TY - JOUR

T1 - Seismic performance of waffled-slab floor buildings

AU - Vielma, J.

AU - Barbat, A. H.

AU - Oller, S.

PY - 2009/6

Y1 - 2009/6

N2 - The codes used in seismic design of waffled-slab floors buildings (WSFB), such as the Spanish NCSE-02 earthquake-resistant design code, assign them restricted ductility, utilise linear structural analysis based on modal analysis, but also consider the structural ductility concept. Uncertainties arise whenever these codes are applied to the special case of buildings with waffled-slab floors, the ductility of which is doubtful. In many cases, during earthquakes, buildings with restricted ductility are unable to reach the ductility values assumed in the design process, although they may exhibit adequate values of overstrength. This paper therefore studies typical WSFB by applying static incremental non-linear analysis procedures (pushover analysis) in order to calculate their actual structural ductility and overstrength values. Fragility curves corresponding to different damage states and damage probability matrices are also calculated and compared with those of moment-resisting frame buildings (MRFB) in order to obtain useful conclusions for earthquake resistant design. One of the most relevant conclusions of this article is that the use of a better confinement and of ductile steel can only improve the seismic behaviour of MRFB but not that of WSFB.

AB - The codes used in seismic design of waffled-slab floors buildings (WSFB), such as the Spanish NCSE-02 earthquake-resistant design code, assign them restricted ductility, utilise linear structural analysis based on modal analysis, but also consider the structural ductility concept. Uncertainties arise whenever these codes are applied to the special case of buildings with waffled-slab floors, the ductility of which is doubtful. In many cases, during earthquakes, buildings with restricted ductility are unable to reach the ductility values assumed in the design process, although they may exhibit adequate values of overstrength. This paper therefore studies typical WSFB by applying static incremental non-linear analysis procedures (pushover analysis) in order to calculate their actual structural ductility and overstrength values. Fragility curves corresponding to different damage states and damage probability matrices are also calculated and compared with those of moment-resisting frame buildings (MRFB) in order to obtain useful conclusions for earthquake resistant design. One of the most relevant conclusions of this article is that the use of a better confinement and of ductile steel can only improve the seismic behaviour of MRFB but not that of WSFB.

KW - Buildings

KW - Codes of practice & standards

KW - Seismic engineering

KW - Structures & design

UR - http://www.scopus.com/inward/record.url?scp=67649531500&partnerID=8YFLogxK

U2 - 10.1680/stbu.2009.162.3.169

DO - 10.1680/stbu.2009.162.3.169

M3 - Article

AN - SCOPUS:67649531500

VL - 162

SP - 169

EP - 182

JO - Proceedings of the Institution of Civil Engineers: Structures and Buildings

JF - Proceedings of the Institution of Civil Engineers: Structures and Buildings

SN - 0965-0911

IS - 3

ER -