PSI - Issue 11

Massimiliano Lucchesi et al. / Procedia Structural Integrity 11 (2018) 177–184 M. Lucchesi, B. Pintucchi, N. Zani/ Structural Integrity Procedia 00 (2018) 000–000

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Peak stresses - reaching the maximum compressive strength - are evident at the sets of the vaults near the corners of the piers; they follow the direction of the intersection between the two generating barrel vaults. Fig. 9c) provides a 3D view of the principal compressive stress attained on the average surface (i.e. the median surface over the structural thickness). The piers show a remarkable degree of engagement under compression, especially those under the ground floor, where the compressive strength is extensively achieved. Figs. 10 a) and b) respectively show the analogous diagrams of Fig. 9c) and Fig. 9 b) but with reference to the SLS. As can be seen, the stress state is significantly lower, especially in the piers and upper vaults.

a)

b)

Fig. 10. Principal compressive stress at the SLS: (a) 3D view (b) upper vaults.

4. Conclusions

The paper presents some preliminary numerical investigations aimed at checking the static state and stability of the cellars of the Palazzo Monte di Pietà in Livorno. At this early stage of study, our knowledge of the structures is rather limited, so due caution must be applied in interpreting them. Applying the appropriate confidence factor, the vaulted structure does not meet the standards required by current Italian building codes. The results suggest that greater knowledge of the building’s structural make-up is needed, which can only be garnered through further, more thorough in situ investigations. This is especially true for the upper-level vaults and the piers sustaining the vaults. Moreover, other issues have yet to be addressed, such as possible structural problems due to the vibrations caused by traffic loads, and p-delta effects on the piers of the upper level. Finally, given the high probability that the building’s owners will have to remove and replace the heavy post-war reinforcements, specific investigations on this issue need to be carried out, and sound design solutions found. D.M. LL. PP., 2008. 14 Gennaio 2008, Nuove Norme Tecniche per le Costruzioni (NTC), G.U. n. 29 del 4-2-2008 [in Italian]. Circolare [2009] No. 617, 02 Febbraio 2009, Istruzioni per l’applicazione delle Nuove Norme Tecniche per le costruzioni, G.U. n. 47 del 2-2 2009 [in Italian]. Lucchesi, M., B. Pintucchi, B., Zani, N., 2017a. Modelling masonry construction through the Mady code. 2 nd International Conference on recent advance in nonlinear models - Design and rehabilitation of structures CoRASS2017. Lucchesi, M., Pintucchi, B., Zani N., 2017b. Bounded shear stress in masonry-like bodies, Meccanica,53(7), 1777-1791. Lucchesi M., Pintucchi B., Zani N., 2018. Masonry-like material with bounded shear stress, European Journal of Mechanics / A Solids, DOI: 10.1016/j.euromechsol.2018.05.001 Pintucchi, B., Zani N., 2009. Effects of material and geometric non-linearities on the collapse of masonry arches. European J. of Mech. A/Solids, 28, 45-61. Massa M., a cura di, 2015. Livorno: un porto e la sua città, Progetti e studi, Autorità portuale Livorno, Debatte Editore [in Italian]. Lucchesi, M., Pintucchi, B., Zani, N., 2017c. A 3D masonry-like model with bounded shear stress. In: AAVV. Mechanics of Masonry Structures Strengthened with Composite Materials II, pp. 20-27, Key Engineering Materials. A. Di Tommaso, C. Gentilini and G. Castellazzi Editors. References