‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 600z—009¢ SV AS 3600—2009 (Incorporating Amendment No. 1) Australian Standard® Concrete structures‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 This Australian Standard)® was prepared by Committee BD-002, Concrete Structures. It was approved on behalf of the Council of Standards Australa on 8 October 2009. This Standard was published on 23 December 2008, ‘The following are represented on Committee 80-002: AUSTROADS. ‘Association of Consuiting Engineers Australia ‘Australian Building Codes Board Bureau of Stoel Manufacturers of Australia Cement Concrete & Aggregates Austraia—Cement Cement Concrete & Aggregates Austraia— Concrete Concrete Institute of Australia Engineers Australia La Trobe University, Master Builders Australia National Precast Concrete Association Austral Steel Reinforcement Institute of Australia University of Adelaide University of Melbourne University of New South Wales University of Westem Sydney ‘This Standard was issued in draft form for comment as OR 05252. Standards Australia wishes to acknowledge the participation of the exper individuals that ‘contributed to the development of this Standard through their representation on the Committee and through the public comment period, Keeping Standards up-to-date Australian Standards® are living documents that reflect progress in science, technology and systems. To maintain their currency, all Standards are periodically reviewed, and new editions ‘are published. Between editions, amendments may be issued. Standards may also be withdrawn. Its important that readers assure themselves they are using a current Standard, which should include any amendments that may have been ppubished since the Standard was published, Detailed information about Australian Standards, drafts, amendments and new projects can be found by visting wiww.standards.org.2u Standards Australia welcomes suggestions for improvements, and encourages readers to notify us immediately of any apparent inaccuracies or ambiguities. Contact us via email at mall@standards.org.au, or write to Standards Australia, GPO Box 476, Sydney, NSW 2001‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 AS 3600—2009 Australian Standard® Concrete structures Fist pubished in part as AS CA2—1834, [AS AQ6 fist pubsshed 1934 [AS CA2 redated 1937. IMP 13 fist published 1967. [AS CA2—1937 and AS A26—1934 revised, amalgamated and redesignated AS CA2—1958, ‘This ection 1983, MP 13-1967 revised and redesignated AS CA35—1963, ‘Second edition 1973. Fourth edtion AS CA2—1973, ‘AS CA2—1873 revised and redesignated AS 1480—1974 ‘AS CA351973 revised and redesignated AS 1481—1974, ‘Second edition AS 1481—1978. ‘Second edition AS 1480—1982. [AS 1480—1982 and AS 1481—1978 revised, amalgamated and redesignated AS 3600—1988. Foutth edtion 2009, Reissued incorporating Amendment No. 1 (November 2010}. COPYRIGHT © Standards Australia Limited Al rghts are reserved. No part of this work may be reproduced or copied in any form or by any means, electronic or mechanical, including photocopying, without the written permission of the publisher, unless otherwise permitted under the Copyright Act 1968, Published by SAI Giobal Limited under licence from Standards Australia Limited, GPO Box 476, Sydney, NSW 2001, Australia ISBN 07337 9347 9‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 AS 3600—2009 PREFACE This Standard was prepared by Standards Structures, to supersede AS 3600—2001 This Standard incorporates Amendment No. 1 (November 2010). The changes required by the Amendment are indicated in the text by a marginal bar and amendment number against the clause, note, table, figure or part thereof affected. Objective of the Standard Australia Committee BD-002, Concrete The principal objective of the Standard is to provide users with nationally acceptable unified rules for the design and detailing of conerete structures and members, with or without steel reinforcement or prestressing tendons, based on the principles of structural engineering mechanics. The secondary obje: to provide performance criteria against which the finished structure can be assessed for compliance with the relevant design requirements. Background to the fourth edition Amendment No. | to the 2001 edition of the Standard was issued in May 2002 to address various editorial errors in the Standard. At the time the committee embarked on a full revision of the Standard to include design rules for advances in concrete design, including the use of high strength concrete as well as a restructure of the design procedures section to align the Standard to the new editions of the AS/NZS 1170 series, Structural design actions Amendment No.2 was published in October 2004 to address two matters the committee believed required immediate attention. These matters included the use of low Ductility Class L reinforcement and its limited ability to distribute moments as implied by the simplified analysis. The minimum reinforcement requirements for crack control introduced in the 2001 edition were also amended as they increased the amount of reinforcement required sometimes by up to 50% of that which was required for the minimum strength provisions. These two Amendments have been incorporated into this revised edition of AS 3600 as well as a number of other changes. Areas of major change in the Standard are as follows (a) Increase in concrete strength specified in design rules from 65 MPa to 100 MPa. This has resulted in the review of all equations in AS 3600 for strength and has meant, in some instances, modification of equations such as the rectangular stress block model and inclusion of requirements for confinement to the core of columns. (b) Section 2, Design procedures, actions and loads, has been revised to align with the editions of AS/NZS 1170 series, Structural design actions, and contains additional design check methods for designers to consider. (©) Section 3, Design propertis to— of materials, (previously Section 6) has been reviewed (i) include new shrinkage equations, which will addre shrinkage; and autogenous and drying (ii) revisions to creep calculations, which modify the creep factor by revising the kz and k; factors and include the addition of environmental and humidity factors. (4) Specification of additional severe exposure classifications and requirements for sulfate soils introduced in Section 4 on durability‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 3 AS 36002009 (©) The fire resistance criteria in Section 5, Design for fire resistance, have been reviewed to take into account the latest developments in EN 1992-1-2:2004, Eurocode 2. Design of concrete structures Part 1-2: General rules—Struetural fire design (0) Section 6, Methods of structural analysis, (previously