Relevant bibliographies by topics / Bending reinforced concrete elements

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Academic literature on the topic 'Bending reinforced concrete elements'

Author: Grafiati
Published: 28 May 2022
Last updated: 29 May 2022

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Journal articles on the topic "Bending reinforced concrete elements"

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Kochkarev, Dmitriy, Taliat Azizov, and Tatyana Galinska. "Bending deflection reinforced concrete elements determination." MATEC Web of Conferences 230 (2018): 02012. http://dx.doi.org/10.1051/matecconf/201823002012.

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Longitudinal reinforced concrete elements stiffness exhaustion, often used in building practice, precedes obtaining bearing capacity, and therefore deflections determination becomes a determining factor in their design. In connection with it precise methods for determining such reinforced concrete elements deflections become especially relevant. The elastic-plastic properties of concrete and cracks in the stretched zone of reinforced concrete elements lead to a significant change in their bending stiffness. That is why the deflections determined by the materials classical resistance formulas differ significantly from the real ones. A large quantity of methods for determining deflections is based on the elastic characteristics correction of reinforced concrete elements consolidated section. Such methods, although providing calculation satisfactory results, are rather approximate and have empirical nature, due to it they have limited application. More precise calculation methods consist of curvature usage to determine deflections. The curvature of reinforced concrete elements cross sections is determined directly from the equilibrium equations, which are written taking into account nonlinear materials deformation diagrams. Calculation examples for bending reinforced concrete elements deflection are given.
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Pavlikov, A., D. Kochkarev, and O. Garkava. "STRENGTH OF REINFORCED CONCRETE IN BENDING ELEMENTS CALCULATIONS." ACADEMIC JOURNAL Series: Industrial Machine Building, Civil Engineering 1, no. 48 (March 27, 2017): 62–71. http://dx.doi.org/10.26906/znp.2017.48.227.

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The concept of the design strength of reinforced concrete in bending elements is proposed. This concept can be considered a generalized description of concrete. Such approach makes it possible to consider not only the separate strength of concrete and reinforcement, but also their interaction. The design strength of reinforced concrete is determined by ratio of force, which causes destruction of the standard reinforced concrete specimen, to the corresponding geometric characteristic. It was found that using the introduced concept the calculation of reinforced concrete elements can be reduced to well-known formulas of the strength of materials. It is based on generally accepted hypothesis and stress-strain diagrams of materials. The engineering method is developed, which allows to calculate the strength of the bending reinforced concrete elements of rectangular and circular cross-sections equally simple.
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Abdukhalimjohnovna, Mirzaakhmedova Ugiloy. "Failure Mechanism Of Bending Reinforced Concrete Elements Under The Action Of Transverse Forces." American Journal of Applied sciences 02, no. 12 (December 27, 2020): 36–43. http://dx.doi.org/10.37547/tajas/volume02issue12-07.

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The article under discussion reveals the formation and development of inclined sections in bent reinforced concrete elements under the action of transverse forces. It is established that the strength of the bending element depends on the shape of destruction. Criterion of strength in a flat stress-strain state has been used to evaluate the work of the bending element.
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Kochkarev, Dmytro, Tatyana Galinska, and Oleksandr Tkachuk. "Normal Sections Calculation of Bending Reinforced Concrete and Fiber Concrete Elements." International Journal of Engineering & Technology 7, no. 3.2 (June 20, 2018): 176. http://dx.doi.org/10.14419/ijet.v7i3.2.14399.

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The basic principles of the normal sections calculation of reinforced concrete and fiber reinforced concrete bending elements are considered. In the article the power and deformation methods of calculation of reinforced concrete and fiber concrete elements of rectangular cross-section are presented. The deformation model of the calculation of reinforced concrete and fiber concrete elements is presented in the framework of the method of calculation resistance of the section. This method makes possible from the common methodological positions to perform calculations of reinforced concrete and fiber concrete elements. Namely, to select reinforcement and to determine the carring capacity. The proposed deformation model for calculating fiber concrete elements is based on generally accepted preconditions. A hypothesis of plane cross sections is accepted as fair. The deformation diagram of compressed concrete is described by a nonlinear function with established parametric points. Distribution of stresses in stretched concrete is taken rectangular with corresponding coefficients which are taken depending on the type of deformation diagram. Determination of the carring capacity of fiber concrete elements occurs under extreme deformation criteria. Two cases of destruction of the investigated elements are considered. The first case is the destruction due to the achievement of limiting deformations in the concrete of the compressed zone with the simultaneous achievement of the fluidity limit in the working reinforcement. The second case is the destruction due to the achievement of limiting deformations in the concrete of the compressed zone without reaching the fluidity limit in the working reinforcement. Both cases of calculation are reduced to one functional dependence. This avoids the delimitation of different calculation cases. The main no dimensional modifier is the mechanical coefficient of reinforcement. According to the developed method, examples of calculations of reinforced concrete, fiber reinforced concrete elements and fiber concrete elements with longitudinal reinforcement are executed. The possibility of a spread variant design of reinforced concrete and fiber concrete elements is shown.
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ZAMALIEV, F. S., and A. G. TAMRAZYAN. "TO CALCULATION OF STEEL-REINFORCED CONCRETE RIBBED PLATES FOR REFURBISHED FLOORS." Building and reconstruction 97, no. 5 (2021): 3–15. http://dx.doi.org/10.33979/2073-7416-2021-97-5-3-15.

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Analyzes national experience of restoring the old buildings floors. An assessment of the wood-reinforced concrete using experience, steel-reinforced concrete floor structures and methods for calculating load-bearing elements of a composite section is given. It is noted that the current design standards and existing methods for calculating steel-reinforced concrete structures of civil buildings and bridge structures use simplified calculation methods and do not reflect the actual stress-strain state of a bent element, do not take into account the initial pre-operational deformations and stresses, and do not lead to economical design solutions. Sometimes they lead to incorrect results. Expressions of internal moments and forces of steel-reinforced concrete bending elements are presented from the equilibrium conditions of a composite element, taking into account pre-operational forces. The results of our own experiments are presented, where it is shown that during the hardening of concrete, beams and slabs receive deformations in the form of reverse deflection (bending), and internal stresses arise in the sections of steel-reinforced concrete elements. Formulas are given for calculating the deflections of bending elements taking into account their initial deformations. To compare the calculation results of the proposed method for calculating steel-reinforced concrete elements, taking into account the initial deformations and stresses, the data of our own experiments were used and comparisons were given. Satisfactory convergence of the results is shown.
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Karpenko, N. I., Vl I. Kolchunov, and V. I. Travush. "CALCULATION MODEL OF A COMPLEX STRESS REINFORCED CONCRETE ELEMENT OF A BOXED SECTION DURING TORSION WITH BENDING." Russian Journal of Building Construction and Architecture, no. 3(51) (July 21, 2021): 7–26. http://dx.doi.org/10.36622/vstu.2021.51.3.001.

