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Artículos de revistas sobre el tema "Shear Behaviour of SCFRC Beams"

Autor: Grafiati

Publicado: 4 de junio de 2021

Última modificación: 2 de febrero de 2022

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1

Fodzi, Nurulain Hanida Mohamad y M. H. Mohd Hisbany. "Structural Effect of Using Steel Fiber Reinforcement on the Punching Shear of Self-Compacting Fiber Reinforced Concrete (SCFRC) Ribbed Slabs". Materials Science Forum 972 (octubre de 2019): 99–104. http://dx.doi.org/10.4028/www.scientific.net/msf.972.99.

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—Ribbed slab is an ideal structure for architects and contractors. It has an attractive soffit appearance and also giving economical value when it is come in weight and material saving. Placing and finishing of concrete slab normally influence about 30% - 35% of overall cost of flooring system. Ribbed slab or also known as one-way joist slab system consist of regularly spaced concrete joist or ribs spanning in one direction, a reinforced concrete slab cast integrally with the ribs and beam span between the columns, perpendicular to the ribs. However the complexity of the structure itself has become an issue due to honeycomb and poor workmanship. To overcome this problem, the use of Self-Compacting Steel Fiber Reinforcement Concrete (SCFRC) could improve the workmanship quality and to minimize the occurrence of honeycomb in concrete. Steel fiber in concrete improved the resistance of reinforced structural members cracking, deflection and other serviceability condition. Thus, this alternative approach will be the main focus in this study.Punching shear strength in reinforced concrete slabs subjected to concentrated loads has received a lot of emphasis due to its importance in the structural system, this failure may take place due to in conservative design of slab overloading and deterioration of strength in concrete and reinforcement. The continuous improvement of the technology of SCFRC and the better knowledge on the mechanical behavior of this SCFRC ribbed slab are contributing to a larger field application of SCFRC. Determination of punching shear strength has received considerable attention by the engineering profession in recent years.

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2

Zagon, Raul y Kiss Zoltan. "Shear Behaviour of UHPC Concrete Beams". Procedia Technology 22 (2016): 122–26. http://dx.doi.org/10.1016/j.protcy.2016.01.019.

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3

Adom-Asamoah, Mark y Russell Owusu Afrifa. "Shear behaviour of reinforced phyllite concrete beams". Materials & Design 43 (enero de 2013): 438–46. http://dx.doi.org/10.1016/j.matdes.2012.07.033.

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4

Furlan, Sydney y João Bento de Hanai. "Shear behaviour of fiber reinforced concrete beams". Cement and Concrete Composites 19, n.º 4 (enero de 1997): 359–66. http://dx.doi.org/10.1016/s0958-9465(97)00031-0.

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5

Souza, Regina Helena F. y Julio Appleton. "Behaviour of shear-strengthened reinforced concrete beams". Materials and Structures 30, n.º 2 (marzo de 1997): 81–86. http://dx.doi.org/10.1007/bf02486308.

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6

Al-Quraishi, Hussein, Aseel Abdulazeez y Raad Abdulkhudhur. "Behaviour of Rubberized Concrete Beams in Shear". IOP Conference Series: Materials Science and Engineering 1067, n.º 1 (1 de febrero de 2021): 012004. http://dx.doi.org/10.1088/1757-899x/1067/1/012004.

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7

Xing, Qiong, Jiehong Liao, Zhi Chen y Wei Huang. "Shear behaviour of fire-damaged reinforced-concrete beams". Magazine of Concrete Research 72, n.º 7 (abril de 2020): 357–64. http://dx.doi.org/10.1680/jmacr.17.00529.

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8

Meda, A. "Shear behaviour of steel fibre reinforced concrete beams". Materials and Structures 38, n.º 277 (21 de enero de 2005): 343–51. http://dx.doi.org/10.1617/14112.

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9

Visintin, P., M. S. Mohamed Ali, M. Albitar y W. Lucas. "Shear behaviour of geopolymer concrete beams without stirrups". Construction and Building Materials 148 (septiembre de 2017): 10–21. http://dx.doi.org/10.1016/j.conbuildmat.2017.05.010.

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10

Ferdous, Wahid, Allan Manalo, Thiru Aravinthan y Amir Fam. "Flexural and shear behaviour of layered sandwich beams". Construction and Building Materials 173 (junio de 2018): 429–42. http://dx.doi.org/10.1016/j.conbuildmat.2018.04.068.

