Standard
UPDATE AVAILABLE
Track updates
AS/NZS 5100.6:2017
[Current]Bridge design, Part 6: Steel and composite construction
Sets out minimum requirements for the design of the structural steelwork in bridges in limit states format, including wrought and cast iron structures.
Published: 31/03/2017
Pages: 323
Table of contents
Cited references
Content history
Table of contents
Header
About this publication
Preface
1 Scope and general
1.1 Scope
1.2 Exclusions
1.3 Application
1.4 Normative references
1.5 Notation
1.6 Matters for resolution before design commences
1.7 Fabrication and erection
1.8 Additional requirements—New Zealand only
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 Compliance
2.2.2 Acceptance of steel
2.2.3 Unidentified steel
2.2.4 Other steels
2.2.5 Properties of steel
2.2.6 Through-thickness deformation properties
2.2.6.1 General
2.2.6.2 Exemption from through thickness testing
2.3 Concrete, reinforcement and prestressing steels
2.4 Fasteners
2.5 Welds
2.6 Welded stud shear connectors
2.7 Steel castings
2.8 Wrought iron
2.9 Rivets
2.10 Cast iron
2.11 Ductility requirements
3 General design requirements
3.1 General
3.1.1 Aim
3.1.2 Design for ultimate limit states
3.1.3 Design for serviceability limit states
3.2 Design for ultimate (strength) limit state
3.3 Design for serviceability limit state
3.3.1 General
3.3.2 Deflection limits for beams
3.3.3 Vibration of beams
3.3.4 Shear connection
3.3.5 Steel reinforcement
3.3.6 Connections
3.3.7 Steel and cast iron components for bridge bearings
3.4 Design for strength and serviceability by load testing
3.5 Avoidance of brittle fracture and lamellar tearing
3.6 Fatigue
3.7 Corrosion
3.7.1 Resistance and protection
3.7.2 Allowances of weathering steel
3.8 Design for fire resistance
3.9 Particular design requirements—General
3.9.1 Web-to-flange welds
3.9.2 Beam restraint at piers of rail bridges
3.10 Particular design requirements—Rail bridges
3.10.1 Beam restraint at intermediate locations of rail bridges
3.10.2 Slenderness ratio for rail bridges
3.10.3 Bracing for rail bridges
3.10.4 Rail truss bridges
3.10.5 End connections of floor members in rail bridges
3.10.6 Minimum moment on end connections in rail bridges
3.10.7 Welded stiffeners and cross-girder to through girder connections for rail bridges
3.10.8 Transom top rail bridge
3.10.9 Thickness of material for rail bridges
3.11 Design for earthquake
3.12 Reliability management
4 Methods of structural analysis
4.1 Methods of determining action effects
4.1.1 General
4.1.2 Definitions
4.2 Elastic analysis
4.2.1 General
4.2.1.1 Assumptions
4.2.1.2 Second-order effects
4.2.2 First-order elastic analysis
4.2.2.1 General
4.2.2.2 Moment amplification for a braced member
4.2.2.3 Moment amplification for a sway member
4.2.3 Residual stresses
4.3 Member buckling analysis
4.3.1 Member elastic buckling load
4.3.2 Member effective length factor
4.3.2.1 General
4.3.2.2 Members with idealized end restraints
4.3.2.3 Members in frames
4.4 Analysis of composite beams, girders and columns
4.4.1 Effective width of flanges for shear lag
4.4.2 Effective width of concrete flanges—Simplified method
4.4.3 Elastic modulus of concrete
4.4.4 Continuous composite girders
4.4.5 Calculation of deflections
4.5 Analysis of box girders
4.5.1 Allowance for shear lag
4.5.2 Distortion and warping stresses
4.5.3 Redistribution of web stresses in a longitudinally stiffened beam
4.5.4 Effective web thickness for bending stress analysis
