Dissertations / Theses on the topic 'FRP tube'

Recent terrorist attacks on critical infrastructures using car bombs have heightened awareness on the needs for blast resistance of structures. Blast design of civilian buildings has not been a common practice in structural design. For this reason, there is now an urgent need to mitigate the potentially devastating effects of blast shock waves on existing structures. The current research project, the results of which are reported in this dissertation, aims to expand knowledge on blast resistance of reinforced concrete building columns, while developing a technology and design procedure for protecting critical buildings columns against the damaging effects of impulsive blast loads through the use of externally applied fibre-reinforced polymer (FRP) jackets of different material architecture. The research project has a significant experimental component, with analytical verifications. A total of thirty two reinforced concrete columns were experimentally investigated under the effects of simulated blast loads using the University of Ottawa Shock Tube. Column dimensions were 150 mm x 150 mm in cross section and 2438 mm in length. Each concrete column was reinforced longitudinally with four 10M rebars which were tied laterally with 6.3 mm closed steel hoops, spaced at 37.5 mm and 100 mm c/c, representing seismic and non-seismic column details, respectively. The experimental research had two phases. Phase-I (sub-study) included blast tests of eight as-built, seismically detailed columns. The behaviour of these columns was explored under single and multiple blast shots, with and without the application of pre-blast axial loads. Phase-II (main-study) included column tests of different carbon FRP (CFRP) designs to investigate the significance of the use of different CFRP column jacket designs on dynamic response of twenty four seismic and non-seismic RC columns. Analytical investigation was conducted to assess and verify the significance of experimentally investigated parameters on column response. These included the use of Single-Degree-of-Freedom (SDOF) dynamic inelastic analysis, generation of dynamic resistance functions, the effects of variable axial loads, different plastic hinge lengths and the influence of secondary moments (P- moments) on column behaviour. The results indicate that the loading history has effects on column response, with multiple shots reducing column stiffness, and affecting dynamic response of columns relative to single blast shots of equivalent magnitude. The effect of concrete strength within the normal-strength concrete range is to increase strength and decrease deformations. Columns with CFRP jackets have considerable improvements in column deformability, with additional increases in column strength. The CFRP laminate design influences performance, with jackets having fibres in ±45o orientation especially improving column ductility and increasing plastic hinge lengths, thereby permitting redistribution of stresses and dissipating blast energy. Axial gravity loads vary during blast loads and can affect column strength. It was shown that SDOF dynamic inelastic analysis does capture key structural performance parameters in blast analysis. The consideration of experimentally observed parameters in column analysis; including the influence of CFRP design and associated change in plastic hinge length, variable axial load during response, and secondary moment (P- moments) result in significant improvements in the accuracy of blast analysis. The experimental results and the suggested improvements to the SDOF analysis technique can be used to implement a performance-based design approach recommended as part of the current research project for design of CFRP protection systems for concrete columns.This research project was conducted jointly by the National Research Council Canada (NRC) and the University of Ottawa.

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.

As part of a multi-university research program funded by NSF, a comprehensive experimental and analytical study of seismic behavior of hybrid fiber reinforced polymer (FRP)-concrete column is presented in this dissertation. Experimental investigation includes cyclic tests of six large-scale concrete-filled FRP tube (CFFT) and RC columns followed by monotonic flexural tests, a nondestructive evaluation of damage using ultrasonic pulse velocity in between the two test sets and tension tests of sixty-five FRP coupons. Two analytical models using ANSYS and OpenSees were developed and favorably verified against both cyclic and monotonic flexural tests. The results of the two methods were compared. A parametric study was also carried out to investigate the effect of three main parameters on primary seismic response measures. The responses of typical CFFT columns to three representative earthquake records were also investigated. The study shows that only specimens with carbon FRP cracked, whereas specimens with glass or hybrid FRP did not show any visible cracks throughout cyclic tests. Further monotonic flexural tests showed that carbon specimens both experienced flexural cracks in tension and crumpling in compression. Glass or hybrid specimens, on the other hand, all showed local buckling of FRP tubes. Compared with conventional RC columns, CFFT column possesses higher flexural strength and energy dissipation with an extended plastic hinge region. Among all CFFT columns, the hybrid lay-up demonstrated the highest flexural strength and initial stiffness, mainly because of its high reinforcement index and FRP/concrete stiffness ratio, respectively. Moreover, at the same drift ratio, the hybrid lay-up was also considered as the best in term of energy dissipation. Specimens with glassfiber tubes, on the other hand, exhibited the highest ductility due to better flexibility of glass FRP composites. Furthermore, ductility of CFFTs showed a strong correlation with the rupture strain of FRP. Parametric study further showed that different FRP architecture and rebar types may lead to different failure modes for CFFT columns. Transient analysis of strong ground motions showed that the column with off-axis nonlinear filament-wound glass FRP tube exhibited a superior seismic performance to all other CFFTs. Moreover, higher FRP reinforcement ratios may lead to a brittle system failure, while a well-engineered FRP reinforcement configuration may significantly enhance the seismic performance of CFFT columns.