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11

Meda, A., F. Minelli, G. A. Plizzari y P. Riva. "Shear behaviour of steel fibre reinforced concrete beams". Materials and Structures 38, n.º 3 (abril de 2005): 343–51. http://dx.doi.org/10.1007/bf02479300.

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12

Zagon, Raul, Stijn Matthys y Zoltan Kiss. "Shear behaviour of SFR-UHPC I-shaped beams". Construction and Building Materials 124 (octubre de 2016): 258–68. http://dx.doi.org/10.1016/j.conbuildmat.2016.07.075.

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13

Dong, Jiang Feng, Dong He, Shu Cheng Yuan y Qing Yuan Wang. "Shear Behaviour of RC Beams Strengthened with FRP Materials". Advanced Materials Research 463-464 (febrero de 2012): 249–53. http://dx.doi.org/10.4028/www.scientific.net/amr.463-464.249.

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This paper reports the results of a research work aimed at examining the use of externally bonded of fiber reinforced polymer (FRP) sheets, consisting of carbon FRP (CFRP) and glass FRP (GFRP), as a strengthening solution to upgrade the shear capacities of reinforced concrete (RC) beams. A total of 7 RC beams were constructed and tested under four-point bending, i.e. two reference beams with different concrete strength and without any FRP sheets, one beam reinforced by GFRP sheets and four beams reinforced by CFRP sheets. Externally bonded FRP shear strengthening was found very effective in upgrading the shear strength of the beams strengthened. The shear strengths of RC beams strengthened were improved greatly by FRP sheets, and the strength gain caused by the FRP sheets was in the range of 31-74%. Test results also show that the more ductile behaviour and higher ultimate strength are obtained for the beams with FRP shear strengthening by using high concrete strength.

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14

Mansour, Walid y Bassam A. Tayeh. "Shear Behaviour of RC Beams Strengthened by Various Ultrahigh Performance Fibre-Reinforced Concrete Systems". Advances in Civil Engineering 2020 (16 de julio de 2020): 1–18. http://dx.doi.org/10.1155/2020/2139054.

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This study presents a numerical investigation on the shear behaviour of shear-strengthened reinforced concrete (RC) beams by using various ultrahigh performance fibre-reinforced concrete (UHPFRC) systems. The proposed 3D finite element model (FEM) was verified by comparing its results with those of experimental studies in the literature. The validated numerical model is used to analyse the crucial parameters, which are mainly related to the design of RC beams and shear-strengthened UHPFRC layers, such as the effect of shear span-to-depth ratio on the shear behaviour of the strengthened or nonstrengthened RC beams and the effect of geometry and length of UHPFRC layers. Moreover, the effect of the UHPFRC layers’ reinforcement ratio and strengthening of one longitudinal vertical face on the mechanical performance of RC beams strengthened in shear with UHPFRC layers is investigated. Results of the analysed beams show that the shear span-to-depth ratio significantly affects the shear behaviour of not only the normal-strength RC beams but also the RC beams strengthened with UHPFRC layers. However, the effect of shear span-to-depth ratio has not been considered in existing design code equations. Consequently, this study suggests two formulas to estimate the shear strength of normal-strength RC beams and UHPFRC-strengthened RC beams considering the effect of the shear span-to-depth ratio.

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15

Wang, Xin Ding, Hang Dai y Yong Chao Zhang. "Study on Shear Behaviour of Concrete Beams Prestressed with External CFRP Tendons". Applied Mechanics and Materials 275-277 (enero de 2013): 1167–71. http://dx.doi.org/10.4028/www.scientific.net/amm.275-277.1167.

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Based on independent research and development of a CFRP tendons wedge-type anchorage, the shear tests of six CFRP external prestressing concrete beams were done. Among them, CFRP external tendons of three pieces were installed in straight line while other pieces were installed in curved line. The results of experimental research show that shear behaviour of concrete beams prestressed with CFRP external tendons are the similar process to the traditional prestressed reinforced concrete beams. They go through the elastic stage, the stage of crack extension, the yield stage of internal hoop reinforcements at the intersection of inclined cracks and the failure stage. When external CFRP tendons are arranged in the same situation, the cracking load and the shear capacity of concrete beams prestressed with CFRP external tendons reduce gradually along with the increase of shear-span ratio,.When shear-span ratio is equal, the cracking load and the shear capacity of concrete beams prestressed with curved arrangement of CFRP external tendons are larger than those of concrete beams prestressed with straight arrangement of CFRP external tendons. Compared with traditional concrete beams prestressed with external steel bars, due to elasticity modulus and shear modulus of CFRP tendons are both smaller than those of steel bars, the mid-span deflection of concrete beams prestressed with CFRP external tendons at the time of shear failure is bigger than that of traditional concrete beams prestressed with external steel bars under the same circumstance.

