Modelling the experimental seismic out-of-plane two-way bending response of unreinforced periodic masonry panels using a non-linear discrete homogenized strategy

Gaussian process emulation for rapid in-plane mechanical homogenization of periodic masonry

“…Brick units ( 235 115 70 × × mm 3 ) are modelled as elastic and through quadrilateral FEs and material nonlinearity is lumped on mortar joints that are represented through interface FEs. Such assumption is particularly adequate for strong unit masonry structures [14]. The socalled composite interface model [15] is adopted, which is able to reproduce fracture, frictional slip and crushing along the interface elements of the joints.…”

“…Here, σ is the generalized stresses, t f is the interface bond strength, c is the interface cohesion, φ is the friction angle; P is a projection diagonal matrix and p a projection vector based on material parameters [15]; f ft G , II f G are the mode-I and mode-II fracture energy terms, respectively; 1 σ , 2 σ and 3 σ are the effective stresses of each the adopted yield functions governed by the internal scalar variables 1 κ , 2 κ and 3 κ , respectively. The deterministic strategy given in [14] was enriched by attributing probability distribution functions to each input parameter; specifically to both geometric and material properties. If X defines the random input variables i X , then one can write the following:…”

Real-time Structural Stability of Domes through Limit Analysis: Application to St. Peter’s Dome

“…It couples plasticity with a scalar-based damage model and, as it was originally developed for concrete, an elastic isotropic behaviour is assumed. This is a limitation when adapting CDP to masonry, as orthotropy may have an important role, especially in presence of a periodic masonry arrangement (Sharma, et al 2021;Willis, Griffith, and Lawrence 2004). The fact that masonry orthotropy is lost does not constitute a contentious issue for the present case study.…”

Comparison of different numerical modelling approaches for the assessment of the out-of-plane behaviour of two-leaf stone masonry walls

“…churches, towers, fortresses) [11,[14][15][16] or complex structural systems such as building aggregates [17][18][19] because it represents a good compromise between results' reliability and computational effort, especially when the buildings to be analysed are considerably large. Indeed, the computational effort of FE macro-model analyses is considerably lower than comparable analyses conducted using detailed and simplified FE micromodelling [20,21]. Moreover, in the literature, FE micro-modelling has mainly been applied to the structural analysis of constructions comprising single-leaf regular masonry walls [22][23][24][25].…”