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Journal articles on the topic 'Flexural behaviour'

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Author: Grafiati

Published: 4 June 2021

Last updated: 30 January 2023

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1

Morey, N. N., S. D. Patil, and A. P. Khangan. "Flexural Behaviour of GFRP Bars." International Journal of Trend in Scientific Research and Development Volume-2, Issue-2 (February 28, 2018): 1503–5. http://dx.doi.org/10.31142/ijtsrd9645.

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2

Dinesh Kumar, J., A. Sattainathan Sharma, and K. Suganya Devi. "Study on Flexural Behaviour of RC Beam Strengthened with FRP." Journal of Physics: Conference Series 2040, no. 1 (October 1, 2021): 012019. http://dx.doi.org/10.1088/1742-6596/2040/1/012019.

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Abstract This paper provides the analytical and experimental work of reinforced concrete beams strengthened with FRP. The main objective of this investigation is to study the flexural behaviour of reinforced concrete beams of different methods of strengthening methods using GFRP to find the flexural strength, failure modes, and ductility of the reinforced concrete beam. All beams were strengthened for flexure with external bonding to prevent flexural failure. The analytical and experimental results indicated that the externally bonded GFRP used for flexural strengthening of reinforced concrete beams increased the cracking load, increased the ultimate load-carrying capacity, and exhibited decreased ductility corresponding to the unstrengthen control specimen. The analytical work was carried out using ANSYS 17.0 Software and found the parameters of total deformation, stress strain curves, and Load deflection graph plotted.

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3

Lopes, S. M. R., and J. Harrop. "Flexural behaviour of prestressed continuous beams." Proceedings of the Institution of Civil Engineers - Structures and Buildings 146, no. 1 (February 2001): 67–74. http://dx.doi.org/10.1680/stbu.2001.146.1.67.

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4

Reis, P. N. B., J. A. M. Ferreira, F. V. Antunes, and J. D. M. Costa. "Flexural behaviour of hybrid laminated composites." Composites Part A: Applied Science and Manufacturing 38, no. 6 (June 2007): 1612–20. http://dx.doi.org/10.1016/j.compositesa.2006.11.010.

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5

Real, E., and E. Mirambell. "Flexural behaviour of stainless steel beams." Engineering Structures 27, no. 10 (August 2005): 1465–75. http://dx.doi.org/10.1016/j.engstruct.2005.04.008.

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6

Arief Budiman and Erizal. "Pengaruh Pola Anyaman terhadap Perilaku Lentur Textile Reinforced Concrete (TRC) dengan Perkuatan Serat Rami." Jurnal Teknik Sipil dan Lingkungan 6, no. 3 (December 31, 2021): 205–20. http://dx.doi.org/10.29244/jsil.6.3.205-220.

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The demand of concrete has increased in Indonesia. A reinforced concrete innovation being developed is Textile Reinforced Concrete (TRC). Ramie fiber has great potential to be used as a construction material because it has advantages over other natural fibers, such as tensile strength properties. The research aims to analyzed flexural behaviour of Ramie fiber TRC. This research was conducted from February until June 2021 at IPB University. The research was carried out through several stages, that are testing of TRC materials, mix design, weaving and coating ramie fiber, manufacturing and curing test objects, and testing. The flexural behavior analyzed flexural strength, stiffness, ductility, and crack behavior. Ramie fiber reinforcement can improve the elasticity and ductility of mortar plates. However, woven ramie fiber with a certain woven pattern can reduce flexural strength. Coating ramie fiber with Unsaturated Polyester Resin (UPR) provides an increase in flexural strength, elastic properties, and ductility. Phases of crack behaviour of UPR-coated are uncracked, crack formation, crack stabilization, and failure. The woven pattern that produces the highest flexural strength is the two-axis woven pattern for UPR-coated ramie, which is 7.84 MPa.

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7

Saji, Ms Ansu P., and Ms Lekshmi Priya R. "Flexural Behaviour of SFRC Curved Deep Beams." International Journal for Research in Applied Science and Engineering Technology 10, no. 7 (July 31, 2022): 574–79. http://dx.doi.org/10.22214/ijraset.2022.45372.

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Abstract: As per IS 456:2000, deep beams can be defined as the structures that having span to depth ratio less than 2 for a simply supported beam and 2.5 for a continuous beam. Also these members are loaded on one face and supported on the opposite face. Uses of curved deep beams are increasing in structures like rounded corners of buildings, circular balconies, water tanks etc. Steel Fiber Reinforced Concrete (SFRC) is a concrete with short, discrete lengths of steel fibers which are randomly dispersed. The load deformation behavior of curved deep beam of different curvatures gives an idea about the effect of curvature on the performance of curved deep beam. The structure that generates comparatively small deformation within the applied load can be considered as relatively safe. This paper illustrates the effect of curvature or central angle on the ultimate load behavior of SFRC curved deep beam and analyzing its flexural behaviour. Steel Fiber Reinforced Concrete with 1% steel fiber is used in the current study. The central subtended angles adopted for the study are 00 , 450 , 600 , 900 , 1200 , and 1800 . As the central subtended angle increases, curvature also increases. The analysis of the structure has been carried out using ANSYS Software

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8

Mikhailovsky, Leonid, D. J. Laurie Kennedy, and Raymond W. S. Lee. "Flexural behaviour of bolted joints of corrugated steel plates." Canadian Journal of Civil Engineering 19, no. 5 (October 1, 1992): 896–905. http://dx.doi.org/10.1139/l92-101.

