NZS 3101.1&2:2006 excluding Amendment 3
Concrete structures standard
Sets out minimum requirements for the design of reinforced and pre-stressed concrete structures. Part Two, Commentary on The Design of Concrete Structures, explains the provisions of Part One, summarises technical background and suggests approaches which satisfy the intent of the Standard. Amendment 3 to NZS 3101.1&2:2006 involves significant revision and the introduction of new material. It has been primarily developed to address recommendations from the Canterbury Earthquakes Royal Commission. In addition, errors in the original published standard and commentary have been corrected and included in this amendment. NZS 3101 Part 1 is used by structural engineers to design concrete structures. When read along with Verification Method B1/VM1, it provides a means of complying with the performance requirements of New Zealand Building Code clause B1 Structure. It can also be used along with Acceptable Solution B2/AS1 to demonstrate the compliance of concrete building elements with clause B2 Durability.
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COMMITTEE REPRESENTATION
ACKNOWLEDGEMENT
COPYRIGHT
STANDARDS COUNCIL APPROVAL
CONTENTS
REFERENCED DOCUMENTS
LATEST REVISIONS
FOREWORD
1 GENERAL
1.1 Scope
1.1.1 Relationship to NZ Building Code
1.1.1.1 Minimum requirements
1.1.1.2 Non Specific Terms
1.1.2 Application to bridges
1.1.3 Materials and workmanship requirements
1.1.4 Interpretation
1.1.4.1 “Shall” and “should”
