Accessed by SWINGURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Document currency nol quaranleed when printed) ‘stoz009¢ Sv AS 3600:2018 (incorporating Amendment No. 1) O% Austrotion 7) STANDARD Concrete structures STANDARI Australia‘Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Document currency not guaranized when printed) ‘This Australan Standarck® was prepared by Commitee 80-002, Concrate Structures. It was {2pproved on behalf ofthe Council of Standards Australia on 22 June 2078. This Standerd was published on 29 June 2018. ‘The folowing are represented on Committee 8-002 Australian Building Codes Board Bureau of Stee! Manufacturers of Australia ‘Cement Concrete and Aggregates Australia —Cement ‘Cement Concrete and Aggregates Australa—Concrete Concrete intitte of Austria Consuit Australia Engineers Ausiala Ls Trobe University Maser Builders Australia ‘National Precast Conerate Association Austraka Stee! Reinforcement insitute of Austrata University of Melbourne University of Now South Wales Universty of Sydney ‘This Standard was issued in craft form for comment as DR AS 9600:2018. ‘Standards Australa wishes to acknowledge the participation of the expert indwiduals that Contributed to the development of this Standard through ther representation on the CComsritee ang through the public comment period. Keeping Standards up-to-date ‘Ausraian Standards® are fving docurnents thal rlloct progress in science, lechnology and sysioms. To maintain theic currency, af Standards are periodical reviowed, ene tow eds {are pubished. Between editions, amendments may be issued. Standards may also be withdrawn. It's important that readers assure themselves they are lusng a current Standard, which should include any amendments that may have been published since the Standard was published. stated information about Austraian Standards, crafts, amendments and new projects can 'be found by visting www standards org.au ‘Stendards Australia weicomes suggestions for improvernents, and encourages readers 10 ‘not us mmediatety of any apparent inaccuracies or ambiguities, Contact us via era at ‘mail@standards.org.au, or wite to Standarcs Australia, GPO Box 476, Sydney, NSW 200.‘cessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Document curency not guaranteed when printed) AS 3600:2018 Australian Standard® Concrete structures Fits published in part as AS CA2—1094 AAS ADS fist published 1934 ‘AS CA2redated 1937, MP 13 fest publishes 1957 AS CA2—1937 and AS A26—1924 revised, amalgamated and redesignated AS CA2—1958, “Third edvon 1963, MP 13-1957 revised and redesignated AS CA35—1963, ‘Sevond eation 1075. Fourth ection AS CA2—1973, ‘AS CA2—1973 revised and redesignated AS 1480—1974, ‘AS CAI5—1973 revised and redesignated AS 14811974, ‘Second ection AS 14811978, Second edtion AS 14201962, ‘AS 1480—1962 and AS 1461-1978 revised, amalgamatod and redes.gnated AS 3600—1988, Fourth esion 2008. Fifth edtion 2018, Re’ssued incorporating Amendment No.1 (November 2018) COPYRIGHT © Standards Ausialia Limited All rights are reserved. No part ofthis work may be reproduced or copied in any form or by ‘any means, electronic or mechanical, including photocopying, without the. witlen Dermission ofthe publisher, unless otherwise permitted under the Copyright Act 1968. Published by SAI Global Limited under neence trom Standards Austealia Limited, GPO Box 476, Sydney, NSW 2001, Australia ISBN 978 1 76072 146 6‘cessed by SWINBURNE UMVERSITY OF TECHNOLOGY on 27 Sep 2019 (Document cutrency not guaranteed when