Draft Details
- Design of concrete structures (New Edition)
- DRAFT STANDARD
- Legal Notice for Draft Standards
- Preface
- + 1 Scope
- 1.1 General
- 1.2 Fire resistance
- 1.3 Alternative design procedures
- 1.4 Shells and folded plates
- 1.5 Terminology
- 1.6 Units of measurement
- 2 Reference publications
- + 3 Definitions and symbols
- 3.1 Definitions
- 3.2 Symbols
- + 3.3 Standard notation and calculations
- 3.3.1 Standard notation for loads and resistanc...
- 3.3.2 Standard notation for reinforcing bars
- 3.3.3 Bar diameter for calculations
- + 4 General requirements
- + 4.1 Materials — Reinforcement
- 4.1.1
- 4.1.2
- 4.1.3
- 4.1.4
- + 4.2 Concrete and other materials
- 4.2.1
- 4.2.2
- 4.2.3
- + 4.3 Concrete quality, mixing, and placement
- + 4.3.1 Quality
- 4.3.1.1
- 4.3.1.2
- 4.3.1.3
- 4.3.2 Mixing and placement
- 5 Drawings and related documents
- + 6 Formwork, falsework, embedded pipes, and cons...
- 6.1 General
- 6.2 Embedded pipes and openings
- 6.3 Construction joints
- + 7 Details of reinforcement
- + 7.1 Hooks, bends, and headed bars
- 7.1.1 General
- 7.1.2 Stirrups and ties
- 7.1.3 Crossties
- + 7.1.4 Headed bars and headed shear studs
- 7.1.4.1 Headed 5Ab bars
- 7.1.4.2 Headed 10Ab bars
- 7.1.4.3 Headed shear studs
- 7.2 Placing of reinforcement
- 7.2.1 General
- 7.2.2 Draped fabric
- + 7.3 Tolerances
- 7.3.1
- 7.3.2
- + 7.4 Spacing of reinforcement and tendons
- + 7.4.1 Bars
- 7.4.1.1
- 7.4.1.2
- 7.4.1.3
- + 7.4.2 Bundled bars
- 7.4.2.1
- 7.4.2.2
- 7.4.2.3
- 7.4.2.4
- + 7.4.3 Pretensioning tendons
- 7.4.3.1
- 7.4.3.2
- 7.4.4 Post-tensioning tendons
- + 7.5 Special details for columns and walls
- + 7.5.1 Offset bars
- 7.5.1.1
- 7.5.1.2
- 7.5.1.3
- 7.5.2 Splices and load transfer in metal cores
- + 7.6 Transverse reinforcement
- 7.6.1 General
- 7.6.2 Composite columns
- 7.6.3 Prestressing tendons
- + 7.6.4 Confinement spirals for compression membe...
- 7.6.4.2
- 7.6.4.3
- + 7.6.5 Ties or regular spirals for compression m...
- 7.6.5.1
- 7.6.5.2
- 7.6.5.3
- 7.6.5.4
- 7.6.5.5
- 7.6.5.6
- 7.6.5.7
- 7.6.5.8
- + 7.6.6 Beams and girders — Transverse reinforcem...
- 7.6.6.1 Ties and stirrups for compression reinf...
- 7.6.6.2
- 7.6.6.3
- + 7.7 Special details for beam-column connections...
- 7.7.1
- 7.7.2
- 7.7.3
- + 7.8 Minimum reinforcement in slabs
- 7.8.1
- 7.8.2
- 7.8.3
- 7.8.4
- 7.8.5
- 7.9 Concrete protection for reinforcement
- + 8 Design — Limit states, load combinations, and...
- + 8.1 Limit states
- 8.1.1 Durability
- 8.1.2 Fire resistance
- 8.1.3 Ultimate limit states
- + 8.1.4 Serviceability limit states
- 8.1.4.1 Deflections
- 8.1.4.2 Local damage and cracking
- 8.1.4.3 Vibrations
- 8.1.5 Structural integrity
- + 8.2 Loading
- 8.2.1 General
- + 8.2.2 Imposed deformations
- 8.2.2.1 General
- 8.2.2.2 Load factor for T-loads
- 8.2.3 Prestress
- + 8.3 Load combinations and load factors
- 8.3.1 General
- 8.3.2 Load combinations for ultimate limit stat...
- 8.3.3 Load combinations for serviceability limi...
- + 8.4 Factored resistance
- 8.4.1 General
- 8.4.2 Factored concrete strength
- 8.4.3 Factored reinforcement and tendon force
- + 8.5 Reinforcement and tendon properties for des...
- 8.5.1 Design strength for non-prestressed reinf...
- + 8.5.2 Stress-strain relationship for reinforcem...
- 8.5.2.1 Reinforcement and tendon stress-strain ...
- 8.5.2.2 Simplified reinforcement stress-strain ...
- + 8.5.3 Modulus of elasticity of reinforcement
- 8.5.3.1
- 8.5.3.2
- 8.5.4 Coefficient of thermal expansion of reinf...
- + 8.6 Concrete properties for design
- + 8.6.1 Design strength of concrete
- 8.6.1.1
- 8.6.1.2
- 8.6.1.3
- + 8.6.2 Modulus of elasticity
- 8.6.2.1
- 8.6.2.2
- 8.6.2.3
- 8.6.3 Concrete stress-strain relationship
- 8.6.4 Modulus of rupture of concrete
- 8.6.5 Modification factors for concrete density...
- 8.6.6 Coefficient of thermal expansion of concr...
- + 9 Structural analysis and computation of deflec...
- + 9.1 Methods of analysis
- 9.1.1
- 9.1.2
- + 9.2 Elastic frame analysis
- + 9.2.1 Stiffness
- 9.2.1.1
- 9.2.1.2
- 9.2.1.3
- + 9.2.2 Span length
- 9.2.2.1
- 9.2.2.2
- 9.2.2.3
- 9.2.2.4
- + 9.2.3 Arrangement of loads
- 9.2.3.1 Continuous beams and one-way slabs
- 9.2.3.2 Two-way slabs
- 9.2.4 Redistribution of moments in continuous f...
- + 9.3 Approximate frame analysis
- 9.3.1 General
- 9.3.2 Floor and roof loads
- 9.3.3 Moment and shear coefficients
- 9.4 Analysis by strut-and-tie models
- + 9.5 Finite element analysis
- 9.5.1
- 9.5.2
- 9.5.3
- 9.5.4
- 9.5.5
- 9.6 Elastic plate analysis
- + 9.7 Plastic analysis
- 9.7.1
- 9.7.2
- 9.7.3
- 9.7.4
- + 9.8 Control of deflections
- 9.8.1 General
- + 9.8.2 One-way construction (non-prestressed)
- 9.8.2.1 Minimum thickness
- 9.8.2.2 Immediate deflections
- 9.8.2.3 Ec and Ie
- 9.8.2.4 Moment of inertia for continuous spans
- 9.8.2.5 Sustained load deflections
- 9.8.2.6 Deflection limits
- 9.8.3 Two-way construction (non-prestressed)
- + 9.8.4 Prestressed concrete construction
- 9.8.4.1 Immediate deflection
- 9.8.4.2 Moment of inertia
- 9.8.4.3 Partially prestressed members
- 9.8.4.4 Sustained load deflections
- 9.8.4.5 Deflection limits
- + 9.8.5 Composite construction
- 9.8.5.1 Shored construction
- 9.8.5.2 Unshored construction
- 9.8.5.3 Deflection limits
- + 10 Flexure and axial loads
- + 10.1 General principles
- 10.1.1 General
- 10.1.2 Plane sections assumption
- 10.1.3 Maximum concrete strain
- 10.1.4 Balanced strain conditions
- 10.1.5 Tensile strength of concrete
- 10.1.6 Concrete stress-strain relationship
- 10.1.7 Equivalent rectangular concrete stress d...
- + 10.2 Flexural members — Distance between latera...
- 10.2.1
- 10.2.2
- 10.2.3
- + 10.3 Flexural members — T-beams
- 10.3.1
- 10.3.2
- 10.3.3
- 10.3.4
- + 10.4 Flexural members — Joist construction
- 10.4.1
- 10.4.2
- + 10.5 Flexural members — Reinforcement
- + 10.5.1 Minimum reinforcement
- 10.5.1.1
- 10.5.1.2
- 10.5.1.3
- 10.5.2 Limit of c/d for flexural ductility
- + 10.5.3 Reinforcement in T-beam flanges
- 10.5.3.1 Flexural tension reinforcement
- 10.5.3.2 Transverse flexural reinforcement
- + 10.6 Beams and one-way slabs — Crack control
- 10.6.1 Crack control parameter
- 10.6.2 Skin reinforcement
- + 10.7 Deep flexural members
- 10.7.1
- 10.7.2
- 10.7.3
- + 10.8 Design of bearing zones
- 10.8.1
- 10.8.2
- + 10.9 Compression members — Reinforcement limits...