1.1.4.2 Clause cross-references
1.1.4.3 Commentary
1.2 Referenced documents
1.3 Design
1.3.1 Design responsibility
1.3.2 Design information
1.4 Construction
1.4.1 Construction reviewer
1.4.2 Construction review
1.5 Definitions
2 DESIGN PROCEDURES, LOADS AND ACTIONS
2.1 Notation
2.2 Design requirements
2.2.1 Design considerations
2.2.2 Design for strength and serviceability
2.2.3 Design for robustness, durability and fire resistance
2.2.4 Material properties
2.3 Design for strength and stability at the ultimate limit state
2.3.1 General
2.3.2 Design for strength
2.3.2.1 General
2.3.2.2 Strength reduction factors, ultimate limit state
2.3.3 Design for stability
2.4 Design for serviceability
2.4.1 General
2.4.1.1 Deflection, cracking and vibration limits
2.4.1.2 Vibration
2.4.1.3 Seismic actions
2.4.1.4 Strength reduction factor
2.4.2 Deflection
2.4.2.1 Structures other than bridges
2.4.2.2 Bridges
2.4.3 Minimum thickness for buildings
2.4.4 Crack control
2.4.4.1 Cracking due to flexure and axial load in reinforced concrete members in buildings
2.4.4.2 Bridges
2.4.4.3 Cracking due to flexure and axial load in prestressed concrete members
2.4.4.4 Spacing of reinforcement for crack control on the extreme tension face
2.4.4.5 Crack control on the sides of members subjected to tension
2.4.4.6 Assessment of surface crack widths
2.4.4.7 Crack control in flanges of beams
2.4.4.8 Control of thermal and shrinkage cracking
2.5 Other design requirements
2.5.1 General
2.5.2 Fatigue (serviceability limit state)
2.5.2.1 General
Permissible stress range
2.5.2.3 Highway bridge fatigue loads
2.6 Additional design requirements for earthquake effects
2.6.1 General
2.6.1.1 Deformation capacity
2.6.1.2 Classification of structures
2.6.1.3 Classification of potential plastic regions
2.6.1.3.1 Classification nomenclature
2.6.1.3.2 Material strain limits in plastic regions
2.6.1.3.3 Effective plastic region lengths
2.6.1.3.4 Material strain limits
2.6.1.4 Stiffness of members for seismic analysis
2.6.2 Seismic design actions
2.6.2.1 General
2.6.2.2 Structural performance factor
2.6.2.2.1 Sp values
2.6.2.2.2 Lower Sp may be used when detailing requirements met
2.6.2.3 Structural ductility factor
2.6.2.3.1 SLS
2.6.2.3.2 ULS
2.6.3 Serviceability limit state
2.6.3.1 General
2.6.3.2 Strength reduction factor
2.6.4 Ultimate limit state
2.6.5 Capacity design
2.6.5.1 General
2.6.5.2 Identification of ductile mechanism
2.6.5.3 Detailing of potential plastic regions
2.6.5.4 Overstrength actions
2.6.5.5 Likely maximum material strengths
2.6.5.6 Ends of columns
2.6.5.7 Capacity design for regions outside potential plastic regions
2.6.5.8 Concurrency and capacity design
2.6.5.9 Transfer diaphragms
2.6.6 Additional requirements for nominally ductile structures
2.6.6.1 Limitations for nominally ductile structures
2.6.7 Additional requirements for ductile frames and limited ductile moment resisting frames
2.6.7.1 Ductile and limited ductile moment resisting frames
2.6.7.2 Acceptable column sidesway mechanisms
2.6.7.3 Beam design for column sidesway structures
2.6.7.4 Alternative design methods for columns in multi-storey frames
2.6.7.5 Design actions in columns
2.6.8 Ductile walls and dual structures
2.6.8.1 Inelastic deformation of structural walls
2.6.8.2 Shear strength of structural walls
2.6.8.3 Coupled walls
2.6.8.4 Ductile dual structures
2.6.9 Structures incorporating mechanical energy dissipating devices
2.6.10 Secondary structural elements
2.6.10.1 Definitions
2.6.10.2 Group 1 secondary elements
2.6.10.3 Group 2 secondary elements
3 DESIGN FOR DURABILITY
3.1 Notation
3.1.1 Symbols
3.1.2 Abbreviations
3.2 Scope
3.2.1 Concrete
3.2.2 Cementitious binders
3.2.3 Design considerations
3.2.4 Design for particular environmental conditions
3.3 Design life
3.3.1 Specified intended life
3.4 Exposure classification
3.4.1 General
3.4.2 Environmental exposure classification
3.4.2.1 Exposure classification categories
3.4.2.2 Mixed exposures
3.4.2.3 Individual surfaces
3.4.2.4 Coastal frontage zone extent
3.4.2.5 Tidal/splash/spray zone
3.4.2.6 Boundary between coastal perimeter and inland zones
3.4.3 Chemical exposure classification
3.4.3.1 Chemical attack from natural soil and groundwater
3.4.3.2 Other chemical attack
3.5 Requirements for aggressive soil and groundwater exposure classification XA
3.6 Minimum concrete curing requirements
3.7 Additional requirements for concrete exposure classification C
3.7.1 Supplementary cementitious materials
3.7.2 Water/binder ratio and binder content
3.7.3 Special concrete
3.8 Requirements for concrete for exposure classification U
3.9 Finishing, strength and curing requirements for abrasion
3.9.1 Abrasion from traffic
3.9.2 Abrasion by waterborne material
3.10 Requirements for freezing and thawing
3.11 Requirements for concrete cover to reinforcing steel and tendons
3.11.1 General
3.11.1.1 Cover
3.11.1.2 Effect of crack width control on cover
3.11.2 Cover of reinforcement for concrete placement
3.11.2.1 Reinforcing steel configuration
3.11.2.2 Minimum cover
3.11.3 Cover for corrosion protection
3.11.3.1 General
3.11.3.2 Formed or free surfaces
3.11.3.3 Casting against ground
3.12 Chloride based life prediction models and durability enhancement measures
3.12.1 The use of life prediction models
3.12.2 Other durability enhancing measures
3.13 Protection of cast-in fixings and fastenings
3.13.1 Fixing and fastening protection
3.13.2 Galvanised fixings
3.14 Restrictions on chemical content in concrete
3.14.1 Restriction on chloride ion content for corrosion protection
3.14.1.1 Added chloride
3.14.1.2 Total chloride
3.14.1.3 Testing for chloride content
3.14.2 Restriction on sulphate content
3.14.3 Restriction on other salts
3.15 Alkali silica reaction
4 DESIGN FOR FIRE RESISTANCE
4.1 Notation
4.2 Scope
4.3 Design performance criteria
4.3.1 General performance criteria
4.3.1.1 Required fire resistance
4.3.1.2 Integrity
4.3.1.3 Shear, torsion and anchorage
4.3.1.4 Use of tabulated data or calculation
4.3.2 General rules for the interpretation of tabular data and charts
4.3.3 Increase in axis distance for prestressing tendons
4.3.4 Joints
4.3.5 The effect of chases
4.3.6 Increasing FRRs by the addition of insulating materials
4.3.6.1 Use of insulation
4.3.6.2 Slabs
4.3.6.3 Other methods
4.3.6.4 Use of other methods
4.4 Fire resistance ratings for beams
4.4.1 Structural adequacy for beams incorporated in roof or floor systems
4.4.2 Structural adequacy for beams exposed to fire on all sides
4.5 Fire resistance ratings for slabs
4.5.1 Insulation for slabs
4.5.2 Structural adequacy for slabs
4.6 Fire resistance ratings for columns
4.6.1 Insulation and integrity for columns
4.6.2 Structural adequacy for columns
4.7 Fire resistance ratings for walls
4.7.1 Insulation for walls
4.7.2 Structural adequacy for walls
4.7.3 Chases and recesses for services in walls
4.7.3.1 When the effect of chases and recesses may be ignored
4.7.3.2 Taking account of chases and recesses
4.8 External walls that could collapse outwards in fire
4.8.1 Application
4.8.2 Forces on connections
4.8.3 Design of connections
4.8.4 Fixing inserts
4.8.5 Walls spanning vertically
4.8.6 Walls spanning horizontally
4.9 Increase of fire resistance periods by use of insulating materials
4.9.1 General
4.9.2 Acceptable forms of insulation
4.9.3 Thickness of insulating material
4.9.3.1 Thickness determined by testing
4.9.3.2 Thickness determination in absence of testing
4.9.4 Reinforcement in sprayed or trowelled insulating materials
4.10 Fire resistance rating by calculation
5 DESIGN PROPERTIES OF MATERIALS
5.1 Notation
5.2 Properties of concrete
5.2.1 Specified compressive strength
5.2.2 Applicable density range
5.2.3 Modulus of elasticity
5.2.4 Modulus of rupture
5.2.5 Modulus of rupture from testing
5.2.6 Direct tensile strength concrete
5.2.7 Poisson’s ratio
5.2.8 Stress-strain curves
5.2.9 Coefficient of thermal expansion
5.2.10 Shrinkage
5.2.11 Creep
5.3 Properties of reinforcement
5.3.1 Use of plain and deformed reinforcement
5.3.2 Reinforcement grades
5.3.2.1 Reinforcement to comply with AS/NZS 4671
5.3.2.2 Restrictions on in-line quenched and tempered reinforcement
5.3.2.3 Ductility class
5.3.2.4 Restrictions on use of Class N reinforcement
5.3.2.5 Welded wire fabric
5.3.2.6 Ductile welded wire fabric
5.3.2.7 Lesser ductility welded wire fabric
5.3.2.8 Welding and bending of reinforcing bars
5.3.3 Strength
5.3.4 Modulus of elasticity
5.3.5 Coefficient of thermal expansion
5.4 Properties of tendons
5.4.1 Strength
5.4.2 Modulus of elasticity
5.4.3 Stress-strain curves
5.4.4 Relaxation of tendons
5.5 Properties of steel fibre reinforced concrete
6 METHODS OF STRUCTURAL ANALYSIS
6.1 Notation
6.2 General
6.2.1 Basis for structural analysis
6.2.2 Interpretation of the results of analysis
6.2.3 Methods of analysis
6.2.3.1 Permissible methods
6.2.3.2 Frames or continuous construction
6.2.3.3 Seismic loading
6.2.4 Vertical loads on continuous beams, frames and floor systems
6.3 Linear elastic analysis
6.3.1 Application
6.3.2 Span lengths
6.3.3 Analysis requirements
6.3.4 Critical sections for negative moments
6.3.5 Stiffness
6.3.5.1 Stiffness to be appropriate to limit state
6.3.5.2 Variations in cross section
6.3.5.3 Assumptions to be applied appropriately
6.3.5.4 Effective stiffness
6.3.6 Secondary bending moments and shears resulting from prestress
6.3.7 Moment redistribution in reinforced concrete for ULS
6.3.7.1 General requirements
6.3.7.1.1 Redistribution permitted
6.3.7.1.2 Redistribution due to creep and foundation movement
6.3.7.2 Deemed to comply approach for reinforced members (for prestressed members refer to Section 19)
6.3.8 Idealised frame method of analysis
6.4 Non-linear structural analysis
6.4.1 General
6.4.2 Non-linear material effects
6.4.3 Non-linear geometric effects
6.4.4 Values of material properties
6.5 Plastic methods of analysis
6.5.1 General
6.5.2 Methods for beams and frames
6.5.3 Methods for slabs
6.5.3.1 Use of plastic methods of analysis
6.5.3.2 Lower bound method for slabs
6.5.3.3 Upper bound method for slabs
6.6 Analysis using strut-and-tie models
6.7 Simplified methods of flexural analysis
6.7.1 General
6.7.2 Simplified method for reinforced continuous beams and one-way slabs
6.7.2.1 Application
6.7.2.1.1 Conditions for use of simplified methods
6.7.2.1.2 Design information
6.7.3 Simplified method for reinforced two-way slabs supported on four sides
6.7.3.1 Application
6.7.3.1.1 Determination of bending moments
6.7.3.1.2 Referral to the commentary
6.7.4 Simplified method for reinforced two-way slab systems having multiple spans
6.7.4.1 Conditions for the use of simplified method
6.7.4.2 Referral to the commentary
6.8 Calculation of deflection
6.8.1 General
6.8.2 Deflection calculation with a rational model
6.8.3 Calculation of deflection by empirical model
6.8.4 Calculation of deflection – prestressed concrete
6.8.5 Shored composite construction
6.8.5.1 Deflection after the removal of supports
6.8.5.2 Deflection of non-prestressed composite members
6.9 Additional requirements for earthquake effects
6.9.1 Linear elastic analysis
6.9.1.1 Analyses to be based on anticipated levels of cracking
6.9.1.2 ULS deflections to allow for post-elastic effects
6.9.1.3 Walls and other deep members
6.9.1.4 Ductile dual structures
6.9.1.5 Redistribution of moments and shear forces
6.9.1.6 Capacity design for columns
7 FLEXURAL, SHEAR AND TORSIONAL STRENGTH OF MEMBERS WITH OR WITHOUT AXIAL LOAD
7.1 Notation
7.2 Scope
7.3 General principles
7.4 Flexural strength of members with shear and with or without axial load
7.4.1 Flexural strength requirement
7.4.2 General design assumptions for flexural strength
7.4.2.1 Strength calculations at the ultimate limit state
7.4.2.2 Strain relationship to geometry
7.4.2.3 Maximum concrete strain
7.4.2.4 Steel stress-strain relationship
7.4.2.5 Concrete tensile strength
7.4.2.6 Concrete stress-strain relationship
7.4.2.7 Equivalent rectangular concrete stress distribution
7.4.2.8 Balanced conditions
7.4.2.9 Compression reinforcement
7.5 Shear strength of members
7.5.1 General
7.5.2 Maximum nominal shear stress, vmax
7.5.3 Nominal shear strength, Vn
7.5.4 Nominal shear strength provided by the concrete, Vc
7.5.5 Nominal shear strength provided by the shear reinforcement
7.5.6 Shear reinforcement details
7.5.7 Location and anchorage of reinforcement
7.5.7.1 Anchoring of stirrups and ties
7.5.7.2 Bent up bars
7.5.7.3 Lapped splices
7.5.8 Design yield strength of shear reinforcement
7.5.9 Alternative methods for determining shear strength
7.5.9.1 Equilibrium and strain compatibility methods
7.5.9.2 Strut and tie
7.5.10 Minimum area of shear reinforcement
7.6 Torsional strength of members with flexure and shear with and without axial loads
7.6.1 Members loaded in torsion
7.6.1.1 Exceptions
7.6.1.2 Requirement for torsional reinforcement
7.6.1.3 Torsion due to deformation compatibility
7.6.1.4 Sections within d of support
7.6.1.5 Torsional strength requirements
7.6.1.6 Torsional shear stress
7.6.1.7 Torsion in flanged sections
7.6.1.8 Torsional and flexural shear together
7.6.2 Reinforcement for compatibility torsion
7.6.2.1 Minimum reinforcement for compatibility torsion
7.6.2.2 Contributions to At
7.6.2.3 Contributions to A
7.6.3 Torsional reinforcement details
7.6.3.1 Requirements
7.6.3.2 Maximum stirrup spacing
7.6.3.3 Maximum longitudinal bar spacing
7.6.3.4 Corner bar requirements
7.6.3.5 Termination of torsional reinforcement
7.6.3.6 Anchoring of stirrups
7.6.3.7 Torsional reinforcement in flanges
7.6.4 Design of reinforcement for torsion required for equilibrium
7.6.4.1 Design moment for torsion
7.6.4.2 Areas of closed stirrups and longitudinal reinforcement
7.6.4.3 Longitudinal torsional reinforcement reduction in compression zone
7.7 Shear-friction
7.7.1 General
7.7.2 Shear-friction design
7.7.3 Design approach
7.7.4 Shear-friction design method
7.7.4.1 Shear-friction reinforcement perpendicular to shear plane
7.7.4.2 Shear-friction reinforcement inclined to shear plane
7.7.4.3 Coefficient of friction
7.7.5 Maximum shear strength
7.7.6 Design yield strength of shear-friction reinforcement
7.7.7 Reinforcement for net tension across shear plane
7.7.8 Shear-friction reinforcement
7.7.9 Concrete placed against previously hardened concrete
7.7.10 Concrete placed against as-rolled structural steel
7.7.11 Additional design requirements for members designed for earthquake effects
8 STRESS DEVELOPMENT, DETAILING AND SPLICING OF REINFORCEMENT AND TENDONS
8.1 Notation
8.2 Scope
8.3 Spacing of reinforcement
8.3.1 Clear distance between parallel bars
8.3.2 Nominal maximum size of aggregate
8.3.3 Placement of parallel bars in layers
8.3.4 Bundled bars
8.3.5 Spacing of principal reinforcement in walls and slabs
8.3.6 Spacing of outer bars in bridge decks or abutment walls
8.3.7 Spacing between longitudinal bars in compression members
8.3.8 Spacing between splices
8.3.9 Spacing between pre-tensioning reinforcement
8.3.10 Bundles of ducts for post-tensioned steel
8.4 Bending of reinforcement
8.4.1 Compliance with NZS 3109
8.4.2 Bending of steel bar reinforcement
8.4.2.1 Minimum bend diameter for main bars
8.4.2.2 Minimum bend diameter in fatigue situations
8.4.2.3 Stirrup and tie bends
8.4.2.4 Bends in galvanised deformed bars
8.4.3 Bending of welded wire fabric
8.5 Welding of reinforcement
8.5.1 Compliance with AS/NZS 1554:Part 3
8.5.2 In-line quenched and tempered steel bars
8.5.3 Welds in proximity to bends
8.6 Development of reinforcement
8.6.1 Development of reinforcement – General
8.6.2 Development of shear and torsion reinforcement
8.6.3 Development length of deformed bars and deformed wire in tension
8.6.3.1 Development length in tension
8.6.3.2 Basic development length in tension
8.6.3.3 Refined development length in tension
8.6.4 Development length of plain bars and plain wire in tension
8.6.5 Development length of deformed bars and deformed wire in compression
8.6.5.1 Development length in compression
8.6.5.2 Basic development length in compression
8.6.5.3 Refined development length in compression
8.6.6 Development length of plain bars and plain wires in compression
8.6.7 Development of bundled bars
8.6.8 Development of welded plain and deformed wire fabric in tension
8.6.8.1 Development length of wire fabric
8.6.8.2 Development length of welded wire fabric – cross wires considered
8.6.8.3 Development length of welded wire fabric – cross wires not considered
8.6.9 Development of prestressing strand
8.6.9.1 Development length of pre-tensioning strand
8.6.9.2 Development of pre-stressing strand
8.6.10 Standard hooks
8.6.10.1 Standard hooks – definition
8.6.10.2 Bars > 32 mm in diameter
8.6.10.3 Development length of standard hooks in tension
8.6.10.3.1 Calculation of development length for hooked bars
8.6.10.3.2 Determination of development length where not covered by 8.6.10.3.1
8.6.10.3.3 Development length of standard hooks anchoring around transverse bars
8.6.10.4 Hooks in compression
8.6.11 Mechanical anchorage
8.6.11.1 General
8.6.11.2 Upper bound breaking strength for the reinforcing bar – definition
8.6.11.3 Adequacy of mechanical devices
8.6.12 Development of flexural reinforcement
8.6.12.1 Bending across the web
8.6.12.2 Critical sections
8.6.12.3 Extension of tension reinforcement
8.6.12.4 Termination in a tension zone
8.6.12.5 End anchorage in flexural members
8.6.13 Development of positive moment reinforcement in tension
8.6.13.1 Limitation in area of bars
8.6.13.2 Critical sections
8.6.13.3 Limitation in diameter of bars at simple supports
8.6.13.4 Limitation in diameter of bars at points of inflection
8.6.14 Development of negative moment reinforcement in tension
8.6.14.1 Anchorage of bars
8.6.14.2 Embedment length adjacent to supports
8.6.14.3 Embedment length beyond the point of inflection
8.6.14.4 Limitation in diameter of bars
8.7 Splices in reinforcement
8.7.1 General
8.7.2 Lap splices of bars and wire in tension
8.7.2.1 Bar sizes of lap splices
8.7.2.2 Lap splices of bundled bars
8.7.2.3 Length of lap splices of deformed bars or wire
8.7.2.4 Length of lap splices of hooked plain bars or wire
8.7.2.5 Length of non-contact lap splices
8.7.2.6 Strength developed at sections
8.7.2.7 Strength of bars where cut off
8.7.2.8 Lap splices of stirrups, ties and hoops
8.7.3 Lap splices of bars and wires in compression
8.7.3.1 General
8.7.3.2 Lap splices in compression with stirrups and ties
8.7.3.3 Lap splices in compression with spiral reinforcement
8.7.4 Welded splices
8.7.4.1 Classification of welded splices
8.7.4.2 Limitations on the classification of welded splices for grade > 450 MPa reinforcement
8.7.4.3 Exceptions for welded splices
8.7.5 Mechanical connections
8.7.5.1 Definition of mechanical connection
8.7.5.2 Performance requirements for mechanical connections
8.7.5.3 Use of welded splices and mechanical connections
8.7.5.4 Use of welded splices and mechanical connections – an exception
8.7.5.5 Identification and marking
8.7.5.6 Installation
8.7.6 Splices of welded plain or deformed wire fabric
8.8 Shrinkage and temperature reinforcement
8.8.1 Floor and roof slab reinforcement
8.8.2 Large members
8.9 Additional design requirements for structures designed for earthquake effects
8.9.1 Splices in reinforcement
8.9.1.1 Placement of splices
8.9.1.2 Lap splices in region of reversing stresses
8.9.1.3 Requirements for welded splices or mechanical connections
8.9.2 Development length
9 DESIGN OF REINFORCED CONCRETE BEAMS AND ONE-WAY SLABS FOR STRENGTH, SERVICEABILITY AND DUCTILITY
9.1 Notation
9.2 Scope
9.3 General principles and design requirements for beams and one-way slabs
9.3.1 General
9.3.1.1 Moments at supports for beams integral with supports
9.3.1.2 Effective width resisting compression of T-beams
9.3.1.3 Effective moment of inertia in T- beam
9.3.1.4 Contribution of slab reinforcement to design strength of T and L beams
9.3.1.5 Floor finishes
9.3.1.6 Deep beams
9.3.1.6.1 Definition
9.3.1.6.2 Design requirements
9.3.2 Strength of beams and one-way slabs in bending
9.3.3 Strength of beams and in shear
9.3.4 Strength of beams in torsion
9.3.5 Distance between lateral supports of beams
9.3.5.1 Limits on lateral support spacing
9.3.5.2 Effects of load eccentricity on lateral support spacing
9.3.6 Control of flexural cracking
9.3.6.1 General
9.3.6.2 Beams and one-way slabs
9.3.6.3 Skin reinforcement
9.3.7 Control of deflections
9.3.7.1 Minimum thickness
9.3.8 Longitudinal reinforcement in beams and one-way slabs
9.3.8.1 Maximum longitudinal reinforcement in beams and one-way slabs
9.3.8.2 Minimum longitudinal reinforcement in beams and one-way slabs
9.3.8.2.1 Minimum reinforcement in beams
9.3.8.2.2 Minimum reinforcement in statically determinate T-beams
9.3.8.2.3 Reduced minimum reinforcement
9.3.8.2.4 Minimum reinforcement in slabs and footings
9.3.8.3 Spacing of reinforcement in slabs
9.3.8.4 Maximum diameter of longitudinal beam bar in internal beam column joint zones
9.3.8.5 Anchorage of beam bars using hooks in beam column joints
9.3.9 Transverse reinforcement in beams and one-way slabs
9.3.9.1 General
9.3.9.2 Diameter and yield strength of transverse reinforcement
9.3.9.3 Design for shear
9.3.9.3.1 Design shear force adjacent to supports
9.3.9.3.2 Design of shear reinforcement
9.3.9.3.3 Maximum nominal shear stress and effective shear area
9.3.9.3.4 Nominal shear strength provided by the concrete for normal density concrete, Vc
9.3.9.3.5 Nominal shear strength provided by the concrete for lightweight concrete
9.3.9.3.6 Nominal shear strength provided by shear reinforcement
9.3.9.4 Design of shear reinforcement in beams
9.3.9.5 Torsional reinforcement
9.3.9.6 Design of transverse reinforcement for lateral restraint of longitudinal bars
9.3.10 Special provisions for deep beams
9.3.10.1 General
9.3.10.2 Design methods
9.3.10.3 Minimum vertical shear reinforcement
