Innovative Prestressing with FRP Sheets: Mechanics of Short‐Term Behavior

Triantafillou, Thanasis; Deskovic, Nikola

doi:10.1061/(asce)0733-9399(1991)117:7(1652)

Cited by 114 publications

(34 citation statements)

References 6 publications

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“…Tensile failure of the concrete at the ends of the plate may occur when the prestress is transferred into the concrete if the prestress force is too high [20]. This necessitates the installation of a plate end anchorage system to counteract the stresses that tend to cause fracture in the concrete.…”

Section: Plate End Anchorage Systems Usedmentioning

confidence: 99%

The strengthening and deformation behaviour of reinforced concrete beams upgraded using prestressed composite plates

1998

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A B S T R A C T R I~ S U M I~Externally bonded steel plates have been used worldwide for over twenty years to strengthen concrete members, but the disadvantages include the transportation and installation of heavy plates and steel corrosion. Polymeric composites avoid these disadvantages and provide an equally effective method of strengthening. The advantages of composites are exploited further by prestressing them before bonding to the concrete. This paper is concerned with the response of such prestressed members to applied load.After strengthening with externally bonded carbon fibre reinforced polymer (CFRP) plates, a number of beams of 1.0 m and 4.5 m lengths were tested in four point bending. The plates were bonded without prestress and with prestress levels ranging from 25% to 50% of the plate strength. The ultimate capacities of the nonprestressed beams were significantly higher than those of the unplated members and plate prestress brought about yet further strengthening. Prestressed plates are utilised more efficiently than non-prestressed plates, since a given plate strain is associated with a lower structural deformation in a prestressed member. The internal steel rebars yielded at a higher proportion of the ultimate capacity in the prestressed beams. Prestressing lowers the position of the neutral axis so more of the concrete section is loaded in compression, making more efficient use of the concrete.

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Section: Plate End Anchorage Systems Usedmentioning

confidence: 99%

The strengthening and deformation behaviour of reinforced concrete beams upgraded using prestressed composite plates

1998

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“…·b wn ·h·tanθ c +T v ·n s dónde el valor de k se indica en la ecuación [6]; b wn y h son el ancho del nervio y el canto total de la viga, respectivamente; T v es la tracción en los estribos; y n s es el número de estribos que cruzan el plano de fallo. El factor k se toma usualmente como 0,5 para hormigón de resistencia normal.…”

Section: Formulación De Deniaud Y Chengunclassified

Análisis de métodos para evaluar el refuerzo a esfuerzo cortante con CFRP en vigas de hormigón armado

et al. 2012

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RESUMENEn este trabajo de investigación se comparan diferentes modelos de cálculo de refuerzo a esfuerzo cortante mediante polímeros reforzados con fibras de carbono (CFRP) clasificados según el modo de fallo. En el diseño del refuerzo se tiene en cuenta la modificación del comportamiento de la viga por el refuerzo. Los estudios muestran que siempre que sea posible, la dirección principal de las fibras debe ser perpendicular a las fisuras de cortante. La contribución del refuerzo a la resistencia a cortante de la viga depende de los estribos de acero existentes en la viga original. Cuando aumenta el espesor del refuerzo la resistencia a cortante de la viga se incrementa. Esta relación tiende a ser lineal cuando la viga no está fisurada. Por último indicar que tanto el ángulo de inclinación de las fisuras, como el cortante resistido por el refuerzo, dependen del ángulo de inclinación de las fibras. SUMMARY

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“…In the last few decades, techniques using steel plates to strengthen concrete beams have been developed. Most recently, researchers have found that using Fibre Reinforced Polymers (FRP) composite for externally strengthening existing bridges is particularly cost effective [3][4][5]. However, experimental investigations have shown that the longitudinal shear stress and normal peeling stress in the interface of the concrete and the strengthening plate, especially near the plate ends, can cause a brittle premature failure.…”

Section: Introductionmentioning

confidence: 99%