Section 7) has been completely revised. (2) A new Section 7, Strut-and-tie modellin; strut-and-tie modelling, has been included. which provides rules on (h) Clause 10.7.3 regarding confinement to the core of columns in Section 10 has been significantly changed due the importance of this issue for high strength concrete. (i) Section 11, Design of walls, has been revised to be more consistent with Section 10, Design of columns for strength and serviceability. (i) Section 13, Stress development, splicing of reinforcement and coupling of tendons, has been completely revised. (k) Section 17, Liquid retaining structures—Design requirements, and Section 18, Marine tructures, of the 2001 edition of the Standard have been deleted as they did not provide specific design advice. () This Standard traditionally used the terms ‘tie’ and ‘fitment’ interchangeably. The word ‘tie’ is now used only in the strut-and-tie analysis section while the term “fitment” is used for units such as stirrups and ligatures that perform various functions, such as restraining the longitudinal reinforcement and resisting shear. Statements expressed in mandatory terms in notes to tables are deemed to be requirements of this Standard The terms ‘normative’ and ‘informative’ have been used in this Standard to define the application of the appendix to which they apply. A ‘normative’ appendix is an integral part of a Standard, whereas an ‘informative’ appendix is only for information and guidance.‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 AS 3600—2009 CONTENTS SECTION | SCOPE AND GENERAL 1 12 13 14 Ls 16 17 SCOPE AND APPLICATION NORMATIVE REFERENCES. EXISTING STRUCTURES. DOCUMENTATION CONSTRUCTION DEFINITIONS NOTATION SECTION 2 DESIGN PROCEDURES, ACTIONS AND LOADS DESIGN PROCEDURES DESIGN FOR STRENGTH DESIGN FOR SERVICEABILITY ACTIONS AND COMBINATIONS OF ACTIONS. SECTION 3 DESIGN PROPERTIES OF MATERIALS 3 32 33 34 35 PROPERTIES OF CONCRETE PROPERTIES OF REINFORCEMENT PROPERTIES OF TENDONS. LOSS OF PRESTRESS IN TENDONS MATERIAL PROPERTIES FOR NON-LINEAR STRUCTURAL ANALYSIS SECTION 4 DESIGN FOR DURABILITY 4 42 43 44 45 46 47 48 49 GENERAL METHOD OF DESIGN FOR DURABILITY, EXPOSURE CLASSIFICATION REQUIREMENTS FOR CONCRETE FOR EXPOSURE CLASSIFICATIONS Al, A2, BI, B2, Cl AND C2. REQUIREMENTS FOR CONCRETE FOR EXPOSURE CLASSIFICATION U, ABRASION FREEZING AND THAWING AGGRESSIVE SOILS. RESTRICTIONS ON CHEMICAL CONTENT IN CONCRETE. 4.10 REQUIREMENTS FOR COVER TO REINFORCING STEEL AND TENDONS. SECTION 5 DESIGN FOR FIRE RESISTANCE 5. 52 53 54 55 56 57 5.8 SCOPE DEFINITIONS DESIGN PERFORMANCE CRITERIA FIRE RESISTANCE PERIODS (FRPs) FOR BEAMS. FIRE RESISTANCE PERIODS (FRPs) FOR SLABS. FIRE RESISTANCE PERIODS (FRPs) FOR COLUMNS. FIRE RESISTANCE PERIODS (FRPs) FOR WALLS. INCREASE OF FIRE RESISTANCE PERIODS (FRPs) BY USE OF INSULATING MATERIALS. 37 4B 44 46 49. 50 50 50 33 54 54 54 58 57 37 60 60 62 63 66 69 2 4‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 5 AS 36002009 Page SECTION 6 METHODS OF STRUCTURAL ANALYSIS 6.1 GENERAL 16 6.2 LINEAR ELASTIC ANALYSIS 9 6.3 ELASTIC ANALYSIS OF FRAMES INCORPORATING SECONDARY BENDING MOMENTS. 80 6.4 LINEAR ELASTIC STRESS ANALYSIS 81 6.5 NON-LINEAR FRAME ANALYSIS 81 6.6 NON-LINEAR STRESS ANALYSIS. 82 6.7 PLASTIC METHODS OF ANALYSIS 82 68 ANALYSIS USING STRUT-AND-TIE MODELS 83 6.9 IDEALIZED FRAME METHOD OF ANALYSIS 83 6.10 SIMPLIFIED METHODS OF FLEXURAL ANALYSIS 85 SECTION 7 STRUT-AND-TIE MODELLING 7.1 GENERAL 93 7.2 CONCRETE STRUTS. 93 73° TIES 98, 7.4 NODES. 98. 7.5 ANALYSIS OF STRUT-AND-TIE MODELS 99, 7.6 DESIGN BASED ON STRUT-AND-TIE MODELLING. 99. SECTION 8 DESIGN OF BEAMS FOR STRENGTH AND SERVICEABILITY 8.1 STRENGTH OF BEAMS IN BENDING. 100 8.2 STRENGTH OF BEAMS IN SHEAR 105 8.3 STRENGTH OF BEAMS IN TORSION 109 8.4 LONGITUDINAL SHEAR IN COMPOSITE AND MONOLITHIC BEAMS........ 11 8.5 DEFLECTION OF BEAMS 113 8.6 CRACK CONTROL OF BEAMS 116 8.7 VIBRATION OF BEAMS. ug. 8.8 T-BEAMS AND L-BEAMS 18. 8.9 SLENDERNESS LIMITS FOR BEAMS 9 SECTION 9 DESIGN OF SLABS FOR STRENGTH AND SERVICEABILITY 9.1 STRENGTH OF SLABS IN BENDING. 120 9.2. STRENGTH OF SLABS IN SHEAR. 123, 9.3. DEFLECTION OF SLABS. 127 9.4 CRACK CONTROL OF SLABS. 130 9.5 VIBRATION OF SLABS 133 9.6 MOMENT RESISTING WIDTH FOR ONE-WAY SLABS SUPPORTING CONCENTRATED LOADS 133, 9.7 LONGITUDINAL SHEAR IN COMPOSITE SLABS. 133, SECTION 10 DESIGN OF COLUMNS FOR STRENGTH AND SERVICEABILITY 10.1 GENERAL 134 10.2. DESIGN PROCEDURES Ba 10.3. DESIGN OF SHORT COLUMNS. 135 10.4 DESIGN OF SLENDER COLUMNS 136 10.5. SLENDERNESS. B7 10.6 STRENGTH OF COLUMNS IN COMBINED BENDING AND. COMPRESSION 10.7 REINFORCEMENT REQUIREMENTS FOR COLUMNS. 10.8 TRANSMISSION OF AXIAL FORCE THROUGH FLOOR SYSTEMS,‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 AS 3600—2009 6 Page SECTION 11 DESIGN OF WALLS 11.1 GENERAL 13 11.2 DESIGN PROCEDURES 153 113 BRACED WALLS 14 11.4. EFFECTIVE HEIGHT 184 11.5. SIMPLIFIED DESIGN METHOD FOR WALLS SUBJECT TO VERTICAL, COMPRESSION FORCES. 155 11.6 DESIGN OF WALLS FOR IN-PLANE SHEAR FORCES 15: 11.7 REINFORCEMENT REQUIREMENTS FOR WALLS 156 SECTION 12 DESIGN OF NON-FLEXURAL MEMBERS, END ZONES AND BEARING SURFACES 12.1 GENERAL 158 12.2. STRUT-AND-TIE MODELS FOR THE DESIGN OF NON-FLEXURAL MEMBERS. 158 12.3. ADDITIONAL REQUIREMENTS FOR CONTINUOUS CONCRETE NIBS AND CORBELS. 160 12.4 ADDITIONAL REQUIREMENTS FOR STEPPED JOINTS IN BEAMS AND SLABS 160 12.5 ANCHORAGE ZONES FOR PRESTRESSING ANCHORAGES. 160 12.6 BEARING SURFACES. 162 12.7 CRACK CONTROL, 162 SECTION 13 STRESS DEVELOPMENT OF REINFORCEMENT AND TENDONS. 13.1 STRESS DEVELOPMENT IN REINFORCEMENT 163 13.2. SPLICING OF REINFORCEMENT 169 13.3. STRESS DEVELOPMENT IN TENDONS. i 13.4 COUPLING OF TENDONS. 172 SECTION 14 JOINTS, EMBEDDED ITEMS AND FIXINGS. 14.1 JOINTS 173 14.2. EMBEDDED ITEMS 174 14.3. FIXINGS 174 SECTION 15 PLAIN CONCRETE PEDESTALS AND FOOTINGS 18.1 GENERAL 176 15.2 DURABILITY 176 153 PEDESTALS 176 13.4 FOOTINGS 176 SECTION 16 SLAB-ON-GROUND FLOORS, PAVEMENTS AND FOOTINGS 16.1 GENERAL 178 16.2 DESIGN CONSIDERATIONS. 178 16.3 FOOTINGS 178. SECTION 17 MATERIAL AND CONSTRUCTION REQUIREMENTS. 17.1 MATERIAL AND CONSTRUCTION REQUIREMENTS FOR CONCRETE AND GROUT 179 17.2. MATERIAL AND CONSTRUCTION REQUIREMENTS FOR REINFORCING STEEL. 181 173. MATERIAL AND CONSTRUCTION REQUIREMENTS FOR PRESTRESSING DUCTS, ANCHORAGES AND TENDONS. 184‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 17.4 CONSTRUCTION REQUIREMENTS FOR JOINTS AND EMBEDDED ITEMS, 17.5 TOLERANCES FOR STRUCTURES AND MEMBERS. 