printed) PREFACE This Standard was prepared by Standards Australia Committee BD-002, Concrete Structures, to supersede AS 3600—2009. This Standard incorporates Amendment No. 1 (November 2018). The changes required by the Amendment are indicated in the text by @ marginal bar and amendment number against the clause, note, table. figure or part thereof affected. The principal objective of this Standard is to provide users with nationally acceptable unified rules for the design and detailing of concrete structures and members, with or without steel reinforcement or prestressing tendons, based on the principles of structural engineering mechanics. The secondary objective is to provide performance criteria against which the finished structure can be assessed for conformance with the relevant design requirements. The following list indicates the major differences between this edition and the 2009 edition of AS 3600: (a) Addition of the following new sections: (i) Section 14 Design for Earthquakes Actions (formerly Appendix C). (ii) Section 15 Diaphragms (iii) Section 16 Stee! Fibre Reinforced Conerete. (iv) Section 18 Design for Fatigue. () Appendix C Residual Tensile Strength Test for SERC. (©) Revision of the following requirements: (Phi factors, (ii) Maximum steel strength. (iii) Shear in deep slabs. (iv) Fire design, including (A) axis distances for fire design; (B) continuous top reinforcement; and (C)_ minimum slab thickness, (v) Modification of models and calculations of. (A) shrinkage; (B) creep; (C) deflections; and (D) development lengths for higher strength steels. (vi) Steel shrinkage in areas modelled by strut and tie. (vii) Punching shear. (viii) Ductility for pre-cast concrete connections. (ix) Heating and re-bending bars. (x) Crack control.‘Accesseo by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Document currency not guaranteed when printed) 3 AS 3600:2018 Statements expressed in mandatory terms in notes to figures and tables are decmed to be requirements of this Standard, The terms ‘normative’ and ‘informative’ arc used in Standards to define the application of the appendices 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 SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Document currency nat guaranteed when printed) AS 3600:2018 ‘ CONTENTS, SECTION | SCOPE AND GENERAL 1.1 SCOPE AND APPLICATION..... 1.2 NORMATIVE REFERENCES ....., 1.3 EXISTING STRUCTURES. 14 DOCUMENTATION. LS CONSTRUCTION, 1.6 DEFINITIONS. 1.7 NOTATION. SECTION2 DESIGN PROCEDURES, ACTIONS AND LOADS 2.1 DESIGN PROCEDU 22 DESIGN FOR STRENGTH, 23 DESIGN FOR SERVICEAB 24 DESIGN FOR FATIGUE... . 2.8 ACTIONS AND COMBINATIONS OF ACTION SECTION3 DESIGN PROPERTIES OF MATERIALS 3.1 PROPERTIES OF CONCRETE .... 3.2 PROPERTIES OF RFINFORCEMENT ... 3.3 PROPERTIES OF TENDONS..... 3.4 LOSS OF PRESTRESS IN TENDONS 3.5 MATERIAL PROPERTIES FOR NON- SECTION 4 DESIGN FOR DURABILITY 4.1 GENERAL... 42 METHOD OF DESIGN FOR DURABILITY... 43° EXPOSURE CLASSIFICATION 44 REQUIREMENTS FOR CONCRETE FOR EXPOSURE CLASSIFICATIONS Al, A2, BI, B2, Cl AND C2... 61 4.5 REQUIREMENTS FOR CONCRETE FOR EXPOSURE CLASSIFICATION U.... 62 4.6 ABRASION. scr 4.7. FREEZING AND THAWING 48 AGGRESSIVE SOILS. csscinn 4.9. RESTRICTIONS ON CHEMICAL CONTENT IN CONCRETE, 4.10 REQUIREMENTS FOR COVER TO REINFORCING STEEL A! SECTION $_ DESIGN FOR FIRE RESISTANCE 5.1 SCOPE..... $2. DEFINITIONS. 4.3. DESIGN PERFORMANCE CRI 5.4. FIRE RESISTANCE PERIODS (FRPs) FOR BEAMS 5.5 FIRE RESISTANCE PERIODS (FRPs) FOR SLABS... $6 FIRE RESISTANCE PERIODS (FRPs) FOR COLUMNS. 