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16

Oh, B. H., D. H. Lim, S. W. Yoo y E. S. Kim. "Shear behaviour and shear analysis of reinforced concrete beams containing steel fibres". Magazine of Concrete Research 50, n.º 4 (diciembre de 1998): 283–91. http://dx.doi.org/10.1680/macr.1998.50.4.283.

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17

Ignjatović, Ivan S., Snežana B. Marinković y Nikola Tošić. "Shear behaviour of recycled aggregate concrete beams with and without shear reinforcement". Engineering Structures 141 (junio de 2017): 386–401. http://dx.doi.org/10.1016/j.engstruct.2017.03.026.

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18

Lin, Chien-Hung, Sung-Tang Chen y Wei-Chieh Lin. "Shear behaviour of prestressed beams with high-workability concrete". Magazine of Concrete Research 64, n.º 5 (mayo de 2012): 419–32. http://dx.doi.org/10.1680/macr.10.00203.

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19

Tadepalli, Padmanabha Rao, Hemant B. Dhonde, Y. L. Mo y Thomas T. C. Hsu. "Shear behaviour of prestressed steel fibre concrete box-beams". Magazine of Concrete Research 66, n.º 2 (enero de 2014): 90–105. http://dx.doi.org/10.1680/macr.13.00101.

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20

You, Zhi-guo, Xing-guo Wang, Guo-huan Liu, Hai-bin Chen y Shi-xia Li. "Shear behaviour of hybrid fibre-reinforced SCC T-beams". Magazine of Concrete Research 69, n.º 18 (septiembre de 2017): 919–38. http://dx.doi.org/10.1680/jmacr.16.00470.

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21

El-Hawary, M. M., A. M. Ragab, A. Abd El-Azim y S. Elibiari. "Effect of fire on shear behaviour of R.C. beams". Computers & Structures 65, n.º 2 (octubre de 1997): 281–87. http://dx.doi.org/10.1016/s0045-7949(95)00356-8.

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22

Cattaneo, Sara y Francesca Giussani. "Shear behaviour of R.C. beams with water-stop joints". Engineering Structures 56 (noviembre de 2013): 1775–86. http://dx.doi.org/10.1016/j.engstruct.2013.07.043.

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23

Orr, John J., Timothy J. Ibell, Antony P. Darby y Mark Evernden. "Shear behaviour of non-prismatic steel reinforced concrete beams". Engineering Structures 71 (julio de 2014): 48–59. http://dx.doi.org/10.1016/j.engstruct.2014.04.016.

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24

Johnson Alengaram, U., Mohd Z. Jumaat, Hilmi Mahmud y Moatasem M. Fayyadh. "Shear behaviour of reinforced palm kernel shell concrete beams". Construction and Building Materials 25, n.º 6 (junio de 2011): 2918–27. http://dx.doi.org/10.1016/j.conbuildmat.2010.12.032.

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25

Manalo, A. C., T. Aravinthan y W. Karunasena. "Shear behaviour of glued structural fibre composite sandwich beams". Construction and Building Materials 47 (octubre de 2013): 1317–27. http://dx.doi.org/10.1016/j.conbuildmat.2013.06.025.

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26

Veldanda, M. R. y M. U. Hosain. "Behaviour of perfobond rib shear connectors: push-out tests". Canadian Journal of Civil Engineering 19, n.º 1 (1 de febrero de 1992): 1–10. http://dx.doi.org/10.1139/l92-001.

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This paper summarizes the results of tests performed on 48 push-out specimens to investigate the feasibility of using perfobond rib type shear connectors in composite beams with ribbed metal decks placed parallel to the steel beams. The perfobond rib shear connector is a flat steel plate containing a number of holes. The results indicate that perfobond rib connectors can be effectively used in composite beams with ribbed metal decks placed parallel to the steel beams. An appreciable improvement in performance was observed in test specimens when additional reinforcing bars were passed through the perfobond rib holes. Shank shear was the principal mode of failure in specimens with headed studs. In specimens with perfobond rib, failure was triggered by the longitudinal splitting of the concrete slab, followed by the crushing of concrete in front of the perfobond rib. Key words: composite beam, shear connector, perfobond rib, headed stud, push-out test, metal deck.