17.6 FORMWORK. APPENDICES. A REFERENCED DOCUMENTS B TESTING OF MEMBERS AND STRUCTURES. C REQUIREMENTS FOR STRUCTURES SUBJECT TO EARTHQUAKE, ACTIONS. BIBLIOGRAPHY AS 36002009 Page 186 186 187 191 193, 199 205‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 AS 3600—2009 8 STANDARDS AUSTRALIA Australian Standard Concrete structures SECTION 1 SCOPE AND GENERAL 1.1 SCOPE AND APPLICATION 1.1.1 Scope This Standard sets out minimum requirements for the design and construction of concrete building structures and members that contain reinforcing steel or tendons, or both. It also sets out minimum requirements for plain concrete pedestals and footings. NOTES: 1 The general principles of concrete design and construction and the criteria embodied in this Standard may be appropriate for concrete structures other than buildings, members not specifically mentioned herein and to materials outside the limits given in Clause 1.1.2. 2 It is intended that the design of a structure or member to which this Standard applies be carried out by, or under the supervision of, a suitably experienced and competent person. 3. For guidance on the design of maritime structures, refer to AS 4997, This Standard is not intended to apply to the design of mass concrete structures. 1.1.2 Application This Standard applies to structures and members in which the materials conform to the following: (a) Conerete with— (i) characteristic compressive strength at 28 days (2) in the range of 20 MPa to 100 MPa: and (ii) with a saturated surface-dry density in the range 1800 kg/m’ to 2800 kg/m’, (b) Reinforcing steel of Ductility Class N in accordance with AS/NZS 4671 NOTE: These reinforcing materials may be used, without restriction, in all applications referred to in this Standard, (©) Reinforcing steel of Ductility Class L in accordance with AS/NZS 4671— (i) may be used as main or secondary reinforcement in the form of welded wire mesh, or as wire, bar and mesh in fitments; but (ii) shall not be used in any situation where the reinforcement is required to undergo large plastic deformation under strength limit state conditions, NOTE: The use of Ductility Class L reinforcement is further limited by other clauses within the Standard, (d)__ Prestressing tendons complying with AS/NZS 4672.1 and tested in accordance with ASINZS 4672.2. 1.1.3 Exclusions The requirements of this Standard shall not take precedence over design requirements and material specifications set out in other Australian Standards that deal with specific types of structures, such as conerete residential slabs and footings, and swimming pools. Standards Austalla wow standards.org.au‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 9 AS 36002009 1.2, NORMATIVE REFERENCES, Normative documents referred to in this Standard are listed in Appendix A. NOTE: Informative documents referred to in this Standard are listed in the Bibliography at the end of this document. 1.3 EXISTING RUCTURES The general principles of this Standard shall be applied when evaluating the strength or serviceability of an existing structure. NOTE: Existing structures are likely to contain materials that do not comply with the material specifications herein and may have been designed to different requirements, but the general principles of this Standard would apply. (See also Appendix B.) 1.4 DOCUMENTATION The drawings and/or specification for concrete structures and members shall include, as appropriate, the following: (a) Reference number and date of issue of applicable design Standar (b) Imposed actions (ive loads) used in design. (©) The appropriate earthquake design category determined from AS 1170.4. (4) Any constraint on construction assumed in the design. (©) Exposure classification for durability (0) Fire resistance level (FRL), i applicable. (g) Class and, where appropriate, grade designation of concrete. (h) Any required properties of the conerete. (i) The curing procedure (i) Grade, Ductility Class and type of reinforcement and grade and type of tendons (k) The size, quantity and location of all reinforcement, tendons and structural fixings and the cover to each. () The location and details of any splices, mechanical connections and welding of any reinforcement or tendon. (m) The maximum jacking force to be applied in each tendon and the order in which tendons are to be stressed. (n) The shape and size of each member. (0) The finish and method of control for unformed surfaces (p) Class of formwork in accordance with AS 3610 for the surface finish specified. (The minimum p: removal of shores 1d of time after placing of conerete before stripping of forms and (®) The location and details of planned construction and movement joints, and the method to be used for their protection. 1.5 CONSTRUCTION All concrete structures, designed in accordance with this Standard, shall be constructed so that all the requirements of the design, as contained in the drawings and specifications, are achieved. www.standards.org.au Standards Australia‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 AS 3600—2009 10 1.6 DEFINITIONS 1.6.1 General For the purposes of this Standard, the definitions below apply 1.6.2 Administrative definitions 1.6.2.1 Building authority or other relevant regulatory authority n of the structure in The body having statutory powers to control the design and construc the area in which the structure is to be constructed. 1.6.2.2 Drawings The drawings forming part of the documents setting out the work to be executed, 1.6.2.3. Specification The specification forming part of the documents setting out the work to be executed. 1.6.3, Technical definitions 1.6.3.1 Action Set of concentrated or distributed forces acting on a structure (direct action), or deformation imposed on a structure or constrained within it (indirect action) NOTE: The term ‘load’ is also often used to describe direct actions. 1.6.3.2 Action effects Internal forces and bending moments due to actions (stress resultants) 1.6.3.3 Anchorage zone Region between the face of the member where the prestress is applied and the cross-section at which a linear distribution of stress due to prestress is achieved. 1.6.3.4 Average ambient temperature Average value of the daily maximum and mi period at a site um ambient temperatures over the relevant, 1.6.3.5 Average axis distance See Clause 5.2.1 1.6.3.6 Axis distance Distance from the centre-line axis of a longitudinal bar or tendon to the nearest surface exposed to fire (see Figure 5.2.2). 1.6.3.7 Beregion Portion of a member in which the assumption that plane sections remain plane can be applied 1.6.3.8 Basic creep coefficient Mean value of the ratio of final creep strain to elastic strain for a specimen loaded at 28 days under a constant stress of 0.4," (see Clause 3.1.8.2). 1.6.3.9 Bortle-shaped compression field Compression field that is wider at mid-length than at its ends [see Figure 7.2.1(¢)]. Standards Austalla wow standards.org.au‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 "1 AS 36002009 1.63.10 Braced column Column in a structure for which the lateral actions, applied at the ends in the direction under consideration, are resisted by components such as masonry infill panels, shear walls or lateral bracing. 