4.5.5 Stiffener continuity
4.6 Staged construction
4.6.1 General
4.6.2 Strength limit state
4.6.2.1 Compact sections
4.6.2.2 Sections that are not compact
4.6.3 Serviceability limit state
4.7 Connections
4.7.1 General
4.7.2 Analysis of a bolt group subject to in-plane loading
4.7.3 Analysis of a bolt group subject to out-of-plane loading
4.7.4 Analysis of a bolt group subject to a combination of in-plane and out-of-plane loading
4.7.5 Analysis of a weld group subject to in-plane loading
4.7.5.1 General method of analysis
4.7.5.2 Alternative analysis
4.7.6 Analysis of a weld group subject to out-of-plane loading
4.7.6.1 General method of analysis
4.7.6.2 Alternative analysis
4.7.7 Analysis of a weld group subject to a combination of in-plane and out-of-plane loading
4.8 Longitudinal shear
4.9 Shrinkage and differential temperature effects
4.9.1 General
4.9.1.1 Differential temperature effects
4.9.1.2 Shrinkage effects
4.9.2 Serviceability limit state
4.9.2.1 General
4.9.2.2 Longitudinal shear
4.9.3 Strength limit state
4.9.3.1 General
4.9.3.2 Longitudinal shear
4.10 Rigorous structural analysis
4.10.1 General
4.10.2 Use of finite element model
4.10.3 Modelling
4.10.4 Choice of software and documentation
4.10.5 Use of imperfections
4.10.6 Material properties for steel
4.10.7 Loads
4.10.8 Limit state criteria
4.10.9 Load factors
4.10.10 Geometric effects
4.10.11 Three-dimensional effects
4.10.12 Interaction with the foundations
4.10.13 Modelling of concrete slab
4.10.13.1 General
4.10.13.2 Material properties for concrete
4.10.13.3 Shell modelling of the concrete slab
4.10.13.4 Volume modelling of the concrete slab
4.10.13.5 Sensitivity of analysis to input data, modelling approach and material parameters
5 Steel beams
5.1 Design for bending moment
5.1.1 General
5.1.2 Section slenderness
5.1.3 Compact sections
5.1.4 Sections that are not compact
5.1.5 Elastic and plastic section moduli
5.1.6 Design of compact sections for bending moment
5.1.7 Design of sections that are not compact for bending moment
5.1.8 Hybrid beams
5.1.8.1 General
5.1.8.2 Hybrid factors for sagging moment regions
5.1.8.3 Hybrid factor for hogging moment regions
5.2 Section moment capacity for bending about a principal axis
5.2.1 Compact sections
5.2.2 Not compact sections
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
5.4.2.5 Intermediate torsional restraints
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 for beams restrained by U-frames
5.6.4 Effective length for beams continuously restrained by a deck not at compression flange level
5.6.5 Effective length
5.6.6 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 Design of webs
5.8.1 General
5.8.2 Definition of web panel
5.8.3 Minimum thickness of web panel
5.9 Arrangement of webs
5.9.1 Unstiffened webs
5.9.2 Loadbearing stiffeners
5.9.3 Transversely stiffened webs
5.9.4 Webs with longitudinal and transverse stiffeners
5.9.5 Openings in webs
5.10 Shear capacity of webs
5.10.1 Shear capacity
5.10.2 Approximately uniform shear stress distribution
5.10.3 Non-uniform shear stress distribution
5.10.4 Shear yield capacity
5.10.5 Shear buckling capacity
5.10.5.1 Unstiffened web
5.10.5.2 Stiffened web
5.11 Interaction of shear and bending
5.11.1 General
5.11.2 Proportioning method
5.11.3 Shear and bending interaction method
5.12 Compressive bearing action on the edge of a web
5.12.1 Dispersion of force to web
5.12.2 Bearing capacity
5.12.3 Bearing yield capacity
