of the outer tube compression flange with signs of confining the concrete core at the compression side. The inner circular voids pronounced better performance than the square inner voids, however they have the same cross sectional area and fiber laminates. Theoretical section analysis based on strain compatibility/equilibrium has been developed to predict the moment-curvature response of the fully-CFFT section addressing the confinement and tension stiffening of concrete. The analytical results match well the experimental results in terms of moment, deflection, strains, and neutral axis responses. In addition, analytical investigation was conducted to examine the validity of the North American design codes provisions for predicting the deflection response of fully and partially-CFFT beams. Based on these investigations, a new power and assumptions were proposed to Branson’s equation to predict well the effective moment of inertia of the CFFT section. These assumptions consider the effect of the GFRP tube strength, thickness and configuration, in addition to the steel reinforcement ratio. The proposed equations predict well the deflection in the pre-yielding and post-yielding stages of the hybrid FRP-concrete-steel CFFT rectangular beams. / Résumé: Les matériaux composites en polymère renforcé de fibres (PRF) ont récemment été utilisés dans le domaine des constructions de génie civil, en particulier dans les environnements corrosifs. Elles peuvent être utilisées comme une armature interne pour des poutres, dalles et les trottoirs, ou comme une armature externe pour la réhabilitation et le renforcement de différentes structures. L'une de leurs applications novatrices est les tubes de polymères renforcés de fibres remplis de béton (TPFRB ) qui sont en train de devenir une alternative pour divers éléments structuraux tels que les pieux, les colonnes, les poutres et les piliers de ponts en raison de leur haute performance et durabilité. Dans de tels systèmes intégrés, les tubes PRF agissent comme un coffrage permanent, une chemise protectrice pour le béton et l'acier encastrés, et comme une armature externe dans les directions longitudinale et transversale de l'élément structural. La recherche a été concentrée sur les TPRFB comme des colonnes, mais très peu de recherche a été effectué les TPRFB comme des poutres particulièrement celles à section rectangulaire. La section circulaire présente une efficacité de confinement efficace en cas de colonnes. Toutefois, la section rectangulaire a un moment d'inertie plus élevé et une rigidité flexionnelle plus efficace pour résister les charges appliquées et les déformations dans le cas des poutres. Par ailleurs, les travaux de construction et les exigences architecturales préfèrent la section rectangulaire des poutres, plutôt que les poutres circulaires, en raison de sa stabilité pendant l'installation et sa maniabilité lors de la connexion à d'autres membres structuraux comme les dalles et les colonnes. En outre, les poutres TPRFB qui sont complètement remplis de béton ne sont pas optimales pour les applications contrôlées par la flexion pure, puisque le béton fissuré en dessous de l'axe neutre ne contribue pas à la résistance et augmente le poids propre et les coûts de transport et d'installation. Cette thèse présente des études théoriques et expérimentales sur le comportement en flexion de poutres rectangulaires (TPRFB) en béton armé. Ces poutres rectangulaires tubulaires hybrides en PRF-béton-acier sont composées de tubes rectangulaires externes fabriquées par enroulement filamentaire. Ces tubes fournissent un renforcement de flexion et de cisaillement; et protègent le béton armé contre la corrosion. Les poutres peuvent être soient entièrement ou partiellement remplies de béton. Des tubes intérieurs ( de section circulaires ou carrés) en polymères renforcés de fibres de verre (PRFV) sont positionnés dans la zone tendue de la poutre afin de réduire le poids et d’éliminer le béton fissuré en traction. Pour augmenter l'action composite de la section hybride, les surfaces des tubes adjacents au béton ont été rendues rugueuses par enrobage de sable. Plusieurs variables ont été choisis pour étudier l'effet de l’épaisseur des tubes extérieurs et intérieurs, les laminés de fibres, et la forme sur le comportement en flexion de ces poutres hybrides (TPRFB). Pour atteindre les objectifs de l’étude, vingt-quatre échantillons de poutre pleine grandeur, ayant une longueur de 3200 mm et une section transversale de 305×406 mm2, ont été testés sous une flexion à quatre points. Ces échantillons comprennent huit poutres de TPRFB entièrement remplis avec une large gamme d'épaisseur du tube externe de 3.4 mm à 14.2 mm, quatorze poutres de TPRFB partiellement remplis avec différentes configurations de tubes extérieurs et intérieurs, et deux poutres en béton armé conventionnel, comme échantillons de référence. Les résultats indiquent une performance exceptionnelle des poutres rectangulaires de TPRFB entièrement et partiellement remplies en termes du rapport de la résistance sur la masse et de la ductilité par rapport aux poutres en béton armé conventionnel. Les poutres de TPRFB entièrement remplies avec un tube de petite épaisseur ont rompu de façon moins ductile en tension par rupture axiale des fibres. Les poutres de TPRFB entièrement remplies et ayant une grande épaisseur ont rompu de façon ductile en compression par flambage local vers l’extérieur des parois en compression du tube externe. Les résultats indiquent également que la résistance à la flexion des poutres de TPRFB entièrement remplies augmente d’une façon non linéaire avec l'augmentation de l'épaisseur des tubes jusqu'à une certaine limite optimale. Cette limite a été évaluée pour définir les sections TPRFB sous-armées et surarmées et, par conséquent, pour définir la rupture en tension et en compression des poutres de TPRFB entièrement remplies, respectivement. Les tubes creux intérieurs agissent positivement dans le renforcement des poutres de TPRFB partiellement remplies et en confinant le noyau de béton du côté en compression. En général, les poutres de TPRFB partiellement remplies ont rompu en compression par flambage local vers l'extérieur des parois en compression du tube externe. Les vides circulaires intérieurs ont montré une meilleure performance que les vides carrés intérieurs, bien qu’ils aient la même superficie de la section transversale et le même taux de PRF. Une analyse théorique basée sur la compatibilité des déformations d’une section en flexion a été développée pour prédire la réponse moment-courbure de la poutre TPRFB en tenant compte des pourcentages de confinement externe et interne. Les résultats analytiques et les résultats expérimentaux s’accordent en termes de moment, flèche, déformations, et positions de l'axe neutre. En outre, une étude analytique a été menée afin d'examiner la validité des codes de conception nord-américains pour prédire la réponse en flexion des poutres TPRFB. En se basant sur les résultats de ces études, de nouvelles équations ont été proposées pour mieux prédire le moment effectif d'inertie de la section et une nouvelle procédure de conception pour prédire les capacités ultimes. Ces équations considèrent l'effet de la résistance des tubes en PRFV externe et interne que le taux d’armature en acier. En outre, ils prédisent bien la flèche dans les phases avant et après la limite élastique des poutres rectangulaires hybrides à haute performance.