Abstract : The construction industry is expressing great demand for innovative and durable structural members such as bridge decks and piers, piling, and poles. Many steel-reinforced concrete structures subjected to de-icing salts and marine environments require extensive and expensive maintenance. Fiber-reinforced polymers (FRPs) have recently gained wide acceptance as a viable construction material for repair, rehabilitation, or new construction of the aging infrastructures particularly those exposed to harsh environment conditions. The promising concept of concrete-filled FRP tube (CFFT) system, that may be further reinforced with steel or FRP bars, has raised great interest amongst researchers in the last decade. The CFFT technique has been used successfully in different concrete structure elements such as pier column and girder for bridges and also as fender piles in marine structures. The FRP tube acts as a stay-in-place structural formwork, a noncorrosive reinforcement for the concrete for flexure and shear, provides confinement to the concrete in compression, and the contained concrete is protected from intrusion of moisture with corrosive agents that could otherwise deteriorate the concrete core. Using FRP bars instead of conventional steel bars in the CFFT columns can provide a step forward to develop a promising totally corrosion-free new structural system. Nonetheless, the axial behaviour of FRP bars as longitudinal reinforcement in compression members has yet to be explored, especially for the CFFT columns. To date, most of the experimental investigations performed on FRP confined concrete columns have considered short, unreinforced, small-scale concrete cylinders, tested under concentric, monotonic, and axial load. The slenderness ratio, internal longitudinal reinforcement type (steel or FRP bars), and axial cyclic loading effects on the behaviour of FRP confined concrete long columns, however, have received only limited research attention. To address such knowledge gaps, this study aimed at investigating the behaviour of the CFFT long columns internally reinforced with steel or FRP bars tested under monotonic and cyclic axial loading. A total of ten reinforced concrete (RC) and CFFT columns were constructed and tested until failure. All columns had 1900-mm in height and 213-mm in diameter. The investigated parameters were: i) the effect of internal reinforcement type (steel, glass FRP (GFRP), or carbon FRP (CFRP)) and amount, ii) GFRP tube thicknesses, and iii) nature of loading (i.e. monotonic and cyclic). The effect of the different parameters on the axial behaviour of the tested columns is presented and discussed. The research work presented in this dissertation has resulted in one paper submitted to the Elsevier Journal of Engineering Structures (manuscript ID: ENGSTRUCT-D-15-01381) and one accepted conference paper submitted to the 5 th International Structural Specialty Conference (CSCE 2016), London, Ontario, June 1st - 4th, 2016. The experimental test results showed that the CFFT columns reinforced with GFRP bars exhibited similar responses compared to their counterparts reinforced with steel bars with no significant difference in terms of ultimate axial strength and strain capacities. The GFRP tubes provided significant confinement of the tested specimens attributing to shift the mode of failure from axially dominated material failure to flexural-dominated instability failure. The results also indicated that the plastic strains of the FRP-reinforced CFFT columns was linearly proportional to the envelop unloading strains (εun,env). The relationship depended little on level of confinement, but strongly on the longitudinal reinforcement amount and type, particularly when εun,env > 0.0035. On the other hand, an analytical investigation was conducted to examine the validity of the available design provisions for predicting the ultimate load capacity of tested columns. The results of the analysis were compared with the experimental values. It was found that the ACI 440.R1 (2015), CSA S806 (2012), and CSA S6-06 (2010) design provisions provided higher conservative results for the GFRP-reinforced control specimens than that of steel-reinforced specimen. This might be due to neglecting the contribution of the compressive resistance of the GFRP bars to the axial carrying capacity. Furthermore, for FRP-reinforced CFFT columns, the ACI 440.2R (2008), CSA S806 (2012), and CSA S6-06 (2010) provisions results over the experimental results were an average of 1.68±0.31, 1.57±0.18, and 1.72±0.35 with a COV of 18.4%, 11.3%, and 20.5%, respectively. By considering the confinement codes limits, the CSA S806 (2012) showed better correlation for the ultimate carrying capacity based on the average than the CSA S6-06 (2010) and ACI 440.2R (2008), particularly for specimens cast with tube Type B.
Résumé : L'industrie de la construction exprime une grande demande pour les structures innovantes et durables tels que les tabliers de ponts et les quais, les pieux et les poteaux. Plusieurs structures en béton armé sont soumises à des sels de déglaçage et à des environnements marins qui exigent un entretien coûteux. Les polymères renforcés de fibres (PRF) ont récemment été reconnus en tant que matériau de construction viable pour la réparation, la réhabilitation ou la construction de nouvelles infrastructures vieillissantes en particulier celles exposées à des conditions d'environnement sévères. Le concept prometteur du système de tube rempli de béton PRF (CFFT), qui peut être encore renforcé avec de l'acier ou des barres en PRF, a amorcé un grand intérêt parmi les chercheurs durant la dernière décennie. La technique CFFT a été utilisée avec succès dans les différents éléments de structure en béton tels que les colonnes et les poutres de ponts et aussi comme des pieux pour les structures marines. Le tube en PRF agit comme un coffrage structural sur place, un renforcement non corrosif pour le béton en flexion et au cisaillement en utilisant l'orientation des fibres multidirectionnelle, fournit un confinement au béton en compression, et le béton est protégé de toute intrusion d'humidité des agents corrosifs qui, autrement, pourraient détériorer le noyau de béton (ACI 440. R-07 (2007)). L’utilisation des barres de PRF au lieu de barres d'acier conventionnelles dans les colonnes CFFT peut fournir un pas en avant pour développer un nouveau système structurel. Néanmoins, le comportement axial des barres en PRF comme armatures longitudinales dans les membrures en compression n'a pas encore été exploré, en particulier pour les colonnes CFFT. À ce jour, la plupart des études expérimentales effectuées sur les colonnes en béton confinés de PRF, ont considéré des cylindres en béton, courts, à petite échelle non armés, et testés sous un charge concentrique, monotone, et axiale. Le rapport d'élancement, le renfort longitudinal interne (acier ou barres en PRF), et les effets du chargement axial cyclique sur le comportement des colonnes élancées de béton confinés et en PRF, ont connu une recherche limitée. Pour combler ce manque de connaissance, cette étude vise à étudier le comportement des colonnes élancées CFFT armé en acier ou en barres de PRF testées sous charges axiales monotones et cycliques. Un total de dix colonnes en béton armé (RC) et CFFT été fabriquées et testées jusqu'à la rupture. Toutes les colonnes ont 1900 mm de hauteur et 213 mm de diamètre. Les paramètres étudiés sont les suivants: i) l'effet de type de renforcement interne et la quantité de renforcement, ii) les épaisseurs de tubes PRV, et iii) le type de chargement (monotone et cyclique). L'effet des variables considérées sur le comportement axial des colonnes testées dans le travail expérimental est présenté et discuté. Le travail de recherche présenté dans cette analyse a fait l’objet d’un article scientifique soumis à Elsevier Journal of Engineering Structures (manuscrit ID: ENGSTRUCT-D-15-01381) et un article lors d’une conférence acceptée soumis à la 5ième International Structural Specialty Conference (CSCE 2016), London, Ontario, Juin 1er - 4ième, 2016. Les résultats des essais expérimentaux ont montré que les colonnes CFFT renforcées de barres en PRFV présentaient des réponses similaires par rapport à leurs homologues renforcées avec des barres d'acier sans différence significative en termes de capacité ultime de résistance axiale et de déformation. Les tubes en PRFV fournissent un confinement significatif des échantillons testés attribuant à changer le mode de rupture, c’est-à-dire d’une rupture des matériaux axialement à une rupture d’instabilité en flexion. En outre, l'augmentation de l'épaisseur du tube en PRFV de 2,9 à 6,4 mm améliore les rapports de résistance et de déformation de 25 % et 12 %, respectivement. Les résultats indiquent également que les déformations plastiques des colonnes renforcées de PRF sont linéairement proportionnelles aux enveloppes de tension de déchargement (εde,env). La relation dépend un peu du niveau de confinement, mais fortement de la quantité et du type de renfort longitudinal, en particulier lorsque εde,env > 0,0035. D'autre part, une investigation a été menée pour examiner la validité des dispositions de conception disponibles pour prédire la capacité de la charge ultime des colonnes testées. Les résultats de l'analyse ont été comparés avec les valeurs expérimentales. Il a été constaté que les prévisions de l'ACI 440.R1 (2015), CSA S806 (2012), et CSA S6-06 (2010) ont fourni des résultats conservateurs plus élevés pour les échantillons de contrôle en PRFV que celui de l'échantillon d'acier. Cela peut être dû à la négligence de la contribution de la résistance à la compression des barres de PRFV à la capacité de charge axiale. En outre, pour les colonnes de CFFT renforcées de PRF, les prévisions de l'ACI 440.2R (2008), du CSA S806 (2012), et du CSA S6-06 (2010) étaient de 1,68 ± 0,31, 1,57 ± 0,18 et 1,72 ± 0,35 avec un COV de 18,4 %, 11,3%, et 20,5%, respectivement. En considérant les limites des codes de confinement, le code CSA S806 (2012) a révélé les meilleures prévisions pour la capacité de charge ultime basée sur la moyenne que celui du code CSA S6-06 (2010) et de l’ACI 440.2R (2008), en particulier pour les échantillons réalisés avec des tubes de Type B.

