ONESTEEL duragal sections

PART 5
MEMBERS SUBECT TO AXIAL
COMPRESSION
D5.1 SCOPE
The following tables give values of design axial compression capacity for various effective lengths and
have been determined using Section 6 of AS 4100.
All loads are assumed to be applied through the centroid of the section and the column capacity is assumed
to be associated with flexural buckling about either the x- or y-axis.
D5.2 DESIGN CAPACITY FOR MEMBERS SUBJECT TO
AXIAL COMPRESSION
Values of the design capacity for axial compression (φN c ) for buckling about both principal axes, based on
the appropriate effective length (L e ), are given in Tables D5.2-1 to D5.2-4.
The tables in this section have been grouped into two series for rectangular hollow sections:
• the (A) series (e.g. Table D5.2-1(1)(A)) for the member buckling about the x-axis, and
• the (B) series (e.g. Table D5.2-1(1)(B)) for the member buckling about the y-axis.
The (A) series tables are immediately followed by the (B) series tables.
D5.3 METHOD
The design axial compression member capacity is obtained from Clauses 6.3 of AS 4100 and is given by:
φN c = φ α c N s
≤ φN s
where φ = 0.9 (Table 3.4 of AS 4100)
φN s = φ k f A n f y (see Section D3.2.2 and Tables D3.1-1 to D3.1-4)
k f = A e /A g (see Section D1.2.3.3 and Clause 6.2.2 of AS 4100)
A n = net section area
= A g
= gross cross-sectional area (assumed no penetrations or holes)
f y = yield stress used in design
α c = member slenderness reduction factor
DuraGal DESIGN CAPACITY TABLES
DCTDHS/06
D5-2 for STRUCTURAL STEEL HOLLOW SECTIONS MARCH 2002