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Statement of the problem. Based on the analysis of domestic and foreign scientific publications and guidelines, it is found that the known deformation models for the calculation of complex tensile reinforced concrete elements during torsional bending are quite conditional. Therefore the article considers the solution of the problem of designing a computational model of a reinforced concrete element during torsion with bending in the post-crack stage, which most fully accounts for the specifics of crack formation, deformation and destruction of such elements. The case is considered for when among all possible external influences the action of torques and bending moments has the greatest influence on the stress-strain. Results. Using the equations of statics and physical ratios of reinforced concrete, the calculated parameters are identified such as stresses in concrete of compressed zone, height of compressed concrete, stresses in clamps, deformations in concrete and reinforcement, curvature and torsion angle of reinforced concrete element. Conclusions. The obtained analytical dependences were tested by means of numerical calculation of the reinforced concrete strapping crossbar of the outer contour of a residential building of box section of high-strength concrete. The suggested deformation model can be employed in the design of a wide class of reinforced concrete structures working on torsional bending.
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Sarkisov, Dmitriy, Nikolay Gorlenko, Gleb Gorynin, Yuri Sarkisov, Gafurzhan Izmailov, and Tatyana Shepelenko. "Strength and deformability of reinforced concrete elements under oblique eccentric short-term dynamic compression, tension and bending." E3S Web of Conferences 164 (2020): 14008. http://dx.doi.org/10.1051/e3sconf/202016414008.

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The paper deals with research data of reinforced concrete rectangular and I-shaped cross-section elements, operating under oblique eccentric short-term dynamic compression, tension and bending. The method of reinforced concrete elements calculation using the theory of surfaces of relative resistance regarding strength and crack resistance is suggested. It is based on the deformation model with the use of real nonlinear diagrams of concrete and reinforcement. This method makes it possible to observe strength and crack resistance of reinforced concrete elements sections in the entire range of loadings from the central tension to axial compression. Experimental investigation of symmetrically reinforced concrete elements on oblique eccentric short-term dynamic compression, tension and oblique bending was carried out. Effect of longitudinal force level on strain distribution through the depth of section, bearing capacity, the failure scheme and other parameters are estimated.
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PANFILOV, Denis A., Nikolay A. ILIYIN, Sergey S. MORDOVSKY, and Yana A. BUZOVSKAYA. "EXPERIMENTAL TEST INSTALLATION OF BENDING REINFORCED CONCRETE BEAM ELEMENTS." Urban construction and architecture 9, no. 3 (September 15, 2019): 12–16. http://dx.doi.org/10.17673/vestnik.2019.03.2.

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The article outlines a new technical solution related to the field of construction, in particular to the testing technique, the testing of materials and structures, and the application for conducting experimental studies of the strength and deformability parameters of reinforced concrete beam elements under static bending conditions. The experimental installation includes a pre-assembled booth, a loading mechanism, a force measuring device, a thrust element and a strap clamp. In this case, the stand contains a stop element, jacks, tensioning clamps, test specimen. The supporting element is composite and contains a base in the form of a channel and an amplifier in the form of a two-lobe. Clamping hooks are made in the form of tight fastened anchorages, equipped with roller supports. As a loading device, jacks are installed in the crevice-slot of the channel and secured by mounting screws to the base of the thrust element. The compact, simple and easy experimental installation with the increased reliability of the power device, tensioning clamps and roller bearings of the subject under bending of the concrete sample is offered.
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Gomon, Svyatoslav, Vitaliy Marchuk, Oleksandr Nalepa, Volodymyr Romanyuk, and Yuriy Ziatіuk. "Effective methods to strengthen the bending reinforced concrete elements." ACTA SCIENTIARUM POLONORUM - Architectura Budownictwo 21, no. 1 (February 25, 2022): 51–56. http://dx.doi.org/10.22630/aspa.2022.21.1.6.

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Holčapek, Ondřej. "Investigation of Bending Capacity of Concrete Elements Strengthened by Textile Reinforced Concrete." Applied Mechanics and Materials 827 (February 2016): 227–30. http://dx.doi.org/10.4028/www.scientific.net/amm.827.227.

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Presented contribution deals with using textile reinforced concrete containing newly invented high strength cement matrix for strengthening concrete structures. The issue of old concrete ́s surface interaction with newly applied slim layer of textile reinforced concrete is investigated and verified by bending test. Water to binder ration under 0.3, maximum size of used silica sand 1.2 mm, and compressive strength over 100 MPa characterize used fine grain cement matrix. Over 12 months old beams with dimension 100 x 100 x 400 mm made from ordinary concrete were used for strengthening during performed experimental program. Strengthening took place on bending side. Different number (1, 3 and 5) of textile fabrics made from alkali-resistant glass (surface density 275 g/m2) was applied into slim layer of cement composite. Increasing number of used fabrics leads to different failure mode due shearing force action.
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Dissertations / Theses on the topic "Bending reinforced concrete elements"

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Lodi, Sarosh Hashmat. "Reinforced concrete slab elements under bending and twisting moments." Thesis, Heriot-Watt University, 1997. http://hdl.handle.net/10399/1192.

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Castori, Giulia. "Interaction between axial force, shear and bending moment in reinforced concrete elements." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2015. http://amslaurea.unibo.it/8519/.

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Il collasso di diverse colonne, caratterizzate da danneggiamenti simili, quali ampie fessure fortemente inclinate ad entrambe le estremità dell’elemento, lo schiacciamento del calcestruzzo e l’instabilità dei ferri longitudinali, ha portato ad interrogarsi riguardo gli effetti dell’interazione tra lo sforzo normale, il taglio ed il momento flettente. Lo studio è iniziato con una ricerca bibliografica che ha evidenziato una sostanziale carenza nella trattazione dell’argomento. Il problema è stato approcciato attraverso una ricerca di formule della scienza delle costruzioni, allo scopo di mettere in relazione lo sforzo assiale, il taglio ed il momento; la ricerca si è principalmente concentrata sulla teoria di Mohr. In un primo momento è stata considerata l’interazione tra solo due componenti di sollecitazione: sforzo assiale e taglio. L’analisi ha condotto alla costruzione di un dominio elastico di taglio e sforzo assiale che, confrontato con il dominio della Modified Compression Field Theory, trovata tramite ricerca bibliografica, ha permesso di concludere che i risultati sono assolutamente paragonabili. L’analisi si è poi orientata verso l’interazione tra sforzo assiale, taglio e momento flettente. Imponendo due criteri di rottura, il raggiungimento della resistenza a trazione ed a compressione del calcestruzzo, inserendo le componenti di sollecitazione tramite le formule di Navier e Jourawsky, sono state definite due formule che mettono in relazione le tre azioni e che, implementate nel software Matlab, hanno permesso la costruzione di un dominio tridimensionale. In questo caso non è stato possibile confrontare i risultati, non avendo la ricerca bibliografica mostrato niente di paragonabile. Lo studio si è poi concentrato sullo sviluppo di una procedura che tenta di analizzare il comportamento di una sezione sottoposta a sforzo normale, taglio e momento: è stato sviluppato un modello a fibre della sezione nel tentativo di condurre un calcolo non lineare, corrispondente ad una sequenza di analisi lineari. La procedura è stata applicata a casi reali di crollo, confermando l’avvenimento dei collassi.
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Óskarsson, Einar. "Redistribution of bending moments in concrete slabs in the SLS." Thesis, KTH, Bro- och stålbyggnad, 2014. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-149300.