- 10.9.1
- 10.9.2
- 10.9.3
- 10.9.4
- + 10.10 Compression members — Resistance
- 10.10.1
- 10.10.2
- 10.10.3
- 10.10.4
- 10.10.5
- + 10.11 Columns — Design dimensions
- 10.11.1 Equivalent circular column
- 10.11.2 Column built monolithically with wall
- 10.11.3 Isolated column with interlocking spira...
- + 10.12 Columns — Transmission of loads through f...
- 10.12.1
- 10.12.2
- 10.12.3
- + 10.13 Slenderness effects — General
- 10.13.1
- 10.13.2
- + 10.14 Member properties for computation of slen...
- + 10.14.1 General
- 10.14.1.1
- 10.14.1.2
- 10.14.1.3
- 10.14.2 Radius of gyration
- + 10.14.3 Unsupported length of compression membe...
- 10.14.3.1
- 10.14.3.2
- 10.14.4 Designation as non-sway
- 10.14.5 Columns in non-sway frames or storeys
- 10.14.6 Columns in sway frames or storeys
- + 10.15 Slenderness effects — Non-sway frames
- 10.15.1 Effective length factor
- 10.15.2 Consideration of slenderness
- + 10.15.3 Member stability effect
- 10.15.3.1
- 10.15.3.2
- 10.15.3.3
- + 10.15.3.4
- 10.15.3.5
- + 10.16 Slenderness effects — Sway frames
- 10.16.1 Effective length factor
- 10.16.2 End moments
- + 10.16.3 Calculation of δsMs
- 10.16.3.1
- 10.16.3.2
- 10.16.3.3
- 10.16.4 Slenderness limit
- 10.16.5 Strength and stability checks
- 10.16.6 Moment magnification for flexural membe...
- + 10.17 Composite columns — General
- 10.17.1
- 10.17.2
- 10.17.3
- 10.17.4
- 10.17.5
- 10.17.6
- 10.17.7
- 10.17.8
- 10.17.9
- 10.17.10
- 10.17.11
- + 10.18 Composite column with spiral reinforcemen...
- 10.18.1
- 10.18.2
- + 10.19 Composite column with tie reinforcement
- 10.19.1
- 10.19.2
- 10.19.3
- 10.19.4
- 10.19.5
- 10.19.6
- 10.19.7
- + 11 Shear and torsion
- + 11.1 General
- 11.1.1 Flexural regions
- 11.1.2 Regions near discontinuities
- 11.1.3 Interface regions
- 11.1.4 Slabs and footings
- 11.1.5 Alternative methods
- + 11.2 Design requirements
- 11.2.1 Tension due to restraint
- 11.2.2 Variable depth members
- 11.2.3 Openings
- 11.2.4 Types of shear reinforcement
- 11.2.5 Anchorage of shear reinforcement
- 11.2.6 Types of torsion reinforcement
- 11.2.7 Anchorage of torsion reinforcement
- + 11.2.8 Minimum shear reinforcement
- 11.2.8.1
- 11.2.8.2
- 11.2.8.3
- 11.2.8.4
- + 11.2.9 Consideration of torsion
- 11.2.9.1
- 11.2.9.2
- + 11.2.10 Effective web width
- 11.2.10.1
- 11.2.10.2
- 11.2.10.3
- 11.2.10.4
- 11.2.10.5
- 11.2.11 Reduced prestress in transfer length
- + 11.2.12 Hanger reinforcement for beams supporti...
- 11.2.12.1
- 11.2.12.2
- 11.2.12.3
- + 11.2.13 Termination of longitudinal reinforceme...
- 11.2.13.1
- 11.2.13.2
- 11.2.13.3
- + 11.3 Design for shear and torsion in flexural r...
- 11.3.1 Required shear resistance
- 11.3.2 Sections near supports
- 11.3.3 Factored shear resistance
- 11.3.4 Determination of Vc
- + 11.3.5 Determination of Vs
- 11.3.5.1
- 11.3.5.2
- + 11.3.6 Determination of β and θ
- 11.3.6.1 Members subjected to significant axial...
- 11.3.6.2 Values for special member types
- 11.3.6.3 Simplified method
- 11.3.6.4 General method
- 11.3.7 Proportioning of transverse reinforcemen...
- + 11.3.8 Maximum spacing of transverse reinforcem...
- 11.3.8.1
- 11.3.8.2
- 11.3.8.3
- 11.3.8.4
- 11.3.8.54
- + 11.3.9 Proportioning of longitudinal reinforcem...
- 11.3.9.1 Extension of longitudinal reinforcemen...
- 11.3.9.2 Flexural tension side
- 11.3.9.3 Flexural compression side
- 11.3.9.4 Compression fan regions
- 11.3.9.5 Anchorage of longitudinal reinforcemen...
- + 11.3.10 Sections subjected to combined shear an...
- 11.3.10.1 Transverse reinforcement for combined...
- 11.3.10.2 Transverse reinforcement for torsion
- 11.3.10.3 Factored torsional resistance
- 11.3.10.4 Cross-sectional dimensions to avoid c...
- 11.3.10.5 Determination of εx for general metho...
- 11.3.10.6 Proportioning longitudinal reinforcem...
- + 11.4 Strut-and-tie model
- + 11.4.1 Structural idealization
- 11.4.1.1 General
- 11.4.1.2 Simplified and refined strut-and-tie m...
- 11.4.1.3 Modelling members subjected to uniform...
- + 11.4.2 Proportioning of strut
- 11.4.2.1 Strength of strut
- 11.4.2.2 Effective cross-sectional area of stru...
- 11.4.2.3 Limiting compressive stress in struts
- 11.4.2.4 Reinforced struts
- + 11.4.3 Proportioning of ties
- 11.4.3.1 Strength of ties
- 11.4.3.2 Anchorage of ties in node regions
- 11.4.3.3 Anchorage of ties anchoring compressiv...
- + 11.4.4 Proportioning of node regions
- 11.4.4.1 Stress limits in node regions
- 11.4.4.2 Satisfying stress limits in node regio...
- 11.4.5 Crack control reinforcement
- + 11.5 Interface shear transfer
- 11.5.1 General
- 11.5.2 Values of c and µ
- 11.5.3 Alternative equation for shear stress re...
- 11.5.4 Values of σ and ρv
- 11.5.5 Inclined shear friction reinforcement
- 11.5.6 Anchorage of shear friction reinforcemen...
- + 11.6 Special provisions for brackets and corbel...
- 11.6.1
- 11.6.2
- 11.6.3
- 11.6.4
- 11.6.5
- 11.6.6
- 11.6.7
- 11.6.8
- 11.7 Shear in joints
- + 12 Development and splices of reinforcement
- + 12.1 Development of reinforcement
- 12.1.1
- 12.1.2
- 12.1.3 Development and anchorage for yield stre...
- 12.1.4 Use of headed bars as transverse reinfor...
- 12.1.5 Anchorage capacity
- + 12.2 Development of deformed bars and deformed ...
- 12.2.1 Minimum tension development length
- 12.2.2 General equation for tension development...
- 12.2.3 Simplified equations for tension develop...
- 12.2.4 Modification factors
- 12.2.5 Excess reinforcement
- 12.2.6 Enclosing reinforcement for development ...
- + 12.3 Development of deformed bars in compressio...
- 12.3.1 Minimum compression development length
- 12.3.2 General equation for compression develop...
- 12.3.3 Factors modifying compression developmen...
- 12.3.4 Excess reinforcement
- 12.3.5 Development of bundled bars in compressi...
- + 12.4 Development of headed bars
- + 12.4.1 Anchorage of headed 5Ab bars
- 12.4.1.1 Applicability
- 12.4.1.2 Minimum headed 5Ab bar tension develop...
- 12.4.1.3 Headed 5Ab bar tension development len...
- 12.4.1.4 Factors modifying headed 5Ab bar tensi...
- 12.4.1.6 Excess reinforcement
- 12.4.1.7 Development of headed 5Ab bars in comp...
