Relevant bibliographies by topics / Flexural analysis

Academic literature on the topic 'Flexural analysis'

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Published: 4 June 2021
Last updated: 14 March 2023

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Journal articles on the topic "Flexural analysis"

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Back. "Flexural Analysis of Laminated Composite T-Beams." Journal of Korean Society of Steel Construction 26, no. 5 (2014): 397. http://dx.doi.org/10.7781/kjoss.2014.26.5.397.

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Imam, Mahmoud, Lucie Vandewalle, and Fernand Mortelmans. "Shear – moment analysis of reinforced high strength concrete beams containing steel fibres." Canadian Journal of Civil Engineering 22, no. 3 (June 1, 1995): 462–70. http://dx.doi.org/10.1139/l95-054.

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This paper concerns the incorporation of steel fibres in singly reinforced high strength concrete beams without stirrups failing under the combined effect of flexure and shear. A new equation for predicting the shear strength of reinforced high strength concrete beams is developed. This equation shows a good correlation with own test data of 16 reinforced high strength concrete beams with and without steel fibres and numerous published experimental data for beams with concrete compressive strength up to 140 MPa. The flexural capacity of reinforced high strength concrete beams is also investigated. The existing ACI method for predicting the flexural strength of steel fibre concrete composites is slightly modified to be applicable for high strength concrete. Based on the proposed equations, an analytical model is developed for predicting the relative flexural capacity, i.e., the ratio of the moment with shear interaction to the pure flexural moment. Key words: high strength concrete, steel fibre, shear strength, flexural strength, stirrups, web reinforcement.
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Ibrahim, Ahmed M. M., and Perry Adebar. "Effective flexural stiffness for linear seismic analysis of concrete walls." Canadian Journal of Civil Engineering 31, no. 4 (August 1, 2004): 597–607. http://dx.doi.org/10.1139/l04-014.

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A trilinear bending moment – curvature model is used to develop a general method for determining the effective flexural stiffness of concrete walls for use in linear seismic analysis. The method accounts for the initial section stiffness EcIg prior to cracking and the retention of initial stiffness after cracking due to axial compression from gravity loads closing cracks. Accounting for the initial stiffness is particularly important for typical high-rise concrete walls, which have significant compression and low percentages of vertical reinforcement. The effective flexural stiffness is determined from the slope of the elastic portion of an equivalent elastic-plastic load–deflection curve that has the same area under the curve as the actual nonlinear relationship. The general method requires information about the vertical reinforcement and strength of the wall. Simplified expressions are proposed to estimate the effective flexural stiffness based only on the axial compression near the base of the wall. Separate expressions for upper- and lower-bound effective stiffness establish the range of possible values, and this is less than the variation of recommendations in the literature on how much to reduce the flexural stiffness of concrete walls to account for cracking.Key words: displacement, flexure, reinforced concrete, seismic analysis, stiffness, structural walls.
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Climente, Alfonso, Daniel Torrent, and José Sánchez-Dehesa. "Analysis of flexural wave cloaks." AIP Advances 6, no. 12 (December 2016): 121704. http://dx.doi.org/10.1063/1.4968611.

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Sawant, M. M., and P. R. Anerao. "Investigation of Circular Flexural Hinge Used in Compliant Mechanism Using FEA Tool." International Journal of Engineering Technology and Sciences 3, no. 1 (June 30, 2016): 34–42. http://dx.doi.org/10.15282/ijets.5.2016.1.5.1044.

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To reduce fatigue failure of compliant mechanism, it is necessary to design and analyze the flexure hinge parametrically. A methodology to design a flexural hinges for compliant mechanism is proposed in this paper to improve fatigue life. Results obtained by finite element analysis shows that used design equations are reliable and easier to be used in the design of such proportion flexural hinges. The proposed analytical model gives a new viewpoint on the design of circular flexure hinge based compliant mechanisms. Circular flexural joint was manufactured by using Al 6061 T6 material and experimental setup is developed to test this flexural hinge. Results obtained by FEA were found to be in good correlation with experimental results. The variation in the results can be attributed to variation in properties of material, actual dimensions of setup etc.
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Li, Chun Xia, Zhi Sheng Ding, and Shi Lin Yan. "Analysis on Flexural Capacity of FRP Reinforced Concrete Members." Advanced Materials Research 446-449 (January 2012): 98–101. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.98.

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The balanced reinforcement ratio of FRP-reinforced concrete members and the flexural capacity under two different failure modes (concrete crushing and FRP rupture) are established, based on the analysis on flexural capacity of steel-reinforced concrete members in current concrete code. The effect of material properties on the balanced ratio, the variation of flexural capacity with different reinforcement ratio and a simplified nominal flexural capacity under FRP-rupture failure are derived.
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Da Silva, M. R. M. Crespo. "Non-linear flexural-flexural-torsional-extensional dynamics of beams—II. Response analysis." International Journal of Solids and Structures 24, no. 12 (1988): 1235–42. http://dx.doi.org/10.1016/0020-7683(88)90088-1.

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Cao, Ping Zhou, De Li, and Rong Zhuo Lin. "Experimental Investigation on Flexure Performance of New Steeldeck-Concrete Thermal Insulation Composite Floor Slabs." Applied Mechanics and Materials 584-586 (July 2014): 993–96. http://dx.doi.org/10.4028/www.scientific.net/amm.584-586.993.

