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AS 5100.5:2017
[Current]Bridge design, Part 5: Concrete
Sets out minimum requirements for the design and construction of concrete bridges and associated structures, including members that contain reinforcing steel and tendons, or both, in limit state format.
Published: 31/03/2017
Pages: 215
Table of contents
Cited references
Content history
Table of contents
Header
About this publication
Preface
1 Scope and general
1.1 Scope
1.2 Application
1.3 Normative references
1.4 Definitions
1.5 Notation
1.6 Construction
1.7 Existing bridges
1.8 Design
1.8.1 Design data
1.8.2 Design details
1.9 Use of alternative materials or methods
2 Design procedures, actions and loads
2.1 Design procedures
2.1.1 Design for strength and serviceability
2.1.2 Design for fatigue
2.1.3 Design for earthquake actions
2.1.4 Design for robustness
2.1.5 Design for durability
2.1.6 Design for fire resistance
2.1.7 Material properties
2.2 Design for fatigue
2.2.1 General
2.2.2 Maximum range in concrete compressive stresses
2.2.3 Shear limited by web compressive stresses
2.2.4 Shear in slabs
2.2.5 Tensile stress range in steel
2.2.6 Calculation of stresses in the reinforcement and tendons of flexural members for members with at least minimum transverse shear reinforcement
2.2.6.1 General
2.2.6.2 Determination by strut and tie modelling
2.2.6.3 Determination by simplified calculation
2.3 Design for strength
2.3.1 General
2.3.2 Strength check procedure for use with linear elastic methods of analysis
2.3.3 Strength check procedure for use with linear elastic stress analysis
2.3.4 Strength check procedure for use with strut-and-tie analysis
2.3.5 Strength check procedure for use with non-linear analysis of framed structures
2.3.6 Strength check procedure for use with non-linear stress analysis
2.4 Design for serviceability
2.4.1 General
2.4.2 Deflection
2.4.3 Cracking
2.4.3.1 General
2.4.3.2 Control of cracking
2.4.4 Vibration
2.5 Actions and combinations of actions
2.5.1 Actions and loads
2.5.2 Combinations of actions and loads
2.6 Design for strength and serviceability by prototype testing
2.7 Other design requirements
3 Design properties of materials
3.1 Properties of concrete
3.1.1 Strength
3.1.1.1 Characteristic compressive strength
3.1.1.2 Mean in situ compressive strength
3.1.1.3 Tensile strength
3.1.1.4 Supplementary cementitious materials
3.1.1.4.1 General
3.1.1.4.2 Fly ash
3.1.1.4.3 Ground granulated iron blast-furnace slag (slag)
3.1.1.4.4 Amorphous silica
3.1.1.4.5 Manufactured pozzolans
3.1.2 Modulus of elasticity
3.1.3 Density
3.1.4 Stress-strain curves
3.1.5 Poisson’s ratio
3.1.6 Coefficient of thermal expansion
3.1.7 Shrinkage
3.1.7.1 Calculation of design shrinkage strain
3.1.7.2 Design shrinkage strain
3.1.8 Creep
3.1.8.1 General
3.1.8.2 Basic creep coefficient
3.1.8.3 Design creep coefficient
3.2 Properties of reinforcement
3.2.1 Strength and ductility
3.2.2 Modulus of elasticity
3.2.3 Stress-strain curves
3.2.4 Coefficient of thermal expansion
3.3 Properties of tendons
3.3.1 Strength
3.3.2 Modulus of elasticity
3.3.3 Stress-strain curves
3.3.4 Relaxation of tendons
3.3.4.1 General
3.3.4.2 Basic relaxation
3.3.4.3 Design relaxation
3.3.4.4 Design relaxation for elevated temperature curing
3.4 Loss of prestress in tendons
3.4.1 General
3.4.2 Immediate loss of prestress
3.4.2.1 General
3.4.2.2 Loss of prestress due to curing conditions