- + 12.4.2 Anchorage of headed 10Ab bars
- 12.4.2.1 Applicability
- + 12.4.2.2 Headed 10Ab bar tension development le...
- 12.4.2.2.1
- 12.4.2.2.2
- + 12.4.2.3 Anchorage of headed 10Ab bars in compr...
- 12.4.2.3.1
- 12.4.2.3.2
- 12.4.3 Extension of beam-column joints
- + 12.5 Development of standard hooks
- 12.5.1 Minimum hooked bar tension development l...
- 12.5.2 Basic hooked bar tension development len...
- 12.5.3 Factors modifying hook tension developme...
- 12.5.4 Enclosing reinforcement for hooked bar a...
- 12.5.5 Excess reinforcement
- 12.5.6 Discontinuous ends of members
- 12.5.7 Development of hooked bars in compressio...
- + 12.6 Development of mechanically anchored defor...
- 12.6.1
- 12.6.2 Attachment of mechanical anchorage devic...
- 12.6.3 Development of post-installed reinforcin...
- 12.6.4 Splices of post-installed reinforcing ba...
- + 12.7 Development of welded deformed wire fabric...
- 12.7.1
- 12.7.2
- 12.7.3
- 12.8 Development of welded smooth wire fabric i...
- + 12.9 Development of pretensioned strand
- 12.9.1
- 12.9.2
- + 12.10 Development of flexural reinforcement — G...
- 12.10.1 Anchorage of bent up bars
- 12.10.2
- 12.10.3
- 12.10.4
- 12.10.5
- + 12.11 Development of positive moment reinforcem...
- 12.11.1
- 12.11.2
- 12.11.3
- + 12.12 Development of negative moment reinforcem...
- 12.12.1
- 12.12.2
- + 12.13 Anchorage of shear reinforcement
- 12.13.1 General
- + 12.13.2 Anchorage
- 12.13.2.1 Anchorage with hooks
- 12.13.2.2 Anchorage with heads
- 12.13.2.3 Anchorage of welded wire reinforcemen...
- 12.13.3
- 12.13.4
- 12.13.5
- + 12.14 Splices of reinforcement — General
- 12.14.1 Limitations on use
- + 12.14.2 Lap splices
- 12.14.2.1 Bar size
- 12.14.2.2 Bundled bars
- 12.14.2.3 Bar spacing
- 12.14.2.4 High strength reinforcement
- + 12.14.3 Welded splices and mechanical connectio...
- 12.14.3.1
- 12.14.3.2
- 12.14.3.3 Welded splice strength
- 12.14.3.4 Mechanical connection strength
- 12.14.3.5
- + 12.15 Splices of deformed bars and deformed wir...
- 12.15.1
- + 12.15.2
- 12.15.2.1
- 12.15.3
- 12.15.4
- 12.15.5 Restriction on lap splices for members ...
- + 12.16 Splices of deformed bars in compression
- 12.16.1 Minimum compression lap length
- 12.16.2 Lap length for bars of different sizes
- 12.16.3 Welded splices or mechanical connection...
- + 12.16.4 End-bearing splices
- 12.16.4.1
- 12.16.4.2
- 12.16.4.3
- + 12.17 Special splice requirements for columns
- 12.17.1 General
- 12.17.2 Reinforcement
- + 12.17.3 Lap splices in columns
- 12.17.3.1
- 12.17.3.2
- 12.17.3.3
- 12.17.4 Welded splices or mechanical connection...
- 12.17.5 End-bearing splices in columns
- + 12.18 Splices of welded deformed wire fabric in...
- 12.18.1
- 12.18.2
- + 12.19 Splices of welded smooth wire fabric in t...
- 12.19.1
- 12.19.2
- 12.19.3
- + 13 Two-way slab systems
- + 13.1 General
- 13.1.1
- 13.1.2
- + 13.2 Minimum slab thickness
- 13.2.1 General
- 13.2.2 Two-way slab systems
- 13.2.3 Slabs without drop panels
- 13.2.4 Slabs with drop panels
- 13.2.5 Slabs with beams between all supports
- 13.2.6 Slab bands
- 13.2.7 Computation of slab deflections
- + 13.3 Design procedures for shear for slabs with...
- + 13.3.1 General
- 13.3.1.1
- 13.3.1.2
- + 13.3.2 One-way and two-way shear
- 13.3.2.1 One-way shear
- 13.3.2.2 Two‐way shear
- + 13.3.3 Critical shear section for two-way actio...
- 13.3.3.1 Location relative to load or reaction ...
- 13.3.3.2 Changes in slab thickness
- + 13.3.3.3 Shape of load or reaction area
- + 13.3.3.3.1
- 13.3.3.3.2
- 13.3.3.4 Slab openings
- + 13.3.4 Maximum shear stress resistance without ...
- 13.3.4.1
- 13.3.4.2
- 13.3.4.3
- 13.3.4.4
- + 13.3.5 Factored shear stress
- 13.3.5.1
- 13.3.5.2
- 13.3.5.3
- 13.3.5.4
- 13.3.5.5
- 13.3.5.6
- + 13.3.6 Alternative analysis for corner columns
- 13.3.6.2
- + 13.3.7 Shear reinforcement for two-way slabs wi...
- 13.3.7.1
- 13.3.7.2
- 13.3.7.3
- 13.3.7.4
- 13.3.7.5
- 13.3.7.6
- 13.3.7.7
- 13.3.7.8
- + 13.3.8 Headed shear reinforcement
- 13.3.8.1
- 13.3.8.2
- 13.3.8.3
- 13.3.8.4
- 13.3.8.5
- 13.3.8.6
- + 13.3.9 Stirrup reinforcement
- 13.3.9.1
- 13.3.9.2
- 13.3.9.3
- 13.3.9.4
- + 13.4 Shear in slab systems with beams
- 13.4.1
- 13.4.2
- 13.4.3
- 13.4.4
- 13.4.5
- + 13.5 Design procedures for flexure
- 13.5.1
- 13.5.2
- 13.5.3
- 13.5.4
- + 13.6 Elastic plate theory
- 13.6.1
- 13.6.2
- 13.6.3
- 13.6.4
- 13.6.5
- + 13.7 Theorems of plasticity
- 13.7.1
- 13.7.2
- 13.7.3
- 13.7.4
- 13.7.5
- + 13.8 Slab systems as elastic frames
- + 13.8.1 Definition of frame geometry
- 13.8.1.1
- 13.8.1.2
- 13.8.1.3
- 13.8.1.4
- 13.8.1.5
- + 13.8.2 Non-prismatic modelling of member stiffn...
- 13.8.2.1
- 13.8.2.2
- 13.8.2.3
- 13.8.2.4
- 13.8.2.5
- 13.8.2.6
- 13.8.2.7
- 13.8.2.8
- 13.8.2.9
- 13.8.2.10
- + 13.8.3 Prismatic modelling of member stiffness
- 13.8.3.1
- 13.8.3.2
- 13.8.3.3
- + 13.8.4 Arrangement of live load
- 13.8.4.1
- 13.8.4.2
- 13.8.4.3
- 13.8.4.4
- + 13.8.5 Critical sections
- 13.8.5.1
- 13.8.5.2
- 13.8.5.3
- 13.8.5.4
- 13.8.5.5
- + 13.9 Direct design method
- + 13.9.1 Limitations
- 13.9.1.1
- 13.9.1.2
- 13.9.1.3
- 13.9.1.4
- 13.9.1.5
- + 13.9.2 Total factored static moment for a span
- 13.9.2.1
- 13.9.2.2
- 13.9.2.3
- + 13.9.3 Negative and positive factored moments
- 13.9.3.1
- 13.9.3.2
- 13.9.3.3
- 13.9.3.4
- 13.9.4 Unbalanced factored moments in columns a...
- 13.9.5 Selection of reinforcement
- + 13.10 Slab reinforcement
- 13.10.1 General
- 13.10.2 Shear and moment transfer
- 13.10.3 Exterior columns
- 13.10.4 Spacing
- + 13.10.5 Anchorage
- 13.10.5.1
- 13.10.5.2
- 13.10.5.3
- + 13.10.6 Structural integrity reinforcement
- 13.10.6.1
- 13.10.6.2
- 13.10.6.3
- 13.10.7 Effective depth at drop panels
- + 13.10.8 Curtailment of reinforcement
- 13.10.8.1
- 13.10.8.2
- 13.10.8.3
- 13.10.8.4
- 13.10.9 Top reinforcement at slab edges
- + 13.10.10 Openings
- 13.10.10.1
- 13.10.10.2
- 13.10.10.3
- 13.10.10.4
- 13.10.10.5
- + 13.11 Lateral distribution of moments for slabs...