5.12.4 Bearing buckling capacity
5.12.5 Combined bending and bearing of rectangular and square hollow sections
5.13 Design of loadbearing stiffeners
5.13.1 Yield capacity
5.13.2 Buckling capacity
5.13.3 Outstand of stiffeners
5.13.4 Fitting of loadbearing stiffeners
5.13.5 Design for torsional end restraint
5.13.6 Eccentricity effects
5.14 Design of intermediate transverse web stiffeners
5.14.1 General
5.14.2 Spacing
5.14.2.1 Interior panels
5.14.2.2 End panels
5.14.3 Minimum area
5.14.4 Buckling capacity
5.14.5 Minimum stiffness
5.14.6 Outstand of stiffeners
5.14.7 External forces
5.14.7.1 Increase in stiffness
5.14.7.2 Increase in strength
5.14.8 Connection of intermediate stiffeners to web
5.14.9 End posts
5.15 Design of longitudinal web stiffeners
5.15.1 General
5.15.2 Minimum stiffness
6 Composite beams
6.1 Scope of Section
6.2 General requirements
6.2.1 Design
6.2.2 Composite action
6.2.2.1 General
6.2.2.2 Compact sections
6.2.2.3 Sections that are not compact
6.2.3 Steel reinforcement in concrete deck slabs
6.2.4 Permanent formwork
6.2.5 Section properties
6.2.6 Compact composite sections
6.2.7 Not compact composite sections
6.3 Design for bending moment
6.3.1 Compact composite sections
6.3.2 Not compact composite sections
6.3.3 Reduction for use of high strength steel
6.4 Section moment capacity
6.4.1 Sagging moment regions
6.4.2 Hogging moment regions
6.4.3 Compact sections
6.4.4 Sections that are not compact
6.5 Beam moment capacity
6.5.1 Beams continuously restrained by deck at compression flange level
6.5.2 Beams continuously restrained by deck not at compression flange level
6.5.2.1 Lateral torsional buckling
6.5.2.2 Lateral distortional buckling
6.5.3 Flexural torsional buckling
6.5.3.1 Sagging moment regions
6.5.3.2 Hogging moment regions
6.6 Vertical shear capacity
6.7 Interaction of shear and bending
6.8 Longitudinal shear
6.8.1 General
6.8.2 Detailing of shear connection
6.8.3 Design of shear connectors
6.8.3.1 General
6.8.3.2 Design for longitudinal shear
6.8.3.3 Design in areas of negative moment
6.8.3.4 Design for longitudinal shear and tension
6.8.4 Strength of shear connectors
6.8.4.1 Types
6.8.4.2 Mechanical properties
6.8.4.3 Geometry
6.8.4.4 Characteristic shear capacity of shear connectors
6.8.4.5 Characteristic shear capacity of channel shear connectors
6.8.4.6 Design shear capacity
6.8.5 Design of transverse reinforcement
6.8.5.1 General
6.8.5.2 Design for longitudinal shear
6.8.5.2.1 General
6.8.5.2.2 Design for longitudinal shear using strut and tie modelling
6.8.5.3 Interaction between longitudinal shear and transverse bending
6.8.5.4 Minimum transverse reinforcement
6.8.5.5 Minimum transverse reinforcement in haunched beams
6.8.5.6 Curtailment of transverse reinforcement
7 Box and longitudinally stiffened girders
7.1 General
7.2 Box girders without longitudinal stiffeners
7.3 Flanges in beams with longitudinal stiffeners
7.3.1 General
7.3.2 Stresses in longitudinally stiffened compression flanges
7.3.3 Strength of stiffened flanges
7.3.3.1 Yielding of flange plate
7.3.3.2 Effective section for longitudinal flange stiffeners
7.3.3.3 Strength of longitudinal flange stiffeners
7.3.3.4 Longitudinally varying moment
7.3.4 Longitudinally stiffened flanges not stiffened transversely
7.3.5 Curtailment of longitudinal flange stiffeners
7.4 Webs in beams with longitudinal stiffeners
7.4.1 General
7.4.2 Yielding of web panels
7.4.3 Buckling of web panels
7.4.3.1 General
