Relevant bibliographies by topics / Reinforced

Academic literature on the topic 'Reinforced'

Author: Grafiati
Published: 4 June 2021
Last updated: 11 September 2023

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Journal articles on the topic "Reinforced"

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Fu, Chao Jiang. "Numerical Simulation Procedure of RC Beam Reinforcement with FRP." Advanced Materials Research 243-249 (May 2011): 5567–70. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.5567.

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The use of fiber reinforced polymers (FRP) to reinforce reinforced concrete(RC) structure has become one of the main applications of composites in civil engineering. FRP composite is analyzed using the serial/parallel mixing theory, which deduces the composite behavior from the constitutive equations of its components. Numerical procedure of RC beam reinforceed with FRP is studied based on the finite element method. The numerical results accord with the test results. The validity of the proposed procedure is proved comparing numerical and experimental results.
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Nevin, John A. "Behavioural Momentum: Implications for Clinical Practice." Behaviour Change 10, no. 3 (September 1993): 162–68. http://dx.doi.org/10.1017/s0813483900005507.

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Behavioural momentum refers to the tendency for reinforced behaviour to persist when conditions are altered. Research on persistence with pigeons as subjects has suggested that response rate under steady-state conditions and its persistence when conditions are altered are independent aspects of behaviour, with response rate determined by response-reinforcer contingencies and persistence determined by stimulus-reinforcer contingencies. These results have been replicated with humans in a natural setting, and may therefore be relevant to clinical practice. The following prescriptions are suggested by the research results: (a) To eliminate undesirable behaviour, it is not sufficient to reinforce alternative behaviour in the same setting because this may actually enhance persistence of the undesired response; change to a new setting may also be necessary; (b) to establish desirable behaviour, the behaviour should be reinforced frequently, and to make it persistent, both the therapeutic and natural environments should be highly correlated with reinforcement.
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Hammad, Mohammad G., Sulaiman E. Munawer, and Amer M. Rasheed. "Study of the Effect of Reinforced Glass Fibers on Fatigue Properties for Composite Materials." Tikrit Journal of Engineering Sciences 17, no. 3 (September 30, 2010): 15–24. http://dx.doi.org/10.25130/tjes.17.3.09.

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This research included the study of the effect of reinforced glass fibers on fatigue properties for composite materials. Polyester resin is used as connective material(matrix) in two types of glass fibers for reinforced. The first type is regular glass fibers (woven roving) with the directional(0-90), the second is glass fibers with the random direction. The first type is the panels with regular reinforced (0-90), and with number of layer (1,2). The second type is the panels with random reinforced and with number of layers (1,2). The results and the laboratory examinations for the samples reinforce with fibers have manifested (0-90) that there is a decrease in the number of cycles to the fatigue limit when the number of reinforce layers have increased . And an elasticity of this type of samples are decreased by increasing the number of reinforced layers with fiber .We find the random reinforced number of fatigue cycles for the samples with two layers of random reinforced are decreased more than the samples with one layer of random reinforced .
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Tremblay, Léon, and Wolfram Schultz. "Reward-Related Neuronal Activity During Go-Nogo Task Performance in Primate Orbitofrontal Cortex." Journal of Neurophysiology 83, no. 4 (April 1, 2000): 1864–76. http://dx.doi.org/10.1152/jn.2000.83.4.1864.

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The orbitofrontal cortex appears to be involved in the control of voluntary, goal-directed behavior by motivational outcomes. This study investigated how orbitofrontal neurons process information about rewards in a task that depends on intact orbitofrontal functions. In a delayed go-nogo task, animals executed or withheld a reaching movement and obtained liquid or a conditioned sound as reinforcement. An initial instruction picture indicated the behavioral reaction to be performed (movement vs. nonmovement) and the reinforcer to be obtained (liquid vs. sound) after a subsequent trigger stimulus. We found task-related activations in 188 of 505 neurons in rostral orbitofrontal area 13, entire area 11, and lateral area 14. The principal task-related activations consisted of responses to instructions, activations preceding reinforcers, or responses to reinforcers. Most activations reflected the reinforcing event rather than other task components. Instruction responses occurred either in liquid- or sound-reinforced trials but rarely distinguished between movement and nonmovement reactions. These instruction responses reflected the predicted motivational outcome rather than the behavioral reaction necessary for obtaining that outcome. Activations preceding the reinforcer began slowly and terminated immediately after the reinforcer, even when the reinforcer occurred earlier or later than usually. These activations preceded usually the liquid reward but rarely the conditioned auditory reinforcer. The activations also preceded expected drops of liquid delivered outside the task, suggesting a primary appetitive rather than a task-reinforcing relationship that apparently was related to the expectation of reward. Responses after the reinforcer occurred in liquid- but rarely in sound-reinforced trials. Reward-preceding activations and reward responses were unrelated temporally to licking movements. Several neurons showed reward responses outside the task but instruction responses during the task, indicating a response transfer from primary reward to the reward-predicting instruction, possibly reflecting the temporal unpredictability of reward. In conclusion, orbitofrontal neurons report stimuli associated with reinforcers are concerned with the expectation of reward and detect reward delivery at trial end. These activities may contribute to the processing of reward information for the motivational control of goal-directed behavior.
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Alkjk, Saeed, Rafee Jabra, and Salem Alkhater. "Preparation and characterization of glass fibers – polymers (epoxy) bars (GFRP) reinforced concrete for structural applications." Selected Scientific Papers - Journal of Civil Engineering 11, no. 1 (June 1, 2016): 15–22. http://dx.doi.org/10.1515/sspjce-2016-0002.

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Abstract The paper presents some of the results from a large experimental program undertaken at the Department of Civil Engineering of Damascus University. The project aims to study the ability to reinforce and strengthen the concrete by bars from Epoxy polymer reinforced with glass fibers (GFRP) and compared with reinforce concrete by steel bars in terms of mechanical properties. Five diameters of GFRP bars, and steel bars (4mm, 6mm, 8mm, 10mm, 12mm) tested on tensile strength tests. The test shown that GFRP bars need tensile strength more than steel bars. The concrete beams measuring (15cm wide × 15cm deep × and 70cm long) reinforced by GFRP with 0.5 vol.% ratio, then the concrete beams reinforced by steel with 0.89 vol.% ratio. The concrete beams tested on deflection test. The test shown that beams which reinforced by GFRP has higher deflection resistance, than beams which reinforced by steel. Which give more advantage to reinforced concrete by GFRP.
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Hua, Yuan, and Tai Quan Zhou. "Experimental Study of the Mechanical Properties of Hybrid Fiber Reinforced Concrete." Materials Science Forum 610-613 (January 2009): 69–75. http://dx.doi.org/10.4028/www.scientific.net/msf.610-613.69.