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Even though the design of corrugated steel plate culverts is based on compression ring theory, soil-steel structure interaction will likely lead to the development of bending moments in the steel plates. Successful application of these structures requires that these moments be accommodated without distress, while the plate carries axial thrust. This requires ductile flexural behaviour.The results of 13 flexural tests, with two-point loading, on lap joints of 3, 5, and 7 mm thick corrugated steel plates, as well as one test on plain 5 mm thick corrugated steel plate, are reported. Bolt configurations consisting of 2, 3, and 4 bolts per complete corrugation were tested to investigate the postulate that lap joints subject to bending moments can be made in a correct or incorrect manner. Correct lap joints are those that do have a bolt near the edge of the lap on the tension side where prying tends to occur, that is, where the gap between the lapped plates tends to open up when the joint is subject to moment. Incorrect laps do have a bolt at this location. Laps with 2 bolts are either correct for both positive and negative bending moments or incorrect for both. Statistically, laps with 3 bolts will be incorrect 75% of the time and laps with 4 bolts all the time.The tests confirm the postulate and show that, in the incorrect laps, tearing of the corrugated plates, starting at the edges of the bolt holes in the critical location where there is prying, occurs shortly after the maximum moment is reached. The tearing leads to a reduction in the moment resistance and reduced ductility even though the maximum moment for incorrect laps may be comparable to that for correct laps. Correct laps exhibit tremendous ductility, achieving joint rotations of 0.4 radians or more. Laps with 4 bolts per corrugation are weaker flexurally than laps with 2 bolts per corrugation because the critical net area on the tension side is less. Shaped washers placed under the bolt heads at the critical location do not improve the behaviour. Inadequate torquing in the bolts leads to increased flexibility, and reduced strength of the lap joints and increased opening of the gap between the plates. Key words: bolted, corrugated, culvert, ductility, flexure, joints, lap, moment resistance, plate, steel, tearing.

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9

Angeli, P., F. De Bona, and M. G. Munteanu. "Flexural stiffness of leaf springs for compliant micromechanisms." Proceedings of the Institution of Mechanical Engineers, Part C: Journal of Mechanical Engineering Science 222, no. 12 (December 1, 2008): 2505–11. http://dx.doi.org/10.1243/09544062jmes1022.

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Von Kármán equations have been used to evaluate the flexural behaviour of rectangular leaf springs with constant thickness. A closed form solution is obtained, showing that flexural stiffness varies continuously from that obtained by considering a beam model to the value given by the linear plate theory. This behaviour depends on section geometry, Poisson's ratio, and main curvature. A new characterizing parameter, whose relation with flexural stiffness allows a typical non-linear behaviour to be emphasized, is introduced in this work. In particular, for a given geometry and material, the flexural stiffness increases with the deflection and consequently with the load.

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10

Sathish Kumar, Veerappan, Namasivayam Ganesan, Pookattu Vattarambath Indira, Gunasekaran Murali, and Nikolai Ivanovich Vatin. "Flexural Behaviour of Hybrid Fibre-Reinforced Ternary Blend Geopolymer Concrete Beams." Sustainability 14, no. 10 (May 13, 2022): 5954. http://dx.doi.org/10.3390/su14105954.

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Geopolymer concrete is one of the innovative eco-friendly materials that has gained the attention of many researchers in the sustainable development of the construction industry. The primary objective of this experimental investigation is to study the flexural behaviour of the ternary blend geopolymer concrete (TGPC) with various proportions of hybrid fibres. In this study, 27 reinforced concrete beams were cast with a TGPC grade of M55 and tested under monotonic loading conditions. The specimens were beams of length 1200 mm, depth of 150 mm, and width of 100 mm. Crimped steel (metallic) fibres and polypropylene (non-metallic) fibres were used in hybrid form to study the effect on the TGPC beams under flexure. The volume fractions of steel fibres were varied up to 1% with an increment of 0.5%, and polypropylene fibres varied from 0.1% to 0.25% with an increment of 0.05%. The test results were analysed based on the first crack load, ultimate load, load-deflection behaviour, energy absorption capacity, moment-curvature relationship, and ductility behaviour and compared with TGPC specimens without fibres. The experimental study reveals that the TGPC is one of the best alternatives for conventional cement concrete. The addition of hybrid fibres potentially improves the flexural properties of TGPC to a great extent. The test results showcased that the HTGPC with 1% steel and 0.1% polypropylene fibres exhibited better flexural properties than the other combinations of hybrid fibres considered in this study. Additionally, an effort was made to develop a model to estimate the flexural strength of TGPC with hybrid fibres, and the predicted values were found satisfactorily with the test results.

