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AS/NZS 2327:2017
[Current]Composite structures — Composite steel-concrete construction in buildings
Sets out minimum requirements for the design, detailing and construction of simply supported composite beams composed of a steel beam interconnected to a concrete slab by shear connectors, including applications in which the slab incorporates profiled steel sheeting. Covers strength and serviceability design for flexure, transverse and longitudinal shear and their interdependence as well as design for fire-resistance. Permits the use of partial shear connection and a wider variety of steel beam sections and shear connector types than previously allowed. Includes detail requirements for construction loads, slab reinforcement and sheer connector positioning, along and transverse to the beam length. Also included are a number of appendices containing design flowcharts and other helpful information.
Published: 20/12/2017
Pages: 261
Table of contents
Cited references
Content history
Table of contents
Header
About this publication
Preface
1 General requirements
1.1 Application
1.1.1 Scope and general
1.1.2 Normative references
1.1.3 Definitions
1.1.4 Existing structures
1.1.5 Design information
1.1.5.1 Design data
1.1.5.2 Design details
1.1.6 Construction
1.1.7 Notation
1.2 Materials
1.2.1 Steel
1.2.1.1 Structural steel
1.2.1.2 Bolts, nuts and washers
1.2.1.3 Welds and welding
1.2.1.4 Shear connectors
1.2.1.5 Profiled steel sheeting
1.2.2 Concrete and reinforcement
1.2.2.1 Concrete
1.2.2.2 Reinforcement
1.2.2.3 Spacing of reinforcement and tendons
1.2.2.4 Nominal size of concrete aggregate for composite slabs
1.2.2.5 Nominal size of concrete aggregate for composite columns and beams
1.2.3 Mechanical properties
1.3 Construction
1.3.1 General
1.3.2 Construction sequence and loads
1.3.3 Structural steel
1.3.4 Concrete
1.3.4.1 Manufacture and delivery
1.3.4.2 Concrete after delivery
1.3.5 Formwork and falsework
1.3.5.1 General
1.3.5.2 Solid slabs
1.3.5.3 Composite slabs
1.3.5.4 Composite columns
1.4 General design requirements
1.4.1 General
1.4.2 Loads
1.4.3 Ultimate limit state
1.4.4 Serviceability limit states
1.4.5 Durability
1.4.6 Fire resistance
1.4.7 Structural robustness
1.4.8 Design for earthquakes
1.4.9 Proof testing
1.5 Actions and design situations
1.5.1 General
1.5.1.1 Actions
1.5.1.2 Other actions
1.5.1.3 Reduction of uniformly distributed imposed loads
1.5.1.4 Load combinations
1.5.1.4.1 General
1.5.1.4.2 Pattern loading requirements for floor systems
1.5.2 Construction stages
1.6 Methods of structural analysis
1.6.1 General
1.6.2 Effective width of concrete flanges in composite beams
1.6.3 [Deleted]
1.7 Design assisted by testing
2 Design of composite slabs
2.1 General
2.1.1 Scope
2.1.2 Types of shear connection
2.1.3 Full shear connection and partial shear connection
2.2 Detailing provisions
2.2.1 Slab thickness and reinforcement
2.2.2 Bearing requirements
2.3 Actions and action effects
2.3.1 Design situations
2.3.2 Actions for profiled steel sheeting as shuttering
2.3.3 Actions for composite slab
2.4 Analysis for internal forces and moments
2.4.1 Profiled steel sheeting as formwork
2.4.2 Composite slab
2.4.3 Effective width of composite slab for concentrated point and line loads
2.5 Verification of profiled steel sheeting as formwork for ultimate limit states
2.6 Serviceability limit state requirements for profiled steel sheeting used as formwork
2.7 Ultimate limit state requirements for composite slabs
2.7.1 Design criterion
2.7.2 Flexure for composite slabs
2.7.3 Flexure and longitudinal shear for post-tensioned composite slabs
2.7.4 Vertical shear
2.7.5 Punching shear
2.8 Verification of composite slabs for serviceability limit states