3.4.2.3 Loss of prestress due to elastic deformation of concrete
3.4.2.4 Loss of prestress due to friction
3.4.2.5 Loss of prestress during anchoring
3.4.2.6 Loss of prestress due to other considerations
3.4.3 Time-dependent losses of prestress
3.4.3.1 General
3.4.3.2 Loss of prestress due to shrinkage of the concrete
3.4.3.3 Loss of prestress due to creep of the concrete
3.4.3.4 Loss of prestress due to tendon relaxation
3.4.3.5 Loss of prestress due to other considerations
3.5 Material properties for non-linear structural analysis
4 Design for durability
4.1 General
4.2 Method of design for durability
4.3 Exposure classification
4.4 Requirements for concrete for exposure classifications A, B1, B2, C1 and C2
4.4.1 General
4.4.2 Curing
4.4.2.1 General
4.4.2.2 Moist curing
4.4.2.3 Membrane curing
4.4.2.4 Polyethylene sheet
4.4.2.5 Retaining formwork in place
4.4.2.6 Accelerated curing
4.5 Requirements for concrete for exposure classification U
4.6 Abrasion
4.7 Freezing and thawing
4.8 Concrete structures in aggressive soils
4.8.1 4.8.1 Sulfate and acidic soils
4.8.2 4.8.2 Saline soils
4.9 Concrete structures in marine environment
4.10 Alkali aggregate reactivity (AAR)
4.11 Delayed ettringite formation (DEF)
4.12 Early age thermal cracking of large and restrained concrete members
4.13 Restrictions on chemical content in concrete
4.13.1 Restriction on chloride-ion content for corrosion protection
4.13.2 Restriction on sulfate content
4.13.3 Restriction on other salts
4.14 Requirements for cover to reinforcing steel and tendons
4.14.1 General
4.14.2 Cover for concrete placement
4.14.3 Cover for corrosion protection
4.14.3.1 General
4.14.3.2 Standard formwork and compaction
4.14.3.3 Rigid steel formwork and intense compaction
4.14.3.4 Required cover where self-compacting concrete (SCC) is used
4.14.3.5 Cast on or against ground
4.14.3.6 Structural members manufactured by spinning or rolling
4.14.3.7 Required cover for stainless steel reinforcement
4.14.3.8 Embedded items cover
4.14.3.9 Cover for steel reinforcement
4.15 Cracking of concrete
4.16 Provisions for stray current corrosion
5 Design for fire resistance
5.1 General
5.2 Hydrocarbon fire
5.3 Non-hydrocarbon fire
5.4 Material properties at elevated temperatures
5.4.1 Properties of concrete
5.4.1.1 Characteristic compressive strength
5.4.1.2 Coefficient of thermal expansion
5.4.1.3 Specific heat
5.4.1.4 Thermal conductivity
5.4.2 Properties of reinforcement
5.4.2.1 Characteristic yield strength
5.4.2.2 Modulus of elasticity
5.4.3 Properties of tendons
5.4.3.1 Minimum tensile strength
5.4.3.2 Modulus of elasticity
6 Methods of structural analysis
6.1 General
6.1.1 Basis for structural analysis
6.1.2 Interpretation of the results of analysis
6.1.3 Methods of analysis
6.2 Linear elastic analysis of indeterminate continuous beams and framed structures
6.2.1 General
6.2.2 Critical sections for negative moments
6.2.3 Stiffness
6.2.4 Deflections
6.2.5 Secondary bending moments and shears resulting from prestress
6.2.6 Moment redistribution in reinforced and prestressed members for strength design
6.2.6.1 General requirements
6.2.6.2 Deemed-to-comply approach for reinforced and prestressed members
6.2.7 Unbonded prestress
6.2.7.1 Actions for unbonded prestress
6.2.7.2 Strain compatibility analysis
6.3 Elastic analysis of frames incorporating secondary bending moments
6.3.1 General
6.3.2 Analysis