Mitigation of the blast risk associated with terrorist attacks and accidental explosions threatening critical infrastructure has become a topic of great interest in the civil engineering community, both in Canada and abroad. One method of mitigating blast risk is to retrofit vulnerable structures to resist the impulsive effects of blast loading. A comprehensive re-search program has been undertaken to develop fibre reinforced polymer (FRP) retrofit methodologies for structural and non-structural elements, specifically reinforced concrete slabs and walls, subjected to blast loading. The results of this investigation are equally valid for flexure dominant reinforced concrete beams subject to blast effects. The objective of the research program was to generate a large volume of research data for the development of blast-resistant design guidelines for externally bonded FRP retrofit systems. A combined experimental and analytical investigation was performed to achieve the objectives of the program. The experimental program involved the construction and simulated blast testing of a total of thirteen reinforced concrete wall and slab specimens divided into five companion sets. These specimens were subjected to a total of sixty simulated explosions generated at the University of Ottawa Shock Tube Testing Facility. Companion sets were designed to study one- and two-way bending, as well as the performance of specimens with simply-supported and fully-fixed boundary conditions. The majority of the specimens were retrofitted with externally bonded carbon fibre reinforced polymer (CFRP) sheets to improve overall load-deformation characteristics. Specimens within each companion set were subjected to progressively increasing pressure-impulse combinations to study component behaviour from elastic response up to inelastic component failure. The blast performance of companion as-built and retrofitted specimens was quantified in terms of measured load-deformation characteristics, and observed member behaviour throughout all stages of response. The results show that externally bonded FRP retrofits are an effective retrofit technique to improve the blast resistance of reinforced concrete structures, provided that debonding of the composite from the concrete substrate is prevented. The test results also indicate that FRP retrofitted reinforced concrete structures may survive initial inbound displacements, only to failure by moment reversals during the negative displacement phase. The experimental test data was used to verify analytical techniques to model the behaviour of reinforced concrete walls and slabs subjected to blast loading. The force-deformation characteristics of one-way wall strips were established using inelastic sectional and member analyses. The force-deformation characteristics of two-way slab plates were established using commonly accepted design approximations. The response of all specimens was computed by explicit solution of the single degree of freedom dynamic equation of motion. An equivalent static force procedure was used to analyze the response of CFRP retrofitted specimens which remained elastic after testing. The predicted maximum displacements and time-to-maximum displacements were compared against experimental results. The analysis indicates that the modelling procedures accurately describe the response characteristics of both retrofitted and unretrofitted specimens observed during the experiment.

Lower-cost manufacturing methods have increased the anticipation for economical mass production of vehicles manufactured from composite materials. One of the potential applications of composite materials in vehicles is in energy-absorbing components such as hollow shells and struts (these components may be in the form of circular cylindrical shells, square and rectangular tubes, conical shells, and frusta). However, constructions which result in brittle fracture of the composite tubes in the form of circumferential or longitudinal corner crack propagation may lead to unstable collapse failure mode and concomitant very low energy absorption. As a result, metal-composite hollow tubes have been developed that combine the benefits of stable ductile collapse of the metal (which can absorb crushing energy in a controlled manner) and the high strength-to-weight ratio of the composites. The relative and absolute thicknesses of metal or FRP section has a substantial effect on energy absorption of the hybrid tubes. In particular, likelihood of delamination occurrence raises with increase in FRP thickness. This can reduce the energy absorption capability of the metal-FRP hybrid tubes. Additionally, adding a very thick FRP section may result in a global buckling failure mode (rather than local folding). Until now, there are no studies specifically addressing the effect of FRP thickness on energy absorption of hybrid tubes. In this study, the effects of fiber orientation and FRP thickness (the number of layers) on the energy absorption of S2-glass/epoxy-304 stainless steel square tubes were experimentally investigated. In addition, a new geometrical trigger was demonstrated which has positive effects on the collapse modes, delamination in the FRP, and the crush load efficiency of the hybrid tube. To complete this study, a new methodology including the combination of experimental results, numerical modeling, and a multi-objective optimization process was introduced to obtain the best combination of design variables for hybrid metal-composite tubes for crashworthiness applications. The experimental results for the S2 glass/epoxy-304 stainless steel square tubes with different configurations tested under quasi-static compression loading were used to validate numerical models implemented in LS-DYNA software. The models were able to capture progressive failure mechanisms of the hybrid tubes. In addition, the effects of the design variables on the energy absorption and failure modes of the hybrid tubes were explained. Subsequently, the results from the numerical models were used to obtain optimum crashworthiness functions. The load efficiency factor (the ratio of mean crushing load to maximum load) and ratio between the difference of mean crushing load of hybrid and metal tube and thickness of the FRP section were introduced as objective functions. To connect the variables and the functions, back-propagation artificial neural networks (ANN) were used. The Non-dominated Sorting Genetic Algorithm–II (NSGAII) was applied to the constructed ANNs to obtain optimal results. The results were presented in the form of Pareto frontiers to help designers choose optimized configurations based on their manufacturing limitations. Such restrictions may include, but are not limited to, cost (related to the number of layers), laminate architecture (fiber orientation and stacking sequence) which can be constrained by the manufacturing techniques (i.e. filament winding) and thickness (as an example of physical constraints).
Ph. D.

Corrosion of steel reinforcement causes continual degradation to the worldwide infrastructures and it has prompted the need for challenges to those involved with reinforced concrete structures. Recently, the use of fibre-reinforced polymers (FRP) tubes as structurally integrated stay-in-place forms for concrete members, such as beams, columns, bridge piers, piles and fender piles has emerged as an innovative solution to the corrosion problem. In such integrated systems, the FRP tubes may act as a permanent form, often as a protective jacket for concrete, and especially as external reinforcement in the primary and secondary directions such as for confinement. Furthermore, the use of concrete-filled FRP tubes (CFFT) technique is predicated on performance attributes linked to their high strength-to-weight ratios, expand the service life of structures, enhance corrosion resistance, and potentially high durability. This dissertation evaluates the axial and flexural performances of reinforced CFFT through experimental and analytical investigations. The details description and the findings of the investigations are presented through seven articles. To fulfill the objectives of this research, an experimental program has been designed including pure compression tests (33 specimens), axial-eccentric load tests (4 specimens) and pure flexure tests (10 specimens). Experimental investigations of the behaviour of CFFT have generally been carried out without using internal longitudinal reinforcement. The CFFT system of this study consists basically of filament-wound glass FRP tubes filled with concrete and reinforced internally with steel or FRP bars. Five types of new FRP tubes have been used with different thicknesses and two different diameters, 152 and 213 mm. Pure compression tests have been conducted on 40 specimens with a total height ranging from 305 mm to 1520 mm. One of the main objectives of testing these specimens is to evaluate the design equations of the North American codes and design guidelines to predict the ultimate load capacities of reinforced and unreinforced short CFFT columns. In addition, the effect of three parameters and their interactions on the buckling behaviour were investigated for these specimens; namely, the FRP tube thickness, concrete compressive strength, and slenderness ratio. The effect of eccentric load on the behaviour of four CFFT specimens of diameters 152mm and long 912mm, has been evaluated using four different eccentricity values (15, 30, 45 and 60 mm). Based on the finding of experimental and theoretical investigation for the CFFT columns, a new confinement model is proposed for the confined concrete compressive strength of the CFFT cylinders. Also, the design equations are modified to accurately predict the ultimate and yield loads capacities of internally reinforced and unreinforced short CFFT columns. In addition, the theoretical analysis was utilized to correlate the slenderness ratio of the CFFT columns to various material characteristics and geometric properties of the FRP tubes and concrete. It was found that a slenderness ratio of 12 gave a safe value for the design purposes. However a more precise formula for the slenderness ratio was proposed to control the buckling mode of failure. Pure flexural tests have been conducted on 10 RCFFT and RC beams of a total length 2000 mm with constant diameter 213 mm. The test variables were the type of internal reinforcements (steel or GFRP bars), the FRP tube thickness, concrete compressive strength and the type of transverse reinforcements (spiral steel or FRP tubes). The influence of the considered variables on the flexural behaviour of the tested RCFFT beams is presented. A simplified analytical method is developed to predict the yield and resisting moments corresponding to the failure modes of the tested RCFFT beams. The analysis was conducted according to the equations derived from linear elastic analysis. This analysis was found to be acceptable for predicting the ultimate and yield moments capacities of the FRP or steel-RCFFT beams. In addition, an analytical investigation to examine the validity of the available design provisions for predicting the load-deflection response of CFFT is conducted. The effective moments of inertia of the tested beams are analyzed using the different available code, manuals and design guidelines equations. The results of the analysis are compared with the experimental values. It has been found that the predicted tension stiffening for steel or FRP-RCFFT beams using the conventional equations (steel or FRP-RC member) is underestimated and hence the predicted deflections are overestimated. Based on the experimental data obtained in this study, new proposed equations and a modified expression for the effective moment of inertia of a simply supported CFFT beams reinforced with steel or GFRP bars are introduced.