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11

Yuan, Fang, Liping Chen, Mengcheng Chen, and Kaicheng Xu. "Behaviour of Hybrid Steel and FRP-Reinforced Concrete—ECC Composite Columns under Reversed Cyclic Loading." Sensors 18, no. 12 (December 2, 2018): 4231. http://dx.doi.org/10.3390/s18124231.

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Fibre-reinforced polymer (FRP) is used widely in concrete structures owing to its noncorrosive, light-weight, nonmagnetic, and high tensile-strength properties. However, the FRP-reinforced concrete flexural member exhibits low ductility owing to the linear–elastic property of FRP reinforcement. Hybrid steel—FRP-reinforced concrete members exhibit good strength and ductility under flexure owing to the inelastic deformation of steel reinforcement. The existing investigations have focused on the mechanical behaviours of the hybrid steel—FRP-reinforced flexural members. Only few studies have been reported on the members under combined flexural and compression loads, such as columns, owing to the poor compressive behaviour of FRP bars. We herein propose a new type of hybrid steel—FRP-reinforced concrete—engineered cementitious composite (ECC) composite column with ECC applied to the plastic hinge region and tested it under reversed cyclic loading. The hybrid steel—FRP-reinforced concrete column was also tested for comparison. The influence of matrix type in the plastic hinge region on the failure mode, crack pattern, ultimate strength, ductility, and energy dissipation capacity, of the columns were evaluated systematically. We found that the substitution of concrete with ECC in the plastic hinge zone can prevent the local buckling of FRP bars efficiently, and subsequently improve the strength and ductility of the column substantially.

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12

Qiao, Pizhong, Qinghui Liu, Zheng Lu, and Zhanji Wang. "Flexural behaviour of GFRP-encased concrete panels." Magazine of Concrete Research 70, no. 24 (December 2018): 1265–79. http://dx.doi.org/10.1680/jmacr.17.00423.

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13

Xia, Yidong, Jordan Klinger, Tiasha Bhattacharjee, and Vicki Thompson. "The elastoplastic flexural behaviour of corn stalks." Biosystems Engineering 216 (April 2022): 218–28. http://dx.doi.org/10.1016/j.biosystemseng.2022.02.016.

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14

Su, Qingtian, Chong Wu, Xu Han, Changyu Shao, Chong Wu, Su Hu, and Guotao Yang. "Flexural Behaviour of Orthotropic Composite Bridge Deck." IABSE Symposium Report 104, no. 11 (May 13, 2015): 1–7. http://dx.doi.org/10.2749/222137815815775376.

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15

Yun, H. D., C. S. Choi, and L. H. Lee. "Behaviour of high-strength concrete flexural walls." Proceedings of the Institution of Civil Engineers - Structures and Buildings 157, no. 2 (April 2004): 137–48. http://dx.doi.org/10.1680/stbu.2004.157.2.137.

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16

Sudhakarreddy, K., Srinivas Angadi, B. Sivakondareddy, T. Chandrasekharreddy, and Venu Malagavelli. "Flexural behaviour of cement added geopolymer concrete." IOP Conference Series: Materials Science and Engineering 431 (November 8, 2018): 092003. http://dx.doi.org/10.1088/1757-899x/431/9/092003.

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17

Lakho, Nawab Ali, and Muhammad Auchar Zardari. "Flexural Behaviour of Reinforced Baked Clay Beams." Engineering 08, no. 07 (2016): 403–9. http://dx.doi.org/10.4236/eng.2016.87037.

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18

Chandekar, Harichandra, and Vikas Chaudhari. "Flexural creep behaviour of jute polypropylene composites." IOP Conference Series: Materials Science and Engineering 149 (September 2016): 012107. http://dx.doi.org/10.1088/1757-899x/149/1/012107.

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19

Djamaluddin, Rudy. "Flexural Behaviour of External Reinforced Concrete Beams." Procedia Engineering 54 (2013): 252–60. http://dx.doi.org/10.1016/j.proeng.2013.03.023.

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20

Sheehan, Therese, Xianghe Dai, Jie Yang, Kan Zhou, and Dennis Lam. "Flexural behaviour of composite slim floor beams." Structures 21 (October 2019): 22–32. http://dx.doi.org/10.1016/j.istruc.2019.06.021.

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21

Han, Lin-Hai. "Flexural behaviour of concrete-filled steel tubes." Journal of Constructional Steel Research 60, no. 2 (February 2004): 313–37. http://dx.doi.org/10.1016/j.jcsr.2003.08.009.

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22

Salvia, M. "Flexural fatigue behaviour of UDGFRP experimental approach." International Journal of Fatigue 19, no. 3 (March 1997): 253–62. http://dx.doi.org/10.1016/0142-1123(95)00111-5.

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23

Karthikeyan, Chedarampet S., Sundaram Sankaran, and Kishore. "Flexural Behaviour of Fibre-Reinforced Syntactic Foams." Macromolecular Materials and Engineering 290, no. 1 (January 14, 2005): 60–65. http://dx.doi.org/10.1002/mame.200400177.

