Mecanismos de respuesta frente al esfuerzo cortante en vigas prefabricadas

Abstract

En la realización de los estudios de este trabajo se han seguido las siguientes fases y metodología: III SUMMARYThe following work methodology has been followed in this document:1. Study and analysis of available bibliography 2. Analysis of existing tests on shear failure 3. Analysis on shear failure made for FEDECE. Failure in compression of the struts 4. Establish a structural rational model for shear 5. Evaluation of the tests with the model 6. Final conclusions There has been developed a rational model that has been later fully evaluated with real scale elements shear tests. Shear tests checked were originally made by F. Leonhardt in 1961 in Stuttgart with R. Walter. Also have been checked tests by M.P. Nielsen and M.W. Braestrup in Technical University of Denmark in 1980, and fínally some test made by Teófilo Serrano in CEDEX (Spain) during 1982 have been analyzed. Furthermore a number of data from the tests made for FEDECE by Intemac and the Technical School of Civil Engineers of Barcelona, under the direction of the Professors that are directors of this Thesis, have been analyzed. In these tests the failure of the elements, precast beams in this case, was produced directly in the shear struts, without previous plastifícation of shear reinforcement. The rational model developed combines resistance to shear with the strut and tie model, originally developed by Ritter and Mórsch, and the inscribed arch and tensión tie model, as proposed by the three professors that made Fedece Tests. IV VIII 1.2 2.1 Por lo que respecta al Eurocódigo 2, Parte 1 -3 (EC2.1 -3) "Reglas Generales. Elementos y Estructuras Prefabricados de Hormigón". Se introduce respecto a EC 2.1 -1 la siguiente modificación: V = 0.7 -fck/200 >0.50 >0.40 Para hormigones clase <C50/60 Para hormigones clase >C50/60 esta modificación es debida al aumento de las clases de hormigón utilizables en EC2.1 -3 (hasta C60/70) respecto a las admitidas en EC2.1 -1 (hasta C50/60).