9.3.10.4 Minimum horizontal shear reinforcement
9.3.11 Openings in the web
9.3.11.1 General
9.3.11.2 Location and size of openings
9.3.11.3 Larger openings
9.3.11.4 Location and size of large openings
9.3.11.5 Reinforcement in chords adjacent to openings
9.3.11.6 Reinforcement in webs adjacent to openings
9.4 Additional design requirements for members designed for ductility in earthquakes
9.4.1 Dimensions of beams
9.4.1.1 General
9.4.1.2 Beams with rectangular cross sections
9.4.1.3 Cantilevered beams
9.4.1.4 T - and L - beams
9.4.1.5 Width of compression face of members
9.4.1.6 Slab width effective in tension in negative moment regions of beams
9.4.1.7 Narrow beams and wide columns
9.4.1.8 Wide beams at columns
9.4.2 Potential yielding regions
9.4.3 Longitudinal reinforcement in beams containing ductile or limited ductile plastic regions
9.4.3.1 Development of beam reinforcement
9.4.3.2 Anchorage of beam bars in columns or beam studs
9.4.3.3 Maximum longitudinal reinforcement in beams containing ductile plastic regions
9.4.3.4 Minimum longitudinal reinforcement in beams containing ductile plastic regions
9.4.3.5 Maximum diameter of longitudinal beam bars passing through interior joints of ductile structures
9.4.3.6 Splices in longitudinal reinforcement of beams of ductile structures
9.4.4 Transverse reinforcement in beams of ductile structures
9.4.4.1 Design for shear in beams of ductile structures
9.4.5 Design of transverse reinforcement for lateral restraint of longitudinal bars of beams of ductile structures
10 DESIGN OF REINFORCED CONCRETE COLUMNS AND PIERS FOR STRENGTH AND DUCTILITY
10.1 Notation
10.2 Scope
10.3 General principles and design requirements for columns and piers
10.3.1 Strength calculations at the ultimate limit state
10.3.2 Slenderness effects in columns and piers
Design considerations for columns and piers
10.3.2.2 Evaluation of slenderness effects in columns and piers braced against sidesway
10.3.2.3 Approximate evaluation of slenderness effects
10.3.3 Design cross-sectional dimensions for columns and piers
10.3.3.1 Compression member with multiple spirals
10.3.3.2 Equivalent circular compression member
10.3.4 Strength of columns and piers in bending with axial force
10.3.4.1 General assumptions for flexural and axial force design
10.3.4.2 Limit for design axial force, N *, on columns and piers
10.3.5 Transmission of axial force through floor systems
10.3.5.1 Transmission of load through floor system
10.3.5.2 Placement of concrete in floor
10.3.5.3 Strength of column through floor
10.3.5.4 Strength of columns laterally supported on four sides
10.3.6 Perimeter columns to be tied into floors
10.3.7 Strength of columns and piers in torsion, shear and flexure
10.3.8 Longitudinal reinforcement in columns and piers
10.3.8.1 Limits for area of longitudinal reinforcement
10.3.8.2 Minimum number of longitudinal bars
10.3.8.3 Spacing of longitudinal reinforcement
10.3.8.4 Cranking of longitudinal bars
10.3.9 Splices of longitudinal reinforcement
10.3.9.1 General
10.3.9.2 Offset column faces
10.3.9.3 Laps designed for full yield stress when stress exceeds 0.5 fy.
10.3.10 Transverse reinforcement in columns and piers
10.3.10.1 General
10.3.10.2 Design for shear
10.3.10.3 Shear strength provided by concrete
10.3.10.4 Shear reinforcement
10.3.10.5 Design of spiral or circular hoop transverse reinforcement for confinement of concrete and lateral restraint of longitudinal bars
10.3.10.6 Design of rectangular hoop and tie transverse reinforcement for confinement of concrete and lateral restraint of longitudinal bars
10.3.10.7 Minimum diameter of transverse reinforcement
10.3.10.8 Anchorage of transverse reinforcement
10.3.10.9 Set out of transverse reinforcement at column ends
10.3.11 Composite compression members
10.3.11.1 General
10.3.11.2 Strength
10.3.11.3 Axial load strength assigned to concrete
10.3.11.4 Axial load strength not assigned to concrete
10.3.11.5 Slenderness effects
10.3.11.6 Structural steel encased concrete core
10.4 Additional design requirements for members designed for ductility in earthquakes
10.4.1 Strength calculations at the ultimate limit state
10.4.2 Protection of columns at the ultimate limit state
10.4.3 Dimensions of columns and piers
10.4.3.1 General
10.4.3.2 Columns in framed structures
10.4.3.3 Cantilevered columns
10.4.3.4 Web width of T - and L - member
10.4.3.5 Compression face width of T-, L- or - members
10.4.3.6 Narrow beams and wide columns
10.4.4 Limit for design axial force on columns and piers
10.4.5 Ductile detailing length
10.4.6 Longitudinal reinforcement in columns and piers
10.4.6.1 Longitudinal reinforcement
10.4.6.2 Maximum area of longitudinal reinforcement
10.4.6.3 Spacing of longitudinal bars in plastic hinge region
10.4.6.4 Spacing of longitudinal reinforcement in columns
10.4.6.5 Anchorage of column bars in beam column joints
10.4.6.6 Maximum longitudinal column bar diameter in beam column joint zones
10.4.6.7 Detailing of column bars passing through beam column joints
10.4.6.8 Splices of longitudinal reinforcement
10.4.7 Transverse reinforcement in columns and piers
10.4.7.1 Transverse reinforcement quantity
10.4.7.2 Design for shear
10.4.7.3 Alternative design methods for concrete confinement and lateral restraint of longitudinal bars
10.4.7.4 Design of spiral or circular hoop reinforcement for confinement of concrete and lateral restraint of longitudinal bars
10.4.7.5 Design of rectangular hoop or tie reinforcement for confinement of concrete and lateral restraint of longitudinal bars
10.4.7.6 Support of longitudinal bars
11 DESIGN OF STRUCTURAL WALLS FOR STRENGTH, SERVICEABILITY AND DUCTILITY
11.1 Notation
11.2 Scope
11.2.1 Application
11.2.2 Requirements determined by curvature ductility
11.3 General principles and design requirements for structural walls
11.3.1 General design principles
11.3.1.1 General
11.3.1.2 Provision for eccentric loads
11.3.1.3 Effective flange projections for walls with returns
11.3.2 Minimum wall thickness
11.3.3 Maximum wall thickness for singly reinforced walls
11.3.4 Design for stability
11.3.4.1 Design by rational analysis
Design assumptions for rational stability analysis
11.3.4.3 Simplified methods of stability analysis
11.3.5 Simplified stability assessment for slender singly reinforced walls
11.3.5.1 Design for actions causing bending about the weak axis
11.3.5.2 Design for actions causing bending about the strong axis
11.3.6 Simplified stability assessment for doubly reinforced concrete walls
11.3.6.1 Limitation on the use of the method
11.3.6.2 Design for Euler buckling from eccentric axial loads
11.3.7 Walls with high axial loads
11.3.8 Flexural crack control
11.3.9 Strength of walls in flexure
11.3.10 Strength of walls in shear
11.3.10.1 General
11.3.10.2 Shear design of face loaded walls
11.3.10.3 Design for shear in the plane of a wall
11.3.11 Wall reinforcement
11.3.11.1 General
11.3.11.2 Placement of reinforcement in walls
11.3.11.3 Minimum and maximum area of reinforcement
11.3.11.4 Reinforcement around openings
11.3.11.5 Ties around vertical reinforcement
11.3.11.6 Curtailment of flexural reinforcement
11.4 Additional design requirements for members designed for ductility in earthquakes
11.4.1 General seismic design requirements
11.4.1.1 Interaction of flanges, boundary members and webs
11.4.1.2 Design of ductile walls
11.4.1.3 Effective flange projections for walls with returns
11.4.2 Dimensional limitations
11.4.2.1 Prevention of buckling of thin walls loaded in-plane
11.4.2.2 Minimum thickness for prevention of instability within plastic hinge region
11.4.2.3 Dimensions of enlarged boundary element
11.4.2.4 Flange thickness
11.4.3 Ductile detailing lengths
11.4.4 Curvature ductility limitations on the use of singly reinforced walls
11.4.5 Reinforcement diameters
11.4.6 Transverse reinforcement
11.4.6.1 Transverse reinforcement requirements
11.4.6.2 Shear reinforcement to be anchored at ends
11.4.6.3 Transverse reinforcement for lateral restraint in plastic hinge regions
11.4.6.4 Transverse reinforcement for lateral restraint of longitudinal bars outside plastic hinge regions
11.4.6.5 Confinement requirements in plastic hinge region
11.4.7 Shear strength
11.4.7.1 General
11.4.7.2 Maximum design shear force
11.4.7.3 Shear strength provided by the concrete
11.4.7.4 Sliding shear of squat walls
11.4.8 Walls with openings
11.4.9 Special splice and anchorage requirements
11.4.9.1 Splicing of flexural tension reinforcement
11.4.9.2 Staggering of lapped splices
11.4.9.3 Welded and mechanical splices
11.4.9.4 Welded splices in areas where yielding can not occur
12 DESIGN OF REINFORCED CONCRETE TWO-WAY SLABS FOR STRENGTH AND SERVICEABILITY
12.1 Notation
12.2 Scope
12.3 General
12.3.1 Slab systems
12.3.2 Floor finishes
12.3.3 Recesses and pockets
12.3.4 Panelled ceilings
12.3.5 Prestressed concrete slabs
12.4 Design procedures
12.4.1 General
12.4.2 Design methods
12.5 Design for flexure
12.5.1 General
12.5.2 Effective area of concentrated loads
12.5.3 Design moments from elastic thin plate theory
12.5.4 Design moments from non-linear analysis
12.5.5 Design moments from plastic theory
12.5.6 Slab reinforcement
12.5.6.1 Size of drop panels
12.5.6.2 Area of reinforcement
12.5.6.3 Spacing of flexural reinforcement
12.5.6.4 Extent of positive moment reinforcement at edge
12.5.6.5 Anchorage of negative moment reinforcement at edge
12.5.6.6 Anchorage at edge
12.5.6.7 Reinforcement for torsional moments
12.5.6.8 Slabs supported on columns
12.5.6.9 Integrity reinforcement for slabs supported on columns
12.6 Serviceability of slabs
12.6.1 General
12.6.2 Cracking
12.6.3 Deflections
12.7 Design for shear
12.7.1 Critical sections for shear
12.7.2 Design for two-way action
12.7.3 Shear strength
12.7.3.1 Nominal shear strength for punching shear
12.7.3.2 Nominal shear stress resisted by the concrete
12.7.3.3 Nominal shear stress, vn for punching shear
12.7.3.4 Maximum nominal shear stress
12.7.3.5 Shear to be resisted by shear reinforcement for punching shear
12.7.4 Shear reinforcement consisting of bars or wires or stirrups
12.7.4.1 Design requirements
12.7.4.2 Area of shear reinforcement
12.7.4.3 Minimum shear reinforcement for punching shear
12.7.4.4 Placement of shear reinforcement in the form of vertical stirrups
12.7.4.5 Anchorage requirements of shear reinforcement in the form of bars or wires
12.7.5 Shear reinforcement consisting of structural steel or channel-shaped sections and other equivalent devices
12.7.5.1 General
12.7.5.2 Details of shearheads
12.7.5.3 Critical slab section for shear
12.7.5.4 Limit on nominal shear strength
12.7.5.5 Moment of resistance contributed by shearhead
12.7.6 Openings in slabs
12.7.7 Transfer of moment and shear in slab column connections
12.7.7.1 General
12.7.7.2 Unbalanced moment transferred by flexure
12.7.7.3 Unbalanced moment transferred by eccentricity of shear
12.8 Design of reinforced concrete bridge decks
12.8.1 Design methods
12.8.2 Empirical design based on assumed membrane action
12.8.2.1 General
12.8.2.2 Conditions
12.8.2.3 Reinforcement
12.8.2.4 Longitudinal negative moments in continuous structures
12.8.2.5 Minimum slab thickness
12.8.3 Design based on elastic plate bending analysis
12.8.3.1 Determination of moments
12.8.3.2 Deck slab also functioning as a flange
12.8.3.3 Haunched slabs
12.8.4 Span length of reinforced concrete bridge deck slabs
12.8.4.1 General
12.8.4.2 Slab span for a uniform slab monolithic with webs
12.8.4.3 Span length for a haunched slab
12.8.4.4 Span length of slab on steel girders
12.8.4.5 Span length of slab spanning between non-uniformly spaced supports
13 DESIGN OF DIAPHRAGMS
13.1 Notation
13.2 Scope and definitions
13.3 General principles and design requirements
13.3.1 Functions of diaphragms
13.3.2 Analysis procedures
13.3.3 Openings
13.3.4 Stiffness
13.3.5 Reinforcement shall be anchored
13.3.6 Changes in depth
13.3.7 Diaphragms incorporating precast concrete elements
13.3.7.1 Composite concrete flexural members
13.3.7.2 Requirements for toppings transferring diaphragm forces
13.3.7.3 Starter and continuity bars
13.3.7.4 Transfer of diaphragm forces across joints in untopped systems
13.3.7.5 Connection of diaphragm to primary lateral force-resisting system
13.3.8 Reinforcement detailing for elastically responding diaphragms
13.3.9 Strength of diaphragms in shear
13.3.10 Columns to be tied to diaphragms
13.4 Additional design requirements for elements designed for ductility in earthquakes
13.4.1 Design forces for designed to dissipate energy diaphragms
13.4.2 Reinforcement detailing
13.4.3 Diaphragms incorporating precast concrete elements
13.4.3.1 Precast shall be tied to topping
14 FOOTINGS, PILES AND PILE CAPS
14.1 Notation
14.2 Scope
14.3 General principles and requirements
14.3.1 Serviceability and ultimate limit state design
14.3.2 Design of pile caps
14.3.3 Moment in footings
14.3.3.1 Moment on a section
14.3.3.2 Critical design section
14.3.3.3 Strength of footings in flexure
14.3.3.4 Foundation elements supporting circular or regular polygon shaped columns or pedestals
14.3.4 Shear in footings
14.3.4.1 General
14.3.4.2 Spread footings and footing supported by piles
14.3.4.3 Shear in pile caps
14.3.5 Development of reinforcement in footing
14.3.5.1 General
14.3.5.2 Development of reinforcement
14.3.5.3 Critical sections for development
14.3.5.4 Curtailment of reinforcement
14.3.6 Piled foundations
14.3.6.1 General
14.3.6.2 Strength of piles in axial load and flexure
14.3.6.3 Details for upper ends of piles
14.3.6.4 Longitudinal reinforcement in reinforced concrete piles
14.3.6.5 Minimum longitudinal reinforcement in reinforced concrete piles
14.3.6.6 Maximum longitudinal reinforcement in reinforced concrete piles
14.3.6.7 Longitudinal reinforcement in prestressed concrete pile
14.3.6.8 Strength of piles in shear
14.3.6.9 Piled foundations with permanent casing
14.3.6.10 Transverse reinforcement for confinement and lateral restraint of longitudinal bars
14.4 Additional design requirements for members designed for ductility in earthquakes
14.4.1 Designing for ductility
14.4.1.1 General
14.4.1.2 Compliance with additional requirements
14.4.1.3 Longitudinal reinforcement
14.4.1.4 Transverse reinforcement
14.4.2 Pile caps
15 DESIGN OF BEAM COLUMN JOINTS
15.1 Notation
15.2 Scope
15.2.1 General
15.2.2 Alternative methods
15.3 General principles and design requirements for beam column joints
15.3.1 Design criteria
15.3.2 Design forces
15.3.3 Consideration of concurrency
15.3.4 Maximum horizontal joint shear force
15.3.5 Design principles, mechanisms of shear resistance
15.3.6 Horizontal joint shear reinforcement
15.3.6.1 Design basis for horizontal shear
15.3.6.2 Area of horizontal joint shear reinforcement
15.3.7 Vertical joint shear reinforcement
15.3.7.1 Design basis for vertical shear
15.3.7.2 Area of vertical joint shear reinforcement
15.3.8 Confinement
15.4 Additional design requirements for beam column joints with ductile, including limited ductile, members adjacent to the joint
15.4.1 General
15.4.2 Design forces
15.4.2.1 Forces acting on beam column joint
15.4.2.2 Horizontal design shear force
15.4.2.3 Consideration of concurrency
15.4.3 Design assumptions
15.4.3.1 The role of shear reinforcement
15.4.3.2 Maximum horizontal design shear force
15.4.3.3 Determination of shear resistance of joint
15.4.3.4 Horizontal joint shear reinforcement
15.4.3.5 Placement of shear reinforcement
15.4.3.6 Design yield strength of shear reinforcement
15.4.4 Horizontal joint shear reinforcement
15.4.4.1 Area of horizontal joint shear reinforcement
15.4.4.2 Prestressed beams
15.4.4.3 Distribution of horizontal joint shear reinforcement
15.4.4.4 Minimum horizontal joint reinforcement
15.4.5 Vertical joint shear reinforcement
15.4.5.1 Area of vertical joint reinforcement
15.4.5.2 Vertical joint shear reinforcement
15.4.5.3 Spacing of vertical joint reinforcement
15.4.6 Joints with wide columns and narrow beams
15.4.7 Eccentric beam column joints
15.4.8 Maximum diameter of longitudinal beam bars passing through joints
15.4.9 Maximum diameter of column bars passing through joint
16 BEARING STRENGTH, BRACKETS AND CORBELS
16.1 Notation
16.2 Scope
16.3 Bearing strength
16.3.1 General
16.3.2 Exclusions
16.3.3 Strength reduction factor
16.4 Design of brackets and corbels
16.4.1 Strength reduction factor
16.4.2 Loading
16.4.3 Bearing area
16.4.4 Method of design
16.5 Empirical design of corbels or brackets
16.5.1 Depth at outside edge
16.5.2 Design actions at face of support
16.5.3 Shear-friction reinforcement
16.5.4 Maximum shear stress
16.5.5 Reinforcement for flexure
16.5.6 Reinforcement for axial tension force
16.5.7 Primary tension reinforcement
16.5.8 Closed stirrups or ties
16.5.9 Minimum ratio for p
16.5.10 Reinforcement As
17 EMBEDDED ITEMS, FIXINGS AND SECONDARY STRUCTURAL ELEMENTS
17.1 Notation
17.2 Scope
17.3 Design procedures
17.4 Embedded items
17.5 Fixings
17.5.1 General
17.5.2 Design forces
17.5.3 Inserts for lifting
17.5.4 Strength of fixings by testing
17.5.5 Strength of fixings by calculation
17.5.6 Strength of cast-in anchors
17.5.6.1 Scope
17.5.6.2 Load application
17.5.6.3 Strength requirements
17.5.6.4 Strength reduction factors
17.5.6.5 Interaction of tension and shear
17.5.6.6 Interaction of tension and shear – simplified procedures
17.5.7 Lower characteristic strength of anchor in tension
17.5.7.1 Steel strength of anchor in tension
17.5.7.2 Strength of concrete breakout of anchor
17.5.7.3 Lower characteristic tension pullout strength of anchor
17.5.7.4 Lower characteristic concrete side face blowout strength
17.5.8 Lower characteristic strength of anchor in shear
17.5.8.1 Lower characteristic shear strength of steel of anchor
17.5.8.2 Lower characteristic concrete breakout strength of the anchor in shear perpendicular to edge
17.5.8.3 Lower characteristic concrete breakout strength of the anchor in shear parallel to edge
17.5.8.4 Lower characteristic concrete pry-out of the anchor in shear
17.5.9 Durability and fire resistance
17.6 Additional design requirements for fixings designed for earthquake effects
17.6.1 Fixing design philosophy
17.6.2 Fixings designed for seismic separation
17.6.3 Fixings stronger than the overstrength capacity of the attachment
17.6.4 Fixings design to remain elastic
17.6.5 Fixings designed for ductility
17.6.6 Fixings in plastic hinge regions
18 PRECAST CONCRETE AND COMPOSITE CONCRETE FLEXURAL MEMBERS
18.1 Notation
18.2 Scope
18.2.1 Precast concrete defined
18.2.2 Composite concrete flexural members defined
18.2.3 Composite concrete and structural steel not covered
18.2.4 Section 18 in addition to other provisions of this Standard
18.3 General
18.3.1 Design to consider all loading and restraint conditions
18.3.2 Include forces and deformations at connections
18.3.3 Consider serviceability and ultimate limit states
18.3.4 Tolerances
18.3.5 Long-term effects
18.4 Distribution of forces among members
18.4.1 Forces perpendicular to plane of members
18.4.2 In-plane forces
18.5 Member design
18.5.1 Prestressed slabs and wall panels
18.5.2 Composite concrete flexural members
18.5.2.1 Shored and unshored members
18.5.2.2 Design of constituent elements
18.5.2.3 Reinforcement for composite members
18.5.3 Shear resisted composite and non-composite section
18.5.4 Longitudinal shear in composite members
18.5.4.1 Requirements for full shear transfer
18.5.4.2 Longitudinal shear stress
Transfer of longitudinal shear at contact surfaces
18.5.4.4 Transfer of shear where tension exists
18.5.4.5 Requirements for bridge superstructures
18.5.4.6 Bridge deck overlays
18.5.5 Ties for longitudinal shear
18.5.5.1 Minimum anchorage into composite topping
18.5.5.2 Minimum area and spacing of ties
18.5.5.3 Types of ties
18.5.6 Precast shell beam construction
18.5.6.1 Section and material properties
18.5.6.2 Requirements for fully-composite action
18.5.6.3 Design of precast shell
18.5.6.4 Shear strength of composite beam
18.6 Structural integrity and robustness
18.6.1 Load path to lateral force-resisting systems
18.6.2 Diaphragm action
18.6.3 Wall structures three or more storeys high
18.6.4 Joints between vertical members
18.6.5 Connections
18.6.6 Frames supporting precast floors
18.6.7 Deformation compatibility of precast flooring systems
18.6.7.1 General
18.6.7.2 Precast flooring parallel to beams
18.7 Connection and bearing design
18.7.1 Transfer of forces between members
18.7.2 Adequacy of connections
18.7.3 Connections using different materials
18.7.4 Floor or roof members supported by bearing on a seating
18.7.5 Development of positive moment reinforcement
18.8 Additional requirements for ductile structures designed for earthquake effects
18.8.1 Composite concrete flexural members
18.8.1.1 Diaphragm action
18.8.1.2 Frame dilatancy
18.8.1.3 Precast shell beam construction
18.8.2 Broad categories of precast concrete seismic systems
18.8.2.1 Construction incorporating precast concrete
18.8.2.2 Equivalent monolithic systems
18.8.2.3 Jointed systems
19 PRESTRESSED CONCRETE
19.1 Notation
19.2 Scope
19.2.1 General
19.2.2 Other provisions for prestressed concrete
19.3 General principles and requirements
19.3.1 General design assumptions
19.3.1.1 Design requirements
19.3.1.2 Concrete stresses at the serviceability limit state
19.3.1.3 Secondary prestressing moments
19.3.1.4 Effect of deformations
19.3.1.5 Possibility of buckling
19.3.1.6 Section properties
19.3.1.7 Tendons deviating from straight lines
19.3.1.8 Reinforcement for shrinkage and temperature stresses
19.3.1.9 Stress concentrations
19.3.1.10 Unbonded tendons
19.3.2 Classification of prestressed members and sections
19.3.3 Serviceability limit state requirements – flexural members
19.3.3.1 General
19.3.3.2 Calculation of stresses in the elastic range
19.3.3.3 Section properties
19.3.3.4 Deflection
19.3.3.5 Permissible stresses in concrete