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The finite element method (FEM) is commonly used to design the reinforcement in concrete slabs. In order to simplify the analysis and to be able to utilize the superposition principle for evaluating the effect of load combinations, a linear analysis is generally adopted although concrete slabs normally have a pronounced non-linear response. This type of simplification in the modeling procedure will generally lead to unrealistic concentrations of cross-sectional moments and shear forces. Concrete cracks already at service loads, which leads to redistribution of moments and forces. The moment- and force-peaks, obtained through linear finite element analysis, can be redistributed to achieve a distribution more similar to what is seen in reality. The topic of redistribution is however poorly documented and design codes, such as the Eurocode for concrete structures, do not give descriptions of how to perform this in practice. In 2012, guidelines for finite element analysis for the design of reinforced concrete slabs were published in a joint effort between KTH Royal Institute of Technology, Chalmers University of Technology and ELU consulting engineers, which was financially supported by the Swedish Transport Administration. These guidelines aim to include the non-linear response of reinforced concrete into a linear analysis. In this thesis, the guidelines mentioned above are followed to obtain reinforcement plans based on crack control, for a fictitious case study bridge by means of a 3D finite element model. New models were then constructed for non-linear analyses, where the reinforcement plans were implemented into the models by means of both shell elements as well as a mixture of shell and solid elements. The results from the non-linear analyses have been compared to the assumptions given in the guidelines. The results from the non-linear analyses indicate that the recommendations given in the aforementioned guidelines are indeed reasonable when considering crack width control. The shell models yield crack widths equal to approximately half the design value. The solid models, however, yielded cracks widths that were 15 - 20$\%$ lower than the design value. The results show that many factors attribute to the structural behavior during cracking, most noticeably the fracture energy, a parameter not featured in the Eurocode for concrete structures. Some limitations of the models used in this thesis are mentioned as well as areas for further improvement.
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Mahboob, Amir. "Study of the structural behavior of hybrid elements of carbon fiber reinforced polymer and concrete." Doctoral thesis, Universitat Politècnica de Catalunya, 2021. http://hdl.handle.net/10803/673230.