Thesis (M.S. in civil engineering)--Washington State University, December 2009.
Title from PDF title page (viewed on Feb. 4, 2010). "Department of Civil Engineering." Includes bibliographical references (p. 134-135).

Il seguente elaborato di tesi nasce con lo scopo di valorizzare l’utilizzo di tubi cavi in materiale composito, principalmente in ambito offshore, poiché caratterizzati da un’elevata efficienza strutturale e soprattutto da un eccellente resistenza alla corrosione. In merito a questo, si fornisce un metodo alternativo atto a velocizzare e permettere la progettazione di essi senza l’utilizzo di un laborioso modello 3D agli elementi finiti. Lo studio effettuato, oltre ad ampliare la conoscenza sul comportamento dei tubolari, consiste nel calcolare i coefficienti della matrice di rigidezza tramite una semplice formulazione analitica. Quest’ultima, valida per la maggior parte degli schemi di laminazione, sfrutta il metodo di omogeneizzazione della sezione di Sun et al. e la formulazione di Eulero-Bernoulli per ottenere i coefficienti di rigidezza di un materiale isotropo. Si è constatato come attraverso il modello equivalente beam-frame 3D conseguito sia possibile ottenere valori dei coefficienti della matrice di rigidezza con errori minori del 5% rispetto a quelli definiti tramite il modello shell 3D agli elementi finiti. Per lo studio affrontato si sono considerati i laminati Cross-Ply, Angle-Ply, bilanciati e non, e laminati con configurazione particolare, ovvero, laminati con variazione angolare delle fibre tra gli strati molto piccola e laminati con materiali compositi fortemente ortotropi tali da generare valori di poisson negativi o molto elevati a seconda dello schema di laminazione. Si è cercato, infine, di dare una visione più concreta dell’argomento trattato illustrando un impiego plausibile, ovvero quello del ponteggio in ambito offshore. Grazie alla Gruppo Cosmi S.p.a. e alla Seico compositi S.r.l. è stato possibile effettuare un confronto a livello economico e gestionale tra i "tubi innocenti" tradizionali in acciaio e quelli in materiale composito valorizzando l’utilizzo di quest’ultimi.

La tesis presenta los resultados de un extenso estudio experimental de probetas cilíndricas de hormigón sometidas a confinamiento lateral cargadas axialmente. En el estudio se consideró el confinamiento activo y pasivo. El confinamiento activo consistió en aplicar una presión hidrostática en una célula triaxial y el confinamiento pasivo fue mediante tubos de acero rellenos de hormigón y probetas de hormigón zunchadas con polímeros reforzados con fibras (FRP) de carbono y vidrio. Se ensayaron hormigones de baja y alta resistencia, con resistencias características de 25 y 60 MPa, sometidos a diferentes niveles de confinamiento. En el caso del confinamiento activo la presión hidrostática aplicada para el hormigón de baja resistencia varió entre 0 y 35 MPa, y para el hormigón de alta resistencia entre 0 y 50 MPa. Para el confinamiento pasivo con tubo de acero el hormigón fue moldeado en tubos de acero de diferentes espesores - 1.8 mm, 4.5 mm y 7.6 mm. En este caso la carga de compresión fue aplicada sobre la superficie de hormigón y sobre la sección mixta. Para las probetas zunchadas con FRP, se usaron entre 1 y 6 capas de FRP para el hormigón de baja resistencia y entre 1 y 12 capas para el de alta resistencia.
Los principales resultados del estudio están basados en la caracterización del comportamiento tensión-deformación de los hormigones bajo los diferentes tipos y niveles de confinamiento. En general, se observó que el confinamiento incrementa la capacidad de carga y la deformación axial máxima del hormigón, con incrementos relativamente mayores en el hormigón de baja resistencia que en el de alta resistencia. Se han definido parámetros para determinar la ductilidad de la respuesta post pico que permite la comparación de los diferentes tipos de confinamiento.
En el hormigón confinado con tubo de acero, la máxima tensión de compresión en el hormigón de baja resistencia fue 4.2 veces la tensión de compresión del hormigón sin confinar mientras que para el de alta resistencia solo fue de 2.5 veces. Asimismo, en el hormigón confinado con FRP, el uso de 6 capas de fibras de carbono incrementa 2.6 veces la tensión máxima en el hormigón de baja resistencia mientras que para 12 capas del mismo material en el de alta resistencia solo se incrementó ligeramente (es decir, 3.1). Como se esperaba, las fibras de vidrio fueron menos efectivas que las fibras de carbono en ambos hormigones.
En general, se alcanzaron niveles de tensión similares con los diferentes tipos de confinamiento. Sin embargo, la ductilidad difiere considerablemente con el confinamiento con tubo de acero alcanzando valores de deformabilidad mucho mayores que en el caso del confinado con FRP.
The thesis presents results of an extensive experimental study of cylindrical specimens of concrete subjected to compressive loading under lateral confinement. Both active and passive confinements were considered in the study. Active confinement consisted of hydrostatic pressure applied in a triaxial cell and passive confinement was applied through steel jackets and fiber reinforced polymer (FRP) wrapping with carbon and glass fibers. Nomal and high strength concretes of 25 and 60 MPa characteristic were tested under different levels of confinement.
In the case of the active confinement, the hydrostatic pressure applied to the normal strength concrete varied from 0 to 35 MPa and for high strength concrete it varied from 0 to 50 MPa. For the passive confinement applied through steel jackets, the concrete was cast in steel tubes of different thicknesses - 1.8, 4.5 and 7.6 mm. The compressive loading in this case was applied on either the concrete surface or the entire composite surface. For the FRP wrapped specimens, 1 to 6 layers of FRP were used for the normal strength concrete and 1 to 12 layers for the high strength concrete.
The main results of the study are based on the characterization of the axial stress-strain behavior of the concretes under the different types and levels of confinement. In general, it is observed that confinement increases the load-carrying capacity and the maximum axial strain of the concrete, with relatively higher increases in the normal strength concrete than in the high strength concrete. Parameters have been defined for determining the ductility of the response in the post-cracking regime that permits the comparison of the different types of confinement.
In the concrete confined in steel tubes, the maximum compressive stress in the normal strength concrete was 4.2 times the uniaxial compressive strength in the normal concrete while the maximum stress was only 2.5 times in the high strength concrete for the same tube thickness. Similarly, in the concrete wrapped with FRP, the use of 6 layers of carbon fibers increased the maximum compressive stress 2.6 times in the normal concrete while 12 layers of the same material yielded only a slightly higher level of strengthening (i.e., 3.1) in the high strength concrete. The glass fibers were less effective in both concretes than the carbon fibers, as expected.
In general, similar levels of strength were achieved with the different types of confinement. However, the ductility of the response differs considerably with the steel tube confinement yielding much higher deformability than the FRP wraps.