6.4 Linear elastic stress analysis of members and structures
6.4.1 General
6.4.2 Analysis
6.4.3 Sensitivity of analysis to input data and modelling parameters
6.5 Non-linear frame analysis
6.5.1 General
6.5.2 Non-linear material effects
6.5.3 Non-linear geometric effects
6.5.4 Values of material properties
6.5.5 Sensitivity of analysis to input data and modelling parameters
6.6 Non-linear stress analysis
6.6.1 General
6.6.2 Analysis
6.6.3 Non-linear material and geometric effects
6.6.4 Values of material properties
6.6.5 Sensitivity of analysis to input data and modelling parameters
6.7 Plastic methods of analysis
6.7.1 General
6.7.2 Methods for beams and frames
6.7.3 Methods for slabs
6.7.3.1 Lower-bound method for slabs
6.7.3.2 Yield line method for slabs
6.8 Analysis using strut-and-tie models
6.8.1 General
6.8.2 Sensitivity of analysis to input data and modelling parameters
7 Strut-and-tie modelling
7.1 General
7.2 Concrete struts
7.2.1 Types of struts
7.2.2 Strut efficiency factor
7.2.3 Design strength of struts
7.2.4 Bursting reinforcement in bottle-shaped struts
7.3 Ties
7.3.1 Arrangement of ties
7.3.2 Design strength of ties
7.3.3 Anchorage of ties
7.3.4 Design stress of reinforcement
7.4 Nodes
7.4.1 Types of nodes
7.4.2 Design strength of nodes
7.5 Analysis of strut-and-tie models
7.6 Design based on strut-and-tie modelling
7.6.1 Design for strength
7.6.2 Serviceability checks
7.6.3 Specific non-flexural members
8 Design of beams for strength and serviceability
8.1 Strength of beams in bending
8.1.1 General
8.1.2 Basis of strength calculations
8.1.3 Rectangular stress block
8.1.4 Dispersion angle of prestress
8.1.5 Design strength in bending
8.1.6 Minimum strength requirements
8.1.6.1 General
8.1.6.2 Prestressed beams at transfer
8.1.7 Stress in reinforcement and bonded tendons at ultimate strength
8.1.8 Stress in tendons not yet bonded
8.1.9 Spacing of reinforcement and tendons
8.1.9.1 General
8.1.9.2 Grouping of tendons and ducts
8.1.9.3 Curvature and deviations of tendons and ducts
8.1.9.4 Out-of-plane forces
8.1.9.5 Minimum spacing
8.1.9.5.1 Minimum spacing of single reinforcement bars
8.1.9.5.2 Minimum spacing of bundled bars
8.1.9.5.3 Minimum spacing of pretensioned strands
8.2 Strength of beams in shear and torsion
8.2.1 General
8.2.1.1 Scope of clause
8.2.1.2 Consideration of torsion
8.2.1.3 Vertical component of prestress
8.2.1.4 Tapered members
8.2.1.5 Effective web width
8.2.1.6 Requirements for transverse shear reinforcement
8.2.1.7 Minimum transverse shear reinforcement
8.2.1.8 Design yield strength of tendons as transverse shear reinforcement
8.2.1.9 Effective shear depth
8.2.2 Design procedures
8.2.2.1 Flexural regions
8.2.2.2 Regions near discontinuities
8.2.2.3 Interface regions
8.2.2.4 Detailed analysis
8.2.3 Sectional design of a beam
8.2.3.1 Design shear strength of a beam
8.2.3.2 Maximum transverse shear near a support
8.2.3.3 Shear strength limited by web crushing
8.2.4 Concrete contribution to ultimate shear strength of a beam (Vuc)
8.2.4.1 General
8.2.4.2 Determination of kv and θv (general method)
8.2.4.3 Determination of the longitudinal strain in concrete (εx) for shear
8.2.4.4 Determination of εx for combined shear and torsion
8.2.4.5 Web crushing due to combined shear and torsion
8.2.4.6 Determination of θv and kv for non-prestressed components (simplified method)
8.2.4.7 ‘Text deleted’
8.2.4.8 Secondary effects on Vuc
8.2.4.9 Reversal of loads