7.4.3.2 Restraint of web panels
7.4.3.2.1 General
7.4.3.2.2 Restraint for derivation of K1, Kv and Kb
7.4.3.2.3 Restraint for derivation of K2
7.4.3.3 Buckling coefficients
7.4.3.3.1 General
7.4.3.3.2 Axial coefficient (K1)
7.4.3.3.3 Shear coefficient (Kv)
7.4.3.3.4 Bending coefficient (Kb)
7.4.3.3.5 Transverse coefficient (K2)
7.4.3.4 Interaction buckling criterion
7.4.4 Longitudinal web stiffeners
7.4.4.1 Effective section for longitudinal web stiffeners
7.4.4.2 Strength of longitudinal web stiffeners
7.4.5 Curtailment of longitudinal web stiffeners
7.4.6 Transverse stiffeners of longitudinally stiffened webs
7.5 Transverse members in stiffened flanges
7.5.1 General
7.5.2 Effective section for transverse members
7.5.2.1 Effective section for stiffness
7.5.2.2 Effective section for strength and stress calculation
7.5.2.3 Compact section
7.5.3 Stiffness of transverse members in compression flanges
7.5.3.1 Stiffness of transverse members in compression flanges
7.5.3.2 Stiffness of transverse members
7.5.4 Strength of transverse members in compression flanges
7.6 Diaphragms at supports
7.6.1 General
7.6.2 Geometric limitations
7.6.2.1 Diaphragms and bearings
7.6.2.2 Openings in unstiffened diaphragms
7.6.2.3 Openings in stiffened diaphragms
7.6.3 Effective diaphragm sections
7.6.3.1 General
7.6.3.2 Effective flange width
7.6.3.3 Effective flange area
7.6.3.4 Diaphragm plate
7.6.3.5 Inclined webs
7.6.3.6 Effective shear area
7.6.4 Effective diaphragm stiffener sections
7.6.4.1 Diaphragm stiffeners
7.6.4.2 Diaphragm and web junction
7.6.5 Unstiffened diaphragms
7.6.5.1 General
7.6.5.2 Reference values of in-plane stresses
7.6.5.2.1 General
7.6.5.2.2 Vertical stresses
7.6.5.2.3 Horizontal stresses
7.6.5.2.4 Shear stresses
7.6.5.3 Buckling coefficient
7.6.5.4 Yielding of diaphragm plate
7.6.5.5 Buckling of diaphragm plate
7.6.6 Stiffened diaphragms
7.6.6.1 General
7.6.6.2 Stresses in diaphragm plates
7.6.6.2.1 General
7.6.6.2.2 Vertical stresses
7.6.6.2.3 Horizontal stresses
7.6.6.2.4 Shear stresses
7.6.6.3 Stresses in diaphragm stiffeners
7.6.6.3.1 General stresses
7.6.6.3.2 Vertical stresses in bearing stiffeners
7.6.6.3.3 Bending stresses in bearing stiffeners
7.6.6.3.4 Equivalent stress for buckling check
7.6.6.4 Yielding of diaphragm plates
7.6.6.5 Buckling of diaphragm plates
7.6.6.6 Yielding of diaphragm stiffeners
7.6.6.7 Buckling of diaphragm stiffeners
7.6.7 Diaphragm and web junctions
7.6.7.1 General
7.6.7.2 Loadings in diaphragm and web junctions
7.6.7.3 Strength of diaphragm and web junction
7.6.7.4 Junction restraint provided by diaphragm stiffeners
7.6.8 Continuity of cross-beams and cantilevers
7.7 Geometric requirements for longitudinal stiffeners
7.7.1 General
7.7.2 Flat stiffeners
7.7.3 Angle stiffeners
7.7.4 Tee stiffeners
7.7.5 Closed stiffeners
7.8 Longitudinal shear
7.8.1 General
7.8.2 Spacing of shear connectors
7.8.3 Design of shear connectors
8 Transverse members and restraints
8.1 General
8.2 Definitions
8.3 Particular requirements
8.3.1 General
8.3.2 Restraint at supports
8.4 Design of restraints to flexural members
8.4.1 General
8.4.2 Restraint against lateral deflection
8.4.3 Restraint against twist rotation
8.4.4 Parallel restrained members
8.4.5 Restraint against lateral rotation
8.4.6 Intermediate U-frame restraints
8.4.6.1 General
8.4.6.2 Design of U-frames
8.4.6.3 U-frames with cross-members subject to vertical loading
8.4.7 Continuous restraint provided by deck