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24

Souza, Regina Helena F., and Julio Appleton. "Flexural behaviour of strengthened reinforced concrete beams." Materials and Structures 30, no. 3 (April 1997): 154–59. http://dx.doi.org/10.1007/bf02486387.

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25

Alhayek, Abdulrahman, Agusril Syamsir, Abu Bakar Mohd Supian, Fathoni Usman, Muhammad Rizal Muhammad Asyraf, and Mohd Afdzaluddin Atiqah. "Flexural Creep Behaviour of Pultruded GFRP Composites Cross-Arm: A Comparative Study on the Effects of Stacking Sequence." Polymers 14, no. 7 (March 25, 2022): 1330. http://dx.doi.org/10.3390/polym14071330.

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Pultruded glass fibre reinforced polymer (pGFRP) composites provide outstanding properties for composite polymer cross arms in power transmission line applications. This study has investigated the effects of various stacking sequences of fibres directions of pGFRP on flexural strength and creep behaviour. The use of static four-point bending flexural tests revealed that Stacking Sequence 2 (±45/0/90/0/90/0) had a significant flexural strength of 399.9 MPa while Stacking Sequence 1 (±45/90/0/±45) had a flexural strength of 242.5 MPa. Furthermore, the four-point bending creep experiments were performed at three distinct stress levels, notably 12%, 24%, and 37% of the ultimate flexural strength, to characterise the creep behaviour of distinct stacking sequences. Moreover, Findley’s power law equation for bending creep behaviour has revealed that the time-dependent reduction factor of Stacking Sequence 1 and Stacking Sequence 2 estimates a drop in flexural modulus of 23% and 10% respectively.

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26

Wu, Xuan, Yingcai Pan, Guoqing Wu, Zheng Huang, Rui Tian, and Siqiang Sun. "Flexural Behaviour of CFRP/MG Hybrid Laminates with Different Layers Thickness." Advanced Composites Letters 26, no. 5 (September 2017): 096369351702600. http://dx.doi.org/10.1177/096369351702600505.

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Three different types of fibre metal laminates (FMLs) with varying layers thickness, consisting of carbon fibre reinforced polymer (CFRP) prepregs and magnesium alloy sheets, were prepared by a hot-press process. The flexural behaviour of the FMLs were investigated using a three point flexural test method, to investigate the effect of layer thickness on flexural behaviour of FMLs while maintaining a constant metal volume fraction and constant overall thickness in the design process. The results show that the flexural modulus of the FMLs decreases in an almost linear manner with the decrease of layer thicknesses, yet no clear differences were observed in the flexural strength. Decreasing the layer thickness causes the transition of failure zone from compression region to tension region, which results in the appearance of two similar peak stresses.

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27

Makki, Ola Mazen, and Hayder M. K. Al-Mutairee. "Continuous Deep Beams Behavior Under Static Loads: A Review Study." IOP Conference Series: Earth and Environmental Science 961, no. 1 (January 1, 2022): 012034. http://dx.doi.org/10.1088/1755-1315/961/1/012034.

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Abstract Few studies discussed the continuous deep beams CDB behaviour in spite of its great importance in building constructions due to the usual use in bridges and tall buildings as a load distributer. The behaviour of CDB shows a different behaviour when comparing with the simply supported one, so the expected behaviour of SDB does not match with the CDB. So, this paper deals with reviewing the behaviour of CDB in the past researches. It has been concluded that, the CDB resist the applied loads by flexural and shear together, the flexural behaviour appears at the first loading stage then the beam start to resist by shear capacity. The amount of resistance of beam by flexural depends on a/h ratio, main and web steel reinforcement and concrete compressive strength. Flexural behaviour may not appear for very small a/h ratio or over main reinforcement. Also, main steel reinforcement at both top and bottom of beam does not reach to yielding point expected one case, which is, the main steel ratio is less than 0.6%, thereby, tie failure will governs.

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28

Kabashi, Naser, Cene Krasniqi, Ragip Hadri, Violeta Nushi, and Arton Dautaj. "Serviceability Behavior of Reinforcement Concrete Beams with Polypropylene and Steel Fibers." Advanced Materials Research 1129 (November 2015): 298–303. http://dx.doi.org/10.4028/www.scientific.net/amr.1129.298.

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Serviceability Limit States (SLS) may lead to the design of concrete elements internally reinforced with Fiber Reinforced Polymer (FRP).In many types of concrete structure loss the serviceability due to wide cracks, number of cracks or large deflection is not uncommon behaviour in concrete structures or concrete beams.The flexural ductility affects the serviceability deflection of RC beams once flexural cracking take place.Imprvement will be focused on the use of polypropilene fibres , which is the subject of thispaper. The performance of concrete with fibers is judged by the flexural toughness obtained by load-deflection curves. The flexural toughness of concrete is depend on different types of fibersin use.Its tougness will be reperesent in the behaviour of RC memebres at failure. Sometimes, it is difficult to use the flexural toughness to judge the behavior of concrete structures under service load. The result of cracking on concrete beam due to the applied load and the method of loading to monitor and check the performance of concrete with different types of fiber arediscussed in this paper. The reductionin the dimension of cracks and the effect of energy disipations of polypropilene fibres will be the main aim of this research work.

