PSI - Issue 47

Muhammad Imaduddin Hanif et al. / Procedia Structural Integrity 47 (2023) 125–132 Hanif et al. / Structural Integrity Procedia 00 (2019) 000 – 000

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3

Column buckling 1 =Φ 1 − 50 + − 50 − 50 + − 50 Torsional buckling 2 =Φ − 50 2 + − 50 − 50 + − 50

(1)

(2)

Local buckling for flanged profile 3 =Φ 10 3 50 +(ℎ − 50 + − 50) 10 3 50 +ℎ − 50 + − 50 Information: Φ : Edge function 1 : Critical stress (N/mm 2 ) − 50 : Net sectional area of stiffener without attached plating (cm 2 ) − 50 : Net sectional area of attached plating of width b E (cm 2 ) − 50 : Net sectional area of attached plating (cm 2 ) 2 : Critical stress (N/mm 2 ) : Buckling stress of attached plating (N/mm 2 ) b E : Effective width of attached shell plating (m) 50 : Net thickness of the plate (mm)

(3)

: Equivalent minimum yield stress of the plate (N/mm 2 ) : Equivalent minimum yield stress of the stiffener (N/mm 2 ) ℎ : Height of the web (mm) − 50 : Net web plate thickness (mm) : Breadth of the flange (mm) − 50 : Net web flange thickness (mm) s : Plate breadth (m) : √

2.3 Initial geometry and imperfection In this study, the reference data was taken from Fujikubo et al. [2005]. The scatter data is referred to determining the initial imperfection value in the stiffened panel geometry. Lines in Figure 2 are a function of the slenderness and the thickness of the plate. The slenderness of the plate itself is the function of plate thickness, the breadth of the panel, the young modulus and the yield stress. In this study, the analysis was initially done by employing non-linear FEM method. The initial geometric imperfection was imposed by modifying the node coordinate of each element. The results based on FEM with particular geometric imperfection were then compared with results of IACS-CSR.

Figure 2. Analyzed sca tter data of initial geometrical imperfection [Fujikubo et al., 2005].