Présenté initialement à l'agence spatiale américaine par P. Glaser comme une source potentielle d'énergie alternative renouvelable et propre, le projet de Centrales Solaires Orbitales est basé sur le concept de Transport d'Energie Sans Fil (TESF). Le principe consiste à collecter directement dans l'espace l'énergie solaire, puis à la transmettre vers une base de réception terrestre, via un faisceau hyperfréquence. Dans le cadre des actions menées dans le domaine du TESF au niveau terrestre, une solution technologique permettant de répondre au cahier des charges imposé au système d'émission a retenu notre attention : mettre en oeuvre un réseau d'antenne phasé alimenté par des magnétrons de moyenne puissance. Dans cette optique, ce travail de recherche présente une approche originale du contrôle des grandeurs de sortie d'un magnétron opérant en situation de verrouillage par injection. Afin de prendre en compte le comportement non linéaire du magnétron, une stratégie de contrôle hybride a été mise en oeuvre pour le contrôle de la fréquence et de l'amplitude d'un magnétron de moyenne puissance (2. 45 GHz) verrouillé par injection et débitant sur une charge fixe. L'aspect hybride est constitué par l'association d'un algorithme de Contrôle Direct Inverse impliquant un réseau de neurones non linéaires modélisant la fonction de transfert inverse du magnétron, avec un correcteur linéaire en boucle fermée de type PID. Le développement d'un dispositif de caractérisation expérimentale d'un magnétron verrouillé par injection a permis de collecter des bases de mesures nécessaires à un apprentissage supervisé et généralisé pour l'identification du contrôleur neuronal. Les meilleures performances en terme de conduite du magnétron ont été obtenues avec une boucle de contrôle effectuant une permutation dynamique entre le correcteur neuronal non linéaire et le correcteur linéaire PID tout en assurant une stabilité de la phase sur l'ensemble de la bande de verrouillage
With the aim to put forward an alternative renewable and large-scale energy source to Mankind P. Glaser presented the project of Solar Power Satellite to the american spatial agency. This scheme consists in collecting directly in space the solar energy before being targeted on a terrestrial reception base by means of a focused microwave beam. This principle is founded on the concept of Wireless Power Transportation (WP1). To complete this project successfully, a preliminary "earthwork" strategy is adopted by the international researchers community, before upgrading to a spatial project. In terrestrial point-to-point WPT systems prototypes or proposals, one of the preferred microwave power projection system consists in a phased array antenna supplied by individual mid-power range microwave sources : magnetron. To be efficiently coupled to projecting systems and to allow electronic steering and beam-forming, magnetrons have to be synchronised to a reference frequency and controlled in phase and amplitude. For this purpose, this research wQrk presents a new approach of the control of the output parameters of an injection /ocked magnetron. Ln order to take into account the non linear behaviour of this microwave tube, an hybrid control strategy was designed to control the amplitude and frequency of a magnetron in fixed-load operations. This control algorithm involves a non linear artificial neural network modelling the plant inversion mapping, in combination with a classical linear PID feedback controller. Supervised and Generalized learning with experimental databases collected from a magnetron measurement bench developed in our laboratory was adopted to identify the neural controller. A dynamical - control architecture, which switches either on a non linear control loop or a classical linear PID feedback loop, allows to drive the frequency and amplitude of the magnetron, while its phase remains steady, all over the injection locking bandwith

Reproduction de : Thèse de doctorat : Mécanique : Villeneuve d'Ascq, Ecole centrale de Lille : 2006.
Résumé en français et en anglais. Titre provenant de la page de titre du document numérisé. Bibliogr. à la suite de chaque chapitre.

A new type of composite structural system has been proposed in terms of FRP-concrete-steel double-skin tubular columns (DSTCs). This composite system consists of a steel tube inside, an FRP tube outside with concrete in between, and it combines the advantages of all three materials to achieve a high-performance structural member. This thesis is aimed at developing an improved understanding of the axial compressive behavior of DSTCs. To this end, six experimental studies were undertaken at the University of Adelaide. In each of these studies, the key parameters that influence the axial compressive behavior of DSTCs were identified and investigated. The results of these experimental studies indicate that concrete in a DSTC system is confined effectively by FRP and steel tubes. Both the normal-and high-strength concrete DSTCs exhibited a highly ductile compressive behavior under monotonic and cyclic axial compression. However, it is found that, for a given nominal confinement ratio, an increase in the concrete strength results in a decrease in the ultimate axial strain of DSTCs. The results also indicate that increasing the inner steel tube diameter leads to an increase in the ultimate axial stress and strain of concrete in DSTCs. It is observed that the concrete-filling of the inner steel tubes of DSTCs results in an increase in the compressive strength and a slight decrease in the ultimate axial strain of concrete in DSTCs, compared to the values observed in companion specimens with hollow inner steel tubes. It is also observed that cyclically loaded normal-strength concrete (NSC) DSTCs developed similar strength and strain enhancement ratios to those of monotonically loaded NSC DSTCs. The results also show that concrete in hollow DSTCs manufactured with square inner steel tubes develops significantly lower ultimate axial stresses and strains than those of concrete in companion hollow DSTCs with circular inner steel tubes. It is found, however, that the performance of these specimens improves dramatically when the square inner steel tube is filled with concrete. Apart from these experimental studies, this thesis also presents analytical models that were developed to predict the compressive strength and ultimate axial strain of concrete in DSTCs. The first of these models was developed to predict the compressive strength and ultimate axial strain of concrete in hollow circular DSTCs. After undertaking additional studies to expand the test database of square and concrete-filled DSTCs a second model that is applicale both circular and square and hollow and concrete-filled DSTCs was proposed. Comparison with experimental test results show that of the proposed models are in close agreement with the test results, and the models provide improved accuracy compared to the existing models.
Thesis (Ph.D.) (Research by Publication) -- University of Adelaide, School of Civil, Environmental and Mining Engineering, 2015.