- 13.11.1 General
- + 13.11.2 Factored moments in column strip
- 13.11.2.1
- 13.11.2.2
- 13.11.2.3
- 13.11.2.4
- 13.11.2.5
- 13.11.2.6
- 13.11.2.7
- + 13.11.3 Factored moments in middle strips
- 13.11.3.1
- 13.11.3.2
- 13.11.3.3
- 13.11.3.4
- + 13.12 Reinforcement for slabs with beams betwee...
- 13.12.1 General
- + 13.12.2 Factored moments in beams
- 13.12.2.1
- 13.12.2.2
- 13.12.2.3
- 13.12.3 Slab reinforcement for positive moment
- + 13.12.4 Slab reinforcement for negative moment
- 13.12.4.1 Interior supports
- 13.12.4.2 Exterior supports
- + 13.12.5 Corner reinforcement
- 13.12.5.1
- 13.12.5.2
- 13.12.5.3
- + 14 Walls
- + 14.1 General requirements for all walls
- 14.1.1 Application
- 14.1.2 Lateral support of walls
- + 14.1.3 Design length of wall for the distributi...
- 14.1.3.1
- 14.1.3.2
- 14.1.4 Columns built integrally with walls
- + 14.1.5 Transfer of vertical wall loads through ...
- 14.1.5.1
- 14.1.5.2
- 14.1.5.3
- 14.1.6 Transfer of horizontal wall forces acros...
- + 14.1.7 Minimum thickness of walls
- 14.1.7.1 General
- 14.1.7.2 Bearing walls
- 14.1.7.3 Flexural shear walls
- 14.1.7.4 Squat shear walls
- + 14.1.8 Details of wall reinforcement
- 14.1.8.1 Distributed and concentrated reinforce...
- + 14.1.8.2 Distributed vertical and horizontal re...
- 14.1.8.2.1 Maximum diameter of distributed rein...
- 14.1.8.2.2 Number of layers of wall reinforceme...
- 14.1.8.2.3 Spacing of reinforcement
- 14.1.8.2.4 Minimum distributed vertical reinfor...
- 14.1.8.2.5 Minimum distributed vertical or hori...
- 14.1.8.2.6 Additional requirements for crack co...
- 14.1.8.2.7 Maximum distributed vertical reinfor...
- 14.1.8.2.8 Distributed horizontal reinforcement...
- 14.1.8.2.9 Ties for distributed vertical compre...
- + 14.1.8.8 3 Concentrated vertical reinforcement
- 14.1.8.3.1 Minimum concentrated vertical reinfo...
- 14.1.8.3.3 Concentrated reinforcement for flexu...
- 14.1.8.3.4 Concentrated vertical reinforcement ...
- 14.1.8.3.5 Ties for concentrated vertical reinf...
- 14.1.8.4 Reinforcement at openings
- 14.1.9 Opening in walls
- + 14.2 Structural design of bearing walls
- + 14.2.1 General
- 14.2.1.1
- 14.2.1.2
- + 14.2.2 Bearing walls designed under Clause 14
- 14.2.2.1
- 14.2.2.2
- + 14.2.3 Bearing walls designed under Clause 10
- 14.2.3.1 General
- + 14.2.3.2 Load conditions and resistance
- 14.2.3.2.1 General
- 14.2.3.3 Slenderness
- + 14.3 Slenderness design of bearing walls and sh...
- 14.3.1 General
- 14.3.2 Weak axis moment for slenderness
- 14.3.3 Reduced weak axis bending, M2,min, for w...
- 14.3.4 Slenderness design of compression-contro...
- 14.3.5 Slenderness design of tension-controlled...
- + 14.3.6 Flanges or cross walls of a wall
- 14.3.6.1 Lateral support of compression zone
- 14.3.6.2 Slenderness of flanges and cross walls...
- + 14.4 Structural design of shear walls
- + 14.4.1 General
- 14.4.1.1 Design principles
- 14.4.1.2 Weak axis bending
- + 14.4.2 Design of flexural shear walls
- 14.4.2.1 General
- 14.4.2.2 Slenderness
- 14.4.2.3 Resistance requirements
- + 14.4.3 Design of squat shear walls
- 14.4.3.1 Shear stress
- 14.4.3.2 Maximum shear stress
- 14.4.3.3 Distributed horizontal reinforcement
- 14.4.3.4 Distributed vertical reinforcement
- 14.4.3.5 Overturning resistance
- + 14.4.4 Assemblies of interconnected shear walls...
- 14.4.4.1 Shear connection
- 14.4.4.2 Coupling beams
- 14.4.4.3 Maximum widths of overhanging flanges
- 14.4.5 Horizontal reinforcement in shear walls
- 14.5.2 Stiffness of diaphragms and shear walls
- + 15 Foundations
- 15.1 General
- + 15.2 Loads and reactions
- 15.2.1
- 15.2.2
- 15.2.3
- 15.3 Footings and pile caps supporting circular...
- + 15.4 Flexural design of footings
- 15.4.1
- 15.4.2
- 15.4.3
- + 15.4.4
- 15.4.4.1
- 15.4.4.2
- + 15.5 Shear design of footings and pile caps
- 15.5.1
- 15.5.2
- 15.5.3
- + 15.6 Development of reinforcement in footings a...
- 15.6.1
- 15.6.2
- 15.6.3
- 15.7 Minimum depth of footings
- + 15.8 Piles
- 15.8.1 Design of piles
- + 15.8.2 Special requirements for piles
- 15.8.2.1
- 15.8.2.2
- 15.8.2.3
- 15.8.2.4
- 15.8.2.5
- 15.8.2.6
- 15.8.3 Minimum depth of pile caps
- + 15.9 Transfer of force at base of column, pile ...
- + 15.9.1 General
- 15.9.1.1
- 15.9.1.2
- 15.9.1.3
- 15.9.1.4
- + 15.9.2 Cast-in-place construction
- 15.9.2.1
- 15.9.2.2
- 15.9.2.3
- 15.9.2.4
- 15.9.2.5
- + 15.9.3 Precast concrete construction
- 15.9.3.1
- 15.9.3.2
- + 15.10 Sloped or stepped footings
- 15.10.1
- 15.10.2
- + 15.11 Combined footings and mats
- 15.11.1
- 15.11.2
- 15.12 Plain concrete footings and deep foundati...
- + 16 Precast concrete
- + 16.1 General
- 16.1.1
- 16.1.2
- 16.1.3
- + 16.2 Prequalification of manufacturer
- 16.2.1
- 16.2.2
- 16.3 Drawings
- + 16.4 Design
- + 16.4.1 General
- 16.4.1.1
- 16.4.1.2
- + 16.4.2 Distribution of forces among elements
- 16.4.2.1
- 16.4.2.2
- + 16.4.3 Reinforcement of precast concrete elemen...
- 16.4.3.1
- 16.4.3.2
- 16.4.3.3
- + 16.4.4 Joints and connections
- 16.4.4.1
- 16.4.4.2
- 16.4.4.3
- 16.4.4.4
- 16.4.4.5
- 16.4.4.6
- 16.4.4.7
- 16.4.4.8
- + 16.4.5 Bearing
- 16.4.5.1
- 16.4.5.2
- + 16.5 Structural integrity
- + 16.5.1 General
- 16.5.1.1 Structural integrity for precast eleme...
- 16.5.1.2 Tension tie load paths
- 16.5.1.3 Ductility of tension ties and connecti...
- + 16.5.2 Structural integrity for precast diaphra...
- 16.5.2.1 Single storey precast diaphragms
- 16.5.2.3 Tension tie resistance and location re...
- 16.5.2.4 Maximum spacing of longitudinal ties
- 16.5.2.5 Maximum spacing of transverse ties
- 16.5.2.6 Perimeter diaphragm ties
- + 16.5.3 Structural integrity for precast columns...