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A new Steel deck-concrete composite floor slabs was proposed that with the effect of het preservation and insulation, and the flexure performance of the slabs has been studied. Calculation method of flexural bearing capacity was put forward. Based on comparative and analysis experimental results, it has been verified that the applicability of new formula of flexural bearing capacity of the new slabs.
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Climente, Alfonso, Daniel Torrent, and Jose Sanchez-Dehesa. "Analysis of cloaks for flexural waves." Journal of the Acoustical Society of America 138, no. 3 (September 2015): 1734. http://dx.doi.org/10.1121/1.4933462.

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Subramanian, P. "Flexural analysis of laminated composite plates." Composite Structures 45, no. 1 (May 1999): 51–69. http://dx.doi.org/10.1016/s0263-8223(99)00014-8.

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Dissertations / Theses on the topic "Flexural analysis"

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Soranakom, Chote, and Barzin Mobasher. "Flexural Analysis and Design of Textile Reinforced Concrete." Saechsische Landesbibliothek- Staats- und Universitaetsbibliothek Dresden, 2009. http://nbn-resolving.de/urn:nbn:de:bsz:14-ds-1244046537373-61938.

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A model is presented to use normalized multi-linear tension and compression material characteristics of strain-hardening textile reinforced concrete and derive closed form expressions for predicting moment-curvature capacity. A set of design equations are derived and simplified for use in spreadsheet based applications. The model is applicable for both strain-softening and strainhardening materials. The predictability of the simplified model is checked by model calibration and development of design charts for moment capacity and stress developed throughout the cross section of a flexural member. Model is calibrated by predicting the results of Alkali Resistant Glass and Polyethylene fabrics. A case for the flexural design of Glass Fiber Reinforced Concrete (GFRC) specimen as a simply supported beam subjected to distributed load is used to demonstrate the design procedure.
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Zhong, Min. "Dynamic analysis of cables with variable flexural rigidity." Thesis, University of Hawaii at Manoa, 2003. http://hdl.handle.net/10125/6990.

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Bian, Jian. "Ultimate flexural limit states analysis of prestressed concrete sleeper." Thesis, Queensland University of Technology, 2012. https://eprints.qut.edu.au/63660/1/Jian_Bian_Thesis.pdf.

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Railway is one of the most important, reliable and widely used means of transportation, carrying freight, passengers, minerals, grains, etc. Thus, research on railway tracks is extremely important for the development of railway engineering and technologies. The safe operation of a railway track is based on the railway track structure that includes rails, fasteners, pads, sleepers, ballast, subballast and formation. Sleepers are very important components of the entire structure and may be made of timber, concrete, steel or synthetic materials. Concrete sleepers were first installed around the middle of last century and currently are installed in great numbers around the world. Consequently, the design of concrete sleepers has a direct impact on the safe operation of railways. The "permissible stress" method is currently most commonly used to design sleepers. However, the permissible stress principle does not consider the ultimate strength of materials, probabilities of actual loads, and the risks associated with failure, all of which could lead to the conclusion of cost-ineffectiveness and over design of current prestressed concrete sleepers. Recently the limit states design method, which appeared in the last century and has been already applied in the design of buildings, bridges, etc, is proposed as a better method for the design of prestressed concrete sleepers. The limit states design has significant advantages compared to the permissible stress design, such as the utilisation of the full strength of the member, and a rational analysis of the probabilities related to sleeper strength and applied loads. This research aims to apply the ultimate limit states design to the prestressed concrete sleeper, namely to obtain the load factors of both static and dynamic loads for the ultimate limit states design equations. However, the sleepers in rail tracks require different safety levels for different types of tracks, which mean the different types of tracks have different load factors of limit states design equations. Therefore, the core tasks of this research are to find the load factors of the static component and dynamic component of loads on track and the strength reduction factor of the sleeper bending strength for the ultimate limit states design equations for four main types of tracks, i.e., heavy haul, freight, medium speed passenger and high speed passenger tracks. To find those factors, the multiple samples of static loads, dynamic loads and their distributions are needed. In the four types of tracks, the heavy haul track has the measured data from Braeside Line (A heavy haul line in Central Queensland), and the distributions of both static and dynamic loads can be found from these data. The other three types of tracks have no measured data from sites and the experimental data are hardly available. In order to generate the data samples and obtain their distributions, the computer based simulations were employed and assumed the wheel-track impacts as induced by different sizes of wheel flats. A valid simulation package named DTrack was firstly employed to generate the dynamic loads for the freight and medium speed passenger tracks. However, DTrack is only valid for the tracks which carry low or medium speed vehicles. Therefore, a 3-D finite element (FE) model was then established for the wheel-track impact analysis of the high speed track. This FE model has been validated by comparing its simulation results with the DTrack simulation results, and with the results from traditional theoretical calculations based on the case of heavy haul track. Furthermore, the dynamic load data of the high speed track were obtained from the FE model and the distributions of both static and dynamic loads were extracted accordingly. All derived distributions of loads were fitted by appropriate functions. Through extrapolating those distributions, the important parameters of distributions for the static load induced sleeper bending moment and the extreme wheel-rail impact force induced sleeper dynamic bending moments and finally, the load factors, were obtained. Eventually, the load factors were obtained by the limit states design calibration based on reliability analyses with the derived distributions. After that, a sensitivity analysis was performed and the reliability of the achieved limit states design equations was confirmed. It has been found that the limit states design can be effectively applied to railway concrete sleepers. This research significantly contributes to railway engineering and the track safety area. It helps to decrease the failure and risks of track structure and accidents; better determines the load range for existing sleepers in track; better rates the strength of concrete sleepers to support bigger impact and loads on railway track; increases the reliability of the concrete sleepers and hugely saves investments on railway industries. Based on this research, many other bodies of research can be promoted in the future. Firstly, it has been found that the 3-D FE model is suitable for the study of track loadings and track structure vibrations. Secondly, the equations for serviceability and damageability limit states can be developed based on the concepts of limit states design equations of concrete sleepers obtained in this research, which are for the ultimate limit states.
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Giroux, Cynthia. "Analysis of the flexural behaviour of a fibreglass composite seawall." Thesis, McGill University, 2000. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=30784.

