PSI - Issue 54

Jamal A. Abdalla et al. / Procedia Structural Integrity 54 (2024) 609–616 Abdalla et al./ Structural Integrity Procedia 00 (2019) 000 – 000

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was subsequently assessed through four-point bending tests, analyzing the resultant shear force-deflection relationships and failure modes to facilitate comprehensive comparisons and meaningful conclusions. 2. Experimental Program 2.1. Beam specimens The experimental program consisted of a total of 10 RC beams. As shown in Fig. 1-a, the cross-sectional dimensions of the beam specimens were (150x260) mm, and they spanned over a length of 2000 mm. The flexural reinforcement consisted of 2Ø12 bars in tension and 2Ø8 bars in compression. The beams were designed to be shear deficient, so they contained no shear reinforcement. The 10 beams were divided into two groups: one had normal aggregate concrete (NAC) composition and the other group consisted of recycled aggregate concrete (RAC). Each group contained a control (unstrengthened) beam: NC and RC, where N means normal, and R means recycled. The second set of beams (NU-90 and RU-90) were strengthened with CFRP U-wraps at 90 ° as shown in Fig. 1-b. The dimensions of the flexural CFRP sheets U-wraps were 150 x 1850 mm and 100 x 510 mm, respectively. Fig. 1-c shows a schematic of the beams that were strengthened with 90 ° side wraps (NS-90 and RS-90). NCU and RCU beams were completely wrapped as illustrated in Fig. 1-d. The last set of beams (Fig. 1-e) were strengthened with U-wraps at a 45 ° angle and they are designated by NU-45 and RU-45, respectively.

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