Abstract
After the 1755 earthquake that destroyed Lisbon, an innovative anti-seismic structural system was developed consisting of a timber skeleton, that included timber framed masonry walls. After more than 250 years these structures need rehabilitation to face the present demands. The research presented in this paper aimed at experimentally characterizing the cyclic behaviour of timber framed walls reinforced with three different methods, namely: (i) elastic-plastic dampers on diagonal braces, (ii) reinforcement of timber connections with steel plates, (iii) application of a reinforced rendering. The elastic-plastic damper showed an unsymmetrical behaviour and some difficulties to implement in practice. The strengthening with reinforced render led to an initial stiffness increase but showed a limited deformation capacity. The walls with reinforcing steel plates at the timber connections showed the best behaviour in terms of strength, stiffness and energy dissipation.
Highlights
After the large destruction of Lisbon due to the 1755 earthquake, the city had to be almost completely rebuilt
Buildings, named after the Marquis of Pombal, the prime minister to date, were developed. This type of building is characterized by its structural internal timber framed walls (TFW) in elevated floors, constituted by a timber frame with vertical
- According to the load-displacement curves, all reinforcement provided a higher ability to dissipate energy and a stiffness increase (Figure 32);
Summary
After the large destruction of Lisbon due to the 1755 earthquake, the city had to be almost completely rebuilt. Buildings, named after the Marquis of Pombal, the prime minister to date, were developed This type of building is characterized by its structural internal timber framed walls (TFW) in elevated floors, constituted by a timber frame with vertical. Horizontal elements, braced with diagonal elements (Saint Andrew’s crosses) with a masonry infill These timber elements were connected to the floors’ beams, forming a three-dimensional timber frame structure with improved stiffness and deformation capacity under seismic actions (1). Most of these buildings presently need to undergo seismic rehabilitation due to the following reasons: (i) their natural degradation due to aging, (ii) the need for adaptation to the present serviceability conditions, generally involving structural changes, (iii) former interventions with elimination or damaging of structural elements, affecting seismic resistance, and (iv) noncompliance with the new generation of seismic codes (2)
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