Issue 51

C. Anselmi et alii, Frattura ed Integrità Strutturale, 51 (2020) 486-503; DOI: 10.3221/IGF-ESIS.51.37 503 in contact along a rib constitute a single block. A similar assumption has been considered also by Foraboschi [22] to analyse the behaviour of the Brunelleschi dome. R EFERENCES [1] Anselmi, C., De Rosa, E. and Fino, L. (2004). Limit analysis of masonry structures, Proceedings of the 4 th International Seminar on Structural Analysis of Historical Constructions (edited by: C. Modena, P. B. Lourenço, P. Roca), Padova, Italy 1, pp .545–550. [2] Anselmi, C., De Rosa, E., Galizia, F. and Maniello, D. (2006). Evaluation of the safety coefficient of axi-symmetric masonry domes with drum and lantern having variable profile and carrying their own weight, Proceedings of the Seventh International Masonry Conference, London, GB 5, pp. 1–6. [3] Anselmi, C., De Rosa E. and Galizia, F. (2009). Evaluation of horizontal collapse for a rigid dome supported by radial masonry columns subjected to own weight. In: W.W. El-Dakhakhni, R.G. Drysdale. Proceedings of the Eleventh Canadian Masonry Symposium, Toronto, Ontario, Canada, May 31–June 3, pp. 543-550. [4] Anselmi, C., De Rosa, E., Galizia, F. and Maniello, D. (2009). Limit analysis of masonry domes subjected to horizontal loads, Protection of Historical Buildings - Prohitec 09 (edited by F.M. Mazzolani), Rome, Italy 2, pp. 1097- 1101. [5] O’Dwyer, D. (1999). Funicular analysis of masonry vaults, Comput. Struct., 73(1-5), pp. 187-197. [6] Pavlovic, M., Reccia, E. and Cecchi, A. (2016). A procedure to investigate the collapse behavior of masonry domes: so-me meaningful cases, Int. J. Archit. Herit., 10(1), pp. 67-83. [7] Baggio, C., and Trovalusci, P. (2016). 3D limit analysis of roman groin vaults, Proc. 16th International Brick and Block Masonry Conference (IBMAC 2016) Padova (Italy), pp. 1023-1028. [8] Li, T. and Atamturktur, S. (2013). Fidelity and robustness of detailed micromodeling, simplified micromodeling, and macromodeling techniques for a masonry dome, Journal of Performance of Constructed Facilities, 28(3), 480-490. [9] Casapulla, C., Mousavian, E. and Zarghani, M. (2019). A digital tool to design structurally feasible semi-circular mason-ry arches composed of interlocking blocks, Comput. Struct., 221, pp. 111-126. [10] Velilla, C., Alcayde, A., San-Antonio-Gómez, C., Montoya, F.G., Zavala, I. and Manzano-Agugliaro, F. (2019). Rampant arch and its optimum geometrical generation, Symmetry, 11(5), art. no. 627. [11] Olmati, P., Gkoumas, K. and Bontempi, F. (2019). Simplified FEM modelling for the collapse assessment of a maso- nry vault, Frattura ed Integrita Strutturale, 13(47), pp. 141-149. [12] Simon, J. and Bagi, K. (2016). Discrete element analysis of the minimum thickness of oval masonry domes, Int. J. Ar- chit. Herit., 10(4), pp. 457-475. [13] Beatini, V., Royer-Carfagni, G. e Tasora, A. (2019). A non-smooth-contact-dynamics analysis of Brunelleschi’s cupo- la: an octagonal vault or a circular dome? Meccanica, 54 (3), pp. 525-547. [14] Lourenço, P.B. e Ramos, L.F. (2004). Characterization of cyclic behavior of dry masonry joints, Journal of Structural Engineering, 130(5), pp. 779-786. [15] Casapulla, C. and Portioli, F. (2016). Experimental tests on the limit states of dry-jointed tuff blocks, Materials and Structures, 49(3), pp. 751-767. [16] Vasconcelos, G. and Lourenço, P.B. (2009). Experimental characterization of stone masonry in shear and compressi- on, Construction and Building Materials, 23(11), pp. 3337-3345. [17] Lee, H.S., Park, Y.J., Cho, T.F. and You, K.H. (2001). Influence of asperity degradation on the mechanical behaviour of rough rock joints under cyclic shear loading, International Journal of Rock Mechanics and Mining Sciences, 38(7), pp. 967-980. [18] Orduña, A. and Lourenço, P. (2005). Three-dimensional limit analysis of rigid blocks assemblages. Part I: Torsion fai- lure on frictional interfaces and limit analysis formulation, International Journal of Solids and Structures, 42 (18-19), pp. 5140-5160. [19] Como, M. (2017). Statics of Historic Masonry Constructions, Third Edition, Springer, 4.11, pp. 242-271. [20] Conti, G. (2014). La matematica nella Cupola di Santa Maria del Fiore a Firenze, in Ithaca: Viaggio nella Scienza, n. 4, anno 2014 - Arte e Scienza, pp. 5-11. [21] Di Pasquale, S. (2002). Brunelleschi. La costruzione della cupola di Santa Maria del Fiore. Marsilio, Venice. [22] Foraboschi, P. (2014). Resisting system and failure modes of masonry domes, Engineering Failure Analysis 44, Elsevier Ltd., pp. 315–337.