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29

Filiatrault, André, Danilo D'Aronco, and René Tinawi. "Seismic shear demand of ductile cantilever walls: a Canadian code perspective." Canadian Journal of Civil Engineering 21, no. 3 (June 1, 1994): 363–76. http://dx.doi.org/10.1139/l94-039.

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During severe earthquakes, ductile flexural walls are expected to exhibit inelastic flexural behaviour while other brittle deformation mechanisms, such as shear, should remain elastic. The philosophy of the Canadian seismic provisions for flexural walls is based on the assumption that the force reduction factor is applicable to both flexure and shear. If the bending moments are limited because of the flexural strength of a wall, then the shear forces are considered to be limited by the same ratio. Recent case studies have not confirmed this philosophy. Brittle shear failures in walls are still possible even if their shear strengths are established by the Canadian standards. This paper presents an analytical investigation on the shear demand of ductile flexural walls designed for three different seismic zones in Canada. For each zone, an ensemble of code compatible historical earthquake ground motions is identified. The shear demand of each structure, under each earthquake record, is obtained by nonlinear time-history dynamic analyses. In 77% of the cases, the computed dynamic shear demand is higher than the current code shear strength. To address this issue, a force modification factor for shear, different from the one for flexure, is suggested for the Canadian code. Key words: earthquake, seismic response, shear walls.

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30

Wee, Lee Siong, Oh Chai Lian, and Mohd Raizamzamani Md Zain. "Evaluation of the Design Mix Proportion on Mechanical Properties of Engineered Cementitious Composites." Key Engineering Materials 775 (August 2018): 589–95. http://dx.doi.org/10.4028/www.scientific.net/kem.775.589.

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This paper investigates the mechanical properties of engineered cementitious composites (ECC) in terms of compressive strength and flexural behaviour. A new version of ECC made of cement, ground granulated blast-furnace slag (GGBS), local sand, polypropylene (PP) fibers, water and superplasticizer (SP) was employed in this study. Few series of ECC mixtures were designed, cast, and tested in compression and flexural after 28 days of curing. The effect of the fiber content and sand content were studied in different cement-GGBS combination. Compression test results indicated that all ECC mixtures obtained at least 1.8 times compressive strength compared to normal concrete. They also demonstrated more ductile flexural behavior compared to normal concrete from three-point bending test. Increasing fiber content from 1.5% to 2.0% and 2.5% has negative effect on compressive strength but significantly improved modulus of toughness of ECC mixtures. The compressive strength of ECC was reduced when the sand to binder ratio adjusted to 0.4 and 0.6. The flexural behaviour of ECC was slightly improved with the increasing of sand content.

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31

Setiya Budi, Agus, Endang Rismunarsi, and Sunaryo. "Flexural Capacity of Bamboo Strip Notched Reinforced Concrete Beams." Applied Mechanics and Materials 845 (July 2016): 208–13. http://dx.doi.org/10.4028/www.scientific.net/amm.845.208.

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This study discusses the results of experiments on flexural strength of the concrete beams using bambo strip notch as reinforcement, with variations in the distance between the notch at 40 mm and 50 mm. The flexural parameters assessed were the flexural moments and load-deflection behaviour. The number of concrete beams specimen was 9 units. One sets for 3 beams containing round steel 8 mm as reinforcement and two sets of 6 beams containing bamboo as reinforcement were tested for flexural strength under third point loading. All beam specimens size is 110x150x1700 mm. The data recorded while tested the flexure were a failure load, deflection and failure models. The failure loads of beams increased with increase in the number of notches bamboo strip in the tensile zone. The ultimate moment experimental and theoretical of bamboo strip notched concrete beams increased, with increase the number of notches bamboo strip in the tensile zone. Thus it can be concluded that inclusion of bamboo strip notches as reinforcement in tension zone improved the flexural capacity of concrete beams.

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32

Williams, M., D. Menon, and A. M. Prasad. "Flexural creep in plain concrete: State of the Art." Proceedings of the 12th Structural Engineering Convention, SEC 2022: Themes 1-2 1, no. 1 (December 19, 2022): 341–45. http://dx.doi.org/10.38208/acp.v1.519.

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Concrete, being a viscoelastic material, creeps with time causing additional strains and deflections in flexural members. Most of the studies in creep of concrete are based on long-term tests on plain concrete standard cylinders under axial compression, very limited studies have been reported on creep of concrete in flexure and direct tension. Whether the mechanism of creep in tension is different from creep in compression is still being debated. Numerous studies have been reported in the literature showing varied results with regard to the effects of creep in direct compression, direct tension and flexure. This paper provides a brief review of various creep tests on plain concrete reported and attempts to understand the effects of various parameters on the creep behaviour of concrete. Some studies reported that the creep in tension is higher than that in compression, whereas a few others obtained contradictory results from creep tests. This may be attributed to the fact that the relative creep behaviour in tension and compression is highly sensitive to the material composition, exposure conditions and loading level. The studies by various researchers on flexural creep in plain concrete are also discussed.

