Seismic Behavior of Wood Diaphragms in Pre-1950s Unreinforced Masonry Buildings

Peralta, David F.; Bracci, Joseph M.; Hueste, Mary Beth D.

doi:10.1061/(asce)0733-9445(2004)130:12(2040)

Cited by 45 publications

(28 citation statements)

References 2 publications

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“…The observed cyclic behaviour is consistent with the results of as-built laboratory 22 and in situ tests. 23 Similarly to Peralta et al 24 this behaviour can be approximated by a bilinear idealisation defined by a yield load, F y , an initial stiffness K 1 and a secondary stiffness K 2 . A third stiffness K 3 , beyond displacement value of 80 mm (drift equal to 2.2%), is here proposed to model the stiffening phenomenon as well.…”

Section: Force-displacement Relationshipmentioning

confidence: 99%

Seismic vulnerability of roof systems combining URM gable walls and timber diaphragms

Tomassetti

Correia

Graziotti

et al. 2019

Earthq Engng Struct Dyn

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Summary Typical low‐rise masonry buildings consist of unreinforced masonry (URM) walls covered with various timber roof configurations generally supported or finished by masonry gables. Post‐earthquake observations and experimental outcomes highlighted the large vulnerability of the URM gables to the development of overturning mechanisms, both because of the inertial out‐of‐plane excitation and the in‐plane timber diaphragm deformability. This paper presents the static and dynamic experimental seismic performance of three full‐scale roofs tested via quasi‐static cyclic and shake table tests. Two of them were tested as part of a whole full scale one‐storey and two‐storey building. A single‐degree‐of‐freedom (SDOF) numerical model is calibrated against experimental data and proposed for the analysis of this roof typology's dynamic behaviour. Several sets of analyses were conducted to assess the vulnerability of these structural components and to study the effect of the whole building's characteristics (eg, number of storeys and structural stiffness and strength) on the seismic performance of this roof typology.

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Section: Force-displacement Relationshipmentioning

confidence: 99%

Seismic vulnerability of roof systems combining URM gable walls and timber diaphragms

Tomassetti

Correia

Graziotti

et al. 2019

Earthq Engng Struct Dyn

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“…Sometimes, the reduced thickness at upper story led the timber floor system to simply bearing on the top of the lower wall with no embedment at all. Later solutions, studied by Lin and LaFave [15] and Peralta et al [32], provided the use of iron straps to anchor timber joists or main beams to the masonry perpendicularly or in parallel ( Figure 5(a)). Typical fish-tail iron anchors, where the strap was nailed to the timber joist and infixed into a pocket created in the masonry, in the other end, were shown by Cóias [33] and used to link the new timber headpiece in place of the degraded one ( Figure 6(a)).…”

Section: (D)) Common New Zealand Urm Constructionsmentioning

confidence: 99%

Wall-to-horizontal diaphragm connections in historical buildings: A state-of-the-art review

Solarino

Oliveira

Giresini

2019

Engineering Structures

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Wall-to-horizontal diaphragm connections play a crucial role in the global stability of historical buildings under seismic actions. When these links are ineffective or absent, engineered measures should be considered to enhance the earthquake-resistant box-type behavior. Besides the great variety on the construction systems and materials, common damages were observed in recent seismic events showing the high vulnerability of local mechanisms promoted by the lack of structural integrity. Although the acknowledged importance of connections, this topic has been practically neglected over time among the research community and practitioners and only few of them focused on the influence of diaphragm-to-wall connections on the dynamic behavior of the building as a whole.

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“…In particular, the method of intervention was studied, such as pretension by Tomazevic et al (1996). In addition, the wooden floors found in traditional buildings were investigated for their behavior, their diaphragmatic or non-function, their reinforcement with diagrams, and their replacement with new reinforced concrete slabs (Kim and White, 2004;Peralta et al, 2004;Vintzileou et al, 2007;Stavroulaki and Amanatidou, 2008).…”

Section: Second Case: Two-story Stone Masonry Buildingsmentioning

confidence: 99%

Dynamic Behavior of Aggregated Buildings With Different Floor Systems and Their Finite Element Modeling

Stavroulaki

2019

Front. Built Environ.

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The aim of this research is to propose a way of simulating the interaction between aggregated masonry buildings for the finite element analysis. In most cases, the stiffness of adjacent structures is difficult to evaluate due to the unavailability of data on unknown geometry, parameters, materials, and so on; therefore, a parametric study was essential to simulate the restrictions which are developed. The first results of this research are presented in the present paper, through two case studies wherein rod elements or elastic foundations are proposed for the support of an adjacent structure. The natural frequencies of the real building complex are estimated by the finite element modeling of all the structures, which is then used for the dynamic identification of the simplified model. The experimental measurements of the natural frequencies and modes of the building which are studied could be used for the dynamic identification of the finite element model.

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Seismic Behavior of Wood Diaphragms in Pre-1950s Unreinforced Masonry Buildings

Cited by 45 publications

References 2 publications

Seismic vulnerability of roof systems combining URM gable walls and timber diaphragms

Seismic vulnerability of roof systems combining URM gable walls and timber diaphragms

Wall-to-horizontal diaphragm connections in historical buildings: A state-of-the-art review

Dynamic Behavior of Aggregated Buildings With Different Floor Systems and Their Finite Element Modeling

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