ONESTEEL duragal sections

D7.5.1.1 Section Capacity
The value of φM rx must be determined at all points along the member and the minimum value is used to
satisfy Section D7.5.1.
φM rx
=
φM sx
F1−
HG
I
KJ
N *
(Clause 8.3.2 of AS 4100)
φN
t
where φN t = design section capacity in tension (see Section D3.2.1 and Tables D3.1-1 to D3.1-4)
Note:
N * ≤ φN t
Alternatively, for RHS and SHS to AS 1163, which are compact about the x-axis subject to bending and
tension:
D7.5.1.2 Member Capacity
(Clause 8.3.2 of AS 4100)
This section only applies to members analysed using an elastic method of analysis. Only the out-of-plane
capacity needs to be considered.
Out-of-plane capacity
where φM bx =
φM
rx
*
N
= 118 . ⎛ ⎞
φMsx
⎜ − ⎟ φM
⎝
1 φN
⎠
≤
φM ox = φM bx
F1+
HG
t
I
KJ
sx
N *
≤ φM rx (Clause 8.4.4.2 of AS 4100)
φN
t
design member moment capacity for bending about the major principal x-axis (see Section
D4.1.2 and Tables D4.1-1 to D4.1-2)
φN t = design member capacity in tension (see Section D6.2 and Tables D6.1-1 to D6.1-4)
Note: N * ≤ φN t
D7.5.2
Uniaxial Bending - about the minor principal y-axis
For a member subject to uniaxial bending about the minor principal y-axis and axial tension, the following
condition must be satisfied:
M * y < φM ry
where φ = 0.9 (Table 3.4 of AS 4100)
M * y = design bending moment about the minor principal y-axis
φM ry = design section moment capacity (φM s ) for bending about the minor principal y-axis
reduced by axial force
DuraGal DESIGN CAPACITY TABLES
DCTDHS/06
D7-12 for STRUCTURAL STEEL HOLLOW SECTIONS MARCH 2002