PSI - Issue 47

5

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

129

ϴZ = 0 ϴy = Uniform Ux = Uniform

Ux=-7.5mm

Uy=0

ϴZ = 0 ϴ x = Uniform U y = Uniform

Uz=0

ϴZ = 0 ϴx = Uniform Uy = Uniform

x y z

ϴZ = 0 ϴy = Uniform Ux = Uniform

Ux=7.5mmm

Nodes at center of the plate

Ux, Uy, Uz = 0

Figure 4. Applied boundary conditions on the model.

Flange

Web

Plate

z

y

x

Figure 5. Illustration of element discretization on the flange, web and plate.

Table 2. Specific meshing setting on the model. Section

Axis

Number of division

X-axis Y-axis X-axis Z-axis X-axis Y-axis

100

Plates

20

100

Web

16

100

Flange

4

3. Results and discussion A comparison has been made between the analysis using the IACS-CSR method and the FEM method accompanied by geometric variations in each model but having the same inertia of area value. Figures 6 to 8 show the results of the load-shortening curve using the IACS-CSR method. As a sample, Figure 9 shows the results of the load shortening curve using the FEM method for heavy model. The effect of giving geometric initial imperfection geometric on the value of the ultimate strength stiffened panel can be seen in the picture above.