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Design of fibreglass composite sheet pile seawalls is traditionally based on the flexural rigidity (EI) of the piling system. To compare with commonly used steel or wood sheet piling, there is a strong need to properly characterise the flexural behaviour of composite piling systems. Directed by this industrial need, the research reported herein is focused on the flexural response of a pultruded sheet pile seawall panel consisting of E-glass fibre-reinforced polyester. The analysis consists of an experimental investigation, analytical modelling, and finite element simulation to determine the flexural and shear rigidities of the seawall panel for use in computing the deflections of the piling system.
A novel testing method was developed to simultaneously determine the flexural rigidity (EI) and shear rigidity (kAG) of the panel using Timoshenko's beam theory. Three- and four-point bending tests were performed on six different span lengths and the results were self-consistent from the two different tests. (Abstract shortened by UMI.)
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Naji, Behnam. "Flexural Analysis and Composite Behavior of Precast Concrete Sandwich Panel." University of Dayton / OhioLINK, 2012. http://rave.ohiolink.edu/etdc/view?acc_num=dayton1355331734.

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Kurniawan, Cyrilus Winatama. "Flexural behaviour and design of the new LiteSteel beams." Thesis, Queensland University of Technology, 2007. https://eprints.qut.edu.au/16674/1/Cyrilus_Kurniawan_Thesis.pdf.

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The flexural capacity of the new hollow flange steel section known as LiteSteel beam (LSB) is limited by lateral distortional buckling for intermediate spans, which is characterised by simultaneous lateral deflection, twist and web distortion. Recent research based on finite element analysis and testing has developed design rules for the member capacity of LiteSteel beams subject to this unique lateral distortional buckling. These design rules are limited to a uniform bending moment distribution. However, uniform bending moment conditions rarely exist in practice despite being considered as the worst case due to uniform yielding across the span. Loading position or load height is also known to have significant effects on the lateral buckling strength of beams. Therefore it is important to include the effects of these loading conditions in the assessment of LSB member capacities. Many steel design codes have adopted equivalent uniform moment distribution and load height factors for this purpose. But they were derived mostly based on data for conventional hot-rolled, doubly symmetric I-beams subject to lateral torsional buckling. In contrast LSBs are made of high strength steel and have a unique crosssection with specific residual stresses and geometrical imperfections along with a unique lateral distortional buckling mode. The moment distribution and load height effects for LSBs, and the suitability of the current steel design code methods to accommodate these effects for LSBs are not yet known. The research study presented in this thesis was therefore undertaken to investigate the effects of nonuniform moment distribution and load height on the lateral buckling strength of simply supported and cantilever LSBs. Finite element analyses of LSBs subject to lateral buckling formed the main component of this study. As the first step the original finite element model used to develop the current LSB design rules for uniform moment was improved to eliminate some of the modelling inaccuracies. The modified finite element model was validated using the elastic buckling analysis results from well established finite strip analysis programs. It was used to review the current LSB design curve for uniform moment distribution, based on which appropriate recommendations were made. The modified finite element model was further modified to simulate various loading and support configurations and used to investigate the effects of many commonly used moment distributions and load height for both simply supported and cantilever LSBs. The results were compared with the predictions based on the current steel code design rules. Based on these comparisons, appropriate recommendations were made on the suitability of the current steel code design methods. New design recommendations were made for LSBs subjected to non-uniform moment distributions and varying load positions. A number of LSB experiments was also undertaken to confirm the results of finite element analysis study. In summary the research reported in this thesis has developed an improved finite element model that can be used to investigate the buckling behaviour of LSBs for the purpose of developing design rules. It has increased the understanding and knowledge of simply supported and cantilever LSBs subject to non-uniform moment distributions and load height effects. Finally it has proposed suitable design rules for LSBs in the form of equations and factors within the current steel code design provisions. All of these advances have thus further enhanced the economical and safe design of LSBs.
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Kurniawan, Cyrilus Winatama. "Flexural behaviour and design of the new LiteSteel beams." Queensland University of Technology, 2007. http://eprints.qut.edu.au/16674/.

