Abstract
Fibre-reinforced polymer (FRP) profiles, with their low density, high durability, and ease of construction, are particularly suitable for the retrofit of traditional masonry structures, particularly historic constructions in seismic zones. However, a critical aspect of this new technology application is the connection between FRP profiles and masonry walls. So far, no research studies are available on this subject. The authors carried out a preliminary experimental campaign on different connection systems between masonry and pultruded glass-fibre-reinforced polymer (GFRP) profiles. The note presents the immediate results of this study, focusing on the performance and collapse mechanisms; the study may contribute to the development of an effective connection system between masonry and FRP profiles to be adopted in the retrofitting of existing building with juxtaposed FRP frames.
Highlights
No research studies are available on this subject. e authors carried out a preliminary experimental campaign on different connection systems between masonry and pultruded glass-fibre-reinforced polymer (GFRP) profiles. e note presents the immediate results of this study, focusing on the performance and collapse mechanisms; the study may contribute to the development of an effective connection system between masonry and Fibre-reinforced polymer (FRP) profiles to be adopted in the retrofitting of existing building with juxtaposed FRP frames
Rubber sheets 1 cm thick are placed between the masonry block and the confinement plates in order to guarantee a uniform distribution of the load, preventing stress concentrations that may induce local failure at the top of the masonry block or at the base of the GFRP profiles. e samples were designed to prevent instability of the GFRP profiles
The GFRP profile showed no appreciable damage at the edge of the hole (Figure 6(b))
Summary
2723 0.43 2540 6000 >18 >70 made of the same materials. e steel bar is made of S235 grade steel (fyk 235 N/mm, E 210000 N/mm). E samples were put to the tests as shown by Figure 4; i.e., the stress state in the joint was induced by a vertical compressive load acting on the top face of the masonry block. The specimens were applied a confinement pressure of 0.6 N/mm by means of steel plates tightened together on the top and under the bottom surface of the block. 4 cm thick, are placed between the machine and the sample. Rubber sheets 1 cm thick are placed between the masonry block and the confinement plates in order to guarantee a uniform distribution of the load, preventing stress concentrations that may induce local failure at the top of the masonry block or at the base of the GFRP profiles. Rubber sheets 1 cm thick are placed between the masonry block and the confinement plates in order to guarantee a uniform distribution of the load, preventing stress concentrations that may induce local failure at the top of the masonry block or at the base of the GFRP profiles. e samples were designed to prevent instability of the GFRP profiles
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