The flexural behaviour of carbon fibre reinforced polymer (CFRP) reinforced concrete (RC) beams is investigated in this work. Externally bonded CFRP fabric has been proved to be adaptable to a wide range of structures. This approach is currently being used to reinforce constructions such as columns, beams, walls, slabs, and so on. For flexural strengthening, 10 RC beams were cast and tested up to failure under monotonic and cyclic loads over an effective span of 3000 mm. The beams were constructed using under-reinforced concrete beams. Eight beams were reinforced with bonded CFRP fabric in a single layer and two layers parallel to the beam axis at the bottom and tested to failure under virgin conditions; the remaining two beams served as control specimens. The static and cyclic responses of all of the beams were evaluated in terms of strength, stiffness, ductility ratio, energy absorption capacity factor, compositeness of CFRP fabric and concrete, and failure modes. FEA software ANSYS was used to forecast the theoretical moment-curvature relationship as well as the load-displacement response of the strengthened and control beams. The results of the numerical (ANSYS) and experimental analyses have been compared. The reinforced beams had higher flexural strength, flexural stiffness, and composite action till failure, according to the findings. To get the desired outcomes, it was determined that at least two layers of CFRP fabric should be bonded. When compared to the control specimen, the strengthened beams RB1 (single layer) and RB3 (two layer) have a 20 percent and 45 percent increase in flexural strength, respectively, and the experimental and numerical (ANSYS) results are in close agreement.
Author(S) Details
R. Balamuralikrishnan
Department of Civil and Environmental Engineering, College of Engineering, NUST, Sultanate of Oman, Oman.
C. Antony Jeyasehar
Department of Civil and Structural Engineering, Annamalai University, Annamalainagar, 608 002, Tamil Nadu, India.
View Book:- https://stm.bookpi.org/NPER-V10/article/view/6513
No comments:
Post a Comment