PSI - Issue 64

Tom Molkens et al. / Procedia Structural Integrity 64 (2024) 1484–1491 Tom Molkens & Mona El-Hallak/ Structural Integrity Procedia 00 (2024) 000 – 000

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tensile stress f ft from Table 2, these values become 934 kN and 1018 kN. In order to avoid failure due to shear force, steel stirrups were used. They were designed for the maximum concentrated load achievable so far with optimum distribution and without using the contribution of the dowel effect of the GFRP longitudinal reinforcement. The tests simulated the effect of repeated (characteristic) loads, using a loading protocol similar to that used for the shear tests on hollow floor elements. In the first stage, loads are applied to 70% of the calculated ultimate limit, i.e., 374 and 414 kN, respectively, and then slightly relieved to 20 kN (second stage) before repeating the test to failure (third stage). 4. Results and discussion In Figure 3 (a to d), the results of the force-deformation relationship are plotted as a positive value on the abscissa, and the slip relationship is plotted as a negative value.

a)

b)

c)

d)

Figure 3. Load deformation (values >0 , ‘Def’ ) and load slip relations (values < 0 , ‘Slip’ ), L = Left, R = right span devices, and Pcr = expected cracking load, results of both tests with upper bar Ø16 in a), b) and upper bar Ø20 in c) and d).