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Different kinds of fiber are used to reinforce the concrete to improve the concrete mechanical properties. The high modulus and high flexibility fibers are often used to reinforce in the cement base, which leads to the higher performance compound cement based materials. In the paper, the carbon fiber and glass fiber material are used as flexibility reinforced materials. The polypropylene fiber and the polyethylene fiber are used as strength reinforced materials. The combinations of the flexibility reinforced fiber and strength reinforced fiber are chosen as C-P HF (Carbon and Polypropylene Hybrid Fiber) and G-Pe HF (Glass and Polyethylene Hybrid Fiber). The concrete mixture ratio and the fiber-reinforced amount are determined to the author’s previous study. The relationship between compressive strength, flexural strength and length/diameter aspect ratio of fiber for the carbon and polypropylene hybrid fiber reinforced concrete (C-P HFRC), and for the glass and polyethylene hybrid fiber reinforced concrete (G--Pe HFRC) was tested and discussed. The testing results show that length/diameter aspect ratio of fiber obviously affects the flexural strength of C-P HFRC and G-Pe HFRC, though the compressive strength is slightly affected by the length-diameter aspect ratio.
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Leaf, Justin B., Ronald Leaf, Jeremy A. Leaf, Aditt Alcalay, Daniel Ravid, Stephanie Dale, Alyne Kassardjian, et al. "Comparing Paired-Stimulus Preference Assessments With In-the-Moment Reinforcer Analysis on Skill Acquisition: A Preliminary Investigation." Focus on Autism and Other Developmental Disabilities 33, no. 1 (April 27, 2016): 14–24. http://dx.doi.org/10.1177/1088357616645329.

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Today, the use of formal preference assessments, including paired-stimulus preference assessments, is widely utilized to help determine which items to use as reinforcers during intervention. A second way to determine potential reinforcers is to analyze multiple dimensions of a stimulus in the moment, a procedure known as in-the-moment reinforcer analysis. Although paired-stimulus preference assessments are widely used, there is no experimental evidence that extensive advance preference assessments actually produce higher rates of learning than in-the-moment reinforcer analysis. The present study compared rates of learning on a simple expressive labeling task when correct responses were reinforced with items selected based on extensive formal paired-preference assessments versus items selected by a teacher using in-the-moment analysis of reinforcer effects. The results indicated no clear difference in skill acquisition, but there were clear differences in terms of efficiency and maintenance.
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Liu, Wen Bai, and Zi Yi Chen. "Study of the Deformation Field of Reinforced Soil on the Triaxial Text." Applied Mechanics and Materials 71-78 (July 2011): 5024–29. http://dx.doi.org/10.4028/www.scientific.net/amm.71-78.5024.

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This study is concerned with the deformation field of the reinforced soil based on the consolidated drained triaxial test, using digital image processing technique in deformation measuring of soil specimen in trialxial test. In order to research the relation between anti-deforming capacity and strain of reinforced soil, intensity characteristic and failure mode, the glass fiber was used as a material of reinforce and 30 groups of triaxial tests were performed under 2 different reinforced positions and 3 types of confining stress. Together with digital image processing technique, we researched the transverse and vertical deformation ratios of reinforced soil in deformation process, drawn the deformation diagram of soil specimen in peaked strain and probed the reinforce mechanization and formation of shear field in reinforced soil. It was shown from the result that the geogrid has a great restraint, which increases with the growth of confining stress, on transverse deformation in medium sand. However, in final, the geogrid is incapable of changing the breakdown trend of soil body.
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Liu, Feng, Zhong Bo Zhang, and Wen Feng Qin. "Research of Reinforce Plan for No. Zero Frame of TB200 Aircraft and Secondary Damage Prediction." Applied Mechanics and Materials 26-28 (June 2010): 303–9. http://dx.doi.org/10.4028/www.scientific.net/amm.26-28.303.

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The original structure stress state of No. zero frame of TB200 aircraft is analyzed by finite element method. The stress and the reasons of the crack on the frame are determined. The numerical analysis results fit well with the actual damage of the frame, and the finite element analysis model is verified to be reliable. The stress state of the damaged frame structure is analyzed, which shows that the undamaged frame structure must be reinforced. The reinforce plan for the undamaged frame structure is given. The reinforced frame structure is analyzed by finite element method. The stress state and the residual strength of the reinforced frame structure are given. It is showed that the reinforce plan causes an obvious descent of the frame stress. The load is mainly distributed on the reinforcement of the No. zero frame. The residual static strength of the reinforced structure is higher than the original structure. The possible secondary damage position and mode of the reinforced structure are predicted.
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Wu, Xi-Zhi, Wei-Kang Yang, and Xian-Jun Li. "Study on stripping mechanism of steel plate strengthened with carbon fiber reinforced polymer by cohesive zone model." Advances in Structural Engineering 23, no. 12 (April 24, 2020): 2503–13. http://dx.doi.org/10.1177/1369433220912348.

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When carbon fiber reinforced polymer is applied to reinforce a steel plate, the end of it tends to debond which could cause a failure. In this article, the finite element model of carbon fiber reinforced polymer–reinforced steel plate was established based on the cohesive zone model and validated by the linear elasticity model and experiments at bonding stage and stripping stage, through which the stripping mechanism of the adhesive layer was studied. It had been proved by the test results of carbon fiber reinforced polymer–reinforced steel plate that the shear stress was the main factor of stripping damage, the whole stripping process consisted of elastic deformation, softening and stripping, and that the stripping began from the end to the middle of carbon fiber reinforced polymer until complete failure. Therefore, the cohesive zone model was suitable for the analysis of carbon fiber reinforced polymer–reinforced steel plate.
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Dissertations / Theses on the topic "Reinforced"

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Hamed, Sarah. "Shear Contribution of Basalt Fiber-Reinforced Concrete Reinforced with Basalt Fiber-Reinforced Polymer Bars." Master's thesis, Université Laval, 2019. http://hdl.handle.net/20.500.11794/34008.