19.3.3.6 Permissible stresses in prestressed and Non-Prestressed Reinforcement
19.3.3.7 Reinforcement on sides of beams
19.3.4 Loss of prestress in tendons
19.3.4.1 General
19.3.4.2 Loss of prestress due to creep and shrinkage
19.3.4.3 Time-dependent losses of prestress
19.3.4.4 Loss of prestress due to other considerations
19.3.5 Ultimate limit state design requirements
19.3.6 Flexural strength of beams and slabs
19.3.6.1 Design flexural strength
19.3.6.2 Nominal flexural strength
19.3.6.3 Strain compatibility analysis
19.3.6.4 Alternative method
19.3.6.5 Non-prestressed reinforcement
19.3.6.6 Limits for longitudinal reinforcement
19.3.6.7 Minimum bonded reinforcement
19.3.7 Compression members – combined flexure and axial loads
19.3.7.1 General
19.3.7.2 Axial load limit
19.3.7.3 Limits for reinforcement in prestressed compression members
19.3.8 Statically indeterminate structures
19.3.8.1 General
19.3.8.2 Serviceability limit state
19.3.8.3 Ultimate limit state
19.3.9 Redistribution of design moments for ultimate limit state
19.3.9.1 General
19.3.9.2 Fundamental analysis for moment redistribution
19.3.9.3 Exclusion of secondary moments
19.3.9.4 Deemed to apply approach for prestressed concrete members
19.3.9.5 Design moments
19.3.9.6 Redistribution in members with unbonded prestressed reinforcement
19.3.10 Slab systems
19.3.10.1 Design actions
19.3.10.2 Design strengths
19.3.10.3 Service load conditions
19.3.10.4 Tendon layout
19.3.10.5 Bonded reinforcement
19.3.10.6 Lift slabs
19.3.11 Shear strength
19.3.11.1 Beams and one-way slabs
19.3.11.2 Nominal shear strength provided by the concrete
19.3.11.3 Nominal shear strength provided by shear reinforcement
19.3.12 Torsional strength
19.3.13 Anchorage zones for post-tensioned tendons
19.3.13.1 General
19.3.13.2 Design forces in prestress tendons
19.3.13.3 Design material strengths
19.3.13.4 Design methods
19.3.13.5 Detailing requirements
19.3.14 Curved tendons
19.3.15 Corrosion protection for unbonded tendons
19.3.15.1 General
19.3.15.2 Watertightness
19.3.15.3 Corrosive environments
19.3.16 Post-tensioning ducts
19.3.16.1 General
19.3.16.2 Single wire, strand or bar
19.3.16.3 Multiple wire, strand or bar
19.3.17 Post-tensioning anchorages and couplers
19.3.17.1 Strength of anchorages and couplers
19.3.17.2 Location of couplers
19.3.17.3 Fatigue of anchorages and couplers
19.3.17.4 Protection against corrosion
19.3.18 External post-tensioning
19.3.18.1 General
19.3.18.2 Flexural strength
19.3.18.3 Attachment to member
19.3.18.4 Protection against corrosion
19.4 Additional design requirements for earthquake actions
19.4.1 General
19.4.2 Materials
19.4.2.1 Prestressing steel
19.4.2.2 Concrete
19.4.2.3 Grouting of tendons
19.4.3 Beams and floor slabs
19.4.3.1 Dimensions
19.4.3.2 Redistribution of moments
19.4.3.3 Nominally ductile, limited ductile and ductile plastic regions
19.4.3.4 Contribution of reinforcement in flanges to strength of beams
19.4.3.5 Transverse reinforcement
19.4.3.6 Floors with precast pretensioned units
19.4.4 Design of columns and piles
19.4.4.1 Confinement and anti-buckling reinforcement
19.4.4.2 Minimum reinforcement content
19.4.4.3 Spacing of longitudinal reinforcement
19.4.4.4 Transverse reinforcement in potential plastic regions
19.4.4.5 Shear strength
19.4.5 Prestressed moment resisting frames
19.4.5.1 Beam tendons at beam column joints
19.4.5.2 Partially prestressed beams
19.4.5.3 Ducts for grouted tendons
19.4.5.4 Jointing material
19.4.5.5 Joint reinforcement
19.4.6 Design of hybrid jointed frames
APPENDIX A – STRUT-AND-TIE MODELS (Normative)
APPENDIX B – SPECIAL PROVISIONS FOR THE SEISMIC DESIGN OF DUCTILE JOINTED PRECAST CONCRETE STRUCTURAL SYSTEMS (Normative)
APPENDIX D – METHODS FOR THE EVALUATION OF ACTIONS IN DUCTILE AND LIMITED DUCTILE MULTI-STOREY FRAMES AND WALLS (Normative)
C1 GENERAL
C1.1 Scope
C1.1.1 Relationship to NZ Building Code
C1.1.4 Interpretation
C1.3 Design
C1.4 Construction
C1.5 Definitions
C2 DESIGN PROCEDURES, LOADS AND ACTIONS
C2.1 Notation
C2.2 Design requirements
C2.2.1 Design considerations
C2.3 Design for strength and stability at the ultimate limit state
C2.3.2 Design for strength
C2.3.2.1 General
C2.3.2.2 Strength reduction factors, ultimate limit state
C2.4 Design for serviceability
C2.4.1 General
C2.4.2 Deflection
C2.4.2.2 Bridges
C2.4.3 Minimum thickness
C2.4.4 Crack control
C2.4.4.1 Cracking due to flexure and axial load in reinforced concrete members in buildings
C2.4.4.2 Bridges
C2.4.4.4 Spacing of reinforcement for crack control on the extreme tension face
C2.4.4.5 Crack control on the sides of members subjected to tension
C2.4.4.6 Assessment of surface crack widths
C2.4.4.7 Crack control in flanges of beams
C2.4.4.8 Control of thermal and shrinkage cracking
C2.5 Other design requirements
C2.5.1 General
C2.5.2 Fatigue (serviceability limit state)
C2.5.2.1 General
C2.5.2.2 Permissible stress range
C2.6 Additional design requirements for earthquake effects
C2.6.1 General
C2.6.1.1 Deformation capacity
C2.6.1.2 Classification of structures
C2.6.1.3.1 Classification nomenclature
C2.6.1.3.2 Material strain limits in plastic regions
C2.6.1.3.3 Effective plastic region lengths
C2.6.1.3.4 Material strain limits
C2.6.1.4 Stiffness of members for seismic analysis
C2.6.2 Seismic actions
C2.6.2.1 General
C2.6.2.2 Structural performance factor
C2.6.2.3 Structural ductility factor
C2.6.3 Serviceability limit state
C2.6.3.1 General
C2.6.3.2 Strength reduction factor
C2.6.4 Ultimate limit state
C2.6.5 Capacity design
C2.6.5.1 General
C2.6.5.2 Identification of ductile mechanism
C2.6.5.3 Detailing of potential plastic regions
C2.6.5.4 Overstrength actions
C2.6.5.5 Likely maximum material strengths
C2.6.5.6 Ends of columns
C2.6.5.7 Capacity design for regions outside potential plastic regions
C2.6.5.8 Concurrency and capacity design
C2.6.6 Additional requirements for nominally ductile structures
C2.6.6.1 Limitations for nominally ductile structures
C2.6.7 Additional requirements for ductile and limited ductile moment resisting frames
C2.6.7.4 Alternative design methods for columns in multi-storey frames
C2.6.7.5 Design actions in columns
C2.6.8 Ductile walls and dual systems
C2.6.8.1 Inelastic deformation of structural walls
C2.6.8.2 Shear strength of structural walls
C2.6.8.3 Coupled walls
C2.6.8.4 Ductile dual structures
C2.6.9 Structures incorporating mechanical energy dissipating devices
C2.6.10 Secondary structural elements
C2.6.10.1 Definitions
C2.6.10.2 Group 1 secondary elements
C2.6.10.3 Group 2 secondary elements
C3 DESIGN FOR DURABILITY
C3.2 Scope
C3.2.1 Concrete
C3.2.3 Design considerations
C3.2.4 Design for particular environmental conditions
C3.3 Design life
C3.3.1 Specified intended life
C3.4 Exposure classification
C3.4.3 Chemical exposure classification
C3.4.3.1 Chemical attack from natural soil and groundwater
C3.4.3.2 Other chemical attack
C3.5 Requirements for aggressive soil and groundwater exposure classification XA
C3.6 Minimum concrete curing requirements
C3.7 Additional requirements for concrete for exposure classification C
C3.7.1 Supplementary cementitious materials
C3.7.2 Water/binder ratio and binder content
C3.8 Requirements for concrete for exposure classification U
C3.9 Finishing, strength and curing requirements for abrasion
C3.10 Requirements for freezing and thawing
C3.11 Requirements for concrete cover to reinforcing steel and tendons
C3.11.2 Cover of reinforcement for concrete placement
C3.11.3 Cover for corrosion protection
C3.11.3.1 General
C3.11.3.2 Formed or free surfaces
C3.11.3.3 Casting against ground
C3.12 Chloride based life prediction models and durability enhancement measures
C3.12.1 The use of life prediction models
C3.12.2 Other durability enhancing measures
C3.13 Protection of cast-in fixings and fastenings
C3.14 Restrictions on chemical content in concrete
C3.14.1 Restriction on chloride ion for corrosion protection
C3.14.2 Restriction on sulphate content
C3.14.3 Restriction on other salts
C3.15 Alkali silica reaction
C4 DESIGN FOR FIRE RESISTANCE
C4.1 Notation
C4.2 Scope
C4.3 Design performance criteria
C4.3.1 General performance criteria
C4.3.2 General rules for the interpretation of tabular data and charts
C4.3.3 Increase in axis distance for prestressing tendons
C4.4 Fire resistance ratings for beams
C4.5 Fire resistance ratings for slabs
C4.5.1 Insulation for slabs
C4.5.2 Structural adequacy for slabs
C4.6 Fire resistance ratings for columns
C4.7 Fire resistance ratings for walls
C4.7.2 Structural adequacy for walls
C4.8 External walls that could collapse outwards in fire
C4.8.2 Forces on connections
C4.10 Fire resistance rating by calculation
C5 DESIGN PROPERTIES OF MATERIALS
C5.1 Notation
C5.2 Properties of concrete
C5.2.1 Specified compressive strength
C5.2.2 Applicable density range
C5.2.3 Modulus of elasticity
C5.2.4 Modulus of rupture
C5.2.5 Modulus of rupture from testing
C5.2.6 Direct tensile strength concrete
C5.2.9 Coefficient of thermal expansion
C5.2.10 and C5.2.11 Shrinkage & creep
C5.3 Properties of reinforcement
C5.3.1 Use of plain and deformed reinforcement
C5.3.2 Reinforcement grades
C5.3.3 Strength
C5.3.4 Modulus of elasticity
C5.4 Properties of tendons
C5.4.3 Stress–strain curves
C5.5 Properties of steel fibre reinforced concrete
APPENDIX A TO C5
DESIGN PROPERTIES OF MATERIALS
C5A TEST AND DESIGN METHODS FOR STEEL FIBRE REINFORCED CONCRETE SUBJECTED TO MONOTONIC LOADING
C5.A1 Notation
C5.A2 Introduction
C5.A3 Material properties
C5.A3.1 Compressive strength
C5.A3.2 Flexural tensile strength
C5.A3.3 Residual flexural tensile strength
C5.A4 Design at ultimate limit states
C5.A4.1 Ultimate limit states for bending and axial force
C5.A4.1.1 General
C5.A4.2 Shear
C5.A4.2.1 Standard method
C5.A5 Design at serviceability limit states
C5.A5.1 General
C5A5.2 Minimum reinforcement
C5.A6 Detailing provisions
C5.A6.1 Shear reinforcement in beams
C5.A7 Derivation of stresses in – diagram test
C6 METHODS OF STRUCTURAL ANALYSIS
C6.1 Notation
C6.2 General
C6.2.1 Basis for structural analysis
C6.2.2 Interpretation of the results of analysis
C6.2.3 Methods of analysis
C6.2.4 Vertical loads on continuous beams, frames and floor systems
C6.3 Linear elastic analysis
C6.3.1 Application
C6.3.2 Span lengths
C6.3.5 Stiffness
C6.3.6 Secondary bending moments and shears resulting from prestress
C6.3.7 Moment redistribution in reinforced and prestressed members for ULS
C6.3.7.1 General requirements
C6.3.7.2 Deemed to comply approach for reinforced members
C6.3.8 Idealised frame method of analysis
C6.4 Non-linear structural analysis
C6.4.1 General
C6.4.2 Non-linear material effects
C6.4.3 Non-linear geometric effects
C6.4.4 Values of material properties
C6.5 Plastic methods of analysis
C6.6 Analysis using strut-and-tie models
C6.7 Simplified methods of flexural analysis
C6.7.1 General
C6.7.2 Simplified method for reinforced continuous beams and one-way slabs
C6.7.3 Simplified method for reinforced two-way slabs supported on four sides
C6.7.4 Simplified method for reinforced two-way slab systems having multiple spans
C6.8 Calculation of deflection
C6.8.2 Deflection calculation with a rational model
C6.8.3 Calculation of deflection by empirical method
C6.8.4 Prestressed concrete
C6.8.5 Shored composite construction
C6.9.1 Linear elastic analysis
C6.9.1.3 Walls and other deep members
C6.9.1.4 Ductile dual structures
C6.9.1.5 Redistribution of moments and shear forces
C7 FLEXURE, SHEAR AND TORSIONAL STRENGTH OF MEMBERS WITH OR WITHOUT AXIAL LOAD
C7.1 Notation
C7.2 Scope
C7.3 General principles
C7.4 Flexural strength of members with shear and with or without axial load
C7.4.1 Flexural strength requirement
C7.4.2 General design assumptions for flexural strength
C7.4.2.1 Strength calculations at the ultimate limit state
C7.4.2.2 Strain relationship to geometry
C7.4.2.3 Maximum concrete strain
C7.4.2.4 Steel stress-strain relationship
C7.4.2.5 Concrete tensile strength
C7.4.2.6 Concrete stress-strain relationship
C7.4.2.7 Equivalent rectangular concrete stress distribution
C7.4.2.8 Balanced conditions
C7.4.2.9 Compression reinforcement
C7.5 Shear strength of members
C7.5.1 General
The equations for shear are presented in terms of shear force. However, critical shear force levels are calculated from limiting shear stress levels for two reasons. Firstly, the limiting shear stress levels are applicable to many different situations and hence this gives a rational basis for calculations. Secondly, the shear stress level gives the designer a feel for how critical shear is in any particular situation.
C7.5.2 Maximum nominal shear stress, vn
C7.5.3 Nominal shear strength
C7.5.4 Nominal shear strength provided by the concrete, Vc
C7.5.5 Nominal shear strength provided by the shear reinforcement
C7.5.7 Location and anchorage of reinforcement
C7.5.8 Design yield strength of shear reinforcement
C7.5.9 Alternative methods for determining shear strength
C7.5.10 Minimum area of shear reinforcement
C7.6 Torsional strength of members with flexure and shear with and without axial loads
C7.6.1 Members loaded in torsion
C7.6.1.2 Requirement for torsional reinforcement
C7.6.1.3 Torsion due to deformation compatibility
C7.6.1.5 Torsional strength requirement
C7.6.1.6 Torsional shear stress
C7.6.1.7 Torsion in flanged sections
C7.6.1.8 Torsional and flexural shear together
C7.6.2 Reinforcement for compatibility torsion
C7.6.3 Torsional reinforcement details
C7.6.4 Design of reinforcement for torsion required for equilibrium
C7.6.4.1 and C7.6.4.2 Torsion design moment and torsion reinforcement
C7.6.4.3 Longitudinal torsional reinforcement reduction in compression zone
C7.7 Shear-friction
C7.7.1 General
C7.7.3 Design approach
C7.7.4 Shear-friction design method
C7.7.4.1 Shear-friction reinforcement perpendicular to shear plane
C7.7.4.2 Shear-friction reinforcement inclined to shear plane
C7.7.4.3 Coefficient of friction
C7.7.5 Maximum shear strength
C7.7.7 Reinforcement for net tension across shear plane
C7.7.8 Shear-friction reinforcement
C7.7.10 Concrete placed against as-rolled structural steel
C7.7.11 Additional design requirements for members designed for earthquake effects
C8 STRESS DEVELOPMENT, DETAILING AND SPLICING OF REINFORCEMENT AND TENDONS
C8.1 Notation
C8.2 Scope
C8.3 Spacing of reinforcement
C8.3.1 Clear distance between parallel bars
C8.3.4 Bundled bars
C8.3.5 Spacing of principal reinforcement in walls and slabs
C8.3.6 Spacing of outer bars in bridge decks or abutment walls
C8.3.7 Spacing between longitudinal bars in compression members
C8.3.8 Spacing between splices
C8.3.9 Spacing between pre-tensioning reinforcement
C8.3.10 Bundles of ducts for post-tensioned steel
C8.4 Bending of reinforcement
C8.4.2.1 Minimum bend diameters for main bars
C8.4.2.2 Minimum bend diameter in fatigue situations
C8.4.2.3 Stirrup and tie bends
C8.4.3 Bending of welded wire fabric
C8.5 Welding of reinforcement
C8.5.1 Compliance with AS/NZS 1554: Part 3
C8.5.2 In-line quenched and tempered steel bars
C8.6 Development of reinforcement
C8.6.1 Development of reinforcement – General
C8.6.3 Development length of deformed bars and deformed wire in tension
C8.6.3.2 Basic development length in tension
C8.6.3.3 Refined development length in tension
C8.6.4 Development length of plain bars and plain wire in tension
C8.6.5 Development length of deformed bars and deformed wire in compression
C8.6.7 Development of bundled bars
C8.6.8 Development of welded plain and deformed wire fabric in tension
C8.6.8.1 Development length of wire fabric
C8.6.8.2 Development length of welded wire fabric – cross wires considered
C8.6.8.3 Development length of welded wire fabric – cross wires not considered
C8.6.9 Development of prestressing strand
C8.6.10 Standard hooks
C8.6.10.1 Standard hooks – definition
C8.6.10.3 Development length of standard hooks in tension
C8.6.11 Mechanical anchorage
C8.6.12 Development of flexural reinforcement
C8.6.12.2 Critical sections
C8.6.12.3 Extension of tension reinforcement
C8.6.12.4 Termination in a tension zone
C8.6.12.5 End anchorage in flexural members
C8.6.13 Development of positive moment reinforcement in tension
C8.6.13.1 Limitation in area of bars
C8.6.13.2 Critical sections
C8.6.13.3 Limitation in diameter of bars at simple supports
C8.6.14 Development of negative moment reinforcement in tension
C8.7 Splices in reinforcement
C8.7.1 General
C8.7.2 Lap splices of bars and wire in tension
C8.7.2.1 Bar sizes of lap splices
C8.7.2.2 Lap splices of bundled bars
C8.7.2.3 Length of lap splices of deformed bars or wire
C8.7.2.4 Length of lap splices of plain bars or wire
C8.7.2.5 Length of non-contact lap splices
C8.7.2.8 Lap splices of stirrups, ties and hoops
C8.7.3 Lap splices of bars and wires in compression
C8.7.3.2 Lap splices in compression with stirrups and ties
C8.7.3.3 Lap splices in compression with spiral reinforcement
C8.7.4 Welded splices and mechanical connections
C8.7.4.2 Limitations on the classification of welded splices for grade > 450 MPa reinforcement
C8.7.5.2 Performance requirements for classification as a “high-strength” mechanical connection
C8.7.5.3 Use of welded splices and mechanical connections
C8.7.6 Splices of welded plain or deformed wire fabric
C8.8 Shrinkage and temperature reinforcement
C8.9 Additional design requirements for structures designed for earthquake effects
C8.9.1 Splices in reinforcement
C8.9.1.1 Placement of splices
C8.9.1.2 Lap splices in regions of reversing stresses
C8.9.1.3 Requirements for welded splices or mechanical connections
C9 DESIGN OF REINFORCED CONCRETE BEAMS AND ONE-WAY SLABS FOR STRENGTH, SERVICEABILITY AND DUCTILITY
C9.1 Notation
C9.3 General principles and design requirements for beams and one-way slabs
C9.3.1 General
C9.3.1.1 Moments at supports for beams integral with supports
C9.3.1.2 and C9.3.1.3 Effective width resisting compression of T- beams
C9.3.1.4 Contribution of slab reinforcement to design strength of T and L beams
C9.3.1.5 Floor finishes
C9.3.1.6 Deep beams
C9.3.5 Distance between lateral supports of beams
C9.3.6 Control of flexural cracking
C9.3.6.1 General
C9.3.6.2 Beams and one-way slabs
C9.3.6.3 Skin reinforcement
C9.3.7 Control of deflections
C9.3.7.1 Minimum thickness
C9.3.8 Longitudinal reinforcement in beams and one-way slabs
C9.3.8.1 Maximum longitudinal reinforcement in beams and one-way slabs
C9.3.8.2 Minimum longitudinal reinforcement in beams and one-way slabs
C9.3.8.2.1 and C9.3.8.2.2 Minimum reinforcement in beams
C9.3.8.2.3 Reduced minimum reinforcement
C9.3.8.2.4 Minimum reinforcement in slabs and footings
C9.3.8.4 Maximum diameter of longitudinal beam bar in internal beam column joint zones
C9.3.8.5 Anchorage of beam bars using hooks in beam column joints
C9.3.9 Transverse reinforcement in beams and one-way slabs
C9.3.9.1 General
C9.3.9.2 Diameter and yield strength of transverse reinforcement
C9.3.9.3 Design for shear
C9.3.9.3.1 Design shear force adjacent to supports
C9.3.9.3.2 Design of shear reinforcement
C9.3.9.3.3 Maximum nominal permissible shear strength and effective shear area
C9.3.9.3.4 Nominal shear strength provided by concrete for normal density concrete, Vc
C9.3.9.3.5 Nominal shear strength provided by the concrete for lightweight concrete
C9.3.9.3.6 Nominal shear strength provided by shear reinforcement
C9.3.9.4 Design of shear reinforcement in beams
C9.3.9.4.8 Angle of shear reinforcement not parallel to applied shear
C9.3.9.4.10 Location and anchorage of shear reinforcement
C9.3.9.4.12 Spacing limits for shear reinforcement
C9.3.9.4.13 Minimum area of shear reinforcement
C9.3.9.6.1 Extent of transverse reinforcement
C9.3.10 Special provisions for deep beams
C9.3.10.2 Design methods
C9.3.10.3 and C9.3.10.4 Vertical and horizontal shear reinforcement
C9.3.11 Openings in the web
C9.3.11.1 General
C9.3.11.2 Location and size of openings
C9.3.11.3 Larger openings
C9.3.11.4 Location and size of large openings
C9.3.11.5 Reinforcement in chords adjacent to openings
C9.3.11.6 Reinforcement in webs adjacent to openings
C9.4 Additional design requirements for structures designed for earthquake effects
C9.4.1 Dimension of beams
C9.4.1.2 Beams with rectangular cross sections
C9.4.1.3 Cantilevered beams
C9.4.1.4 T- and L- beams
C9.4.1.5 Width of compression face of members
C9.4.1.6.1 Contribution of slab reinforcement to design strength of beams
C9.4.1.6.2 Contribution of slab reinforcement to overstrength of plastic region in a beam
C9.4.1.6.3 Diameter and extent of slab bars
C9.4.1.7 Narrow beams and wide columns
C9.4.1.8 Wide beams at columns
C9.4.2 Potential yielding regions
C9.4.3 Longitudinal reinforcement in beams of ductile structures
C9.4.3.1 Development of beam reinforcement
C9.4.3.2 Anchorage of beam bars in columns or beam stubs
C9.4.3.2.2 Reinforcement of beam stubs
C9.4.3.2.3 Development length
C9.4.3.2.4 Anchorage of diagonal bars in coupling beams
C9.4.3.2.5 Bars to terminate with a hook or anchorage device
C9.4.3.3 Maximum longitudinal reinforcement in beams containing ductile plastic regions
C9.4.3.4 Minimum longitudinal reinforcement in beams containing ductile plastic regions
C9.4.3.5 Maximum diameter of longitudinal beam bars passing through interior joints of ductile structures
C9.4.3.6 Splices in longitudinal reinforcement of beams of ductile structures
C9.4.4 Transverse reinforcement in beams of ductile structures
C9.4.4.1 Design for shear in beams of ductile structures
C9.4.4.1.1 Design shear strength
C9.4.4.1.3 Nominal shear strength provided by concrete in plastic hinge regions of beams
C9.4.4.1.4 to C9.4.4.1.6 Shear in ductile plastic regions
C9.4.5 Design of transverse reinforcement for lateral restraint of longitudinal bars of beams of ductile structures
C10 DESIGN OF REINFORCED CONCRETE COLUMNS AND PIERS FOR STRENGTH AND DUCTILITY
C10.1 Notation
C10.3 General principles and design requirements for columns and piers
