CIV 518
Behaviour and Design of Steel Structures
Lecture 4
COLUMN DESIGN - COMPRESSION MEMBERS
1.0 INTRODUCTION TO STABILITY
There are various states of equilibrium that a structure can be subjected to:
Stable equilibrium small disturbances to the stable

CIV 518
Behaviour and Design of Steel Structures
Lecture 9
1.0 BEAM COLUMNS Design per S16-09
Local Buckling Requirements:
The choice of interaction formula for the beam-column checks depends on the class of section in
bending as defined by Table 2:
The l

CIV 518
Behaviour and Design of Steel Structures
Lecture 7
1.0 BEAM COLUMNS Frame Analysis including P-D
As discussed in the previous lecture, the design of steel frames requires the designer to look beyond
first order elastic behaviour and consider how t

CIV 518
Behaviour and Design of Steel Structures
Lecture 6
1.0 BEAM-COLUMNS An Introduction
Beam-columns are those members within a structure that are subjected to both significant axial load
and bending moment.
Bending moments may develop in an axially l

CIV518
Behaviour and Design of Steel Structures
Lecture 3
Consider the prying action of a tee stub - see Section 3 of S16-01.
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CIV 518
Behaviour and Design of Steel Structures
Lecture 3
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CIV 518
Behaviour and Design of Steel Structures
Lecture 8
1.0 BEAM COLUMNS Design per S16-09
The design of beam columns is captured in Clause 13.8.2 Member Strength and Stability. The
easiest way to understand the design of beam-columns is to break the d

ON 518 Behaviour and Design of Steel Structures Lecture 5
1.0 SHEAR CENTER OF THIN—WALLED CROSS-SECTIONS
From elementary mechanics, it is known that the shear stresses in a beam caused by an applied
shear force are deﬁned by the following equation:
va _

CIV 518 Behaviour and Design of Steel Structures Lecture 6
1.0 NONDIMENSIONAL BUCKLING
$16-01 Clause 13.3.1 provides the compression capacity curve for an axially loaded column. As
discussed in previous lectures, two curves are presented that conform to t

CW 518 Behaviour and Design of Steel Structures Lecture 4
——————_._.—_._
10.0 TORSIONAL BEHAVIOUR OF STEEL SECTIONS
Before proceeding further with the discussion of other buckling modes it is important to recall the
behaviour of a member subject to torsio

CIV 518
Behaviour and Design of Steel Structures
Lecture 2
9.0 DESIGN OF TENSION MEMBERS WITH WELDED CONNECTIONS
Design Tension member using Clause 13.2, with the following modifications for net area due to shear
lag.
Clause 12.3.3.3
Three types of areas

CIV 518
Behaviour and Design of Steel Structures
8.0 DESIGN OF WELDED CONNECTIONS FILLET WELD STRENGTH
Clause 13.13.2.2
For the base metal:
For the weld metal:
Development of
Unit Weld Strength:
24 of 26
Lecture 2