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Cette étude évalue expérimentalement et analytiquement le comportement au cisaillement des poutres en béton renforcé de fibres de basalte (BRFB) renforcées longitudinalement avec des barres en polymère renforcé de fibres de basalte (PRFB). Un nouveau type de macro-fibres de basalte a été ajouté au mélange de béton pour produire le mélange de BRFB. Quatorze poutres (152 x 254 x 2000 mm) sans armature transversale ajouté ont été testées sous une configuration de chargement à quatre points jusqu'à la défaillance. Les poutres ont été regroupés en deux groupes A et B en fonction de leurs rapports portée de cisaillement/profondeur, a/d. Les poutres du groupe A avaient un rapport a/d de 3,3 tandis que celles du groupe B avaient un rapport a/d de 2,5. Outre les rapports a/d, les paramètres étudiés comprenaient la fraction volumique des fibres ajoutées (0,75 et 1,5%) et le taux de renforcement longitudinal des barres en PRFB (0,31, 0,48, 0,69, 1,05 et 1,52). Les résultats des tests ont montré que l’ajout de macro-fibres de basalte au mélange de béton améliorait sa résistance à la compression. Une relation directe entre la fraction volumique de fibres, Vf, et la résistance à la compression a été observée. Les cylindres de béton coulés avec une Vf de 0,75 et 1,5% ont entraîné une augmentation de 11 et 30% de leur résistance à la compression par rapport à ceux moulés en béton standard (sans fibres), respectivement. L'ajout de fibres a également amélioré le mode de défaillance des poutres BRFB-PRFB que les poutres de contrôle coulées avec du béton standard. L’augmentation de la fraction volumique des fibres a réduit l’espacement entre les fissures et gêné sa propagation. Une amélioration significative des capacités de cisaillement des poutres testées a également été observée lorsque les macro-fibres de basalte ont été ajoutées à une fraction volumique Vf de 0,75. L'augmentation moyenne des capacités de cisaillement des poutres des groupes A et B, ayant les mêmes taux de renforcement, était respectivement de 45 et 44%, par rapport à celles des poutres de contrôle. Il a été noté que le gain en capacité de cisaillement des poutres testées était plus prononcé dans les poutres avec a/d= 3,3 que dans les poutres avec a/d = 2,5 lorsque le taux de renforcement augmentait. Au cours de la phase analytique, plusieurs modèles ont été utilisés pour prédire les capacités de cisaillement des poutres. Tous les modèles disponibles surestimaient les capacités de cisaillement des poutres testées avec un rapport moyen Vpre/Vexp compris entre 1,29 et 2,64. Cette observation a montré que ces modèles ne permettaient pas de prédire les capacités de cisaillement des poutres BRFB-PRFB. Un nouveau modèle modifié intégrant le type de renforcement longitudinal, le type de béton fibré et la densité du béton est proposé. Le modèle d’Ashour et al. -A (1992) a été modifié en utilisant un facteur égal au rapport entre le module des barres en PRF, Ef, et celui des barres en acier Es. Ce rapport prend en compte la différence de propriétés entre les barres en PRF et celles en acier, négligée par les modèles précédents. Le modèle proposé prédit bien les capacités de cisaillement des poutres BRFB-PRFB testées dans la présente étude avec des rapports moyens Vpre/Vexp = 0,82 ± 0,12 et 0,80 ± 0,01 pour les poutres des groupes A et B, respectivement. Les capacités de cisaillement des poutres en béton léger testées par Abbadi (2018) ont été prédites avec un rapport moyen Vpre/Vexp = 0,77 ± 0,05. De plus, le modèle prédit bien les capacités de cisaillement des poutres coulées avec du béton qui contient des fibres en acier testées par Awadallah et al. (2014) avec un rapport moyen Vpre/Vexp = 0,89 ± 0,07. Cela indique la large gamme d'applicabilité du modèle proposé. Cependant, il est recommandé d’évaluer le modèle proposé sur un ensemble de données plus large que celui présenté dans cette étude.
This study evaluates both experimentally and analytically the shear behavior of basalt fiber-reinforced concrete (BFRC) beams reinforced longitudinally with basalt fiber-reinforced polymer (BFRP) bars. A new type of basalt macro-fibers was added to the concrete mix to produce the BFRC mix. Fourteen beams (152 x 254 x 2000 mm) with no transverse reinforcement provided were tested under four-point loading configuration until failure occurred. The beams were grouped in two groups A and B depending on their span-to-depth ratios, a/d. Beams of group A had a ratio a/d of 3.3 while those of group B had a ratio a/d of 2.5. Besides the span-to-depth ratios, the parameters investigated included the volume fraction of the fibers added (0.75 and 1.5%) and the longitudinal reinforcement ratio of the BFRP reinforcing bars (0.31, 0.48, 0.69, 1.05, and 1.52). The test results showed that the addition of basalt macro-fibers to the concrete mix enhanced its compressive strength. A direct relationship between the fiber volume fraction, Vf, and the compressive strength was observed. Concrete cylinders cast with Vf of 0.75 and 1.5% yielded 11 and 30% increase in their compressive strengths over those cast with plain concrete, respectively. The addition of fibers greatly enhanced the shear capacity of BFRC-BFRP beams compared to their control beams cast with plain concrete. The increase of the fiber volume fraction decreased the spacing between cracks and hindered its propagation. A significant enhancement in the shear capacities of the tested beams was also observed when the basalt macro-fibers were added at a volume fraction Vf of 0.75%. The average increase in the shear capacities of beams of group A and B, having the same reinforcement ratios, were 45 and 44%, respectively, in comparison with those of the control beams. It was noticed that the gain in shear capacities of the tested beams was more pronounced in beams with a/d = 3.3 than in beams with a/d = 2.5 when the reinforcement ratio increased. In the analytical phase, several models were used to predict the shear capacities of the beams. All of the available models overestimated the shear capacities of the tested beams with average ratio Vpre/Vexp ranging between 1.29 to 2.64. This finding indicated that these models were not suitable to predict the shear capacities of the BFRC-BFRP beams. A new modified model incorporating the type of the longitudinal reinforcement, the type of FRC used, and the density of concrete is proposed. The model of Ashour et al. –A (1992) was calibrated using a calibration factor equal to the ratio of modulus of FRP bars used, Ef, and that of steel bars, Es. This ratio takes into consideration the difference in properties between the FRP and steel bars, which was overlooked by previous models. The proposed model predicted well the shear capacities of the BFRC-BFRP beams tested in the current study with average ratios Vpre/Vexp = 0.82 ± 0.12 and 0.80 ± 0.01 for beams of groups A and B, respectively. The shear capacities of the lightweight concrete beams tested by Abbadi (2018) were predicted with an average ratio Vpre/Vexp = 0.77 ± 0.05. Moreover, the model predicted well the shear capacities of the SFRC beams reinforced with BFRP bars tested by Awadallah et al. (2014) with an average ratio Vpre/Vexp = 0.89 ± 0.07. This indicates the wide range of applicability of the proposed model. However, it is recommended that the proposed model be assessed on larger set of data than that presented in this study
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Whittlestone, G. S. "Reinforced glass." Thesis, University of Salford, 2011. http://usir.salford.ac.uk/26963/.

