PSI - Issue 44

Nicola Ceccolini et al. / Procedia Structural Integrity 44 (2023) 450–455 Ceccolini et al. / Structural Integrity Procedia 00 (2022) 000–000

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transition between the elastic and plastic phases is observed in the case of the SP-HCW, due to the gradual crushing of the concrete and yielding of the bars in the cross-section and along their height. The transition in the SP-HCW with RCCs is more abrupt following the yielding of the vertical links.

250

200

150

[kN]

100

Link

SP-HCW with RCCs SP-HCW

50

V

0

0

0.1

0.2

0.3

0.4

0.5

0.6

[m]

d

Top

Fig. 4. Shear response of the horizontal links.

2500

2000

1500

[kN]

1000

RCC

500

F

0

0

0.1

0.2

0.3

0.4

0.5

0.6

[m]

d

Top

Fig. 5. Axial response on the RCCs.

6000

4000

col [kNm]

2000

SP-HCW with RCCs SP-HCW

M

0

0

0.1

0.2

0.3

0.4

0.5

0.6

[m]

d

Top

Fig. 6. Base moment contributed by the steel columns.

5000

4000

[kNm]

3000

Wall

2000

M

- SP-HCW with RCCs

or M

RCCs

1000

M

- SP-HCW

Wall

RCCs

0

0

0.1

0.2

0.3

0.4

0.5

0.6

M

[m]

d

Top

Fig. 7. Base moment contributed by the RC wall or the RCCs (depending on the system type).