2.8.1 General
2.8.2 Slab deflection by refined calculation
2.8.3 Slab deflection by simplified calculation
2.8.3.1 General
2.8.3.2 Short-term deflection
2.8.3.3 Creep deflection
2.8.3.4 Shrinkage deflection
2.8.4 Control of cracking of concrete
3 Design of composite beams
3.1 General
3.2 Steel beam requirements
3.3 Calculation of design action effects due to design loads
3.3.1 General
3.3.2 Calculation procedure
3.3.3 Effective span
3.4 Effective section of a composite beam
3.4.1 General
3.4.2 Effective width of concrete compression flange
3.4.2.1 Solid slab
3.4.2.2 Composite slab
3.4.2.3 Voided slab
3.4.3 Effective portion of steel beam
3.4.3.1 General
3.4.3.2 Tension in whole of steel beam (β = 1)
3.4.3.3 Compression in part of steel beam (β ≤ 1)
3.4.3.4 Impact of connectors on effectiveness of top flange
3.5 Ultimate limit state
3.5.1 General
3.5.2 Ultimate limit state requirements
3.5.3 Potentially critical cross-sections
3.5.4 Design moment capacity
3.5.4.1 General
3.5.4.2 Design for full shear connection
3.5.4.3 Design for partial shear connection
3.5.4.4 Reduction for use of high strength steel (450 ≤ fy ≤ 690 MPa)
3.5.4.5 Non-linear resistance to bending
3.5.5 Design vertical shear capacity
3.5.6 Combined design moment and shear capacity
3.5.7 Flexural torsional buckling
3.5.7.1 Sagging moment regions
3.5.7.2 Hogging moment regions
3.5.8 Shear connection
3.5.8.1 General
3.5.8.2 Degree of shear connection
3.5.8.3 Minimum requirements for the degree of shear connection
3.5.8.4 Provisions for shear connectors
3.5.8.4.1 Positive moments
3.5.8.4.2 Hogging moments
3.5.8.5 Spacing for shear connectors
3.5.8.6 Adequacy of shear connection
3.5.8.7 Curtailment of reinforcement
3.6 Design of shear connectors
3.6.1 General
3.6.1.1 Shear connection
3.6.1.2 Prevention of separation
3.6.1.3 Design based on testing
3.6.2 Types of shear connectors
3.6.2.1 General
3.6.2.2 Geometry
3.6.2.2.1 Headed studs
3.6.2.2.2 High-strength structural bolts
3.6.2.3 Nominal shear capacity in solid slabs
3.6.2.4 Nominal shear capacity of headed stud connectors in composite slabs
3.6.2.4.1 Sheeting with ribs parallel to the supporting beams
3.6.2.4.2 Sheeting with ribs transverse to the supporting beams
3.6.2.5 Influence of tension on shear resistance
3.6.2.6 Biaxial loading of shear connectors
3.6.2.7 Detailing of the shear connection and influence of execution
3.6.2.7.1 Local reinforcement in the slab
3.6.2.7.2 Haunches other than formed by profiled steel sheeting
3.6.2.7.3 Headed studs used with profiled steel sheeting
3.6.2.8 Design shear resistance
3.6.2.9 Spacing of shear connectors in beams
3.6.2.10 Shear connectors in precast voided slabs
3.6.3 Longitudinal shear force in beams
3.6.3.1 Beams in which non-linear or elastic theory is used
3.6.3.2 Beams in which plastic theory is used
3.6.4 Detailing of shear connectors
3.6.4.1 Longitudinal detailing
3.6.4.2 Transverse detailing
3.6.4.3 Attachment details
3.6.4.3.1 General
3.6.4.3.2 Automatically welded headed studs
3.6.4.3.3 Manually welded headed studs
3.6.4.3.4 High-strength structural bolts
3.7 Cover and concreting
3.7.1 Minimum concrete cover for durability
3.7.2 Placing and compaction of concrete
3.8 Transverse reinforcement in concrete slabs
3.8.1 General
3.8.2 Design longitudinal shear to be resisted
3.8.3 Design for longitudinal shear
3.8.4 Design for longitudinal shear using strut and tie modelling
3.8.5 Interaction between longitudinal shear and transverse bending
3.8.6 Minimum transverse reinforcement
3.8.7 Minimum transverse reinforcement in haunched beams
3.8.8 Curtailment of transverse reinforcement
3.8.9 Longitudinal shear and transverse reinforcement in beams with profiled steel sheeting