External confinement of concrete columns with fibre-reinforced polymer (FRP) sheets has been shown to lead to significant improvements on the axial compressive behaviour of these columns. This application of FRP composites is effective as a confinement material for concrete, in both the seismic retrofit of existing reinforced concrete columns and in the construction of concrete-filled FRP tubes (CFFTs) as earthquake-resistant columns in new construction. However, experimental studies on the axial compressive behaviour of FRP-confined concrete columns manufactured with high strength concrete (HSC) remain very limited. This thesis presents the results from a Ph.D. study at the University of Adelaide that was aimed at undertaking a comprehensive review on the axial compressive behaviour of monotonically-loaded circular FRP-confined HSC columns. The 10 journal articles developed as part of this thesis present the findings from experimental tests on a total of 282 FRP-concrete composite specimens. The effects of amount of confinement, concrete strength, confinement method, specimen size, fibre type, manufacturing method, fibre orientation, specimen end condition, specimen slenderness, concrete shrinkage, strain measurement method, FRP overlap and lateral prestress were investigated. The test specimens were manufactured with aramid FRP (AFRP), carbon FRP (CFRP) or high-modulus CFRP (HMCFRP) and their unconfined concrete strengths ranged from 34.0 to 119.3 MPa. Specimens were manufactured as either FRP-wrapped or concrete-filled FRP tubes (CFFTs), with all specimens cylindrical in shape and the majority 152 mm in diameter and 305 mm in height. The large quantity of the results presented in this thesis allows for a number of significant conclusions to be drawn. The experimental results presented in this thesis provide a performance comparison between FRP-confined normal-strength concrete (NSC) and the experimentally limited area of FRP-confined HSC. The results from this thesis indicate that, above a certain confinement threshold, FRP-confined HSC columns exhibit highly ductile behaviour. However, for the same normalised confinement pressures, axial performance of FRP-confined concrete reduces as concrete strength increases. The results also indicate that the behaviour of FRP-confined concrete is significantly influenced by the manufacturing method, with specimens manufactured through an automated filament winding technique exhibiting improved compressive behaviour over companion specimens manufactured through a manual wet layup technique. In addition to this, the influence of fibre type was examined with an improvement in compressive behaviour linked to an increase in fibre rupture strain. Further experimental testing on the influence of specimen size, confinement method and end condition found these parameters to have negligible effect for the range of parameters tested in this study. Experimental testing on specimens with inclined fibres revealed specimen performance is optimised when fibres are aligned in the hoop direction and the performance diminishes with decreasing fibre angle with respect to the longitudinal axis. The influence of height-to-diameter ratio (H/D) on axial compressive behaviour revealed specimens with H/D of 1 outperform companion specimens with a H/D ratio of 2 to 5, with significantly increased strength and strain enhancements. The influence of slenderness on specimens with a H/D ratio between 2 and 5 was found to be significant in regards to axial strain enhancement, with a decrease observed as specimen slenderness increased. Conversely, the influence of slenderness on axial strength enhancement was found to be negligible. The strain results indicate that hoop rupture strains along the height of FRP-confined concrete become more uniform for specimens with higher amounts of confinement. On the other hand, the variation of hoop strains around the perimeter was not observed to be significantly influenced by slenderness, concrete strength or amount of confinement. An examination on the effect of FRP overlap length revealed no significant influence exists for the amount of overlap length on strain enhancement ratio. On the other hand, an increase in overlap length leads to a slight increase in strength enhancement, with these observations equally applicable to both continuously and discontinuously wrapped specimens. The results also indicate that continuity of the FRP sheet in the overlap region has some influence on the effectiveness of FRP confinement. Furthermore, it was observed that the distribution of FRP overlap regions for discontinuously wrapped specimens can influence the axial compressive behaviour of these specimens in certain overlap configurations. Finally, it is found that the distribution of lateral confining pressure around specimen perimeter becomes less uniform for specimens with higher concrete strengths and those manufactured with overlap regions that are not evenly distributed. The results from experimental testing of specimens with FRP-to-interface gap revealed that the influence of gap on axial strain enhancement is significant, with an increase observed as the gap increased. Conversely, the influence of interface gap on axial strength enhancement is found to be small with a slight reduction observed with increased gap. The results also indicate that an increase in gap causes an increase in strength loss during the transition region of the stress-strain curve, as a result of the delayed activation of the FRP shell. The results from experimental study on FRP-confined concrete with lateral prestressing indicates that the influence of prestress on compressive strength is significant, with an increase in ultimate strength observed in all prestressed specimens compared to that of non-prestressed specimens. On the other hand, the influence of prestress on axial strain was found to be dependent on the amount of confinement, with lightly-confined and well-confined prestressed specimens displaying a decrease and increase in ultimate strain, respectively, compared to their non-prestressed counterparts. The results also indicate that prestressing the FRP shell prevents the sudden drop in strength, typically observed in FRP-confined HSC specimens, that initiates at the transition point that connects the first and second branches of the stress-strain curves. Finally, it was observed that prestressing the FRP tube results in a significant increase in the specimen toughness as well as in the hoop strain efficiency of the FRP shell. In addition to the summarised experimental findings, an analysis of the experimental databases for specimens manufactured with an interface gap and lateral prestress led to the development of a lateral strain-to-axial strain model. A comparison of the proposed model with the experimental results of specimens prepared with an interface gap or prestressed FRP tubes showed good agreement.
Thesis (Ph.D.) (Research by Publication) -- University of Adelaide, School of Civil, Environmental and Mining Engineering, 2015.

碩士
國立臺灣大學
土木工程學研究所
104
This study is conducted to investigate the shear strength of FRP-Wrapped Spiral Corrugated Tube (FWSCT) confined circular concrete columns. In order to study the shear strength of the Spiral Corrugated Tube and the FRP jacket, two shear strength models (UCSD shear model and residual shear model) are adopted in this analytical procedure. In this experimental program, two FRP-Wrapped Spiral Corrugated Tube (FWSCT) Circular Concrete Columns with different amount of FRP confinement were tested under cyclic lateral loading with a constant axial load level. The main variable was the confinement ratio of the FRP jacket, which can be controlled by wrapping different number of FRP sheets around the Spiral Corrugated Tube. Two columns, FWSCT-1 and FWSCT-3 were designed based on a reference column, FWSCT-0 (Wu 2015), which confined by only a spiral corrugated tube with 0.4 mm thick and 1940 mm tube length. FWSCT-1 and FWSCT-3 were wrapped by additional one-layer and three-layer of Glass Fiber-Reinforced Polymer (GFRP) jackets around a spiral corrugated tube, respectively. Test results showed that the brittle shear failure in specimen FWSCT-0 is improved by wrapping one-layer of the GFRP jacket as seen in the test of specimen FWSCT-1. Specimen FWSCT-1 failed at 4% story drift, resulting in flexural-shear failure of column, while specimen FWSCT-3 failed at 7% story drift, resulting in flexural failure of longitudinal bars.

Glass fibre-reinforced polymer (GFRP) tubular poles can be superior to conventional poles, in that they are lighter in weight and more durable. Thin-walled tubular poles, however, tend to fail in flexure by local buckling, before fully utilizing the high tensile strength of GFRP. Increasing the wall thickness would solve this problem, but at a significant material cost. A simple and economical solution is to partially fill the tube with concrete. The aim of this study is to establish the optimal length of concrete filling that is required to achieve the highest moment capacity at a minimum dead weight in cantilevered GFRP and steel poles. The study comprises experimental and numerical phases. Six 3660 mm long and 220 mm in diameter GFRP tubes of 4.15 mm wall thickness as well as four 1855 mm long and 114 mm in diameter steel tubes of 3 mm wall thickness, were filled with concrete of varying lengths, ranging from zero to a 100% of the span. The tubes were tested to failure in cantilever bending. The completely filled tubes achieved nearly double the strength of the hollow ones. Furthermore, it was found that the optimal ratio of concrete filling length was 0.34 and 0.46 of the span, for the GFRP and steel tubes, respectively. This is defined as the minimum filling length required to achieve the capacity of the completely filled tube. Numerical models have been developed to predict the behaviour of partially concrete-filled GFRP and steel tubes as well as the optimal filling ratio. The models incorporate other models developed for hollow and completely filled tubes and account for the slight non-linearity of multi-layer GFRP tubes, concrete, and steel plasticity. An important feature of the models is their ability to account for ovalization and local buckling of the hollow part of thin tube. The models were successfully validated and used in a parametric study to investigate the effects of key parameters, namely diameter-to-thickness (D/t) ratio, GFRP laminate structure and steel yield strength. It was shown that the optimal filling ratio increases as D/t ratio is reduced or as more GFRP fibres become oriented longitudinally. However, it was unaffected by the steel yield strength.
Thesis (Master, Civil Engineering) -- Queen's University, 2008-09-10 22:38:37.671

Fiber reinforced polymers (FRPs) are increasingly being accepted in structural engineering applications. One promising system involves the use of concrete-filled FRP tubes (CFFTs) as bridge piers, columns or piles. While CFFT members have been extensively studied under various loading conditions, very little attention has been given to their connections to other structural components such as footings and beams. This study explores two different moment connections for CFFT members, using 13 medium-scale specimens and seven ancillary tests. The first connection involves embedment of the FRP tube into the concrete foundations during casting. Five-219 mm diameter (D) precast CFFTs were embedded into 500x500x500 mm concrete foundation each, at different embedment lengths ranging from 0.3D to 1.5D and tested in flexure as cantilevers with 1100 mm spans. The study showed that the optimal embedment length was 0.73D. This was essentially the minimum embedment length necessary to produce tension failure of the CFFT member outside the footing, rather than premature bond failure that would otherwise occur at lower loads. Additionally, six push-through tests were conducted on CFFT stubs embedded into footings. The average bond strength was found to be 0.75 MPa. The second connection involved adhesive bonding of hollow FRP tubes to short reinforced concrete circular stubs protruding from concrete footings. The remainder of the tube was then filled with concrete, without the need for shoring. Four-169 mm diameter FRP tubes were first adhesively bonded onto footings with heavily steel-reinforced concrete stubs varying in length from 0.5D to 2.0D, and tested as cantilevers with 1300 mm spans. The optimal bond length that would lead to flexural failure of the tube just outside the stub, rather than bond failure, was about 1.1D. Based on this, two additional specimens with 1.5D stubs having varying steel reinforcement ratio (ρ) in the stubs were tested. It was shown that the optimal ρ was 2.5%. Finally, the effect of low cycle reversed bending fatigue was studied using two additional specimens, including one with a sustained axial load of 15-19% of the CFFT axial capacity. Remarkable levels of ductility associated with the plastic hinge forming in the stub were observed.
Thesis (Master, Civil Engineering) -- Queen's University, 2010-01-28 16:09:40.606