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33

Lu, Yue Qing, and D. J. Laurie Kennedy. "The flexural behaviour of concrete-filled hollow structural sections." Canadian Journal of Civil Engineering 21, no. 1 (February 1, 1994): 111–30. http://dx.doi.org/10.1139/l94-011.

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In Standard CAN/CSA S16.1-M89, the contribution of the concrete to the flexural capacity of concrete-filled hollow structural sections is acknowledged as an alternative approach, but no method of assessing it is given. Preliminary studies had indicated that the concrete increased the ultimate moment capacity, the initial flexural stiffness, and the ductility, and delayed local buckling of the steel, thus enhancing the behaviour considerably. A series of four flexural tests on rectangular and square cold-formed hollow structural steel sections and twelve on concrete-filled sections were undertaken to assess the general behaviour of these composite sections. The test specimens were selected to examine the effects of different ratios of depth to width and therefore of the proportions of steel and concrete in compression, and of different values of shear span to depth as related to the transfer of forces from one to the other when no direct means is provided for this transfer. The tests showed that the ultimate flexural strength of the concrete-filled sections is increased by about 10–30% over that of the bare steel sections, depending on the relative proportions of steel and concrete. The stiffness is also enhanced. In all cases, slip between the steel and concrete was not detrimental, even though shear-span-to-depth ratios as low as 1 were tested. Models are developed to predict the flexural strength of the composite section. Fully plastic stress blocks with the concrete at its maximum strength are used. The models are in excellent agreement with the test results. Key words: composite beams, concrete-filled, flexural behaviour, hollow structural sections.

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34

Du, Chuang, Xian Rong, and Xue Jun Liu. "The Finite Element Analysis of CLAC Beam." Advanced Materials Research 468-471 (February 2012): 2491–94. http://dx.doi.org/10.4028/www.scientific.net/amr.468-471.2491.

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In this paper, a comprehensive numerical investigation is presented on the behaviour of ceramsite light aggregate concrete(CLAC) beam by the non-linear finite element method. The investigation includes the entire process of the beam from loading to failure. Numerical analysis results show that the flexural behavior of CLAC beam is obtained by numerical simulation,including load-deflection curve, cross section stress and crack development ect. Numerical simulation may replace the actual experiment for study on flexural behavior of CLAC beam.

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35

Harini, B. R., and P. Elangovan. "Experimental Study on Flexural behaviour of Hybrid Fibre Reinforced Concrete with Elastomeric Pads." Bonfring International Journal of Industrial Engineering and Management Science 5, no. 2 (June 30, 2015): 67–72. http://dx.doi.org/10.9756/bijiems.8033.

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36

Chin, Chee Seong, and Robert Yong Xiao. "Flexural Toughness of Concrete with High Performance Polymers." Advanced Materials Research 687 (April 2013): 480–84. http://dx.doi.org/10.4028/www.scientific.net/amr.687.480.

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Flexural toughness is a measure of energy absorption capacity and characterization of material’s ability to resist fracture under flexure loads. Concrete, when unreinforced, behaves generally well in compression but its flexural behaviour particularly the post-peak performance is rather weak and brittle. Conventional method has been to include steel fibres to enhance the flexural capacity but was discouraged by their impractically heavy cost and weight constraints. This paper presents the use of high performance polymeric fibres as a cost-effective and lightweight potential alternative which also fits well into the modern era of sustainable construction seeing that they leaves substantially lower carbon footprint compared to steel. Mechanically deformed high performance polymer (HPP) made of 100 percent virgin polypropylene was adopted and incorporated into concrete mixes and its composite performance was experimentally investigated and compared to plain concrete and those reinforced by steel fibres. An analytical method to predict the overall flexural toughness response has also been proposed and verified.

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Azwan, Syed Mohd Saiful, Yahya Mohd Yazid, Ayob Amran, and Behzad Abdi. "Quasi-Static Flexural and Indentation Behaviour of Polymer-Metal Laminate." Advanced Materials Research 970 (June 2014): 88–90. http://dx.doi.org/10.4028/www.scientific.net/amr.970.88.

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Metal-polymer laminates were subjected to quasi-static flexural and indentation loading. The laminates were made of two aluminium skins heat-bonded (laminated) to a core made of polyethylene plastic material. The samples were trimmed into standard-sized beams and panels which were then tested in flexural and indentation using the Instron universal testing machine at loading rates of 1 mm/min, 10 mm/min and 100 mm/min. The load-displacement and energy absorption curves of the composite beams were recorded. It was found that the loading rate has a large effect on flexural and indentation behaviour of aluminium composite laminate.

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Brattland, Anita, and D. J. Laurie Kennedy. "Flexural tests of two full-scale composite trusses." Canadian Journal of Civil Engineering 19, no. 2 (April 1, 1992): 279–95. http://dx.doi.org/10.1139/l92-033.

