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A23.3-14

Superseded
Superseded

A superseded Standard is one, which is fully replaced by another Standard, which is a new edition of the same Standard.

View Superseded by
superseded

A superseded Standard is one, which is fully replaced by another Standard, which is a new edition of the same Standard.

Design of concrete structures
Available format(s)

Hardcopy , PDF

Superseded date

07-06-2021

Language(s)

English, French

Published date

01-01-2014

Preface
1 Scope
2 Reference publications
3 Definitions and symbols
4 General requirements
5 Drawings and related documents
6 Formwork, falsework, embedded pipes, and construction
   joints
7 Details of reinforcement
8 Design - Limit states, load combinations, and material
   properties
9 Structural analysis and computation of deflections
10 Flexure and axial loads
11 Shear and torsion
12 Development and splices of reinforcement
13 Two-way slab systems
14 Walls
15 Foundations
16 Precast concrete
17 Composite concrete flexural members
18 Prestressed concrete
19 Shells and folded plates
20 Strength evaluation procedures
21 Special provisions for seismic design
22 Plain concrete
23 Tilt-up wall panels
Annex A (informative) - Excerpts from CSA A23.1-14, Concrete
        materials and methods of concrete construction
Annex B (informative) - Rectangular two-way slab systems with
        stiff supports on four sides
Annex C (informative) - Load combinations and load factors in
        the National Building Code of Canada, 2015
Annex D (informative) - Anchorage

Preface This is the sixth edition of CSA A23.3, Design of concrete structures. It supersedes the previous editions published in 2004, 1994, 1984, 1977 (metric), and 1973 (imperial), and 1959. This Standard is intended for use in the design of concrete structures for buildings in conjunction with CSA A23.1/A23.2, Concrete materials and methods of concrete construction/Methods of test and standard practices for concrete, and CSA A23.4, Precast concrete - Materials and construction. Changes in this edition include the following: a) Clause 3.1 contains new definitions for conventional construction, moderately ductile wall systems, different types of tilt-up construction, and gravity-load resisting frames. b) Clause 7.4.3.1 contains new requirements for the clear distance between pretensioning wires or strands at the ends of members. Clause 7.6.5 contains new requirements for additional column ties in column-slab connections over the slab depth where the slab is discontinuous. In Clause 7.6.4, the minimum diameter of spiral reinforced has been changed to 10 mm and the limit of one-sixth of the core diameter for the clear spacing between successive turns in a spiral has been removed. Clause 7.7.3 has new requirements for column ties in beam-column joints. c) Clause 9.2.1.2 gives guidance on stiffnesses to be used in members of lateral load resisting systems for wind loading. Clause 9.8 provides cautionary notes on member minimum thickness requirements and accounting for construction stages and early loading in computing deflections. d) Clause 10.9.4 contains a new requirement for the required ratio of spiral reinforcement. Clause 10.10.4 has increased the maximum factored axial load resistance of spirally reinforced columns and contains new provisions for the resistance of compression members as a function of wall thickness. Clause 10.16.3 provides a new factor for determining the amplitude of sway moments. e) Changes to the shear design provisions in Clause 11 include the following: the need to account for cover spalling for members subjected to high shear stress; new requirement for sections near supports; definition of special member types; accounting for effect of bars terminated in the flexural tension zone; and increased spacing limit for transverse reinforcement for special cases. Changes to the strut-and-tie design provisions of Clause 11.4 include the following: introduction of refined strut-and-tie models; modelling of members subjected to uniform loads; revised strut dimensions for struts anchored by reinforcement and for struts in narrow part of fanning compression regions; simplified expression for limiting compressive stress in struts; new detailing requirements for anchorage of ties; and provisions accounting for confinement of bearing in nodal regions. f) Clause 13 on two-way