3.8.10 Headed studs that cause splitting forces in the direction of the slab thickness
3.9 Design of web penetrations
3.10 Design for serviceability
3.10.1 General
3.10.2 Beam deflection by refined calculation
3.10.3 Beam deflection by simplified calculation
3.10.3.1 General
3.10.3.2 Short-term deflection
3.10.3.3 Creep deflection
3.10.3.4 Shrinkage deflection
3.10.4 Crack control
3.10.5 Vibration control
3.11 Fatigue
4 Design of composite columns
4.1 Composite compression members
4.1.1 General
4.1.1.1 Scope
4.1.1.2 Materials
4.1.1.3 Shear connection
4.1.1.4 Longitudinal and transverse reinforcement
4.1.1.5 Steel contribution factor
4.1.1.6 Local buckling
4.1.1.6.1 General
4.1.1.6.2 Form factor
4.1.1.6.3 Plate element slenderness
4.1.1.6.4 Effective width
4.1.2 Section resistance
4.1.2.1 Rectangular concrete-filled members
4.1.2.2 Circular concrete-filled members
4.1.2.3 Encased composite members
4.1.2.4 Shear strength—Filled and encased composite members
4.1.2.5 Effective flexural stiffness for calculating relative slenderness
4.1.2.6 Relative slenderness
4.1.3 Member resistance
4.1.3.1 Radius of gyration
4.1.3.2 Effective length
4.1.3.3 Member resistance of a constant cross-section
4.1.3.4 Member resistance of a composite column of varying cross-section
4.2 Resistance of composite compression members subjected to combined actions
4.2.1 General
4.2.1.1 Scope
4.2.1.2 Combined compression and bending
4.2.1.3 Combined tension and bending
4.2.2 Uniaxial bending and compression
4.2.3 Biaxial bending
4.3 Detailing provisions
4.3.1 Minimum reinforcement
4.3.1.1 Limitations on longitudinal steel
4.3.1.2 Diameter and spacing of fitments and helices
4.3.1.3 Concrete cover to reinforcement
4.3.1.4 Splicing of longitudinal reinforcement
4.3.1.5 Splicing of embedded steel sections
4.3.1.6 Vent holes in concrete-filled steel sections
4.4 Verification of composite columns for serviceability limit states
4.4.1 General
4.4.2 Column deformation by refined calculation
4.4.3 Column deformations by simplified calculation
4.4.3.1 General
4.4.3.2 Short-term deformations
4.4.3.3 Creep deformations
4.4.3.4 Shrinkage deformations
4.4.4 Creep properties for concrete encased in a steel hollow section
4.5 Second order effects
5 Design of composite joints
5.1 Scope
5.2 Component method
5.2.1 General
5.2.2 Basic components of a joint
5.3 Rotational stiffness
5.3.1 Component-based model
5.3.2 Stiffness coefficients for basic components
5.3.2.1 Column web in shear
5.3.2.2 Column web in compression or tension
5.3.2.3 Column face in bending
5.3.2.4 Column flange or end-plate in bending
5.3.2.5 Bolts in tension
5.3.2.6 Reinforcements in tension
5.4 Flexural strength
5.4.1 General
5.4.2 Resistances of column web in shear
5.4.3 Resistances in compression zone
5.4.3.1 Column web in compression
5.4.3.2 Beam flange and web in compression
5.4.4 Resistances in tension zone
5.4.4.1 Column web or beam web in tension
5.4.4.2 Column face in bending
5.4.4.3 Column flange or end-plate in bending
5.4.4.4 Bolts in tension
5.4.4.5 Reinforcement
5.4.4.6 Modification of bolt-row resistance
5.5 Ductility
5.5.1 General
5.5.2 Allowable elongation of the slab reinforcement
5.5.3 Slip at the interface between steel beam and concrete slab
5.6 Detailing of reinforcement
6 Design of composite floor systems
6.1 General
6.2 Deflections
6.3 Cracking
6.4 Vibrations
6.4.1 General
6.4.2 Serviceability limit state
6.4.2.1 General
6.4.2.2 Low-frequency floors
6.4.2.3 High-frequency floors
6.4.3 Synchronised crowd movement
6.4.3.1 Ultimate limit state
6.4.3.1.1 General
6.4.3.1.2 Design to avoid resonance
6.4.3.1.3 Design to withstand the anticipated dynamic loads
6.4.3.2 Serviceability limit state
7 Design for fire resistance
7.1 Scope
7.1.1 General