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Annealed glass has the propensity to fast fracture. So, the need for redundancy in structural glass elements is a fundamental necessity. Currently, redundancy is provided by laminated glass, whereby, if one glass pane fails, then the remaining intact pane(s) sustain the loads. However, for the in-service (unbroken state) condition the element is at least twice as thick as necessary. This leads to increased weight and increased cost. The presented work develops and investigates a cheaper, lighter alternative redundant system using a GFRP sheet bonded to one annealed glass pane. Consequently, a new material, Reinforced Glass, is created. For the in-service (unbroken state) condition it is shown that, under load, the Reinforced Glass has a similar structural response to ordinary annealed glass. A review of annealed structural glass design methods is presented - facilitating design for the unbroken state. Design recommendations are given. For the broken state an analytical, predictive model was developed, which was validated through experimental testing. The model draws similarities to Reinforced Concrete, whereby a compression block is generated in the broken glass - which is balanced by the GFRP tension reinforcement. Unique predictive equations are produced for application in design for the broken state. The model is validated for various thicknesses of glass.
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Barris, Peña Cristina. "Serviceability behaviour of fibre reinforced polymer reinforced concrete beams." Doctoral thesis, Universitat de Girona, 2011. http://hdl.handle.net/10803/7772.

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El uso de materiales compuestos de matriz polimérica (FRP) emerge como alternativa al hormigón convencionalmente armado con acero debido a la mayor resistencia a la corrosión de dichos materiales. El presente estudio investiga el comportamiento en servicio de vigas de hormigón armadas con barras de FRP mediante un análisis teórico y experimental. Se presentan los resultados experimentales de veintiséis vigas de hormigón armadas con barras de material compuesto de fibra de vidrio (GFRP) y una armada con acero, todas ellas ensayadas a flexión de cuatro puntos. Los resultados experimentales son analizados y comparados con algunos de los modelos de predicción más significativos de flechas y fisuración, observándose, en general, una predicción adecuada del comportamiento experimental hasta cargas de servicio. El análisis de sección fisurada (CSA) estima la carga última con precisión, aunque se registra un incremento de la flecha experimental para cargas superiores a las de servicio. Esta diferencia se atribuye a la influencia de las deformaciones por esfuerzo cortante y se calcula experimentalmente.
Se presentan los aspectos principales que influyen en los estados límites de servicio: tensiones de los materiales, ancho máximo de fisura y flecha máxima permitida. Se presenta una metodología para el diseño de dichos elementos bajo las condiciones de servicio. El procedimiento presentado permite optimizar las dimensiones de la sección respecto a metodologías más generales.
Fibre reinforced polymer (FRP) bars have emerged as an alternative to steel for reinforced concrete (RC) elements in aggressive environments due to their non-corrosive properties. This study investigates the short-term serviceability behaviour of FRP RC beams through theoretical and experimental analysis. Twenty-six RC beams reinforced with glass-FRP (GFRP) and one steel RC beam are tested under four-point loading. The experimental results are discussed and compared to some of the most representative prediction models of deflections and cracking for steel and FRP RC finding that prediction models generally provide adequate values up to the service load. Additionally, cracked section analysis (CSA) is used to analyse the flexural behaviour of the specimens until failure. CSA estimates the ultimate load with accuracy, but it underestimates the experimental deflection beyond the service load level. This increment is mainly attributed in this work to shear induced deflection and it is experimentally calculated.
A discussion on the main aspects of the SLS of FRP RC is introduced: the stresses in materials, maximum crack width and the allowable deflection. A methodology for the design of FRP RC at the serviceability requirements is presented, which allows optimizing the overall depth of the element with respect to more generalised methodologies.
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Hearing, Brian Phillip 1972. "Delamination in reinforced concrete retrofitted with fiber reinforced plastics." Thesis, Massachusetts Institute of Technology, 2000. http://hdl.handle.net/1721.1/9141.

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Thesis (Ph.D.)--Massachusetts Institute of Technology, Dept. of Civil and Environmental Engineering, 2000.
Includes bibliographical references (leaves 251-269).
The addition of fiber-reinforced plastic (FRP) laminates bonded to the tension face of concrete members is becoming an attractive solution to the rehabilitation and retrofit of damaged structural systems. Flexural strength is enhanced with this method but the failure behavior of the system can become more brittle, often involving delamination of the composite. This study investigates failure modes including delamination with the use of fiber reinforced plastics to rehabilitate various concrete structures. The focus is on delamination and its causes, specifically in the presence of existing cracks in the retrofitted concrete system. First, delamination processes in FRP retrofitted concrete systems are studied through combined experimental and analytical procedures. The delamination process is observed to initiate in the concrete substrate with micro cracks that coalesce into an unstable macro crack at failure. This macroscopic behavior is modeled through a finite element procedure with a smeared crack approach, which is found to be limited in the ability to represent the stress intensity at the delamination tip. For this reason it is shown that interfacial fracture mechanics can be used to describe the bimaterial elasticity and complex stress intensity at the delamination tip and provide a criterion governing the propagation of delamination using energy methods. Then, peeling processes occurring at existing cracks in the retrofitted system are studied through fracture mechanics based experimental and analytical procedures. An experimental program involving specialized shear notch specimens demonstrates that the location of the notch and laminate development length are influential on the shear crack peeling process. A finite element procedure is used to evaluate the crack driving forces applied at the shear notch crack mouth, and the fracture analysis is extended to evaluate initiation of peeling at the shear notch scenario. Finally, delamination failures in FRP retrofitted reinforced concrete beams representing "real-life" retrofit scenarios are investigated. An experimental and analytical program is conducted to investigate influences on the failure processes. The application of the fracture based peeling analysis to a quantitative design procedure is investigated, and a computational design aid to assist the iterative design procedure is developed.
by Brian Phillip Hearing.
Ph.D.
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Abbadi, Abdulrahman. "Shear contribution of fiber-reinforced lightweight concrete (FRLWC) reinforced with basalt fiber reinforced Polymer (BFRP) bars." Master's thesis, Université Laval, 2018. http://hdl.handle.net/20.500.11794/31848.