C10.3.1 Strength calculations at the ultimate limit state
C10.3.2 Slenderness effects in columns and piers
C10.3.2.1 Design considerations for columns and piers
C10.3.2.2 Evaluation of slenderness effects in columns and piers braced against sidesway
C10.3.2.3 Approximate evaluation of slenderness effects
C10.3.2.3.2 Effective length factor
C10.3.2.3.4 Consideration of slenderness
C10.3.2.3.5 Design actions including slenderness effects
C10.3.2.3.6 Bending about both principal axes
C10.3.3 Design cross-sectional dimensions for columns and piers
C10.3.4.1 General assumptions for flexural and axial force design
C10.3.4.2 Limit for design axial force N *, on columns and piers
C10.3.5 Transmission of axial force through floor systems
C10.3.5.1 Transmission of load through floor system
C10.3.5.2 Placement of concrete in floor
C10.3.5.4 Strength of columns laterally supported on four sides
C10.3.6 Perimeter columns to be tied into floors
C10.3.8 Longitudinal reinforcement in columns and piers
C10.3.8.1 Limits for area of longitudinal reinforcement
C10.3.8.3 Spacing of longitudinal bars
C10.3.9.2 Offset column faces
C10.3.10 Transverse reinforcement in columns and piers
C10.3.10.1 General
C10.3.10.2.1 Maximum permissible nominal shear force and effective shear area
C10.3.10.3.1 Nominal shear strength provided by the concrete for normal density concrete
C10.3.10.3.3 Nominal shear strength provided by the concrete for lightweight concrete
C10.3.10.4 Shear reinforcement
C10.3.10.4.2 Nominal shear strength provided by shear reinforcement
C10.3.10.4.3 Maximum spacing of shear reinforcement
C10.3.10.4.4 Minimum shear strength provided by shear reinforcement
C10.3.10.5 and C10.3.10.6 Design of spiral or circular hoop, or rectangular hoop and tie transverse reinforcement for confinement of concrete and lateral restraint of longitudinal bars
C10.3.10.9 Set out of transverse reinforcement at column ends
C10.3.11 Composite compression members
C10.3.11.1 General
C10.3.11.2 Strength
C10.3.11.3 Axial load strength assigned to concrete
C10.3.11.5 Slenderness effects
C10.3.11.6 Structural steel encased concrete core
C10.4 Additional design requirements for structures designed for earthquake effects
C10.4.2 Protection of columns at the ultimate limit state
C10.4.3 Dimensions of columns and piers
C10.4.3.6 Narrow beams and wide columns
C10.4.4 Limit for design axial force on columns and piers
C10.4.5 Ductile detailing length
C10.4.6 Longitudinal reinforcement in columns and piers
C10.4.6.1 Longitudinal reinforcement
C10.4.6.2 Maximum area of longitudinal reinforcement
C10.4.6.3 Spacing of longitudinal bars in plastic hinge region
C10.4.6.6 Maximum longitudinal column bar diameter in beam column joint zones
C10.4.6.8 Splices of longitudinal reinforcement
C10.4.7 Transverse reinforcement in columns and piers
C10.4.7.2.1 Design shear force
C10.4.7.2.2 Types of potential plastic hinges in columns
C10.4.7.2.3 Design of shear reinforcement
C10.4.7.2.4 Strut and tie method for shear design
C10.4.7.3 Alternative design methods for concrete confinement and lateral restraint of longitudinal bars
C10.4.7.4.1 In ductile potential plastic hinge regions
C10.4.7.4.2, C10.4.7.5.2, C10.4.7.4.4 and C10.4.7.5.4 Regions protected against plastic hinging and outside potential plastic hinge regions
C11 DESIGN OF STRUCTURAL WALLS FOR STRENGTH, SERVICEABILITY AND DUCTILITY
C11.1 Notation
C11.2 Scope
C11.3 General principles and design requirements for structural walls
C11.3.5.1.2 Design moment and P-delta effects – simplified method
C11.3.5.2.2 Prevention of flexural torsional buckling of walls loaded in-plane with low axial loads
C11.3.6.2 Design for Euler buckling from eccentric axial loads
C11.3.10.3 Design for shear in the plane of a wall
C11.3.10.3.2 Maximum nominal shear stress
C11.3.10.3.4 and C11.3.10.3.5 Concrete shear strength – simplified and detailed
C11.3.10.3.6 Shear design of sections near base of walls
C11.3.10.3.8 Design of shear reinforcement
C11.3.11.6 Curtailment of flexural reinforcement
C11.4 Additional design requirements for members designed for ductility in earthquakes
C11.4.1 General seismic design requirements
C11.4.1.1 Interaction of flanges, boundary members and webs
C11.4.1.2 Design of ductile walls
C11.4.1.3 Effective flange projections for walls with returns
C11.4.2 Dimensional limitations
C11.4.2.1 Prevention of buckling of thin walls loaded in-plane
C11.4.2.3 Dimensions of enlarged boundary element
C11.4.2.4 Flange thickness
C11.4.3 Ductile detailing lengths
C11.4.5 Reinforcement diameters
C11.4.6 Transverse reinforcement
C11.4.6.1 Transverse reinforcement requirements
C11.4.6.2 Shear reinforcement to be anchored at ends
C11.4.6.3 Transverse reinforcement for lateral restraint in plastic hinge regions
C11.4.6.4 Transverse reinforcement for lateral restraint of longitudinal bars outside plastic hinge regions
C11.4.6.5 Confinement requirements in plastic hinge region
C11.4.7 Shear strength
C11.4.7.1 General
C11.4.7.3 Shear strength provided by the concrete
C11.4.7.4 Sliding shear of squat walls
C11.4.9 Special splice and anchorage requirements
C11.4.9.1 Splicing of flexural tension reinforcement
C11.4.9.2 Staggering of lapped splices
C11.4.9.3 Welded and mechanical splices
C12 DESIGN OF REINFORCED CONCRETE TWO-WAY SLABS FOR STRENGTH AND SERVICEABILITY
C12.1 Notation
C12.2 Scope
C12.3 General
C12.4 Design procedures
C12.4.1 General
C12.4.2 Design methods
C12.5 Design for flexure
C12.5.2 Effective area of concentrated loads
C12.5.3 Design moments from elastic thin plate theory
C12.5.4 Design moments from non-linear analysis
C12.5.5 Design moments from plastic theory
C12.5.6 Slab reinforcement
C12.5.6.3 Spacing of principal reinforcement
C12.5.6.4, C12.5.6.5, C12.5.6.6 Reinforcement at edges
C12.5.6.7 Reinforcement for torsional moments
C12.5.6.9 Integrity reinforcement for slabs supported on columns
C12.6 Serviceability of slabs
C12.7 Design for shear
C12.7.1 Critical sections for shear
C12.7.3.2 Nominal shear strength provided by the concrete, Vc
C12.7.3.5 Shear to be resisted by shear reinforcement for punching shear
C12.7.4 Shear reinforcement consisting of bars or wires or stirrups
C12.7.5 Shear reinforcement consisting of structural steel or channel-shaped sections and other equivalent devices
C12.7.5.1 General
C12.7.5.2 Details of shearheads
C12.7.5.3 Critical slab section for shear and C12.7.5.4 limit on nominal shear strength
C12.7.5.5 Moment of resistance contributed by shearhead
C12.7.6 Openings in slabs
C12.7.7 Transfer of moment and shear in slab column connections
C12.7.7.3 Unbalanced moment transferred by eccentricity of shear
C12.8 Design of reinforced concrete bridge decks
C12.8.2 Empirical design based on assumed membrane action
C12.8.2.1 General
C12.8.2.2 Conditions
C12.8.2.3 Reinforcement
C12.8.2.4 Longitudinal negative moments in continuous structures
C13 DESIGN OF DIAPHRAGMS
C13.2 Scope and definitions
C13.3 General principles and design requirements
C13.3.1 Functions of diaphragms
C13.3.2 Analysis procedures
C13.3.3 Openings
C13.3.4 Stiffness
C13.3.6 Changes in depth
C13.3.7 Diaphragms incorporating precast concrete elements
C13.3.7.2 Requirements for toppings transferring diaphragm forces
C13.3.7.4 Transfer of diaphragm forces across joints in untopped systems
C13.3.7.5 Connection of diaphragm to primary lateral force-resisting system
C13.3.10 Reinforcement near plastic hinges in beams
C13.4 Additional design requirements for elements designed for ductility in earthquakes
C13.4.3 Diaphragms incorporating precast concrete elements
C14 FOOTINGS, PILES AND PILE CAPS
C14.1 Notation
C14.2 Scope
C14.3 General principles and requirements
C14.3.4.1 General and C14.3.4.2 Spread footings and footing supported by piles
C14.3.4.3 Shear in pile caps
C14.3.6 Piled foundations
C14.3.6.3 Details for upper ends of piles
C14.3.6.5 Minimum longitudinal reinforcement in reinforced concrete piles
C14.3.6.9 Piled foundations with permanent casing
C14.3.6.10 Transverse reinforcement for confinement and lateral restraint of longitudinal bars
C14.4 Additional design requirements for structures designed for earthquake effects
C14.4.1 Designing for ductility
C14.4.1.1 General and C14.4.1.2 Compliance with additional requirements
C14.4.2 Pile caps
C15 DESIGN OF BEAM COLUMN JOINTS
C15.1 Notation
C15.2 Scope
C15.2.2 Alternative methods
C15.3 General principles and design requirements for beam column joints
C15.3.1 Design criteria
C15.3.2 Design forces
C15.3.4 Maximum horizontal joint shear force
C15.3.5 Design principles, mechanisms on shear resistance
C15.3.6 Horizontal joint shear reinforcement
C15.3.7 Vertical joint shear reinforcement
C15.3.8 Confinement
C15.4 Additional design requirements for beam column joints with ductile, including limited ductile, members adjacent to the joint
C15.4.1 General
C15.4.2 Design forces
C15.4.2.1 Forces acting on beam column joint
C15.4.2.2 Horizontal design shear force
C15.4.3 Design assumptions
C15.4.3.1 The role of shear reinforcement
C15.4.3.2 Maximum horizontal design shear force
C15.4.3.3 Determination of shear resistance of joint
C15.4.3.4 Horizontal joint shear reinforcement
C15.4.4 Horizontal joint shear reinforcement
C15.4.4.1 Area of horizontal joint shear reinforcement
C15.4.4.2 Prestressed beams
C15.4.4.3 Distribution of horizontal joint shear reinforcement
C15.4.4.4 Minimum horizontal joint reinforcement
C15.4.5 Vertical joint shear reinforcement
C15.4.5.1 Area of vertical joint reinforcement
C15.4.5.2 Vertical joint shear reinforcement
C15.4.5.3 Spacing of vertical joint reinforcement
C15.4.6 Joints with wide columns and narrow beams
C15.4.7 Eccentric beam column joints
C16 BEARING STRENGTH, BRACKETS AND CORBELS
C16.3 Bearing strength
C16.3.1 General
C16.3.2 Exclusions
C16.4 Design of brackets and corbels
C16.4.1 Strength reduction factor
C16.4.3 Bearing area
C16.4.4 Method of design
C16.5 Empirical design of corbels or brackets
C16.5.1 Depth at outside edge
C16.5.2 Design actions at face of support
C16.5.3 Shear-friction reinforcement
C16.5.4 Maximum shear stress
C16.5.5 Reinforcement for flexure
C16.5.6 Reinforcement for axial tension force
C16.5.7 Primary tension reinforcement
C16.5.8 Closed stirrups or ties
C16.5.9 Ratio p
C16.5.10 Reinforcement As
C17 EMBEDDED ITEMS, FIXINGS AND SECONDARY STRUCTURAL ELEMENTS
C17.1 Notation
C17.5 Fixings
C17.5.3 Inserts for lifting
C17.5.5 Strength of fixings by calculation
C17.5.6 Strength of cast-in anchors
C17.5.6.1 Scope
C17.5.6.3 Strength requirements
C17.5.6.6 Interaction of tension and shear – simplified procedures
C17.5.7.1 Steel strength of anchor in tension
C17.5.7.2 Strength of concrete breakout of anchor
C17.5.7.3 Lower characteristic tension pullout strength of anchor
C17.5.7.4 Lower characteristic concrete side face blowout strength
C17.5.8.1 Lower characteristic shear strength of steel of anchor
C17.5.8.2 Lower characteristic concrete breakout strength of the anchor in shear perpendicular to edge
C17.5.8.3 Lower characteristic concrete breakout strength of the anchor in shear parallel to edge
C17.5.9 Durability and fire resistance
C17.6 Additional design requirements for fixings designed for earthquake effects
C17.6.1 Fixing design philosophy
C17.6.2 Fixings designed for seismic separation
C17.6.3 Fixings stronger than the overstrength capacity of the attachment
C17.6.4 Fixings design to remain elastic
C17.6.5 Fixings designed for ductility
C17.6.6 Fixings in plastic hinge regions
C18 PRECAST CONCRETE AND COMPOSITE CONCRETE FLEXURAL MEMBERS
C18.1 Notation
C18.2 Scope
C18.2.2 Composite concrete flexural members defined
C18.2.3 Composite concrete and structural steel not covered
C18.2.4 Section 18 in addition to other provisions of this Standard
C18.3 General
C18.3.1 Design to consider all loading and restraint conditions
C18.3.2 Include forces and deformations at connections
C18.3.4 Tolerances
C18.3.5 Long-term effects
C18.4 Distribution of forces among members
C18.4.1 Forces perpendicular to plane of members
C18.4.2 In-plane forces
C18.5 Member design
C18.5.1 Prestressed slabs and wall panels
C18.5.2 Composite concrete flexural members
C18.5.2.1 Shored and unshored members
C18.5.2.2 Design of constituent elements
C18.5.2.3 Reinforcement for composite members
C18.5.4 Longitudinal shear in composite members
C18.5.4.1 Requirements for full shear transfer
C18.5.4.2 Longitudinal shear stress
C18.5.4.3 Transfer of longitudinal shear at contact surfaces
C18.5.4.4 Transfer of shear where tension exists
C18.5.4.5 Requirements for bridge superstructures
C18.5.4.6 Bridge deck overlays
C18.5.5 Ties for longitudinal shear
C18.5.5.1 Minimum anchorage into composite topping
C18.5.5.2 Minimum area and spacing of ties
C18.5.6 Precast shell beam construction
C18.5.6.2 Requirements for fully-composite action
C18.5.6.3 Design of precast shell
C18.5.6.4 Shear strength of composite beam
C18.6 Structural integrity and robustness
C18.6.1 Load path to lateral force-resisting systems
C18.6.2 Diaphragm action
C18.6.3 Wall structures three or more storeys high
C18.6.4 Joints between vertical members
C18.6.5 Connections
C18.6.7 Deformation compatibility of precast flooring systems
C18.6.7.2 Precast flooring parallel to beams
C18.7 Connection and bearing design
C18.7.1 Transfer of forces between members
C18.7.3 Connections using different materials
C18.7.4 Floor or roof members supported by bearing onto a seating
C18.7.5 Development of positive moment reinforcement
C18.8 Additional requirements for ductile structures designed for earthquake effects
C18.8.1.2 Frame dilatancy
C18.8.1.3 Precast shell beam construction
C18.8.1.3.1 Length of plastic hinge in moment resisting frames
C18.8.1.3.2 Flexural strength in plastic hinge regions
C18.8.2 Broad categories of precast concrete seismic systems
C18.8.2.2 Equivalent monolithic systems
C19 PRESTRESSED CONCRETE
C19.1 Notation
C19.2 Scope
C19.2.1 General
C19.2.2 Other provisions for prestressed concrete
C19.3 General principles and requirements
C19.3.1.1 Design requirements
C19.3.1.3 Secondary prestressing moments
C19.3.1.5 Possibility of buckling
C19.3.1.6 Section properties
C19.3.1.7 Tendons deviating from straight lines
C19.3.1.8 Reinforcement for shrinkage and temperature stresses
C19.3.1.9 Stress concentrations
C19.3.1.10 Unbonded tendons
C19.3.2 Classification of prestressed members and sections
C19.3.3 Serviceability limit state requirements – flexural members
C19.3.3.1 General
C19.3.3.3 Section properties
C19.3.3.5 Permissible stresses in concrete
C19.3.3.5.3 Crack widths for Class C members
C19.3.3.6.2 Permissible service load stress ranges in prestressed and non-prestressed reinforcement
C19.3.3.7 Reinforcement on sides of beams
C19.3.4 Loss of prestress in tendons
C19.3.4.1 General
C19.3.4.2 Loss of prestress due to creep and shrinkage
C19.3.4.2.3 and C19.3.4.2.4 Loss of prestress due to friction and Determination of losses
C19.3.4.3.2 and C19.3.4.3.3 Loss of prestress due to shrinkage and creep of the concrete
C19.3.4.3.4 Loss of prestress due to tendon relaxation
C19.3.6 Flexural strength of beams and slabs
C19.3.6.2 Nominal flexural strength
C19.3.6.3 Strain compatibility analysis
C19.3.6.4 Alternative method
C19.3.6.5 Non-prestressed reinforcement
C19.3.6.6 Limits for longitudinal reinforcement
C19.3.6.6.2 Limiting neutral axis depth
C19.3.6.6.3 Minimum cracking moment
C19.3.6.6.4 Placement of bonded reinforcement
C19.3.6.7 Minimum bonded reinforcement
C19.3.6.7.1 Minimum bonded reinforcement in members with unbonded tendons
C19.3.6.7.2 Minimum bonded reinforcement in two-way flat slab systems with unbonded tendons
C19.3.6.7.3 Lengths of bonded reinforcement
C19.3.7.2 Axial load limit
C19.3.8.1 General
C19.3.8.2 Serviceability limit state
C19.3.8.3 Ultimate limit state
C19.3.9 Redistribution of design moments for ultimate limit state
C19.3.10 Slab systems
C19.3.10.1 Design actions
C19.3.10.2 Design strengths
C19.3.10.3 Service load conditions
C19.3.10.4 Tendon layout
C19.3.11 Shear strength
C19.3.11.2.1 Simplified method for determining nominal shear strength of concrete in beams and one-way slabs
C19.3.11.2.2 General method for determining Vc beams and one-way slabs
C19.3.11.2.3 Shear strength in transfer length
C19.3.11.2.4 Shear strength of pretensioned floor units near supports
C19.3.11.2.5 Shear strength in two-way prestressed concrete slabs
C19.3.11.3.1 Details of shear reinforcement in slabs
C19.3.11.3.4 Modification of design of shear reinforcement in beams and one-way slabs due to prestress
C19.3.13 Anchorage zones for post-tensioned tendons
C19.3.13.1.1 Definition of anchorage zone
C19.3.13.1.2 Design of anchorage zones
C19.3.13.3.2 Bearing stress against anchors
C19.3.13.3.3 Tensile strength of concrete
C19.3.13.4.1 and C19.3.13.4.2 Permitted methods and simplified and linear elastic methods
C19.3.13.4.3 Reinforcement required for tension forces in anchorage zones
C19.3.13.4.4 Anchorage devices away from end of members
C19.3.14 Curved tendons
C19.3.15 Corrosion protection for unbonded tendons
C19.3.15.1 General
C19.3.15.2 Watertightness
C19.3.17 Post-tensioning anchorages and couplers
C19.3.17.1 Strength of anchorages and couplers
C19.3.17.3 Fatigue of anchorages and couplers
C19.3.18 External post-tensioning
C19.3.18.3 Attachment to member
C19.3.18.4 Protection against corrosion
C19.4 Additional design requirements for earthquake actions
C19.4.2 Materials
C19.4.2.1 Prestressing steel
C19.4.2.2 Concrete
C19.4.2.3 Grouting of tendons
C19.4.3 Beams and floor slabs
C19.4.3.2 Redistribution of moments
C19.4.3.3 Nominally ductile, limited ductile and ductile plastic regions
C19.4.3.4 Contribution of reinforcement in flanges to strength of beams
C19.4.3.5 Transverse reinforcement
C19.4.3.6 Floors with precast pretensioned units
C19.4.4 Design of columns and piles
C19.4.4.1 Confinement and anti-buckling reinforcement
C19.4.4.2 Minimum reinforcement content
C19.4.4.3 Spacing of longitudinal reinforcement
C19.4.4.4 Transverse reinforcement in potential plastic regions
C19.4.5 Prestressed moment resisting frames
C19.4.5.1 Beam tendons at beam column joints
C19.4.5.2 Partially prestressed beams
C19.4.5.3 Ducts for grouted tendons
C19.4.5.4 Jointing material
C19.4.6 Design of hybrid jointed frames
APPENDIX CA – STRUT-AND-TIE MODELS
CA1 Notation
CA2 Definitions
CA3 Scope and limitations
CA4 Strut-and-tie model design procedure
CA4.1 Truss models
CA4.3 Geometry of truss
CA4.5 Minimum angle between strut and tie
CA4.6 Design basis
CA5 Strength of struts
CA5.1 Strength of strut in compression
CA5.2 Effective compressive strength of concrete
CA5.3 Reinforcement for transverse tension
CA5.3.2 Placement of reinforcement
CA5.4 Increased strength of strut due to confining reinforcement
CA5.5 Increased strength of strut due to compression reinforcement
CA6 Strength of ties
CA6.2 Axis and width of tie
CA6.3 Anchoring of tie reinforcement
CA7 Strength of nodal zones
CA7.1 Nominal compression strength
CA7.2 Compressive stress on face of nodal zone
CA7.3 Nodal zones for three-dimensional strut-and-tie models
CA8.3 Openings in walls modelled by strut and tie
APPENDIX CB – SPECIAL PROVISIONS FOR THE SEISMIC DESIGN OF DUCTILE JOINTED PRECAST CONCRETE STRUCTURAL SYSTEMS
CB2 Definitions
CB3 Scope and limitations
CB4 General design approach
CB4.2 Drift limits
CB4.3 Self-centering and energy dissipation capabilities of hybrid structures
CB5 Behaviour of connections
CB5.1 Inelastic behaviour of connections
CB5.4 Shear transfer at critical connections
CB6 Design of moment resisting frames
CB6.1 General
CB6.2 Anchorage, location and longitudinal profile of the post-tensioned tendons
CB6.3 Prestressing force in beams
CB6.4 Evaluation of flexural strength at target inter-storey drift levels
CB7 Design of structural wall systems
CB8 System displacement compatibility issues
CB8.4 Beam elongation
CB8.5 Floor-to-lateral-load resisting system incompatibility
APPENDIX CD – METHODS FOR THE EVALUATION OF ACTIONS IN DUCTILE AND LIMITED DUCTILE MULTI-STOREY FRAMES AND WALLS
CD1 Notation
CD2 General
CD3 Columns multi-storey ductile frames
CD3.1 General
CD3.2 Design moments and shears in columns by Method A
CD3.2.1 General
CD3.2.2 Distribution of beam input moment into columns
CD3.2.3 Dynamic magnification and modification factors
CD3.2.4 Critical design moments in columns
CD3.2.5 Reduction in design moments for cases of small axial compression
CD3.2.6 Design shears in columns
CD3.3 Design moments and shears in columns by Method B
CD3.3.1 General
CD3.3.3 Lateral seismic forces at a level
CD3.3.4 Column shear due to beam overstrength moments
CD3.3.5 Resultant column shears
CD3.3.6 Capacity design column moments
CD3.3.7 Design shear strength for columns
CD3.3.8 Limit on distribution of column shear forces
CD3.4 Capacity design axial forces for Methods A and B
CD4 Ductile and limited ductile walls
D4.1 General
CD4.2 Design moment envelope
CD4.3 Design shear force envelope
CD5 Wall-frame structures – Ductile and limited ductile
APPENDIX CE – ANALYSIS OF PRESTRESSED CONCRETE STRUCTURES FOR CREEP AND SHRINKAGE
CE1 General
CE2 Shrinkage in concrete
CE3 Creep in concrete
CE3.1 General
CE3.2 Modified effective modulus method of analysis
CE3.3 Example of modified effective modulus method
CE3.3.1 Section properties
CE3.3.2 Initial stresses
CE3.3.3 Long-term creep
CE3.3.4 Shrinkage calculations
CE3.3.5 Deflection calculations
APPENDIX CF – MATERIAL BASED ON ACI 318-02
CF1 General
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COMMITTEE REPRESENTATION
ACKNOWLEDGEMENT
COPYRIGHT
STANDARDS COUNCIL APPROVAL
CONTENTS
REFERENCED DOCUMENTS
LATEST REVISIONS
FOREWORD
1 GENERAL
1.1 Scope
1.1.1 Relationship to NZ Building Code
1.1.1.1 Minimum requirements
1.1.1.2 Non Specific Terms
1.1.2 Application to bridges
1.1.3 Materials and workmanship requirements
1.1.4 Interpretation
1.1.4.1 “Shall” and “should”