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27

Majumder, Subhrasmita y Showmen Saha. "Behaviour of reinforced concrete beam strengthened in shear with geosynthetic". Advances in Structural Engineering 23, n.º 9 (28 de enero de 2020): 1851–64. http://dx.doi.org/10.1177/1369433220901820.

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The primary objective of this article is to focus on the experimental investigation of shear-deficient and geosynthetic-strengthened reinforced concrete beams. In this study, two varieties of geosynthetic, namely geogrid and geotextile, are used. The performances of shear-deficient reinforced concrete beams strengthened with geosynthetics under the single-point static monotonic loading are studied. It is observed that shear failure occurs in shear-deficient beam, but after strengthening the brittle shear failure changes to ductile flexure failure. A significant increment in flexural strength, ductility, energy absorption capacity and inelastic performance is observed in strengthened beams. The performance of geogrid is better in all respects when compared to the geotextile. The test results reveal that the use of geosynthetic not only increases the shear capacity but also remarkably improves the ductile behaviour of RC beams. In addition, conventional analytical methods are applied for the evaluation of the ultimate load, and the results are compared with the experimental findings, which show a good agreement between the analytical and experimental results.

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28

Draskóczy, András. "Shear tests evaluation and numerical modelling of shear behaviour of reinforced concrete beams". Periodica Polytechnica Architecture 40, n.º 1 (2009): 9. http://dx.doi.org/10.3311/pp.ar.2009-1.02.

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29

Noor, Azlina Abdul Hamid, Ibrahim Azmi, Thamrin Rendy y Abdul Hamid Hanizah. "Experimental Investigation on the Shear Behaviour of Concrete Beams Reinforced with GFRP Reinforcement Bars". Advanced Materials Research 626 (diciembre de 2012): 559–63. http://dx.doi.org/10.4028/www.scientific.net/amr.626.559.

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This paper presents the experimental results of shear behaviour on concrete beams longitudinally reinforced with glass fiber-reinforced polymer (GFRP) reinforcement bars. Totally sixteen concrete beams were tested under static load. Half of the tested beams were longitudinally reinforced with GFRP reinforcement bars, while, the other half were reinforced with conventional steel reinforcement bars. The beams were prepared with varying test variables, such as shear span-to-effective depth ratios (a/d), amount and types of longitudinal reinforcement bars and stirrup spacing. The experimental results show that the ratios of a/d and stirrup spacing significantly influence the ultimate capacities of the beams. Moreover, more closely spaced diagonal shear cracks were resulted in GFRP reinforced concrete (RC) beams compared to steel RC beams.

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30

Kaszubska, M. y R. Kotynia. "Influence of Bond Behaviour of Flexural GFRP Reinforcement on Failure Mechanisms in Beams Without Stirrups". Archives of Civil Engineering 64, n.º 4 (1 de diciembre de 2018): 269–83. http://dx.doi.org/10.2478/ace-2018-0074.

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AbstractThe aim of the paper is to investigate the shear failure mechanisms in T-shape, single span and simply supported beams exclusively reinforced with longitudinal glass fiber reinforced polymer (GFRP) bars. Usually the critical shear crack in RC beams without stirrups develops through the theoretical compression strut reducing the shear strength following the shear failure. The main parameter affecting the crack pattern and the shear strength of the beams is the shear slenderness. However, the test results presented in the paper indicated the new arching effect due to the bond losing between the GFRP flexural reinforcement and concrete. This failure mode revealed unexpected critical crack pattern and failure mode. The research of concrete beams flexurally reinforced with GFRP bars without stirrups indicated two failure modes: typical shear-compression and a new one leading by the bond losing between the ordinary reinforcement and concrete.

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31

Le, Nghi Luong Bao y Thanh Cong Bui. "NON-LINEAR ANALYSIS OF COMPOSITE BEAMS WITH PARTIAL INTERACTION". Science and Technology Development Journal 12, n.º 4 (28 de febrero de 2009): 84–93. http://dx.doi.org/10.32508/stdj.v12i4.2236.