7.1.2 Performance requirements
7.1.3 Definitions
7.1.4 Notation
7.2 Basis of design
7.2.1 Requirements
7.2.2 Design based on standard fire exposure
7.2.2.1 General
7.2.2.2 Load bearing
7.2.2.3 Integrity
7.2.2.4 Insulation
7.2.3 Design based on natural fire exposure
7.2.3.1 General
7.2.3.2 Load bearing
7.2.3.3 Insulation
7.2.3.4 Integrity
7.2.4 Design approach
7.2.5 Actions during fire
7.2.6 Verification methods
7.2.7 Braces
7.2.8 Joints
7.2.9 Member capacities for fire limit state
7.3 Material properties
7.3.1 General
7.3.2 Mechanical properties
7.3.2.1 Variation of mechanical properties of steel with temperature
7.3.2.2 Strength and deformation properties of concrete
7.3.2.3 Cold worked steel, quenched and tempered steel and prestressing steel
7.3.2.4 Bolts
7.3.2.5 Welds
7.3.2.6 Welded and bolted shear studs
7.3.2.7 Profiled steel sheeting
7.3.3 Thermal properties
7.3.3.1 General
7.3.3.2 Structural and reinforcing steels
7.3.3.2.1 Thermal elongation
7.3.3.2.2 Specific heat
7.3.3.2.3 Thermal conductivity
7.3.3.3 Concrete
7.3.3.3.1 Thermal elongation
7.3.3.3.2 Specific heat
7.3.3.3.3 Thermal conductivity
7.3.3.4 Fire protection materials
7.3.4 Density
7.3.5 Suppression of concrete spalling
7.4 Design procedures
7.4.1 General
7.4.2 Actions in fire
7.4.2.1 Direct actions
7.4.2.2 Indirect Actions
7.4.3 Member temperatures
7.4.4 Assessment of fire resistance
7.4.4.1 General
7.4.4.2 Tabulated data
7.4.4.3 Simple calculation models
7.4.4.4 Advanced calculation models
7.5 Tabulated data
7.5.1 General
7.5.2 Composite columns
7.5.2.1 General
7.5.2.2 Fully encased composite columns
7.5.2.3 Concrete-filled hollow section columns
7.6 Temperature calculations
7.6.1 General
7.6.2 Approximation for unprotected steel I or H sections
7.6.3 Calculation of cross section temperatures for unprotected or profile protected beams
7.6.3.1 General
7.6.3.2 Procedure
7.6.3.3 Shadow factor
7.6.3.3.1 Shadow factor for uniform cross-section temperature
7.6.3.3.2 Shadow factor for non-uniform cross-section temperatures
7.6.3.4 Section factor
7.6.4 Steelwork protected by a fire protection material
7.7 Simple structural calculation methods
7.7.1 General
7.7.2 One-way slabs
7.7.2.1 General
7.7.2.2 Insulation
7.7.2.3 Integrity
7.7.2.4 Structural fire resistance
7.7.3 Composite beams
7.7.3.1 General
7.7.3.2 Assessment options
7.7.3.3 Assessment in the time domain
7.7.3.3.1 General
7.7.3.3.2 Load ratio
7.7.3.3.3 Limiting temperature
7.7.3.3.4 Time to failure (tf)
7.7.3.4 Assessment in the temperature domain
7.7.3.5 Assessment in the strength domain
7.7.3.5.1 General
7.7.3.5.2 Bending resistance
7.7.3.5.3 Vertical shear resistance
7.7.3.5.4 Combined bending and vertical shear
7.7.4 Composite columns
7.7.4.1 General
7.7.4.2 Design actions on columns
7.7.4.3 Column buckling resistance
7.7.4.4 Combined resistance of composite columns
7.7.4.5 Concrete-filled hollow section columns
7.7.4.5.1 Reinforcing hollow sections
7.7.4.5.2 General
7.7.4.5.3 Determination of component temperatures
7.7.4.5.4 Estimation of bending stiffness reduction coefficients
7.7.5 Two-way structural floor systems
7.7.5.1 General
7.7.5.2 Insulation
7.7.5.3 Integrity
7.7.5.4 Structural stability
7.7.5.5 Structural performance
7.7.5.6 Requirements of design procedure
7.8 Advanced calculation methods
7.8.1 General
7.8.2 Design principles
7.8.3 Requirements for design using advanced calculation models
7.8.4 Validation of advanced calculation models
7.9 Constructional details
7.9.1 General
7.9.2 General detailing requirements
7.9.3 Beam joints
7.9.3.1 Joints between beams and composite columns
7.9.3.2 Joints between composite beams and composite columns with concrete-filled hollow sections
7.9.4 Composite Columns
7.9.4.1 Composite columns with partially encased steel sections
