AS/NZS 5100.6:2017
Bridge design - Part 6: Steel and composite construction
Sets out minimum requirements for the design, fabrication and erection of the structural steelwork in bridges in limit states format, including wrought and cast iron structures. The Standard also includes requirements for the design of other steel components of bridges including steel piers, steel railings, sign structures, and structural interaction between steel and concrete composite members.
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AS/NZS 5100.6:2017 Bridge design Steel and composite construction
Preface
Section 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
Section 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
2.3 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
Section 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
Section 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
4.2.2 First-order elastic analysis
4.2.3 Residual stresses
4.3 Member buckling analysis
4.3.1 Member elastic buckling load
4.3.2 Member effective length factor
4.4 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
4.6.3 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
4.7.6 Analysis of a weld group subject to out-of-plane loading
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
4.9.2 Serviceability limit state
4.9.3 Strength limit state
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
Section 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
5.2 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
5.3.3 Critical section
5.4 Restraints
5.4.1 General
5.4.2 Restraints at a cross-section
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
5.6.2 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
5.11 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
5.14.3 Minimum area
5.14.4 Buckling capacity
5.14.5 Minimum stiffness
5.14.6 Outstand of stiffeners
5.14.7 External forces
5.14.8 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
Section 6 Composite beams
6.1 Scope of Section
6.2 General requirements
6.2.1 Design
6.2.2 Composite action
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
6.5.3 Flexural torsional buckling
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
6.8.4 Strength of shear connectors
6.8.5 Design of transverse reinforcement
Section 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
7.3.4 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
7.4.4 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
7.5.3 Stiffness of transverse members in compression flanges
7.5.4 Strength of transverse members in compression flanges
7.6 Diaphragms at supports
7.6.1 General
7.6.2 Geometric limitations
7.6.3 Effective diaphragm sections
7.6.4 Effective diaphragm stiffener sections
7.6.5 Unstiffened diaphragms
7.6.6 Stiffened diaphragms
7.6.7 Diaphragm and web junctions
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
Section 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
8.4.7 Continuous restraint provided by deck
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
Section 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
9.3 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
Section 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
10.4.3 Battened compression members
10.5 Compression members back-to-back
10.5.1 Components separated
10.5.2 Components in contact
10.6 Composite compression members
10.6.1 General
10.6.2 Ultimate section capacity
10.6.3 Ultimate member capacity
10.7 Detailing provisions—Minimum reinforcement
10.7.1 Limitations on longitudinal steel
10.7.2 Diameter and spacing of fitments and helices
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
10.8.4 Creep properties for concrete within a steel hollow section
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
11.4.3 Out-of-plane capacity
11.4.4 Biaxial bending capacity
11.5 Capacity of composite compression members
11.5.1 General
11.5.2 Uniaxial bending
11.5.3 Biaxial bending
11.5.4 Second-order effects—Methods of analysis and member imperfections
Section 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
12.5.3 Bolt strength limit state
12.5.4 Bolt serviceability limit state
12.5.5 Design of a pin connection
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
12.6.7 Particular requirements for fillet welds
12.6.8 Particular requirements for plug and slot welds
12.6.9 Seal welds
12.6.10 Strength assessment
Section 13 Fatigue
13.1 Scope
13.2 Exclusions
13.3 Definitions
13.3.1 General
13.3.2 Fatigue loading parameters
13.3.3 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
13.10 Fatigue strength
13.10.1 General
13.10.2 Headed stud
13.10.3 Fatigue stress range and strength modifications
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
Section 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
14.5.4 Selection of steel grade
14.6 Fracture assessment
14.7 Selection of materials for the avoidance of lamellar tearing
Section 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
Section 16 Fabrication
16.1 General
16.2 Material
16.2.1 General
16.2.2 Identification
16.3 Fabrication procedures
16.4 Geometrical tolerances
Section 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
17.3 Geometrical tolerances
17.3.1 General
17.3.2 Nonconformity of tolerances
Appendix A (informative) Elastic resistance to lateral buckling
Appendix B (informative) Strength of stiffened web panels under combined actions
Appendix C (normative) Second order elastic analysis
Appendix D (normative) Eccentrically loaded double-bolted or welded single angles in trusses
Appendix E (informative) Interaction curves for composite columns
Appendix F (normative) Modification of existing structures
Appendix G (informative) Corrosion rate maps
Appendix H (normative) Requirements—Steel other than specified in Section 2 (New Zealand only)
Appendix I (normative) Fatigue
Appendix J (informative) Guidance on using steels other than steels specified in Section 2 (New Zealand only)
Appendix K (normative) Statistical data
Appendix L (informative) Guidance on determination of the construction category
Appendix M (normative) Selection of materials for the avoidance of lamellar tearing
Bibliography
Amendment control sheet
Amendments
