Non-linear static procedures applied to high-rise residential URM buildings

Abstract

Abstract. In this work, the vulnerability of an unreinforced masonry building, evaluated on the one hand by using the incremental dynamic analysis, and on the other hand by using nine representative non-linear static incremental procedures, is compared. For comparison reasons among the different non-linear static procedures, the obtained incremental dynamic analyses results are used as reference values. The aim of this analysis is to evaluate the applicability and reliability of the diverse non-linear static procedures for unreinforced masonry buildings, and to propose modifications oriented to improve their use in this typology of structures. For this purpose, a fully representative unreinforced masonry building of the dominating building type in the Eixample district of Barcelona, is analyzed. Furthermore, the conditional spectrum approach procedure has been applied with the aim to conveniently define the seismic demand. Regarding the definition of the fragility curves, two different methodologies were used for each non-linear static procedure and incremental dynamic analyzes. Subsequently, the corresponding damage indices as well as the damage curves were calculated and compared for the different considered peak ground acceleration values. The results of this comparison seem to confirm that the damage curves obtained by performing the NSP and by applying the Risk-UE methodology overestimate the damage corresponding to low values of the PGA and underestimate the damage for higher values of the PGA.

Probabilistic seismic assessment of a high-rise URM building

“…The nonlinear response of a structure can be assessed by means of a simplified non-linear static procedure (NSP), which combine the computed capacity of the structure in one hand and the seismic demand in the other [61]. A wide variety of NSPs is available in the literature [8,40,[62][63][64].…”

“…Regarding the bilinear representation, the N2 method discards the possibility of hardening or softening for the inelastic branch and sets the ultimate point of the capacity as the equivalent point at which the maximum base shear occurred after converting the curve to the AD format. The selection of the N2 method for this research work was made based on the conclusions obtained by authors from previous research, in which different methods were compared, showing the adequacy of the N2 method for the analysis of the structures of interest in this work [61].…”

Historical Development and Seismic Performance of Unreinforced Masonry Buildings with Vertical Extensions in the City Centre of Barcelona

“…Historical URM buildings were often designed considering only gravity loads (Pujades et al, 2012;Cara et al, 2018). This permitted the construction of high-rise or notably slender buildings, like in Barcelona (Gonzalez-Drigo et al, 2017). In historical urban centres, there were specific construction issues, as the combination of dissimilar materials or the incorrect execution of structural connections (Guardiola-Víllora and Basset-Salom, 2015).…”

Caracterización del patrimonio edificado del centro histórico de Cuenca-Ecuador

“…Julio -Diciembre 2021 http://dx.doi.org/10.33210/ca.v10i3.376 métodos disponibles para este fin, que arrojan resultados más precisos, requieren mayores datos de entrada que caractericen las edificaciones del área de estudio, tales como: geometría, edad de la edificación, propiedades de los materiales, tipo de sistema resistente en cimentación, en pisos y en cubiertas, etc. [2] [3] En el marco de los estudios de vulnerabilidad sísmica a gran escala en centros históricos, es común la estrategia de caracterizar un determinado patrimonio edificado con base en la definición de edificaciones típicas de las tipologías existentes [4] [5] [6]. Al tratarse tal territorio de un centro histórico, los estudios de vulnerabilidad sísmica son más complejos, principalmente por dos razones: 1) la caracterización mecánica de los materiales requiere de ensayos no convencionales; 2) los objetivos de desempeño sísmico varían en función del valor patrimonial de las edificaciones [7].…”