1.6.3.11 Column strip See Clause 6.1.4.1 1.6.3.12 Characteristic strength Value of the material strength, as assessed by standard test, that is exceeded by 95% of the material (lower characteristic strength). 1.6.3.13 Composite concrete member Member consisting of concrete members constructed separately but structurally connected so the member responds as a unit to applied actions. 1.63.14 Concrete Mixture of cement, aggregates and water, with or without the addition of chemical admixtures. 1.6.3.15 Construction joint Joint that is located in a structure or part of a structure for convenience of construction and made so that the load-carrying capacity and serviceability of the structure, or part of the structure, will be unimpaired by the inclusion of the joint. 1.63.16 Cover Distance between the outside of the reinforcing steel! or tendons and the nearest permanent surface of the member, excluding any applied surface finish. 1.6.3.17 Creep coefficient Mean value of the ratio of creep strain to elastic strain under conditions of constant stress. 1.6.3.18 Critical shear perimeter Perimeter defined by a line geometrically similar to the boundary of the effective area of a support or concentrated load and located at a distance of dyq/2 therefrom [see Figure 9.2.1(A)] 1.6.3.19 Critical opening Opening through the thickness of a slab where an edge, or part of the edge, of the opening, is located at a clear distance of less than 2.5h, from the critical shear perimeter [see Figure 9.2.1(A)(b)]. 1.6.3.20 Design life Period for which a structure or a structural member intended purpose with appropriate maintenance. 1.6.3.1 Design strip See Clause 6.1.4.2. 1.6.3.22, Discontinuity Abrupt change in geometry or loading, including prestress. 1.6.3.23 Direct loading Loading on a structure that includes the self-weight of its component members and externally applied loads. www.standards.org.au Standards Australia‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 AS 36002009 2 1.6.3.24 D-region Portion of a member within a distance equal to the member depth (D), from a discontinuity. 1.6.3.25 Duct Conduit (plain or corrugated) to accommodate prestressing tendon(s) for post-tensioned installation. 1.6.3.26 Ductility Class Designation relating to the ductility of reinforcement (“L’ designates ‘low’, ‘N’ designates snormal’ *E” designates ‘earthquake’), NOTE: For further information refer to AS/NZS 4671 1.6.3.27 Durability Ability of a structure and its component members to perform the functions for which they have been designed, over a specified period of time, when exposed to their environment. 1.6.3.28 Effective area of a support or concentrated load for slabs in shear Area totally enclosing the actual support or load and for which the perimeter is a minimum [see Figure 9.2.1(A)] 1.6.3.29 Effective depth Distance from the extreme compressive fibre of the conerete to the resultant tensile force in the reinforcing steel and tendons in that zone, which will be tensile at the ultimate strength condition of pure bending, 1.6.3.30 Embedded items Items, other than reinforcement and tendons, that are embedded in a concrete member or structure. NOTE: Embedded items include pipes and conduits with their associated fittings, sleeves, permanent inserts for fixings and other purposes, prestressed anchorages, holding-down bolts and other supports. 1.6.3.31 Exposure classification Designation indicative of the most severe environment to which a concrete member is to be subjected during its design life (see Table 4.3), 1.6.3.32 Fan-shaped compression field Compression field that has non-parallel straight sides [see Figure 7.2.1(b)]. 1.6.3.3. Fire resistance Ability of a structure or part of it to fulfil its required functions (loadbearing and/or separating function) for a specified fire exposure, for a specified time. 1.6.3.34 Fire resistance level (FRL) Fire resistance periods for structural adequacy, integrity and insulation expressed in that order, NOTE: Fire resistance levels for structures, parts and elements of construction are specified by the relevant authority [e.g., in the Building Code of Australia (BCA). 1.6.3.35 Fire resistance period (FRP) Time, in minutes, for a member to reach the appropriate failure criterion (j.e., structural adequacy, integrity and/or insulation) if tested for fire in accordance with the appropriate Standard. NOTE: For structures that must comply with the BCA requirements, the appropriate Standard is, AS 1530.4, Standards Austalla wow standards.org.au‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 1B AS 36002009 1.6.3.36 Fire-separating function Ability of a boundary element of a fire compartment (e.g., wall, floor or roof) to prevent fire spread by passage of flames or hot gases (integrity) or ignition beyond the exposed surface (thermal insulation) during a fire NOTE: When tested in accordance with AS 1530.4, prototypes of such members are exposed to fire from only one direction at a time and are assumed to be similarly exposed for the purpose of interpreting Section 5. 1.63.37 Fitment Unit of reinforcement commonly used to restrain from buckling the longitudinal reinforcing, bars in beams, columns and piles; carry shear, torsion and diagonal tension; act as hangers for longitudinal reinforcement; or provide confinement to the core concrete. NOTE: Also referred to commonly as a stirrup, ligature or helical reinforcement. 1.6.3.38 Fixing Material cast into concrete for the purpose of maintaining in position reinforcement, tendons, ducts, formwork, inserts or devices for lifting of member 1.6.3.39 Flat plate Flat slab without drop panels. 1.6.3.40 Flat slab Continuous two-way solid or ribbed slab, with or without drop-panels, having at least two spans in each direction, supported internally by columns without beams and supported externally by walls or columns with or without spandrel beams, or both 1.6.3.41 Footing Part of a structure in direct contact with and transmitting load to the supporting foundation. 1.6.3.42 Foundation Soil, subsoil or rock, whether built-up or natural, by which a structure is supported. 1.6.3.43 Grout Mixture of cement and water, with or without the addition of sand, or cher proportioned to produce a pourable liquid without segregation of the con: 1.6.3.44 Headed reinforcement Steel bar that achieves anchorage by means of a s 1.6.3.45 Helical reinforcement ably sized head or end plate. Unit of reinforcement that is wound in a helical fashion around the main longitudinal reinforcing bars in a column or pile restraining them from buckling and to carry shear, torsion and diagonal tension or around tendons at an anchorage to resist bursting action effects. 