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The flexural capacity of the new hollow flange steel section known as LiteSteel beam (LSB) is limited by lateral distortional buckling for intermediate spans, which is characterised by simultaneous lateral deflection, twist and web distortion. Recent research based on finite element analysis and testing has developed design rules for the member capacity of LiteSteel beams subject to this unique lateral distortional buckling. These design rules are limited to a uniform bending moment distribution. However, uniform bending moment conditions rarely exist in practice despite being considered as the worst case due to uniform yielding across the span. Loading position or load height is also known to have significant effects on the lateral buckling strength of beams. Therefore it is important to include the effects of these loading conditions in the assessment of LSB member capacities. Many steel design codes have adopted equivalent uniform moment distribution and load height factors for this purpose. But they were derived mostly based on data for conventional hot-rolled, doubly symmetric I-beams subject to lateral torsional buckling. In contrast LSBs are made of high strength steel and have a unique crosssection with specific residual stresses and geometrical imperfections along with a unique lateral distortional buckling mode. The moment distribution and load height effects for LSBs, and the suitability of the current steel design code methods to accommodate these effects for LSBs are not yet known. The research study presented in this thesis was therefore undertaken to investigate the effects of nonuniform moment distribution and load height on the lateral buckling strength of simply supported and cantilever LSBs. Finite element analyses of LSBs subject to lateral buckling formed the main component of this study. As the first step the original finite element model used to develop the current LSB design rules for uniform moment was improved to eliminate some of the modelling inaccuracies. The modified finite element model was validated using the elastic buckling analysis results from well established finite strip analysis programs. It was used to review the current LSB design curve for uniform moment distribution, based on which appropriate recommendations were made. The modified finite element model was further modified to simulate various loading and support configurations and used to investigate the effects of many commonly used moment distributions and load height for both simply supported and cantilever LSBs. The results were compared with the predictions based on the current steel code design rules. Based on these comparisons, appropriate recommendations were made on the suitability of the current steel code design methods. New design recommendations were made for LSBs subjected to non-uniform moment distributions and varying load positions. A number of LSB experiments was also undertaken to confirm the results of finite element analysis study. In summary the research reported in this thesis has developed an improved finite element model that can be used to investigate the buckling behaviour of LSBs for the purpose of developing design rules. It has increased the understanding and knowledge of simply supported and cantilever LSBs subject to non-uniform moment distributions and load height effects. Finally it has proposed suitable design rules for LSBs in the form of equations and factors within the current steel code design provisions. All of these advances have thus further enhanced the economical and safe design of LSBs.
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CAMPOS, CLAUDIA MARIA DE OLIVEIRA. "ANALYSIS OF THE FLEXURAL BEHAVIOR OF BEAMS PRESTRESSED WITH EXTERNAL TENDONS." PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 1999. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=1874@1.

