Issue 51

A. Gesualdo et alii, Frattura ed Integrità Strutturale, 51 (2020) 376-385; DOI: 10.3221/IGF-ESIS.51.27

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:



A v      A

v v

v

v v

(0) (0)

;

(0) (0)

0

B

1

2

'

'

B 





;

1

2

(15)

1 1 v L v  ( ) ( ) v L  ' 1 1

2 2 v L v  ( ) ( ) v L  ' 2 2

;

C

B

C 

B 

;

with 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. ' ( cos ) JJ A   

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