8.2.4.10 ‘Text deleted’
8.2.5 Transverse shear and torsional reinforcement contribution to the ultimate shear and torsional strength of a beam (Vus and Tus)
8.2.5.1 General
8.2.5.2 Transverse reinforcement for shear
8.2.5.3 Transverse reinforcement for combined shear and torsion
8.2.5.4 Transverse reinforcement for torsion
8.2.5.5 Minimum torsional reinforcement
8.2.5.6 Torsional resistance
8.2.6 Hanging reinforcement
8.2.7 Proportioning longitudinal reinforcement on the flexural tension side
8.2.8 Proportioning longitudinal reinforcement on the flexural compression side
8.2.9 Extension of longitudinal reinforcement and tendons
8.2.9.1 General
8.2.9.2 Compression fan regions
8.2.9.3 ‘Text deleted’
8.3 General details
8.3.1 Detailing of flexural reinforcement
8.3.1.1 Distribution of reinforcement and tendons
8.3.1.2 Continuation of negative moment reinforcement and tendons
8.3.1.3 Shear strength requirements near terminated flexural reinforcement
8.3.1.4 Anchorage of flexural reinforcement
8.3.1.5 Restraint of compressive reinforcement
8.3.1.6 Bundled bars
8.3.1.7 Detailing of tendons
8.3.2 Detailing of shear reinforcement
8.3.2.1 General
8.3.2.2 Spacing
8.3.2.3 Extent
8.3.2.4 Anchorage of shear reinforcement
8.3.2.5 End anchorage of mesh
8.3.2.6 Horizontal curvature of tendons
8.3.3 Detailing of torsional reinforcement
8.4 Longitudinal shear in composite and monolithic beams
8.4.1 General
8.4.2 Design shear stress
8.4.3 Shear stress capacity
8.4.4 Shear plane reinforcement
8.4.5 Minimum thickness of structural components
8.5 Deflection of beams
8.5.1 General
8.5.2 Beam deflection by refined calculation
8.5.3 Beam deflection by simplified calculation
8.5.3.1 Short-term deflection
8.5.3.2 Long-term deflection
8.6 Crack control of beams
8.6.1 Crack control for tension and flexure in reinforced beams
8.6.2 Crack control for flexure in prestressed beams
8.6.2.1 General
8.6.2.2 Segmental members at unreinforced joints
8.6.2.3 Prestressed members in exposure classification B2, C1, C2 or U
8.6.3 Crack control in the side face of beams
8.6.4 Crack control at openings and discontinuities
8.7 Vibration of beams
8.8 T-beams and L-beams
8.8.1 General
8.8.2 Effective width of flange for strength and serviceability for T-beams and L-beams
8.9 Slenderness limits for beams
8.9.1 General
8.9.2 Simply supported and continuous beams
8.9.3 Cantilever beams
8.9.4 Reinforcement for slender prestressed beams
8.10 Composite members
8.10.1 General
8.10.2 Design requirements
8.10.2.1 General
8.10.2.2 Analysis
8.10.3 Design for applied loads
8.10.3.1 General
8.10.3.2 Effects due to residual creep and differential shrinkage
8.10.3.2.1 General
8.10.3.2.2 Effect of creep
8.10.3.2.3 Effect of differential shrinkage
8.10.3.3 Design for continuity at a support
8.10.3.3.1 General
8.10.3.3.2 Positive moment connection at supports
8.10.3.3.3 Negative moment zones
8.10.4 Shear
9 Design of slabs for strength and serviceability
9.1 Strength of slabs in bending
9.1.1 General
9.1.2 Distribution reinforcement for slabs
9.1.3 Edge stiffening
9.1.4 Detailing of tensile reinforcement
9.1.5 Spacing of reinforcement, tendons and ducts
9.2 Strength of slabs in shear
9.2.1 General
9.2.2 Shear
9.2.2.1 General
9.2.2.2 Minimum design flexure and torsion at supports
9.2.2.3 Critical shear perimeter
9.2.3 Shear strength
9.2.3.1 General
9.2.3.2 Contribution to shear strength from the concrete