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CONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO
BRITISH COUNCIL
A protensão de estruturas de concreto com cabos externos já é uma prática comum em vários países e, tem sido empregada tanto na recuperação e reforço de estruturas existentes quanto na concepção de novas estruturas. Entre algumas vantagens estão a redução do peso da estrutura,simplicidade no traçado dos cabos e melhores condições de concretagem. A protensão externa pode ser feita com cabos de aço ou com cabos sintéticos. Estes últimos são constituídos de fibras de alta resistência e excelente resistência à corrosão. O cálculo da resistência das vigas protendidas com cabos não aderentes é mais complexo do que o caso de cabos aderentes, pois a variação de tensão é função da integral das deformações da viga ao longo do traçado do cabo. Este trabalho apresenta um modelo rígido-plástico simplificado para estimar a variação da força em cabos de protensão não aderentes, para estágios de carregamento onde ocorrem deformações plásticas nos materiais, considerando que todas as rotações estejam concentradas em uma rótula plástica. O modelo leva em consideração a dependência da variação da força em cabos de protensão com o comportamento geral da estrutura, bem como a influência da resistência do concreto, da taxa de armadura na seção e dos deslizamentos que ocorrem ao longo da armadura não aderente. A eficiência deste tipo de análise é verificada por meio de uma boa concordância entre resultados analíticos e experimentais, desde que se tenha uma boa estimativa da capacidade de rotação e/ou posição relativa da linha neutra na ruptura. Apresenta-se um estudo paramétrico, sobre o comportamento à flexão de vigas protendidas com cabos externos, utilizando o modelo computacional de Campos (1993). A análise é utilizada para enfatizar as principais implicações do emprego de cabos externos de diferentes módulos de elasticidade. Estabeleceu-se também, uma relação entre a capacidade de rotação da seção e posição relativa da linha neutra, com o objetivo de facilitar a determinação da variação de força em cabos não aderentes quando o modelo rígido-plástico simplificado é empregado. Verificou-se uma boa concordância entre resultados analíticos e experimentais.
Beams prestressed with external tendons have a number of attractions for engineers. They allow a reduction in weight, since concrete is not provided merely to act as cover to tendon or duct; they allow the tendons to be inspected for signs of corrosion and tendons can be replaced or retensioned if necessary. External prestressing is also an ideal application of tendons made of new materials, such as aramids; since the tendons are brittle, it is necessary to avoid the strains concentrations that occur at crack locations with bonded tendons. Since aramids fibres are non-corrodable , there is no problem about the lack of alkaline environment. The main difference in behaviour between bonded and unbonded tendons is that the deflected shape of the unbonded tendon is not the same of the beam. The force change in unbonded tendons depends on the overall geometry of the beam. This work presents a rigid plastic analysis for predicting the force in unbonded tendons , which takes into account the overall geometry of the beam, concrete strenght, reinforment index, as well as the effects of the friction at deflector points. The method is validated with a good agrement with experimental results, provided that a good aproximation of the rotational capacity of a critical section and/or the relative position of the neutral axis are known. A numerical parametrical study of the flexural resistance of concrete beams prestressed with external tendons is carried out, with particular attention paid to those beams prestressed with aramid tendons. This study used a computer program developed by Campos(1993) based on the finite element method for the analysis of concrete structures prestressed with both bonded and unbonded tendons , including external prestressing. A relationship between the rotational capacity of a critical section and the relative position of the neutral axis was stablished. The usage of this relationship together with the rigid plastic model lead to a good agreement with experimental results. Beams prestressed with external tendons have a number of attractions for engineers. They allow a reduction in weight, since concrete is not provided merely to act as cover to tendon or duct; they allow the tendons to be inspected for signs of corrosion and tendons can be replaced or retensioned if necessary. External prestressing is also an ideal application of tendons made of new materials, such as aramids; since the tendons are brittle, it is necessary to avoid the strains concentrations that occur at crack locations with bonded tendons. Since aramids fibres are non-corrodable , there is no problem about the lack of alkaline environment. The main difference in behaviour between bonded and unbonded tendons is that the deflected shape of the unbonded tendon is not the same of the beam. The force change in unbonded tendons depends on the overall geometry of the beam. This work presents a rigid plastic analysis for predicting the force in unbonded tendons , which takes into account the overall geometry of the beam, concrete strenght, reinforment index, as well as the effects of the friction at deflector points. The method is validated with a good agrement with experimental results, provided that a good aproximation of the rotational capacity of a critical section and/or the relative position of the neutral axis are known. A numerical parametrical study of the flexural resistance of concrete beams prestressed with external tendons is carried out, with particular attention paid to those beams prestressed with aramid tendons. This study used a computer program developed by Campos(1993) based on the finite element method for the analysis of concrete structures prestressed with both bonded and unbonded tendons , including external prestressing. A relationship between the rotational capacity of a critical section and the relative position of the neutral axis was stablished. The usage of this relatio
La protensión de extructuras de concreto con cabos externos es ya una práctica común en varios países y, ha sido empleada tanto en la recuperación y refuerzo de extructuras existentes cuanto en la concepción de nuevas extructuras. Entre algunas ventajas están la reducción del peso de la extructura,simplicidad en el trazado de los cables y mejores condiciones para el concretaje. La protensión externa puede ser hecha con cables de acero o con cables sintéticos. Estos últimos están constituídos de fibras de alta resistencia y excelente resistencia a la corrosión. El cálculo de la resistencia de las vigas protendidas con cables no adherentes es más complejo del que el caso de cables adherentes, pués la variación de tensión es función de la integral de las deformaciones de la viga a lo largo del trazado del cable. Este trabajo presenta un modelo rígido-plástico simplificado para estimar la variación de la fuerza en cables de protensión no adherentes, para estadíos de carregamento donde ocurren deformaciones plásticas en los materiales, considerando que todas las rotaciones esten concentradas en una rótula plástica. El modelo lleva en consideración la dependencia de la variación de la fuerza en cables de protensión con el comportamiento general de la extructura, así como la influencia de la resistencia del concreto, de la tasa de armadura en la sección y de los deslizamientos que ocurren a lo largo de la armadura no adherente. La eficiencia de este tipo de análisis se verifica por meio de una buena concordancia entre resultados analíticos y experimentales, desde que se tenga uma buena estimativa de la capacidad de rotación y/o posición relativa de la línea neutra en la ruptura. Se presenta un estudio paramétrico, sobre el comportamiento a la flexión de vigas protendidas con cables externos, utilizando el modelo computacional de Campos (1993). El análisis se utiliza para enfatizar las principales implicaciones del uso de cables externos de diferentes módulos de elasticidad. Se establece también, una relación entre la capacidad de rotación de la sección y posición relativa de la línea neutra, con el objetivo de facilitar la determinación de la variación de fuerza en cables no adherentes cuando se emplea el modelo rígido-plástico simplificado. Se erificó una buena concordancia entre resultados analíticos y experimentales.
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Brahmachari, Koushik. "Connection and flexural behaviour of steel RHS filled with high strength concrete /." View thesis, 1997. http://library.uws.edu.au/adt-NUWS/public/adt-NUWS20030708.160244/index.html.

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Thesis (Ph. D.)--University of Western Sydney, Hawkesbury.
"Thesis presented for the Degree of Doctor of Philosophy, School of Construction and Building Sciences, Faculty of Science, Technology and Agriculture, University of Western Sydney, Hawkesbury, December 1997.
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Tabassum, Javeria, and javeriaajaz@yahoo co in. "Analysis of current methods of flexural design for high strength concrete beams." RMIT University. Civil, Environmental & Chemical Engineering, 2008. http://adt.lib.rmit.edu.au/adt/public/adt-VIT20080725.143153.

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Considerable amount of research was carried out into the properties and structural performance of high strength concrete for more than few decades. Whilst this research has produced relevant and useful results, there are several properties of high strength concrete like compressive and tensile strengths, stiffness, durability etc. that need to be evaluated and investigated to determine an accurate representation for the determination of different structural properties of beams made of high strength concrete. For this purpose, an investigation into the behaviour of beams made of higher concrete strengths has been carried out and conclusions drawn for the design of high strength concrete beams in flexure. Experimental data from previous research was considered for the study to establish some understanding of flexural behavior of HSC beams. A number of spreadsheets in Excel were developed using available data and various graphs were plotted to determine the accuracy of the code provisions for calculating the ultimate moment capacity of beams. A study on flexural ductility of beams has been carried out using a computer program FRMPHI which generates moment-curvature curves for the beams. Ductility has been studied using ductility factors. The influence of ductility on the value of the depth of neutral axis has been analysed and discussed. A chapter on the short-term deflection of simply supported high strength concrete beams under instantaneous deflections is presented. This chapter includes analysis of the available formula to calculate deflection to determine if these can be adopted for high strength concrete. Extensive ongoing research on the shear strength of beams by several researchers since many years has lead to the generation of a large body of knowledge. Although each author has analysed the data comparing them with existing relationships, the whole body of information has not been analysed to establish a statistical significance. In this study, regression analysis on experimental data collected from published research is carried a relationship between the different parameters affecting the shear strength of beams. The level of significance of the association between parameters influencing shear strength is also discussed.
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Books on the topic "Flexural analysis"

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Hayden, Griffin O., Johnson Eric R, and United States. National Aeronautics and Space Administration., eds. Static and dynamic large deflection flexural response of graphite-epoxy beams. Blacksburg, Va: Virginia Tech Center for Composite Materials and Structures, Virginia Polytechnic Institute and State University, 1987.

