This Standard sets out minimum requirements for the design, fabrication, erection, and modification of steelwork in structures in accordance with the limit states design method. This Standard applies to buildings, structures and cranes constructed of steel.
Table of contents
Header
About this publication
Preface
1 Scope and general
1.1 Scope and application
1.1.1 Scope
1.1.2 ‘Text deleted’
1.2 Referenced documents
1.3 Definitions
1.4 Notation
1.5 Use of alternative materials or methods
1.5.1 General
1.5.2 Existing structures
1.6 Design
1.6.1 Design data
1.6.2 Design details
1.7 Construction
2 Materials
2.1 Yield stress and tensile strength used in design
2.1.1 Yield stress
2.1.2 Tensile strength
2.2 Structural steel
2.2.1 Australian Standards
2.2.2 Acceptance of steels
2.2.3 Unidentified steel
2.3 Fasteners
2.3.1 Steel bolts, nuts and washers
2.3.2 Equivalent high strength fasteners
2.3.3 Welds
2.3.4 Welded studs
2.3.5 Explosive fasteners
2.3.6 Anchor bolts
2.4 Steel castings
3 General design requirements
3.1 Design
3.1.1 Aim
3.1.2 Requirements
3.2 Loads and other actions
3.2.1 Loads
3.2.2 Other actions
3.2.3 Design load combinations
3.2.4 Notional horizontal forces
3.2.5 Structural robustness
3.3 Stability limit state
3.4 Strength limit state
3.5 Serviceability limit state
3.5.1 General
3.5.2 Method
3.5.3 Deflection limits
3.5.4 Vibration of beams
3.5.5 Bolt serviceability limit state
3.5.6 Corrosion protection
3.6 Strength and serviceability limit states by load testing
3.7 Brittle fracture
3.8 Fatigue
3.9 Fire
3.10 Earthquake
3.11 Other design requirements
4 Methods of structural analysis
4.1 Methods of determining action effects
4.1.1 General
4.1.2 Definitions
4.2 Forms of construction assumed for structural analysis
4.2.1 General
4.2.2 Rigid construction
4.2.3 Semi-rigid construction
4.2.4 Simple construction
4.2.5 Design of connections
4.3 Assumptions for analysis
4.3.1 General
4.3.2 Span length
4.3.3 Arrangements of live loads for buildings
4.3.4 Simple construction
4.4 Elastic analysis
4.4.1 General
4.4.1.1 Assumptions
4.4.1.2 Second-order effects
4.4.2 First-order elastic analysis
4.4.2.1 General
4.4.2.2 Moment amplification for a braced member
4.4.2.3 Moment amplification for a sway member
4.5 Plastic analysis
4.5.1 Application
4.5.2 Limitations
4.5.3 Assumptions of analysis
4.5.4 Second order effects
4.6 Member buckling analysis
4.6.1 General
4.6.2 Member elastic buckling load
4.6.3 Member effective length factor
4.6.3.1 General
4.6.3.2 Members with idealized end restraints
4.6.3.3 Members in frames
4.6.3.4 Stiffness ratios in rectangular frames
4.6.3.5 Members in triangulated structures
4.7 Frame buckling analysis
4.7.1 General
4.7.2 In-plane frame buckling
4.7.2.1 Rectangular frames with all members braced
4.7.2.2 Rectangular frames with sway members
5 Members subject to bending
5.1 Design for bending moment
5.2 Section moment capacity for bending about a principal axis
5.2.1 General
5.2.2 Section slenderness
5.2.3 Compact sections
5.2.4 Non-compact sections
5.2.5 Slender sections
5.2.6 Elastic and plastic section moduli
5.3 Member capacity of segments with full lateral restraint
5.3.1 Member capacity
5.3.2 Segments with full lateral restraint
5.3.2.1 General
5.3.2.2 Segments with continuous lateral restraints
5.3.2.3 Segments with intermediate lateral restraints
5.3.2.4 Segments with full or partial restraints at both ends
5.3.3 Critical section
5.4 Restraints
5.4.1 General
5.4.2 Restraints at a cross-section
5.4.2.1 Fully restrained
5.4.2.2 Partially restrained
5.4.2.3 Rotationally restrained
5.4.2.4 Laterally restrained
