Analisi limite della cupola sferica in muratura come struttura bidimensionale non reagente a trazione

By assuming as starting point the analyses performed on the problem of equilibrium of a spherical dome, where the structure is treated either as a thin shell - and then subject to both compressive and tensile stresses - or as a mono-dimensional structure - in that case subject only to meridian compressive stress - purpose of this paper is to analyse the equilibrium of a masonry spherical dome treated as a no-tension bi-dimensional structure. If the dome thickness is assumed as a stability parameter, for values of the thickness large enough it is then possible to identify ranges of statically admissible reactions associated with fields of displacements which are kinematically admissible with equilibrium. By reducing the dome thickness, the collapse condition can be therefore identified as the condition for which the statically admissible ranges shrink to a single point corresponding to the formation of a mechanism: this is the collapse mechanism.