slab systems has been revised to include the following: the use of dv in determining the one-way shear resistance; new details for bottom bars in column strips of slabs with drop panels (see Figure 13.1); and a change in the definition of Vse for the design of structural integrity reinforcement (see Clauses 13.10.6.1 and 3.2). g) Clause 14 contains a new requirement to account for strong axis bending in bearing walls and new wall thickness requirements and slenderness requirements for flexural shear walls. h) Clause 18.3.1 permits a higher compressive stress limit in the concrete at transfer at the ends of simply supported members. i) Clause 21 on special provisions for seismic design has a number of significant changes. This Clause has been reorganized so that all the requirements for ductile frames are in Clause 21.3, while all the requirements for moderately ductile frames are in Clause 21.4. New dimensional limitations for moderately ductile moment-resisting frames have been added in Clause 21.4.2. The requirements 17 for moderately ductile shear walls have been spelled out in greater detail, and because of the significant overlap with the requirements for ductile shear walls, the requirements for moderately ductile and ductile shear walls are presented together in Clause 21.5. All shear wall design requirements that were redundant with Clause 14 have been removed from Clause 21. Thus, the designer of seismic shear walls must look to Clause 14 for important requirements such as dimensional limitations, transfer of forces across construction joints, and many other requirements. The requirements for strength and ductility over the height of shear walls in Clause 21.5.2 have been expanded. New requirements have been added for the design for bending moment and shear force below the plastic hinge at the base, and for the increased shear force in walls due to the inelastic effects of higher modes. New requirements have been added in Clause 21.5.5 for the anchorage of horizontal reinforcement at the ends of walls depending on the level of ductility. New requirements have been added in Clause 21.5.7 to ensure that walls have adequate ductility to tolerate some yielding near mid-height due to higher mode bending moments. The design requirements for two new types of reinforced concrete SFRS - moderately ductile coupled walls and moderately ductile partially coupled walls - have been added in Clause 21.5.8. The requirements for squat shear walls in Clause 21.5.10 have been relaxed where the walls are longer than needed. The requirements for conventional construction shear walls in Clause 21.6.3 have been expanded. New requirements for the design and detailing of tilt-up construction, including moderately ductile and limited ductility tilt-up walls and frames, are presented in Clause 21.7. New requirements for the design of foundations are presented in Clause 21.10, including the requirement to consider foundation movements. New requirements are presented in Clause 21.11 to ensure that all members not considered part of the seismic-force-resisting system have adequate displacement capacity. j) Clause 23.2.9 provides revised design provisions for structural integrity of tilt-up construction. The effective area of reinforcement used to calculate the factored resisting moment has been modified. k) Annex D on anchorage has been modified to include changes to the requirements specified in Appendix D of ACI 318M-11/318RM-11, Building Code Requirements for Structural Concrete and Commentary. Annex D provides new provisions for the bond strength of adhesive anchors in tension; installation of horizontal and upwardly inclined adhesive anchors; the bond strength of adhesive anchors in tension; the resistance of anchors for load cases involving earthquake effects; revised breakout resistance in shear for an anchor in cracked concrete; and new requirements for the installation of anchors. Scope 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; b) plain concrete elements; and c) special structures such as parking structures, arches, tanks, reservoirs, bins and silos, towers, water towers, blast-resistant structures, and chimneys. Note: 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). 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 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. 1.5 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.