1.6.3.46 Hollow-core slab or wall Slab or wall having mainly a uniform thickness and containing essentially continuous voids. 1.6.3.47 Initial force Force immediately after transfer, at a stated position in a tendon. 1.6.3.48 Insulation (fire) The ability of a fire-separating member, such as a wall or floor, to limit the surface temperature on one side of the member when exposed to fire on the other side www.standards.org.au Standards Australia‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 AS 3600—2009 “4 1.6.3.49 Integrity (fire) Ability of a fire-separating member to resist the p: member when exposed to fire on one side. \ge of flames or hot gases through the 1.6.3.50 Jacking force Force in a tendon measured at the jack. 1.6.3.51 Ligature (reinforcement) See fitment. 1.6.3.52 Lightweight concrete Concrete having a saturated surface-dry density in the range of 1800 kg/m’ to 2100 kg/m’, 1.6.3.53 Limit state Limiting condition at which the structure ceases to fulfil its intended function. 1.6.3.54 Loadbearing function Ability of 1.6.3.55 Loadhearing member structure or member to sustain specified actions during the fire. Member intended to support or transmit vertical loads additional to its own weight where the design axial force at mid-height of the member is greater than 0.03 f! 4, 1.6.3.56 Mean strength Statistical average of a number of test results representative of the strength of a member, prototype or material. 1.6.3.57 Middle strip See Clause 6.1.4.3 1.6.3.58 Movement joint Joint that is made between parts of a structure for the specific purpose of permi movement between the parts of the structure on either side of the joint. 1.6.3.9 Node ing relative Point in a joint in a strut-and-tie model where the axes of the struts, ties and concentrated forces acting on the joint intersect. 1.6.3.60 Nodal zone Volume of concrete around a node, which is assumed to transfer strut-and-tie forces through the node. 1.6.3.61 One-way slab Slab characterized by flexural action mainly in one direction. 1.6.3.62 Plain concrete member Member either unreinforced or containing reinforcement but assumed to be unreinforced. 1.6.3.63 Post-tensioning Tensioning of tendons after the concrete has hardened, 1.6.3.64. Prestressed concrete Concrete into which internal stresses are induced deliberately by tendons. NOTE: It includes concrete commonly referred to as “partially prestressed’ Standards Austalla wow standards.org.au‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 1s AS 36002009 1.6.3.65. Prestressing steel See tendon 1.6.3.66 Pretensioning Tensioning of tendons before the concrete is placed. 1.6.3.67 Prismatic compression field Compression field that is parallel sided [see Figure 7.2.1(a)] 1.6.3.68 Reinforcement Steel bar, wire or mesh but not tendons. NOTE: Commonly referred to as reinforcing steel 1.6.3.69 Ribbed slab Slab incorporating parallel ribs in one or two directions. 1.6.3.70 Shear wall Wall that is intended to resist lateral forces acting in or parallel to the plane of the wall. 1.6.3.7 Short column Column in which the additional bending moments due to slenderness can be taken as zero. 1.6.3.72 Slender column Column that does not satisfy the requirements for a short column. 1.6.3.73 Span support See Clause 6.1.4.4 1.6.3.74 Strength grade Numerical value of the characteristic compressive strength of concrete at 28 days (f), used in design. 1.6.3.75 Structural adequacy (fire) Ability of a member to maintain its structural function when exposed to fire. 1.6.3.76 Strut-and-tie model Truss model made up of struts and ties connected at nodes. 1.63.77 Tendon . strand or bar (or any discrete group of such wires, strands or bars) that is intended to be pretensioned or post-tensioned. 1.6.3.78 Tie Tension member in a strut-and-tie model. 1.6.3.79 Torsion strip Strip of slab of width a, whose longitudinal axis [see Figure 9.2.1(B)] 1.6.3.80 Transfer Time of initial transfer of prestressing forces from the tendons to the concrete. perpendicular to the direction of M www.standards.org.au Standards Australia‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 AS 36002009 16 1.6.3.81 Transmission length Length, at transfer, over which the stress in a pretensioned tendon builds up from zero at one end to its full value. 1.6.3.82. Transverse width See Clause 6.1.4.5. 1.6.3.83 Two-way slab Slab characterized by significant flexural action in two directions at right angles to one another. 1.6.3.84 Uniform strain Strain in the reinforcement at maximum str¢ ss, corresponding to the onset of necking, 1.6.3.85 Upper characteristic strength Value of the material strength, as assessed by standard test, which is exceeded by 5% of the material 1.7 NOTATION The symbols used in this Standard, including their definitions, are listed below Unless a contrary intention appears, the following applies: (a) The symbols used in this Standard shall have the meanings ascribed to them below, with respect to the structure, or member, or condition to which a clause is applied. (6) Where non-dimensional ratios are involved, both the numerator and denominator shall be expressed in identical units. (©) The dimensional units for length, force and stress, in all expressions or equation shall be taken as millimetres (mm), newtons (N) and megapascals (MPa) respectively, unless noted otherwise. (d) An asterisk (°) placed after a symbol as a superscript (¢.g., M,) denotes a design action effect due to the design load Symbol Definition Ay = sectional area of a reinforcing bar Ayn = sectional area of the fitment Ac = smallest cross-sectional area of the concrete strut at any point along its length and measured normal to the line of action of the strut (see Clauses 5.6.3 and 7.2.3); oF = cross-sectional area bounded by the centre-line of the outermost fitments Clause 10.7.3.3) le = gross cross-sectional area of a member Aa = an area enclosed by the median lines of the walls of a single cell (see Clause 8.3.3) Ap = ectional area of prestressing steel An = cross-sectional area of the tendons in the zone that will be tensile under ate load conditions Ay = cross-sectional area of reinforcement (see Clauses 3.4.3.2 and 13.2.2); or Standards Austalla wow standards.org.au‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 Ag = Ay = Ay = An = Awan = Asw = A = Ay = be = bes = www.standards.org.au " AS 36002009 cross-sectional area of a single anchored bar of diameter d, (see Clause 13.1.2.3) cro: ectional area of compressive reinforcement area of fully anchored reinforcement crossing the interface cross-sectional area of steel bar (tendon, wire) (see Clause 5.2.1) area of reinforcement in the ith direction crossing a strut (see Clause 7.2.4) cross-sectional area of longitudinal tensile reinforcement; or