9.2.3.3 Contribution to shear strength from shear reinforcement
9.2.3.4 Minimum shear reinforcement
9.2.3.5 Hanging reinforcement
9.2.3.6 Detailing of reinforcement
9.2.3.6.1 Types
9.2.3.6.2 Spacing
9.2.3.6.3 Extent
9.2.3.6.4 Anchorage
9.3 Deflection of slabs
9.3.1 General
9.3.2 Slab deflection by refined calculation
9.3.3 Slab deflection by simplified calculation
9.4 Crack control of slabs
9.4.1 Crack control for flexure in reinforced slabs
9.4.2 Crack control for flexure in prestressed slabs
9.4.3 Crack control for restrained shrinkage and temperature effects
9.4.4 Crack control at openings and discontinuities
9.4.5 Crack control in the vicinity of restraints
9.5 Vibration of slabs
9.6 Moment resisting width for one-way slabs supporting concentrated loads
9.7 Longitudinal shear in composite slabs
9.8 Fatigue design of slabs
10 Design of columns and tension members for strength and serviceability
10.1 General
10.1.1 Design strength
10.1.2 Minimum bending moment
10.1.3 Definitions
10.2 Design procedures
10.2.1 Design procedure using linear elastic analysis
10.2.2 Design procedure incorporating secondary bending moments
10.2.3 Design procedure using rigorous analysis
10.2.4 Design of ductile columns for earthquake resistance
10.2.4.1 General
10.2.4.2 Length of plastic hinge zones
10.2.4.3 Prediction of plastic hinges
10.3 Design of short columns
10.3.1 General
10.3.2 Short column with small compressive axial force
10.4 Design of slender columns
10.4.1 General
10.4.2 Moment magnifier for a braced column
10.4.3 Moment magnifier for an unbraced column
10.4.4 Buckling load
10.5 Slenderness
10.5.1 General
10.5.2 Radius of gyration
10.5.3 Effective length of a column
10.5.4 End restraint coefficients for regular rectangular framed structures
10.5.5 End restraint provided by footings
10.6 Strength of columns in combined bending and compression
10.6.1 Basis of strength calculations
10.6.2 Strength of cross-sections calculated using the rectangular stress block
10.6.2.1 General
10.6.2.2 Squash load (Nuo)
10.6.2.3 Decompression point
10.6.2.4 Transition from decompression point to squash load
10.6.2.5 Transition from decompression point to bending strength
10.6.3 Design based on each bending moment acting separately
10.6.4 Design for biaxial bending and compression
10.7 Reinforcement requirements for columns
10.7.1 Limitations on longitudinal steel
10.7.2 Functions of fitments
10.7.3 Confinement to the core
10.7.3.1 General requirements
10.7.3.2 Calculation of core confinement by rational calculation
10.7.3.3 Calculation of core confinement by simplified calculation
10.7.3.4 Deemed to comply core confinement
10.7.4 Restraint of longitudinal reinforcement
10.7.4.1 General requirements
10.7.4.2 Lateral restraint
10.7.4.3 Diameter and spacing of fitments and helices
10.7.4.4 Detailing of fitments and helices
10.7.5 Splicing of longitudinal reinforcement
10.7.5.1 General
10.7.5.2 Minimum tensile strength
10.7.5.3 Where tensile force exceeds the minimum tensile strength
10.7.5.4 End-bearing splice in compression
10.7.5.5 Offset bars
10.7.6 Additional detailing requirements for earthquake resistance
10.7.6.1 Application
10.7.6.2 Column core confinement
10.7.6.2.1 General
10.7.6.2.2 Lateral reinforcement inside plastic hinge zones
10.7.6.2.3 Minimum lateral reinforcement
10.7.6.3 Spacing of reinforcement at plastic hinge
10.7.6.4 Extension of plastic hinge lateral reinforcement
