Issue 51

A. Gesualdo et alii, Frattura ed Integrità Strutturale, 51 (2020) 376-385; DOI: 10.3221/IGF-ESIS.51.27 382 Figure 4 : (a) Masonry strut within the panel; (b) Corresponding cantilever beam. N UMERICAL RESULTS COMPARISON he numerical tests have been performed considering a masonry wall with dimensions 900×1500×120 mm 3 , loaded with a constant vertical distributed load of 50 kN and a Young modulus of 130 Mpa. The shear load T increases till the final value of 27 kN (Tab. 1). a b c d e f N [kN] 50 50 50 50 50 50 T [kN] 0 10 15 20 25 27 Table 1 : Valu es of the vertical and horizontal loads on the masonry panel Fig. 5 reports the stress maps obtained with the 1-D minimum potential energy approach [28]. The case d) of Fig. 5 has been examined with 2-D minimum complementary energy approach. The top and bottom relative displacements , , U V  have been derived from the absolute displacements obtained in the 1-D model analysis. The  2 region is identified considering that the only compressive stresses run along the compression rays . For the functions  1 ( ) g and   1 ( ) g , as shown in Fig. 6 (b), a constant stress distribution along the rays are obtained and the corresponding values for the vertical and horizontal total loads are T=17.8 kN and N=50.1 kN. The approximation of the corresponding values in Tab. 1 for the case d is considered sufficient. T