cross-sectional area of reinforcement in the zone that would be in tension under the design loads if the effects of prestress and axial loads are ignored cross-sectional area of shear reinforcement cross-sectional area of minimum shear reinforcement cross-sectional area of the bar forming a closed fitment area of a polygon with vertices at the centre of longitudinal bars at the corners of the cross-section (see Clause 8.3.5) cross-sectional area of a transverse bar along the development length (see Clause 13.1.2.3) cross-sectional area of the minimum transverse reinforcement along the development length (see Clause 13.1.2.3) a bearing area (see Clause 12.6) largest area of the supporting surface that is geometrically similar to and concentric with 4, (see Clause 12.6) a distance; or shear span, equal to the distance between the centroids of an applied load and a support reaction in a structure (see Clause 7.2.4); or perpendicular distance from the nearer support to the section under consideration (see Clause 9.6); or dimension of the critical shear perimeter measured parallel to the direction of M; [see Figure 9.2.1(B)] average axis distance (see Clause 5.2.1) axis distance (see Clause 5.5.2) length of a support in the direction of the span (see Clause 6.1.4.4) distance from the section at which shear is being considered to the face of the nearest support (see Clause 8.2.7.1) width of a rectangular cross-section or member; or width of beam at the centroid of the bottom reinforcement (see Clause 5.4.1): width of ribs [see Table 5.5.2(c) and Table 5.5.2(d)]; or smaller cross-sectional dimension of a rectangular column or the diameter of a circular column (sce Table 5.6.3 and Table 5.6.4); or wall thickness (see Table 5.7.2) core dimension measured between the centre-lines of the outermost fitments measured across the width of the section (see Clause 10.7.3.3) effective width of a compression face or flange of a member Standards Australia‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 AS 36002009 by = dy = Standards Austalla Width of the shear plane (see Clause 8.4.3) size of rectangular, or equivalent rectangular column, capital, or bracket, measured in the direction of the span for which moments are being determined (see Paragraph C4.3.2, Appendix C) dimension of an opening (see Clause 9.2.1.2 and 9.2.1.5) size of rectangular, or equivalent rectangular column, capital, or bracket, ‘measured transverse to the direction of the span for which moments are being determined (see Paragraph C4.3.2, Appendix C) effective width of a web for shear (see Clause 8.2.6) a width of the web; or minimum thickness of the wall of a hollow section (see Clause 8.3.3) cover to reinfo the smaller of the concrete covers to the deformed bar or half the clear distance to the next parallel (see Clause 13.1.2.3) 1g steel or tendons overall depth of a cross-section in the plane of bending; or depth or breadth of the symmetrical prism as appropriate (see Clause 12.5.6) overall depth of a spandrel beam smaller column cross-sectional dimension if rectangular, or the column diameter if circular (see Clause 10.7.4.3) overall depth of a slab or drop panel the member depth at the theoretical cut-off point or debonding point (see Clause 8.1.10.1) effective depth of a cross-section in the plane of bending; or nominal internal diameter of reinforcement bend or hook (see Clause 17.2.3.2) nominal diameter of a bar, wire or tendon width of thi lealized strut (see Clause 7.2.4); or core dimension measured between the centre-lines of the outermost fitments measured through the depth of the section (see Clause 10.7.3.3) diameter of a prestressing duct (see Clause 8.2.6) diameter of the bar forming the tie (see Paragraph C4.2.2, Appendix C) distance from the extreme compressive fibre of the concrete to the centroid of the outermost layer of tensile reinforcement or tendons (not less than 0.8D for prestressed concrete members) mean value of d,, averaged around the critical shear perimeter distance from the extreme compressive fibre of the concrete to the centroid of the tendons in that zone, which will be tensile under ultimate strength conditions overall dimension measured between centre-lines of the outermost fitments (see Clause 10.7.3.3) distance from the extreme compressive fibre of the concrete to the centroid of compressive reinforcement (see Clause 8.1.7) wv. standards. org. au‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 Fa = Fae = few = Fem = fe - fa - fa = fan = frost = Sf = fy = Sot = ft = Se - Se - www.standards.org.au 19 AS 36002009 electrical conductivity (see Clause 4.8.2) mean value of the modulus of elasticit of conerete at 28 days mean value of the modulus of elasticity of concrete at the appropriate age, determined in accordance with Clause 3.1.2 design action effect (see Clauses 2.2.2 to 2.2.6) modulus of elasticity of tendons, determined in accordance with Clause 3.3.2 modulus of elas Clause 3.2.2 ty of reinforcement, determined in accordance with eccentricity of prestressing force or load: or the base of Napierian logarithms an additional eccentricity (see Clause 11.5.1) total vertical component of the external load carried through the shear span (see Clause 12.2.1) absolute value of the design force in the compressive zone due to flexure (see Clause 8.3.6) uniformly distributed design load, factored for strength or serviceability, as appropriate effective design service load per unit length or area, used in serviceability design mean value of cylinder strength (see Clause 3.1.1.2) ‘mean value of the in situ compressive strength of conerete at the relevant age (see Clause 3.1.1.2 and Table 3.1.2) ‘mean compressive strength of conerete at transfer uniaxial tensile strength of conerete (see Clause 3.1.1.3) measured flexural tensile strength of concrete (see Clause 3.1.1.3) ‘measured splitting tensile strength of conerete (see Clause 3.1.1.3) conerete shear strength (see Clause 8.2.7.1 and 9.2.3) characteristic minimum breaking strength (see Clause 3.3.1) yield strength of tendons determined in accordance with Clause 3.3.1 average confining pressure on the core cross-section taken at the level of the fitments (see Clause 10.7.3.3) effective confining pressure applied to the core of a column (see Clause 10.7.3.3) stress in reinforcement in the ith direction crossing a strut characteristic yield strength of reinforcement (referred to as Re in AS/NZS 4671), determined in accordance with Clause 3.2.1 yield strength of reinforcement used as fitments characteristic compressive (cylinder) strength of conerete at 28 days compressive strength of the concrete in the column (see Clause 10.8) effective compressive strength of the concrete in the joint (see Clause 10.8) Standards Australia‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 