Preface This is the sixth edition of CSA A23.3, Design of concrete structures. It supersedes the previous editions published in 2004, 1994, 1984, 1977 (metric), and 1973 (imperial), and 1959. This Standard is intended for use in the design of concrete structures for buildings in conjunction with CSA A23.1/A23.2, Concrete materials and methods of concrete construction/Methods of test and standard practices for concrete, and CSA A23.4, Precast concrete - Materials and construction. Changes in this edition include the following: a) Clause 3.1 contains new definitions for conventional construction, moderately ductile wall systems, different types of tilt-up construction, and gravity-load resisting frames. b) Clause 7.4.3.1 contains new requirements for the clear distance between pretensioning wires or strands at the ends of members. Clause 7.6.5 contains new requirements for additional column ties in column-slab connections over the slab depth where the slab is discontinuous. In Clause 7.6.4, the minimum diameter of spiral reinforced has been changed to 10 mm and the limit of one-sixth of the core diameter for the clear spacing between successive turns in a spiral has been removed. Clause 7.7.3 has new requirements for column ties in beam-column joints. c) Clause 9.2.1.2 gives guidance on stiffnesses to be used in members of lateral load resisting systems for wind loading. Clause 9.8 provides cautionary notes on member minimum thickness requirements and accounting for construction stages and early loading in computing deflections. d) Clause 10.9.4 contains a new requirement for the required ratio of spiral reinforcement. Clause 10.10.4 has increased the maximum factored axial load resistance of spirally reinforced columns and contains new provisions for the resistance of compression members as a function of wall thickness. Clause 10.16.3 provides a new factor for determining the amplitude of sway moments. e) Changes to the shear design provisions in Clause 11 include the following: the need to account for cover spalling for members subjected to high shear stress; new requirement for sections near supports; definition of special member types; accounting for effect of bars terminated in the flexural tension zone; and increased spacing limit for transverse reinforcement for special cases. Changes to the strut-and-tie design provisions of Clause 11.4 include the following: introduction of refined strut-and-tie models; modelling of members subjected to uniform loads; revised strut dimensions for struts anchored by reinforcement and for struts in narrow part of fanning compression regions; simplified expression for limiting compressive stress in struts; new detailing requirements for anchorage of ties; and provisions accounting for confinement of bearing in nodal regions. f) Clause 13 on two-way slab systems has been revised to include the following: the use of dv in determining the one-way shear resistance; new details for bottom bars in column strips of slabs with drop panels (see Figure 13.1); and a change in the definition of Vse for the design of structural integrity reinforcement (see Clauses 13.10.6.1 and 3.2). g) Clause 14 contains a new requirement to account for strong axis bending in bearing walls and new wall thickness requirements and slenderness requirements for flexural shear walls. h) Clause 18.3.1 permits a higher compressive stress limit in the concrete at transfer at the ends of simply supported members. i) Clause 21 on special provisions for seismic design has a number of significant changes. This Clause has been reorganized so that all the requirements for ductile frames are in Clause 21.3, while all the requirements for moderately ductile frames are in Clause 21.4. New dimensional limitations for moderately ductile moment-resisting frames have been added in Clause 21.4.2. The requirements 17 for moderately ductile shear walls have been spelled out in greater detail, and because of the significant overlap with the requirements for ductile shear walls, the requirements for moderately ductile and ductile shear walls are presented together in Clause 21.5. All shear wall design requirements that were redundant with Clause 14 have been removed from Clause 21. Thus, the designer of seismic shear walls must look to Clause 14 for important requirements such as dimensional limitations, transfer of forces across construction joints, and many other requirements. The requirements for strength and ductility over the height of shear walls in Clause 21.5.2 have been expanded. New requirements have been added for the design for bending moment and shear force below the plastic hinge at the base, and for the increased shear force in walls due to the inelastic effects of higher modes. New requirements have been added in Clause 21.5.5 for the anchorage of horizontal reinforcement at the ends of walls depending on the level of ductility. New requirements have been added in Clause 21.5.7 to ensure that walls have adequate ductility to tolerate some yielding near mid-height due to higher mode bending moments. The design requirements for two new types of reinforced concrete SFRS - moderately ductile coupled walls and moderately ductile partially coupled walls - have been added in Clause 21.5.8. The requirements for squat shear walls in Clause 21.5.10 have been relaxed where the walls are longer than needed. The requirements for conventional construction shear walls in Clause 21.6.3 have been expanded. New requirements for the design and detailing of tilt-up construction, including moderately ductile and limited ductility tilt-up walls and frames, are presented in Clause 21.7. New requirements for the design of foundations are presented in Clause 21.10, including the requirement to consider foundation movements. New requirements are presented in Clause 21.11 to ensure that all members not considered part of the seismic-force-resisting system have adequate displacement capacity. j) Clause 23.2.9 provides revised design provisions for structural integrity of tilt-up construction. The effective area of reinforcement used to calculate the factored resisting moment has been modified. k) Annex D on anchorage has been modified to include changes to the requirements specified in Appendix D of ACI 318M-11/318RM-11, Building Code Requirements for Structural Concrete and Commentary. Annex D provides new provisions for the bond strength of adhesive anchors in tension; installation of horizontal and upwardly inclined adhesive anchors; the bond strength of adhesive anchors in tension; the resistance of anchors for load cases involving earthquake effects; revised breakout resistance in shear for an anchor in cracked concrete; and new requirements for the installation of anchors. Scope 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; b) plain concrete elements; and c) special structures such as parking structures, arches, tanks, reservoirs, bins and silos, towers, water towers, blast-resistant structures, and chimneys. Note: 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). 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 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. 1.5 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.

