Masonry is a composite material made of units (brick, blocks, etc.) and mortar. For periodic arrangements of the units, the homogenisation techniques represent a powerful tool for structural analysis. The main problem pending is the errors introduced in the homogenisation process when large di.erence in sti.ness are expected for the two components. This issue is obvious in the case of non-linear analysis, where the tangent sti.ness of one component or the tangent sti.ness of the two components tends to zero with increasing inelastic behaviour. The paper itself does not concentrate on the issue of non-linear homogenisation. But as the accuracy of the model is assessed for an increasing ratio between the sti.ness of the two components, the bene.ts of adopting the proposed method for non-linear analysis are demonstrated. Therefore, the proposed model represents a major step in the application of homogenisation techniques for masonry structures. The micro-mechanical model presented has been derived from the actual deformations of the basic cell and includes additional internal deformation modes, with regard to the standard two-stephomogenisation procedure. These mechanisms, which result from the staggered alignment of the units in in the composite, are of capital importance for the global response. For the proposed model, it is shown that, up to a sti.ness ratio of one thousand, the maximum error in the calculation of the homogenised Youngπs moduli is lower than .ve percent. It is also shown that the anisotropic failure surface obtained from the homogenised model seems to represent well experimental results available in the literature.

A Micro-Mechanical Model for the Homogenisation of Masonry

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2002-06-01

Abstract

Masonry is a composite material made of units (brick, blocks, etc.) and mortar. For periodic arrangements of the units, the homogenisation techniques represent a powerful tool for structural analysis. The main problem pending is the errors introduced in the homogenisation process when large di.erence in sti.ness are expected for the two components. This issue is obvious in the case of non-linear analysis, where the tangent sti.ness of one component or the tangent sti.ness of the two components tends to zero with increasing inelastic behaviour. The paper itself does not concentrate on the issue of non-linear homogenisation. But as the accuracy of the model is assessed for an increasing ratio between the sti.ness of the two components, the bene.ts of adopting the proposed method for non-linear analysis are demonstrated. Therefore, the proposed model represents a major step in the application of homogenisation techniques for masonry structures. The micro-mechanical model presented has been derived from the actual deformations of the basic cell and includes additional internal deformation modes, with regard to the standard two-stephomogenisation procedure. These mechanisms, which result from the staggered alignment of the units in in the composite, are of capital importance for the global response. For the proposed model, it is shown that, up to a sti.ness ratio of one thousand, the maximum error in the calculation of the homogenised Youngπs moduli is lower than .ve percent. It is also shown that the anisotropic failure surface obtained from the homogenised model seems to represent well experimental results available in the literature.
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Utilizza questo identificativo per citare o creare un link a questo documento: http://hdl.handle.net/20.500.12079/1149
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