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Steel trusses acting compositely with concrete slabs on wide rib profile steel deck have proven to be an economical system for long span floors. The flexural behaviour of two composite trusses with a span of 11.5 m was studied. The truss configuration consisted of hollow structural section chords with double angle web members welded on either side. The flexural tests showed that ductile behaviour up to failure can be obtained without failure of the web members, provided that the design is based on the ultimate tensile strength of the bottom chord, and the web members and shear connection are designed for the concomitant forces. The maximum moments attained were about 1.2 times the unfactored ultimate moment predicted by CSA Standard S16.1. The maximum strain in the bottom chord of both trusses was significantly higher than the yield strain, but did not reach the ultimate strain due to premature shear connection failure. The failure mode of the first composite truss demonstrated the need for additional rules for establishing the length of stud shear connectors for use in slabs on ribbed deck, as has been incorporated in S16.1-M89. A design procedure for double angle web members was developed, based on the test results. Key words: behaviour, composite steel–concrete trusses, flexure, long span, ultimate moment resistance.

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Rafeeqi, S. F. A., S. U. Khan, N. S. Zafar, and T. Ayub. "Implication of Unbondedness in Reinforced Concrete Beams." Advanced Materials Research 587 (November 2012): 36–41. http://dx.doi.org/10.4028/www.scientific.net/amr.587.36.

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In this paper, behaviour of nine (09) RC beams (including two control beams) after unbonding and exposing flexural reinforcement has been studied which were intentionally designed and detailed to observe flexural and shear failure. Beams have been divided into three groups based on failure mode and unbounded and exposed reinforcement. Beams have been tested under two-point loading up to failure. Experimental results are compared in terms of beam behaviour with respect to flexural capacity and failure mode which revealed that the exposed reinforcement does not altered flexural capacity significantly and unbondedness positively influences shear strength; however, serviceability performance of beams with unbonded and exposed reinforcement is less.

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Wydra, Małgorzata, Piotr Dolny, Grzegorz Sadowski, and Jadwiga Fangrat. "Flexural Behaviour of Cementitious Mortars with the Addition of Basalt Fibres." Materials 14, no. 6 (March 10, 2021): 1334. http://dx.doi.org/10.3390/ma14061334.

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The results of flexural tests of basalt fibre-reinforced cementitious mortars in terms of flexural strength and the occurrence of the bridging effect are summarised. Mixture proportions and curing conditions were altered for various series. The main parameters concerning mixture proportions were water to cement ratio (w/c), micro-silica and plasticiser addition and fibre dosage (1%, 3% and 6.2% by binder’s mass). Various curing conditions were defined by different temperatures, humidity and time. The influence of the amount of water inside the pores of the hardened cementitious matrix on the flexural strength values, as far as the impact of the alkaline environment on basalt fibres’ performance is concerned, was underlined. The designation of flexural strength and the analysis of post-critical deformations were also performed on the reference series without fibres and with the addition of more common polypropylene fibres. The bridging effect was observed only for the basalt fibre-reinforced mortar specimens with a relatively low amount of cement and high w/c ratio, especially after a short time of hardening. For the lowest value of w/c ratio (equalling 0.5), the bridging effect did not occur, but flexural strength was higher than in the case of non-reinforced specimens. Comparing mortars with the addition of basalt and polypropylene fibres, the former demonstrated higher values of flexural strength (assuming the same percentage dosage by the mass of the binder). Nevertheless, the bridging effect in that case was obtained only for polypropylene fibres.

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Bale, Jefri S., Yeremias M. Pell, Muhamad Jafri, and Rima Selan. "Experimental Investigation on Mechanical Joint of Lontar (Borassus Flabellifer) Fiber Reinforced Polyester Composites under Static Flexural Test." Indonesian Journal of Science and Technology 4, no. 1 (March 7, 2019): 17. http://dx.doi.org/10.17509/ijost.v4i1.15239.

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This study has been conducted to investigate the flexural strength of Borassus Flabellifer Fiber/BFF reinforced polyester composite joint under static condition. Tests were carried out to study the flexural strength of double strap butt joint and single lap joint of BFF polyester composite. In addition, post observation of macroscope was used to map failure behavior. The results shown that the flexural strength of single lap joint is higher compared to double strap butt joint of BFF polyester composite. The larger cross-sectional area and the existence of gap area could be the main reason for lower flexural strength generated by double strap butt joint of BFF polyester composite. The failure of BFF polyester composite joints under flexural test indicated the brittle failure behaviour that fiber breakage was found to be the final failure mechanism which start with matrix cracking and fiber-matrix debonding failure mechanisms.

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Jaishankar, P., S. Mahalakshmi, and K. Saravana Raja Mohan. "Flexural Behaviour and Numerical Simulation on High Strength Nano Silica Concrete." International Journal of Engineering & Technology 7, no. 3.12 (July 20, 2018): 670. http://dx.doi.org/10.14419/ijet.v7i3.12.16451.