In this study, the feasibility of utilizing the spin casting technique with structural Fibre-Reinforced Polymer (FRP) tubes and eliminating steel reinforcement is explored for the first time. This would make spun-cast FRP tubes (SCFTs) desirable in pole applications, as they are relatively light-weight, protected from deicing salts and other elements by the tube, and have similar flexural resistance to the completely filled FRP tubes (CFFTs). This study evaluates the flexural and bond performances of SCFTs through experimental and analytical investigations. The experimental investigation included a total of nine beam specimens, approximately 330 mm in diameter and 2.85 m in length, tested in three and four-point bending. Glass-FRP (GFRP) tubes with different wall thicknesses and proportions of fibres in the longitudinal and hoop directions were used in eight specimens. One control specimen was cut from a conventional prestressed spun-cast pole and tested for comparison. Also, one specimen was essentially a control CFFT. The main parameters studied were tube laminate structure, concrete wall thickness, and the effect of additional steel rebar in SCFTs. The experimental investigation also included six push-off stub specimens tested to examine the bond behaviour of SCFTs. An analytical model predicting the flexural response of SCFT beams was developed, verified, and used in a parametric study to examine a wider range of tube laminate structures, concrete wall thicknesses and FRP tube thicknesses. The study demonstrated the feasibility of fabrication of SCFTs in conventional precast plants. SCFTs were shown to have similar flexural strength to conventional prestressed spun-cast poles of an equivalent reinforcement index but are less stiff due to the lower modulus of FRP and lack of prestressing. SCFTs with inner-to-outer diameter ratio (Di/Do) up to about 0.6 achieved the same flexural strength as the CFFT specimen. However, the parametric study showed that this optimum (Di/Do) ratio is dependent on tube thickness and laminate structure and is generally smaller in thicker tubes or tubes stiffer in the longitudinal direction.
Thesis (Master, Civil Engineering) -- Queen's University, 2007-04-19 15:49:45.19

The use of fibre reinforced polymer (FRP) composites as a confinement material for concrete has received a great deal of attention over the past two decades. Together with the retrofitting applications, the use of FRP as confinement material in the construction of new high-performance composite members in the form of concrete-filled FRP tubes has become increasingly popular. Following from the research on CFFTs, a new type of composite system, which consists of a steel tube inside, an FRP tube outside and a concrete sleeve sandwiched in between, has received significant recent research attention. These double-skin tubular (DST) beams and columns (referred to as DSTBs and DSTCs) rely on the same FRP tube confinement mechanism that is present in CFFTs, and through the combination of the advantages of the three constituent materials they can be designed to exhibit extremely high structural performance levels. The research reported in this thesis was aimed at investigating the behaviour of CFFT and DST structural members under various loading conditions. To this end, five experimental studies were designed and undertaken at the University of Adelaide. First, an experimental study was conducted to investigate the seismic performance of high-strength concrete (HSC) CFFT columns, in which the column specimens were tested under combined axial compression and reversed-cyclic lateral loading. The seismic behaviour of the columns was evaluated on the basis of their experimentally recorded moment-lateral drift hysteretic relationships. Following this, four series of experimental studies were conducted on DSTCs and DSTBs, which consisted of tests on: i) circular and square DSTCs under combined axial compression and reversed-cyclic lateral loading, ii) circular and square cantilever DSTBs under reserved-cyclic loading, and iii) circular simply supported DSTBs under monotonically increasing four-point loading. The results of these studies clearly indicate that DSTCs and DSTBs may provide an attractive alternative to CFFTs for the construction of new high-performance composite structural members. The results also show that the provision of a concrete-filling inside the inner steel tube of DSTCs significantly improves the overall behaviour of these columns.
Thesis (Ph.D.) (Research by Publication) -- University of Adelaide, School of Civil, Environmental and Mining Engineering, 2016.

Blasts and impacts are two of the severest loads a structure can experience. Blast experimenters, however, have observed that the load imparted to a circular member was lower than the predicted design load. Additionally, numerous investigations have established the superiority of concrete filled FRP tubes (CFFTs) over conventional reinforced concrete members. These observations indicated CFFTs’ potential to resist dynamic blast and impact loads. The experimental and numerical investigations presented in this thesis aimed to demonstrate the suitability of CFFTs to resist blast and impact loads, to determine the parameters that influence their behaviour under such loads, and to develop a design procedure for resisting these loads. The initial numerical investigation determined the reflected blast loading parameters experienced by a circular cross section. The experimental phase consisted of testing twelve full scale specimens, two monotonically, four under impact loading, and six under close-in blast loading. The monotonically tested specimens acted as controls for the entire program. The results of the impact testing investigation were used to develop and validate a non-linear single degree of freedom (SDOF) model. This impact phase also led to the development of relatively simple procedures for designing CFFTs under impact loading using either SDOF modeling or the conservation of energy. Analysis of the blast testing results led to the development of numerical procedures for obtaining an equivalent close-in blast loading for SDOF analysis of CFFTs and Pressure-Impulse diagrams. The use of SDOF modeling and conservation of energy in blast design were also discussed. Finally, a non-linear explicit dynamic model of CFFTs was developed using the commercial software ANSYS Autodyn. This model was verified using the experimental impact and blast test results and used to conduct a parametric study. The results of these investigations indicated that CFFTs were particularly suitable for blast and impact resistant applications, as their geometry diffracted blast waves and the addition of the tube increased their energy absorbing capacity significantly giving them additional strength and ductility. The tube also confined and protected the concrete core and simplified construction.
Thesis (Ph.D, Civil Engineering) -- Queen's University, 2014-01-27 15:57:52.768

Thesis (M.S.)--University of Wisconsin--Madison, 2003.
Typescript. eContent provider-neutral record in process. Description based on print version record. Includes bibliographical references (leaves 97-99).