7.9.4.2 Composite columns with concrete-filled hollow sections
7.9.4.3 Column splices in partially protected steel columns
7.9.5 Detailing for two-way structural floor systems
7.9.6 Determination of joint temperatures
7.9.7 Passive protection of joints
8 Design for earthquake
8.1 Scope and general
8.2 General design and analysis philosophy
8.2.1 General seismic design requirements
8.2.2 Structural performance factor and structural ductility demand
8.2.2.1 Structural performance factor values
8.2.2.2 Structural ductility demand
8.2.3 Classification of structural systems
8.2.3.1 General
8.2.3.2 Categories of ductility demand
8.2.3.3 Maximum structural displacement ductility demand
8.2.3.4 Application of structural classifications
8.2.4 Structural displacement ductility demands
8.2.5 Classification of members
8.2.6 Relationship between structure category and member category
8.2.7 Capacity design
8.2.8 Overstrength
8.3 Methods of analysis and design
8.3.1 General
8.3.2 Stiffness of sections
8.4 Material requirements
8.4.1 Structural steel
8.4.2 Concrete
8.4.3 Reinforcing
8.4.3.1 Reinforcement to conform with AS/NZS 4671
8.4.3.2 Restrictions on in-line quenched and tempered reinforcement
8.4.3.3 Ductility class
8.5 Design and detailing of composite members
8.5.1 Composite slab diaphragms
8.5.1.1 Load transfer
8.5.1.2 Shear strength of composite slab diaphragms
8.5.1.3 Slab reinforcement
8.5.2 Composite beams with shear connectors
8.5.2.1 Detailing requirements for shear connectors
8.5.2.2 Steel section geometry requirements
8.5.2.2.1 Requirements for positive moment regions
8.5.2.2.2 Requirements for negative moment regions
8.5.2.3 Longitudinal shear capacity
8.5.2.4 Category 1 or 2 composite beam design requirements
8.5.2.4.1 General
8.5.2.4.2 Positive moment region at a support
8.5.2.4.3 Negative moment region at a support
8.5.3 Composite concrete-encased steel beams
8.5.4 Composite concrete-encased steel columns
8.5.5 Composite concrete-filled structural hollow steel sections
8.5.5.1 Section geometry requirements
8.5.5.2 Shear strength
8.6 Joints
8.6.1 Joint design philosophy
8.6.2 Design actions for connectors and joint components
8.6.3 Moment resisting beam to column joints
8.6.3.1 General
8.6.3.2 Design shear force for joint panel zone
8.6.4 Splices in composite columns
8.7 Composite moment-resisting framed seismic systems
8.7.1 General
8.7.2 Rigid construction
8.7.2.1 Definition
8.7.2.2 Design procedure
8.7.2.2.1 General
8.7.2.2.2 Unidirectional beam hinging
8.7.2.2.3 Overstrength actions
8.7.2.2.4 Overstrength actions, slab not isolated from column
8.7.2.2.5 Shear strength
8.7.2.2.6 Column actions
8.7.2.2.7 Dynamic magnification factor
8.7.2.2.8 Concurrency effects
8.7.2.2.9 Beam to column joints
8.7.2.2.10 Column splices
8.7.3 Semi-rigid construction
8.7.3.1 Definition
8.7.3.2 General
8.8 Composite eccentrically braced framed seismic resisting systems
8.8.1 Scope
8.8.2 Design requirements for C-EBF frames and components
8.8.2.1 Active link rotational requirements
8.8.2.2 Active link lateral restraints
8.8.2.3 Active links and web stiffening requirements
8.8.2.4 Braces
8.8.2.5 Joints
8.8.3 Capacity design requirements for C-EBFs
8.8.3.1 General
8.8.3.2 Seismic resisting elements
8.8.3.3 Overstrength actions
8.8.3.4 Design actions on secondary members
8.8.3.5 Dynamic magnification factors
8.8.3.6 Category 1 and 2 C-EBFs maximum capacity design derived column actions
8.8.3.7 Concurrency effects
8.8.3.8 Joint rigidity
8.8.3.9 Splices
8.8.3.10 Continuous columns
8.9 Composite concentrically-braced framed seismic resisting systems
8.9.1 General
8.9.2 Diagonal members
8.9.3 Columns
8.9.4 Beams
Appendix A
A1 Scope
A2 Construction stages
A2.1 General