- 16.5.3.1 Precast columns
- 16.5.3.2 Precast wall panels
- + 17 Composite concrete flexural members
- + 17.1 General
- 17.1.1
- 17.1.2
- 17.1.3
- 17.1.4
- 17.1.5
- 17.1.6
- 17.1.7
- 17.1.8
- 17.1.9
- 17.2 Shoring
- + 17.3 Transverse shear resistance
- 17.3.1
- 17.3.2
- + 17.4 Longitudinal shear resistance
- 17.4.1
- 17.4.2
- + 17.4.3
- 17.4.3.1
- 17.4.3.2
- 17.4.3.3
- 17.4.3.4
- 17.4.4
- 17.4.5
- + 17.5 Ties for longitudinal shear
- 17.5.1
- 17.5.2
- 17.5.3
- 17.5.4
- + 18 Prestressed concrete
- + 18.1 General
- 18.1.1
- 18.1.2
- 18.1.3
- 18.1.4
- 18.1.5
- 18.1.6
- 18.1.7
- 18.1.8
- 18.1.9
- 18.1.10
- 18.1.11
- + 18.2 Design assumptions for flexure and axial l...
- 18.2.1
- 18.2.2
- + 18.3 Permissible stresses in concrete flexural ...
- + 18.3.1
- 18.3.1.1
- 18.3.1.2
- 18.3.1.3
- 18.3.2
- + 18.3.3
- 18.3.3.1
- 18.3.3.2
- 18.4 Permissible stresses in tendons
- 18.5 Loss of prestress
- + 18.6 Flexural resistance
- 18.6.1
- 18.6.2
- 18.6.3
- 18.7 Minimum factored flexural resistance
- + 18.8 Minimum bonded reinforcement
- 18.8.1
- 18.8.2
- 18.8.3
- + 18.9 Minimum length of bonded reinforcement
- 18.9.1
- 18.9.2
- 18.9.3
- 18.9.4
- 18.10 Frames and continuous construction
- + 18.11 Compression members — Combined flexure an...
- 18.11.1 General
- + 18.11.2 Limits for reinforcement of prestressed...
- 18.11.2.1
- 18.11.2.2
- + 18.12 Two-way slab systems
- 18.12.1 General
- + 18.12.2 Stresses under specified loads
- 18.12.2.1
- 18.12.2.2
- 18.12.2.3
- + 18.12.3 Shear resistance
- 18.12.3.1
- 18.12.3.2
- 18.12.3.3
- 18.12.4 Shear and moment transfer
- + 18.12.5 Minimum bonded non-prestressed reinforc...
- 18.12.5.1
- 18.12.5.2
- + 18.12.6 Spacing of tendons
- 18.12.6.1
- 18.12.6.2
- 18.12.6.3
- + 18.13 Tendon anchorage zones
- 18.13.1
- 18.13.2
- 18.13.3
- 18.13.4
- 18.13.5
- + 19 Structural diaphragms
- + 19.1 General
- 19.1.1
- 19.1.2
- + 19.2 Design forces
- 19.2.1
- + 19.3 Analysis and design of structural diaphrag...
- 19.3.1
- 19.3.2
- 19.3.3
- 19.3.4
- + 19.4 Diaphragm systems
- 19.4.1
- 19.4.2
- + 19.5 Reinforcement
- 19.5.1
- 19.5.2
- 19.5.3
- 19.5.4
- 19.5.5
- 19.5.6
- + 19.6 Monolithic concrete systems
- 19.6.1
- 19.6.2
- 19.6.3
- 19.6.4 Reinforcement splices
- + 19.7 Precast systems
- 19.7.1
- 19.7.2
- 19.7.3
- + 19.8 Composite systems
- 19.8.1
- 19.8.2
- 19.8.3
- 19.8.4
- 19.8.5
- 19.9 Construction joints
- + 20 Strength evaluation procedures
- 20.1 General
- + 20.2 Analytical investigation
- 20.2.1
- 20.2.2
- 20.2.3
- + 20.3 Load tests
- + 20.3.1 General
- 20.3.1.1
- 20.3.1.2
- 20.3.1.3
- 20.3.1.4
- 20.3.1.5
- 20.3.1.6
- 20.3.1.7
- 20.3.1.8
- 20.3.1.9
- 20.3.1.10
- + 20.3.2 Load tests of flexural systems or member...
- 20.3.2.1
- 20.3.2.2
- 20.3.2.3
- 20.3.2.4
- 20.3.2.5
- 20.3.2.6
- 20.3.2.7
- + 21 Special provisions for seismic design
- 21.1 Scope
- + 21.2 General
- 21.2.1 Capacity design
- 21.2.2 Seismic-force-resisting systems
- 21.2.3 Design based on nonlinear dynamic analys...
- + 21.2.4 Applicable clauses
- 21.2.4.1
- 21.2.4.2
- 21.2.4.3
- + 21.2.5 Analysis and proportioning of structural...
- 21.2.5.1
- 21.2.5.2
- 21.2.5.3
- + 21.2.6 Concrete in members resisting earthquake...
- 21.2.6.1
- 21.2.6.2
- 21.2.6.3
- + 21.2.7 Reinforcement in members resisting earth...
- + 21.2.7.1 Reinforcement type and grade
- 21.2.7.1.1 Type of reinforcement
- 21.2.7.1.2 Grade of reinforcement
- 21.2.7.2.1
- 21.2.7.2.2
- + 21.2.7.3 Mechanical splices
- 21.2.7.3.1
- 21.2.7.3.2
- 21.2.7.3.3
- + 21.2.7.4 Welded splices
- 21.2.7.4.1
- 21.2.7.4.2
- + 21.2.8 Special ties for compression members
- + 21.2.8.1 Seismic hook and seismic crosstie
- 21.2.8.1.1 Seismic hook
- 21.2.8.1.2 Seismic crosstie
- 21.2.8.2 Buckling prevention ties
- 21.2.8.3 Confinement reinforcement
- + 21.3 Ductile moment-resisting frames (Rd = 4.0)...
- + 21.3.1 Ductile moment-resisting frame members s...
- 21.3.1.1 General
- 21.3.1.2 Dimensional limitations
- + 21.3.1.3 Longitudinal reinforcement
- 21.3.1.3.1
- 21.3.1.3.2
- 21.3.1.3.3
- + 21.3.1.4 Transverse reinforcement
- 21.3.1.4.1
- 21.3.1.4.2
- 21.3.1.4.3
- 21.3.1.4.4
- 21.3.1.4.5
- + 21.3.1.5 Shear resistance requirements
- 21.3.1.5.1 Design forces
- 21.3.1.5.2 Shear reinforcement
- + 21.3.2 Ductile moment-resisting frame members s...
- 21.3.2.1 General
- 21.3.2.2 Dimensional limitations
- 21.3.2.3 Design of nonconforming members
- + 21.3.2.4 Minimum flexural resistance of columns...
- 21.3.2.4.1
- 21.3.2.4.2
- 21.3.2.4.3
- + 21.3.2.5 Longitudinal reinforcement
- 21.3.2.5.1
- 21.3.2.5.2
- + 21.3.2.6 Transverse reinforcement
- 21.3.2.6.1
- 21.3.2.6.2
- 21.3.2.6.3
- 21.3.2.6.4
- 21.3.2.6.5
- 21.3.2.6.6
- 21.3.2.6.7
- + 21.3.2.7 Shear resistance
- 21.3.2.7.1
- 21.3.2.7.2
- + 21.3.3 Joints of ductile moment-resisting frame...
- + 21.3.3.1 General
- 21.3.3.1.1
- 21.3.3.1.2
- 21.3.3.1.3
- + 21.3.3.2 Transverse reinforcement in joints
- 21.3.3.2.1
- 21.3.3.2.2
- 21.3.3.2.3
- 21.3.3.3 Longitudinal column reinforcement
- 21.3.3.3.1
- 21.3.3.3.2
- + 21.3.3.4 Shear resistance of joints
- 21.3.3.4.1
- 21.3.3.4.2
- + 21.3.3.5 Development length for tension reinfor...
- 21.3.3.5.1
- 21.3.3.5.2
- 21.3.3.5.3
- 21.3.3.5.4
- 21.3.3.5.5
- 21.3.3.5.6
- 21.3.3.5.7
- + 21.4 Moderately ductile moment-resisting frames...
- 21.4.1 General
- + 21.4.2 Dimensional limitations
- 21.4.2.1 Beams
- 21.4.2.2 Columns
- + 21.4.3 Detailing of beams
- 21.4.3.1
- 21.4.3.2
- 21.4.3.3
- + 21.4.4 Detailing of columns
- 21.4.4.1
- 21.4.4.2
- 21.4.4.3
- 21.4.4.4
- 21.4.4.5
- 21.4.5 Shear in frames
- + 21.4.6 Joints in frames
- 21.4.6.1
- 21.4.6.2
- 21.4.6.3
- 21.4.6.4
- 21.4.6.5
- + 21.5 Ductile and moderately ductile shear walls...
