Assessment of the Mechanical Behaviour of Tabique Walls Through Experimental Tests

Rebelo, Andreia; Guedes, João Miranda; Quelhas, Bruno; Ilharco, Tiago

doi:10.1007/978-3-319-39492-3_37

Cited by 3 publications

(3 citation statements)

References 1 publication

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“…Despite these considerations, the tabique walls have been considered in the numerical models in order to obtain a comparable distribution of the vertical loads in the buildings. The mechanical properties of tabique walls were defined according to the experimental results from compression and shear tests performed by Rebelo et al 27 . and Meireles et al 28 .…”

Section: Details On the Adopted Numerical Modelling Approachmentioning

confidence: 99%

Seismic fragility assessment of masonry building aggregates: A case study in the old city Centre of Seixal, Portugal

Battaglia

Ferreira

Lourenço

2020

Earthq Engng Struct Dyn

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Aggregates made of old masonry structures represent a very common structural typology in many cities of the world. The structural units along the aggregates are characterized frequently by structural and geometrical heterogeneities. But urban growth led to the formation of many historic centres with similar structural typologies. The present study aims to assess the seismic fragility of masonry building aggregates using the old city centre of Seixal as a case study. The analysis involved the assessment of the most prevalent structural typology in the study area, considering the variability of a set of structural and geometrical parameters. The variation of such parameters has allowed the definition of 36 different structural configurations, whose seismic performance behaviours were studied employing non‐linear static analyses. Based on the analyses, the peak ground accelerations (PGAC) corresponding to the attainment of the life safety limit state were obtained and the fragility curves were plotted. Furthermore, the behaviour of the structural configurations, analysed as isolated structural units, is also compared with their aggregate structural performance. Significant differences in the vulnerability of the buildings when isolated or in the aggregate are obtained, demonstrating that the seismic interactions between adjacent buildings should not be neglected. It was further possible to observe that the variation of the considered parameters significantly affects the seismic response of the building, particularly when the characteristics of the internal slabs are changed.

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Section: Details On the Adopted Numerical Modelling Approachmentioning

confidence: 99%

Seismic fragility assessment of masonry building aggregates: A case study in the old city Centre of Seixal, Portugal

Battaglia

Ferreira

Lourenço

2020

Earthq Engng Struct Dyn

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“…Group 15 quantifies the mechanical properties of the interior timber walls. The mechanical properties of these walls are determined based on the experimental results from compression and shear tests performed by (Rebelo et al 2015).…”

Section: Aleatory Uncertaintiesmentioning

confidence: 99%

Seismic assessment of nineteenth and twentieth centuries URM buildings in Lisbon: structural features and derivation of fragility curves

Simões

Bento

Lagomarsino

et al. 2019

Bull Earthquake Eng

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The article addresses the seismic vulnerability assessment of a typology of unreinforced masonry buildings constructed in Lisbon between the 19 th and the 20 th centuries. The main architectural and structural features of these buildings are presented. This supported the identification of the main uncertainties affecting their seismic performance and the definition of classes of buildings representative of the typology. The seismic assessment includes the generation of fragility curves that combine the in-plane and out-of-plane response following different criteria and methods of analyses. The results put in evidence the seismic vulnerability of this class of buildings. Considering the earthquake-resistant code for Lisbon with a return period of 475 years, about 50% probability of having heavy damage and about 30% probability of collapse were estimated. The structural intervention on these buildings is urgent in order to reduce losses due to future earthquakes. Further studies for the assessment of similar buildings in Lisbon and elsewhere can be developed using the adopted procedure.

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“…E -modulus of elasticity, G -shear modulus, fc -compressive strength, 0 -equivalent shear strength, loc -coefficient of friction on the mortar joints in the end section of spandrels, Int -interlocking of the masonry units in the end section of spandrels, Si -drift limit for the shear behaviour at damage level i, Fi -drift limit for the flexural behaviour at damage level i, Si -residual strength for the shear behaviour at damage level i, Fi -residual strength for the flexural behaviour at damage level i,  -ductility of the brick arch for damage level 3, kin -ratio between the initial and the secant stiffness, k0 -ratio between the elastic strength and the ultimate strength, A -area of the link beams and I -inertia of the link beams Group 15 quantifies the mechanical properties of the interior timber "walls. The mechanical properties of these walls are determined based on the experimental results from compression and shear tests performed by Rebelo et al (2015). Group 16 defines the area (A) and inertia (I) of the link beams that set the connection between perpendicular exterior walls (Figure 3).…”

Section: Global Behaviourmentioning

confidence: 99%

Fragility Functions for Tall URM Buildings around Early 20th Century in Lisbon. Part 1: Methodology and Application at Building Level

Simões

Bento

Lagomarsino

et al. 2019

International Journal of Architectural Heritage

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The article proposes a procedure for the derivation of fragility functions for unreinforced masonry buildings considering the in-plane and out-of-plane response. Different approaches are considered for the generation of the corresponding fragility functions and for the evaluation of the propagation of uncertainties. The contributions for the dispersion of the fragility functions account for the variability in the definition of the capacity, the aleatory uncertainty in the definition of the seismic demand and the aleatory uncertainty in the definition of the modified/floor response spectrum, when the local mechanisms are located in the upper level of the building. In the end, the individual fragility curves are properly combined in order to define a single fragility curve for the class of buildings. As a case study, the procedure is applied to the assessment of one of the most vulnerable unreinforced masonry buildings constructed in the early 20 th century in Lisbon, considering a typical prototype building with five storeys high. Results for a seismic event, as defined in the earthquake-resistant code for Lisbon, indicate that the typical building has about 50% probability of having heavy damage and about 30% probability of collapse.

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Assessment of the Mechanical Behaviour of Tabique Walls Through Experimental Tests

Cited by 3 publications

References 1 publication

Seismic fragility assessment of masonry building aggregates: A case study in the old city Centre of Seixal, Portugal

Seismic fragility assessment of masonry building aggregates: A case study in the old city Centre of Seixal, Portugal

Seismic assessment of nineteenth and twentieth centuries URM buildings in Lisbon: structural features and derivation of fragility curves

Fragility Functions for Tall URM Buildings around Early 20th Century in Lisbon. Part 1: Methodology and Application at Building Level

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