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Hayden, Griffin O., Johnson Eric R, and United States. National Aeronautics and Space Administration. Scientific and Technical Information Division., eds. Static and dynamic large deflection flexural response of graphite-epoxy beams. [Washington, DC]: National Aeronautics and Space Administration, Scientific and Technical Information Division, 1988.

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Wang, C. M. Shooting-optimization technique for large deflection analysis of structural members. St. Lucia: University of Queensland, Dept. of Civil Engineering, 1990.

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Wang, C. M. Shooting-optimization technique for large deflection analysis of structural members. St Lucia, Q., Australia: Department of Civil Engineering, The University of Queensland, 1990.

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H, Aliabadi M., ed. Plate bending analysis with boundary elements. Southampton, UK: Computational Mechanics Publications, 1998.

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Lucas, Jeremy L. Final report: Structural load testing and flexure analysis of the Route 701 Bridge in Louisa County, Virginia. Charlottesville, Va: Virginia Transportation Research Council, 2004.

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A mathematical analysis of bending of plates with transverse shear deformation. Harlow, Essex, England: Longman Scientific & Technical, 1990.

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Center, Ames Research, ed. Design of a flexure mount for optics in dynamic and cryogenic environments. Moffett Field, Calif: National Aeronautics and Space Administration, Ames Research Center, 1989.

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Center, Ames Research, ed. Design of a flexure mount for optics in dynamic and cryogenic environments. Moffett Field, Calif: National Aeronautics and Space Administration, Ames Research Center, 1989.

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S, Raju I., O'Brien T. Kevin, and Langley Research Center, eds. Strain-energy-release rate analysis of the end-notched flexure specimen using the finite-element method. Hampton, Va: National Aeronautics and Space Administration, Langley Research Center, 1987.

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Book chapters on the topic "Flexural analysis"

1

Gayed, Ramez, and Amin Ghali. "Effects of axial forces on flexural stiffness." In Structural Analysis Fundamentals, 283–306. Boca Raton: CRC Press, 2021. http://dx.doi.org/10.1201/9780429286858-10.

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Wang, Q., and S. T. Quek. "Flexural Analysis of Piezoelectric Coupled Structures." In IUTAM Symposium on Smart Structures and Structronic Systems, 161–68. Dordrecht: Springer Netherlands, 2001. http://dx.doi.org/10.1007/978-94-010-0724-5_21.

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Dolan, Charles W., and H. R. Hamilton. "Flexural Basics of Analysis and Design." In Prestressed Concrete, 109–37. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-97882-6_5.

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Salleh, Zulzamri, M. Islam, J. Epaarachchi, M. Zulkarnain, and Yaseen Adenan Ahmed. "Flexural Analysis for Syntactic Foam Sandwich Panels." In Lecture Notes in Mechanical Engineering, 41–47. Singapore: Springer Singapore, 2019. http://dx.doi.org/10.1007/978-981-15-0002-2_5.

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Meyer, C., F. C. Filippou, and P. Gergely. "Flexural Members and Beam-Column Joints." In Modelling and Analysis of Reinforced Concrete Structures for Dynamic Loading, 65–109. Vienna: Springer Vienna, 1998. http://dx.doi.org/10.1007/978-3-7091-2524-3_2.

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Ercan, Emre, Bengi Arısoy, Ali Demir, and Anıl Özdemir. "Analysis of Strengthened Composite Beams Under Flexural Stress." In Lecture Notes in Civil Engineering, 506–18. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-64349-6_40.

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Nadella, Krishna, and Vipin Kumar. "Tensile and Flexural Properties of Solid-State Microcellular Abs Panels." In Experimental Analysis of Nano and Engineering Materials and Structures, 765–66. Dordrecht: Springer Netherlands, 2007. http://dx.doi.org/10.1007/978-1-4020-6239-1_380.

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Mamo, Yesheneh Jejaw, and Ramesh Babu Subramanian. "Analysis of Flexural Strength of Jute/Sisal Hybrid Polyester Composite." In Lecture Notes of the Institute for Computer Sciences, Social Informatics and Telecommunications Engineering, 599–609. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-15357-1_48.

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Patil, Sammed, and Y. T. LomtePatil. "Flexural Fatigue Analysis of Cross Ply and Angle Ply Laminates." In Recent Trends in Construction Technology and Management, 1171–81. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-2145-2_86.

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Nareshnayak, N., and B. N. Rao. "Numerical Analysis of One-Way Flexural Strength of Voided Slab." In Structural Integrity, 250–56. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-031-04793-0_19.

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Conference papers on the topic "Flexural analysis"

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Yu, Jingjun, Guanghua Zong, Zhiwei Yu, and Shusheng Bi. "A New Family of Large-Displacement Flexural Pivots." In ASME 2007 International Design Engineering Technical Conferences and Computers and Information in Engineering Conference. ASMEDC, 2007. http://dx.doi.org/10.1115/detc2007-34977.

