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In-plane shear behavior of masonry panels strengthened with NSM CFRP strips. II: Finite-element model
A combined experimental and numerical program was conducted to study the in-plane shear behavior of clay brick masonry walls strengthened with near surface mounting carbon-fiber-reinforced polymer (CFRP) strips. This paper is focused on the numerical program. A two-dimensional finite-element (FE) model was used to simulate the behavior of FRP-strengthened wall tests. The masonry was modeled using the micromodeling approach. The FRP was attached to the masonry mesh using the shear bond-slip relationships determined from experimental pull tests. The model was designed in a way so that FRP crossing a sliding crack (perpendicularly) would prevent crack opening, normal to the direction of sliding (dilation), and increase sliding resistance. This sliding resisting mechanism was observed in the experimental tests. The FE model reproduced the key behaviors observed in the experiments, including the loaddisplacement response, crack development, and FRP reinforcement contribution. The FE model did not include masonry cracking adjacent to the FRP and through the wall thickness (as observed in some experiments). This type of cracking resulted in premature FRP debonding in the experiments. Debonding did not occur in the FE model because this type of masonry cracking was not modeled.
In-plane shear behavior of masonry panels strengthened with NSM CFRP strips. II: Finite-element model
A combined experimental and numerical program was conducted to study the in-plane shear behavior of clay brick masonry walls strengthened with near surface mounting carbon-fiber-reinforced polymer (CFRP) strips. This paper is focused on the numerical program. A two-dimensional finite-element (FE) model was used to simulate the behavior of FRP-strengthened wall tests. The masonry was modeled using the micromodeling approach. The FRP was attached to the masonry mesh using the shear bond-slip relationships determined from experimental pull tests. The model was designed in a way so that FRP crossing a sliding crack (perpendicularly) would prevent crack opening, normal to the direction of sliding (dilation), and increase sliding resistance. This sliding resisting mechanism was observed in the experimental tests. The FE model reproduced the key behaviors observed in the experiments, including the loaddisplacement response, crack development, and FRP reinforcement contribution. The FE model did not include masonry cracking adjacent to the FRP and through the wall thickness (as observed in some experiments). This type of cracking resulted in premature FRP debonding in the experiments. Debonding did not occur in the FE model because this type of masonry cracking was not modeled.
In-plane shear behavior of masonry panels strengthened with NSM CFRP strips. II: Finite-element model
Petersen, Robert B. (author) / Masia, Mark J. (author) / Seracino, Rudolf (author)
Journal of Composites for Construction ; 14 ; 764-774
2010
11 Seiten, 15 Bilder, 5 Tabellen, 25 Quellen
Article (Journal)
English
Befestigungselement , ebenflächige Belastung , Gleitwiderstand , kohlenstofffaserverstärkter Kunststoff , Mauerwerk , Mauerziegel , mechanische Verstärkung , Querrichtung , Richtungsabhängigkeit , Rissbildung , Risswiderstand , Scherbeanspruchung , Simulationsmodell , Theorie-Experiment-Vergleich , Zugbeanspruchung
| British Library Online Contents | 2010
| British Library Online Contents | 2010