1.1.4.2 Clause cross-references
1.1.4.3 Commentary
1.2 Referenced documents
1.3 Design
1.3.1 Design responsibility
1.3.2 Design information
1.4 Construction
1.4.1 Construction reviewer
1.4.2 Construction review
1.5 Definitions
2 DESIGN PROCEDURES, LOADS AND ACTIONS
2.1 Notation
2.2 Design requirements
2.2.1 Design considerations
2.2.2 Design for strength and serviceability
2.2.3 Design for robustness, durability and fire resistance
2.2.4 Material properties
2.3 Design for strength and stability at the ultimate limit state
2.3.1 General
2.3.2 Design for strength
2.3.2.1 General
2.3.2.2 Strength reduction factors, ultimate limit state
2.3.3 Design for stability
2.4 Design for serviceability
2.4.1 General
2.4.1.1 Deflection, cracking and vibration limits
2.4.1.2 Vibration
2.4.1.3 Seismic actions
2.4.1.4 Strength reduction factor
2.4.2 Deflection
2.4.2.1 Structures other than bridges
2.4.2.2 Bridges
2.4.3 Minimum thickness for buildings
2.4.4 Crack control
2.4.4.1 Cracking due to flexure and axial load in reinforced concrete members in buildings
2.4.4.2 Bridges
2.4.4.3 Cracking due to flexure and axial load in prestressed concrete members
2.4.4.4 Spacing of reinforcement for crack control on the extreme tension face
2.4.4.5 Crack control on the sides of members subjected to tension
2.4.4.6 Assessment of surface crack widths
2.4.4.7 Crack control in flanges of beams
2.4.4.8 Control of thermal and shrinkage cracking
2.5 Other design requirements
2.5.1 General
2.5.2 Fatigue (serviceability limit state)
2.5.2.1 General
Permissible stress range
2.5.2.3 Highway bridge fatigue loads
2.6 Additional design requirements for earthquake effects
2.6.1 General
2.6.1.1 Deformation capacity
2.6.1.2 Classification of structures
2.6.1.3 Classification of potential plastic regions
2.6.1.3.1 Classification nomenclature
2.6.1.3.2 Material strain limits in plastic regions
2.6.1.3.3 Effective plastic region lengths
2.6.1.3.4 Material strain limits
2.6.1.4 Stiffness of members for seismic analysis
2.6.2 Seismic design actions
2.6.2.1 General
2.6.2.2 Structural performance factor
2.6.2.2.1 Sp values
2.6.2.2.2 Lower Sp may be used when detailing requirements met
2.6.2.3 Structural ductility factor
2.6.2.3.1 SLS
2.6.2.3.2 ULS
2.6.3 Serviceability limit state
2.6.3.1 General
2.6.3.2 Strength reduction factor
2.6.4 Ultimate limit state
2.6.5 Capacity design
2.6.5.1 General
2.6.5.2 Identification of ductile mechanism
2.6.5.3 Detailing of potential plastic regions
2.6.5.4 Overstrength actions
2.6.5.5 Likely maximum material strengths
2.6.5.6 Ends of columns
2.6.5.7 Capacity design for regions outside potential plastic regions
2.6.5.8 Concurrency and capacity design
2.6.5.9 Transfer diaphragms
2.6.6 Additional requirements for nominally ductile structures
2.6.6.1 Limitations for nominally ductile structures
2.6.7 Additional requirements for ductile frames and limited ductile moment resisting frames
2.6.7.1 Ductile and limited ductile moment resisting frames
2.6.7.2 Acceptable column sidesway mechanisms
2.6.7.3 Beam design for column sidesway structures
2.6.7.4 Alternative design methods for columns in multi-storey frames
2.6.7.5 Design actions in columns
2.6.8 Ductile walls and dual structures
2.6.8.1 Inelastic deformation of structural walls
2.6.8.2 Shear strength of structural walls
2.6.8.3 Coupled walls
2.6.8.4 Ductile dual structures
2.6.9 Structures incorporating mechanical energy dissipating devices
2.6.10 Secondary structural elements
2.6.10.1 Definitions
2.6.10.2 Group 1 secondary elements
2.6.10.3 Group 2 secondary elements
3 DESIGN FOR DURABILITY
3.1 Notation
3.1.1 Symbols
3.1.2 Abbreviations
3.2 Scope
3.2.1 Concrete
3.2.2 Cementitious binders
3.2.3 Design considerations
3.2.4 Design for particular environmental conditions
3.3 Design life
3.3.1 Specified intended life
3.4 Exposure classification
3.4.1 General
3.4.2 Environmental exposure classification
3.4.2.1 Exposure classification categories
3.4.2.2 Mixed exposures
3.4.2.3 Individual surfaces
3.4.2.4 Coastal frontage zone extent
3.4.2.5 Tidal/splash/spray zone
3.4.2.6 Boundary between coastal perimeter and inland zones
3.4.3 Chemical exposure classification
3.4.3.1 Chemical attack from natural soil and groundwater
3.4.3.2 Other chemical attack
3.5 Requirements for aggressive soil and groundwater exposure classification XA
3.6 Minimum concrete curing requirements
3.7 Additional requirements for concrete exposure classification C
3.7.1 Supplementary cementitious materials
3.7.2 Water/binder ratio and binder content
3.7.3 Special concrete
3.8 Requirements for concrete for exposure classification U
3.9 Finishing, strength and curing requirements for abrasion
3.9.1 Abrasion from traffic
3.9.2 Abrasion by waterborne material
3.10 Requirements for freezing and thawing
3.11 Requirements for concrete cover to reinforcing steel and tendons
3.11.1 General
3.11.1.1 Cover
3.11.1.2 Effect of crack width control on cover
3.11.2 Cover of reinforcement for concrete placement
3.11.2.1 Reinforcing steel configuration
3.11.2.2 Minimum cover
3.11.3 Cover for corrosion protection
3.11.3.1 General
3.11.3.2 Formed or free surfaces
3.11.3.3 Casting against ground
3.12 Chloride based life prediction models and durability enhancement measures
3.12.1 The use of life prediction models
3.12.2 Other durability enhancing measures
3.13 Protection of cast-in fixings and fastenings
3.13.1 Fixing and fastening protection
3.13.2 Galvanised fixings
3.14 Restrictions on chemical content in concrete
3.14.1 Restriction on chloride ion content for corrosion protection
3.14.1.1 Added chloride
3.14.1.2 Total chloride
3.14.1.3 Testing for chloride content
3.14.2 Restriction on sulphate content
3.14.3 Restriction on other salts
3.15 Alkali silica reaction
4 DESIGN FOR FIRE RESISTANCE
4.1 Notation
4.2 Scope
4.3 Design performance criteria
4.3.1 General performance criteria
4.3.1.1 Required fire resistance
4.3.1.2 Integrity
4.3.1.3 Shear, torsion and anchorage
4.3.1.4 Use of tabulated data or calculation
4.3.2 General rules for the interpretation of tabular data and charts
4.3.3 Increase in axis distance for prestressing tendons
4.3.4 Joints
4.3.5 The effect of chases
4.3.6 Increasing FRRs by the addition of insulating materials
4.3.6.1 Use of insulation
4.3.6.2 Slabs
4.3.6.3 Other methods
4.3.6.4 Use of other methods
4.4 Fire resistance ratings for beams
4.4.1 Structural adequacy for beams incorporated in roof or floor systems
4.4.2 Structural adequacy for beams exposed to fire on all sides
4.5 Fire resistance ratings for slabs
4.5.1 Insulation for slabs
4.5.2 Structural adequacy for slabs
4.6 Fire resistance ratings for columns
4.6.1 Insulation and integrity for columns
4.6.2 Structural adequacy for columns
4.7 Fire resistance ratings for walls
4.7.1 Insulation for walls
4.7.2 Structural adequacy for walls
4.7.3 Chases and recesses for services in walls
4.7.3.1 When the effect of chases and recesses may be ignored
4.7.3.2 Taking account of chases and recesses
4.8 External walls that could collapse outwards in fire
4.8.1 Application
4.8.2 Forces on connections
4.8.3 Design of connections
4.8.4 Fixing inserts
4.8.5 Walls spanning vertically
4.8.6 Walls spanning horizontally
4.9 Increase of fire resistance periods by use of insulating materials
4.9.1 General
4.9.2 Acceptable forms of insulation
4.9.3 Thickness of insulating material
4.9.3.1 Thickness determined by testing
4.9.3.2 Thickness determination in absence of testing
4.9.4 Reinforcement in sprayed or trowelled insulating materials
4.10 Fire resistance rating by calculation
5 DESIGN PROPERTIES OF MATERIALS
5.1 Notation
5.2 Properties of concrete
5.2.1 Specified compressive strength
5.2.2 Applicable density range
5.2.3 Modulus of elasticity
5.2.4 Modulus of rupture
5.2.5 Modulus of rupture from testing
5.2.6 Direct tensile strength concrete
5.2.7 Poisson’s ratio
5.2.8 Stress-strain curves
5.2.9 Coefficient of thermal expansion
5.2.10 Shrinkage
5.2.11 Creep
5.3 Properties of reinforcement
5.3.1 Use of plain and deformed reinforcement
5.3.2 Reinforcement grades
5.3.2.1 Reinforcement to comply with AS/NZS 4671
5.3.2.2 Restrictions on in-line quenched and tempered reinforcement
5.3.2.3 Ductility class
5.3.2.4 Restrictions on use of Class N reinforcement
5.3.2.5 Welded wire fabric
5.3.2.6 Ductile welded wire fabric
5.3.2.7 Lesser ductility welded wire fabric
5.3.2.8 Welding and bending of reinforcing bars
5.3.3 Strength
5.3.4 Modulus of elasticity
5.3.5 Coefficient of thermal expansion
5.4 Properties of tendons
5.4.1 Strength
5.4.2 Modulus of elasticity
5.4.3 Stress-strain curves
5.4.4 Relaxation of tendons
5.5 Properties of steel fibre reinforced concrete
6 METHODS OF STRUCTURAL ANALYSIS
6.1 Notation
6.2 General
6.2.1 Basis for structural analysis
6.2.2 Interpretation of the results of analysis
6.2.3 Methods of analysis
6.2.3.1 Permissible methods
6.2.3.2 Frames or continuous construction
6.2.3.3 Seismic loading
6.2.4 Vertical loads on continuous beams, frames and floor systems
6.3 Linear elastic analysis
6.3.1 Application
6.3.2 Span lengths
6.3.3 Analysis requirements
6.3.4 Critical sections for negative moments
6.3.5 Stiffness
6.3.5.1 Stiffness to be appropriate to limit state
6.3.5.2 Variations in cross section
6.3.5.3 Assumptions to be applied appropriately
6.3.5.4 Effective stiffness
6.3.6 Secondary bending moments and shears resulting from prestress
6.3.7 Moment redistribution in reinforced concrete for ULS
6.3.7.1 General requirements
6.3.7.1.1 Redistribution permitted
6.3.7.1.2 Redistribution due to creep and foundation movement
6.3.7.2 Deemed to comply approach for reinforced members (for prestressed members refer to Section 19)
6.3.8 Idealised frame method of analysis
6.4 Non-linear structural analysis
6.4.1 General
6.4.2 Non-linear material effects
6.4.3 Non-linear geometric effects
6.4.4 Values of material properties
6.5 Plastic methods of analysis
6.5.1 General
6.5.2 Methods for beams and frames
6.5.3 Methods for slabs
6.5.3.1 Use of plastic methods of analysis
6.5.3.2 Lower bound method for slabs
6.5.3.3 Upper bound method for slabs
6.6 Analysis using strut-and-tie models
6.7 Simplified methods of flexural analysis
6.7.1 General
6.7.2 Simplified method for reinforced continuous beams and one-way slabs
6.7.2.1 Application
6.7.2.1.1 Conditions for use of simplified methods
6.7.2.1.2 Design information
6.7.3 Simplified method for reinforced two-way slabs supported on four sides
6.7.3.1 Application
6.7.3.1.1 Determination of bending moments
6.7.3.1.2 Referral to the commentary
6.7.4 Simplified method for reinforced two-way slab systems having multiple spans
6.7.4.1 Conditions for the use of simplified method
6.7.4.2 Referral to the commentary
6.8 Calculation of deflection
6.8.1 General
6.8.2 Deflection calculation with a rational model
6.8.3 Calculation of deflection by empirical model
6.8.4 Calculation of deflection – prestressed concrete
6.8.5 Shored composite construction
6.8.5.1 Deflection after the removal of supports
6.8.5.2 Deflection of non-prestressed composite members
6.9 Additional requirements for earthquake effects
6.9.1 Linear elastic analysis
6.9.1.1 Analyses to be based on anticipated levels of cracking
6.9.1.2 ULS deflections to allow for post-elastic effects
6.9.1.3 Walls and other deep members
6.9.1.4 Ductile dual structures
6.9.1.5 Redistribution of moments and shear forces
6.9.1.6 Capacity design for columns
7 FLEXURAL, SHEAR AND TORSIONAL STRENGTH OF MEMBERS WITH OR WITHOUT AXIAL LOAD
7.1 Notation
7.2 Scope
7.3 General principles
7.4 Flexural strength of members with shear and with or without axial load
7.4.1 Flexural strength requirement
7.4.2 General design assumptions for flexural strength
7.4.2.1 Strength calculations at the ultimate limit state
7.4.2.2 Strain relationship to geometry
7.4.2.3 Maximum concrete strain
7.4.2.4 Steel stress-strain relationship
7.4.2.5 Concrete tensile strength
7.4.2.6 Concrete stress-strain relationship
7.4.2.7 Equivalent rectangular concrete stress distribution
7.4.2.8 Balanced conditions
7.4.2.9 Compression reinforcement
7.5 Shear strength of members
7.5.1 General
7.5.2 Maximum nominal shear stress, vmax
7.5.3 Nominal shear strength, Vn
7.5.4 Nominal shear strength provided by the concrete, Vc
7.5.5 Nominal shear strength provided by the shear reinforcement
7.5.6 Shear reinforcement details
7.5.7 Location and anchorage of reinforcement
7.5.7.1 Anchoring of stirrups and ties
7.5.7.2 Bent up bars
7.5.7.3 Lapped splices
7.5.8 Design yield strength of shear reinforcement
7.5.9 Alternative methods for determining shear strength
7.5.9.1 Equilibrium and strain compatibility methods
7.5.9.2 Strut and tie
7.5.10 Minimum area of shear reinforcement
7.6 Torsional strength of members with flexure and shear with and without axial loads
7.6.1 Members loaded in torsion
7.6.1.1 Exceptions
7.6.1.2 Requirement for torsional reinforcement
7.6.1.3 Torsion due to deformation compatibility
7.6.1.4 Sections within d of support
7.6.1.5 Torsional strength requirements
7.6.1.6 Torsional shear stress
7.6.1.7 Torsion in flanged sections
7.6.1.8 Torsional and flexural shear together
7.6.2 Reinforcement for compatibility torsion
7.6.2.1 Minimum reinforcement for compatibility torsion
7.6.2.2 Contributions to At
7.6.2.3 Contributions to A
7.6.3 Torsional reinforcement details
7.6.3.1 Requirements
7.6.3.2 Maximum stirrup spacing
7.6.3.3 Maximum longitudinal bar spacing
7.6.3.4 Corner bar requirements
7.6.3.5 Termination of torsional reinforcement
7.6.3.6 Anchoring of stirrups
7.6.3.7 Torsional reinforcement in flanges
7.6.4 Design of reinforcement for torsion required for equilibrium
7.6.4.1 Design moment for torsion
7.6.4.2 Areas of closed stirrups and longitudinal reinforcement
7.6.4.3 Longitudinal torsional reinforcement reduction in compression zone
7.7 Shear-friction
7.7.1 General
7.7.2 Shear-friction design
7.7.3 Design approach
7.7.4 Shear-friction design method
7.7.4.1 Shear-friction reinforcement perpendicular to shear plane
7.7.4.2 Shear-friction reinforcement inclined to shear plane
7.7.4.3 Coefficient of friction
7.7.5 Maximum shear strength
7.7.6 Design yield strength of shear-friction reinforcement
7.7.7 Reinforcement for net tension across shear plane
7.7.8 Shear-friction reinforcement
7.7.9 Concrete placed against previously hardened concrete
7.7.10 Concrete placed against as-rolled structural steel
7.7.11 Additional design requirements for members designed for earthquake effects
8 STRESS DEVELOPMENT, DETAILING AND SPLICING OF REINFORCEMENT AND TENDONS
8.1 Notation
8.2 Scope
8.3 Spacing of reinforcement
8.3.1 Clear distance between parallel bars
8.3.2 Nominal maximum size of aggregate
8.3.3 Placement of parallel bars in layers
8.3.4 Bundled bars
8.3.5 Spacing of principal reinforcement in walls and slabs
8.3.6 Spacing of outer bars in bridge decks or abutment walls
8.3.7 Spacing between longitudinal bars in compression members
8.3.8 Spacing between splices
8.3.9 Spacing between pre-tensioning reinforcement
8.3.10 Bundles of ducts for post-tensioned steel
8.4 Bending of reinforcement
8.4.1 Compliance with NZS 3109
8.4.2 Bending of steel bar reinforcement
8.4.2.1 Minimum bend diameter for main bars
8.4.2.2 Minimum bend diameter in fatigue situations
8.4.2.3 Stirrup and tie bends
8.4.2.4 Bends in galvanised deformed bars
8.4.3 Bending of welded wire fabric
8.5 Welding of reinforcement
8.5.1 Compliance with AS/NZS 1554:Part 3
8.5.2 In-line quenched and tempered steel bars
8.5.3 Welds in proximity to bends
8.6 Development of reinforcement
8.6.1 Development of reinforcement – General
8.6.2 Development of shear and torsion reinforcement
8.6.3 Development length of deformed bars and deformed wire in tension
8.6.3.1 Development length in tension
8.6.3.2 Basic development length in tension
8.6.3.3 Refined development length in tension
8.6.4 Development length of plain bars and plain wire in tension
8.6.5 Development length of deformed bars and deformed wire in compression
8.6.5.1 Development length in compression
8.6.5.2 Basic development length in compression
8.6.5.3 Refined development length in compression
8.6.6 Development length of plain bars and plain wires in compression
8.6.7 Development of bundled bars
8.6.8 Development of welded plain and deformed wire fabric in tension
8.6.8.1 Development length of wire fabric
8.6.8.2 Development length of welded wire fabric – cross wires considered
8.6.8.3 Development length of welded wire fabric – cross wires not considered
8.6.9 Development of prestressing strand
8.6.9.1 Development length of pre-tensioning strand
8.6.9.2 Development of pre-stressing strand
8.6.10 Standard hooks
8.6.10.1 Standard hooks – definition
8.6.10.2 Bars > 32 mm in diameter
8.6.10.3 Development length of standard hooks in tension
8.6.10.3.1 Calculation of development length for hooked bars
8.6.10.3.2 Determination of development length where not covered by 8.6.10.3.1
8.6.10.3.3 Development length of standard hooks anchoring around transverse bars
8.6.10.4 Hooks in compression
8.6.11 Mechanical anchorage
8.6.11.1 General
8.6.11.2 Upper bound breaking strength for the reinforcing bar – definition
8.6.11.3 Adequacy of mechanical devices
8.6.12 Development of flexural reinforcement
8.6.12.1 Bending across the web
8.6.12.2 Critical sections
8.6.12.3 Extension of tension reinforcement
8.6.12.4 Termination in a tension zone
8.6.12.5 End anchorage in flexural members
8.6.13 Development of positive moment reinforcement in tension
8.6.13.1 Limitation in area of bars
8.6.13.2 Critical sections
8.6.13.3 Limitation in diameter of bars at simple supports
8.6.13.4 Limitation in diameter of bars at points of inflection
8.6.14 Development of negative moment reinforcement in tension
8.6.14.1 Anchorage of bars
8.6.14.2 Embedment length adjacent to supports
8.6.14.3 Embedment length beyond the point of inflection
8.6.14.4 Limitation in diameter of bars
8.7 Splices in reinforcement
8.7.1 General
8.7.2 Lap splices of bars and wire in tension
8.7.2.1 Bar sizes of lap splices
8.7.2.2 Lap splices of bundled bars
8.7.2.3 Length of lap splices of deformed bars or wire
8.7.2.4 Length of lap splices of hooked plain bars or wire
8.7.2.5 Length of non-contact lap splices
8.7.2.6 Strength developed at sections
8.7.2.7 Strength of bars where cut off
8.7.2.8 Lap splices of stirrups, ties and hoops
8.7.3 Lap splices of bars and wires in compression
8.7.3.1 General
8.7.3.2 Lap splices in compression with stirrups and ties
8.7.3.3 Lap splices in compression with spiral reinforcement
8.7.4 Welded splices
8.7.4.1 Classification of welded splices
8.7.4.2 Limitations on the classification of welded splices for grade > 450 MPa reinforcement
8.7.4.3 Exceptions for welded splices
8.7.5 Mechanical connections
8.7.5.1 Definition of mechanical connection
8.7.5.2 Performance requirements for mechanical connections
8.7.5.3 Use of welded splices and mechanical connections
8.7.5.4 Use of welded splices and mechanical connections – an exception
8.7.5.5 Identification and marking
8.7.5.6 Installation
8.7.6 Splices of welded plain or deformed wire fabric
8.8 Shrinkage and temperature reinforcement
8.8.1 Floor and roof slab reinforcement
8.8.2 Large members
8.9 Additional design requirements for structures designed for earthquake effects
8.9.1 Splices in reinforcement
8.9.1.1 Placement of splices
8.9.1.2 Lap splices in region of reversing stresses
8.9.1.3 Requirements for welded splices or mechanical connections
8.9.2 Development length
9 DESIGN OF REINFORCED CONCRETE BEAMS AND ONE-WAY SLABS FOR STRENGTH, SERVICEABILITY AND DUCTILITY
9.1 Notation
9.2 Scope
9.3 General principles and design requirements for beams and one-way slabs
9.3.1 General
9.3.1.1 Moments at supports for beams integral with supports
9.3.1.2 Effective width resisting compression of T-beams
9.3.1.3 Effective moment of inertia in T- beam
9.3.1.4 Contribution of slab reinforcement to design strength of T and L beams
9.3.1.5 Floor finishes
9.3.1.6 Deep beams
9.3.1.6.1 Definition
9.3.1.6.2 Design requirements
9.3.2 Strength of beams and one-way slabs in bending
9.3.3 Strength of beams and in shear
9.3.4 Strength of beams in torsion
9.3.5 Distance between lateral supports of beams
9.3.5.1 Limits on lateral support spacing
9.3.5.2 Effects of load eccentricity on lateral support spacing
9.3.6 Control of flexural cracking
9.3.6.1 General
9.3.6.2 Beams and one-way slabs
9.3.6.3 Skin reinforcement
9.3.7 Control of deflections
9.3.7.1 Minimum thickness
9.3.8 Longitudinal reinforcement in beams and one-way slabs
9.3.8.1 Maximum longitudinal reinforcement in beams and one-way slabs
9.3.8.2 Minimum longitudinal reinforcement in beams and one-way slabs
9.3.8.2.1 Minimum reinforcement in beams
9.3.8.2.2 Minimum reinforcement in statically determinate T-beams
9.3.8.2.3 Reduced minimum reinforcement
9.3.8.2.4 Minimum reinforcement in slabs and footings
9.3.8.3 Spacing of reinforcement in slabs
9.3.8.4 Maximum diameter of longitudinal beam bar in internal beam column joint zones
9.3.8.5 Anchorage of beam bars using hooks in beam column joints
9.3.9 Transverse reinforcement in beams and one-way slabs
9.3.9.1 General
9.3.9.2 Diameter and yield strength of transverse reinforcement
9.3.9.3 Design for shear
9.3.9.3.1 Design shear force adjacent to supports
9.3.9.3.2 Design of shear reinforcement
9.3.9.3.3 Maximum nominal shear stress and effective shear area
9.3.9.3.4 Nominal shear strength provided by the concrete for normal density concrete, Vc
9.3.9.3.5 Nominal shear strength provided by the concrete for lightweight concrete
9.3.9.3.6 Nominal shear strength provided by shear reinforcement
9.3.9.4 Design of shear reinforcement in beams
9.3.9.5 Torsional reinforcement
9.3.9.6 Design of transverse reinforcement for lateral restraint of longitudinal bars
9.3.10 Special provisions for deep beams
9.3.10.1 General
9.3.10.2 Design methods
9.3.10.3 Minimum vertical shear reinforcement
9.3.10.4 Minimum horizontal shear reinforcement
9.3.11 Openings in the web
9.3.11.1 General
9.3.11.2 Location and size of openings
9.3.11.3 Larger openings
9.3.11.4 Location and size of large openings
9.3.11.5 Reinforcement in chords adjacent to openings
9.3.11.6 Reinforcement in webs adjacent to openings
9.4 Additional design requirements for members designed for ductility in earthquakes
9.4.1 Dimensions of beams
9.4.1.1 General
9.4.1.2 Beams with rectangular cross sections
9.4.1.3 Cantilevered beams
9.4.1.4 T - and L - beams
9.4.1.5 Width of compression face of members
9.4.1.6 Slab width effective in tension in negative moment regions of beams
9.4.1.7 Narrow beams and wide columns
9.4.1.8 Wide beams at columns
9.4.2 Potential yielding regions
9.4.3 Longitudinal reinforcement in beams containing ductile or limited ductile plastic regions
9.4.3.1 Development of beam reinforcement
9.4.3.2 Anchorage of beam bars in columns or beam studs
9.4.3.3 Maximum longitudinal reinforcement in beams containing ductile plastic regions
9.4.3.4 Minimum longitudinal reinforcement in beams containing ductile plastic regions
9.4.3.5 Maximum diameter of longitudinal beam bars passing through interior joints of ductile structures
9.4.3.6 Splices in longitudinal reinforcement of beams of ductile structures
9.4.4 Transverse reinforcement in beams of ductile structures
9.4.4.1 Design for shear in beams of ductile structures
9.4.5 Design of transverse reinforcement for lateral restraint of longitudinal bars of beams of ductile structures
10 DESIGN OF REINFORCED CONCRETE COLUMNS AND PIERS FOR STRENGTH AND DUCTILITY
10.1 Notation
10.2 Scope
10.3 General principles and design requirements for columns and piers
10.3.1 Strength calculations at the ultimate limit state
10.3.2 Slenderness effects in columns and piers
Design considerations for columns and piers
10.3.2.2 Evaluation of slenderness effects in columns and piers braced against sidesway
10.3.2.3 Approximate evaluation of slenderness effects
10.3.3 Design cross-sectional dimensions for columns and piers
10.3.3.1 Compression member with multiple spirals
10.3.3.2 Equivalent circular compression member
10.3.4 Strength of columns and piers in bending with axial force
10.3.4.1 General assumptions for flexural and axial force design
10.3.4.2 Limit for design axial force, N *, on columns and piers
10.3.5 Transmission of axial force through floor systems
10.3.5.1 Transmission of load through floor system
10.3.5.2 Placement of concrete in floor
10.3.5.3 Strength of column through floor
10.3.5.4 Strength of columns laterally supported on four sides
10.3.6 Perimeter columns to be tied into floors
10.3.7 Strength of columns and piers in torsion, shear and flexure
10.3.8 Longitudinal reinforcement in columns and piers
10.3.8.1 Limits for area of longitudinal reinforcement
10.3.8.2 Minimum number of longitudinal bars
10.3.8.3 Spacing of longitudinal reinforcement
10.3.8.4 Cranking of longitudinal bars
10.3.9 Splices of longitudinal reinforcement
10.3.9.1 General
10.3.9.2 Offset column faces
10.3.9.3 Laps designed for full yield stress when stress exceeds 0.5 fy.
10.3.10 Transverse reinforcement in columns and piers
10.3.10.1 General
10.3.10.2 Design for shear
10.3.10.3 Shear strength provided by concrete
10.3.10.4 Shear reinforcement
10.3.10.5 Design of spiral or circular hoop transverse reinforcement for confinement of concrete and lateral restraint of longitudinal bars
10.3.10.6 Design of rectangular hoop and tie transverse reinforcement for confinement of concrete and lateral restraint of longitudinal bars
10.3.10.7 Minimum diameter of transverse reinforcement
10.3.10.8 Anchorage of transverse reinforcement
10.3.10.9 Set out of transverse reinforcement at column ends
10.3.11 Composite compression members
10.3.11.1 General
10.3.11.2 Strength
10.3.11.3 Axial load strength assigned to concrete
10.3.11.4 Axial load strength not assigned to concrete
10.3.11.5 Slenderness effects
10.3.11.6 Structural steel encased concrete core
10.4 Additional design requirements for members designed for ductility in earthquakes
10.4.1 Strength calculations at the ultimate limit state
10.4.2 Protection of columns at the ultimate limit state
10.4.3 Dimensions of columns and piers
10.4.3.1 General
10.4.3.2 Columns in framed structures
10.4.3.3 Cantilevered columns
10.4.3.4 Web width of T - and L - member
10.4.3.5 Compression face width of T-, L- or - members
10.4.3.6 Narrow beams and wide columns
10.4.4 Limit for design axial force on columns and piers
10.4.5 Ductile detailing length
10.4.6 Longitudinal reinforcement in columns and piers
10.4.6.1 Longitudinal reinforcement
10.4.6.2 Maximum area of longitudinal reinforcement
10.4.6.3 Spacing of longitudinal bars in plastic hinge region
10.4.6.4 Spacing of longitudinal reinforcement in columns
10.4.6.5 Anchorage of column bars in beam column joints
10.4.6.6 Maximum longitudinal column bar diameter in beam column joint zones
10.4.6.7 Detailing of column bars passing through beam column joints
10.4.6.8 Splices of longitudinal reinforcement
10.4.7 Transverse reinforcement in columns and piers
10.4.7.1 Transverse reinforcement quantity
10.4.7.2 Design for shear
10.4.7.3 Alternative design methods for concrete confinement and lateral restraint of longitudinal bars
10.4.7.4 Design of spiral or circular hoop reinforcement for confinement of concrete and lateral restraint of longitudinal bars
10.4.7.5 Design of rectangular hoop or tie reinforcement for confinement of concrete and lateral restraint of longitudinal bars
10.4.7.6 Support of longitudinal bars
11 DESIGN OF STRUCTURAL WALLS FOR STRENGTH, SERVICEABILITY AND DUCTILITY
11.1 Notation
11.2 Scope
11.2.1 Application
11.2.2 Requirements determined by curvature ductility
11.3 General principles and design requirements for structural walls
11.3.1 General design principles
11.3.1.1 General
11.3.1.2 Provision for eccentric loads
11.3.1.3 Effective flange projections for walls with returns
11.3.2 Minimum wall thickness
11.3.3 Maximum wall thickness for singly reinforced walls
11.3.4 Design for stability
11.3.4.1 Design by rational analysis
Design assumptions for rational stability analysis
11.3.4.3 Simplified methods of stability analysis
11.3.5 Simplified stability assessment for slender singly reinforced walls
11.3.5.1 Design for actions causing bending about the weak axis
11.3.5.2 Design for actions causing bending about the strong axis
11.3.6 Simplified stability assessment for doubly reinforced concrete walls
11.3.6.1 Limitation on the use of the method
11.3.6.2 Design for Euler buckling from eccentric axial loads
11.3.7 Walls with high axial loads
11.3.8 Flexural crack control
11.3.9 Strength of walls in flexure
11.3.10 Strength of walls in shear
11.3.10.1 General
11.3.10.2 Shear design of face loaded walls
11.3.10.3 Design for shear in the plane of a wall
11.3.11 Wall reinforcement
11.3.11.1 General
11.3.11.2 Placement of reinforcement in walls
11.3.11.3 Minimum and maximum area of reinforcement
11.3.11.4 Reinforcement around openings
11.3.11.5 Ties around vertical reinforcement
11.3.11.6 Curtailment of flexural reinforcement
11.4 Additional design requirements for members designed for ductility in earthquakes
