Estudio de la metodología “diseño por capacidad” en edificaciones aporticadas de concreto armado para ser incorporada a la norma peruana E-060 como alternativa de diseño

Abstract

El objetivo de este trabajo es demostrar que con el “Diseño por Capacidad”, metodología de Nueva Zelanda, se puede conseguir una estructura dúctil o extremadamente tolerante alos desplazamientos impuestos por el sismo; evitando el colapso, a pesar de haber excedidosu resistencia, garantizando de esta manera que la estructura llegue a formar el mecanismo de colapso escogido durante la etapa de diseño (vigas débiles y columnas fuertes). El “Diseño por Capacidad” ha sido adaptado a los requerimientos mínimos de nuestra norma de concreto E-060 y de la norma del ACI-2005 (combinaciones de carga, aceromínimo, espaciamientos mínimos del refuerzo transversal, procedimiento de redistribuciónde momentos, etc) con la finalidad de presentar una propuesta para introducir estametodología a la norma peruana de concreto armado E-060 como alternativa de diseño para los sistemas de pórticos. Esta metodología se aplica a una edificación aporticada de cuatro pisos, la misma que se diseña por resistencia, según la norma E-060, con el fin de hacer un análisis comparativo. Para ambos casos, se evalúa las máximas demandas en el rango no-lineal a través del análisis no lineal estático “Pushover” y el análisis no lineal dinámico incremental (Incremental Dynamic Non linear Analyses, IDA). Finalmente, se llega a demostrar los objetivos del presente trabajo a través de los análisis no lineales tiempo historia usados para el análisis IDA, el cual es un análisis más preciso, real pero también más complejo. Para este análisis, se tomaron los registros sísmicos del Perú más importantes.

The objective of this work is to demonstrate that with "Capacity Design", methodology of New Zealand, you can get a ductile or extremely tolerant structure to the displacements imposed by the earthquake; avoiding the collapse, in spite of having exceeded their resistance, guaranteeing in this way that the structure ends up forming the cosen mechanism of collapse during the design stage (weak beams and strong columns). The “Capacity Design” has been adapted to the minimum requirements of our code of concrete E-060 and the ACI-2005 code (load combinations, minimum steel, minimum spacing of the traverse reinforcement, procedure of redistribution of moments, etc), with the propose to introduce this methodology to Peruvian Concrete Code E-060 as alternative of design for frame systems. This methodology is applied to a building of four stories and frame system, the same one that is designed by resistance, according to the E-060 code, with the purpose of making a comparative analysis. For both cases are evaluated the maxims demands in the no-lineal range through the static non lineal analysis or "Pushover" and the Incremental Dynamic Non linear Analysis, IDA. Finally, it is analyses the objectives of the present work through the non linear time history analyses used for the analysis IDA, which is a precise and real analysis but also a more complex analysis. For this analysis, the most important seismic records from Peru have been used.

The objective of this work is to demonstrate that with "Capacity Design", methodology of New Zealand, you can get a ductile or extremely tolerant structure to the displacements imposed by the earthquake; avoiding the collapse, in spite of having exceeded their resistance, guaranteeing in this way that the structure ends up forming the chosen mechanism of collapse during the design stage (weak beams and strong columns). The “Capacity Design” has been adapted to the minimum requirements of our code of concrete E-060 and the ACI-2005 code (load combinations, minimum steel, minimum spacing of the traverse reinforcement, procedure of redistribution of moments, etc), with the propose to introduce this methodology to Peruvian Concrete Code E-060 as alternative of design for frame systems. This methodology is applied to a building of four stories and frame system, the same one that is designed by resistance, according to the E-060 code, with the purpose of making a comparative analysis. For both cases are evaluated the maxims demands in the no-lineal range through the static non lineal analysis or "Pushover" and the Incremental Dynamic Non linear Analysis, IDA. Finally, it is analyses the objectives of the present work through the non linear time history analyses used for the analysis IDA, which is a precise and real analysis but also a more complex analysis. For this analysis, the most important seismic records from Peru have been used.