10.7.6.5 Splicing and anchoring of lateral reinforcement within plastic hinge zones
10.8 Design of tension members
10.8.1 General
10.8.2 Basic principles
10.9 Crack control of columns and tension members
11 Design of walls
11.1 General
11.2 Design procedures
11.2.1 General
11.2.2 Groups of walls
11.3 Braced walls
11.4 Effective height
11.5 Simplified design method for walls subject to vertical compression forces
11.6 Design of walls for in-plane shear forces
11.6.1 Critical section for shear
11.6.2 Strength in shear
11.6.3 Shear strength without shear reinforcement
11.6.4 Contribution to shear strength by shear reinforcement
11.7 Reinforcement requirements for walls
11.7.1 Minimum reinforcement
11.7.2 Horizontal reinforcement for crack control
11.7.3 Spacing of reinforcement
11.7.4 Restraint of vertical reinforcement
11.7.5 Additional requirements for earthquake detailing
12 Design of non-flexural members and anchorage zones
12.1 Scope of Section
12.2 Design
12.2.1 Design for strength
12.2.2 Design for serviceability
12.3 Strut-and-tie models for the design of non-flexural members
12.3.1 General
12.3.2 Design models
12.3.3 Strut bursting reinforcement
12.4 Additional requirements for continuous concrete nibs and corbels
12.5 Additional requirements for stepped joints in beams and slabs
12.6 Anchorage zones for post-tensioned members
12.6.1 General
12.6.2 Reinforcement
12.6.3 Loading cases to be considered
12.6.4 Calculation of tensile forces along line of an anchorage force
12.6.5 Calculation of tensile forces induced near the loaded face
12.6.6 Quantity and distribution of reinforcement
12.6.7 Special reinforcement details in anchorage zones
12.7 Crack control
12.8 Anchorage zones for pretensioned members
12.9 Bearing surfaces
13 Stress development of reinforcement and tendons
13.1 Stress development in reinforcement
13.1.1 General
13.1.2 Development length for a deformed bar in tension
13.1.2.1 Development length to develop yield strength
13.1.2.2 Basic development length
13.1.2.3 Refined development length
13.1.2.4 Development length to develop less than the yield strength
13.1.2.5 Development length around a curve
13.1.2.6 Development length of a deformed bar with a standard hook or cog
13.1.2.7 Standard hooks and cogs
13.1.3 Development length of plain bars in tension
13.1.4 Development length of headed reinforcement in tension
13.1.5 Development length of deformed bars in compression
13.1.5.1 Development length to develop yield strength
13.1.5.2 Basic development length
13.1.5.3 Refined development length
13.1.5.4 Development length to develop less than the yield strength
13.1.6 Development length of plain bars in compression
13.1.7 Development length of bundled bars
13.1.8 Development length of welded plain or deformed mesh in tension
13.1.8.1 Development length to develop yield strength
13.1.8.2 Two or more cross-bars within development length
13.1.8.3 One cross-bar within development length
13.1.8.4 No cross-bars within development length
13.1.8.5 Development length to develop less than the yield strength
13.2 Splicing of reinforcement
13.2.1 General
13.2.2 Lapped splices for bars in tension
13.2.3 Lapped splices for mesh in tension
13.2.4 Lapped splices for bars in compression
13.2.5 Lapped splices for bundled bars
13.2.6 Welded or mechanical splices
13.3 Stress development in tendons
13.3.1 General
13.3.2 Pretensioned tendons
13.3.2.1 Transmission length of pretensioned tendons