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Creating sustainability and public infrastructure is a fairly recent subject the engineering community has been debating. Introducing new building materials or introducing new structural designs is a strategy for constructing buildings that have long-term reliability and low maintenance requirements. Fiber-reinforced polymers (FRP) are one of the innovative approaches in the field of civil engineering that offer promising results in this regard. In order to maximize the usage of FRP forms, researchers suggested the development of hybrid structural structures by mixing composite materials with standard materials, such as concrete, to enhance the stability, ductility and buckling resistance of single FRP members. Nevertheless, these composite solutions need more preliminary research to prove its feasibility due to the complexity and large range of hybrid components. However, as there is a current shortage of compulsory codes for the design of composite structures and consequently FRP-concrete members, accurate predictive models need to be created. Thus, the present work aims at testing the structural efficiency of hybrid slabs made of CFRP sheets under a concrete layer in bending and shear configurations by carrying an experimental and analytical analysis. Using Carbon Fiber Reinforced Polymer (CFRP) bonded with resin is usual to strengthen concrete slabs or other elements. This thesis introduces a novel technological definition of thin CFRP-concrete unidirectional hybrid slabs. In bending part, experimental quasi-static three-points bending tests and modal analysis tests were carry out to analyze the influence of the connection systems on the dynamic response. Moreover, the corresponding analytical methodology to calculate their response are presented. Four different connection strategies between CFRP sheet and concrete were tested. These included flexible mesh embedding and particle-based frictional enhancement. The maximum bending moment, the evolution of the neutral axis, the comparison between external moment (calculated from applied load) and internal moment (calculated from strain distribution), the CFRP-concrete interface shear stress, and the evolution of the vertical displacement at the loading point are the main results obtained from the tests. In shear part, this work investigates the shear behavior of hybrid slabs that used different types of particles and/or a flexible high strength fabric to connect both materials: concrete and CFRP sheet. Several pure-shear experiments have been carried out to characterize the interface shear response of these hybrid elements. These increase the experimental database on CFPR-concrete shear connection systems. Experimental results showed that the improvement resulting from fabric embedding is far more significant than other tested connection elements at increasing the shear connection strength between the parts of the composite slabs. Results are divided with technological and scientific contributions. The feasibility of using CFRP sheets in hybrid unidirectional slabs instead of steel sheets is the main technological contribution, which also offers the following advantages: lighter weight and resistance to corrosion. Qualitative and quantitative analysis of the CFRP-concrete connection alternatives point out that combining adherence and frictional based strategies is the most promising method. An analytical method for the modelling of concrete slabs with CFRP was developed. In function of full cross-section interaction some equations for bending ultimate limit states were suggested. The possibility of using simpler formulas for quantifying interlayer slip effects was analyzed in assessing deflections, flexural stiffness, bending efficiency and normal and shear stress distributions. The proposed analytical method was able to capture the structural behavior and performance of the specimens.
La creació d'infraestructura pública i sostenible és un tema de plena actualitat que la comunitat de l¿enginyeria ha estat debatent des de fa anys. Els polímers reforçats amb fibra (FRP) són un dels materials innovadors en el camp de l'enginyeria civil que ofereixen resultats prometedors en aquest sentit. Per maximitzar l'ús de formes de FRP s'estan desenvolupant estructures híbrides barrejant materials compostos amb materials tradicional, com el formigó, per millorar l'estabilitat, ductilitat i resistència al vinclament de membres individuals de FRP. A més, com hi ha una escassetat actual de codis obligatoris per al disseny d'estructures compostes i, en conseqüència, elements de formigó FRP, cal crear models predictius necessaris perquè es puguin estandarditzar. Abordar els problemes esmentats anteriorment és essencial per augmentar la introducció de materials compostos avançats en tipus comuns d'obres i construccions públiques. Així, el present treball té com a objectiu provar l'eficiència estructural de lloses híbrides de làmines de CFRP amb una capa de formigó, en configuracions de flexió i tallant, mitjançant la realització d'un anàlisi experimental i analític. L'ús de polímers reforçats amb fibra de carboni (CFRP) unit amb resina és habitual per reforçar lloses i altres elements de formigó. Aquesta tesi introdueix una definició tecnològica innovadora de lloses híbrides unidireccionals de formigó-CFRP de làmina prima. A la part de flexió es van realitzar assajos experimentals de flexió quasiestàtics, de tres punts, i assajos d'anàlisi modal per analitzar la influència dels sistemes de connexió en la resposta dinàmica. Així mateix, es presenta la metodologia analítica corresponent per calcular la seva resposta. Es van provar quatre estratègies de connexió diferents entre la làmina de CFRP i el formigó. Aquestes van incloure l¿embegut de malla flexible en el formigó i la millora de la fricció basada en partícules. El moment flector màxim, l'evolució de l'eix neutre, la comparació entre el moment extern (calculat a partir de la càrrega aplicada) i el moment intern (calculat a partir de les deformacions), l'esforç tallant de la interfície CFRP-formigó i l'evolució del desplaçament vertical en el punt de càrrega, són els principals resultats obtinguts de les proves. Aquest treball investiga el comportament rasant de lloses híbrides on els materials de CFRP i formigó es van connectar mitjançant diferents tipus d'agregats i tèxtils flexibles d'alta resistència. S'han dut a terme experiments de tall pur per caracteritzar la resposta de la interfície d'aquests elements híbrids. Aquests assajos augmenten la base de dades experimental sobre sistemes de connexió de tall de formigó-CFPR. Els resultats experimentals van mostrar que la tela embeguda produeix una millora en l'augment de la resistència estructural de manera molt més significativa que amb altres sistemes de connexió provats. La viabilitat d'utilitzar xapes de CFRP en lloses unidireccionals híbrides, en lloc de xapes d'acer, és la principal aportació tecnològica que, a més, ofereix els següents avantatges: menor pes i major resistència a la corrosió. Els anàlisis qualitatiu i quantitatiu de les alternatives de connexió CFRP-formigó assenyalen que la combinació d'estratègies basades en adherència i fricció és el mètode més prometedor. Així mateix, es va desenvolupar un mètode analític per a la modelització de lloses de formigó amb CFRP. En funció dels principis de la interfície completa, es suggereixen equacions per calcular els estats límit últims. La possibilitat d'utilitzar fórmules més simples per quantificar els efectes de lliscament entre capes va ser analitzada en l'avaluació de deflexions, rigidesa de flexió, eficiència de flexió i distribucions d'esforços normals i tallants. El mètode analític proposat va ser capaç de capturar el comportament estructural i el rendiment mecànic de les mostres.
La creación de infraestructura pública y sostenible es un tema de plena actualidad que la comunidad de ingenieros ha estado debatiendo desde hace años. La introducción de nuevos materiales de construcción o la introducción de nuevos diseños estructurales es una estrategia eficiente para construir edificios que tengan fiabilidad a largo plazo y requisitos de bajo mantenimiento. Los polímeros reforzados con fibra (FRP) son uno de los materiales innovadores en el campo de la ingeniería civil que ofrecen resultados prometedores en este sentido. Para maximizar el uso de formas de FRP se están desarrollando estructuras híbridas mezclando materiales compuestos con materiales estándar, como el hormigón, para mejorar la estabilidad, ductilidad y resistencia al pandeo de miembros individuales de FRP. Sin embargo, estas soluciones compuestas necesitan más investigación preliminar para demostrar su viabilidad debido a la complejidad y la amplia gama de componentes híbridos. Además, como existe una escasez actual de códigos obligatorios para el diseño de estructuras compuestas y, en consecuencia, elementos de hormigón FRP, es necesario crear modelos predictivos precisos para que puedan estandarizarse. Abordar los problemas mencionados anteriormente es esencial para aumentar la introducción de materiales compuestos avanzados en tipos comunes de obras y construcciones públicas. Así, el presente trabajo tiene como objetivo probar la eficiencia estructural de losas híbridas de láminas de CFRP con una capa de hormigón, en configuraciones de flexión y cortante, mediante la realización de un análisis experimental y analítico. El uso de polímeros reforzados con fibra de carbono (CFRP) unido con resina es habitual para reforzar losas y otros elementos de hormigón. Esta tesis introduce una definición tecnológica novedosa de losas híbridas unidireccionales de hormigón-CFRP de lámina delgada. En la parte de flexión se realizaron ensayos experimentales de flexión cuasi estáticos, de tres puntos, y ensayos de análisis modal para analizar la influencia de los sistemas de conexión en la respuesta dinámica. Asimismo, se presenta la metodología analítica correspondiente para calcular su respuesta. Se probaron cuatro estrategias de conexión diferentes entre la lámina de CFRP y el hormigón. Estos incluyeron el embeber una malla flexible en el hormigón y la mejora de la fricción basada en partículas. El momento flector máximo, la evolución del eje neutro, la comparación entre el momento externo (calculado a partir de la carga aplicada) y el momento interno (calculado a partir de la distribución de deformaciones), el esfuerzo cortante de la interfaz CFRP-hormigón y la evolución del desplazamiento vertical en el punto de carga, son los principales resultados obtenidos de las pruebas. En el estudio del cortante, este trabajo investiga el comportamiento rasante de losas híbridas donde los materiales de CFRP y hormigón se conectaron mediante diferentes tipos de agregados y textiles flexibles de alta resistencia. Se han llevado a cabo experimentos de corte puro para caracterizar la respuesta de la interfaz de estos elementos híbridos. Estos ensayos aumentan la base de datos experimental sobre sistemas de conexión de corte de hormigón-CFPR. Los resultados experimentales mostraron que la tela embebida produce una mejora en el aumento de la resistencia estructural de manera mucho más significativa que con otros sistemas de conexión probados. Los resultados de la tesis se dividen en contribuciones de tipo tecnológico y científico. La viabilidad de utilizar chapas de CFRP en losas unidireccionales híbridas, en lugar de chapas de acero, es el principal aporte tecnológico, que además ofrece las siguientes ventajas: menor peso y mayor resistencia a la corrosión. Los análisis cualitativo y cuantitativo de las alternativas de conexión CFRP-hormigón señalan que la combinación de estrategias basadas en adherencia y fricción es el método más prometedor. Asimismo, se desarrolló un método analítico para el modelado de losas de hormigón con CFRP. En función de los principios de la conexión completa se sugieren ecuaciones conceptuales para calcular los estados límite últimos. La posibilidad de utilizar fórmulas más simples para cuantificar los efectos de deslizamiento entre capas fue analizada en la evaluación de deflexiones, rigidez de flexión, eficiencia de flexión y distribuciones de esfuerzos normales y cortantes. El método analítico propuesto fue capaz de capturar el comportamiento estructural y el rendimiento mecánico de las muestras.
Anàlisi estructural
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Snow, Scott Karl. "Numerical Analysis of Passive Force on Skewed BridgeAbutments with Reinforced Concrete Wingwalls." BYU ScholarsArchive, 2008. https://scholarsarchive.byu.edu/etd/7399.