- + 21.5.1 General
- 21.5.1.1 Minimum requirements
- 21.5.1.2 Shear walls designed for flexural duct...
- 21.5.1.3 Walls with multi-level openings
- 21.5.1.4 Squat shear walls
- 21.5.1.5 Tilt-up
- 21.5.1.6 Precast walls
- + 21.5.2 Requirements for strength and ductility ...
- + 21.5.2.1 Plastic hinge regions in walls
- 21.5.2.1.1 General
- 21.5.2.1.2 Minimum height of plastic hinge regi...
- 21.5.2.1.3 Plastic hinge region at base
- 21.5.2.1.4 Plastic hinge regions at irregularit...
- + 21.5.2.2 Design for shear force and bending mom...
- 21.5.2.2.1 Shear force and bending moment envel...
- 21.5.2.2.2 Design for bending moment at base
- 21.5.2.2.3 Design for bending moment above plas...
- 21.5.2.2.4 Design for bending moment below plas...
- 21.5.2.2.5 Design for shear force at base
- 21.5.2.2.6 Accounting for flexural overstrength...
- 21.5.2.2.7 Accounting for inelastic effects of ...
- 21.5.2.2.8 Design for shear force above plastic...
- 21.5.2.2.9 Design for shear force below plastic...
- + 21.5.3 Minimum wall thickness
- 21.5.3.1 General
- 21.5.3.2 Plastic hinge region
- 21.5.3.3 Outside plastic hinge region
- 21.5.3.4 Conditions for reduced wall thickness
- + 21.5.4 Reinforcement
- 21.5.4.1 General
- 21.5.4.2 Lap Splices
- 21.5.4.3 Mechanical splices
- 21.5.4.4 Maximum percentage
- + 21.5.5 Distributed reinforcement
- 21.5.5.1 Minimum amount
- 21.5.5.2 Maximum spacing
- 21.5.5.3 Anchorage of horizontal reinforcement
- 21.5.5.4 Ties for vertical distributed reinforc...
- + 21.5.6 Concentrated vertical reinforcement
- 21.5.6.1 Minimum amount
- 21.5.6.2 Plastic hinge regions
- 21.5.6.3 Flanged walls
- 21.5.6.4 Ties for concentrated reinforcement
- 21.5.6.5 Limited splicing in ductile walls
- + 21.5.7 Ductility of walls
- + 21.5.7.1 Requirements above and within plastic ...
- 21.5.7.1.1 Above plastic hinge region
- 21.5.7.1.2 Within plastic hinge region
- 21.5.7.2 Inelastic rotational demand at base
- 21.5.7.3 Inelastic rotational capacity
- 21.5.7.4 Compression strain depth in wall
- 21.5.7.5 Confinement of concrete
- 21.5.7.6 Simplified procedure for moderately du...
- + 21.5.8 Additional requirements for coupled shea...
- + 21.5.8.1 Design of coupling beams without diago...
- 21.5.8.1.1 Dimensional limitations
- 21.5.8.1.2 Design as frame members
- 21.5.8.1.3 Anchorage of longitudinal reinforcem...
- 21.5.8.1.4 Wide beams
- 21.5.8.1.5 Non-centred beams
- + 21.5.8.2 Design of coupling beams with diagonal...
- 21.5.8.2.1 Dimensional limitations
- 21.5.8.2.2 Quantity of diagonal reinforcement
- 21.5.8.2.3 Concentric reinforcement
- 21.5.8.2.4 Buckling prevention ties on diagonal...
- 21.5.8.2.5 Anchorage of diagonal reinforcement
- 21.5.8.2.6 Crack control reinforcement
- + 21.5.8.3 Design of wall piers
- 21.5.8.3.1 Concentrated wall reinforcement at c...
- 21.5.8.3.2 Design for axial forces in coupled w...
- 21.5.8.3.3 Bending resistance of wall piers
- 21.5.8.3.4 Plastic hinges in wall pier
- + 21.5.8.4 Ductility
- 21.5.8.4.1 General
- 21.5.8.4.2 Inelastic rotational demand at base ...
- 21.5.8.4.3 Inelastic rotational capacity of wal...
- 21.5.8.4.4 Inelastic rotational demand on coupl...
- 21.5.8.4.5 Inelastic rotational capacity of cou...
- + 21.5.9 Shear resistance of flexural shear walls...
- 21.5.9.1 General
- 21.5.9.2 Shear depth
- 21.5.9.3 Opening in walls
- 21.5.9.4 Outside plastic hinge regions
- + 21.5.9.5 Plastic hinge regions
- 21.5.9.5.1 General
- 21.5.9.5.2 General method for ductile and moder...
- 21.5.9.5.3 Simplified method for moderately duc...
- 21.5.9.6 Strut-and-tie models
- + 21.5.10 Moderately ductile squat shear walls (R...
- 21.5.10.1 General
- 21.5.10.2 Capacity design
- 21.5.10.3 Wall thickness
- 21.5.10.4 Reinforcement
- 21.5.10.5 Distributed reinforcement
- 21.5.10.6 Concentrated reinforcement
- + 21.5.10.7 Shear design of squat walls
- 21.5.10.7.1 General
- 21.5.10.7.2 Openings in walls
- 21.5.10.7.3 Strut-and-tie models
- 21.5.10.7.4 Maximum shear stress
- + 21.6 Conventional construction (Rd = 1.3 or 1.5...
- + 21.6.1 General
- 21.6.1.1
- 21.6.1.2
- 21.6.1.3
- + 21.6.2 Moment-resisting frames (Rd = 1.5)
- 21.6.2.1 Required resistance
- 21.6.2.2 Column ties
- 21.6.2.3 Shear resistance of frame members
- + 21.6.2.4 Shear resistance of joints in frames
- 21.6.2.4.1 Design shear forces
- 21.6.2.4.2 Factored shear resistance of joints
- + 21.6.3 Shear walls (Rd = 1.5)
- 21.6.3.1 Minimum requirements
- 21.6.3.2 Anchorage of horizontal reinforcement
- 21.6.3.3 Design of squat shear walls
- 21.6.3.4 Design shear force
- 21.6.3.5 Shear resistance
- 21.6.3.6 Ductility requirements
- + 21.6.3.7 Additional requirements at base of wal...
- 21.6.3.7.1 Height of potential plastic hinge re...
- 21.6.3.7.2 Splices
- 21.6.3.7.3 Wall thickness
- 21.6.3.7.4 Concentrated reinforcement
- 21.6.3.7.5 Ductility at base of wall
- + 21.6.4 Two-way slabs without beams (Rd = 1.3)
- 21.6.4.1
- 21.6.4.2
- 21.6.4.3
- 21.6.4.4
- 21.6.4.5
- 21.6.4.6
- 21.6.4.7
- 21.6.4.8
- + 21.7 Tilt-up construction (Rd = 1.5 or 2.0)
- + 21.7.1 General
- 21.7.1.1 Application
- 21.7.1.2 Types of seismic-force-resisting syste...
- + 21.7.1.3 Governing ultimate limit state
- 21.7.1.3.1 Ductile limit states
- 21.7.1.3.2 Non-ductile limit states
- 21.7.1.4 Building lateral period
- + 21.7.2 Seismic force demands
- + 21.7.2.1 In-plane shear
- 21.7.2.1.1 Factored in-plane shear force
- 21.7.2.1.2 Minimum shear resistance
- 21.7.2.2 Out-of-plane shear and bending moment
- 21.7.2.3 Transfer of forces to foundation
- + 21.7.2.4 Connection forces
- 21.7.2.4.1 Out-of-plane forces
- 21.7.2.4.2 In-plane forces
- + 21.7.3 Design requirements
- 21.7.3.1 Strength and ductility of connectors
- 21.7.3.2 Overturning capacity
- 21.7.3.3 Sliding shear resistance at base of wa...
- 21.7.3.4 Shear design of solid panels
- 21.7.3.5 Design of compression members
- 21.7.3.6 Ties for tilt-up compression members
- + 21.7.4 Design of tilt-up frames
- 21.7.4.1 General
- 21.7.4.2 Influence of panel connectors on ducti...
- + 21.7.4.3 Design for plastic hinging
- 21.7.4.3.1 Columns
- 21.7.4.3.2 Beams
- 21.7.4.3.3 Cover spalling
- 21.7.4.4 Minimum shear resistance of frame memb...
- 21.7.4.5 Design of joints
- + 21.7.5 Additional requirements for moderately d...