8.4.7.1 Deck at compression flange level
8.4.7.2 Deck not at compression flange level
8.5 Separators and diaphragms
8.6 Design of restraints to compression members
8.6.1 Restraint systems
8.6.2 Restraining members and connections
8.6.3 Parallel braced compression members
9 Members subject to axial tension
9.1 Design for axial tension
9.2 Nominal section capacity
9.2.1 General
9.2.2 Correction factor
9.2.2.1 End connections providing uniform force distribution
9.2.2.2 End connections providing non-uniform force distribution
9.3 Tension members with two or more main components
9.3.1 General
9.3.2 Design forces for connections
9.3.3 Tension members composed of two components back-to-back
9.3.4 Laced tension member
9.3.5 Battened tension member
9.4 Members with pin connections
10 Members subject to axial compression
10.1 Design for axial compression
10.2 Section capacity
10.2.1 General
10.2.2 Form factor
10.2.3 Plate element slenderness
10.2.4 Effective width
10.3 Nominal member capacity
10.3.1 Definitions
10.3.2 Effective length
10.3.3 Nominal capacity of a member of constant cross-section
10.3.4 Nominal capacity of a member of varying cross-section
10.4 Laced and battened compression member
10.4.1 Design forces
10.4.2 Laced compression members
10.4.2.1 Slenderness ratio of a main component
10.4.2.2 Slenderness ratio of a laced compression member
10.4.2.3 Lacing angle
10.4.2.4 Effective length of a lacing element
10.4.2.5 Slenderness ratio limit of a lacing element
10.4.2.6 Mutually opposed lacing
10.4.2.7 Tie plates
10.4.3 Battened compression members
10.4.3.1 Slenderness ratio of a main component
10.4.3.2 Slenderness ratio of battened compression members
10.4.3.3 Effective length of a batten
10.4.3.4 Maximum slenderness ratio of a batten
10.4.3.5 Width of a batten
10.4.3.6 Thickness of a batten
10.4.3.7 Loads on battens
10.5 Compression members back-to-back
10.5.1 Components separated
10.5.1.1 Application
10.5.1.2 Configuration
10.5.1.3 Slenderness
10.5.1.4 Connection
10.5.1.5 Design forces
10.5.2 Components in contact
10.5.2.1 General
10.5.2.2 Configuration
10.5.2.3 Slenderness
10.5.2.4 Connection
10.5.2.5 Design forces
10.6 Composite compression members
10.6.1 General
10.6.1.1 Scope
10.6.1.2 Materials
10.6.1.3 Shear connection
10.6.1.4 Longitudinal and transverse reinforcement
10.6.1.5 Local buckling
10.6.2 Ultimate section capacity
10.6.2.1 Rectangular concrete-filled sections
10.6.2.2 Circular concrete-filled sections
10.6.2.3 Encased composite members
10.6.2.4 Effective flexural stiffness
10.6.2.5 Relative slenderness
10.6.3 Ultimate member capacity
10.6.3.1 Slenderness
10.6.3.2 Effective length
10.6.3.3 Nominal capacity of composite members of constant cross-section
10.6.3.4 Nominal capacity of a composite member of varying cross-section
10.7 Detailing provisions—Minimum reinforcement
10.7.1 Limitations on longitudinal steel
10.7.2 Diameter and spacing of fitments and helices
10.7.2.2 Concrete cover to reinforcement
10.7.2.3 Splicing of longitudinal reinforcement
10.7.2.4 Splicing of embedded steel sections
10.8 Verification of composite columns for serviceability limit states
10.8.1 General
10.8.2 Column deformation by refined calculation
10.8.3 Column deformations by simplified calculation
10.8.3.1 General
10.8.3.2 Short-term deformations
10.8.3.3 Creep deformations
10.8.3.4 Shrinkage deformations
10.8.4 Creep properties for concrete within a steel hollow section
11 Members subject to combined actions