A2.2 Prior to the development of composite action
A2.3 After the development of composite action
A3 Minimum construction loads (for structures in Australia only)
A3.1 General
A3.2 Minimum construction loads for Construction Stage 1
A3.2.1 Profiled steel sheeting
A3.2.2 Steel beam
A3.3 Minimum construction load for Construction Stage 2
A3.3.1 Profiled steel sheeting
A3.3.2 Steel beam
A3.4 Minimum construction loads for Construction Stage 3
A3.4.1 Profiled steel sheeting
A3.4.2 Steel beam
A3.5 Minimum construction loads for Construction Stage 4
A3.6 Minimum construction loads for Construction Stages 5 and 6
A4 Minimum construction loads (for structures in New Zealand only)
A4.1 General
A4.2 Construction loads
Appendix B
B1 Scope
B2 Deflection components and corresponding design actions
B3 Deflection limits
Appendix C
C1 General
C1.1 Scope
C1.2 Definitions
C1.3 Notations
C2 Basis of design
C2.1 General
C2.2 Stiffened openings
C2.3 Spacing of openings
C3 Design rules for openings in beam webs
C3.1 Beams without stiffeners
C3.1.1 General
C3.1.2 Effective length of opening
C3.1.3 Section classification
C3.1.4 Bending resistance of a beam with web openings in the presence of shear
C3.1.5 Resistance of the tees for Vierendeel bending
C3.1.6 Shear resistance of perforated composite beam
C3.1.7 Vierendeel bending
C3.2 Beams with stiffeners
C3.2.1 General
C3.2.2 Section classification
C3.2.3 Resistance of the tees for Vierendeel bending
C3.2.4 Vierendeel bending
C4 Shear buckling
C5 Closely spaced openings in beam webs
C5.1 General
C5.2 Supplementary rules
C5.2.1 Web-post bending
C5.2.2 Web-post buckling
C5.2.3 Web-post bending
C6 Serviceability performance
Appendix D
D1 Scope
D2 Longitudinal shear for slabs without end anchorage
D3 Longitudinal shear for slabs with end anchorage
Appendix E
E1 General
E1.1 Scope
E1.2 Testing arrangement
E1.3 Preparation of specimens
E1.4 Test procedure
E2 Extended application of the fire test results
E2.1 Composite slabs
Appendix F
F1 Scope
F2 Tests on profiled sheets
F2.1 General
F2.2 Single span test
F2.3 Double span test
F2.4 Internal support test
F2.5 End support test
F3 Test evaluation
Appendix G
G1 Scope
G2 Tests on shear connectors
G3 Testing arrangements
G4 Push test arrangements for composite slabs
G5 Push test arrangements for voided precast concrete slabs
G6 Preparation of specimens
G7 Testing procedure
G8 Test evaluation
Appendix H
H1 Testing of composite floor slabs
H1.1 Scope and general
H1.2 Testing arrangement
H1.3 Preparation of specimens
H1.4 Test loading procedure
H1.5 Determination of design values for m and k
H1.6 Determination of the design values for τu,Rd
H2 Testing of post-tensioned composite floor slabs
H2.1 General
H2.2 Testing arrangement
H2.3 Preparation of specimens
H2.4 Test loading procedure
H2.5 Design values for τu,Rd
Appendix I
I1 General
I1.1 Scope
I1.2 Symbols
I1.3 Basis
I1.4 Standard evaluation procedure
I1.4.1 General
I1.4.2 Standard procedure
I1.4.2.1 Develop a design model
I1.4.2.2 Compare experimental and theoretical values
I1.4.2.3 Estimate the mean value of the correction factor b
I1.4.2.4 Estimate the coefficient of variation Vδ of the error term δ
I1.4.2.5 Analyse compatibility
I1.4.2.6 Determine the coefficients of variation VXi of the basic variables
I1.4.2.7 Determine the characteristic value rk of the resistance
I1.4.2.8 Determine the design value rd of the resistance
I1.4.2.9 Final choice of characteristic values and ϕM values
Amendment control sheet
AS/NZS 2327:2017
Amendment No. 1 (2020)
Revised text
Bibliography
Cited references in this standard
[Current]
Structural design actions, Part 1: Permanent, imposed and other actions
Content history
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