PSI - Issue 64

Atsushi Sato et al. / Procedia Structural Integrity 64 (2024) 991–998 Author name / Structural Integrity Procedia 00 (2019) 000 – 000

995

5

2

    

         

2 2 2    1 32 2   −

   

   

   

   

16

1

16

e A 

e A 

1

1

1 − +

1

+

+

+

  

2

2

2

2

2

W

W



c 



N

(

) 2 e c 

pl

pl

c

c

(7)

cr

c 



=

2

N

y

where e  c is the elastic buckling limit of the primary member that is defined as follows: 1 0.6 e c  =

(8)

In the range where flexural buckling is not applicable, the following formula will be used to evaluate.

N

(

) 2 e c 

(

) 2 c 

0.3

c = −

c b −

(9)

cr

c 



N

y

where coefficient c is calculated from Eq. (6) where the  c → 0 as shown below, and coefficient b is calculated from Eq. (8) where 2 c e c   = .

2

    

         

2 2 2    1 32 1   −

   

   

   

   

8 

1

8 

e A 

e A 

1

1

1 − +

1

+

+

+

  

1

2

2

2

W

W

−

c 





e A 

pl

pl

c

c

lim

1

(10)

c

=

pl =  +      W

2

0

→

c 

Fig. 5 illustrates the proposed strength formula for angle-L150×150×10,  c =2.0 with e =14.14mm. The blue line corresponds to Eq. (6); the red line expresses Eqs. (7) and (9) for reinforced members.

Fig. 4. Reinforcement method.

Fig. 5 Proposed strength formulas.