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Cette étude porte sur le comportement au cisaillement des poutres en béton léger fibré et renforcées par des barres de polymère renforcé de fibres de basalte (PRFB). Dix poutres (150x250x2400 mm) coulées avec du béton fibré ou non-fibré ont été testées en flexion. Deux poutres ont été coulées sans fibres (poutres contrôles) tandis que les huit autres poutres ont été coulées avec du béton contenant des différents types et pourcentages de fibres. Les paramètres étudiés comprenaient le type de fibres ajoutés au béton (fibres de basalte, de polypropylène et d’acier), la fraction volumique des fibres (0, 0,5 et 1,0%) et les taux de renforcement des barres de PRFB (0,95 et 1,37%). Une comparaison entre les résultats expérimentaux et les modèles analytiques actuellement disponibles dans la littérature a été réalisée pour évaluer l'applicabilité de tels modèles pour prévoir la capacité des poutres testées en cisaillement. Les résultats de la présente étude indiquent que la géométrie des fibres joue un rôle important dans l'augmentation du nombre de fissures que celles observées dans les poutres contrôles. L'ajout de fibres a entraîné une défaillance plus ductile et le taux d'ouverture des fissures était retardé. La largeur de la fissure a diminué avec l'augmentation des ratios de renforcement longitudinal et des fractions volumiques des fibres. L'augmentation du taux de renforcement longitudinal a entraîné une rigidité plus élevée et a diminué les flèches à tous les stades du chargement. Les poutres coulées avec 1% de fibres de basalte, de polypropylène et d'acier ont montré une augmentation dans leurs capacités de cisaillement par rapport aux poutres contrôles d'environ 11, 16 et 63%, respectivement. Le type de fibres affectait de manière significative le gain dans les capacités de cisaillement des poutres, ce qui était attribué aux différentes propriétés physiques et mécaniques des fibres utilisées, telles que leurs dimensions, leurs géométries, et leurs mécanismes de liaison avec le béton. Les poutres coulées avec des fibres en acier à 0,5% présentaient des capacités de cisaillement plus élevées que celles coulées avec des fibres de basalte et de polypropylène de 23 et 16% respectivement, alors que les poutres coulées avec des fibres en acier à 1% de volume présentaient un gain de 47 et 41%, respectivement, dans leurs capacités. Les capacités de cisaillement prévues selon les équations de la norme CSA-S806-12 étaient conservatrices avec un rapport moyen Vprév/Vexp de 0,80 (écart type, ÉT = 0,12) pour les poutres sans fibres. Les modèles établis par Shin (1994) et Gopinath (2016) ont fourni de bonnes prévisions quant aux capacités de cisaillement des poutres en béton renforcé de fibres de basalte avec des ratios moyens Vprév/Vexp de 1,34 (ÉT = 0,09) et de 1,35 (ÉT = 0,07), respectivement. De même, le modèle de Shin (1994) a bien prédit les capacités de cisaillement des poutres en béton armé de fibres de polypropylène avec un rapport Vprév/Vexp de 1,34 (ÉT = 0,18). Les modèles de Gopinath (2016), Ashour A (1992) et Shin (1994) ont prédit les capacités de cisaillement des poutres en béton armé de fibres d'acier assez raisonnablement avec des ratio Vprév/Vexp de 1,01 (ÉT = 0,06), 1,07 (ÉT = 0,01) et 1,20 (ÉT = 0,08), respectivement. Un nouveau modèle a été proposé pour prédire les capacités de cisaillement des poutres en béton léger fibré renforcées par des barres longitudinales PRFB. Le modèle proposé prédit bien les capacités de cisaillement des poutres en béton léger (avec des fibres de basalte) avec un rapport Vprév/Vexp de 1,01 (ÉT = 0,05) et celles des poutres en béton léger (avec des fibres de polypropylène) avec un rapport Vprév/Vexp de 0,99 (ÉT = 0,06). Le facteur de liaison et la matrice de liaison d'interface utilisés étaient respectivement 0,75 et 4,18 MPa. En même temps, le modèle proposé prédit bien les capacités de cisaillement des poutres coulées avec des fibres d’acier avec un rapport Vprév/Vexp de 0,9 (ÉT = 0,00) quand le facteur de liaison et la matrice de liaison d'interface utilisés étaient respectivement 1,0 et 6,8 MPa.
This study reports on the shear behavior of fiber-reinforced lightweight concrete (FRLWC) beams reinforced with basalt fiber-reinforced polymer (BFRP) bars. Ten beams (150x250x2400 mm) cast with concrete with and without fibers were tested under fourpoint loading configuration until failure occurred. Two beams were cast without fibers and acted as control while the other eight beams were cast with different types and percentages of fiber. The investigated parameters included the fiber type (basalt, polypropylene, and steel fibers), the fibers volume fraction (0, 0.5, and 1.0%), and the beams’ reinforcement ratios (0.95 and 1.37%). Comparison between the experimental results and the analytical models currently available in the literature was performed to assess the applicability of such models for LWC reinforced with BFRP bars. Based on the outcome of the current study, the geometry of fibers played an important role in increasing the number of cracks than those observed in the control beams. The addition of fibers led to a more ductile failure and the rate of crack opening was delayed. Crack width decreased with the increase of the longitudinal reinforcement ratios and the fibers’ volume fractions. Increasing the reinforcement ratio resulted in higher stiffness and decreased its deflection at all stages of loading. Beams cast with 1% of basalt, polypropylene, and steel fibers showed an increase in their shear capacities in compared to control beams about 11, 16, and 63%, respectively. The type of fibers significantly affected the gain in the shear capacities of the beams, which can be attributed to the different physical and mechanical properties of the fibers used such as aspect ratios, lengths, geometries, densities, and their bonding mechanisms. Beams cast with 0.5% steel fibers exhibited higher shear capacities than those cast with basalt and polypropylene fibers by 23 and 16%, respectively, whereas the beams cast with 1% steel fibers showed a gain by 47 and 41%, respectively. The predicted shear capacities according to CSA-S806-12 code provisions were conservative with an average ratio Vpred /Vexp of 0.80 (standard deviation, SD = 0.12) for beams without fibers. Good predictions for the shear capacities of the basalt-fiber reinforced concrete beams (BLWC) were provided by the models derived by Shin (1994) and Gopinath (2016) in which the ratios Vpred /Vexp were 1.34 (SD = 0.09) and 1.35 (SD = 0.07), respectively. Also, the model of Shin (1994) predicted well the shear capacities of the polypropylene-fiber reinforced concrete beams (PLWC) with a Vpred /Vexp ratio of 1.34 and SD of 0.18. The models of Gopinath (2016), Ashour A (1992), and Shin (1994) predicted the shear capacities of steel-fiber reinforced concrete beams (SLWC) fairly reasonable with a Vpred /Vexp ratio of 1.01 (SD = 0.06), 1.07 (SD = 0.01) and 1.20 (SD = 0.08), respectively. A new model was proposed to predict the shear capacities of FRWLC beams reinforced with BFRP longitudinal bars. The proposed model predicted well the shear capacities of BLWC beams with a Vpred /Vexp ratio of 1.01 (SD = 0.05) and those of PLWC beams with a Vpred /Vexp ratio of 0.99 (SD = 0.06). The bond factor and the interface bond matrix used were 0.75 and 4.18 MPa, respectively. The proposed model also predicted well the shear capacities of beams cast with SLWC with a Vpred /Vexp ratio of 0.9 when the bond factor and the interface bond matrix were taken equal to 1.00 and 6.8 MPa, respectively.
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Kim, SangHun Aboutaha Riyad S. "Ductility of carbon fiber-reinforced polymer (CFRP) strengthened reinforced concrete." Related Electronic Resource: Current Research at SU : database of SU dissertations, recent titles available full text, 2003. http://wwwlib.umi.com/cr/syr/main.