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This paper present the displacement-based finite element formulation for the non-linear analysis of composite steel-concrete beams with partial interaction that occurs due to deformation of shear connectors. The formuation considers the non-linear behaviour of materials as well as shear connectors. The finite element for composite beams which is based on Newmark kinematical model has 8 DOF. Numerical applications are perfomed for simply supported beam and continuous beams. The results are compared with experimental data in order to validate the reliability of the formulation. The results are also disscussed for influence of partial interaction and non-linear behaviour of materials as well as shear connectors on behaviour of composite beams.

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32

Syed Mohsin, Sharifah Maszura, Sayid Javid Azimi y Abdoullah Namdar. "Behaviour of Oil Palm Shell Reinforced Concrete Beams Added with Kenaf Fibres". Applied Mechanics and Materials 567 (junio de 2014): 351–55. http://dx.doi.org/10.4028/www.scientific.net/amm.567.351.

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The present article reports the findings of a study into the behaviour of oil palm shell reinforced concrete (OPSRC) beams with the addition of kenaf fibres. This work aims at examining the potential of kenaf fibres to improve the strength and ductility of the OPSRC beams as well as observing its potential in serving as part of shear reinforcement in the beams. Two different arrangements of the shear links in OPSRC beams with a selection of kenaf fibres content (10kg/m3 and 20kg/m3, respectively) were tested under monotonic loading. The results show that the addition of kenaf fibres enhances the load carrying capacity, ductility apart from altering the failure mode of the beams from brittle shear mode to flexural ductile mode. Furthermore, the study shows that kenaf fibres are compatible with OPSRC with desirable results.

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33

Abbas, Ali A., Sharifah M. Syed Mohsin, Demetrios M. Cotsovos y Ana M. Ruiz-Teran. "Shear behaviour of steel-fibre-reinforced concrete simply supported beams". Proceedings of the Institution of Civil Engineers - Structures and Buildings 167, n.º 9 (septiembre de 2014): 544–58. http://dx.doi.org/10.1680/stbu.12.00068.

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34

Arslan, Guray, Riza Secer Orkun Keskin y Mehdi Ozturk. "Shear behaviour of polypropylene fibre-reinforced-concrete beams without stirrups". Proceedings of the Institution of Civil Engineers - Structures and Buildings 170, n.º 3 (marzo de 2017): 190–98. http://dx.doi.org/10.1680/jstbu.16.00202.

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35

Tadepalli, Padmanabha Rao, Hemant B. Dhonde, Y. L. Mo, Thomas T. C. Hsu y J. R. Martí-Vargas. "Discussion: Shear behaviour of prestressed steel fibre concrete box-beams". Magazine of Concrete Research 67, n.º 4 (febrero de 2015): 215–16. http://dx.doi.org/10.1680/macr.14.00257.

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36

Al-Allaf, Mustafa Hameed, Laurence Weekes y Levingshan Augusthus-Nelson. "Shear behaviour of lightweight concrete beams strengthened with CFRP composite". Magazine of Concrete Research 71, n.º 18 (septiembre de 2019): 949–64. http://dx.doi.org/10.1680/jmacr.17.00488.

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37

Mihaylov, Boyan. "Five-spring model for complete shear behaviour of deep beams". Structural Concrete 16, n.º 1 (marzo de 2015): 71–83. http://dx.doi.org/10.1002/suco.201400044.

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38

Wang, Xiao-Hui, Bing Li, Xiang-Hua Gao y Xi-La Liu. "Shear behaviour of RC beams with corrosion damaged partial length". Materials and Structures 45, n.º 3 (9 de septiembre de 2011): 351–79. http://dx.doi.org/10.1617/s11527-011-9770-5.

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39

Ferreira, Gisleiva C. S., Antonio L. Beraldo, Armando Lopes Moreno Jr. y Augusto Ottoni Bueno Da Silva. "Flexural and shear behaviour of concrete beams reinforced with bamboo". International Journal of Sustainable Materials and Structural Systems 2, n.º 3/4 (2016): 335. http://dx.doi.org/10.1504/ijsmss.2016.078732.

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40

Keerthan, Poologanathan y Mahen Mahendran. "Shear Behaviour and Strength of LiteSteel Beams with Web Openings". Advances in Structural Engineering 15, n.º 2 (febrero de 2012): 171–84. http://dx.doi.org/10.1260/1369-4332.15.2.171.