AS 36002009 Hy = Hos = h = Tes = ha - Leta hk - A - Standards Austalla compressive strength of the concrete in the slab or beams (see Clause 10.8) characteristic uniaxial tensile strength of conerete (see Clause 3.1.1.3) characteristic flexural tensile strength of concrete at 28 days (see Clause 3.1.1.3) permanent action (dead load) dead load, per unit length or area permanent distributed load normal to the shear interface per unit length, newtons per millimetre (N/mm) (see Clause 8.4.3) floor-to-floor unsupported height of a wall effective height of a wall overall depth of a joint (see Clause 10.8) flange thickness of a ribbed slab second moment of area of the uncracked concrete cross-section about the centroidal axis second moment of area of a column second moment of area of a cracked section with the reinforcement transformed to an equivalent area of concrete an effective second moment of area (see Clause 8.5.3) ‘maximum effective second moment of area (see Clause 8.5.3) second moment of area of a flexural member a torsional modulus time after prestressing, in days (see Clause 3.3.4.3) a factor that accounts for the position of the bars being anchored with respect to the transverse reinforcement (see Clause 13.1.2.3) a coefficient, ratio or factor used with and without numerical subscripts cohesion coefficient (see Clause 8.4.3) factor used in serviceability design to take account of the long-term effects of creep and shrinkage effectiveness factor accounting for the arrangement of the fitments coefficient calculated in accordance with Clause 10.4.2 ratio of the depth, or breadth, of an anchorage bearing plate to the corresponding depth, or breadth, of the symmetrical prism (see Clause 12.5.4) neutral axis parameter being the ratio, at ultimate strength under any combination of bending and compression, of the depth to the neutral axis from the extreme compressive fibre to d ratio, at ultimate strength, without axial force of the depth to the neutral axis from the extreme compressive fibre to dy centre-to-centre distance between the supports of a flexural member effective length of a column wv. standards. org. au‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 Layee = Leystay = www.standards.org.au 2 AS 36002009 effective span of a member, taken as the lesser of (L, + D) and L for a beam or slab; or 1, + D/2 for a cantilever distance between centres of lateral restraints or from a lateral restraint to the free edge length of clear span in the direction in which moments are being determined. measured face-to-face of supporting beams, columns or walls, or for a cantilever, the clear projection ZL minus 0.7 times the sum of the values of dy, at each end of the span (see Clause 6.10.4.2) smaller value of Lo for adjoining spans (see Clause 6.10.4.5) development length of tendons length of the tendon from the jacking end to a point at a distance ‘a’ from that end (see Clause 3.4.2.4) transmii n length for pretensioned tendons span between formwork supports (see Clause 17.6.2.4) development length of a bar for a compressive stres less than the yield stress development length of a bar for a tensile stres less than the yield stress development length in compression, being the length of embedment required to develop the yield strength of a deformed bar in compression (see Clause 13.1.5.1) basic development length of a deformed bar in compression (see Clause 13.1.5.2) development length in tension, to develop the characteristic yield strength of a deformed bar in tension [see Clause 13.1.2 and Figure 13.1.2.3(A)] the tensile lap length for either contact or non-contact splices (see Clause 13.2.2) basic development length of a deformed bar in tension (see Clause 13.1.2.2) width of a design strip [see Figure 6.1.4(A)] unsupported length of a column, taken as the clear distance between the faces of members capable of providing lateral support to the column. Where column capitals or haunches are present, L, is measured to the lowest extremity of the capital or haunch overall length of a wall shorter effective span of a slab supported on four sides longer effective span of a slab supported on four sides length of the burs see Clause 7.2.4) ing zone shorter span of a two-way slab [see Table 5.5.2(A)] longer span of a two-way slab [see Table 5.5.2(A)] effective length of a column under fire conditions (see Clause 5.6.3) d setion ign bending moment at a cross Standards Australia‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 AS 36002009 M).My = M, = M, = My = My = Muy = My = (Modes Moxy Moy = M = Nao = Nace = Standards Austalla design moment in the fire situation (see Table 5.6.4) maximum bending moment at the section based on the short-term serviceability load or construction load (see Clause 8.5.3.1) design bending moment at the serviceability limit state, calculated with 4%= 1.0 (see Clauses 8.6.1 and 9.4.1) design bending moment to be transferred from a slab to a support design bending moment in a column about the major and minor axes respectively: or positive design bending moment, at midspan in a slab, in the x and y direction respectively smaller and larger design bending moment respectively at the ends of a column moment used in the calculation of the buckling load (V.) (see Clause 10.4.4) bending moment causing cracking of the section with due consideration to prestress, restrained shrinkage and temperature stresses total static moment in a span (see Clause 6.10.4.2); or decompression moment (see Clause 8.2.7.2) ultimate strength in bending at a cross-section of an eccentrically loaded compressive member particular ultimate strength in bending when ky. = 0.003/(0.003 + fiy/ E.) ultimate strength in bending, without axial force, at a cross-section = minimum required strength in bending at a critical cross-section (see Clause 8.1.6.1) ultimate strength in bending about the major and minor axes respectively of a column under the design axial force N” number of fitments legs crossing the confinement plane (see Clause 10.7.3.3) axial compressive or tensile force on a cross-section design axial load in the fire situation (see Clause 5.6.3) buckling load used in column design ultimate strength in compression, or tension, at a cross-section of an eccentrically loaded compression or tension member respectively ultimate strength per unit length of wall (see Clause 11.5.1) particular ultimate strength in compression of a cross-section when uo = 0.003/(0.003 + fy/E,) ultimate strength in compression, without bending, of an axially loaded cross-section ultimate strength in tension, without bending, of an axially loaded cross-section number of bars uniformly spaced around helical reinforcement (see Clause 13.2.4); or wv. standards. org. au‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 