PSI - Issue 1

Salem Cherif Sadek et al. / Procedia Structural Integrity 1 (2016) 234–241

239

Salem cherif Sadek / StructuralIntegrity Procedia 00 (2016) 000 – 000

6

(b)

(a)

 = 0,066(2a/w)4 - 0,117(2a/w)3 + 0,045(2a/w)2 - 0,006(2a/w) + 1,000 R² = 0,999

0.988 0.99 0.992 0.994 0.996 0.998 1 ψ

ψ = -0,119(2a/w)4 + 0,646(2a/w)3 - 0,717(2a/w)2 + 0,055(2a/w) + 0,998 R² = 0,999

0.86 0.88 0.9 0.92 0.94 0.96 0.98 1



0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 2a/w

0

0.2

0.4

0.6

0.8

1

2 a/w

(c)

0.92 0.93 0.94 0.95 0.96 0.97 0.98 0.99 1

 = -0,451(2a/w) 4 + 1,016(2a/w) 3 - 0,635(2a/w) 2 - 0,006(2a/w) + 1,000 R² = 0,999

ψ

0

0.5

1

2a/w

Fig 7. Trend curves ; (a) mode 1 ; (b) mode 2 ; (c) mode 3.

These curves confirm the loss of rigidity of the reinforced plate cracked with the decline in critical buckling load according to the increase in length of the crack.

11. Study of the influence of the inclination of the crack on the critical loading

1,007 The study concerns the evolution of the ratio ψ depending on the inclination of the angle θ ° for a crack crack length 2 a / w = 0.5 .

0,92 0,93 0,94 0,95 0,96 0,97 0,98 0,99 1,00 1,01 1,02 1,03 1,04 1,05 1,06

Mode 2

1,006

Mode 1

1,005

1,004

1,003

1,002





1,001

1,000

0,999

0,998

0

10

20

30

40

50

60

70

80

90

0

10

20

30

40

50

60

70

80

90

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