5.4.3 Restraining elements
5.4.3.1 Restraint against lateral deflection
5.4.3.2 Restraint against twist rotation
5.4.3.3 Parallel restrained members
5.4.3.4 Restraint against lateral rotation
5.5 Critical flange
5.5.1 General
5.5.2 Segments with both ends restrained
5.5.3 Segments with one end unrestrained
5.6 Member capacity of segments without full lateral restraint
5.6.1 Segments fully or partially restrained at both ends
5.6.1.1 Open sections with equal flanges
5.6.1.2 I-sections with unequal flanges
5.6.1.3 Angle sections
5.6.1.4 Hollow sections
5.6.2 Segments unrestrained at one end
5.6.3 Effective length
5.6.4 Design by buckling analysis
5.7 Bending in a non-principal plane
5.7.1 Deflections constrained to a non-principal plane
5.7.2 Deflections unconstrained
5.8 Separators and diaphragms
5.9 Design of webs
5.9.1 General
5.9.2 Definition of web panel
5.9.3 Minimum thickness of web panel
5.10 Arrangement of webs
5.10.1 Unstiffened webs
5.10.2 Load bearing stiffeners
5.10.3 Side reinforcing plates
5.10.4 Transversely stiffened webs
5.10.5 Webs with longitudinal and transverse stiffeners
5.10.6 Webs of members designed plastically
5.10.7 Openings in webs
5.11 Shear capacity of webs
5.11.1 Shear capacity
5.11.2 Approximately uniform shear stress distribution
5.11.3 Non-uniform shear stress distribution
5.11.4 Shear yield capacity
5.11.5 Shear buckling capacity
5.11.5.1 Unstiffened web
5.11.5.2 Stiffened web
5.12 Interaction of shear and bending
5.12.1 General
5.12.2 Proportioning method
5.12.3 Shear and bending interaction method
5.13 Compressive bearing action on the edge of a web
5.13.1 Dispersion of force to web
5.13.2 Bearing capacity
5.13.3 Bearing yield capacity
5.13.4 Bearing buckling capacity
5.13.5 Combined bending and bearing of rectangular and square hollow sections
5.14 Design of load bearing stiffeners
5.14.1 Yield capacity
5.14.2 Buckling capacity
5.14.3 Outstand of stiffeners
5.14.4 Fitting of load bearing stiffeners
5.14.5 Design for torsional end restraint
5.15 Design of intermediate transverse web stiffeners
5.15.1 General
5.15.2 Spacing
5.15.2.1 Interior panels
5.15.2.2 End panels
5.15.3 Minimum area
5.15.4 Buckling capacity
5.15.5 Minimum stiffness
5.15.6 Outstand of stiffeners
5.15.7 External forces
5.15.7.1 Increase in stiffness
5.15.7.2 Increase in strength
5.15.8 Connection of intermediate stiffeners to web
5.15.9 End posts
5.16 Design of longitudinal web stiffeners
5.16.1 General
5.16.2 Minimum stiffness
6 Members subject to axial compression
6.1 Design for axial compression
6.2 Nominal section capacity
6.2.1 General
6.2.2 Form factor
6.2.3 Plate element slenderness
6.2.4 Effective width
6.3 Nominal member capacity
6.3.1 Definitions
6.3.2 Effective length
6.3.3 Nominal capacity of a member of constant cross-section subject to flexural buckling
6.3.4 Nominal capacity of a member of varying cross-section
6.4 Laced and battened compression members
6.4.1 Design forces
6.4.2 Laced compression members
6.4.2.1 Slenderness ratio of a main component
6.4.2.2 Slenderness ratio of a laced compression member
6.4.2.3 Lacing angle
6.4.2.4 Effective length of a lacing element
6.4.2.5 Slenderness ratio limit of a lacing element
6.4.2.6 Mutually opposed lacing
6.4.2.7 Tie plates
6.4.3 Battened compression member
6.4.3.1 Slenderness ratio of a main component
6.4.3.2 Slenderness ratios of battened compression member
6.4.3.3 Effective length of a batten
6.4.3.4 Maximum slenderness ratio of a batten
6.4.3.5 Width of a batten
6.4.3.6 Thickness of a batten
6.4.3.7 Loads on battens
6.5 Compression members back to back