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Effects on Flexural behavior attribute of nano SiO2 is a most widely used material in cement and concrete to boost the completion because of its pozzolonic reactivity moreover the pore stuffing effect. The results were obtained for mechanical strength, by assorted the reduced contents of 5%, 10%, 15% and 20% NS by volume fraction of cement. For further study, Finite Element Software ANSYS 10.0 is used for modeling and analysis by nonlinear steady flexural strength of the beam by two points loading. The micro structure XRD, XRF diagnosing the migrate properties of high strength concrete, such as permeability and ion transports. Nano silica into concrete mix has shown result of increasing mechanical strength, and flexural behaviour of high strength nano silica concrete. The numerical modeling and experimental inspection circulate that the optimal reduced content of cement with ns is around 15 % of greatest strength increased.

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Rameshwaran, P. M., and T. Ch Madhavi. "Flexural behaviour of fly ash based geopolymer concrete." Materials Today: Proceedings 46 (2021): 3423–25. http://dx.doi.org/10.1016/j.matpr.2020.11.755.

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Abdulhusain, Haider M., and Murtada A. Ismael. "Flexural Behaviour of Hollow Reinforced Concrete T-Beams." IOP Conference Series: Materials Science and Engineering 1090, no. 1 (March 1, 2021): 012133. http://dx.doi.org/10.1088/1757-899x/1090/1/012133.

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Sutili, F. J., L. Denardi, M. A. Durlo, H. P. Rauch, and C. Weissteiner. "Flexural behaviour of selected plants under static load." Hydrology and Earth System Sciences Discussions 7, no. 1 (February 24, 2010): 1459–83. http://dx.doi.org/10.5194/hessd-7-1459-2010.

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Abstract. One of the principal purposes of soil bioengineering is the application of vegetation layers from a civil engineering point of view. Living plants are used to reinforce slopes and to control erosion. For a standardised implementation, it is essential to quantify the effectiveness and to assess technical parameters for such bioengineering systems. The objective of this study is to investigate the flexibility of stems and branches of different riparian species of the area of Southern Brazil suitable for soil bioengineering (Phyllanthus sellowianus Müll. Arg., Sebastiania schottiana (Müll. Arg.) Müll. Arg., Salix humboldtiana Willd., and Salix×rubens Schrank). Fifty specimens (green stem samples) were collected in the surroundings of Santa Maria, state of Rio Grande do Sul, Brazil, and subjected to static bending tests. Their overall deformation behaviour (elastic and plastic) is of crucial importance for bioengineering systems. Thus, additional to the state of the art of material parameters, a new parameter is introduced: the "angle of flexibility". This parameter describes the elastic and plastic deformation behaviour of a plant under load in a more engineering practival experience. The results show that the species of Phyllanthus sellowianus is the most flexible species, followed by Sebastiania schottiana, Salix humboldtiana and Salix×rubens.

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Bellini, Costanzo, Vittorio Di Cocco, Francesco Iacoviello, and Larisa Patricia Mocanu. "Numerical Modelling of Fibre Metal Laminate Flexural Behaviour." Material Design & Processing Communications 2022 (February 12, 2022): 1–8. http://dx.doi.org/10.1155/2022/3401406.

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The employment of hybrid materials is frequently a solution for applications demanding high structural performances. FMLs (Fibre Metal Laminates) represent a group of hybrid materials, composed of metal sheets and composite material layers, and they exhibit good mechanical properties due to the presence of both types of material. The aim of this article is to introduce an FEM numerical model suitable for the prediction of the flexural behaviour of aluminium sheets/carbon fibre composite FMLs. Particular attention was paid to the simulation of the interface between the metal and the composite material. Therefore, the model for the three-point bending loading of two types of specimens was prepared: a specimen type presented a structural adhesive at the interface, while the other one was bonded by using the resin of the composite material. Experimental tests were carried out to validate the numerical model, and both the obtained load-displacement curves and the failure characteristics were compared with the results of numerical simulation. The appropriateness of the proposed model was witnessed by the correspondence between experimental and numerical results.

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Choi, Kyoung-Kyu, and Dong-Oh Ku. "Flexural behaviour of amorphous metal-fibre-reinforced concrete." Proceedings of the Institution of Civil Engineers - Structures and Buildings 168, no. 1 (January 2015): 15–25. http://dx.doi.org/10.1680/stbu.13.00045.

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Shokrieh, M. M., M. Esmkhani, and A. R. Haghighatkhah. "Flexural fatigue behaviour of carbon nanofiber/epoxy nanocomposites." Fatigue & Fracture of Engineering Materials & Structures 37, no. 5 (January 9, 2014): 553–60. http://dx.doi.org/10.1111/ffe.12137.

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Theofanous, M., T. M. Chan, and L. Gardner. "Flexural behaviour of stainless steel oval hollow sections." Thin-Walled Structures 47, no. 6-7 (June 2009): 776–87. http://dx.doi.org/10.1016/j.tws.2009.01.001.

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Al-Dujele, R., K. A. Cashell, and S. Afshan. "Flexural behaviour of concrete filled tubular flange girders." Journal of Constructional Steel Research 151 (December 2018): 263–79. http://dx.doi.org/10.1016/j.jcsr.2018.09.017.

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