PSI - Issue 44

P. Sorrentino et al. / Procedia Structural Integrity 44 (2023) 1648–1655 P. Sorrentino et al./ Structural Integrity Procedia 00 (2022) 000 – 000

1651

4

(a)

T

L

L

T

(b)

(c)

Figure 3. Connecting parts: (a) Plan of first floor and (b) section TT and (c) section LL.

Table 2. Mechanical properties of masonry of connecting parts (B).

Masonry Elastic Modulus Shear Modulus Specific Weight

Compressive Strength Shear Strength

[-]

[kg/cm 2 ] 10,800

[kg/cm 2 ]

[kg/cm 3 ]

[kg/cm 2 ]

[kg/cm 2 ]

Tuff Brick

3,600 5,000

1,600 1,800

31.13 208.5

0.42 2.00

1,500

Furthermore, at the first floor there is a continuous balcony, about 1.25 meters wide, along the perimeter that overlooks the courtyard. On the second floor there are the laboratories on the Northern side and offices on the Southern side. The third-floor houses laboratories and offices on both sides of the connecting parts. The floors consist of different typologies of vaults and roof with steel beams. The thickness of the main walls varies from 130cm at the underground floor, to 50cm at the third floor. The structure is made of tuff masonry with the presence of superfetation in steel and r.c.. In Table 2 the mechanical properties of masonry are listed. 3. Preliminary analysis As preliminary analysis of the seismic vulnerability of the structures, the ratios between the wall area and total area and wall area in longitudinal and transversal direction (A w,x and A w,y , respectively) and the total area (A tot ) have been evaluated. These parameters are an important approximate indication of the capacity of the building with respect to horizontal loads. In Figure 4a the histogram with values of the ratio for each level of the parts A and B is