Progressive instability in circular masonry columns

Abstract

The instability behaviour of eccentrically loaded circular masonry columns is investigated. Two approaches are considered for the analysis. One is based on a semi-analytical formulation of the relevant boundary-value problem for a no-tension material response; the other employs a plasticdamage-contact constitutive model, the CraftS model, to capture the complex microstructural behaviour of the material. The latter has been implemented in the finite element program LUSAS and has been already successfully employed to describe progressive instability in eccentrically loaded brickwork wallettes of rectangular cross section. Equilibrium paths and limit load estimations are computed for both analysis approaches for a range of column aspect ratios and load eccentricities. It is shown that the type of material response becomes less important for specimens with height-to-diameter aspect ratios greater than 7.5 and for loads applied to points in the kernel of the cross section, while for higher eccentricities the presence of a tensile strength increases considerably the limit load. The damage evolution predicted by the models is also investigated for selected cases, showing that the formulation based on the no-tension material is able to capture with good agreement the damaged zone of the column for loads with low eccentricities. For the same type of loading, a useful design formula is provided.

Mimar Sinan Camilerinde Sütunların Formları, Dikey ve Yanal Yük Kapasiteleri

“…Çaktı et al [14] studied the seismic behaviour of the Mihrimah Sultan Mosque in Edirnekapı, one of the most elegant works of the Sinan. Broseghini et al [15] analysed several aspects of the instability of homogeneous masonry circular columns loaded with a vertical eccentric load.…”

Experimental investigation of progressive instability and collapse of no-tension brickwork pillars

“…In particular, in our experimental study we are interested to cases ii) and iii). The equations governing these problems have been solved in closed-form for a rectangular cross section [9,10,11,12,13] and with approximate methods for a circular cross section [15] for a linear elastic response in compression. In Fig.…”

“…This problem was further studied by De Falco and Lucchesi [12,13], who also considered limited compressive strength, and afterwards extended to circular columns by Gurel [14] and Broseghini et al [15]. Interestingly, both [13,15] provided relationships, useful for design, between limit load and initial eccentricity for rectangular and circular cross sections, respectively.…”

“…This problem was further studied by De Falco and Lucchesi [12,13], who also considered limited compressive strength, and afterwards extended to circular columns by Gurel [14] and Broseghini et al [15]. Interestingly, both [13,15] provided relationships, useful for design, between limit load and initial eccentricity for rectangular and circular cross sections, respectively. Extension to nonlinear constitutive behaviour was addressed in [16,17], whereas an algebraic formulation of the model based on discretisation of the pillar into a finite number of elements was proposed in [18].…”

“…The deformed shape of the pillar can be easily obtained by applying the translation maps v → v ± D/2 to expressions (11), (15) and (16) in the relevant domain.…”