DevelopmentNote
2004 Edition is still active, available in English & French. (08/2014) French Edition issued on 01-12-2015. (01/2016) ERRATA 2017 only available in French Version. (03/2017)
DocumentType
Standard
Pages
295
PublisherName
Canadian Standards Association
Status
Superseded
SupersededBy
Supersedes

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CSA S16S1 : 2005 SUPPLEMENT NO. 1 TO CAN/CSA-S16-01, LIMIT STATES DESIGN OF STEEL STRUCTURES
ACI SP 315 : 2017 ACI/FIB INTERNATIONAL SYMPOSIUM ON PUNCHING SHEAR IN STRUCTURAL CONCRETE SLABS: HONORING NEIL M. HAWKINS
CSA B311 : 2002 : R2012 SAFETY CODE FOR MANLIFTS
ACI 421.3R : 2015 GUIDE TO DESIGN OF REINFORCED TWO-WAY SLAB SYSTEMS
CSA N289.3 : 2010 : INC : UPD 1 : 2012 DESIGN PROCEDURES FOR SEISMIC QUALIFICATION OF NUCLEAR POWER PLANTS
N289.3-10 (R2015) Design procedures for seismic qualification of nuclear power plants
CSA N292.2 : 2007 INTERIM DRY STORAGE OF IRRADIATED FUEL
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CSA N287.3:14 (R2019) Design requirements for concrete containment structures for nuclear power plants
CSA A23.1 A23.2 : 2014 CONCRETE MATERIALS AND METHODS OF CONCRETE CONSTRUCTION/TEST METHODS AND STANDARD PRACTICES FOR CONCRETE
CSA S413 : 2014 PARKING STRUCTURES
CSA A257 SERIES : 2009 STANDARDS FOR CONCRETE PIPE AND MANHOLE SECTIONS
ACI 363R : 2010 REPORT ON HIGH-STRENGTH CONCRETE
CSA S448.1 : 2010 : R2015 REPAIR OF REINFORCED CONCRETE IN BUILDINGS AND PARKING STRUCTURES
CSA S471 : 2004 GENERAL REQUIREMENTS, DESIGN CRITERIA, THE ENVIRONMENT, AND LOADS
ACI SP 321 : 2017 RECENT DEVELOPMENTS IN TWO-WAY SLABS: DESIGN, ANALYSIS, CONSTRUCTION, AND EVALUATION
CSA S448.1 : 2010 REPAIR OF REINFORCED CONCRETE IN BUILDINGS AND PARKING STRUCTURES
ASME A17.7 : 2007 : R2012 PERFORMANCE-BASED SAFETY CODE FOR ELEVATORS AND ESCALATORS
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CSA A864 : 0 GUIDE TO THE EVALUATION AND MANAGEMENT OF STRUCTURES AFFECTED BY ALKALI-AGGREGATE REACTION
ACI 440R : 2007 REPORT ON FIBER-REINFORCED POLYMER (FRP) REINFORCEMENT FOR CONCRETE STRUCTURES
CSA Z259.16 : 2015 DESIGN OF ACTIVE FALL-PROTECTION SYSTEMS
CSA S269.1 : 2016 FALSEWORK AND FORMWORK
CSA S473 : 2004 STEEL STRUCTURES
AISC 341 : 2016 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS
ACI 544.6R : 2015 REPORT ON DESIGN AND CONSTRUCTION OF STEEL FIBER-REINFORCED CONCRETE ELEVATED SLABS
N289.1-08 (R2013) General requirements for seismic design and qualification of CANDU nuclear power plants
CSA N289.1 : 2008 : INC : UPD 1 : 2014: R201300 GENERAL REQUIREMENTS FOR SEISMIC DESIGN AND QUALIFICATION OF CANDU NUCLEAR POWER PLANTS
CSA N289.1 : 2008 : INC : UPD 1 : 2015 : R201300 GENERAL REQUIREMENTS FOR SEISMIC DESIGN AND QUALIFICATION OF CANDU NUCLEAR POWER PLANTS
N291-15 Requirements for safety-related structures for nuclear power plants
CSA B44.7 : 2007 : R2012 PERFORMANCE-BASED SAFETY CODE FOR ELEVATORS AND ESCALATORS
CSA S806: 2012 DESIGN AND CONSTRUCTION OF BUILDING STRUCTURES WITH FIBRE-REINFORCED POLYMERS
ASME A17.7-2007/CSA B44.7-07 (R2017) Performance-Based Safety Code for Elevators and Escalators (Bi-National standard, with ASME A17.7)