11.4.1 General seismic design requirements
11.4.1.1 Interaction of flanges, boundary members and webs
11.4.1.2 Design of ductile walls
11.4.1.3 Effective flange projections for walls with returns
11.4.2 Dimensional limitations
11.4.2.1 Prevention of buckling of thin walls loaded in-plane
11.4.2.2 Minimum thickness for prevention of instability within plastic hinge region
11.4.2.3 Dimensions of enlarged boundary element
11.4.2.4 Flange thickness
11.4.3 Ductile detailing lengths
11.4.4 Curvature ductility limitations on the use of singly reinforced walls
11.4.5 Reinforcement diameters
11.4.6 Transverse reinforcement
11.4.6.1 Transverse reinforcement requirements
11.4.6.2 Shear reinforcement to be anchored at ends
11.4.6.3 Transverse reinforcement for lateral restraint in plastic hinge regions
11.4.6.4 Transverse reinforcement for lateral restraint of longitudinal bars outside plastic hinge regions
11.4.6.5 Confinement requirements in plastic hinge region
11.4.7 Shear strength
11.4.7.1 General
11.4.7.2 Maximum design shear force
11.4.7.3 Shear strength provided by the concrete
11.4.7.4 Sliding shear of squat walls
11.4.8 Walls with openings
11.4.9 Special splice and anchorage requirements
11.4.9.1 Splicing of flexural tension reinforcement
11.4.9.2 Staggering of lapped splices
11.4.9.3 Welded and mechanical splices
11.4.9.4 Welded splices in areas where yielding can not occur
12 DESIGN OF REINFORCED CONCRETE TWO-WAY SLABS FOR STRENGTH AND SERVICEABILITY
12.1 Notation
12.2 Scope
12.3 General
12.3.1 Slab systems
12.3.2 Floor finishes
12.3.3 Recesses and pockets
12.3.4 Panelled ceilings
12.3.5 Prestressed concrete slabs
12.4 Design procedures
12.4.1 General
12.4.2 Design methods
12.5 Design for flexure
12.5.1 General
12.5.2 Effective area of concentrated loads
12.5.3 Design moments from elastic thin plate theory
12.5.4 Design moments from non-linear analysis
12.5.5 Design moments from plastic theory
12.5.6 Slab reinforcement
12.5.6.1 Size of drop panels
12.5.6.2 Area of reinforcement
12.5.6.3 Spacing of flexural reinforcement
12.5.6.4 Extent of positive moment reinforcement at edge
12.5.6.5 Anchorage of negative moment reinforcement at edge
12.5.6.6 Anchorage at edge
12.5.6.7 Reinforcement for torsional moments
12.5.6.8 Slabs supported on columns
12.5.6.9 Integrity reinforcement for slabs supported on columns
12.6 Serviceability of slabs
12.6.1 General
12.6.2 Cracking
12.6.3 Deflections
12.7 Design for shear
12.7.1 Critical sections for shear
12.7.2 Design for two-way action
12.7.3 Shear strength
12.7.3.1 Nominal shear strength for punching shear
12.7.3.2 Nominal shear stress resisted by the concrete
12.7.3.3 Nominal shear stress, vn for punching shear
12.7.3.4 Maximum nominal shear stress
12.7.3.5 Shear to be resisted by shear reinforcement for punching shear
12.7.4 Shear reinforcement consisting of bars or wires or stirrups
12.7.4.1 Design requirements
12.7.4.2 Area of shear reinforcement
12.7.4.3 Minimum shear reinforcement for punching shear
12.7.4.4 Placement of shear reinforcement in the form of vertical stirrups
12.7.4.5 Anchorage requirements of shear reinforcement in the form of bars or wires
12.7.5 Shear reinforcement consisting of structural steel or channel-shaped sections and other equivalent devices
12.7.5.1 General
12.7.5.2 Details of shearheads
12.7.5.3 Critical slab section for shear
12.7.5.4 Limit on nominal shear strength
12.7.5.5 Moment of resistance contributed by shearhead
12.7.6 Openings in slabs
12.7.7 Transfer of moment and shear in slab column connections
12.7.7.1 General
12.7.7.2 Unbalanced moment transferred by flexure
12.7.7.3 Unbalanced moment transferred by eccentricity of shear
12.8 Design of reinforced concrete bridge decks
12.8.1 Design methods
12.8.2 Empirical design based on assumed membrane action
12.8.2.1 General
12.8.2.2 Conditions
12.8.2.3 Reinforcement
12.8.2.4 Longitudinal negative moments in continuous structures
12.8.2.5 Minimum slab thickness
12.8.3 Design based on elastic plate bending analysis
12.8.3.1 Determination of moments
12.8.3.2 Deck slab also functioning as a flange
12.8.3.3 Haunched slabs
12.8.4 Span length of reinforced concrete bridge deck slabs
12.8.4.1 General
12.8.4.2 Slab span for a uniform slab monolithic with webs
12.8.4.3 Span length for a haunched slab
12.8.4.4 Span length of slab on steel girders
12.8.4.5 Span length of slab spanning between non-uniformly spaced supports
13 DESIGN OF DIAPHRAGMS
13.1 Notation
13.2 Scope and definitions
13.3 General principles and design requirements
13.3.1 Functions of diaphragms
13.3.2 Analysis procedures
13.3.3 Openings
13.3.4 Stiffness
13.3.5 Reinforcement shall be anchored
13.3.6 Changes in depth
13.3.7 Diaphragms incorporating precast concrete elements
13.3.7.1 Composite concrete flexural members
13.3.7.2 Requirements for toppings transferring diaphragm forces
13.3.7.3 Starter and continuity bars
13.3.7.4 Transfer of diaphragm forces across joints in untopped systems
13.3.7.5 Connection of diaphragm to primary lateral force-resisting system
13.3.8 Reinforcement detailing for elastically responding diaphragms
13.3.9 Strength of diaphragms in shear
13.3.10 Columns to be tied to diaphragms
13.4 Additional design requirements for elements designed for ductility in earthquakes
13.4.1 Design forces for designed to dissipate energy diaphragms
13.4.2 Reinforcement detailing
13.4.3 Diaphragms incorporating precast concrete elements
13.4.3.1 Precast shall be tied to topping
14 FOOTINGS, PILES AND PILE CAPS
14.1 Notation
14.2 Scope
14.3 General principles and requirements
14.3.1 Serviceability and ultimate limit state design
14.3.2 Design of pile caps
14.3.3 Moment in footings
14.3.3.1 Moment on a section
14.3.3.2 Critical design section
14.3.3.3 Strength of footings in flexure
14.3.3.4 Foundation elements supporting circular or regular polygon shaped columns or pedestals
14.3.4 Shear in footings
14.3.4.1 General
14.3.4.2 Spread footings and footing supported by piles
14.3.4.3 Shear in pile caps
14.3.5 Development of reinforcement in footing
14.3.5.1 General
14.3.5.2 Development of reinforcement
14.3.5.3 Critical sections for development
14.3.5.4 Curtailment of reinforcement
14.3.6 Piled foundations
14.3.6.1 General
14.3.6.2 Strength of piles in axial load and flexure
14.3.6.3 Details for upper ends of piles
14.3.6.4 Longitudinal reinforcement in reinforced concrete piles
14.3.6.5 Minimum longitudinal reinforcement in reinforced concrete piles
14.3.6.6 Maximum longitudinal reinforcement in reinforced concrete piles
14.3.6.7 Longitudinal reinforcement in prestressed concrete pile
14.3.6.8 Strength of piles in shear
14.3.6.9 Piled foundations with permanent casing
14.3.6.10 Transverse reinforcement for confinement and lateral restraint of longitudinal bars
14.4 Additional design requirements for members designed for ductility in earthquakes
14.4.1 Designing for ductility
14.4.1.1 General
14.4.1.2 Compliance with additional requirements
14.4.1.3 Longitudinal reinforcement
14.4.1.4 Transverse reinforcement
14.4.2 Pile caps
15 DESIGN OF BEAM COLUMN JOINTS
15.1 Notation
15.2 Scope
15.2.1 General
15.2.2 Alternative methods
15.3 General principles and design requirements for beam column joints
15.3.1 Design criteria
15.3.2 Design forces
15.3.3 Consideration of concurrency
15.3.4 Maximum horizontal joint shear force
15.3.5 Design principles, mechanisms of shear resistance
15.3.6 Horizontal joint shear reinforcement
15.3.6.1 Design basis for horizontal shear
15.3.6.2 Area of horizontal joint shear reinforcement
15.3.7 Vertical joint shear reinforcement
15.3.7.1 Design basis for vertical shear
15.3.7.2 Area of vertical joint shear reinforcement
15.3.8 Confinement
15.4 Additional design requirements for beam column joints with ductile, including limited ductile, members adjacent to the joint
15.4.1 General
15.4.2 Design forces
15.4.2.1 Forces acting on beam column joint
15.4.2.2 Horizontal design shear force
15.4.2.3 Consideration of concurrency
15.4.3 Design assumptions
15.4.3.1 The role of shear reinforcement
15.4.3.2 Maximum horizontal design shear force
15.4.3.3 Determination of shear resistance of joint
15.4.3.4 Horizontal joint shear reinforcement
15.4.3.5 Placement of shear reinforcement
15.4.3.6 Design yield strength of shear reinforcement
15.4.4 Horizontal joint shear reinforcement
15.4.4.1 Area of horizontal joint shear reinforcement
15.4.4.2 Prestressed beams
15.4.4.3 Distribution of horizontal joint shear reinforcement
15.4.4.4 Minimum horizontal joint reinforcement
15.4.5 Vertical joint shear reinforcement
15.4.5.1 Area of vertical joint reinforcement
15.4.5.2 Vertical joint shear reinforcement
15.4.5.3 Spacing of vertical joint reinforcement
15.4.6 Joints with wide columns and narrow beams
15.4.7 Eccentric beam column joints
15.4.8 Maximum diameter of longitudinal beam bars passing through joints
15.4.9 Maximum diameter of column bars passing through joint
16 BEARING STRENGTH, BRACKETS AND CORBELS
16.1 Notation
16.2 Scope
16.3 Bearing strength
16.3.1 General
16.3.2 Exclusions
16.3.3 Strength reduction factor
16.4 Design of brackets and corbels
16.4.1 Strength reduction factor
16.4.2 Loading
16.4.3 Bearing area
16.4.4 Method of design
16.5 Empirical design of corbels or brackets
16.5.1 Depth at outside edge
16.5.2 Design actions at face of support
16.5.3 Shear-friction reinforcement
16.5.4 Maximum shear stress
16.5.5 Reinforcement for flexure
16.5.6 Reinforcement for axial tension force
16.5.7 Primary tension reinforcement
16.5.8 Closed stirrups or ties
16.5.9 Minimum ratio for p
16.5.10 Reinforcement As
17 EMBEDDED ITEMS, FIXINGS AND SECONDARY STRUCTURAL ELEMENTS
17.1 Notation
17.2 Scope
17.3 Design procedures
17.4 Embedded items
17.5 Fixings
17.5.1 General
17.5.2 Design forces
17.5.3 Inserts for lifting
17.5.4 Strength of fixings by testing
17.5.5 Strength of fixings by calculation
17.5.6 Strength of cast-in anchors
17.5.6.1 Scope
17.5.6.2 Load application
17.5.6.3 Strength requirements
17.5.6.4 Strength reduction factors
17.5.6.5 Interaction of tension and shear
17.5.6.6 Interaction of tension and shear – simplified procedures
17.5.7 Lower characteristic strength of anchor in tension
17.5.7.1 Steel strength of anchor in tension
17.5.7.2 Strength of concrete breakout of anchor
17.5.7.3 Lower characteristic tension pullout strength of anchor
17.5.7.4 Lower characteristic concrete side face blowout strength
17.5.8 Lower characteristic strength of anchor in shear
17.5.8.1 Lower characteristic shear strength of steel of anchor
17.5.8.2 Lower characteristic concrete breakout strength of the anchor in shear perpendicular to edge
17.5.8.3 Lower characteristic concrete breakout strength of the anchor in shear parallel to edge
17.5.8.4 Lower characteristic concrete pry-out of the anchor in shear
17.5.9 Durability and fire resistance
17.6 Additional design requirements for fixings designed for earthquake effects
17.6.1 Fixing design philosophy
17.6.2 Fixings designed for seismic separation
17.6.3 Fixings stronger than the overstrength capacity of the attachment
17.6.4 Fixings design to remain elastic
17.6.5 Fixings designed for ductility
17.6.6 Fixings in plastic hinge regions
18 PRECAST CONCRETE AND COMPOSITE CONCRETE FLEXURAL MEMBERS
18.1 Notation
18.2 Scope
18.2.1 Precast concrete defined
18.2.2 Composite concrete flexural members defined
18.2.3 Composite concrete and structural steel not covered
18.2.4 Section 18 in addition to other provisions of this Standard
18.3 General
18.3.1 Design to consider all loading and restraint conditions
18.3.2 Include forces and deformations at connections
18.3.3 Consider serviceability and ultimate limit states
18.3.4 Tolerances
18.3.5 Long-term effects
18.4 Distribution of forces among members
18.4.1 Forces perpendicular to plane of members
18.4.2 In-plane forces
18.5 Member design
18.5.1 Prestressed slabs and wall panels
18.5.2 Composite concrete flexural members
18.5.2.1 Shored and unshored members
18.5.2.2 Design of constituent elements
18.5.2.3 Reinforcement for composite members
18.5.3 Shear resisted composite and non-composite section
18.5.4 Longitudinal shear in composite members
18.5.4.1 Requirements for full shear transfer
18.5.4.2 Longitudinal shear stress
Transfer of longitudinal shear at contact surfaces
18.5.4.4 Transfer of shear where tension exists
18.5.4.5 Requirements for bridge superstructures
18.5.4.6 Bridge deck overlays
18.5.5 Ties for longitudinal shear
18.5.5.1 Minimum anchorage into composite topping
18.5.5.2 Minimum area and spacing of ties
18.5.5.3 Types of ties
18.5.6 Precast shell beam construction
18.5.6.1 Section and material properties
18.5.6.2 Requirements for fully-composite action
18.5.6.3 Design of precast shell
18.5.6.4 Shear strength of composite beam
18.6 Structural integrity and robustness
18.6.1 Load path to lateral force-resisting systems
18.6.2 Diaphragm action
18.6.3 Wall structures three or more storeys high
18.6.4 Joints between vertical members
18.6.5 Connections
18.6.6 Frames supporting precast floors
18.6.7 Deformation compatibility of precast flooring systems
18.6.7.1 General
18.6.7.2 Precast flooring parallel to beams
18.7 Connection and bearing design
18.7.1 Transfer of forces between members
18.7.2 Adequacy of connections
18.7.3 Connections using different materials
18.7.4 Floor or roof members supported by bearing on a seating
18.7.5 Development of positive moment reinforcement
18.8 Additional requirements for ductile structures designed for earthquake effects
18.8.1 Composite concrete flexural members
18.8.1.1 Diaphragm action
18.8.1.2 Frame dilatancy
18.8.1.3 Precast shell beam construction
18.8.2 Broad categories of precast concrete seismic systems
18.8.2.1 Construction incorporating precast concrete
18.8.2.2 Equivalent monolithic systems
18.8.2.3 Jointed systems
19 PRESTRESSED CONCRETE
19.1 Notation
19.2 Scope
19.2.1 General
19.2.2 Other provisions for prestressed concrete
19.3 General principles and requirements
19.3.1 General design assumptions
19.3.1.1 Design requirements
19.3.1.2 Concrete stresses at the serviceability limit state
19.3.1.3 Secondary prestressing moments
19.3.1.4 Effect of deformations
19.3.1.5 Possibility of buckling
19.3.1.6 Section properties
19.3.1.7 Tendons deviating from straight lines
19.3.1.8 Reinforcement for shrinkage and temperature stresses
19.3.1.9 Stress concentrations
19.3.1.10 Unbonded tendons
19.3.2 Classification of prestressed members and sections
19.3.3 Serviceability limit state requirements – flexural members
19.3.3.1 General
19.3.3.2 Calculation of stresses in the elastic range
19.3.3.3 Section properties
19.3.3.4 Deflection
19.3.3.5 Permissible stresses in concrete
19.3.3.6 Permissible stresses in prestressed and Non-Prestressed Reinforcement
19.3.3.7 Reinforcement on sides of beams
19.3.4 Loss of prestress in tendons
19.3.4.1 General
19.3.4.2 Loss of prestress due to creep and shrinkage
19.3.4.3 Time-dependent losses of prestress
19.3.4.4 Loss of prestress due to other considerations
19.3.5 Ultimate limit state design requirements
19.3.6 Flexural strength of beams and slabs
19.3.6.1 Design flexural strength
19.3.6.2 Nominal flexural strength
19.3.6.3 Strain compatibility analysis
19.3.6.4 Alternative method
19.3.6.5 Non-prestressed reinforcement
19.3.6.6 Limits for longitudinal reinforcement
19.3.6.7 Minimum bonded reinforcement
19.3.7 Compression members – combined flexure and axial loads
19.3.7.1 General
19.3.7.2 Axial load limit
19.3.7.3 Limits for reinforcement in prestressed compression members
19.3.8 Statically indeterminate structures
19.3.8.1 General
19.3.8.2 Serviceability limit state
19.3.8.3 Ultimate limit state
19.3.9 Redistribution of design moments for ultimate limit state
19.3.9.1 General
19.3.9.2 Fundamental analysis for moment redistribution
19.3.9.3 Exclusion of secondary moments
19.3.9.4 Deemed to apply approach for prestressed concrete members
19.3.9.5 Design moments
19.3.9.6 Redistribution in members with unbonded prestressed reinforcement
19.3.10 Slab systems
19.3.10.1 Design actions
19.3.10.2 Design strengths
19.3.10.3 Service load conditions
19.3.10.4 Tendon layout
19.3.10.5 Bonded reinforcement
19.3.10.6 Lift slabs
19.3.11 Shear strength
19.3.11.1 Beams and one-way slabs
19.3.11.2 Nominal shear strength provided by the concrete
19.3.11.3 Nominal shear strength provided by shear reinforcement
19.3.12 Torsional strength
19.3.13 Anchorage zones for post-tensioned tendons
19.3.13.1 General
19.3.13.2 Design forces in prestress tendons
19.3.13.3 Design material strengths
19.3.13.4 Design methods
19.3.13.5 Detailing requirements
19.3.14 Curved tendons
19.3.15 Corrosion protection for unbonded tendons
19.3.15.1 General
19.3.15.2 Watertightness
19.3.15.3 Corrosive environments
19.3.16 Post-tensioning ducts
19.3.16.1 General
19.3.16.2 Single wire, strand or bar
19.3.16.3 Multiple wire, strand or bar
19.3.17 Post-tensioning anchorages and couplers
19.3.17.1 Strength of anchorages and couplers
19.3.17.2 Location of couplers
19.3.17.3 Fatigue of anchorages and couplers
19.3.17.4 Protection against corrosion
19.3.18 External post-tensioning
19.3.18.1 General
19.3.18.2 Flexural strength
19.3.18.3 Attachment to member
19.3.18.4 Protection against corrosion
19.4 Additional design requirements for earthquake actions
19.4.1 General
19.4.2 Materials
19.4.2.1 Prestressing steel
19.4.2.2 Concrete
19.4.2.3 Grouting of tendons
19.4.3 Beams and floor slabs
19.4.3.1 Dimensions
19.4.3.2 Redistribution of moments
19.4.3.3 Nominally ductile, limited ductile and ductile plastic regions
19.4.3.4 Contribution of reinforcement in flanges to strength of beams
19.4.3.5 Transverse reinforcement
19.4.3.6 Floors with precast pretensioned units
19.4.4 Design of columns and piles
19.4.4.1 Confinement and anti-buckling reinforcement
19.4.4.2 Minimum reinforcement content
19.4.4.3 Spacing of longitudinal reinforcement
19.4.4.4 Transverse reinforcement in potential plastic regions
19.4.4.5 Shear strength
19.4.5 Prestressed moment resisting frames
19.4.5.1 Beam tendons at beam column joints
19.4.5.2 Partially prestressed beams
19.4.5.3 Ducts for grouted tendons
19.4.5.4 Jointing material
19.4.5.5 Joint reinforcement
19.4.6 Design of hybrid jointed frames
APPENDIX A – STRUT-AND-TIE MODELS (Normative)
APPENDIX B – SPECIAL PROVISIONS FOR THE SEISMIC DESIGN OF DUCTILE JOINTED PRECAST CONCRETE STRUCTURAL SYSTEMS (Normative)
APPENDIX D – METHODS FOR THE EVALUATION OF ACTIONS IN DUCTILE AND LIMITED DUCTILE MULTI-STOREY FRAMES AND WALLS (Normative)
C1 GENERAL
C1.1 Scope
C1.1.1 Relationship to NZ Building Code
C1.1.4 Interpretation
C1.3 Design
C1.4 Construction
C1.5 Definitions
C2 DESIGN PROCEDURES, LOADS AND ACTIONS
C2.1 Notation
C2.2 Design requirements
C2.2.1 Design considerations
C2.3 Design for strength and stability at the ultimate limit state
C2.3.2 Design for strength
C2.3.2.1 General
C2.3.2.2 Strength reduction factors, ultimate limit state
C2.4 Design for serviceability
C2.4.1 General
C2.4.2 Deflection
C2.4.2.2 Bridges
C2.4.3 Minimum thickness
C2.4.4 Crack control
C2.4.4.1 Cracking due to flexure and axial load in reinforced concrete members in buildings
C2.4.4.2 Bridges
C2.4.4.4 Spacing of reinforcement for crack control on the extreme tension face
C2.4.4.5 Crack control on the sides of members subjected to tension
C2.4.4.6 Assessment of surface crack widths
C2.4.4.7 Crack control in flanges of beams
C2.4.4.8 Control of thermal and shrinkage cracking
C2.5 Other design requirements
C2.5.1 General
C2.5.2 Fatigue (serviceability limit state)
C2.5.2.1 General
C2.5.2.2 Permissible stress range
C2.6 Additional design requirements for earthquake effects
C2.6.1 General
C2.6.1.1 Deformation capacity
C2.6.1.2 Classification of structures
C2.6.1.3.1 Classification nomenclature
C2.6.1.3.2 Material strain limits in plastic regions
C2.6.1.3.3 Effective plastic region lengths
C2.6.1.3.4 Material strain limits
C2.6.1.4 Stiffness of members for seismic analysis
C2.6.2 Seismic actions
C2.6.2.1 General
C2.6.2.2 Structural performance factor
C2.6.2.3 Structural ductility factor
C2.6.3 Serviceability limit state
C2.6.3.1 General
C2.6.3.2 Strength reduction factor
C2.6.4 Ultimate limit state
C2.6.5 Capacity design
C2.6.5.1 General
C2.6.5.2 Identification of ductile mechanism
C2.6.5.3 Detailing of potential plastic regions
C2.6.5.4 Overstrength actions
C2.6.5.5 Likely maximum material strengths
C2.6.5.6 Ends of columns
C2.6.5.7 Capacity design for regions outside potential plastic regions
C2.6.5.8 Concurrency and capacity design
C2.6.6 Additional requirements for nominally ductile structures
C2.6.6.1 Limitations for nominally ductile structures
C2.6.7 Additional requirements for ductile and limited ductile moment resisting frames
C2.6.7.4 Alternative design methods for columns in multi-storey frames
C2.6.7.5 Design actions in columns
C2.6.8 Ductile walls and dual systems
C2.6.8.1 Inelastic deformation of structural walls
C2.6.8.2 Shear strength of structural walls
C2.6.8.3 Coupled walls
C2.6.8.4 Ductile dual structures
C2.6.9 Structures incorporating mechanical energy dissipating devices
C2.6.10 Secondary structural elements
C2.6.10.1 Definitions
C2.6.10.2 Group 1 secondary elements
C2.6.10.3 Group 2 secondary elements
C3 DESIGN FOR DURABILITY
C3.2 Scope
C3.2.1 Concrete
C3.2.3 Design considerations
C3.2.4 Design for particular environmental conditions
C3.3 Design life
C3.3.1 Specified intended life
C3.4 Exposure classification
C3.4.3 Chemical exposure classification
C3.4.3.1 Chemical attack from natural soil and groundwater
C3.4.3.2 Other chemical attack
C3.5 Requirements for aggressive soil and groundwater exposure classification XA
C3.6 Minimum concrete curing requirements
C3.7 Additional requirements for concrete for exposure classification C
C3.7.1 Supplementary cementitious materials
C3.7.2 Water/binder ratio and binder content
C3.8 Requirements for concrete for exposure classification U
C3.9 Finishing, strength and curing requirements for abrasion
C3.10 Requirements for freezing and thawing
C3.11 Requirements for concrete cover to reinforcing steel and tendons
C3.11.2 Cover of reinforcement for concrete placement
C3.11.3 Cover for corrosion protection
C3.11.3.1 General
C3.11.3.2 Formed or free surfaces
C3.11.3.3 Casting against ground
C3.12 Chloride based life prediction models and durability enhancement measures
C3.12.1 The use of life prediction models
C3.12.2 Other durability enhancing measures
C3.13 Protection of cast-in fixings and fastenings
C3.14 Restrictions on chemical content in concrete
C3.14.1 Restriction on chloride ion for corrosion protection
C3.14.2 Restriction on sulphate content
C3.14.3 Restriction on other salts
C3.15 Alkali silica reaction
C4 DESIGN FOR FIRE RESISTANCE
C4.1 Notation
C4.2 Scope
C4.3 Design performance criteria
C4.3.1 General performance criteria
C4.3.2 General rules for the interpretation of tabular data and charts
C4.3.3 Increase in axis distance for prestressing tendons
C4.4 Fire resistance ratings for beams
C4.5 Fire resistance ratings for slabs
C4.5.1 Insulation for slabs
C4.5.2 Structural adequacy for slabs
C4.6 Fire resistance ratings for columns
C4.7 Fire resistance ratings for walls
C4.7.2 Structural adequacy for walls
C4.8 External walls that could collapse outwards in fire
C4.8.2 Forces on connections
C4.10 Fire resistance rating by calculation
C5 DESIGN PROPERTIES OF MATERIALS
C5.1 Notation
C5.2 Properties of concrete
C5.2.1 Specified compressive strength
C5.2.2 Applicable density range
C5.2.3 Modulus of elasticity
C5.2.4 Modulus of rupture
C5.2.5 Modulus of rupture from testing
C5.2.6 Direct tensile strength concrete
C5.2.9 Coefficient of thermal expansion
C5.2.10 and C5.2.11 Shrinkage & creep
C5.3 Properties of reinforcement
C5.3.1 Use of plain and deformed reinforcement
C5.3.2 Reinforcement grades
C5.3.3 Strength
C5.3.4 Modulus of elasticity
C5.4 Properties of tendons
C5.4.3 Stress–strain curves
C5.5 Properties of steel fibre reinforced concrete
APPENDIX A TO C5
DESIGN PROPERTIES OF MATERIALS
C5A TEST AND DESIGN METHODS FOR STEEL FIBRE REINFORCED CONCRETE SUBJECTED TO MONOTONIC LOADING
C5.A1 Notation
C5.A2 Introduction
C5.A3 Material properties
C5.A3.1 Compressive strength
C5.A3.2 Flexural tensile strength
C5.A3.3 Residual flexural tensile strength
C5.A4 Design at ultimate limit states
C5.A4.1 Ultimate limit states for bending and axial force
C5.A4.1.1 General
C5.A4.2 Shear
C5.A4.2.1 Standard method
C5.A5 Design at serviceability limit states
C5.A5.1 General
C5A5.2 Minimum reinforcement
C5.A6 Detailing provisions
C5.A6.1 Shear reinforcement in beams
C5.A7 Derivation of stresses in – diagram test
C6 METHODS OF STRUCTURAL ANALYSIS
C6.1 Notation
C6.2 General
C6.2.1 Basis for structural analysis
C6.2.2 Interpretation of the results of analysis
C6.2.3 Methods of analysis
C6.2.4 Vertical loads on continuous beams, frames and floor systems
C6.3 Linear elastic analysis
C6.3.1 Application
C6.3.2 Span lengths
C6.3.5 Stiffness
C6.3.6 Secondary bending moments and shears resulting from prestress
C6.3.7 Moment redistribution in reinforced and prestressed members for ULS
C6.3.7.1 General requirements
C6.3.7.2 Deemed to comply approach for reinforced members
C6.3.8 Idealised frame method of analysis
C6.4 Non-linear structural analysis
C6.4.1 General
C6.4.2 Non-linear material effects
C6.4.3 Non-linear geometric effects
C6.4.4 Values of material properties
C6.5 Plastic methods of analysis
C6.6 Analysis using strut-and-tie models
C6.7 Simplified methods of flexural analysis
C6.7.1 General
C6.7.2 Simplified method for reinforced continuous beams and one-way slabs
C6.7.3 Simplified method for reinforced two-way slabs supported on four sides
C6.7.4 Simplified method for reinforced two-way slab systems having multiple spans
C6.8 Calculation of deflection
C6.8.2 Deflection calculation with a rational model
C6.8.3 Calculation of deflection by empirical method
C6.8.4 Prestressed concrete
C6.8.5 Shored composite construction
C6.9.1 Linear elastic analysis
C6.9.1.3 Walls and other deep members
C6.9.1.4 Ductile dual structures
C6.9.1.5 Redistribution of moments and shear forces
C7 FLEXURE, SHEAR AND TORSIONAL STRENGTH OF MEMBERS WITH OR WITHOUT AXIAL LOAD
C7.1 Notation
C7.2 Scope
C7.3 General principles
C7.4 Flexural strength of members with shear and with or without axial load
C7.4.1 Flexural strength requirement
C7.4.2 General design assumptions for flexural strength
C7.4.2.1 Strength calculations at the ultimate limit state
C7.4.2.2 Strain relationship to geometry
C7.4.2.3 Maximum concrete strain
C7.4.2.4 Steel stress-strain relationship
C7.4.2.5 Concrete tensile strength
C7.4.2.6 Concrete stress-strain relationship
C7.4.2.7 Equivalent rectangular concrete stress distribution
C7.4.2.8 Balanced conditions
C7.4.2.9 Compression reinforcement
C7.5 Shear strength of members
C7.5.1 General
The equations for shear are presented in terms of shear force. However, critical shear force levels are calculated from limiting shear stress levels for two reasons. Firstly, the limiting shear stress levels are applicable to many different situations and hence this gives a rational basis for calculations. Secondly, the shear stress level gives the designer a feel for how critical shear is in any particular situation.
C7.5.2 Maximum nominal shear stress, vn
C7.5.3 Nominal shear strength
C7.5.4 Nominal shear strength provided by the concrete, Vc
C7.5.5 Nominal shear strength provided by the shear reinforcement
C7.5.7 Location and anchorage of reinforcement
C7.5.8 Design yield strength of shear reinforcement
C7.5.9 Alternative methods for determining shear strength
C7.5.10 Minimum area of shear reinforcement
C7.6 Torsional strength of members with flexure and shear with and without axial loads
C7.6.1 Members loaded in torsion
C7.6.1.2 Requirement for torsional reinforcement
C7.6.1.3 Torsion due to deformation compatibility
C7.6.1.5 Torsional strength requirement
C7.6.1.6 Torsional shear stress
C7.6.1.7 Torsion in flanged sections
C7.6.1.8 Torsional and flexural shear together
C7.6.2 Reinforcement for compatibility torsion
C7.6.3 Torsional reinforcement details
C7.6.4 Design of reinforcement for torsion required for equilibrium
C7.6.4.1 and C7.6.4.2 Torsion design moment and torsion reinforcement
C7.6.4.3 Longitudinal torsional reinforcement reduction in compression zone
C7.7 Shear-friction
C7.7.1 General
C7.7.3 Design approach
C7.7.4 Shear-friction design method
C7.7.4.1 Shear-friction reinforcement perpendicular to shear plane
C7.7.4.2 Shear-friction reinforcement inclined to shear plane
C7.7.4.3 Coefficient of friction
C7.7.5 Maximum shear strength
C7.7.7 Reinforcement for net tension across shear plane
C7.7.8 Shear-friction reinforcement
C7.7.10 Concrete placed against as-rolled structural steel
C7.7.11 Additional design requirements for members designed for earthquake effects
C8 STRESS DEVELOPMENT, DETAILING AND SPLICING OF REINFORCEMENT AND TENDONS
C8.1 Notation
C8.2 Scope
C8.3 Spacing of reinforcement
C8.3.1 Clear distance between parallel bars
C8.3.4 Bundled bars
C8.3.5 Spacing of principal reinforcement in walls and slabs