P = P. = Py = Pew = Pw = ms " Ra = Re = Rose = 5, = af " Tow = www.standards.org.au 23 AS 36002009 number of laterally restrained longitudinal bars (see Clauses 10.7.3.3 and 10.7.3.4) force in the tendons; or maximum force occurring at the anchorage during jacking (see Clause 12.5.4); or applied loads (see Clause 12.2) total effective prestress force allowing for all losses of prestress vertical component of the prestressing force a reinforcement ratio web reinforcement ratio for compressive reinforcement (see Clause 8.5.3.1) a reinforcement ratio in a wall; or web reinforcement ratio for tensile reinforcement (see Clause 8.5.3.1) imposed action (live load) including impact, if any imposed action (live load) per unit length or area design relaxation of a tendon, determined in accordance with Clause 3.3.4.3 basic relaxation of a tendon, determined in accordance with Clause 3.3.4.2 design capacity of a member or structure (equal to AR, OF ys-Re sys) ultimate strength of a member (see Clause 2.2) ‘mean capacity of the structure (see Clause 2.2.5) radius of gyration of a cross-section structural performance factor (see Paragraph C2.9, Appendix C) centre-to-centre spacing of fitments including shear, torsional or confining reinforcement, measured parallel to the longitudinal axis of a member; or standard devi ion; or maximum spacing of transverse reinforcement within L.. or spacing of fitments, or spacing of successive turns of helical reinforcement, all measured centre-to-centre, in millimetres (see Clause 13.2.4); or spacing of anchored shear reinforcement crossing interface (see Clause 8.4.3) clear distance between bars of the non-contact lapped splice (see Figure 13.2.2) clear distance between bars of the non-contact lapped splice (see Figure 13.2.2) a temperature; or force resultant of transverse tensile stresses (see Clause 12.5.4) torsional moment at a cross-section bursting force calculated at the ultimate limit state (see Clause 7.2.4) bursting force calculated at the serviceability state (see Clause 7.2.4) bursting (or splitting) force across a strut caused at the time of cracking of the strut (see Clause 7.2.4) Standards Australia‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 AS 36002009 4 = foam by = Ve Vo a Vmn = Vos = Veo Vos Standards Austalla ultimate torsional strength ultimate torsional strength of a beam without torsional reinforcement and in the presence of shear (see Clause 8.3.5) ultimate torsional strength of a beam with torsional reinforcement (see Clause 8.3.5) ultimate torsional strength of a beam limited by web crushing failure (see Clause 8.3.3) vertical component of the force carried by the secondary struts (see Clause 12.2) time difference between the actual effective thickness of the slab and the effective thickness specified in Table 5.5.1, for the required FRP (see Clause 5.8.2) thickness of topping or flange anchored by shear reinforcement (see Clause 8.4.4) hypothetical thickness of a member used in determining creep and shrinkage, taken as 24,/u. nominal thickness of topping applied (see Clause 5.8.2) thickness of a wall length of the critical shear perimeter (see Clause 9.2.1.5) exposed perimeter of a member cross-section plus half the perimeter of any closed voids contained therein, used to calculate f, perimeter of the polygon defined for 4, (see Clauses 8.3.5 and 8.3.6) design shear force at a cross-section shear force which would occur at a section when the bending moment at that section was equal to the decompression moment M, shear force, which, in combination with the prestressing force and other action effects at the section, would produce a principal tensile stress of fat cither the centroidal axis or the intersection of flange and web, whichever is the more critical (see Clause 8.2.7.2) ultimate shear strength ultimate shear strength limited by web crushing failure ultimate shear strength of a beam or slab provided with minimum. shear reinforcement (see Clauses 8.2.9 and 9.2.4 respectively) ultimate shear strength excluding shear reinforcement (see Clause 8.2.7) ultimate shear strength of a slab with no moment transfer (see Clause 9.2.3) contribution by shear reinforcement to the ultimate shear s or wall (see Clauses 8.2.10 and 11.6.4) trength of a beam average clear spacing between adjacent tied longitudinal bars (see Clause 10.7.3.3); or width of loaded area (see Figure 12.2.1) or node [see Figure 7.2.4 (A)] a dimension [see Figure 9.2.1(A)] -section shorter overall dimension of a rectangular part of a cros wv. standards. org. au‘Accessed by AECOM AUSTRALIA PTY LTD on 15 Jun 2012 as Oy = A = www.standards.org.au 2s AS 36002009 a dimension [see Figure 9.2.1(A)] larger overall dimension of a rectangular part of a cross-section larger overall dimension of a closed fitment (see Clause 9.2.1.5) section modulus of the uneracked cross-section, referred to the extreme fibre at which flexural cracking occurs (see Clause 8.1.6.1) projection of the inclined compressive strut normal to the shear span (see Clause 7.2.4); or internal moment lever arm of the section (see Clause 8.4.2) coefficient; or angle of divergence between bottled shape compression fields and idealized parallel sided strut (see Clause 7.2.4) coefficient for beams (see Clause 8.1.6.1) coefficient (see Clause 10.3.1) coefficient (see Clause 10.6.4) correlation factor (see Clause 10.4.3) sum in radians of the absolute values of successive angular deviations of the prestressing tendon over the length (L,,) (see Clause 3.4.2.4) angle between the inclined shear reinforcement and the longitudinal tensile reinforcement (see Clause 8.2.10) short and long span bending moment coefficients respectively, for slabs supported on four sides (see Clause 6.10.3.2) an effective compression strength factor (see Clause 2.2.3); or fixity factor (see Clause 10.5.4); or a ratio (see Clauses 8.4.2 and 8.5.3.1); or a factor with or without alphanumeric subscripts (see Clause 8.2.7) a factor (see Clause 10.4.3) a ratio (see Clause 9.2.1.5) factor to account for the effect of the anchorage of ties on the effective compressive strength of a nodal zone (see Clause 7.4.2) an estimate, in radians per metre (rad/m), of the angular deviation due to wobble effects (see Clause 3.4.2.4) strut efficiency factor (see Clause 7.2.2) short and long span bending moment coefficients respectively, for slabs supported on four sides (see Clause 6.10.3.2) the ratio, under design bending or design combined bending and compression, of the depth of the assumed rectangular compressive stress block to kyd column end restraint coefficients, determined in accordance with Clause 10.5.3 angle between the axis of a strut and the bars in the ith direction of reinforcement crossing that strut (see Clause 7.2.4) a deflection Standards Australia