13.3.2.2 Development length of pretensioned strand
13.3.2.3 Development length of pretensioned wire
13.3.2.4 Development length of untensioned strand or wire
13.3.3 Stress development in post-tensioned tendons by anchorages
13.4 Coupling of tendons
14 Joints, embedded items and fixings
14.1 Joints
14.1.1 General
14.1.2 Construction joints
14.1.2.1 General
14.1.2.2 Joint spacing
14.1.3 Movement joints
14.1.3.1 General
14.1.3.2 Joint spacing
14.1.4 Joint fillers and sealants
14.2 Embedded items
14.2.1 General
14.2.2 Pipes
14.2.3 Spacing
14.3 Fixings
14.3.1 General
14.3.2 Post-installed fasteners
14.4 Durability of embedded items and fixings
15 Plain concrete members
15.1 General
15.2 Design
15.2.1 Basic principles of strength design
15.2.2 Section properties
15.3 Strength in bending
15.4 Strength in shear
15.5 Strength in combined bending and compression
15.6 Reinforcement and embedded items
16 Steel fibre reinforced concrete
16.1 General
16.2 Definitions
16.3 Properties of SFRC
16.3.1 General
16.3.2 Compressive strength
16.3.3 Tensile properties
16.3.3.1 Classification
16.3.3.2 Matrix tensile strength
16.3.3.3 Residual tensile strength
16.3.3.4 Determination of strength by direct testing
16.3.3.5 Determination of strength by indirect testing
16.3.3.6 Residual tensile strength—Residual flexural strength relationship
16.3.3.7 Residual tensile strength test
16.3.3.8 Minimum fibre dosage
16.3.3.9 Residual flexural tensile strength
16.3.4 Modulus of elasticity
16.4 Design of SFRC members containing reinforcement or tendons
16.4.1 General
16.4.2 Strength of beams in bending and combined bending and axial force
16.4.3 Minimum reinforcement requirements for bending
16.4.4 Strength of beams in shear
16.4.4.1 Design shear strength of a beam
16.4.4.2 Contribution to shear strength by steel fibres
16.4.4.3 Minimum shear reinforcement
16.4.5 Design for serviceability limit states
16.4.5.1 General
16.4.5.2 Stress limits
16.4.5.2.1 Concrete
16.4.5.2.2 Reinforcing steel
16.4.5.3 Minimum reinforcement for crack control
16.4.5.4 Deflection control
16.4.5.4.1 General
16.4.5.4.2 Short-term deflection
16.4.5.4.3 Long-term deflection
16.5 Durability
16.6 Fire
16.7 Production of SFRC
16.7.1 Fibres
16.7.2 Mixing of fibres
16.7.3 Pre-construction testing of materials
16.7.4 Factory production control
16.7.5 Determining the steel fibre content
16.7.6 Sampling, testing and assessment for compliance of hardened SFRC
17 Material and construction requirements
17.1 General
17.2 Test report or test certificates
17.3 Material and construction requirements for concrete and grout
17.3.1 Materials and limitations on constituents
17.3.2 Assessment and repair of cracked concrete
17.3.3 Handling, placing and compacting of concrete
17.3.4 Finishing of unformed concrete surfaces
17.3.5 Curing and protection of concrete
17.3.5.1 Curing
17.3.5.2 Protection
17.3.6 Sampling and testing for compliance
17.3.6.1 General
17.3.6.2 Concrete specified by strength grade
17.3.6.3 Concrete specified by parameters other than strength grade
17.3.7 Rejection of concrete
17.3.7.1 Plastic concrete
17.3.7.2 Hardened concrete
17.3.7.3 Action on hardened concrete liable to rejection
17.3.8 Requirements for grout and grouting
17.3.8.1 Grout properties
17.3.8.2 Mixing and agitation
17.4 Material and construction requirements for reinforcing steel
17.4.1 Materials
17.4.1.1 Reinforcement
17.4.1.2 Stainless steel reinforcement