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Numerical Analysis of Passive Force on Skewed BridgeAbutments with Reinforced Concrete WingwallsScott Karl SnowDepartment of Civil and Environmental Engineering, BYU Master of Science Historically bridges with skewed abutments have proven more likely to fail during earthquake loadings (Toro et al, 2013) when compared to non-skewed bridges (Apirakvorapinit et al. 2012; Elnashai et al. 2010). Previous studies including small-scale laboratory tests by Jessee (2012), large-scale field tests by Smith (2014), and numerical modeling by Shamsabadi et al. (2006) have shown that 45° skewed bridge abutments experience a reduction in peak passive force by about 65%. With numerous skewed bridges in the United States, this study has great importance to the nation's infrastructure.The finite element models produced in this study model the large-scale field-testing performed by Smith (2014), which was performed to study the significant reduction in peak passive resistance for abutments with longitudinal reinforced concrete wingwalls. The finite element models largely confirm the findings of Smith (2014). Two models were created and designed to match the large-scale field tests and were used to calibrate the soil parameters for this study. Two additional models were then created by increasing the abutment widths from 11 feet to 38 feet to simulate a two-lane bridge. The 45° skewed 11-foot abutment experienced a 38% reduction in peak passive resistance compared to the non-skewed abutment. In contrast, the 45° skewed 38-foot abutment experienced a 65% reduction in peak passive resistance compared to the non-skewed abutment. When the wingwalls are extended 10 feet into the backfill the reduction decreased to 59% due to the change in effective skew angle.The finite element models generally confirmed the findings of Smith (2014). The results of the 11- and 38-foot abutment finite element models confirmed that the wingwall on the obtuse side of the 45° skewed abutments experienced approximately 4 to 5 times the amount of horizontal soil pressure and 5 times the amount of bending moment compared to the non-skewed abutment. Increases in the pressures and bending moments are likely caused by soil confined between the obtuse side of the abutment and the wingwall.A comparison of the 11- and 38-foot 45° skewed abutment models showed a decrease in the influence of the wingwalls as the abutment widened. The wingwall on the acute side of the 38-foot abutment developed approximately 50% of the horizontal soil pressure compared to the 11-foot abutment. The heave distribution of the 11-foot abutment showed approximately 1- to 2-inches of vertical displacement over a majority of the abutment backwall versus more than half of the 38-foot abutment producing ½ an inch or less.
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Shaarbaf, Ihsan Ali Saib. "Three-dimensional non-linear finite element analysis of reinforced concrete beams in torsion : reinforced concrete members under torsion and bending are analysed up to failure : a non-linear concrete model for general states of stress including compressive strength degradation due to cracking is described." Thesis, University of Bradford, 1990. http://hdl.handle.net/10454/3576.

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This thesis describes a non-linear finite element model suitable for the analysis of reinforced concrete, or steel, structures under general three-dimensional states of loading. The 20 noded isoparametric brick element has been used to model the concrete and reinforcing bars are idealised as axial members embedded within the concrete elements. The compressive behaviour of concrete is simulated by an elasto-plastic work hardening model followed by a perfectly plastic plateau which is terminated at the onset the . crushing. In tension, a smeared crack model with fixed orthogonal cracks has been used with the inclusion of models for the retained post-cracking stress and the reduced shear modulus. The non-linear equations of equilibrium have been solved using an incremental-iterative technique operating under load control. The solution algorithms used are the standard and the modified Newton-Raphson methods. Line searches have been implemented to accelerate convergence. The numerical integration has been generally carried out using 15 point Gaussian type rules. Results of a study to investigate the performance of these rules show that the 15 point rules are accurate and computationally efficient compared with the 27(3X3X3) point Gaussian rule. The three- dimensional finite element model has been used to investigate the problem of elasto-plastic torsion of homogeneous members. The accuracy of the finite element solutions obtained for beams of different cross-sections subjected to pure and warping torsion have been assessed by comparing them with the available exact or approximate analytical solutions. Because the present work is devoted towards the analysis of reinforced concrete members which fail in shear or torsional modes, the computer program incorporates three models to account for the degradation in the compressive strength of concrete due to presence of tensile straining of transverse reinforcement. The numerical solutions obtained for reinforced concrete panels under pure shear and beams in torsion and combined torsion and bending reveal that the inclusion of a model for reducing the compressive strength of cracked concrete can significantly improve the correlation of the predicted post-cracking stiffness and the computed ultimate loads with the experimental results. Parametric studies to investigate the effects of some important material and solution parameters have been carried out. It is concluded that in the presence of a compression strength reduction model, the tension-stiffening parameters required for reinforced concrete members under torsion should be similar to those used for members in which bending dominates.
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Лободанов, Максим Миколайович. "Міцність та деформативність згинаних залізобетонних елементів з пошкодженням бетону за дії навантаження." Diss., Національний університет «Львівська політехніка», 2021. https://ena.lpnu.ua/handle/ntb/56789.

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Magalhães, Fábio Lopes. "Estudo dos momentos fletores negativos nos apoios de lajes formadas por elementos pré-moldados tipo nervuras com armação treliçada." Universidade de São Paulo, 2001. http://www.teses.usp.br/teses/disponiveis/18/18134/tde-17102001-164837/.

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Este trabalho aborda um dos tipos construtivos mais empregados em lajes de edificações no Brasil, que são as lajes com nervuras pré-moldadas com armação treliçada. O objetivo principal do trabalho é contribuir na avaliação da continuidade estrutural relativa aos momentos fletores negativos nos apoios destas lajes. Para a realização deste trabalho, as lajes em concreto pré-moldado formadas por vigota com armação treliçada foram analisadas segundo modelos teóricos e experimentais. Na análise teórica, a consideração da não-linearidade física do concreto é realizada a partir do uso da relação momento x curvatura proposta pelo código modelo CEB-90 em conjunto com a técnica do carregamento incremental. Os resultados do modelo teórico são confrontados com os resultados obtidos em ensaios experimentais de faixas de lajes contínuas dimensionadas com diferentes graus de redistribuição dos momentos fletores negativos. Nas análises realizadas observa-se que: a) o modelo teórico apresenta bons resultados comparados aos resultados experimentais, b) as lajes apresentam boa capacidade de rotação plástica, c) com alta taxa de armadura negativa não ocorre redistribuição de esforços, d) as flechas praticamente independem da taxa de armadura negativa e e) a força última é praticamente independente do grau de redistribuição adotado no dimensionamento.
This work deal with an usual type of slab in Brazil: slabs made by precast joist with lattice reinforcement. The goal of this work is the structural analysis of bending moments in the supports of slabs made by this kind of precast element. Theoretical and experimental models analyze this type of slab. In the theoretical analysis, the non-linear concrete behavior is done by moment x curvature relationship of Model Code CEB-90 add incremental load technique. The theoretical model is compared with experimental results of continuous strip slabs designed with different degrees of bending moment redistribution. In these analysis had been noted: a) the theoretical model presents good results compared with the experimental results, b) the slabs present good plastic rotation capacity, c) with high negative reinforcement ratio in the support does not happen moment redistribution, d) the displacement is practically independent of negative reinforcement ratio and e) the ultimate load is practically independent of redistribution degree idealized in the design.
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Seidel, André. "Entwicklung eines Berechnungsmodells für das Langzeitverhalten von Stahlbeton und textilbewehrtem Beton bei überwiegender Biegebeanspruchung." Doctoral thesis, Saechsische Landesbibliothek- Staats- und Universitaetsbibliothek Dresden, 2009. http://nbn-resolving.de/urn:nbn:de:bsz:14-qucosa-23984.

