ONESTEEL duragal sections

PART 3
SECTION CAPACITIES
D3.1 SCOPE
The following tables give values of design section capacities for axial tension (φN t ), axial compression
(φN s ), moment (φM s ), shear (φV v ) and torsional moment (φM z ).
D3.2 METHOD
The determination of each of the design section capacities (Tables D3.1-1 to D3.1-4) is detailed in Sections
D3.2.1 to D3.2.5. PART 3 of the Tables contains design section capacities whilst PART 4 to PART 6
contain design member capacities. Section capacities give the maximum capacity of a section subjected
to design action effects. Member capacities are determined by reducing the section capacities by factors
accounting for restraints and loading conditions.
D3.2.1
Design Section Capacity for Axial Tension
The design section capacity for axial tension (φN t ) is determined from Clauses 7.1 and 7.2 of AS 4100 as
the lesser of:
φN t = φ A g f y
and
φN t = φ 0.85 K t A n f u
where φ = 0.9 (Table 3.4 of AS 4100)
A g = gross cross-sectional area
f y = yield stress used in design
K t = 1.0
A n = net section area
= A g
= gross cross-sectional area (assuming full perimeter welded connections with no
penetrations or holes)
f u = tensile strength used in design
D3.2.2
Design Section Capacity for Axial Compression
The design section capacity for axial compression (φN s ) is determined from Clauses 6.1 and 6.2 of AS
4100 as:
φN s = φ k f A n f y
where φ = 0.9 (Table 3.4 of AS 4100)
k f = A e / A g (see section D1.2.3.3 and Tables D1.2-1 to D1.2-4)
A n = net section area
= A g
= gross cross-sectional area (assuming no penetrations or holes)
f y = yield stress used in design
DuraGal DESIGN CAPACITY TABLES
DCTDHS/06
D3-2 for STRUCTURAL STEEL HOLLOW SECTIONS MARCH 2002