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- W2188656152 abstract "In this paper the analysis of the safety conditions of the Colosseum in Rome is performed with a special concern to the static loading conditions. The limit analysis approach together with the assumption of the no-tension constitutive model represents an effective tool in evaluating the safety conditions and the ultimate strength of masonry structures. In the context of this approach the static analysis of the structure of Colosseum is performed. A study devoted to evaluate the collapse load acting on the vaults covering the inner and outer ambulatories is carried out. Both the circumferential and the radial arches are considered to be at a minimum thrust condition due to the radial outward displacements of the external and/or central walls. The study is referred to the original configuration of the construction. The analysis of the structure of Colosseum is quite complex because of the difficulties concerning the evaluation of loads and the definition of constitutive laws able to model the behavior of materials such as stones, tufa, concrete and masonry, which are characterized by low or zero tensile strengths and damage properties. Moreover the complex geometry of the Colosseum makes the modeling and the definition of simplified structural schemes quite difficult. Among the main approaches adopted to analyze the behavior of historical constructions, the limit analysis represents an effective tool for understanding the main aspects of the ultimate behaviour and evaluating the ultimate capacity of the constructions. The study adopts a rigid no-tension constitutive model with no sliding (Heyman, 1977; Heyman, 1982; Como, 1992). This assumption, which was firstly introduced by (Heyman, 1977; Heyman, 1982), implies that the masonry body behaves as an assemblage of rigid elements kept together by compression forces and cracked at regions characterised by tensile stresses. The no-tension constitutive assumption is certainly verified for the masonry made of rigid blocks with no mortar. However it can be applied also to ancient masonry made of tufa blocks or bricks with mortar joints or to the case of opus caementicium considering the fact that the mortar becomes weaker during the time and looses its initial tensile capacity (Giovannoni, 1994). The no-tension constitutive hypothesis can be adopted also for materials characterised by a finite tensile capacity if we consider the fact that the tensile capacity can be suddenly deteriorated because of some events such as dynamic actions which cause cracking. The masonry constitutive model can be defined in details on the basis of the hypotheses introduced by (Heyman, 1977; Heyman, 1982) in the analysis of the strength of masonry structures and expressed through the following expressions: 0 ≤ σ" @default.
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- W2188656152 date "2001-01-01" @default.
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- W2188656152 title "Limit analysis of the structures of Colosseum" @default.
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