PSI - Issue 44

M4

F H1

F H1

 x

P 1

 0 (P 6 +P 7 )

 0 (P 2 +P 3 )

 0 (P 1 +P 4 )

 0 (P 5 +P 6 )

 x

P 1

 0 (P 6 +P 7 )

 0 (P 2 +P 3 )

P 1 +P 4  0 (P 1 +P 4 )

P 5 +P 8  0 (P 5 +P 6 )

P 2 +P 3

P 6 +P 7

C

P 1 +P 4

P 5 +P 8

P 2 +P 3

Massimiliano Ferraioli et al. / Procedia Structural Integrity 44 (2023) 1092–1099 Massimiliano Ferraioli et al./ Structural Integrity Procedia 00 (2022) 000 – 000 P 6 +P 7

1096

5

C

 y

 y

 y

M3

 y

8

1

7



P A

 P A

M3

Y



 x

2

x

8

X

1

6

 0 P 1

7

3

F H1



 P A

Y

 x

5

2

4 X

P 1

6

 0 P 1

C F H1

3

5

4

P 1

 y

(a)

(b)

(c)

C

Fig. 5. (a) Local mechanism of the masonry piers (Level LV2); b) Fem model (Level LV3); c) Cracking and crushing on the belfry (LV3).

2.00

2.00

 y

1.50

1.50

1.00

1.00

0.50

0.50

Base Shear [MN]

Base Shear [MN]

0.00

0.00

-7.00 -5.00 -3.00 -1.00 1.00 3.00 5.00 7.00

-7.00 -5.00 -3.00 -1.00 1.00 3.00 5.00 7.00

Top Displacement [cm]

Top Displacement [cm]

(a)

(b)

Fig. 6. a) Pushover curves in X-direction; b) Pushover curves In Y-direction.

(a)

(b)

Fig. 7. Maximum principal compressive stress. (a) First-Mode pushover analysis in X-direction; (a) First-Mode pushover analysis in Y-direction.