C8.3.6 Spacing of outer bars in bridge decks or abutment walls
C8.3.7 Spacing between longitudinal bars in compression members
C8.3.8 Spacing between splices
C8.3.9 Spacing between pre-tensioning reinforcement
C8.3.10 Bundles of ducts for post-tensioned steel
C8.4 Bending of reinforcement
C8.4.2.1 Minimum bend diameters for main bars
C8.4.2.2 Minimum bend diameter in fatigue situations
C8.4.2.3 Stirrup and tie bends
C8.4.3 Bending of welded wire fabric
C8.5 Welding of reinforcement
C8.5.1 Compliance with AS/NZS 1554: Part 3
C8.5.2 In-line quenched and tempered steel bars
C8.6 Development of reinforcement
C8.6.1 Development of reinforcement – General
C8.6.3 Development length of deformed bars and deformed wire in tension
C8.6.3.2 Basic development length in tension
C8.6.3.3 Refined development length in tension
C8.6.4 Development length of plain bars and plain wire in tension
C8.6.5 Development length of deformed bars and deformed wire in compression
C8.6.7 Development of bundled bars
C8.6.8 Development of welded plain and deformed wire fabric in tension
C8.6.8.1 Development length of wire fabric
C8.6.8.2 Development length of welded wire fabric – cross wires considered
C8.6.8.3 Development length of welded wire fabric – cross wires not considered
C8.6.9 Development of prestressing strand
C8.6.10 Standard hooks
C8.6.10.1 Standard hooks – definition
C8.6.10.3 Development length of standard hooks in tension
C8.6.11 Mechanical anchorage
C8.6.12 Development of flexural reinforcement
C8.6.12.2 Critical sections
C8.6.12.3 Extension of tension reinforcement
C8.6.12.4 Termination in a tension zone
C8.6.12.5 End anchorage in flexural members
C8.6.13 Development of positive moment reinforcement in tension
C8.6.13.1 Limitation in area of bars
C8.6.13.2 Critical sections
C8.6.13.3 Limitation in diameter of bars at simple supports
C8.6.14 Development of negative moment reinforcement in tension
C8.7 Splices in reinforcement
C8.7.1 General
C8.7.2 Lap splices of bars and wire in tension
C8.7.2.1 Bar sizes of lap splices
C8.7.2.2 Lap splices of bundled bars
C8.7.2.3 Length of lap splices of deformed bars or wire
C8.7.2.4 Length of lap splices of plain bars or wire
C8.7.2.5 Length of non-contact lap splices
C8.7.2.8 Lap splices of stirrups, ties and hoops
C8.7.3 Lap splices of bars and wires in compression
C8.7.3.2 Lap splices in compression with stirrups and ties
C8.7.3.3 Lap splices in compression with spiral reinforcement
C8.7.4 Welded splices and mechanical connections
C8.7.4.2 Limitations on the classification of welded splices for grade > 450 MPa reinforcement
C8.7.5.2 Performance requirements for classification as a “high-strength” mechanical connection
C8.7.5.3 Use of welded splices and mechanical connections
C8.7.6 Splices of welded plain or deformed wire fabric
C8.8 Shrinkage and temperature reinforcement
C8.9 Additional design requirements for structures designed for earthquake effects
C8.9.1 Splices in reinforcement
C8.9.1.1 Placement of splices
C8.9.1.2 Lap splices in regions of reversing stresses
C8.9.1.3 Requirements for welded splices or mechanical connections
C9 DESIGN OF REINFORCED CONCRETE BEAMS AND ONE-WAY SLABS FOR STRENGTH, SERVICEABILITY AND DUCTILITY
C9.1 Notation
C9.3 General principles and design requirements for beams and one-way slabs
C9.3.1 General
C9.3.1.1 Moments at supports for beams integral with supports
C9.3.1.2 and C9.3.1.3 Effective width resisting compression of T- beams
C9.3.1.4 Contribution of slab reinforcement to design strength of T and L beams
C9.3.1.5 Floor finishes
C9.3.1.6 Deep beams
C9.3.5 Distance between lateral supports of beams
C9.3.6 Control of flexural cracking
C9.3.6.1 General
C9.3.6.2 Beams and one-way slabs
C9.3.6.3 Skin reinforcement
C9.3.7 Control of deflections
C9.3.7.1 Minimum thickness
C9.3.8 Longitudinal reinforcement in beams and one-way slabs
C9.3.8.1 Maximum longitudinal reinforcement in beams and one-way slabs
C9.3.8.2 Minimum longitudinal reinforcement in beams and one-way slabs
C9.3.8.2.1 and C9.3.8.2.2 Minimum reinforcement in beams
C9.3.8.2.3 Reduced minimum reinforcement
C9.3.8.2.4 Minimum reinforcement in slabs and footings
C9.3.8.4 Maximum diameter of longitudinal beam bar in internal beam column joint zones
C9.3.8.5 Anchorage of beam bars using hooks in beam column joints
C9.3.9 Transverse reinforcement in beams and one-way slabs
C9.3.9.1 General
C9.3.9.2 Diameter and yield strength of transverse reinforcement
C9.3.9.3 Design for shear
C9.3.9.3.1 Design shear force adjacent to supports
C9.3.9.3.2 Design of shear reinforcement
C9.3.9.3.3 Maximum nominal permissible shear strength and effective shear area
C9.3.9.3.4 Nominal shear strength provided by concrete for normal density concrete, Vc
C9.3.9.3.5 Nominal shear strength provided by the concrete for lightweight concrete
C9.3.9.3.6 Nominal shear strength provided by shear reinforcement
C9.3.9.4 Design of shear reinforcement in beams
C9.3.9.4.8 Angle of shear reinforcement not parallel to applied shear
C9.3.9.4.10 Location and anchorage of shear reinforcement
C9.3.9.4.12 Spacing limits for shear reinforcement
C9.3.9.4.13 Minimum area of shear reinforcement
C9.3.9.6.1 Extent of transverse reinforcement
C9.3.10 Special provisions for deep beams
C9.3.10.2 Design methods
C9.3.10.3 and C9.3.10.4 Vertical and horizontal shear reinforcement
C9.3.11 Openings in the web
C9.3.11.1 General
C9.3.11.2 Location and size of openings
C9.3.11.3 Larger openings
C9.3.11.4 Location and size of large openings
C9.3.11.5 Reinforcement in chords adjacent to openings
C9.3.11.6 Reinforcement in webs adjacent to openings
C9.4 Additional design requirements for structures designed for earthquake effects
C9.4.1 Dimension of beams
C9.4.1.2 Beams with rectangular cross sections
C9.4.1.3 Cantilevered beams
C9.4.1.4 T- and L- beams
C9.4.1.5 Width of compression face of members
C9.4.1.6.1 Contribution of slab reinforcement to design strength of beams
C9.4.1.6.2 Contribution of slab reinforcement to overstrength of plastic region in a beam
C9.4.1.6.3 Diameter and extent of slab bars
C9.4.1.7 Narrow beams and wide columns
C9.4.1.8 Wide beams at columns
C9.4.2 Potential yielding regions
C9.4.3 Longitudinal reinforcement in beams of ductile structures
C9.4.3.1 Development of beam reinforcement
C9.4.3.2 Anchorage of beam bars in columns or beam stubs
C9.4.3.2.2 Reinforcement of beam stubs
C9.4.3.2.3 Development length
C9.4.3.2.4 Anchorage of diagonal bars in coupling beams
C9.4.3.2.5 Bars to terminate with a hook or anchorage device
C9.4.3.3 Maximum longitudinal reinforcement in beams containing ductile plastic regions
C9.4.3.4 Minimum longitudinal reinforcement in beams containing ductile plastic regions
C9.4.3.5 Maximum diameter of longitudinal beam bars passing through interior joints of ductile structures
C9.4.3.6 Splices in longitudinal reinforcement of beams of ductile structures
C9.4.4 Transverse reinforcement in beams of ductile structures
C9.4.4.1 Design for shear in beams of ductile structures
C9.4.4.1.1 Design shear strength
C9.4.4.1.3 Nominal shear strength provided by concrete in plastic hinge regions of beams
C9.4.4.1.4 to C9.4.4.1.6 Shear in ductile plastic regions
C9.4.5 Design of transverse reinforcement for lateral restraint of longitudinal bars of beams of ductile structures
C10 DESIGN OF REINFORCED CONCRETE COLUMNS AND PIERS FOR STRENGTH AND DUCTILITY
C10.1 Notation
C10.3 General principles and design requirements for columns and piers
C10.3.1 Strength calculations at the ultimate limit state
C10.3.2 Slenderness effects in columns and piers
C10.3.2.1 Design considerations for columns and piers
C10.3.2.2 Evaluation of slenderness effects in columns and piers braced against sidesway
C10.3.2.3 Approximate evaluation of slenderness effects
C10.3.2.3.2 Effective length factor
C10.3.2.3.4 Consideration of slenderness
C10.3.2.3.5 Design actions including slenderness effects
C10.3.2.3.6 Bending about both principal axes
C10.3.3 Design cross-sectional dimensions for columns and piers
C10.3.4.1 General assumptions for flexural and axial force design
C10.3.4.2 Limit for design axial force N *, on columns and piers
C10.3.5 Transmission of axial force through floor systems
C10.3.5.1 Transmission of load through floor system
C10.3.5.2 Placement of concrete in floor
C10.3.5.4 Strength of columns laterally supported on four sides
C10.3.6 Perimeter columns to be tied into floors
C10.3.8 Longitudinal reinforcement in columns and piers
C10.3.8.1 Limits for area of longitudinal reinforcement
C10.3.8.3 Spacing of longitudinal bars
C10.3.9.2 Offset column faces
C10.3.10 Transverse reinforcement in columns and piers
C10.3.10.1 General
C10.3.10.2.1 Maximum permissible nominal shear force and effective shear area
C10.3.10.3.1 Nominal shear strength provided by the concrete for normal density concrete
C10.3.10.3.3 Nominal shear strength provided by the concrete for lightweight concrete
C10.3.10.4 Shear reinforcement
C10.3.10.4.2 Nominal shear strength provided by shear reinforcement
C10.3.10.4.3 Maximum spacing of shear reinforcement
C10.3.10.4.4 Minimum shear strength provided by shear reinforcement
C10.3.10.5 and C10.3.10.6 Design of spiral or circular hoop, or rectangular hoop and tie transverse reinforcement for confinement of concrete and lateral restraint of longitudinal bars
C10.3.10.9 Set out of transverse reinforcement at column ends
C10.3.11 Composite compression members
C10.3.11.1 General
C10.3.11.2 Strength
C10.3.11.3 Axial load strength assigned to concrete
C10.3.11.5 Slenderness effects
C10.3.11.6 Structural steel encased concrete core
C10.4 Additional design requirements for structures designed for earthquake effects
C10.4.2 Protection of columns at the ultimate limit state
C10.4.3 Dimensions of columns and piers
C10.4.3.6 Narrow beams and wide columns
C10.4.4 Limit for design axial force on columns and piers
C10.4.5 Ductile detailing length
C10.4.6 Longitudinal reinforcement in columns and piers
C10.4.6.1 Longitudinal reinforcement
C10.4.6.2 Maximum area of longitudinal reinforcement
C10.4.6.3 Spacing of longitudinal bars in plastic hinge region
C10.4.6.6 Maximum longitudinal column bar diameter in beam column joint zones
C10.4.6.8 Splices of longitudinal reinforcement
C10.4.7 Transverse reinforcement in columns and piers
C10.4.7.2.1 Design shear force
C10.4.7.2.2 Types of potential plastic hinges in columns
C10.4.7.2.3 Design of shear reinforcement
C10.4.7.2.4 Strut and tie method for shear design
C10.4.7.3 Alternative design methods for concrete confinement and lateral restraint of longitudinal bars
C10.4.7.4.1 In ductile potential plastic hinge regions
C10.4.7.4.2, C10.4.7.5.2, C10.4.7.4.4 and C10.4.7.5.4 Regions protected against plastic hinging and outside potential plastic hinge regions
C11 DESIGN OF STRUCTURAL WALLS FOR STRENGTH, SERVICEABILITY AND DUCTILITY
C11.1 Notation
C11.2 Scope
C11.3 General principles and design requirements for structural walls
C11.3.5.1.2 Design moment and P-delta effects – simplified method
C11.3.5.2.2 Prevention of flexural torsional buckling of walls loaded in-plane with low axial loads
C11.3.6.2 Design for Euler buckling from eccentric axial loads
C11.3.10.3 Design for shear in the plane of a wall
C11.3.10.3.2 Maximum nominal shear stress
C11.3.10.3.4 and C11.3.10.3.5 Concrete shear strength – simplified and detailed
C11.3.10.3.6 Shear design of sections near base of walls
C11.3.10.3.8 Design of shear reinforcement
C11.3.11.6 Curtailment of flexural reinforcement
C11.4 Additional design requirements for members designed for ductility in earthquakes
C11.4.1 General seismic design requirements
C11.4.1.1 Interaction of flanges, boundary members and webs
C11.4.1.2 Design of ductile walls
C11.4.1.3 Effective flange projections for walls with returns
C11.4.2 Dimensional limitations
C11.4.2.1 Prevention of buckling of thin walls loaded in-plane
C11.4.2.3 Dimensions of enlarged boundary element
C11.4.2.4 Flange thickness
C11.4.3 Ductile detailing lengths
C11.4.5 Reinforcement diameters
C11.4.6 Transverse reinforcement
C11.4.6.1 Transverse reinforcement requirements
C11.4.6.2 Shear reinforcement to be anchored at ends
C11.4.6.3 Transverse reinforcement for lateral restraint in plastic hinge regions
C11.4.6.4 Transverse reinforcement for lateral restraint of longitudinal bars outside plastic hinge regions
C11.4.6.5 Confinement requirements in plastic hinge region
C11.4.7 Shear strength
C11.4.7.1 General
C11.4.7.3 Shear strength provided by the concrete
C11.4.7.4 Sliding shear of squat walls
C11.4.9 Special splice and anchorage requirements
C11.4.9.1 Splicing of flexural tension reinforcement
C11.4.9.2 Staggering of lapped splices
C11.4.9.3 Welded and mechanical splices
C12 DESIGN OF REINFORCED CONCRETE TWO-WAY SLABS FOR STRENGTH AND SERVICEABILITY
C12.1 Notation
C12.2 Scope
C12.3 General
C12.4 Design procedures
C12.4.1 General
C12.4.2 Design methods
C12.5 Design for flexure
C12.5.2 Effective area of concentrated loads
C12.5.3 Design moments from elastic thin plate theory
C12.5.4 Design moments from non-linear analysis
C12.5.5 Design moments from plastic theory
C12.5.6 Slab reinforcement
C12.5.6.3 Spacing of principal reinforcement
C12.5.6.4, C12.5.6.5, C12.5.6.6 Reinforcement at edges
C12.5.6.7 Reinforcement for torsional moments
C12.5.6.9 Integrity reinforcement for slabs supported on columns
C12.6 Serviceability of slabs
C12.7 Design for shear
C12.7.1 Critical sections for shear
C12.7.3.2 Nominal shear strength provided by the concrete, Vc
C12.7.3.5 Shear to be resisted by shear reinforcement for punching shear
C12.7.4 Shear reinforcement consisting of bars or wires or stirrups
C12.7.5 Shear reinforcement consisting of structural steel or channel-shaped sections and other equivalent devices
C12.7.5.1 General
C12.7.5.2 Details of shearheads
C12.7.5.3 Critical slab section for shear and C12.7.5.4 limit on nominal shear strength
C12.7.5.5 Moment of resistance contributed by shearhead
C12.7.6 Openings in slabs
C12.7.7 Transfer of moment and shear in slab column connections
C12.7.7.3 Unbalanced moment transferred by eccentricity of shear
C12.8 Design of reinforced concrete bridge decks
C12.8.2 Empirical design based on assumed membrane action
C12.8.2.1 General
C12.8.2.2 Conditions
C12.8.2.3 Reinforcement
C12.8.2.4 Longitudinal negative moments in continuous structures
C13 DESIGN OF DIAPHRAGMS
C13.2 Scope and definitions
C13.3 General principles and design requirements
C13.3.1 Functions of diaphragms
C13.3.2 Analysis procedures
C13.3.3 Openings
C13.3.4 Stiffness
C13.3.6 Changes in depth
C13.3.7 Diaphragms incorporating precast concrete elements
C13.3.7.2 Requirements for toppings transferring diaphragm forces
C13.3.7.4 Transfer of diaphragm forces across joints in untopped systems
C13.3.7.5 Connection of diaphragm to primary lateral force-resisting system
C13.3.10 Reinforcement near plastic hinges in beams
C13.4 Additional design requirements for elements designed for ductility in earthquakes
C13.4.3 Diaphragms incorporating precast concrete elements
C14 FOOTINGS, PILES AND PILE CAPS
C14.1 Notation
C14.2 Scope
C14.3 General principles and requirements
C14.3.4.1 General and C14.3.4.2 Spread footings and footing supported by piles
C14.3.4.3 Shear in pile caps
C14.3.6 Piled foundations
C14.3.6.3 Details for upper ends of piles
C14.3.6.5 Minimum longitudinal reinforcement in reinforced concrete piles
C14.3.6.9 Piled foundations with permanent casing
C14.3.6.10 Transverse reinforcement for confinement and lateral restraint of longitudinal bars
C14.4 Additional design requirements for structures designed for earthquake effects
C14.4.1 Designing for ductility
C14.4.1.1 General and C14.4.1.2 Compliance with additional requirements
C14.4.2 Pile caps
C15 DESIGN OF BEAM COLUMN JOINTS
C15.1 Notation
C15.2 Scope
C15.2.2 Alternative methods
C15.3 General principles and design requirements for beam column joints
C15.3.1 Design criteria
C15.3.2 Design forces
C15.3.4 Maximum horizontal joint shear force
C15.3.5 Design principles, mechanisms on shear resistance
C15.3.6 Horizontal joint shear reinforcement
C15.3.7 Vertical joint shear reinforcement
C15.3.8 Confinement
C15.4 Additional design requirements for beam column joints with ductile, including limited ductile, members adjacent to the joint
C15.4.1 General
C15.4.2 Design forces
C15.4.2.1 Forces acting on beam column joint
C15.4.2.2 Horizontal design shear force
C15.4.3 Design assumptions
C15.4.3.1 The role of shear reinforcement
C15.4.3.2 Maximum horizontal design shear force
C15.4.3.3 Determination of shear resistance of joint
C15.4.3.4 Horizontal joint shear reinforcement
C15.4.4 Horizontal joint shear reinforcement
C15.4.4.1 Area of horizontal joint shear reinforcement
C15.4.4.2 Prestressed beams
C15.4.4.3 Distribution of horizontal joint shear reinforcement
C15.4.4.4 Minimum horizontal joint reinforcement
C15.4.5 Vertical joint shear reinforcement
C15.4.5.1 Area of vertical joint reinforcement
C15.4.5.2 Vertical joint shear reinforcement
C15.4.5.3 Spacing of vertical joint reinforcement
C15.4.6 Joints with wide columns and narrow beams
C15.4.7 Eccentric beam column joints
C16 BEARING STRENGTH, BRACKETS AND CORBELS
C16.3 Bearing strength
C16.3.1 General
C16.3.2 Exclusions
C16.4 Design of brackets and corbels
C16.4.1 Strength reduction factor
C16.4.3 Bearing area
C16.4.4 Method of design
C16.5 Empirical design of corbels or brackets
C16.5.1 Depth at outside edge
C16.5.2 Design actions at face of support
C16.5.3 Shear-friction reinforcement
C16.5.4 Maximum shear stress
C16.5.5 Reinforcement for flexure
C16.5.6 Reinforcement for axial tension force
C16.5.7 Primary tension reinforcement
C16.5.8 Closed stirrups or ties
C16.5.9 Ratio p
C16.5.10 Reinforcement As
C17 EMBEDDED ITEMS, FIXINGS AND SECONDARY STRUCTURAL ELEMENTS
C17.1 Notation
C17.5 Fixings
C17.5.3 Inserts for lifting
C17.5.5 Strength of fixings by calculation
C17.5.6 Strength of cast-in anchors
C17.5.6.1 Scope
C17.5.6.3 Strength requirements
C17.5.6.6 Interaction of tension and shear – simplified procedures
C17.5.7.1 Steel strength of anchor in tension
C17.5.7.2 Strength of concrete breakout of anchor
C17.5.7.3 Lower characteristic tension pullout strength of anchor
C17.5.7.4 Lower characteristic concrete side face blowout strength
C17.5.8.1 Lower characteristic shear strength of steel of anchor
C17.5.8.2 Lower characteristic concrete breakout strength of the anchor in shear perpendicular to edge
C17.5.8.3 Lower characteristic concrete breakout strength of the anchor in shear parallel to edge
C17.5.9 Durability and fire resistance
C17.6 Additional design requirements for fixings designed for earthquake effects
C17.6.1 Fixing design philosophy
C17.6.2 Fixings designed for seismic separation
C17.6.3 Fixings stronger than the overstrength capacity of the attachment
C17.6.4 Fixings design to remain elastic
C17.6.5 Fixings designed for ductility
C17.6.6 Fixings in plastic hinge regions
C18 PRECAST CONCRETE AND COMPOSITE CONCRETE FLEXURAL MEMBERS
C18.1 Notation
C18.2 Scope
C18.2.2 Composite concrete flexural members defined
C18.2.3 Composite concrete and structural steel not covered
C18.2.4 Section 18 in addition to other provisions of this Standard
C18.3 General
C18.3.1 Design to consider all loading and restraint conditions
C18.3.2 Include forces and deformations at connections
C18.3.4 Tolerances
C18.3.5 Long-term effects
C18.4 Distribution of forces among members
C18.4.1 Forces perpendicular to plane of members
C18.4.2 In-plane forces
C18.5 Member design
C18.5.1 Prestressed slabs and wall panels
C18.5.2 Composite concrete flexural members
C18.5.2.1 Shored and unshored members
C18.5.2.2 Design of constituent elements
C18.5.2.3 Reinforcement for composite members
C18.5.4 Longitudinal shear in composite members
C18.5.4.1 Requirements for full shear transfer
C18.5.4.2 Longitudinal shear stress
C18.5.4.3 Transfer of longitudinal shear at contact surfaces
C18.5.4.4 Transfer of shear where tension exists
C18.5.4.5 Requirements for bridge superstructures
C18.5.4.6 Bridge deck overlays
C18.5.5 Ties for longitudinal shear
C18.5.5.1 Minimum anchorage into composite topping
C18.5.5.2 Minimum area and spacing of ties
C18.5.6 Precast shell beam construction
C18.5.6.2 Requirements for fully-composite action
C18.5.6.3 Design of precast shell
C18.5.6.4 Shear strength of composite beam
C18.6 Structural integrity and robustness
C18.6.1 Load path to lateral force-resisting systems
C18.6.2 Diaphragm action
C18.6.3 Wall structures three or more storeys high
C18.6.4 Joints between vertical members
C18.6.5 Connections
C18.6.7 Deformation compatibility of precast flooring systems
C18.6.7.2 Precast flooring parallel to beams
C18.7 Connection and bearing design
C18.7.1 Transfer of forces between members
C18.7.3 Connections using different materials
C18.7.4 Floor or roof members supported by bearing onto a seating
C18.7.5 Development of positive moment reinforcement
C18.8 Additional requirements for ductile structures designed for earthquake effects
C18.8.1.2 Frame dilatancy
C18.8.1.3 Precast shell beam construction
C18.8.1.3.1 Length of plastic hinge in moment resisting frames
C18.8.1.3.2 Flexural strength in plastic hinge regions
C18.8.2 Broad categories of precast concrete seismic systems
C18.8.2.2 Equivalent monolithic systems
C19 PRESTRESSED CONCRETE
C19.1 Notation
C19.2 Scope
C19.2.1 General
C19.2.2 Other provisions for prestressed concrete
C19.3 General principles and requirements
C19.3.1.1 Design requirements
C19.3.1.3 Secondary prestressing moments
C19.3.1.5 Possibility of buckling
C19.3.1.6 Section properties
C19.3.1.7 Tendons deviating from straight lines
C19.3.1.8 Reinforcement for shrinkage and temperature stresses
C19.3.1.9 Stress concentrations
C19.3.1.10 Unbonded tendons
C19.3.2 Classification of prestressed members and sections
C19.3.3 Serviceability limit state requirements – flexural members
C19.3.3.1 General
C19.3.3.3 Section properties
C19.3.3.5 Permissible stresses in concrete
C19.3.3.5.3 Crack widths for Class C members
C19.3.3.6.2 Permissible service load stress ranges in prestressed and non-prestressed reinforcement
C19.3.3.7 Reinforcement on sides of beams
C19.3.4 Loss of prestress in tendons
C19.3.4.1 General
C19.3.4.2 Loss of prestress due to creep and shrinkage
C19.3.4.2.3 and C19.3.4.2.4 Loss of prestress due to friction and Determination of losses
C19.3.4.3.2 and C19.3.4.3.3 Loss of prestress due to shrinkage and creep of the concrete
C19.3.4.3.4 Loss of prestress due to tendon relaxation
C19.3.6 Flexural strength of beams and slabs
C19.3.6.2 Nominal flexural strength
C19.3.6.3 Strain compatibility analysis
C19.3.6.4 Alternative method
C19.3.6.5 Non-prestressed reinforcement
C19.3.6.6 Limits for longitudinal reinforcement
C19.3.6.6.2 Limiting neutral axis depth
C19.3.6.6.3 Minimum cracking moment
C19.3.6.6.4 Placement of bonded reinforcement
C19.3.6.7 Minimum bonded reinforcement
C19.3.6.7.1 Minimum bonded reinforcement in members with unbonded tendons
C19.3.6.7.2 Minimum bonded reinforcement in two-way flat slab systems with unbonded tendons
C19.3.6.7.3 Lengths of bonded reinforcement
C19.3.7.2 Axial load limit
C19.3.8.1 General
C19.3.8.2 Serviceability limit state
C19.3.8.3 Ultimate limit state
C19.3.9 Redistribution of design moments for ultimate limit state
C19.3.10 Slab systems
C19.3.10.1 Design actions
C19.3.10.2 Design strengths
C19.3.10.3 Service load conditions
C19.3.10.4 Tendon layout
C19.3.11 Shear strength
C19.3.11.2.1 Simplified method for determining nominal shear strength of concrete in beams and one-way slabs
C19.3.11.2.2 General method for determining Vc beams and one-way slabs
C19.3.11.2.3 Shear strength in transfer length
C19.3.11.2.4 Shear strength of pretensioned floor units near supports
C19.3.11.2.5 Shear strength in two-way prestressed concrete slabs
C19.3.11.3.1 Details of shear reinforcement in slabs
C19.3.11.3.4 Modification of design of shear reinforcement in beams and one-way slabs due to prestress
C19.3.13 Anchorage zones for post-tensioned tendons
C19.3.13.1.1 Definition of anchorage zone
C19.3.13.1.2 Design of anchorage zones
C19.3.13.3.2 Bearing stress against anchors
C19.3.13.3.3 Tensile strength of concrete
C19.3.13.4.1 and C19.3.13.4.2 Permitted methods and simplified and linear elastic methods
C19.3.13.4.3 Reinforcement required for tension forces in anchorage zones
C19.3.13.4.4 Anchorage devices away from end of members
C19.3.14 Curved tendons
C19.3.15 Corrosion protection for unbonded tendons
C19.3.15.1 General
C19.3.15.2 Watertightness
C19.3.17 Post-tensioning anchorages and couplers
C19.3.17.1 Strength of anchorages and couplers
C19.3.17.3 Fatigue of anchorages and couplers
C19.3.18 External post-tensioning
C19.3.18.3 Attachment to member
C19.3.18.4 Protection against corrosion
C19.4 Additional design requirements for earthquake actions
C19.4.2 Materials
C19.4.2.1 Prestressing steel
C19.4.2.2 Concrete
C19.4.2.3 Grouting of tendons
C19.4.3 Beams and floor slabs
C19.4.3.2 Redistribution of moments
C19.4.3.3 Nominally ductile, limited ductile and ductile plastic regions
C19.4.3.4 Contribution of reinforcement in flanges to strength of beams
C19.4.3.5 Transverse reinforcement
C19.4.3.6 Floors with precast pretensioned units
C19.4.4 Design of columns and piles
C19.4.4.1 Confinement and anti-buckling reinforcement
C19.4.4.2 Minimum reinforcement content
C19.4.4.3 Spacing of longitudinal reinforcement
C19.4.4.4 Transverse reinforcement in potential plastic regions
C19.4.5 Prestressed moment resisting frames
C19.4.5.1 Beam tendons at beam column joints
C19.4.5.2 Partially prestressed beams
C19.4.5.3 Ducts for grouted tendons
C19.4.5.4 Jointing material
C19.4.6 Design of hybrid jointed frames
APPENDIX CA – STRUT-AND-TIE MODELS
CA1 Notation
CA2 Definitions
CA3 Scope and limitations
CA4 Strut-and-tie model design procedure
CA4.1 Truss models
CA4.3 Geometry of truss
CA4.5 Minimum angle between strut and tie
CA4.6 Design basis
CA5 Strength of struts
CA5.1 Strength of strut in compression
CA5.2 Effective compressive strength of concrete
CA5.3 Reinforcement for transverse tension
CA5.3.2 Placement of reinforcement
CA5.4 Increased strength of strut due to confining reinforcement
CA5.5 Increased strength of strut due to compression reinforcement
CA6 Strength of ties
CA6.2 Axis and width of tie
CA6.3 Anchoring of tie reinforcement
CA7 Strength of nodal zones
CA7.1 Nominal compression strength
CA7.2 Compressive stress on face of nodal zone
CA7.3 Nodal zones for three-dimensional strut-and-tie models
CA8.3 Openings in walls modelled by strut and tie
APPENDIX CB – SPECIAL PROVISIONS FOR THE SEISMIC DESIGN OF DUCTILE JOINTED PRECAST CONCRETE STRUCTURAL SYSTEMS
CB2 Definitions
CB3 Scope and limitations
CB4 General design approach
CB4.2 Drift limits
CB4.3 Self-centering and energy dissipation capabilities of hybrid structures
CB5 Behaviour of connections
CB5.1 Inelastic behaviour of connections
CB5.4 Shear transfer at critical connections
CB6 Design of moment resisting frames
CB6.1 General
CB6.2 Anchorage, location and longitudinal profile of the post-tensioned tendons
CB6.3 Prestressing force in beams
CB6.4 Evaluation of flexural strength at target inter-storey drift levels
CB7 Design of structural wall systems
CB8 System displacement compatibility issues
CB8.4 Beam elongation
CB8.5 Floor-to-lateral-load resisting system incompatibility
APPENDIX CD – METHODS FOR THE EVALUATION OF ACTIONS IN DUCTILE AND LIMITED DUCTILE MULTI-STOREY FRAMES AND WALLS
CD1 Notation
CD2 General
CD3 Columns multi-storey ductile frames
CD3.1 General
CD3.2 Design moments and shears in columns by Method A
CD3.2.1 General
CD3.2.2 Distribution of beam input moment into columns
CD3.2.3 Dynamic magnification and modification factors
CD3.2.4 Critical design moments in columns
CD3.2.5 Reduction in design moments for cases of small axial compression
CD3.2.6 Design shears in columns
CD3.3 Design moments and shears in columns by Method B
CD3.3.1 General
CD3.3.3 Lateral seismic forces at a level
CD3.3.4 Column shear due to beam overstrength moments
CD3.3.5 Resultant column shears
CD3.3.6 Capacity design column moments
CD3.3.7 Design shear strength for columns
CD3.3.8 Limit on distribution of column shear forces
CD3.4 Capacity design axial forces for Methods A and B
CD4 Ductile and limited ductile walls
D4.1 General
CD4.2 Design moment envelope
CD4.3 Design shear force envelope
CD5 Wall-frame structures – Ductile and limited ductile
APPENDIX CE – ANALYSIS OF PRESTRESSED CONCRETE STRUCTURES FOR CREEP AND SHRINKAGE
CE1 General
CE2 Shrinkage in concrete
CE3 Creep in concrete
CE3.1 General
CE3.2 Modified effective modulus method of analysis
CE3.3 Example of modified effective modulus method
CE3.3.1 Section properties
CE3.3.2 Initial stresses
CE3.3.3 Long-term creep
CE3.3.4 Shrinkage calculations
CE3.3.5 Deflection calculations
APPENDIX CF – MATERIAL BASED ON ACI 318-02
CF1 General
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- B1
- B2
Previous versions
NZS 3101.1&2:2006 excluding Amendment 3
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