ONESTEEL duragal sections

D7.6 BIAXIAL BENDING
For a member subject to biaxial bending without any axial force both the conditions defined in Sections
D7.6.1 and D7.6.2 must be satisfied.
D7.6.1
Section Capacity
Mx
φM
My
+ ≤10 .
φM
* *
sx
sy
(Clause 8.3.4 of AS 4100)
where M * x = design bending moment about the major principal x-axis
φ = 0.9 (Table 3.4 of AS 4100)
φM sx = design section moment capacity for bending about the major principal x-axis
(see Section D3.2.3 and Tables D3.1-1 to D3.1-4)
M * y = design bending moment about the minor principal y-axis
φM sy = design section moment capacity for bending about the minor principal y-axis
(see Section D3.2.3 and Tables D3.1-1 to D3.1-4)
Note: M * x ≤ φM sx
M * y ≤ φM sy
Alternatively, for RHS and SHS to AS 1163, which are compact about both the x- and y- axes:
D7.6.2
*
Mx
⎜
⎝ φMsx
⎠
F I
+
HG
bxKJ F H G
M * y ≤ φM sy
Member Capacity
14 . 14 .
y
M *
x
M *
φM
φM
sy
I
K J ≤
(Clause 8.3.4 of AS 4100)
1 (Clause 8.4.5 of AS 4100)
where M * x = design bending moment about the major principal x-axis
φ = 0.9 (Table 3.4 of AS 4100)
φM bx = design section moment capacity for bending about the major principal x-axis
(see Section D4.1.2 and Tables D4.1-1 to D4.1-2)
M * y = design bending moment about the minor principal y-axis
φM sy = design section moment capacity for bending about the minor principal y-axis
(see Section D3.2.3 and Tables D3.1-1 to D3.1-4)
Note: M * x ≤ φM bx
⎛
14 . 14 .
*
⎞ My
⎟ + ⎛ ⎞
⎝ ⎜ φM
⎟
⎠
sy
≤ 1
DCTDHS/06
DuraGal DESIGN CAPACITY TABLES
MARCH 2002 for STRUCTURAL STEEL HOLLOW SECTIONS D7-15