- 21.7.5.1 Ductile roof diaphragm
- 21.7.5.2 Inelastic displacement demand
- 21.7.5.3 Displacement design of solid wall pane...
- 21.7.5.4 Displacement design of tilt-up frames
- + 21.8 Precast concrete
- 21.8.1 General
- + 21.8.2 Ductile moment-resisting frames construc...
- 21.8.2.1
- 21.8.2.2
- 21.8.2.3
- 21.8.3 Ductile shear walls constructed using pr...
- 21.8.4 Moderately ductile shear walls construct...
- 21.8.5 Conventional shear walls constructed usi...
- 21.8.6 Connections in shear walls constructed u...
- + 21.9 Structural diaphragms (Rd > 1.5)
- 21.9.1 General
- 21.9.2 Design forces
- 21.9.3 Concrete compression forces
- 21.9.4 Reinforcement splices
- 21.9.5 Minimum reinforcement
- 21.9.6 Precast and composite systems
- + 21.10 Foundations (Rd > 1.0)
- + 21.10.1 General
- 21.10.1.1
- 21.10.1.2
- + 21.10.2 Design of foundations restrained agains...
- 21.10.2.1 General
- 21.10.2.2 Factored resistance
- 21.10.2.3 Design of foundation walls restrained...
- + 21.10.3 Design of foundations — General method
- 21.10.3.1 General
- + 21.10.3.2 Factored resistance
- 21.10.3.2.1 General
- 21.10.3.2.2 Maximum required overturning resist...
- 21.10.3.2.3 Capacity-protected foundations
- 21.10.3.2.4 Not capacity-protected (NCP) founda...
- + 21.10.3.3 Foundation movements
- 21.10.3.3.1 General
- 21.10.3.3.2 Movements of capacity-protected fou...
- 21.10.3.3.3 Movements of not capacity-protected...
- 21.10.3.4 Design of footings in NCP foundations...
- + 21.10.4 Footings, foundation mats, and pile cap...
- 21.10.4.1
- 21.10.4.2
- 21.10.4.3
- 21.10.4.4
- 21.10.4.5
- + 21.10.5 Grade beams and slabs on grade
- 21.10.5.1
- 21.10.5.2
- 21.10.5.3
- 21.10.5.4
- + 21.10.6 Piles
- 21.10.6.1
- 21.10.6.2
- 21.10.6.3
- 21.10.6.4
- 21.10.6.5
- 21.10.6.6
- + 21.11 Members not considered part of the seismi...
- + 21.11.1 General
- 21.11.1.1 Application
- 21.11.1.2
- 21.11.1.3
- + 21.11.2 Seismic demands
- 21.11.2.1 General analysis requirements
- 21.11.2.2 Simplified analysis of buildings
- + 21.11.3 Design of members in gravity-load resis...
- 21.11.3.1 Shear resistance
- 21.11.3.2 Resistance of members transferring gr...
- + 21.11.3.3 Design of gravity-load resisting colu...
- 21.11.3.3.1 Limitations on thin bearing walls
- 21.11.3.3.2 Plastic hinge regions of shear wall...
- 21.11.3.3.3 Design of columns and walls for pla...
- + 21.11.3.4 Design of gravity-load resisting beam...
- 21.11.3.4.1 General
- 21.11.3.4.2 Detailing beams for limited ductili...
- 21.11.3.4.3 Detailing beams for moderately duct...
- 21.11.3.4.4 Detailing beams for ductile behavio...
- + 21.11.4 Design of slab-column connections for s...
- 21.11.4.1 Reduction of punching shear resistanc...
- 21.11.4.2 Design of shear reinforcement in slab...
- + 21.12 Additional performance requirements for c...
- 21.12.1 General
- + 21.12.2 Analysis of structural members
- 21.12.2.1
- 21.12.2.2
- 21.12.3 Design requirements
- 21.12.3.1 General
- 21.12.3.2 Force-based approach
- 21.12.3.3 Deformation-based approach
- + 22 Plain concrete
- + 22.1 General
- 22.1.1
- 22.1.2
- 22.1.3
- 22.1.4
- + 22.2 Control joints
- 22.2.1
- 22.2.2
- 22.2.3
- 22.2.4
- + 22.3 Design
- 22.3.1
- 22.3.2
- 22.3.3
- 22.3.4
- 22.3.5
- + 22.4 Walls
- + 22.4.1
- 22.4.1.1
- 22.4.1.2
- 22.4.1.3
- 22.4.2
- 22.4.3
- 22.4.4
- 22.4.5
- 22.4.6
- 22.5 Pedestals
- + 22.6 Footings
- 22.6.1 Base area of footing
- 22.6.2 Minimum thickness
- 22.6.3 Minimum thickness for calculations
- + 22.6.4 Critical sections
- 22.6.4.1
- 22.6.4.2
- 22.6.5 Strength in bending
- + 22.6.6 Shear resistance
- + 22.6.6.1 One-way action
- 22.6.6.1.1
- 22.6.6.1.2
- + 22.6.6.2 Two-way shear
- 22.6.6.2.1
- 22.6.6.2.2
- 22.7 Slabs on grade
- + 22.8 Drilled piles
- 22.8.1
- 22.8.2
- 22.8.3
- 22.8.4
- 22.8.5
- 22.8.6
- 22.8.7
- + 23 Tilt-up wall panels
- + 23.1 General
- 23.1.1
- 23.1.2
- 23.1.3
- + 23.2 Design requirements
- 23.2.1 Effective panel height
- 23.2.2 Minimum panel thickness
- 23.2.3 Maximum height-to-thickness ratio
- 23.2.4 Minimum reinforcement
- + 23.2.5 Concrete cover and tolerances
- 23.2.5.1
- 23.2.5.2
- 23.2.5.3
- 23.2.6 Thermal effects
- 23.2.7 Sandwich panels
- + 23.2.8 Connections
- 23.2.8.1
- 23.2.8.2
- + 23.2.9 Structural integrity
- 23.2.9.1
- 23.2.9.2
- 23.2.10 Effective reinforcement
- + 23.3 Analysis and design
- + 23.3.1 Flexure and axial load interaction and s...
- 23.3.1.1
- 23.3.1.2
- 23.3.1.3
- 23.3.1.4
- 23.3.1.5
- 23.3.2 Deflection limitations
- + 23.4 Effects of openings
- + 23.4.1 Design width
- 23.4.1.1
- 23.4.1.2
- 23.4.2 Tributary width
- 23.4.3 Ratio of tributary width to design width...
- + 23.5 Concentrated loads or reactions
- 23.5.1 Design width
- 23.5.2 Bearing
- 23.5.3 Lateral and vertical components
- 23.5.4 Tributary width for vertical and lateral...
- 23.5.5 Concentrated loads or reactions
- + 23.6 Shear
- + 23.6.1 In-plane shear
- 23.6.1.1
- 23.6.1.2
- 23.6.2 Out-of-plane shear
- + 23.7 Lifting stresses
- 23.7.1 General
- 23.7.2 Elastic — Uncracked analysis
- + Annex A (informative)
- + A.1
- 2 Reference publications
- + 4 Materials and concrete properties
- + 4.1 Requirements for concrete and alternative m...
- + 4.1.1 Durability requirements
- + 4.1.1.1 General
- 4.1.1.1.1
- + 6.6 Fabrication and placement of reinforcement
- 6.6.1 General
- + 6.6.2 Hooks and bends
- 6.6.2.1 General
- 6.6.2.2 Standard hooks
- 6.6.2.3 Minimum bend diameter
- + 6.6.2.4 Stirrup and tie hooks
- 6.6.2.4.1
- 6.6.2.4.2
- 6.6.2.4.3
- 6.6.2.5 Seismic hooks and 180 degree hooks
- + 6.6.2.6 Bending
- 6.6.2.6.1
- 6.6.2.6.2
- 6.6.2.6.3
- + 6.6.3 Spirals
- 6.6.3.1
- 6.6.3.2
- 6.6.3.3
- 6.6.3.4
- 6.6.3.5
- 6.6.3.6
- 6.6.3.7
- 6.6.3.8
- 6.6.3.9
- + 6.6.4 Ties
- 6.6.4.1
- + 6.6.5 Spacing of reinforcement
- 6.6.5.1
- 6.6.5.2
- 6.6.5.3
- 6.6.5.4
- 6.6.5.5
- 6.6.5.6
- + 6.6.6 Concrete cover
- 6.6.6.1 General
- + 6.6.6.2 Specified cover for reinforced and pres...