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Abdulmajid, Amin Ali Ahmed. "Strengthening of reinforced concrete beams using carbon fibre reinforced plastic." Thesis, Heriot-Watt University, 2007. http://hdl.handle.net/10399/1998.

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FILHO, JULIO JERONIMO HOLTZ SILVA. "CARBON FIBER REINFORCED POLYMER TORSION STRENGTHENING OF REINFORCED CONCRETE BEAMS." PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2007. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=10658@1.

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CONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO
Este estudo teórico-experimental analisa o comportamento até a ruptura de vigas de concreto armado reforçadas externamente à torção com compósitos de fibras de carbono (CFC). No programa experimental, sete vigas de concreto armado, com seção transversal de 20 cm x 40 cm e 420 cm de comprimento, com mesma armadura de aço longitudinal e transversal e concreto com mesma resistência à compressão, foram ensaiadas até a ruptura. As vigas testadas foram divididas em três séries, sendo uma viga de referência sem reforço, três vigas com reforço transversal externo e três vigas com reforço externo transversal e longitudinal. Para a realização dos ensaios foi montada uma estrutura auxiliar de aço capaz de transferir às vigas a solicitação de torção pura. No estudo teórico foram desenvolvidas duas formulações. A primeira formulação, baseada no modelo da treliça espacial generalizada com abrandamento de tensões, apresenta uma sistemática para traçado da curva momento torçor x ângulo de torção por unidade de comprimento de vigas de concreto armado reforçadas à torção. A segunda formulação, fundamentada no modelo da Analogia da Treliça Espacial de acordo com a filosofia de dimensionamento do Eurocode 2, apresenta uma sistemática para dimensionamento de reforço com CFC . As duas metodologias adotam um modelo para determinação da aderência entre o substrato de concreto e o reforço. A inclusão da aderência nos modelos desenvolvidos é de grande importância porque em geral a ruptura do elemento estrutural ocorre devido ao descolamento do CFC. Os resultados experimentais obtidos nos testes das vigas foram utilizados para validar as duas formulações teóricas desenvolvidas. Os resultados experimentais apresentaram boa aproximação quando comparados com os modelos propostos. Verificou-se que todas as vigas reforçadas apresentaram um acréscimo de resistência à torção em torno de 40% em relação à viga de referência. Verificou-se que, após a fissuração, as vigas reforçadas apresentaram perda de rigidez inferior à da viga de referência. Observou-se que o ângulo da fissura medido experimentalmente, o ângulo de inclinação calculado pelo estado de deformação e o ângulo de inclinação calculado pelo estado de tensão da viga apresentaram valores próximos para cada viga.
A theoretical-experimental research on the torsional behavior up to failure of reinforced concrete beams strengthened with external carbon fiber composites (CFC) was carried out. The experimental study comprises a series of seven reinforced concrete beams with the same compressive strength of concrete loaded to failure and subjected to torsion. The beams dimensions were 20 cm x 40 cm x 420 cm. The test specimens had the same internal steel reinforcement. The beams were divided in three series: the reference beam without strengthening; three beams with the external strengthening applied transversally and three beams with the external strengthening applied transversally and longitudinally. For the accomplishment of the tests an auxiliary steel structure was mounted, capable to transfer to the beams the pure torsion moment. In the theoretical study two analytical procedures were developed. The first formulation, based on the softened space truss model for torsion, presents a systematic to obtain the curve torsion moment x torsion angle per length unit of the reinforced concrete beams with CFC torsion strengthening. The second systematic, based on the Space Truss Model in accordance with the Eurocode 2, presents the design of the CFC strengthening. Both methodologies adopt the Chen and Teng bond model between concrete and CFC. The consideration of the bond in the developed models is very important because the failure of the concrete members often occurs from debonding of the CFC. The experimental results from the beams tests were used to validate the two analytical procedures. Good agreement was obtained with the experimental and analytical results. For all the strengthened beams the average values of torsion strength were increased by 40% when compared to the reference beam. After cracking, the loss of rigidity in the strengthened beams was lower then in the reference beam. The cracking angle experimentally measured and the strut angles evaluated by strain state and stress state presented close values.
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Saifullah, Mohammad. "Effect of reinforced corrosion on bond strength in reinforced concrete." Thesis, University of Birmingham, 1994. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.496283.

