Continuum Model for In-Plane Anisotropic Inelastic Behavior of Masonry

Calderini, Chiara; Lagomarsino, Sergio

doi:10.1061/(asce)0733-9445(2008)134:2(209)

Cited by 75 publications

(61 citation statements)

References 19 publications

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“…These elements are connected by rigid offsets and modelled by proper constitutive laws in order to take into account the mechanical nonlinearity (Dolce, 1989). Several studies have been done by different researchers; (Lagomarsino et al, 2006;Gambarotta and Lagomarsino, 1997;Penelis, 2006;Calderini and Lagomarsino, 2008;Belmouden, 2009). In these approaches, a nonlinear macro-element model, able to reproduce earthquake damage to masonry structures and failure modes observed during experimental testing, has been implemented with similar approximations.…”

Section: Description Of Structuresmentioning

confidence: 99%

Seismic capacity evaluation of unreinforced masonry residential buildings in Albania

Bilgin

Korini

2012

Nat. Hazards Earth Syst. Sci.

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Abstract. This study evaluates seismic capacity of the unreinforced masonry buildings with the selected template designs constructed per pre-modern code in Albania considering nonlinear behaviour of masonry. Three residential buildings with template designs were selected to represent an important percentage of residential buildings in medium-size cities located in seismic regions of Albania. Selection of template designed buildings and material properties were based on archive and site survey in several cities of Albania. Capacity curves of investigated buildings were determined by pushover analyses conducted in two principal directions. The seismic performances of these buildings have been determined for various earthquake levels. Seismic capacity evaluation was carried out in accordance with FEMA (Federal Emergency Management Agency) 440 guidelines. Reasons for building damages in past earthquakes are examined using the results of capacity assessment of investigated buildings. It is concluded that of the residential buildings with the template design, with the exception of one, are far from satisfying required performance criteria. Furthermore, deficiencies and possible solutions to improve the capacity of investigated buildings are discussed.

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Section: Description Of Structuresmentioning

confidence: 99%

Seismic capacity evaluation of unreinforced masonry residential buildings in Albania

Bilgin

Korini

2012

Nat. Hazards Earth Syst. Sci.

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“…The elliptical dome (5) has a thickness varying from 2.20 m at the impost to 1.27 m at the top. It is reinforced by eight ribs (6) on the extrados, radially arranged, at eight rather slender buttresses (7). Four of these buttresses, adjacent to the major axis of the oval, are hollow (one of them houses a helical stair) (Figure 3(d)).…”

Section: Description Of the Structurementioning

confidence: 99%

“…The constitutive law employed is based on a micromechanical approach [7]. The plane stress hypothesis is assumed.…”

Section: Non-linear Analysis Of the Dome-drum Systemmentioning

confidence: 99%

Non-linear modelling of the elliptical dome of the Sanctuary at Vicoforte

Calderini¹,

Chiorino²,

Lagomarsino³

et al. 2010

WIT Transactions on the Built Environment

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With its internal axes of 37.23 by 24.89 m, the dome of the Sanctuary of Vicoforte, Italy, is the fifth biggest in the world in absolute term, and by far the largest elliptical dome ever built. The dome-drum system has suffered since the beginning from significant structural problems, partly due to soil settlements and arising from its bold structural configuration. This paper deals with the modelling strategies adopted in the assessment of the structural reliability of the monument, a project undertaken in recent years following the strengthening intervention operated in 1985 with the application of active tie-bars around the perimeter at the top of the drum. The structural behaviour of the construction was modelled according to two different approaches: limit analysis and finite element analysis (linear and non-linear). This paper presents the results obtained by non-linear constitutive models for the masonry.

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“…Recently, there has been a growing interest in micromodelling approaches for simulating the behaviour of masonry structures (Alfano and Sacco, 2006;Gabor et al, 2006b;Milani et al, 2006;Calderini and Lagomarsino, 2008;Pelissou and Lebon, 2009;Lebon, 2010, 2012;Scimemi et al, 2014). In such approaches, the masonry joints are represented by mortar continuous elements coupled with discontinuous brick/mortar interface elements.…”

Section: Introductionmentioning

confidence: 99%

On modelling brick/mortar interface via a St. Venant-Kirchhoff orthotropic soft interface. Part II: in silico analysis

Lebon

Raffa

Rizzoni

2017

IJMRI

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Abstract:A new strategy for the numerical modelling of brick/mortar interfaces at the macro-scale taking into account finite strains and evolving microcracking phenomena is introduced. A numerical validation of the non-linear-imperfect interface model formulated in Part I of the present paper, is proposed. Wellestablished experimental data concerning diagonal compression of masonry walls are simulated within the finite element method. The localisation zones of highest displacement jumps and stresses obtained through the numerical simulations are in good agreement with the experimental findings. The proposed non-linear interface model is also compared with a linear interface model for masonry structures.

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Continuum Model for In-Plane Anisotropic Inelastic Behavior of Masonry

Cited by 75 publications

References 19 publications

Seismic capacity evaluation of unreinforced masonry residential buildings in Albania

Seismic capacity evaluation of unreinforced masonry residential buildings in Albania

Non-linear modelling of the elliptical dome of the Sanctuary at Vicoforte

On modelling brick/mortar interface via a St. Venant-Kirchhoff orthotropic soft interface. Part II: in silico analysis

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