Earthquake-Resistant Design of Masonry Buildings

Tomaževič, Miha

doi:10.1142/p055

Cited by 332 publications

(142 citation statements)

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“…Particularly, the experimental response of all panels is analysed by a simple bilinear force-displacement relationship, according to [15]. The bilinear idealization has been obtained by ensuring that the areas below the actual and bilinear idealized curve were equal, in accordance also with technical literature [24]. The bilinear idealization was conducted only on some panels whose selection was based on the availability of all data necessary to perform the described procedure.…”

Section: Bilinear Idealizationmentioning

confidence: 99%

“…The inelastic deformation of the panels can be assessed in terms of ductility factor l, expressed as du/del, where du is defined as the displacement corresponding to a strength degradation of 20% below the ultimate strength V max , according to technical literature [24,29]. It is underlined that the significant strength increases do not determine significant changes to the inelastic deformation capacity of strengthened panels whose ductility is substantially very similar to that of the as-built panels (Table 3).…”

Section: Ultimate Load and Ductilitymentioning

confidence: 99%

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In-plane shear performance of masonry panels strengthened with FRP

Marcari

Manfredi

Prota

et al. 2007

Composites Part B: Engineering

173

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Section: Bilinear Idealizationmentioning

confidence: 99%

Section: Ultimate Load and Ductilitymentioning

confidence: 99%

In-plane shear performance of masonry panels strengthened with FRP

Marcari

Manfredi

Prota

et al. 2007

Composites Part B: Engineering

173

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“…In case of a severe ground shaking, infill walls will start cracking and will start collapsing in the out-of-plane direction even if the overall structural system of the building is not severely damaged [30,31]. These unsafe conditions would cause blockage in passageways, and thus, in buildings with low or moderate damage, it is more critical to monitor non-structural infill walls rather than load carrying columns.…”

Section: Sensorsmentioning

confidence: 99%

Blockage assessment of buildings during emergency using multiple types of sensors

Ergen

Güven

Kurç

et al. 2015

Automation in Construction

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“…For such buildings with inadequate capacity, exposed to severe and prolonged earthquake ground motions the cracks become wider and the masonry units become loose causing partial collapse and gaps in walls occur due to falling of loose masonry units. Eventually walls get separated at corners and fall outwards leading to either partial or full collapse (UNIDO/UNDP 1983, 1984Tomazevic 1999).…”

Section: Introductionmentioning

confidence: 99%

Earthquake performance assessment and rehabilitation of two historical unreinforced masonry buildings

Hancılar

Çaktı

Erdik

2011

Bull Earthquake Eng

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The paper describes the earthquake performance assessment of two historical buildings located in Istanbul exposed to a M w = 7+ earthquake expected to hit the city and proposes solutions for their structural rehabilitation and/or strengthening. Both buildings are unreinforced clay brick masonry (URM) structures built in 1869 and 1885, respectively. The first building is a rectangular-shaped structure rising on four floors. The second one is L-shaped with one basement and three normal floors above ground. They survived the 1894, M s = 7.0 Istanbul Earthquake, during which widespread damage to URM buildings took place in the city. Earthquake ground motion to be used in performance assessment and retrofit design is determined through probabilistic and deterministic seismic hazard assessment. Strength characteristics of the brick walls are assessed on the basis of Schmidt hammer test results and information reported in the literature. Dynamic properties of the buildings (fundamental vibration periods) are measured via ambient vibration tests. The buildings are modelled and analyzed as three-dimensional assembly of finite elements. Following the preliminary assessment based on the equivalent earthquake loads method, the dynamic analysis procedure of FEMA 356 (Pre-standard and commentary for the seismic rehabilitation of buildings, American Society of Civil Engineers, Reston, 2000) and ASCE/SEI 41-06 (Seismic rehabilitation of existing buildings, American Society of Civil Engineers, Reston, 2007) is followed to obtain dynamic structural response of the buildings and to evaluate their earthquake performance. In order to improve earthquake resistance of the buildings, reinforced cement jacketing of the main load carrying walls and application of fiber reinforced polymer bands to the secondary walls are proposed.

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Earthquake-Resistant Design of Masonry Buildings

Cited by 332 publications

References 0 publications

In-plane shear performance of masonry panels strengthened with FRP

In-plane shear performance of masonry panels strengthened with FRP

Blockage assessment of buildings during emergency using multiple types of sensors

Earthquake performance assessment and rehabilitation of two historical unreinforced masonry buildings

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