11.1 General
11.2 Design actions
11.3 Section capacity
11.3.1 General
11.3.2 Uniaxial bending about the major principal x-axis
11.3.3 Uniaxial bending about the minor principal y-axis
11.3.4 Biaxial bending
11.4 Member capacity
11.4.1 General
11.4.2 In-plane capacity
11.4.2.1 Compression members
11.4.2.2 Tension members
11.4.3 Out-of-plane capacity
11.4.3.1 Compression members
11.4.3.2 Tension members
11.4.4 Biaxial bending capacity
11.4.4.1 Compression members
11.4.4.2 Tension members
11.5 Capacity of composite compression members
11.5.1 General
11.5.1.1 Scope
11.5.1.2 Combined compression and bending
11.5.1.3 Combined tension and bending
11.5.2 Uniaxial bending
11.5.3 Biaxial bending
11.5.4 Second-order effects—Methods of analysis and member imperfections
12 Connections
12.1 General
12.2 Definitions
12.3 Particular requirements for connections
12.3.1 Minimum design actions on connections
12.3.2 Connections in main members
12.3.3 Intersections
12.3.4 Combined connections
12.3.5 Splices in members subject to axial compression
12.3.6 Connection components
12.4 Deductions for fastener holes
12.4.1 Net area
12.4.2 Non-staggered holes
12.4.3 Staggered holes
12.5 Design of bolts, rivets and pins
12.5.1 Bolts and bolting category
12.5.2 Particular requirements for bolts and pins
12.5.2.1 Minimum pitch
12.5.2.2 Minimum edge distances
12.5.2.3 Maximum pitch
12.5.2.4 Maximum edge distance
12.5.2.5 Locking of nuts
12.5.2.6 Minimum number of bolts
12.5.2.7 Size of fasteners
12.5.2.8 Prying forces
12.5.2.9 Friction-type connections
12.5.3 Bolt strength limit state
12.5.3.1 Bolt in shear
12.5.3.2 Bolt in tension
12.5.3.3 Bolt subject to combined shear and tension
12.5.3.4 Ply in bearing
12.5.3.5 Filler plates
12.5.4 Bolt serviceability limit state
12.5.4.1 Friction-type connections in shear
12.5.4.2 Friction-type connections in combined shear and tension
12.5.5 Design of a pin connection
12.5.5.1 Pin in shear
12.5.5.2 Pin in bearing
12.5.5.3 Pin in bending
12.5.5.4 Ply in bearing
12.5.6 Design of riveted connections
12.6 Design of welds
12.6.1 General
12.6.2 Definitions
12.6.3 Design throat thickness
12.6.4 Size of weld
12.6.5 Effective length
12.6.6 Particular requirements for butt welds
12.6.6.1 Incomplete-penetration butt welds
12.6.6.2 Intermittent butt welds
12.6.6.3 Butt welds made from one side
12.6.6.4 Transition of thickness or width
12.6.7 Particular requirements for fillet welds
12.6.7.1 General
12.6.7.2 Minimum size of fillet welds
12.6.7.3 Maximum size of a fillet weld along an edge
12.6.7.4 Transverse spacing of fillet welds
12.6.7.5 Spacing of intermittent fillet welds
12.6.7.6 Detailing of intermittent fillet welds
12.6.7.7 Termination of fillet welds
12.6.7.8 Lap splice
12.6.7.9 Packing in welded construction
12.6.8 Particular requirements for plug and slot welds
12.6.8.1 General
12.6.8.2 Thickness of plug and slot welds
12.6.8.3 Sizes of plug and slot welds
12.6.9 Seal welds
12.6.10 Strength assessment
12.6.10.1 Strength assessment of a butt weld
12.6.10.2 Strength assessment for fillet welds
12.6.10.3 Strength assessment of plug and slot welds
13 Fatigue
13.1 Scope
13.2 Exclusions
13.3 Definitions
13.3.1 General
13.3.1.1 Fatigue
13.3.1.2 Geometrical (hot spot) stress (action)
13.3.1.3 Modified nominal stress (action)
13.3.1.4 Nominal stress (action)
13.3.2 Fatigue loading parameters
13.3.2.1 Design life
13.3.2.2 Design spectrum
13.3.2.3 Equivalent constant amplitude fatigue loading (action)