La reproduction est un événement crucial pour la vie des plantes. Ce processus nécessite la formation du pollen et des ovules. Les cellules germinales vont subir la méiose puis une succession de mitoses, deux pour le pollen et trois pour l’ovule, ce qui va leur permettre d’acquérir leurs structures finales. Une fois formés, ces deux gamètes doivent se rencontrer. Pour cela, le grain de pollen va germer sur le stigmate puis former le tube pollinique. Le tube pollinique en croissance va traverser les différents tissus femelles et ainsi tracter les deux cellules spermatiques jusqu’à l’ovule, permettant la reproduction. Un important réseau de signalisation cellulaire est nécessaire pour permettre ces événements. Les cascades des Mitogen-Activated Protein Kinases (MAPKs) sont l’un des réseaux de signalisation les plus étudiés chez les plantes. Ces kinases sont impliquées dans de très nombreux processus développementaux tels que la formation de l’embryon ou des stomates. Pour autant, leurs rôles restent encore peu caractérisés pendant de la fécondation. Ce projet a pour objectif de mieux comprendre le rôle que jouent les MAPK lors de la formation des gamètes mâles et femelles ainsi que lors de la croissance des tubes polliniques. Plusieurs membres de la superfamille des MAPKs ont été caractérisés pour leurs rôles dans la reproduction sexuée des végétaux. De précédents travaux dans le laboratoire de Daniel P. Matton, ont démontré l’implication de deux MAPK Kinases Kinases (MAP3K), la Solanum chacoense Fertilization-Related Kinase 1 (ScFRK1) et ScFRK2. Ces deux kinases sont nécessaires pour le développement de l’ovule et du pollen chez S. chacoense, une espèce de pomme de terre sauvage diploïde. Dans un premier temps, nous avons étudié la fonction d’une nouvelle ScFRK, la ScFRK3. Ce troisième membre de la classe des FRKs chez S. chacoense, est, elle aussi, impliquée dans le développement des gamétophytes mâles et femelles. Du patron d’expression jusqu’à l’établissement d’une voie de signalisation potentielle, en passant par la caractérisation phénotypique des mutants, plusieurs expériences ont été réalisées dans le but de comprendre le rôle de ScFRK3 lors de la formation des gamètes chez Solanum chacoense. Nous montrons que la ScFRK3 est impliquée dans la formation du pollen ainsi que celui des ovules. Nous avons ensuite poursuivi nos recherches en affinant le phénotypage du mutant de surexpression ScFRK2. En effet, les précédentes études ont permis de montré que la surexpression de ScFRK2 conduit le primordium ovulaire à la formation de structures carpéloïdes. Pour autant, les ensembles des primordius ovulaires ne sont pas devenu des strutures capéloïde. Nous montrons ici que seulement 10 % des ovules dans l'ovaire sont devenu 4 des carpéloïde. Notre étude montre qu’en plus des structures carpéloïdes, un grand nombre d'ovule n'ont pas de sac embryonnaire à l'anthèse ce qui explique le faible nombre de graines par fruit. L’analyse du développement des sacs embryonnaires monte que la surexpression de ScFRK2 entraine l’arrêt au stade mégaspore fonctionnelle. Ce phénotype est similaire à ce qui a pu être observé dans les lignées ARN interférant pour la ScFRK1 et la ScFRK3. De précédentes études faites chez Arabidopsis thaliana semblent montrer que les membres de la superfamille des MAPK ne sont pas essentiels pour la croissance du tube pollinique. Pour comprendre le rôle que jouent les MAPK dans l’élongation du tube pollinique, nous avons utilisé un inhibiteur des MAP Kinase Kinase (MKK), appelé U0126. La présence de cette drogue dans le milieu de croissance des grains de pollen provoque une diminution de la germination et de l’élongation du tube pollinique. L’utilisation de la méthode semi-in vivo montre une perte de la polarisation de la croissance des tubes polliniques causée par l’inhibition des MKK. La présence de l’inhibiteur conduit à la diminution de la quantité de filaments d’actine ainsi qu’à leur désorganisation à l’apex du tube. L’exocytose est aussi affectée par l’inhibition des MKK. Les cascades MAPK sont nécessaires à la croissance polarisée du tube pollinique chez Arabidopsis thaliana. Pour finir, nous avons voulu identifier certains membres de la superfamille des MAPK impliqués dans la croissance du tube pollinique. Nous nous sommes intéressés en premier lieu aux orthologues de la famille ScFRK chez Arabidopsis thaliana. Les AtMAP3K19-20-21 sont les orthologues les plus proches de ScFRK3. Ces AtMAP3K sont exprimées lors du développement des grains de pollen et lors de l’élongation de tube pollinique. L’analyse du pollen des différentes lignées mutantes montre qu’en leur absence, le pollen ne présente aucun problème de développement contrairement à ScFRK3. Par contre, les doubles mutants et le triple mutant pour les AtMAP3K19-20-21 montrent une diminution de la capacité de germination. L’élongation du tube pollinique est affectée lors de la mutation d’au moins une des AtMAP3K. Ces deux études démontrent que les MAPK sont essentielles dans la formation et l’élongation du tube pollinique.
Reproduction is a crucial event for plant life. This process requires the formation of pollen and ovules. The germ cells will undergo meiosis and then a succession of mitosis, two for the pollen and three for the ovule, which will allow them to acquire their final structures. Once formed, these two gametes must meet each other. For this, the pollen grain will germinate on the stigmas to form the pollen tube. The growth of the pollen tube will pass through the different female tissues and thus pull the two sperm cells to the ovum for reproduction. An important cellular signaling network is necessary to allow these events to occur. The Mitogen-Activated Protein Kinase (MAPKs) cascades are one of the most studied signaling networks in plants. These kinases are involved in a wide range of developmental processes such as embryo formation and stomata. However, their roles remain poorly characterized during fertilization. The aim of this project is to better understand the role played by MAPKs during the formation of male and female gametes as well as during the growth of pollen tubes. Several members of the MAPK superfamily have been characterized for their role in the sexual reproduction of plants. Previous work in Daniel P. Matton's laboratory has demonstrated the involvement of two MAPK Kinases (MAP3K), Solanum chacoense Fertilization-Related Kinase 1 (ScFRK1) and ScFRK2. These two kinases are necessary for egg and pollen development in S. chacoense, a diploid wild potato species. In a first step, we studied the functionality of a new ScFRK, ScFRK3. This third member of the class of FRKs in S. chacoense, is also involved in the development of male and female gametophytes. From the expression pattern to the establishment of a potential signaling pathway, through the phenotypic characterization of mutants, several experiments have been performed in order to understand the role of ScFRK3 in the formation of gametes in S. chacoense. We show that ScFRK3 is involved in the formation of pollen as well as that of the embryonic sac. We then continued our research by refining the phenotyping of the overexpression mutant ScFRK2. Indeed, previous studies have shown that ScFRK2 overexpression leads the ovular primordium to the formation of carpeloid structures. However, the sets of ovular primordia have not become capeloid structures. We show here that only 10% of the eggs in the ovary have become carpeloid. Our study shows that in addition to the carpeloid structures, a large number of ova do not have an embryonic sac in the anthesis, which explains the low number of seeds per fruit. The analysis of the development of the embryonic sacs shows that 7 overexpression of ScFRK2 leads to the cessation of the functional megaspore stage. This phenotype is similar to what has been observed in interfering RNA lines reducing expression of ScFRK1 and ScFRK3. Previous studies in Arabidopsis thaliana suggest that members of the MAPK superfamily are not essential for pollen tube growth. To understand the role that MAPKs play in pollen tube elongation, we used a MAP Kinase Kinase (MKK) inhibitor called U0126. The presence of this drug in the growth medium of pollen grains causes a decrease in germination and elongation of the pollen tube. The use of the semi in vivo method shows a loss of polarization of the pollen tube growth caused by the inhibition of MKK. The presence of the inhibitor leads to a decrease in the number of actin filaments and their disorganization at the apex of the tube. Exocytosis is also affected by MKK inhibition. We show in this chapter that MAPK cascades are necessary for polarized pollen tube growth in Arabidopsis thaliana. Finally, we wanted to identify some members of the MAPK superfamily involved in pollen tube growth. We were first interested in the ScFRK family orthologs in Arabidopsis thaliana. AtMAP3K19-20-21 are the closest orthologs to ScFRK3. These AtMAP3K are expressed during the development of pollen grains and during the elongation of the pollen tube. Pollen analysis of the different mutant lines shows that in their absence the pollen does not present any development problems unlike ScFRK3. On the other hand, double mutants and triple mutant for AtMAP3K19-20-21 show a decrease in germination capacity. Pollen tube elongation is affected when at least one of the AtMAP3Ks is mutated. These two studies demonstrate that MAPKs are essential for the formation and elongation of the pollen tube and that AtMAP3K19-20-21 participate in these biological processes.