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Premature deterioration of reinforced/prestressed concrete structures due to corrosion is of considerable current concern. One detrimental effect of corrosion of reinforcing/prestressing steel is the reduction of bond between steel and concrete due to the development of corrosion products at the interface. This thesis examines the influence of localized corrosion of reinforcing bars/ untensioned prestressing strands on their bond strength in concrete. In addition, an analytical study is conducted in order to investigate the complex behaviour due to cracking of cover concrete, non-uniform corrosion, presence of softened paste layer at the interface between steel and concrete, and stress relaxation due to creep in relation to the bond strength. The conditions of severe localized corrosion were simulated electrochemically. The main variables were cover-to-bar diameter ratio, reinforcement type, and corrosion rate. The influence of reinforcing/prestressing steel corrosion and cracking of the concrete cover on the behaviour of bond were studied at different stages of corrosion: non-corrosion, precracking, cracking, and postcracking levels. It was found that the bond strength increased with corrosion up to a certain amount. However, with the progressive increase in corrosion, the bond strength decreased very rapidly until the cracking of cover concrete, and then decreased at a very slow rate in the postcracking stage. The untensioned prestressing strands showed almost similar general behaviour but were found relatively more deteriorated due to corrosion in the postcracking stage under the similar corrosive conditions. The structural properties of steel such as yield strength and ultimate tensile strength were influenced significantly due to the enormous local reduction in cross-sectional area of the reinforcing/prestressing steel by corrosion. The test data showed that the percentage corrosion required to cause cracking of cover concrete varied linearly with cover-to-bar diameter ratio. Bond-slip studies at different stages of corrosion indicated that bond stiffness increases and then decreases with the increase of corrosion of reinforcing steel in concrete. Corroded prestressing strands exhibited a nonlinear bond-slip relationship. Corrosion rate was found to be a significant variable. Pullout bond specimens using deformed bars were exposed to the current densities of 4.0,2.0, 1.0,0.5,0.25,0.15,0.09, and 0.04 mA/cm'. Bond behaviour was studied at the cracking stage and after 20% corrosion. The results indicated a significant and non-linear effect of corrosion on bond strength. Both corrosion to cause cracking and bond strength as a ratio of the non-corroded bond strength increased with an increase of current density up to about 0.15-0.25 mA/CM2 , and then decreased with a further increase in current density. This explains the different results obtained by previous researchers at different corrosion rates. Finite element analysis of the effect of concrete cover at the stages of internal and surface cracking confirmed the behaviour found in the laboratory study. The presence of an interfacial softened paste layer showed no significant effect on the expansive pressure. The study of the relaxation of stresses due to creep showed that the high degradation in bond strength at high rate of corrosion was significantly contributed by the relaxation of stresses due to creep at the cracking stage. However, in the postcracking stage, creep showed little effect on the stresses in the concrete surrounding the reinforcing bar. It is concluded that it is extremely difficult to extrapolate laboratory data to field conditions. However, a simple assessment rule is proposed.
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Breña, Sergio F. "Strengthening reinforced concrete bridges using carbon fiber reinforced polymer composites /." Full text (PDF) from UMI/Dissertation Abstracts International, 2000. http://wwwlib.umi.com/cr/utexas/fullcit?p3004223.

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Books on the topic "Reinforced"

1

F, Babington Mary, Mapes Jennifer L, Socha Sean T, Senturia Dagfinn, and Freedonia Group, eds. Reinforced plastics. Cleveland: Freedonia Group, 1999.

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Gabriele, Knödler, ed. Reinforced soil. Stuttgart: IRB-Verlag, 1989.

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Holland, R. Reinforced concrete. London: Thomas Telford, 1997.

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V, Rosato Dominick, and Murphy, John, 1934 May 23-, eds. Reinforced plastics handbook. 3rd ed. Oxford: Elsevier Advanced Technology, 2004.

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Mosley, W. H., J. H. Bungey, and R. Hulse. Reinforced Concrete Design. London: Macmillan Education UK, 1999. http://dx.doi.org/10.1007/978-1-349-14911-7.

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K. Bajpai, Pramendra, and Inderdeep Singh, eds. Reinforced Polymer Composites. Weinheim, Germany: Wiley-VCH Verlag GmbH & Co. KGaA, 2019. http://dx.doi.org/10.1002/9783527820979.

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Mosley, W. H., and J. H. Bungey. Reinforced Concrete Design. London: Macmillan Education UK, 1987. http://dx.doi.org/10.1007/978-1-349-18825-3.

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Mosley, W. H., and J. H. Bungey. Reinforced Concrete Design. London: Macmillan Education UK, 1990. http://dx.doi.org/10.1007/978-1-349-20929-3.

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Mosley, W. H., and J. H. Bungey. Reinforced Concrete Design. London: Macmillan Education UK, 1990. http://dx.doi.org/10.1007/978-1-349-13058-0.

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L, Gamble W., ed. Reinforced concrete slabs. 2nd ed. New York: Wiley, 2000.

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Book chapters on the topic "Reinforced"

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Schlosser, F., and M. Bastick. "Reinforced Earth." In Foundation Engineering Handbook, 778–95. Boston, MA: Springer US, 1991. http://dx.doi.org/10.1007/978-1-4615-3928-5_21.

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Rosato, Dominick V., Donald V. Rosato, Marlene G. Rosato, and Nick R. Schott. "Reinforced Plastics." In Plastics Institute of America Plastics Engineering, Manufacturing & Data Handbook, 1007–141. Boston, MA: Springer US, 2001. http://dx.doi.org/10.1007/978-1-4615-1615-6_16.

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Newton, Peter H. "Reinforced Concrete." In Structural Detailing, 43–49. London: Macmillan Education UK, 1991. http://dx.doi.org/10.1007/978-1-349-12448-0_5.

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Bailey, Harold, and David Hancock. "Reinforced Brickwork." In Brickwork 3 and Associated Studies, 26–30. London: Macmillan Education UK, 1990. http://dx.doi.org/10.1007/978-1-349-11381-1_3.

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Manevitch, Leonid I., Victor G. Oshmyan, and Igor V. Andrianov. "Reinforced plates." In Foundations of Engineering Mechanics, 76–127. Berlin, Heidelberg: Springer Berlin Heidelberg, 2002. http://dx.doi.org/10.1007/978-3-540-44571-5_5.

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Manevitch, Leonid I., Victor G. Oshmyan, and Igor V. Andrianov. "Reinforced shells." In Foundations of Engineering Mechanics, 156–87. Berlin, Heidelberg: Springer Berlin Heidelberg, 2002. http://dx.doi.org/10.1007/978-3-540-44571-5_7.

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Gooch, Jan W. "Reinforced Plastic." In Encyclopedic Dictionary of Polymers, 621. New York, NY: Springer New York, 2011. http://dx.doi.org/10.1007/978-1-4419-6247-8_9887.

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Gooch, Jan W. "Reinforced Thermoplastic." In Encyclopedic Dictionary of Polymers, 621. New York, NY: Springer New York, 2011. http://dx.doi.org/10.1007/978-1-4419-6247-8_9888.