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Tragwerke aus Stahlbeton weisen infolge des Kriechens und Schwindens des Betons ein zeitveränderliches Materialverhalten auf. Die Folge sind Umlagerungen der im Querschnittsinneren wirkende Kräfte und im Zeitverlauf zunehmende Verformungen. Zur Beurteilung dieses Langzeitverhaltens sind geeignete Berechnungsmodelle erforderlich, die im Planungsstadium eine zuverlässige Prognose ermöglichen. Dabei spielen nicht nur reine Stahlbetonkonstruktionen eine Rolle, sondern im Zuge von Ertüchtigungsmaßnahmen werden zur Erhöhung der Tragfähigkeit zunehmend auch textile Bewehrungen aus Carbon- und AR-Glasfasern eingesetzt. Durch die beanspruchungsgerecht aufzubringenden Bewehrungsstrukturen und einen speziellen Feinbeton können sehr geringe Betonschichtdicken realisiert werden. Es entsteht ein Verbundquerschnitt mit unterschiedlichen Betonrezepturen, gleichfalls unterschiedlichem Betonalter und mit mehreren verschiedenen Bewehrungskomponenten. Um Aussagen zum Langzeitverhalten derartiger Konstruktionen treffen zu können, ist eine ganzheitliche Betrachtung über alle diese im Verbund liegenden Komponenten mit ihren jeweiligen Materialeigenschaften erforderlich. Im Rahmen der vorliegenden Arbeit sind in einem ersten Schritt die Stoffgesetze für die beteiligten Materialien Beton, Stahl- und Textilfaserbewehrung zu formulieren. Im Mittelpunkt steht dabei das viskoelastische Verhalten des Betons, für dessen baumechanische Beschreibung ein geeignetes rheologisches Modell in Form einer Feder-Dämpfer-Kombination dargestellt und die zugehörige Spannungs-Dehnungs-Zeit-Beziehung hergeleitet wird. Ferner wird aufgezeigt, wie die erforderlichen Materialparameter mit Hilfe üblicher Berechnungsansätze für Kriechen und Schwinden (z.B. nach EUROCODE 2) kalibriert werden können. Die betrachteten Textilfasern werden zunächst mit linear-elastischem Verhalten in Rechnung gestellt. Auf alternative Ansätze, die auch hier viskoelastische Eigenschaften berücksichtigen, wird hingewiesen, und das Berechnungsmodell ist dahingehend erweiterbar gestaltet. In einem zweiten Schritt werden die Materialmodelle der Einzelkomponenten nach den mechanischen Grundprinzipien von Gleichgewicht und Verträglichkeit und unter der BERNOULLIschen Annahme eines eben bleibenden Querschnittes miteinander in Beziehung gesetzt. Hierfür ist eine inkrementelle Vorgehensweise erforderlich, die mit dem Zeitpunkt der ersten Lastaufbringung beginnt und schrittweise den darauffolgenden Zustand berechnet. Im Ergebnis entsteht ein Algorithmus, der die am Querschnitt stattfindenden Veränderungen im Spannungs- und Dehnungsverhalten unter Einbeziehung der Stahlbewehrung sowie einer ggf. vorhandenen Textilbetonschicht wirklichkeitsnah erfaßt. Für statisch bestimmte Systeme mit bekanntem Schnittkraftverlauf wird gezeigt, wie sich so zu jeder Zeit an jeder Stelle der vorliegende Dehnungszustand und aus diesem über die Krümmung die Durchbiegung berechnen läßt. Der dritte und für viele praktische Anwendungen wichtigste Schritt besteht darin, die am Querschnitt hergeleiteten Beziehungen in ein finites Balkenelement zu überführen und dieses in ein FE-Programm zu implementieren. Auch das gelingt auf inkrementellem Wege, wobei für jedes Zeitinkrement die Spannungs- und Verformungszuwächse aller Elemente mit Hilfe des NEWTON-RAPHSON-Verfahrens über die Iteration des Gleichgewichtszustandes am gesamten System bestimmt werden. Hierzu werden einige Beispiele vorgestellt, und es werden die Auswirkungen des Kriechens und Schwindens mit den sich daraus ergebenden Folgen für das jeweilige Tragwerk erläutert. Ferner wird gezeigt, wie textilbewehrte Verstärkungsmaßnahmen gezielt eingesetzt werden können, um das Trag- und Verformungsverhalten bestehender Bauwerke unter Beachtung des zeitveränderlichen Materialverhaltens kontrolliert und bedarfsgerecht zu beeinflussen
Structures of reinforced concrete show a time-varying material behaviour due to creeping and shrinking of the concrete. This results in the rearrangement of the stresses in the cross-section and time-depending increase of the deformations. Qualified calculation models enabling a reliable prediction during the design process are necessary for the assessment of the long-term behavior. Not only pure reinforced concrete structures play an important role, but within retrofitting actions textile reinforcements of carbon and AR-glass fibres are applied in order to enhance the load-bearing capacity. A small concrete-layer-thickness can be achieved by the load-compatible application of reinforced textile configurations and the usage of a special certain fine-grained concrete. It leads to a composite section of different concrete recipes, different concrete ages and also several components of reinforcement. To give statements for the long-term behaviour of such constructions, a holistic examination considering all this influencing modules with their particular material properties is necessary. Within this dissertation in a first step the material laws of the participated components, as concrete, steel and textile reinforcement, are defined. The focus is layed on the visco-elastic behaviour of the concrete. For its mechanical specification a reliable rheological model in terms of a spring-dashpot-combination is developed and the appropriate stress-strain-time-relation is derived. Furthermore the calibration of the required material parameters considering creep and shrinkage by means of common calculation approaches (e.g. EUROCODE 2) is demonstrated. For the textile fibres a linear-elastic behaviour is assumed within the calculation model. It is also refered to alternative approaches considering a visco-elastic characteristic and the calculation model is configured extendable to that effect. In a second step the material models of the single components are correlated taking into account the mechanical basic principles of equilibrium and compatibility as well as the BERNOULLIan theorem of the plane cross-section. Therefore an incremental calculation procedure is required, which starts at the moment of the first load-application and calculates the subsequent configuration step by step. In the result an algorithm is derived, that realistically captures the occuring changings of stress and strain in the cross-section by considering the steel reinforcement as well as a possibly existing layer of textile concrete. For statically determined systems with known section force status it is demonstrated how to calculate the existing condition of strain and following the deflection via the curvaturve at every time and at each position. The third step - for many practical applications the most important one - is the transformation of the derived relations at the cross-section into a finite beam-element and the implementation of this in a FE-routine. This also takes place in an incremental way, whereat for each time-increment the increase of stress and strain for all elements is identified by using the NEWTON-RAPHSON-method within the iteration process for the equilibrium condition of the whole system. Meaningful numerical examples are presented and the effects of creep and shrinkage are explained by depicting the consequences for the particular bearing structure. Moreover it is shown how the purposeful use of textile reinforcement strengthening methodes can influence and enhance the load-bearing and deflection characteristics of existing building constructions by considering the time-varying material behaviour
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Lehoťák, Roman. "Návrh betonové konstrukce s ohledem na požární odolnost." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2021. http://www.nusl.cz/ntk/nusl-444631.

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The diploma thesis deals with the analysis of internal forces and the design of the reinforcement of a reinforced concrete monolithic slab, a reinforcing wall and a column in the 1st floor of a dairy hall building. The fire resistance of selected structures was taken into account during dimensioning. The calculation of the internal forces was performed by the finite element method in Dlubal RFEM 5.24.
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Books on the topic "Bending reinforced concrete elements"

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Keller, Thomas. Use of fibre reinforced polymers in bridge construction. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2003. http://dx.doi.org/10.2749/sed007.