13.3.2.4 Equivalent constant amplitude stress range (action)
13.3.2.5 Fatigue life
13.3.2.6 Fatigue loading
13.3.2.7 Loading event
13.3.2.8 Miner's summation
13.3.2.9 Rainflow method
13.3.2.10 Reservoir method
13.3.2.11 Stress history
13.3.2.12 Stress range (action)
13.3.2.13 Stress range spectrum
13.3.3 Fatigue strength
13.3.3.1 Constant amplitude fatigue limit (CAFL) (resistance)
13.3.3.2 Cut-off limit (resistance)
13.3.3.3 Detail category
13.3.3.4 Endurance (resistance)
13.3.3.5 Fatigue strength curve
13.3.3.6 Relevant authority
13.3.3.7 Reference fatigue strength
13.3.4 Designation of weld category
13.4 Notation
13.5 General requirements
13.6 Assessment methods
13.6.1 General
13.6.2 Damage tolerant methods
13.6.3 Safe life method
13.6.4 Capacity reduction factors
13.7 Stresses from fatigue actions
13.8 Calculation of stress
13.8.1 General
13.8.2 Composite connection
13.9 Calculation of stress ranges
13.9.1 General
13.9.2 Design value of the nominal stress range
13.9.3 Design value of the modified nominal stress range
13.9.4 Design value of the modified nominal stress range for welded joints of hollow sections
13.9.5 Design value of the stress range for geometrical (hot spot) stress
13.9.6 Shear connectors
13.9.7 Equivalent nominal stress range at 2 million cycles
13.9.7.1 General
13.9.7.2 Damage equivalent factor (λ) for road bridges
13.9.7.3 Damage equivalent factors (λ) for rail bridges
13.10 Fatigue strength
13.10.1 General
13.10.2 Headed stud
13.10.3 Fatigue stress range and strength modifications
13.10.3.1 Non-welded or stress-relieved welded details in compression
13.10.3.2 Size effect
13.11 Fatigue verification
13.11.1 General
13.11.2 Verification of a constant amplitude nominal, modified nominal or geometrical (hot spot) stress range
13.11.3 Verification using the equivalent nominal stress range at 2 million cycles
13.11.4 Verification of combined normal and shear stress
13.11.5 Verification of fatigue loading comprising multiple stress ranges
13.11.6 Fatigue verification of headed studs
13.11.7 Highways signs, luminaires and traffic signals
14 Brittle fracture and lamellar tearing
14.1 General
14.2 Methods
14.3 Notch-ductile range method
14.4 Design service temperature
14.5 Material selection
14.5.1 Selection of steel type
14.5.2 Limitations
14.5.3 Modification for certain applications
14.5.3.1 Steel subject to strain between 1.0% and 10.0%
14.5.3.2 Steel subject to a strain of not less than 10.0%
14.5.3.3 Post-weld heat-treated members
14.5.3.4 Non-complying conditions
14.5.4 Selection of steel grade
14.6 Fracture assessment
14.7 Selection of materials for the avoidance of lamellar tearing
15 Testing of structures or elements
15.1 General
15.2 Testing of members
15.2.1 Purpose of testing
15.2.2 Test set-up
15.2.3 Test load
15.2.4 Test deflections
15.3 Proof testing
15.3.1 Test procedures
15.3.2 Criteria for acceptance
15.3.3 Damage incurred during test
15.3.4 Test report
15.4 Prototype testing
15.4.1 Construction of prototypes
15.4.2 Number of prototypes
15.4.3 Test load
15.4.4 Test procedure
15.4.5 Criteria for acceptance
15.4.6 Test reports
16 Fabrication
16.1 General
16.2 Material
16.2.1 General
16.2.2 Identification
16.3 Fabrication procedures
16.3.1 General
16.3.2 Hole size
16.3.3 Bolting
16.3.3.1 General
16.3.3.2 Friction-type connection
16.3.3.3 Bearing-type connection
16.3.3.4 Bolt tensioning
16.4 Geometrical tolerances
16.4.1 General
16.4.2 Nonconformity of tolerances