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41

Sheet, Ikhlas S., Saddam M. Ahmed, Siva Avudaiappan, Erick I. Saavedra Flores, Yatish Chandra y Rodrigo Astroza. "Shear bond behaviour of elemental composite beams with different configurations". Engineering Structures 201 (diciembre de 2019): 109742. http://dx.doi.org/10.1016/j.engstruct.2019.109742.

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42

Jabbar, Dhiaa Neama, Ali Al-Rifaie, Ahmed Mahdi Hussein, Ali A. Shubbar, Mohammed Salah Nasr y Zainab S. Al-Khafaji. "Shear behaviour of reinforced concrete beams with small web openings". Materials Today: Proceedings 42 (2021): 2713–16. http://dx.doi.org/10.1016/j.matpr.2020.12.710.

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43

Lu, Pengzhen, Changyu Shao y Renda Zhao. "LINEAR ANALYSIS AND SIMULATION OF INTERFACIAL SLIP BEHAVIOUR FOR COMPOSITE BOX GIRDERS". Journal of Theoretical and Applied Mechanics 44, n.º 1 (1 de marzo de 2014): 79–96. http://dx.doi.org/10.2478/jtam-2014-0005.

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Abstract The slip at the steel-concrete interface in steel-concrete composite beams was studied analytically and numerically. A theoretical description for steel-concrete composite box beams with partial shear interaction based on the partial interaction theory was derived, and equilibrium of the rotation angle w′ was introduced to allow convenient computation of deformation of composite box beams. Numerical simulations of steel-concrete composite box beams subjected to concentrated load and/or uniformly distributed load were conducted. The analytical solutions show excellent agreement with the numerical results. For typical composite box beams used in practice, shear slip in partial composite box beams makes a significant contribution to beam deformation. Even for full composite box beams, slip effects may result in stiffness reduction. However, slip effects are ignored in many design specifications which use transformed section methods; an exception is the American Institute of Steel Construction [1] specifications, which recommend a calculation procedure in the commentary. Finally, the proposed method was extended to analyze the interface slip for shear connectors of different pitch and, to some extent, confirm the accuracy of the predictions.

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44

Kovačovic, Marek. "Shear Resistance between Concrete-Concrete Surfaces". Slovak Journal of Civil Engineering 21, n.º 4 (1 de diciembre de 2013): 25–34. http://dx.doi.org/10.2478/sjce-2013-0018.

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Abstract The application of precast beams and cast-in-situ structural members cast at different times has been typical of bridges and buildings for many years. A load-bearing frame consists of a set of prestressed precast beams supported by columns and diaphragms joined with an additionally cast slab deck. This article is focused on the theoretical and experimental analyses of the shear resistance at an interface. The first part of the paper deals with the state-of-art knowledge of the composite behaviour of concrete-concrete structures and a comparison of the numerical methods introduced in the relevant standards. In the experimental part, a set of specimens with different interface treatments was tested until failure in order to predict the composite behaviour of coupled beams. The experimental part was compared to the numerical analysis performed by means of FEM basis nonlinear software.

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45

Leon, Raj J. y G. Appa Rao. "Performance of RC Deep Beams with Different Combinations of Web Reinforcement". Applied Mechanics and Materials 343 (julio de 2013): 21–26. http://dx.doi.org/10.4028/www.scientific.net/amm.343.21.

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The behaviour of reinforced concrete deep beams is complex due to small shear span-to-depth ratios, which deviates its behaviour from the classical Bernoullis beam behaviour. Such behaviour is predominant in cases where members are supported over small spans carrying heavy concentrated or distributed loads. Such is the case in the structural members like pile cap, transfer girder, panel beam, strap beam in foundation, walls of rectangular water tank, shear wall etc. This paper reports on the influence of Poly propylene fibers combined with and without steel fibers on the stiffness, spall resistance and shear strength of RC deep beams. A total of 21 beams were tested to failure under two-point loading, which were compared with the ACI code provisions. The shear span-to-depth ratios adopted were 0.7 to 0.9 incorporating three steel fiber volume fractions of 0%, 1%, 1.25% along with two different fibers of Steel and Poly propylene with volume fractions of (1.0 + 0.0) %, and (1.0 + 1.0) %. The beams with shear span-to-depth ratios 0.7, 0.8 and 0.9 showed an increase of 21.9%, 23.43% and 23.9% in the ultimate load carrying capacity with combined steel and poly propylene fibers as replacement of web reinforcement with reference to that of the beam without web reinforcement. With the above combinations, the shear strength and stiffness of the beams have been found to be improved. When the horizontal shear reinforcement was increased, the shear strength was found to increase.