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This paper proposes a new family of large-displacement flexural pivots. The design in this family is derived from the conventional notch-type flexures, which are capable of high rotational precision and a compact structure. However, the proposed new flexural pivots can offer a much larger range of motion (up to 60°) compared with those old flexures. In order to construct the profile of these new flexures, a method based on large-deflection axial buckling theory was introduced to determine their initial flexible curvature profiles. In addition, the characteristic comparisons and optimizations of the proposed flexures were made using Finite Element Analysis.
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Dey, Arindam, and Prabir K. Basudhar. "Flexural Response of Beams on Reinforced Foundation Beds." In 17th Analysis and Computation Specialty Conferenc at Structures 2006. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40878(202)28.

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Coutinho, Le”nidas Ferreira, and Alberto Tamagna. "Flexural Vibration Analysis of Constant Velocity Halfshafts." In International Congress & Exposition. 400 Commonwealth Drive, Warrendale, PA, United States: SAE International, 1996. http://dx.doi.org/10.4271/960725.

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Tiwari, Parul. "Flexural strength analysis of boron nitride nanotubes." In NATIONAL CONFERENCE ON ADVANCED MATERIALS AND NANOTECHNOLOGY - 2018: AMN-2018. Author(s), 2018. http://dx.doi.org/10.1063/1.5052129.

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Klein, Claude A. "Flexural strength of fused silica: Weibull statistical analysis." In SPIE Defense, Security, and Sensing, edited by Randal W. Tustison. SPIE, 2009. http://dx.doi.org/10.1117/12.817714.

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Bacinskas, Darius, Deividas Rumšys, and Gintaris Kaklauskas. "Numerical deformation analysis of flexural reinforced lightweight aggregate concrete members." In INTERNATIONAL CONFERENCE OF NUMERICAL ANALYSIS AND APPLIED MATHEMATICS ICNAAM 2020. AIP Publishing, 2022. http://dx.doi.org/10.1063/5.0081535.

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"Flexural Reinforcement Essential for Punching Shear Resistance of Slabs." In "SP-287: Recent Development in Reinforced Concrete Slab Analysis, Design, and Serviceability". American Concrete Institute, 2012. http://dx.doi.org/10.14359/51683860.

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Yucel, Adil, Alaeddin Arpaci, and Ekrem Tufekci. "Coupled Axial-Flexural-Torsional Vibration of Internally Damped Timoshenko Frames." In ASME 2010 10th Biennial Conference on Engineering Systems Design and Analysis. ASMEDC, 2010. http://dx.doi.org/10.1115/esda2010-24861.

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In this study, free in-plane and out-of-plane bending vibrations of frame structures have been analyzed together with torsional vibration. Axial extension, rotational inertia and shear effects have also been considered. The frame structure has been constructed as having two beams with doubly symmetric cross-sections and connected at any angle to each other. These types of frames frequently appear on ships as bridge wings which are probably the most problematic members experiencing severe vibration. Internal damping has been incorporated into the analyses by using a complex modulus of elasticity. Natural frequencies have been obtained analytically by solving simultaneous linear equations of complex coefficients. A finite element analysis has also been conducted to verify the analytical results. Furthermore, an experimental modal analysis has been carried out and the results have been compared with theoretical ones in tables for various connection angles and damping factors. The agreement among results has been found to be good.
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Marano, C., M. Petracca, G. Camata, and E. Spacone. "Equivalent Frame Method Combining Flexural and Shear Responses of Masonry Buildings." In 12th International Conference on Structural Analysis of Historical Constructions. CIMNE, 2021. http://dx.doi.org/10.23967/sahc.2021.090.

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Sarfaraz, Ehsan, Jeremiah O. Afolabi, and Hamid R. Hamidzadeh. "Coupled Flexural and Torsional Vibration Analysis of Composite Beams." In ASME 2019 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2019. http://dx.doi.org/10.1115/imece2019-11301.

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Abstract An analytical method is presented to determine the dynamic response of a coupled flexural and torsional vibration of composite beams. The general governing equations of motion are presented and a closed form solution for free vibration of the composite beam that demonstrates both geometric and material coupling is developed. The proposed solution is used to compute the natural frequencies, modal loss factors, and mode shapes of the composite beam for several modes of the coupled bending and torsional vibrations for any boundary conditions. In this analysis, hysteretic damping for the composite beam is considered and its effects on mode shapes and modal loss factors are determined. In addition, the variation of modal parameters such as bending displacement, bending slope, torsional rotation, shear force, bending moment, and torque along the beam for the first four mode shapes are presented for the clamped-free boundary conditions. Moreover, to verify the validity of the presented analytical method, results for the cases with no damping are compared with the previously established results and good agreement is achieved. The presented results can provide a guideline for selecting appropriate geometries and materials to design composite beams.
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Reports on the topic "Flexural analysis"

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Dubbelday, Pieter S. Analysis of Constrained-Layer Damping of Flexural and Extensional Waves in Infinite, Fluid-Loaded Plates. Fort Belvoir, VA: Defense Technical Information Center, March 1992. http://dx.doi.org/10.21236/ada247936.

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BENDING MECHANICAL PROPERTIES OF STEEL–WELDED HOLLOW SPHERICAL JOINTS AT HIGH TEMPERATURES. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.146.

