Issue 51

A. Gesualdo et alii, Frattura ed Integrità Strutturale, 51 (2020) 376-385; DOI: 10.3221/IGF-ESIS.51.27 381 where the integrals are defined over the two domains in which stiffness is continuous with its first derivative i EI , i EA ,  i ,  i are respectively the stiffness and deformation characteristics of the beam and the external force vector is  1 1 1 ( , , ) N T M F . Figure 3 : (a) Masonry panel with in-plane load; (b) Shape of the reacting structure. Only the bending and the axial strain energies have been taken into account in the relation (13). The problem has been solved taking into account a fifth-order power series expansion for the angle 2  [29]. The minimum condition is given by: 2 ( , , ) 0 B C     v v (14) and the boundary conditions: 1 2 ' ' 1 2 1 1 2 2 ' ' 1 1 2 2 (0) ; (0) 0 (0) ; (0) ( ) ; ( ) ( ) ; ( ) B A B A C B C B v v v v v v v L v v L v v L v L                (15) with ' ( cos ) JJ A    rotation angle at the cantilever support corresponding to the deformation of the masonry triangle PJK in Fig. 3 (a) and considered as rigid, since the real variation of this angle do not determine sensible changes in the resultant stress maps.