CSA B44.7 : 2007 PERFORMANCE-BASED SAFETY CODE FOR ELEVATORS AND ESCALATORS
S806-12 (R2017) Design and construction of building structures with fibre-reinforced polymers
CSA N292.2 : 2007 : R2013 INTERIM DRY STORAGE OF IRRADIATED FUEL
Z248-17 Code for tower cranes
ACI 421.1R : 2008 GUIDE TO SHEAR REINFORCEMENT FOR SLABS
CSA S850 : 2012 DESIGN AND ASSESSMENT OF BUILDINGS SUBJECTED TO BLAST LOADS
CAN/CSA-B311-02 (R2018) Safety Code for Manlifts
S850-12 (R2017) Design and assessment of buildings subjected to blast loads
CSA A23.4 : 2016 PRECAST CONCRETE - MATERIALS AND CONSTRUCTION
CSA S37 : 2013 ANTENNAS, TOWERS, AND ANTENNA-SUPPORTING STRUCTURES
CSA A257 SERIES : 2009 : INC : AMD 1 : 2010 STANDARDS FOR CONCRETE PIPE AND MANHOLE SECTIONS
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ASME A17.1-2016/CSA B44-16 Safety code for elevators and escalators (Bi-national standard, with ASME A17.1)
CSA S16.1 : 0 LIMIT STATES DESIGN OF STEEL STRUCTURES
CSA S474 : 2004 : R2014 CONCRETE STRUCTURES
CSA S474 :2004 CONCRETE STRUCTURES
N287.2-17 Material requirements for concrete containment structures for nuclear power plants
CSA B311 : 2002 : INC : UPD 1 : 2003 : R2012 SAFETY CODE FOR MANLIFTS
CSA A257 SERIES : 2009 : R2014 STANDARDS FOR CONCRETE PIPE AND MANHOLE SECTIONS
S157-17/S157.1-17 Strength design in aluminum / Commentary on CSA S157-17, Strength design in aluminum
CSA B311 : 2002 SAFETY CODE FOR MANLIFTS
CSA N289.3 :2010 DESIGN PROCEDURES FOR SEISMIC QUALIFICATION OF NUCLEAR POWER PLANTS
CSA S269.2 : 2016 ACCESS SCAFFOLDING FOR CONSTRUCTION PURPOSES
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CSA S16 : 2014 DESIGN OF STEEL STRUCTURES
ACI 302.1R : 2015 GUIDE TO CONCRETE FLOOR AND SLAB CONSTRUCTION
ACI 355.4 : 2011 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE AND COMMENTARY
ACI 360R : 2010 GUIDE TO DESIGN OF SLABS-ON-GROUND
CSA S413 : 2014 PARKING STRUCTURES
ACI 201.2R : 2008 Guide to Durable Concrete
CSA A23.4 : 2016 PRECAST CONCRETE - MATERIALS AND CONSTRUCTION
CSA G40.20 G40.21 : 2013 GENERAL REQUIREMENTS FOR ROLLED OR WELDED STRUCTURAL QUALITY STEEL/STRUCTURAL QUALITY STEEL
ACI 355.2 : 2007 QUALIFICATION OF POST-INSTALLED MECHANICAL ANCHORS IN CONCRETE AND COMMENTARY
CSA S478 : 0 GUIDELINE ON DURABILITY OF BUILDINGS
ASTM A 421/A421M : 2015 : REDLINE Standard Specification for Stress-Relieved Steel Wire for Prestressed Concrete
ACI 318M : 2014 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318M-14) AND COMMENTARY (ACI 318RM-14)
ACI 302.2R : 2006 GUIDE FOR CONCRETE SLABS THAT RECEIVE MOISTURE-SENSITIVE FLOORING MATERIALS
AWS D1.1/D1.1M : 2015 STRUCTURAL WELDING CODE-STEEL
ACI 336.3R : 2014 REPORT ON DESIGN AND CONSTRUCTION OF DRILLED PIERS
CSA A23.1 A23.2 : 2014 CONCRETE MATERIALS AND METHODS OF CONCRETE CONSTRUCTION/TEST METHODS AND STANDARD PRACTICES FOR CONCRETE
ACI 374.1 : 2005 ACCEPTANCE CRITERIA FOR MOMENT FRAMES BASED ON STRUCTURAL TESTING AND COMMENTARY
ACI T1.1/T1.1R : 2001 ACCEPTANCE CRITERIA FOR MOMENT FRAMES BASED ON STRUCTURAL TESTING

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