Abstract
The convenience of satisfying a ductility condition at critical sections of reinforced concrete frames and continuos beams in order to avoid local failures under low loading leveis is discussed in this paper. The behaviour of rectangular reinforced concrete sections subjected to bending and axial load in ultimate limit state is studied, and direct analytical relationships between the relative depth of neutral axis x/d and the difference of tension and compression reinforcement mechanical ratios are obtained. Finally a method for the design of the reinforcement necessary to resist a bending moment with a given ductility level, in terms of x/d or w-w' is presented. The method is applied to practical cases and its interest is shown since much more ductile structures are designed without increase in the cost and in the construction difficulties.
Highlights
Se aborda el estudio analítico de secciones rectangulares de hormigón armado sometidas a flexión en estado límite último, obteniéndose una relación analítica directa entre la profundidad de la fibra neutra x/d y la diferencia de cuantías mecánicas de armaduras de tracción y compresión
The convenience of satisfying a ductility condition at critical sections of reinforced concrete trames and continuos beams in order to avoid local failures under low loading levéis is discussed in this paper
The method is applied to practical cases and its interest is shown since much more ductile structures are designed without increase in the cost and in the construction difficulties
Summary
La rotura de una sección de hormigón armado se define, convencionalmente, por los dominios de deformación (Fig.2.1.). Fig. 2.2.—Esfuerzos y tensiones en la sección. Dominio 2.a w' ~ f ^ h^^H ^^^^^^^ mecánica de ar- [2.17] icd D ci madura de compresión. Dado que Cc = 0,0035 en todos los planos de rotura, X y i/' permanecen constantes e iguales a: TABLA 2.1 Valores de ^ y X en el dominio 2. Los valores de ^í- y X en función de ^ quedan reflejados en la tabla 2.1, extraída directamente de la referencia 8. Que es totalmente general y válida para los dominios [2,3] y 4, adopta formas muy sencillas en los dominios 2b y 3, como se verá a continuación: En el dominio 2.a
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