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<p>The aim of the present Structural Engineering Document, a state-of-the-art report, is to review the progress made worldwide in the use of fibre rein­forced polymers as structural components in bridges until the end of the year 2000.<p> Due to their advantageous material properties such as high specific strength, a large tolerance for frost and de-icing salts and, furthermore, short installation times with minimum traffic interference, fibre reinforced polymers have matured to become valuable alternative building materials for bridge structures. Today, fibre reinforced polymers are manufactured industrially to semi-finished products and ccimplete structural components, which can be easily and quickly installed or erected on site.<p> Examples of semi-finished products and structural components available are flexible tension elements, profiles stiff in bending and sandwich panels. As tension elements, especially for the purpose of strengthening, strips and sheets are available, as weil as reinforcing bars for concrete reinforcement and prestressing members for internal prestressing or external use. Profiles are available for beams and columns, and sandwich constructions especially for bridge decks. During the manufacture of the structural components fibre-optic sensors for continuous monitoring can be integrated in the materials. Adhesives are being used more and more for joining com­ponents.<p> Fibre reinforced polymers have been used in bridge construction since the mid-1980s, mostly for the strengthening of existing structures, and increas­ingly since the mid-1990s as pilot projects for new structures. In the case of new structures, three basic types of applications can be distinguished: concrete reinforcement, new hybrid structures in combination with traditional construction materials, and all-composite applications, in which the new materials are used exclusively.<p> This Structural Engineering Document also includes application and research recommendations with particular reference to Switzerland.<p> This book is aimed at both students and practising engineers, working in the field of fibre reinforced polymers, bridge design, construction, repair and strengthening.
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Morrell, Patrick J. B. Design of reinforced concrete elements. 2nd ed. Oxford: BSP Professional, 1989.

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Morrell, P. J. B. Design of reinforced concrete elements. 2nd ed. Oxford: BSP Professional, 1989.

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John, Uno Paul, ed. Design handbook for reinforced concrete elements. 2nd ed. Sydney: UNSW Press, 2003.

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Bhide, Shrinivas Balkrishna. Reinforced concrete elements in shear and tension. Toronto, Ont: University of Toronto, Dept. of Civil Engineering, 1987.

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Lai, Derek. Crack shear-slip in reinforced concrete elements. Ottawa: National Library of Canada, 2001.

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Barros, Helena, Joaquim Figueiras, Carla Ferreira, and Mário Pimentel. Design of Reinforced Concrete Sections Under Bending and Axial Forces. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-030-80139-7.

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Chan, Calvin Chi Lun. Testing of reinforced concrete membrane elements with perforations. Ottawa: National Library of Canada, 1990.

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Babaei, Khossrow. Development of standard specifications for bending/straightening concrete reinforcing steel: Final report, Research Project GC 8719, Task 1, Rebar--Bending/Straightening Standard Specifications. [Olympia, Wash.]: Washington State Dept. of Transportation, Planning, Research and Public Transportation, in cooperation with the U.S. Dept. of Transportation, Federal Highway Administration, 1991.

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Association, British Cement, and Reinforced Concrete Council, eds. Economic concrete frame elements: A pre-scheme design handbook for the rapid sizing and selection of reinforced concrete frame elements in multi-storey buildings. Crowthorne: BCA, 1997.

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Book chapters on the topic "Bending reinforced concrete elements"

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Yamboliev, Konstantin. "Bending of Concrete and Reinforced Concrete Elements Partially Filled with Steel Fibres." In Brittle Matrix Composites 2, 75–83. Dordrecht: Springer Netherlands, 1989. http://dx.doi.org/10.1007/978-94-009-2544-1_7.

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Yakubovich, A. N., and I. A. Yakubovich. "Reliability of Normal Cross Sections of Bending Reinforced Concrete Elements." In Lecture Notes in Civil Engineering, 199–206. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-75182-1_27.

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Kochkarev, Dmitro, Taliat Azizov, Anna Azizova, and Tatiana Galinska. "Designing of Standard Cross Sections of Composite Bending Reinforced Concrete Elements by the Method of Design Resistance of Reinforced Concrete." In Lecture Notes in Civil Engineering, 202–11. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-57340-9_25.

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Kosior-Kazberuk, Marta, Dmytro Kochkarev, Taliat Azizov, and Tatiana Galinska. "Approximation Model of the Method of Design Resistance of Reinforced Concrete for Bending Elements." In Lecture Notes in Civil Engineering, 245–54. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-85043-2_23.

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Mirsayapov, Ilizar. "Calculation of the Endurance of Reinforced Concrete Bending Elements by the Method of Limit Stresses." In Lecture Notes in Civil Engineering, 167–74. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-80103-8_18.

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Mirsayapov, Ilizar. "Influence of Inelastic Deformations of Reinforcement on the Stress-Strain State of Reinforced Concrete Bending Elements Under Cyclic Loading." In Lecture Notes in Civil Engineering, 183–93. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-80103-8_20.

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Liu, G., G. Koval, and C. Chazallon. "Discrete Element Simulations of 4-Point Bending Fatigue Tests of Asphalt Concrete Samples Reinforced by Fiberglass Grids." In Lecture Notes in Civil Engineering, 663–73. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-48679-2_62.

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Obernikhin, D. V., and A. I. Nikulin. "Experimental Studies of Deflections in Bending Reinforced Concrete Elements Taking into Account the Influence of the Shape of Their Cross-Section." In Lecture Notes in Civil Engineering, 56–62. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-72910-3_9.

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Kuznetsov, V. S., and Yu A. Shaposhnikova. "The Structure of the Content and Cost of Materials in Bending Reinforced Concrete Element with Variable Section Height." In Lecture Notes in Civil Engineering, 181–87. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-72910-3_26.

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Rajbanshi, Soumi, Abhishek Kumar, and Kaustubh Dasgupta. "A Comparative Study of Axial Force—Bending Moment Interaction Curve for Reinforced Concrete Slender Shear Wall With Enlarged Boundary Element." In Lecture Notes in Civil Engineering, 497–503. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-26365-2_46.

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Conference papers on the topic "Bending reinforced concrete elements"

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Dadayan, T. L. "Bending moments influence on shear strength of reinforced concrete elements." In 3rd International Conference on Contemporary Problems in Architecture and Construction. IET, 2011. http://dx.doi.org/10.1049/cp.2011.1181.

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Khuranov, Valery K., Zalimkhan R. Likhov, Asian M. Kaziev, Aues S. Tsipinov, and Vadim D. Mailyan. "Bending resistance of reinforced concrete elements under various classes of concrete and ratios of reinforcement." In 2016 IEEE Conference on Quality Management, Transport and Information Security, Information Technologies (IT&MQ&IS). IEEE, 2016. http://dx.doi.org/10.1109/itmqis.2016.7751930.

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Wang, Cong, and ChangChun Pei. "Finite element analysis of bending performance of basalt fiber reinforced concrete beam." In 2017 5th International Conference on Machinery, Materials and Computing Technology (ICMMCT 2017). Paris, France: Atlantis Press, 2017. http://dx.doi.org/10.2991/icmmct-17.2017.34.

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Jilissen, Danny, Rob Vergoossen, Yuguang Yang, and Eva Lantsoght. "Automated structural assessment of existing reinforced concrete underpasses." In IABSE Congress, Ghent 2021: Structural Engineering for Future Societal Needs. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/ghent.2021.0356.

