Issue 62

D. Wang, Frattura ed Integrità Strutturale, 62 (2022) 364-384; DOI: 10.3221/IGF-ESIS.62.26

θ max was 1.46%, below the limit value of the maximum interlayer displacement angle for partial collapse of the structure. When the PGA was greater than 0.4g, the frame with IP infill wall entered the elastic-plastic stage. Under the ground motions of the same intensity, the frame with infill wall IP-OOP interactions suffered greater lateral deformation than the structure without these interactions. The linear regression results for IDA data are displayed in Figs. 22 and 23.

0

-2

ln ( θ amx )

-4

-6

y = 1.5587 x - 2.6601

-8

-2.7081 -2.2081 -1.7081 -1.2081 -0.7081 -0.2081 ln ( PGA ) -3 - .5 -2 -1.5 -1 -0.5 Figure 22: IDA regression results on the frame with IP-OOP infill wall

0

0

-2

-4

ln ( θ max )

-6

-8

y =1.7282 x- 3.2195

-10

-3

-2.5

-2

-1.5

-1

-0.5

0

ln ( PGA )

Figure 23: IDA regression results on the frame with IP infill wall

Therefore, the failure probabilities of the frames with IP-OOP and IP infill walls can be respectively calculated by:

     

      

  

  

1.5587

PGA

9

(

)

n 0.069 l

C

= 

( P PGA

(25)

)

f

0

.5

381