17.4.1.3 Protective coatings
17.4.2 Fabrication
17.4.3 Bending
17.4.3.1 General
17.4.3.1.1 Site rebending
17.4.3.2 Internal diameter of bends or hooks
17.4.4 Surface condition
17.4.5 Fixing
17.4.5.1 General
17.4.5.2 Bar chairs and spacers
17.4.6 Lightning protection by reinforcement
17.5 Material and construction requirements for prestressing ducts, anchorages and tendons
17.5.1 Materials for ducts, anchorages and tendons
17.5.1.1 Ducts
17.5.1.2 Anchorages
17.5.1.3 Tendons
17.5.2 Construction requirements for ducts
17.5.2.1 Surface condition
17.5.2.2 Sealing
17.5.2.3 Fixing
17.5.3 Construction requirements for anchorages
17.5.3.1 Fixing
17.5.3.2 Surface condition
17.5.4 Construction requirements for tendons
17.5.4.1 Fabrication
17.5.4.2 Protection
17.5.4.3 Surface condition
17.5.4.4 Fixing
17.5.4.5 Tensioning
17.5.4.6 Maximum jacking forces
17.5.4.7 Grouting
17.5.5 Construction requirements for unbonded tendons
17.6 Construction requirements for joints and embedded items
17.6.1 Location of construction joints
17.6.2 Embedded and other items not shown in the drawings
17.7 Tolerances for structures and members
17.7.1 General
17.7.2 Tolerances for position and size of structures and members
17.7.2.1 Absolute position
17.7.2.2 Deviation from specified dimensions
17.7.2.3 Deviation from surface alignment
17.7.3 Tolerance on position of reinforcement and tendons
17.8 Formwork
17.8.1 General
17.8.2 Stripping of forms and removal of formwork supports
17.8.2.1 General
17.8.2.2 Removal of formwork from vertical surfaces
Appendix A
A1 General
A2 Testing of members
A2.1 Purpose of testing
A2.2 Test set-up
A2.3 Test load
A2.4 Test deflections
A3 Proof testing
A3.1 Test procedures
A3.2 Criteria for acceptance
A3.3 Damage incurred during test
A3.4 Test report
A4 Prototype testing
A4.1 Construction of prototypes
A4.2 Number of prototypes
A4.3 Test load
A4.4 Test procedure
A4.5 Criteria for acceptance
A4.6 Test report
A5 Quality control
A5.1 General
A5.2 Statistical sampling
A5.3 Product certification
A5.4 Quality system
A6 Testing of hardened concrete in place
A6.1 General
A6.2 Preparation of samples
A6.3 Non-destructive testing
A6.4 Tests on samples taken from the structure
A6.4.1 Test requirements
A6.4.2 Interpretation of results
A7 Additional requirements for earthquake design of elliptical columns
Appendix B
Appendix C
C1 Analysis
C1.1 Longitudinal analysis
C1.2 Transverse analysis
C1.3 Deflection calculations
C2 Loads
C2.1 Erection loads
C2.2 Post-tensioning force
C3 Shear at joints
C4 Segmental bridge substructures
C5 Special provisions
C5.1 Precast segmental construction
C5.1.1 Age of segments at erection
C5.1.2 Temporary stress on epoxy joints
C5.1.3 Dry joints
C5.1.4 External tendons
C5.2 Cast-in-place segmental construction
C5.2.1 General
C5.2.2 Diaphragms
C5.3 Incremental launching—Bridge design
C6 Specifications
Appendix D
D1 General
D2 End block dimensions
D3 Flexural properties
D4 Torsional properties
Bibliography
Amendment control sheet
AS 5100.5:2017
Amendment No. 1 (2018)
Correction
Amendment No. 2 (2024)
Revised text amendment
Cited references in this standard
AS/NZS 5100.2
Bridge design, Part 2: Design loads
AS/NZS 3582.2
Supplementary cementitious materials and blended cement, Part 2: Ground granulated blast-furnace
Content history
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[Current]
[Superseded]
DR AS 5100.5
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