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Newton, Peter H. "Reinforced Concrete." In Structural Detailing, 43–48. London: Macmillan Education UK, 1985. http://dx.doi.org/10.1007/978-1-349-07253-8_5.

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Blubaugh, David Allen, Steven D. Harbour, Benjamin Sears, and Michael J. Findler. "Reinforced Learning." In Intelligent Autonomous Drones with Cognitive Deep Learning, 363–76. Berkeley, CA: Apress, 2022. http://dx.doi.org/10.1007/978-1-4842-6803-2_9.

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Conference papers on the topic "Reinforced"

1

"Deflection of Reinforced Concrete Beams Reinforced by Fiber Reinforced Polymer Grids with Various Joint Designs." In SP-188: 4th Intl Symposium - Fiber Reinforced Polymer Reinforcement for Reinforced Concrete Structures. American Concrete Institute, 1999. http://dx.doi.org/10.14359/5680.

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"Structural Reliability for Fiber Reinforced Polymer Reinforced Concrete Structures." In SP-188: 4th Intl Symposium - Fiber Reinforced Polymer Reinforcement for Reinforced Concrete Structures. American Concrete Institute, 1999. http://dx.doi.org/10.14359/5679.

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"Concrete Columns Reinforced by Glass Fiber Reinforced Polymer Rods." In SP-188: 4th Intl Symposium - Fiber Reinforced Polymer Reinforcement for Reinforced Concrete Structures. American Concrete Institute, 1999. http://dx.doi.org/10.14359/5614.

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"Reinforced Concrete Cap Beam Strengthening Using Fiber Reinforced Polymer Composites." In SP-188: 4th Intl Symposium - Fiber Reinforced Polymer Reinforcement for Reinforced Concrete Structures. American Concrete Institute, 1999. http://dx.doi.org/10.14359/5647.

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"Influence of Separation on Flexural Performance of Reinforced Concrete Beams Reinforced by Carbon Fiber Reinforced Polymer Sheets." In SP-188: 4th Intl Symposium - Fiber Reinforced Polymer Reinforcement for Reinforced Concrete Structures. American Concrete Institute, 1999. http://dx.doi.org/10.14359/5688.

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"One-Way Slabs Reinforced with Glass Fiber Reinforced Polymer Reinforcing Bars." In SP-188: 4th Intl Symposium - Fiber Reinforced Polymer Reinforcement for Reinforced Concrete Structures. American Concrete Institute, 1999. http://dx.doi.org/10.14359/5629.

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"Failure of Over-Reinforced Hybrid Fiber Reinforced Polymer Concrete Beam Columns." In SP-188: 4th Intl Symposium - Fiber Reinforced Polymer Reinforcement for Reinforced Concrete Structures. American Concrete Institute, 1999. http://dx.doi.org/10.14359/5616.

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"Design Recommendations for Bridge Deck Slabs Reinforced by Fiber Reinforced Polymers." In SP-188: 4th Intl Symposium - Fiber Reinforced Polymer Reinforcement for Reinforced Concrete Structures. American Concrete Institute, 1999. http://dx.doi.org/10.14359/5633.

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"Retrofit of Reinforced Concrete Bridges with Carbon Fiber Reinforced Polymer Composites." In SP-188: 4th Intl Symposium - Fiber Reinforced Polymer Reinforcement for Reinforced Concrete Structures. American Concrete Institute, 1999. http://dx.doi.org/10.14359/5644.

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Grassi, Lorenzo, Dmitry Khovratovich, Reinhard Lüftenegger, Christian Rechberger, Markus Schofnegger, and Roman Walch. "Reinforced Concrete." In CCS '22: 2022 ACM SIGSAC Conference on Computer and Communications Security. New York, NY, USA: ACM, 2022. http://dx.doi.org/10.1145/3548606.3560686.

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Reports on the topic "Reinforced"

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Phillips, Shawn H., Timothy S. Haddad, Rusty L. Blanski, Andre Y. Lee, and Richard A. Vaia. Molecularly Reinforced Polymers. Fort Belvoir, VA: Defense Technical Information Center, June 2001. http://dx.doi.org/10.21236/ada409917.

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Brady, Pamalee A., and Orange S. Marshall. Shear Strengthening of Reinforced Concrete Beams Using Fiber-Reinforced Polymer Wraps. Fort Belvoir, VA: Defense Technical Information Center, October 1998. http://dx.doi.org/10.21236/ada359462.

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Hirschfeld, D. A., and J. J. Jr Brown. Whisker reinforced glass ceramic. Office of Scientific and Technical Information (OSTI), June 1996. http://dx.doi.org/10.2172/266920.

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Pascall, A. Lattice Reinforced Cermet Materials. Office of Scientific and Technical Information (OSTI), September 2021. http://dx.doi.org/10.2172/1823691.

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Karg, Karin, David Powell, and Jim Burnett. Chopped Fiber Discontinuously Reinforced Aluminum. Fort Belvoir, VA: Defense Technical Information Center, March 2003. http://dx.doi.org/10.21236/ada417412.

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Rodriguez-Ver, Rita, Nicolas Lombardi, and Marcelo Machado. Fiber Reinforced Polymer Bridge Decks. West Lafayette, Indiana: Purdue University, 2011. http://dx.doi.org/10.5703/1288284314242.

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Henderson, John G., Allan W. Gunderson, larry Hjelm, Craig Riviello, and Franklin Wawner. Discontinuously Reinforced Metals -- Industry Assessment. Fort Belvoir, VA: Defense Technical Information Center, September 1998. http://dx.doi.org/10.21236/ada387005.

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Caputo, A. J., R. A. Lowden, and H. H. Moeller. Fiber-reinforced ceramic tubular composites. Office of Scientific and Technical Information (OSTI), November 1988. http://dx.doi.org/10.2172/6525667.

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Zander, Nicole E. Epoxy Nano-Reinforced Composite Systems. Fort Belvoir, VA: Defense Technical Information Center, February 2008. http://dx.doi.org/10.21236/ada478363.

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Bank, Lawrence C., Anthony J. Lamanna, James C. Ray, and Gerardo I. Velazquez. Rapid Strengthening of Reinforced Concrete Beams with Mechanically Fastened, Fiber-Reinforced Polymeric Composite Materials. Fort Belvoir, VA: Defense Technical Information Center, March 2002. http://dx.doi.org/10.21236/ada400415.

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