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

This 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 f...

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Autor principal:	Quintana Gallo,Patricio
Lenguaje:	English
Publicado:	Universidad Católica de la Santísima Concepción 2019
Materias:	reinforced concrete (RC) seismic shear demands columns dynamic amplification
Acceso en línea:	http://www.scielo.cl/scielo.php?script=sci_arttext&pid=S0718-28132019000200087
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spelling	oai:scielo:S0718-281320190002000872020-01-20Seismic shear demands in columns of RC frames accounting for dynamic amplification effectsQuintana Gallo,Patricio reinforced concrete (RC) seismic shear demands columns dynamic amplification This 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 < ων < 1.3 in the great majority of the cases, suggesting that the limit ων = 1.3 would be appropriate in this particular case. However, it cannot be considered a conservative upper bound in a conclusive way, because values as large as 1.6 were predicted in some of the cases. Acknowledging that no dynamic amplification effects are included in the calculation of the capacity-based shear demands for columns of frames according to ACI318 (current 2019 edition), it is proposed that the recommendation of NZS3101 (2006), which cover such effects, are included in the upcoming edition of the Chilean Standard NCh430.info:eu-repo/semantics/openAccessUniversidad Católica de la Santísima ConcepciónObras y proyectos n.26 20192019-12-01text/htmlhttp://www.scielo.cl/scielo.php?script=sci_arttext&pid=S0718-28132019000200087en10.4067/S0718-28132019000200087
institution	Scielo Chile
collection	Scielo Chile
language	English
topic	reinforced concrete (RC) seismic shear demands columns dynamic amplification
spellingShingle	reinforced concrete (RC) seismic shear demands columns dynamic amplification Quintana Gallo,Patricio Seismic shear demands in columns of RC frames accounting for dynamic amplification effects
description	This 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 < ων < 1.3 in the great majority of the cases, suggesting that the limit ων = 1.3 would be appropriate in this particular case. However, it cannot be considered a conservative upper bound in a conclusive way, because values as large as 1.6 were predicted in some of the cases. Acknowledging that no dynamic amplification effects are included in the calculation of the capacity-based shear demands for columns of frames according to ACI318 (current 2019 edition), it is proposed that the recommendation of NZS3101 (2006), which cover such effects, are included in the upcoming edition of the Chilean Standard NCh430.
author	Quintana Gallo,Patricio
author_facet	Quintana Gallo,Patricio
author_sort	Quintana Gallo,Patricio
title	Seismic shear demands in columns of RC frames accounting for dynamic amplification effects
title_short	Seismic shear demands in columns of RC frames accounting for dynamic amplification effects
title_full	Seismic shear demands in columns of RC frames accounting for dynamic amplification effects
title_fullStr	Seismic shear demands in columns of RC frames accounting for dynamic amplification effects
title_full_unstemmed	Seismic shear demands in columns of RC frames accounting for dynamic amplification effects
title_sort	seismic shear demands in columns of rc frames accounting for dynamic amplification effects
publisher	Universidad Católica de la Santísima Concepción
publishDate	2019
url	http://www.scielo.cl/scielo.php?script=sci_arttext&pid=S0718-28132019000200087
work_keys_str_mv	AT quintanagallopatricio seismicsheardemandsincolumnsofrcframesaccountingfordynamicamplificationeffects
_version_	1714203348213694464

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

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