Thesis (MScEng)--Stellenbosch University, 2011. / ENGLISH ABSTRACT: Strain hardening cement‐based composites (SHCC) are fibre‐reinforced composites designed to form multiple fine cracks under tensile and flexural load. The cracks are controlled to small widths, whereby significant toughness, or energy dissipation, is realised on the one hand, and high resistance to gas and liquid ingress is maintained on the other hand. These two physical phenomena define application fields of SHCC, i.e. for instance elements of buildings and infrastructure for enhanced earthquake resistance, and protection of steel bars under service loads which lead to crack formation. Also exploiting the potential protection offered by SHCC to existing structures, thin overlays have been applied to existing dam faces, reinforced concrete retaining walls, water channels and RC road pavements. The layers vary between 20 and 40 mm in thickness. Considering the fibre length, usually 8 or 12 mm, as well as the application method, such thin layers may have dominantly two dimensional fibre orientation, with little or no component in the layer thickness direction. While several research groups have performed uniaxial tensile tests and flexural tests on SHCC specimens, little or no information is available on SHCC response to biaxial loading, as is to be expected in road pavement repair layers, or other repair layers. This paper reports the results of biaxial testing of 20 mm thick SHCC specimens produced in such a way to have dominantly two‐dimensional fibre orientation, and another group of specimens produced by cutting from larger specimens, whereby three‐dimensional fibre orientation was preserved in the resulting 20 mm thick specimens. Biaxial tests were performed in three quadrants, i.e. compressioncompression, compression‐tension, and tension‐tension. A clear fibre orientation‐related difference in the failure patterns involves out‐of‐plane splitting under biaxial compression of specimens with twodimensional fibre orientation, at significantly lower load, as opposed to in‐plane tensile splitting of specimens containing three‐dimensional fibre orientation. / AFRIKAANSE OPSOMMING: Vervormingsverhardende sement‐gebaseerde saamgestelde materiale (SHCC) is veselversterke saamgestelde materiale wat ontwerp is om verskeie fyn krakies te vorm onder trekspanning en buig spanning. Die kraakbreedtes word beheer, waardeur betekenisvolle taaiheid verkry, of energie verlies beheer word aan die een kant, en die hoë weerstand teen die gas en die vloeistof penetrasie aan die ander kant gehandhaaf word. Hierdie twee fisiese verskynsels definieer die toepassingsvelde van SHCC, d.w.s vir byvoorbeeld elemente van geboue en infrastruktuur vir verbeterde aardbewing weerstand, en die beskerming van staal stawe onder die dienslaste wat lei vorming te kraak. By eksploitasie van die potensiële beskerming aangebied deur SHCC aan bestaande strukture, is dun oorlae op bestaande dam walle, versterkte beton keermure, water kanale en staal‐versterkte beton paaie gebruik. Die SHCC lae wissel tussen 20 en 40 mm in dikte. Met inagneming van die vesel lengte, gewoonlik 8 of 12 mm, sowel as die toepassingsmetode, kan so 'n dun lag ‘n oorheersend tweedimensionele vesel oriëntasie hê, met min of geen komponent in die rigting van die laag dikte nie. Terwyl verskeie navorsingsgroepe eenassige trektoetse en buigtoetse op SHCC monsters gedoen het; is daar min of geen inligting beskikbaar op SHCC se reaksie op biaksiale belasting, soos verwag kan word in die pad herstel lae, of ander herstel lae. Hierdie verslag rapporteer die resultate van die biaksiale toetsing van 20 mm dik SHCC monsters wat op so 'n manier gemaak word om dominante twee‐dimensionele vesel oriëntasie te hê, en 'n ander groep monsters wat deur die sny van groter monsters, waarvolgens die drie‐dimensionele vesel oriëntasie verseker is. Biaksiale toetse is uitgevoer in drie kwadrante, d.w.s druk‐druk, druk‐trek en trek‐trek. 'n Duidelike verskil in die falingspatrone, aan die hand van vesel oriëntasie, behels uit‐vlak splyting onder biaksiale toetsing van monsters met twee‐dimensionele vesel oriëntasie, op 'n aansienlik laer lading, in teenstelling met die in‐vlak trek splyting van monsters wat ‘n drie‐dimensionele vesel oriëntasie het.