6.5.1 Components separated
6.5.1.1 Application
6.5.1.2 Configuration
6.5.1.3 Slenderness
6.5.1.4 Connection
6.5.1.5 Design forces
6.5.2 Components in contact
6.5.2.1 Application
6.5.2.2 Configuration
6.5.2.3 Slenderness
6.5.2.4 Connection
6.5.2.5 Design forces
6.6 Restraints
6.6.1 Restraint systems
6.6.2 Restraining members and connections
6.6.3 Parallel braced compression members
7 Members subject to axial tension
7.1 Design for axial tension
7.2 Nominal section capacity
7.3 Distribution of forces
7.3.1 End connections providing uniform force distribution
7.3.2 End connections providing non-uniform force distribution
7.4 Tension members with two or more main components
7.4.1 General
7.4.2 Design forces for connections
7.4.3 Tension member composed of two components back-to-back
7.4.4 Laced tension member
7.4.5 Battened tension member
7.5 Members with pin connections
8 Members subject to combined actions
8.1 General
8.2 Design actions
8.3 Section capacity
8.3.1 General
8.3.2 Uniaxial bending about the major principal x-axis
8.3.3 Uniaxial bending about the minor principal y-axis
8.3.4 Biaxial bending
8.4 Member capacity
8.4.1 General
8.4.2 In-plane capacity—Elastic analysis
8.4.2.1 Application
8.4.2.2 Compression members
8.4.2.3 Tension members
8.4.3 In-plane capacity—Plastic analysis
8.4.3.1 Application
8.4.3.2 Member slenderness
8.4.3.3 Web slenderness
8.4.3.4 Plastic moment capacity
8.4.4 Out-of-plane capacity
8.4.4.1 Compression members
8.4.4.2 Tension members
8.4.5 Biaxial bending capacity
8.4.5.1 Compression members
8.4.5.2 Tension members
8.4.6 Eccentrically loaded double bolted or welded single angles in trusses
9 Connections
9.1 General
9.1.1 Requirements for connections
9.1.2 Classification of connections
9.1.2.1 Connections in rigid construction
9.1.2.2 Connections in semi-rigid construction
9.1.2.3 Connections in simple construction
9.1.2.4 Connections in structures analyzed by the plastic method
9.1.3 Design of connections
9.1.4 Minimum design actions on connections
9.1.5 Intersections
9.1.6 Choice of fasteners
9.1.7 Combined connections
9.1.8 Prying forces
9.1.9 Connection components
9.1.10 Deductions for fastener holes
9.1.10.1 Hole area
9.1.10.2 Holes not staggered
9.1.10.3 Staggered holes
9.1.11 Hollow section connections
9.2 Definitions
9.3 Design of bolts
9.3.1 Bolts and bolting category
9.3.2 Bolt strength limit states
9.3.2.1 Bolt in shear
9.3.2.2 Bolt in tension
9.3.2.3 Bolt subject to combined shear and tension
9.3.2.4 Ply in bearing
9.3.2.5 Filler plates
9.3.3 Bolt serviceability limit state
9.3.3.1 Design
9.3.3.2 Contact surfaces
9.3.3.3 Combined shear and tension
9.4 Assessment of the strength of a bolt group
9.4.1 Bolt group subject to in-plane loading
9.4.2 Bolt group subject to out-of-plane loading
9.4.3 Bolt group subject to combinations of in-plane and out-of-plane loadings
9.5 Design of a pin connection
9.5.1 Pin in shear
9.5.2 Pin in bearing
9.5.3 Pin in bending
9.5.4 Ply in bearing
9.6 Design details for bolts and pins
9.6.1 Minimum pitch
9.6.2 Minimum edge distance
9.6.3 Maximum pitch
9.6.4 Maximum edge distance
9.6.5 Holes
9.7 Design of welds
9.7.1 Scope
9.7.1.1 General
9.7.1.2 Weld types
9.7.1.3 Weld quality
9.7.2 Complete and incomplete penetration butt welds
9.7.2.1 Definitions
9.7.2.2 Size of weld
9.7.2.3 Design throat thickness
9.7.2.4 Effective length
9.7.2.5 Effective area
9.7.2.6 Transition of thickness or width
9.7.2.7 Strength assessment of a butt weld
9.7.3 Fillet welds
9.7.3.1 Size of a fillet weld
9.7.3.2 Minimum size of a fillet weld
9.7.3.3 Maximum size of a fillet weld along an edge