- 6.6.6.2.1
- 6.6.6.2.2
- 6.6.6.2.3
- 6.6.6.2.4
- 6.6.6.3 Cover for fire resistance
- 6.6.8 Tolerances for location of reinforcement
- + 6.6.10 Welding of reinforcement
- 6.6.10.1
- 6.6.10.2
- + 6.7 Fabrication and placement of hardware and o...
- 6.7.1 General
- + 6.7.3 Tolerances for placing anchor bolts and h...
- 6.7.3.1
- 6.7.3.2
- 6.7.3.3
- + 6.7.4 Welding of hardware
- 6.7.4.1
- 6.7.4.2
- 6.7.4.3
- + 6.8 Post-tensioning
- + 6.8.2 Unbonded tendons
- + 6.8.2.4 Concrete cover to anchorage
- 6.8.2.4.1
- 6.8.2.4.2
- Table 1
- Table 16
- Table 17
- Figure 3
- Figure 4
- + Annex B (informative)
- + B.1 Introduction
- B.1.1
- B.1.2
- B.2 Symbols
- + B.3 Design method
- B.3.1
- B.3.2
- B.3.3
- B.3.4
- B.3.5
- B.3.6
- B.3.7
- B.3.8
- + B.3.9
- B.3.10
- B.3.11
- + B.4 Loads on slab supports
- B.4.1
- B.4.2
- Table B.1
- Table B.2
- + Annex C (informative)
- + C.1 Limit states design
- C.1.1 Definitions
- + C.1.2 Strength and stability
- C.1.2.1
- C.1.2.2
- C.1.2.3
- C.1.2.4
- Table C.1 a)
- + Table C.1 b)
- C.1.2.5
- C.1.2.6
- C.1.2.7
- C.1.2.8
- C.1.2.9
- C.1.2.10
- C.1.2.11
- C.1.2.12
- C.1.3 Serviceability
- + Annex D (normative)
- + D.1 Introduction
- D.1.1
- + D.1.2
- Figure D.1
- D.1.3
- D.1.4
- D.1.5
- D.1.6
- D.2 Definitions
- D.3 Symbols
- + D.4 General requirements
- + D.4.1 Analysis
- D.4.1.1
- D.4.1.2
- D.4.2 Load combinations
- + D.4.3 Seismic considerations
- D.4.3.1
- D.4.3.2
- D.4.3.3
- D.4.3.4
- + D.4.3.5 Requirements for tensile loading
- D.4.3.5.1
- D.4.3.5.2
- D.4.3.5.3
- D.4.3.5.4
- D.4.3.5.5
- + D.4.3.6 Requirements for shear loading
- D.4.3.6.1
- D.4.3.6.2
- D.4.3.6.3
- D.4.3.6.4
- D.4.3.7
- D.4.3.8
- D.4.4
- D.4.5
- D.4.6
- D.4.7 Concrete strength limit
- + D.5 Resistance of structural anchors
- + D.5.1
- D.5.1.1
- D.5.1.2
- D.5.1.3
- D.5.1.4
- + D.5.2 Calculating anchor resistance
- D.5.2.1
- Figure D.5
- D.5.2.2
- D.5.2.3
- D.5.2.4
- D.5.2.5
- D.5.3
- + D.6 Design requirements for tensile loading
- + D.6.1 Steel resistance of anchor in tension
- D.6.1.1
- D.6.1.2
- + D.6.2 Concrete breakout resistance of anchor in...
- D.6.2.1
- Figure D.6
- Figure D.7
- D.6.2.2
- D.6.2.3
- Figure D.8
- D.6.2.4
- D.6.2.5
- D.6.2.6
- D.6.2.7
- D.6.2.8
- D.6.2.9
- D.6.2.9 10
- Figure D.1
- + D.6.3 Pullout resistance of cast-in, post-insta...
- D.6.3.1
- D.6.3.2
- D.6.3.3
- D.6.3.4
- D.6.3.5
- D.6.3.6
- + D.6.4 Concrete side-face blowout resistance of ...
- D.6.4.1
- D.6.4.2
- + D.6.5 Bond strength of adhesive anchor in tensi...
- D.6.5.1
- D.6.5.2
- D.6.5.3
- D.6.5.4
- D.6.5.5
- + D.7 Design requirements for shear loading
- + D.7.1 Steel resistance of anchor in shear
- D.7.1.1
- D.7.1.2
- D.7.1.3
- + D.7.2 Concrete breakout resistance of anchor in...
- D.7.2.1
- D.7.2.2
- D.7.2.3
- D.7.2.4
- D.7.2.5
- D.7.2.6
- D.7.2.7
- D.7.2.8
- D.7.2.9
- D.7.3 Concrete pryout resistance of an anchor i...
- + D.8 Interaction of tensile and shear forces
- D.8.1
- D.8.2
- D.8.2 Steel strength of a single anchor or indi...
- [embedded image] ...
- D.8.3 concrete strength of a single anchor
- + D.8.4 Concrete strength of an anchor group
- Figure D.19
- + D.9 Required edge distances, spacings, and thic...
- D.9.1
- D.9.2
- D.9.3
- D.9.4
- D.9.5
- D.9.6
- D.9.7
- D.9.8
- + D.10 Installation and quality assurance of anch...
- + D.10.1 Installation
- D.10.1.1 General
- D.10.1.2
- + D.10.2 Quality assurance
- D.10.2.1 General
- + D.10.2.2 Inspection of adhesive anchors and pos...
- D.10.2.2.1
- D.10.2.2.2
- D.10.2.2.3
- D.10.2.2.4
- D.11 Attachments with shear lugs
- + Annex E (normative)
- + E.1 General
- E.1.1
- E.1.2
- + E.2 Analysis and design
- E.2.1
- E.2.2
- E.2.3
- E.2.4
- E.2.5
- E.2.6
- E.2.7
- E.2.8
- E.3 Specified yield strength of reinforcement
- + E.4 Shell reinforcement
- E.4.1
- E.4.2
- E.4.3
- E.4.4
- E.4.5
- E.4.6
- E.4.7
- E.4.8
- E.4.9
- E.4.10
- E.4.11
- E.4.12
- + E.5 Construction
- E.5.1
- E.5.2
1.1 General
This Standard specifies requirements, in accordance with the National Building Code of Canada, for the design and strength evaluation of
a) structures of reinforced and prestressed concrete; and
b) plain concrete elements.
Notes:
1) For structures such as blast-resistant structures, tanks, reservoirs, swimming pools, bins, silos, towers, and chimneys, users of this Standard should also refer to applicable codes, standards, or guidelines for additional requirements
2) Special requirements for parking structures are specified in CSA S413.
1.2 Fire resistance
This Standard requires designs to be carried out in accordance with the fire resistance requirements of the applicable building code (see Clause 8.1.2).
Note: Information on the fire resistance of concrete elements can be found in Appendix D of the National Building Code of Canada.
1.3 Alternative design procedures
Designs that use procedures that are not covered by this Standard but are carried out by a person qualified in the methods applied and provide a level of safety and performance equivalent to designs complying with this Standard are acceptable if carried out by one of the following methods:
a) analysis based on generally established theory;
b) evaluation of a full-scale structure or a prototype by a loading test; or
c) studies of model analogues.
1.4 Shells and folded plates
Design requirements for shells and folded plates can be found in Annex E.
1.5 Terminology
In this Standard, “shall” is used to express a requirement, i.e., a provision that the user is obliged to satisfy in order to comply with the Standard; “should” is used to express a recommendation or that which is advised but not required; and “may” is used to express an option or that which is permissible within the limits of the Standard.
Notes accompanying clauses do not include requirements or alternative requirements; the purpose of a note accompanying a clause is to separate from the text explanatory or informative material.
Notes to tables and figures are considered part of the table or figure and may be written as requirements.
Annexes are designated normative (mandatory) or informative (non-mandatory) to define their application.
1.6 Units of measurement
Equations appearing in this Standard are compatible with the following units:
a) area: mm2 (square millimetres);
b) force: N (newtons);
c) length: mm (millimetres);
d) moment: N·mm (newton millimetres); and
e) stress: MPa (megapascals).
Whenever the square root of the concrete strength is determined, the concrete strength and the square root of the concrete strength are both expressed in megapascals.
Other dimensionally consistent combinations of units may be used, provided that appropriate adjustments are made to constants in non-homogeneous equations.
Note: Some examples of non-homogeneous equations are found in Clauses 12.2.2 and 12.8.
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