000013172 001__ 13172
000013172 005__ 20161114160330.0
000013172 04107 $$aeng
000013172 046__ $$k2009-06-22
000013172 100__ $$aGehl, P.
000013172 24500 $$aIntroduction of fragility surfaces for a more accurate modeling of the seismic vulnerability of reinforced concrete structures

000013172 24630 $$n2.$$pComputational Methods in Structural Dynamics and Earhquake Engineering
000013172 260__ $$bNational Technical University of Athens, 2009
000013172 506__ $$arestricted
000013172 520__ $$2eng$$aEarthquake shaking represents complex loading to a structure. It cannot be accurately characterized by a single parameter such as peak ground acceleration. The goal of this work is to compare the role of various strong-motion parameters on the induced damage in the structure using numerical calculations. The most influential parameters are then used to build multi-variable fragility functions, in order to reduce some of the uncertainty inherent in the response to seismic loading. To this end, a robust structural model of an eight-story reinforced concrete building on which dynamic calculations can be performed at an acceptable cost is used. In the model, all elements have a linear behaviour, except the ends of each column and each beam to which a nonlinear behaviour based on damage mechanics and plasticity type (plastic-hinges model) is assigned [1]. Several hundred nonlinear dynamic analyses are carried out on the structure and the damage levels are identified using the inter-story drift ratio, which can be linked to standard damage scales. The spectral displacements, SDs, at the first two modal periods T1 and T2 are used to represent the seismic loading as the most useful parameters reflecting the structure´s response [1]. Each pair of points [SD(T1 ), SD(T2 )] is associated with a probability of exceeding a given damage level. This probability P is evaluated by considering the damage levels attained by other points located in its neighbourhood. A scalar parameter R = f [SD(T1 ), SD(T2 )] is then built up and we can construct an analytic equation for the fragility curve P = g(R) = g(f [SD(T1 ), SD(T2 )]). This results in an equation for a fragility surface that offers a more complete and accurate view of the structure´s vulnerability. A comparison between different profiles obtained by the generated fragility surfaces and conventional fragility curves shows the significant role of the second parameter in accurately estimating the probability of damage. Such fragility surfaces can be implemented within earthquake risk evaluation tools and they should provide more precise damage estimations. It is expected that this procedure can lead to more accurate land-planning and retrofitting policies for risk mitigation.

000013172 540__ $$aText je chráněný podle autorského zákona č. 121/2000 Sb.
000013172 653__ $$aReinforced concrete building, fragility curve, fragility surface, non-linear timehistory analysis, vulnerability assessment, strong-motion parameters. Abstract. Earthquake shaking represents complex loading to a structure. It cannot be accurately characterized by a single parameter such as peak ground acceleration. The goal of this work is to compare the role of various strong-motion parameters on the induced damage in the structure using numerical calculations. The most influential parameters are then used to build multi-variable fragility functions, in order to reduce some of the uncertainty inherent in the response to seismic loading. To this end, a robust structural model of an eight-story reinforced concrete building on which dynamic calculations can be performed at an acceptable cost is used. In the model, all elements have a linear behaviour, except the ends of each column and each beam to which a nonlinear behaviour based on damage mechanics and plasticity type (plastic-hinges model) is assigned [1]. Several hundred nonlinear dynamic analyses are carried out on the structure and the damage levels are identified using the inter-story drift ratio, which can be linked to standard damage scales. The spectral displacements, SDs, at the first two modal periods T1 and T2 are used to represent the seismic loading as the most useful parameters reflecting the structure´s response [1]. Each pair of points [SD(T1 ), SD(T2 )] is associated with a probability of exceeding a given damage level. This probability P is evaluated by considering the damage levels attained by other points located in its neighbourhood. A scalar parameter R = f [SD(T1 ), SD(T2 )] is then built up and we can construct an analytic equation for the fragility curve P = g(R) = g(f [SD(T1 ), SD(T2 )]). This results in an equation for a fragility surface that offers a more complete and accurate view of the structure´s vulnerability. A comparison between different profiles obtained by the generated fragility surfaces and conventional fragility curves shows the significant role of the second parameter in accurately estimating the probability of damage. Such fragility surfaces can be implemented within earthquake risk evaluation tools and they should provide more precise damage estimations. It is expected that this procedure can lead to more accurate land-planning and retrofitting policies for risk mitigation. 1

000013172 7112_ $$aCOMPDYN 2009 - 2nd International Thematic Conference$$cIsland of Rhodes (GR)$$d2009-06-22 / 2009-06-24$$gCOMPDYN2009
000013172 720__ $$aGehl, P.$$iSeyedi, D.$$iDouglas, J.$$iKhiar, M.
000013172 8560_ $$ffischerc@itam.cas.cz
000013172 8564_ $$s371256$$uhttp://invenio.itam.cas.cz/record/13172/files/CD228.pdf$$yOriginal version of the author's contribution as presented on CD, section: Seismic safety assessment of structures - ii (MS).
000013172 962__ $$r13074
000013172 980__ $$aPAPER