ONESTEEL duragal sections

D7.4.3.2 Member Capacity
14 . 14 .
*
*
⎛ M ⎞ M
x
y
⎜ ⎟ + ⎛ ⎞
(Clause 8.4.5.1 of AS 4100)
⎝ φMcx
⎠ ⎝ ⎜ φM
⎟ ≤ 1
iy ⎠
where
M * x = design bending moment about the major principal x-axis
φM cx = lesser of the design in-plane member moment capacity (φM ix ) and the design out-ofplane
member moment capacity (φM ox ) for bending about the major principal x-axis,
determined in accordance with Sections D7.4.1.2(a) and (b) respectively
M * y = design bending moment about the minor principal y-axis
φM iy = design in-plane member moment capacity determined in accordance with Section D7.4.2.2
Note:
M * x ≤ φM cx
M * y ≤ φM iy
D7.5 COMBINED BENDING AND AXIAL TENSION
In this section:
φ = 0.9 (Table D3.4 of AS 4100)
φM sx = design section moment capacity for bending about the major principal x-axis (see Section
3.2.3 and Tables D3.1-1 to D3.1-4)
φM sy = design section moment capacity for bending about the minor principal y-axis(see Section
3.2.3 and Tables D3.1-1 to D3.1-4)
N * = design axial compressive force
φN t = design member capacity in tension (see Section D6.2 and Tables D6.1-1 to D6.1-4)
D7.5.1
Uniaxial Bending - about the major principal x-axis
For a member subject to uniaxial bending about the major principal x-axis and axial tension, the following
condition must be satisfied:
M * x ≤ min.[φM rx ; φM ox ]
where φ = 0.9 (Table 3.4 of AS 4100)
M * x = design bending moment about the major principal x-axis
φM rx = design section moment capacity (φM s ) for bending about the major principal x-axis reduced
by axial force (see section D7.5.1.1)
φM ox = design out-of-plane member moment capacity (φM o ) for bending about the major principal
x-axis(see section D7.5.1.2)
DCTDHS/06
DuraGal DESIGN CAPACITY TABLES
MARCH 2002 for STRUCTURAL STEEL HOLLOW SECTIONS D7-11