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<p>Due to the large number of underpasses in the Netherlands that have to be assessed, a project at the Delft University of Technology in cooperation with Royal HaskoningDHV was started. Research was conducted into the automation of the structural assessment of existing reinforced concrete underpasses in the Netherlands. The developed Automated Structural Assessment Tool (ASA Tool) consists of an analytical model and a 2.5D FEM model. The analytical model uses traffic load distribution following the Guyon-Massonnet-Bares method for bending and a method based on <i>fib </i>Model Code 2010 for shear. The script-based 2.5D FEM model uses 2D shell elements and performs a linear elastic analysis. The input and output can be linked to a database for assessment of large batches. Sensitivity analyses showed that in-plane load distribution following <i>fib </i>Model Code 2010 combined with vertical load distribution according to EN 1991-2:2003 results in underestimated shear forces.</p>
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Jilissen, Danny, Rob Vergoossen, Yuguang Yang, and Eva Lantsoght. "Automated structural assessment of existing reinforced concrete underpasses." In IABSE Congress, Ghent 2021: Structural Engineering for Future Societal Needs. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/ghent.2021.0356.

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<p>Due to the large number of underpasses in the Netherlands that have to be assessed, a project at the Delft University of Technology in cooperation with Royal HaskoningDHV was started. Research was conducted into the automation of the structural assessment of existing reinforced concrete underpasses in the Netherlands. The developed Automated Structural Assessment Tool (ASA Tool) consists of an analytical model and a 2.5D FEM model. The analytical model uses traffic load distribution following the Guyon-Massonnet-Bares method for bending and a method based on <i>fib </i>Model Code 2010 for shear. The script-based 2.5D FEM model uses 2D shell elements and performs a linear elastic analysis. The input and output can be linked to a database for assessment of large batches. Sensitivity analyses showed that in-plane load distribution following <i>fib </i>Model Code 2010 combined with vertical load distribution according to EN 1991-2:2003 results in underestimated shear forces.</p>
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ALMANSOOR, Abuobieda Alamin Ahmed, and Jianwei TU. "Finite Element Analysis of the Bending Performance Influencing Factors of GFRP Reinforced Concrete Beams." In 2016 International Conference on Architectural Engineering and Civil Engineering. Paris, France: Atlantis Press, 2017. http://dx.doi.org/10.2991/aece-16.2017.125.

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Kaklauskas, Gintaris, Edgaras Timinskas, P. L. Ng, and Aleksandr Sokolov. "Deformation and Cracking Behaviour of Concrete Beams Reinforced with Glass Fibre-Reinforced Polymer Bars." In IABSE Symposium, Guimarães 2019: Towards a Resilient Built Environment Risk and Asset Management. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/guimaraes.2019.0500.

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<p>This paper reports the experimental and numerical studies of concrete beams reinforced with glass fibre-reinforced polymer (GFRP) reinforcing bars with and without the addition of steel fibres. GFRP- reinforced concrete beam specimens of equivalent geometry were produced and tested under symmetrical two-point loading configuration. Deformation and cracking behaviour were monitored during the test, and the curvature was determined from the measured deformation response over the pure bending zone. In view of the lower stiffness of GFRP bars compared to conventional steel bars, the effectiveness of adding steel fibres to increase the flexural stiffness is investigated. Experimental results show that the steel fibres could reduce the average crack width and deflections of the beam, and could lead to a more ductile failure mode. The beam specimen was numerically analysed by employing the nonlinear finite element programme ATENA, and the analytical results are in good agreement with the experimental results.</p>
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Ke Li and Lihua Zhang. "Research on the finite element method of reinforced concrete member in bending oblique section bearing capacity." In 2012 First National Conference for Engineering Sciences (FNCES). IEEE, 2012. http://dx.doi.org/10.1109/nces.2012.6544135.

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Yang, Zun-Huang, Jin-Ping Zhuang, Xue-Feng Cai, and Zhan-Grong Zhang. "Finite element analysis of anti-bending of early age reinforced concrete beam based on bond-slip constitutive." In 2016 International Conference on Mechanics and Architectural Design. WORLD SCIENTIFIC, 2016. http://dx.doi.org/10.1142/9789813149021_0036.

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Jayawickrema, U. M. N., A. S. Kumar, H. M. C. M. Herath, N. K. Hettiarachchi, H. P. Sooriyaarachchi, and J. A. Epaarachchi. "Surface-Mounted Distributed Fiber Optic Sensor Measurements, and Concrete Damaged Plasticity Modeling for Damage Analysis of Reinforced Concrete Beams." In ASME 2021 Conference on Smart Materials, Adaptive Structures and Intelligent Systems. American Society of Mechanical Engineers, 2021. http://dx.doi.org/10.1115/smasis2021-67524.

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Abstract:
Abstract Structural health monitoring (SHM) has become an integral part of essential and costly to replace infrastructures such as bridges and buildings which degrade during their lifetime. Understanding the structural behaviour of these infrastructures is critical for assuring their structural integrity and safe operating conditions. In this study, the structural performance of a reinforced concrete beam was examined under flexural loading. Distributed optical fibre sensor (DOFS) was attached to the beam’s bottom surface, and Optical Backscattered Reflectometry (OBR) technology was used to measure the surface strain. A three-point bending test was performed, and the sensor responses were acquired. Unusual high strain peaks were observed at the bottom surface of the beam due to the formation of hairline cracks. Subsequently, the Concrete Damaged Plasticity (CDP) based Finite Element Analysis (FEA) was performed to simulate the plastic behaviour of concrete beam using ABAQUS 2019 commercial software. The FEA results have strong agreement with the strain pattern observed from the DOFS. Therefore, DOFS and CDP technique based FEA can be successfully used to investigate the plastic damage pattern inside the concrete beam and distributed sensing demonstrates a greater capacity for long-term monitoring of the structural health of concrete structures.
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Reports on the topic "Bending reinforced concrete elements"

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Ravazdezh, Faezeh, Julio A. Ramirez, and Ghadir Haikal. Improved Live Load Distribution Factors for Use in Load Rating of Older Slab and T-Beam Reinforced Concrete Bridges. Purdue University, 2021. http://dx.doi.org/10.5703/1288284317303.

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This report describes a methodology for demand estimate through the improvement of load distribution factors in reinforced concrete flat-slab and T-beam bridges. The proposed distribution factors are supported on three-dimensional (3D) Finite Element (FE) analysis tools. The Conventional Load Rating (CLR) method currently in use by INDOT relies on a two-dimensional (2D) analysis based on beam theory. This approach may overestimate bridge demand as the result of neglecting the presence of parapets and sidewalks present in these bridges. The 3D behavior of a bridge and its response could be better modeled through a 3D computational model by including the participation of all elements. This research aims to investigate the potential effect of railings, parapets, sidewalks, and end-diaphragms on demand evaluation for purposes of rating reinforced concrete flat-slab and T-beam bridges using 3D finite element analysis. The project goal is to improve the current lateral load distribution factor by addressing the limitations resulting from the 2D analysis and ignoring the contribution of non-structural components. Through a parametric study of the slab and T-beam bridges in Indiana, the impact of selected parameters on demand estimates was estimated, and modifications to the current load distribution factors in AASHTO were proposed.
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