Abstract
En la literatura pueden encontrarse numerosos estudios experimentales y numéricos sobre vigas armadas de acero de canto constante sometidas a cortante. Sin embargo, muchas estructuras de acero se proyectan, frecuentemente, con elementos de canto variable. El objetivo del artículo es ofrecer una formulación para el cálculo de la resistencia última a cortante de paneles de alma de canto variable, basada en un nuevo modelo mecánico, que es utilizado para mostrar las diferencias de comportamiento entre paneles de alma de canto constante y variable, sometidos a cortante. Las reglas de cálculo de EN 1993-1-5 para determinar la resistencia a cortante de paneles de alma de canto constante se mejoran para poder evaluar la resistencia a cortante de paneles de canto variable. Los numerosos estudios numéricos llevados a cabo sobre vigas armadas de acero de canto variable confirman la idoneidad del modelo mecánico y de la nueva expresión propuesta para el cálculo.
Highlights
The models are based on an assumption of a supported rectangular plate and do not consider either the actual boundary conditions existing in the flange–web, stiffener–web– junctions or the geometry of the tapered steel plate girder
The results obtained by Bedynek et al (19) show that tapered plate girders can be classified into four typologies
A new proposal for determining the design shear resistance for tapered steel plate girders based on the existing design rules in EN 1993-1-5 (18) and considering the Resal effect obtained by the simplified model explained above is presented here
Summary
The behaviour of rectangular steel plates subjected to shear load was deeply studied in the last century. The current European design norm EN 1993-1-5 (18) states that the design rules for the assessment of the ultimate shear resistance of prismatic members may be applied to non-rectangular plate girders if the angle of the inclined flange does not exceed 10°. Previous research conducted by Bedynek et al (19) demonstrated that for some geometry of such panels, the ultimate shear strength results might be significantly overestimated It happens because of the specific behaviour of tapered panels and the Resals’ phenomenon. A new mechanical model for assessing the influence of the Resal effect was developed and included in the final version of the proposal for calculating the ultimate shear resistance of tapered steel plate girders subjected to shear and shearbending interaction
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