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46

Jayas, B. S. y M. U. Hosain. "Behaviour of headed studs in composite beams: full-size tests". Canadian Journal of Civil Engineering 16, n.º 5 (1 de octubre de 1989): 712–24. http://dx.doi.org/10.1139/l89-106.

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This paper summarizes the results of tests conducted on four full-size composite beams and two full-size push-off specimens which are companions of the first two beams. In these specimens, the ribbed metal deck was placed perpendicular to the beam span. Concrete pull-out was the principal mode of failure. The ultimate horizontal shear loads observed in the push-off specimens agreed reasonably well with those predicted using an empirical equation proposed by the authors. The predicted values of flexural capacity, calculated indirectly using the same equation, were in good agreement with those observed in the four beam specimens. Key words: composite beam, headed shear stud, stud shear capacity, stud pull-out failure, full-size tests, perpendicular ribbed metal deck.

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47

Manalo, A. C., T. Aravinthan y W. Karunasena. "In-plane shear behaviour of fibre composite sandwich beams using asymmetrical beam shear test". Construction and Building Materials 24, n.º 10 (octubre de 2010): 1952–60. http://dx.doi.org/10.1016/j.conbuildmat.2010.04.005.

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48

Szczech, Damian y Renata Kotynia. "Shear tests on GFRP reinforced concrete beams". MATEC Web of Conferences 323 (2020): 01009. http://dx.doi.org/10.1051/matecconf/202032301009.

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This paper aims to investigate the shear failure mechanisms in beams reinforced with longitudinal and transverse glass fibre reinforced polymer bars. It is a part of comprehensive research on shear in concrete beams reinforced with steel and GFRP bars. The experimental program is composed of six real-scale single-span, simply-supported T-cross section concrete beams. The beams varied mainly with respect to the longitudinal reinforcement ratio (2.91% and 3.69%), bar diameter (25mm and 28mm, respectively) and transverse reinforcement ratio (0.16% and 0,33%). The paper presents test results, cracking patterns, failure modes and an analysis of the influence of variable parameters on the shear behaviour of elements.

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49

Sai Sri Vidyadhari, A. y G. Sri Harsha. "Effect of Shear Reinforcement on the Structural Behaviour of the Reinforced Concrete Deep Beam". International Journal of Engineering & Technology 7, n.º 2.20 (18 de abril de 2018): 189. http://dx.doi.org/10.14419/ijet.v7i2.20.13295.

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The present study explains about the behavior of Deep beams in both experimental and analytical aspect. Considering the maximum moment from the analytical analysis, the Deep beams are designed according to the IS-456[2000] codal provisions. The failure of deep beams is mainly due to shear, which is considered as a catastrophic failure and many studies are being done on their behavior, some studies concluded that strut-tie- method(STM) is most relevant, but the IS-456(2000) code has no provisions regarding the STM. So, in the present study, the reinforcement area obtained in conventional design of deep beams as per IS provisions were arranged in the form of truss. Thus, comparing the behavior of conventional reinforced Deep beams with truss configured Deep beams, and comparing experimental results with analytical results of Deep Beams. The results concluded that the truss reinforced Deep beams shown good results compared to Conventional Deep Beams and IS-456 code need to be updated for the deep beam design in various approaches.

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50

Sakar, Gokhan. "Shear Strengthening of RC Beams Subjected to Cyclic Load Using CFRP Strips". Advanced Composites Letters 17, n.º 6 (noviembre de 2008): 096369350801700. http://dx.doi.org/10.1177/096369350801700604.

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An experimental investigation was conducted to study the effect of composite carbon fabric shear reinforcement on the ultimate strength and behaviour of reinforced concrete beam. Shear deficient specimens were strengthened by using side-bonded and wrapped CFRP straps. Eight beams were fabricated and tested under the cyclic loads. The main objective of the study is to obtain ductile flexural behaviour from the shear deficient RC beams. To verify the reliability of shear design equations and guidelines, experimental results were compared with all common guidelines and published design equations.

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