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References
- AS/NZS 3679.2:2016
Structural steel - Part 2: Welded I sections
AS/NZS 4671:2001Steel reinforcing materials
AS/NZS ISO 3834.2:2008Quality requirements for fusion welding of metallic materials - Comprehensive quality requirements
AS/NZS ISO 3834.3:2008Quality requirements for fusion welding of metallic materials - Standard quality requirements
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- 93.040 Bridge construction
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AS/NZS 5100.6:2017 Bridge design Steel and composite construction
Preface
Section 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
Section 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
2.3 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
Section 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
Section 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
4.2.2 First-order elastic analysis
4.2.3 Residual stresses
4.3 Member buckling analysis
4.3.1 Member elastic buckling load
4.3.2 Member effective length factor
4.4 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
4.6.3 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
4.7.6 Analysis of a weld group subject to out-of-plane loading
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
4.9.2 Serviceability limit state
4.9.3 Strength limit state
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
Section 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
5.2 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
5.3.3 Critical section
5.4 Restraints
5.4.1 General
5.4.2 Restraints at a cross-section
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
5.6.2 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
5.11 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
5.14.3 Minimum area
5.14.4 Buckling capacity
5.14.5 Minimum stiffness
5.14.6 Outstand of stiffeners
5.14.7 External forces
5.14.8 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
Section 6 Composite beams
6.1 Scope of Section
6.2 General requirements
6.2.1 Design
6.2.2 Composite action
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
6.5.3 Flexural torsional buckling
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
6.8.4 Strength of shear connectors
6.8.5 Design of transverse reinforcement
Section 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
7.3.4 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
7.4.4 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
7.5.3 Stiffness of transverse members in compression flanges
7.5.4 Strength of transverse members in compression flanges
7.6 Diaphragms at supports
7.6.1 General
7.6.2 Geometric limitations
7.6.3 Effective diaphragm sections
7.6.4 Effective diaphragm stiffener sections
7.6.5 Unstiffened diaphragms
7.6.6 Stiffened diaphragms
7.6.7 Diaphragm and web junctions
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
Section 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
8.4.7 Continuous restraint provided by deck
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
Section 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
9.3 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
Section 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
10.4.3 Battened compression members
10.5 Compression members back-to-back
10.5.1 Components separated
10.5.2 Components in contact
10.6 Composite compression members
10.6.1 General
10.6.2 Ultimate section capacity
10.6.3 Ultimate member capacity
10.7 Detailing provisions—Minimum reinforcement
10.7.1 Limitations on longitudinal steel
10.7.2 Diameter and spacing of fitments and helices
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
10.8.4 Creep properties for concrete within a steel hollow section
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
11.4.3 Out-of-plane capacity
11.4.4 Biaxial bending capacity
11.5 Capacity of composite compression members
11.5.1 General
11.5.2 Uniaxial bending
11.5.3 Biaxial bending
11.5.4 Second-order effects—Methods of analysis and member imperfections
Section 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
12.5.3 Bolt strength limit state
12.5.4 Bolt serviceability limit state
12.5.5 Design of a pin connection
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
12.6.7 Particular requirements for fillet welds
12.6.8 Particular requirements for plug and slot welds
12.6.9 Seal welds
12.6.10 Strength assessment
Section 13 Fatigue
13.1 Scope
13.2 Exclusions
13.3 Definitions
13.3.1 General
13.3.2 Fatigue loading parameters
13.3.3 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
13.10 Fatigue strength
13.10.1 General
13.10.2 Headed stud
13.10.3 Fatigue stress range and strength modifications
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
Section 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
14.5.4 Selection of steel grade
14.6 Fracture assessment
14.7 Selection of materials for the avoidance of lamellar tearing
Section 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
Section 16 Fabrication
16.1 General
16.2 Material
16.2.1 General
16.2.2 Identification
16.3 Fabrication procedures
16.4 Geometrical tolerances
Section 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
17.3 Geometrical tolerances
17.3.1 General
17.3.2 Nonconformity of tolerances
Appendix A (informative) Elastic resistance to lateral buckling
Appendix B (informative) Strength of stiffened web panels under combined actions
Appendix C (normative) Second order elastic analysis
Appendix D (normative) Eccentrically loaded double-bolted or welded single angles in trusses
Appendix E (informative) Interaction curves for composite columns
Appendix F (normative) Modification of existing structures
Appendix G (informative) Corrosion rate maps
Appendix H (normative) Requirements—Steel other than specified in Section 2 (New Zealand only)
Appendix I (normative) Fatigue
Appendix J (informative) Guidance on using steels other than steels specified in Section 2 (New Zealand only)
Appendix K (normative) Statistical data
Appendix L (informative) Guidance on determination of the construction category
Appendix M (normative) Selection of materials for the avoidance of lamellar tearing
Bibliography
Amendment control sheet