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Spatial grid structure is a commonly used long–span structural form due to its various advantages, such as light weight, high strength, low construction cost, and simple construction. Steel–welded hollow spherical joints are widely applied in traditional spatial grid structures. Circular steel tube– and H–shaped steel–welded hollow spherical joints have been applied in practical engineering projects because of aesthetic appearance and structural stress requirements of modern spatial grid structures. Existing studies have mainly focused on the axial compression behaviors of steel–welded hollow spherical joints at high temperatures during fire disasters. However, few studies have discussed the bending mechanical properties of hollow and H–shaped steel–welded hollow spherical joints. This study conducted finite element analysis on the bending mechanical properties of circular steel tube– and H–shaped steel–welded hollow spherical joints at high temperatures. Influences of parameters including the sizes of welded hollow sphere and fashioned iron on the bending mechanical properties of welded hollow spherical joints were considered in the finite element analysis. Moreover, changes in the failure modes, flexural capacities, and flexural rigidities of circular steel tube– and H–shaped steel–welded hollow spherical joints with the increase in temperatures were analyzed. The fitting formulas of the ultimate bearing capacity and initial flexural rigidity of circular steel tube– and H–shaped steel–welded hollow spherical joints at high temperatures were proposed on the basis of parametric analysis.
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ROTATIONAL RESISTANCE TEST OF A NEW ALUMINUM ALLOY PENETRATING (AAP) JOINT SYSTEM. The Hong Kong Institute of Steel Construction, June 2023. http://dx.doi.org/10.18057/ijasc.2023.19.2.4.

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Aluminum alloy penetrating (AAP) joint is an improved form of the Aluminum Alloy Temcor (AAT) joint system consisting of one penetrating member, four short members, gussets, bolts and a U-shaped connector. The rotational resistance performance of AAP joints is investigated by a static out-of-plane flexural test. The specific experimental parameters include the gusset thickness (6 mm and 12 mm) and shape (circular and X-shaped). The differences between penetrating and short members in AAP joints are analyzed, and the influence of thicknesses and shapes of gusset on rotational resistance behavior of the joints is analyzed. The establishment of the finite element model of the AAP joint system in this paper considers the effects of bolt pre-tightening force, installation gap and friction between contact surfaces. The M-Φ curves and damage patterns are obtained by numerical simulation. The detailed comparative analysis between AAP joint numerical simulation and test results verifies the accuracy of the numerical model.
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QUANTITATIVE EVALUATION OF EFFECT OF VARIOUS SPAN-TO-DEPTH RATIOS ON THE COLLAPSE PERFORMANCE OF PLANAR STEEL FRAMES. The Hong Kong Institute of Steel Construction, December 2022. http://dx.doi.org/10.18057/ijasc.2022.18.4.5.

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After the removal of a column caused by the unexpected extreme loading of the building structure, the remaining structure mainly relies on the double-span beams connected with the failed column to mitigate the progressive collapse, therefore, the span-to-depth ratios of the double-span beams has significant effects on the internal force redistribution among each story and the development of the anti-collapse mechanisms of the multi-story planar frames. To investigate the effect of span-to-depth ratios on the progressive collapse performance of steel frames, the collapse analysis of three-story steel frame models with various beam depths and beam spans was numerically studied. Firstly, the correctness of the numerical modeling method was verified by the collapse test results of a two-story sub-frame. Then, the refined modeling methods were applied to the analysis of progressive collapse performance of steel frames with various span-to-depth ratios. The load response, load distribution, deformation characteristic and load-resisting mechanisms of models are investigated in detail. The results showed that the resistances provided by flexural mechanism and catenary mechanism are mainly determined by span-to depth ratios and beam span, respectively. Through the principle of energy conservation, the different resistant contribution coefficients of each story are quantitatively obtained, and corresponding empirical formulas were proposed, which can be used as a reference for resistance evaluation before the design of structural anti-collapse.
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EFFECTS OF THE NUMBERS OF STORIES AND SPANS ON THE COLLAPSE-RESISTANCE PERFORMANCE OF MULTI-STORY STEEL FRAME STRUCTURES WITH REDUCED BEAM SECTION CONNECTIONS. The Hong Kong Institute of Steel Construction, June 2022. http://dx.doi.org/10.18057/ijasc.2022.18.2.10.

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The progressive collapse of a building structure under an accidental load involves a relatively complex mechanical behavior. To date, the collapse of single-story beam-column assemblies has been investigated extensively, revealing the resistance development of beams during progressive collapse. However, few studies of the progressive collapse behavior of multi-story frame structures have performed a systematic analysis of the Vierendeel action (VA) at a comprehensive level. It is difficult to convert quantitative analysis results accurately from the component level to the overall structure level to evaluate the collapse resistances of structures. To investigate the effects of the numbers of stories and spans on the collapse resistances of steel frame structures, a refined numerical simulation study of a multi-story frame model with different numbers of stories and spans was performed. First, the correctness of the finite element modeling method was verified by the collapse test results of a single-story and two-story frame. Then, the finite element modeling method was applied to study the collapse resistances of multi-story frame structures with different stories and spans. The load–displacement response, internal force development, deformation characteristics, and resistance mechanisms were analyzed, and the contributions of the flexural and catenary mechanisms of each story were separated quantitatively. The results illustrated that the VA can improve the load-carrying capacity to a certain extent in the small deformation stage, but can also cause the frame structures to undergo progressive collapse from the failure story to the top story. The bearing capacity of the multi-story frame did not have a simple multiple relationship with the number of stories. Increasing the number of spans can improve the collapse resistance in the large deformation stage, which is more obvious when the number of stories is smaller, and this accelerates the upward transmission of the axial tension force among the stories, although this effect is minimal for frames with few stories.
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