PSI - Issue 44

Roselena Sulla et al. / Procedia Structural Integrity 44 (2023) 998–1005 Sulla et al./ Structural Integrity Procedia 00 (2022) 000–000

1002

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a

b

Fig. 1. (a) Masonry pier interaction domain; (b) shear strength on the pier section. As for the masonry spandrel bending strength, starting from the Eq. (5) and assuming  =   /0.85  ℎ , the following relationship may be derived:      . ℎ  =   1 −  (11) Eq. (5) provides the relationship which permit to calculate the bending strength of spandrels given   . Fig. 2a reports the relationship obtained through Eq. (11), truncated in correspondence of the value  ∗ = 0.47, corresponding to the maximum value   = 0.4  ℎ . As far as masonry piers and spandrels shear strength with diagonal cracking is concerned, both the simplified relation for irregular masonry presented in Eq. (6) and the most complete equation for regular masonry reported in Eq. (7), also considering Eq. (8), are investigated. In the first case, i.e. irregular masonry, by assuming  =   /  , i.e. the normal stress divided by the diagonal tensile strength, the following relation is derived:       =    =   1 +  (   0 ) (12) As concerns regular masonry, by assuming  =   /  , i.e. the normal stress divided by the block tensile failure, the following relation may be obtained: 2.3  ,     = 2.3     =   √1 +  (   0 ) (13) Fig. 2b shows that the higher  (  ), the higher the mean shear strength  (   ). The relationship between these two quantities may be represented by any curve between the orange one (where  = 1 ) and the blue one (where  = 1.5 ); in fact, it is influenced by the element aspect ratio and the element dimensions.