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espanolEste articulo presenta un estudio numerico sobre las demandas de corte sufridas por columnas de marcos de hormigon armado sujetas a acciones sismicas. El trabajo examina procedimientos bien establecidos de diseno al corte por capacidad que incluyen efectos de amplificacion dinamica mediante el factor ων que multiplica la fuerza de corte estatica asociada al desarrollo de la resistencia en flexion de las vigas. Tambien revisa los requisitos de la norma neozelandesa NZS3101 que requiere usar ων = 1.3 para columnas de pisos intermedios. Usando los resultados de analisis dinamicos no-lineales de un modelo que representa una de las direcciones principales de un edificio de 12 pisos estructurado con muros y marcos de hormigon armado disenados segun NCh433 y ACI318, el articulo muestra los valores calculados de ων para distintos tipos de columnas y pisos, cuando es sometido a un set de 13 registros sismicos. Los resultados indicaron que 1.0 EnglishThis article presents a numerical study on the shear force demands suffered by columns of reinforced concrete (RC) frames subjected to seismic actions. The paper examines well established capacity-based design procedures which account for dynamic amplification effects via the dynamic magnification factor ων, which multiplies the static shear demands resulting from the development of the beam flexural strengths. It also reviews the prescriptions of the New Zealand Standard NZS3101, which requires ων = 1.3 for columns of intermediate storeys. Using the results of nonlinear dynamic analyses (NLDA) of a model representing one of the main directions of a 12-storey building structured with RC walls and special moment resisting frames designed per NCh433 and ACI318, the paper shows the calculated values of ων for different column types and storey level, as subjected to a set of 13 earthquake records. The results show that 1.0

Seismic shear demands in columns of RC frames accounting for dynamic amplification effects