17 Erection
17.1 General
17.1.1 Rejection of an erected item
17.1.2 Safety during erection
17.2 Erection procedures
17.2.1 General
17.2.2 Assembly of a connection involving bolts
17.2.2.1 General
17.2.2.2 Methods of tensioning
17.3 Geometrical tolerances
17.3.1 General
17.3.2 Nonconformity of tolerances
Appendix A
A1 General
A2 Segment restrained at both ends
A3 Segment unrestrained at one end
A4 Reference elastic buckling moment (Mo)
A5 Effects of end restraints
A5.1 Torsional end restraints
A5.2 End restraints against lateral rotation
A5.2.1 Segments restrained at both ends
A5.2.2 Segments unrestrained at one end
Appendix B
B1 Yielding check
B2 Buckling check
Appendix C
C1 Analysis
C2 Design bending moment
Appendix D
Appendix E
Appendix F
F1 General
F2 Materials
F3 Cleaning
F4 Special provisions
F4.1 Welding and cutting
F4.2 Welding sequence
F4.3 Welding repair and strengthening
Appendix G
Appendix H
H1 General
H1.1 Scope
H1.2 Normative references
H2 Yield stress and tensile strength used in design
H2.1 Yield stress
H2.2 Tensile strength
H3 Structural steel
H3.1 Compliance
H3.2 Acceptance of steel
H3.3 Properties of steel
H3.4 Brittle fracture
H4 Welding of other steel materials according to AS/NZS 1554.1, AS/NZS 1554.4 or AS/NZS 1554.5
H4.1 General
H4.2 Welding consumables for weather-resistant steels
H4.2.1 General
H4.2.2 Welding weather-resistant steels according to EN 10025-5
H4.2.3 Welding weather-resistant steels according to JIS G 3114
H5 Product requirements
H5.1 General
H5.2 Factory production control
H5.3 Test certificates
H6 Product conformity
H6.1 General
H6.2 Requirements for evaluation of conformity
H6.2.1 General
H6.2.2 Steels manufactured to EN product Standards
H6.2.3 Steels manufactured to JIS product Standards
Appendix I
I1 Determination of fatigue load parameters and verification formats
I1.1 Determination of loading events
I1.2 Stress history at detail
I1.3 Cycle counting
I1.4 Stress range spectrum
I1.5 Cycles to failure
I1.6 Verification formats
I2 Fatigue resistance using the geometrical (hot spot) stress method
Appendix J
J1 Scope
J2 General
J3 Traceability
J4 Product conformity
J4.1 Conformity requirements
J4.2 Conformity assessment
J5 Regulatory requirements
J6 Weldability
J7 Structural reliability
Appendix K
K1 Scope
K2 Statistical data
K3 Testing
K3.1 General
K3.2 Minimum number of tests
K4 Mechanical properties
Appendix L
L1 Introduction
L2 Background
L3 Input factors determining the choice of construction category
L3.1 General
L3.2 Importance factor
L3.3 Service category
L3.4 Fabrication category
L4 Determination of the construction category
Appendix M
M1 General
M2 Procedure
M3 Non-destructive examination
Bibliography
Amendment control sheet
AS/NZS 5100.6:2017
Amendment No. 1 (2024)
Revised text amendment
Cited references in this standard
[Current]
Structural design actions, Part 0: General principles - Commentary (Supplement to AS/NZS 1170.0:2002)
[Available Superseded]
High-strength steel bolts with associated nuts and washers for structural engineering
[Current]
Structural steel welding, Part 5: Welding of steel structures subject to high levels of fatigue loading
Content history
[Current]
[Superseded]
[Superseded]
[Superseded]
DR2 AS/NZS 5100.6:2016
One-time Purchase
Access via web browser on any device
One-time purchase
Single publication
Offline access via PDF^
$579.58 AUD
Inclusive of GSTFormat *
Web Reader
Licenses *
1 user
Total$579.58 AUD
IMPORTANT