5.7 FIRE RESISTANCE PERIODS (FRPs) FOR WALLS... 5.8 INCREASE OF FIRE RESISTANCE PERIODS (FRPs) BY USE ‘OF INSULATING MATERIALS ..‘Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Document currency nol uaranieed when panied) 5 AS 3600:2018 SECTION 6 METHODS OF STRUCTURAL ANALYSIS 61 62 63 64 8S 66 67 68 69 6.10 GENERAL concn LINFAR ELASTIC ANALYSIS ELASTIC ANALYSIS OF FRAMES INCORPORATING SECONDARY BENDING MOMENTS... i LINEAR ELASTIC STRESS ANALYSIS... NON-LINEAR FRAME ANALYSIS NON-LINEAR STRESS ANALYSIS. PLASTIC METHODS OF ANALYSIS... ANALYSIS USING STRUT-AND-TIE MODELS ....... IDEALIZED FRAME METHOD OF ANALYSIS... SIMPLIFIED METHODS OF FLEXURAL ANALYSIS .. SECTION 7. STRUT-AND-TIE MODELLING. 1 22 73 74 1S 76 GENERAL... CONCRETE STRUTS. THES sig acon NODES... 5s ANALYSIS OF STRUT-AND-TIE MODELS . DESIGN BASED ON STRUT-AND-TIE MODELLING. SECTION $ DESIGN OF BEAMS FOR STRENGTH AND SERVICEARILITY, 8 a2 83 84 8S 86 a7 BR 89 ot 92 93 o4 95 9.6 97 98 STRENGTH OF BEAMS IN BENDING. STRENGTH OF BEAMS IN SHEAR GENERAL DETAILS FOR BEAMS....... LONGITUDINAL SHEAR IN COMPOSITE AND MONOLITHIC BEAN DEFLECTION OF BEAMS, oe CRACK CONTROL OF BEAMS... VIBRATION OF BEAMS. T-BEAMS AND L-BEAMS SLENDERNESS LIMITS FO) ‘STRENGTH OF SLABS IN BENDING. STRUCTURAL INTEGRITY REINFORCEMENT | ‘STRENGTH OF SLABS IN SHEAR..... DEFLECTION OF SLABS... CRACK CONTROL OF SLABS. VIBRATION OF SLABS MOMENT RESISTING CONCENTRATED LOADS. LONGITUDINAL SHEAR IN COMPOSITE SLABS. SECTION 10 DESIGN OF COLUMNS FOR STRENGTH AND SERVICEABILITY 1.1 102 103 104 los 10.6 10.7 los 109 GENERAL... DESIGN PROCEDURES DESIGN OF SHORT COLUMNS. DESIGN OF SLENDER COLUMNS ... SLENDERNESS.. STRENGTH OF COLUMNS IN COMBINED BENDING AND COMPRESSION 158 REINFORCEMENT REQUIREMENTS FOR COLUMNS. 161 TRANSMISSION OF AXIAL FORCE THROUGH FLOOR SYST CRACK CONTROL. Cr ‘i 170‘Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Document currency nat quarenteed when printed) AS 3600-2018 ‘ SECTION IT DESIGN OF WALLS, 11.1 GENERAL..... 7 112 DESIGN PROCEDURES... 11.3 BRACED WALLS. 114 EFFECTIVE HEIGH’ 11.5 SIMPLIFIED DESIGN METHOD FOR WALLS SUBJECT TO VERTICAL COMPRESSION FORCES... = 11.6. DESIGN OF WALLS FOR IN-PLANE SHEAR FORCES - 11.2 REINFORCEMENT REQUIREMENTS FOR WALLS .. SECTION 12 DESIGN OF NO: SURFACES 12.1 GENERAL. ai 122. STRUT-AND-TIE MODELS FOR THE DESIGN OF NON-FLEXURAL MEMBERS. 123 ADDITIONAL REQUIREMENTS FOR CONTINUOUS CONCRETE NIBS AND CORBELS. sii a 124 ADDITIONAL REQUIREMENTS FOR STEPPED JOINTS IN BEAMS AND SLABS 12.8 ANCHORAGE ZONES FOR PRESTRESSING ANCIORAGES 12.6 BEARING SURFACES, 12.7 CRACK CONTROL...... LEXURAL MEMBERS, END ZONES AND BEARING TT SECTION 13 STRESS DEVELOPMENT OF REINFORCEMENT AND TENDONS 13.1 STRESS DEVELOPMENT IN REINFORCEMENT. 13.2 SPLICING OF REINFORCEMENT. 13.3. STRESS DEVELOPMENT IN TEN! 13.4 COUPLING OF TENDON’ 14 142. DEI 143. STRUCTURAL DUCTILITY FACTOR () AND STRUCTURAL PERFORMANCE FACTOR (S)) 144 GENERAL EARTHQUAKE DESIGN REQUIREMENTS 145, INTERMEDIATE MOMENT-RESISTING FRAMES (IMRFs) 146 LIMITED DUCTILE STRUCTURAL WALLS. . 147 MODERATELY DUCTILE STRUCTURAL WALLS. SECTION 15 DIAPHRAGMS 15.1 GENERAL... 152. DESIGN ACTION! 153 CAST IN-PLACE TOPPINGS... 154 DIAPHRAGM REINFORCEMENT, SECTION 16 STEEL FIBRE REINFORCED CONCRETE 16.1 GENERAL. 16.2 DEFINITIONS. 16.3, PROPERTIES OF SFRC cotton 164 DESIGN OF SERC MEMBERS CONTAINING REINFORCEMENT OR TENDONS... sis 165 OURABILITY 16.6 FIRB ooo.‘Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Document cutrency not guaranteed when printed) ? AS 3600:2018 Page 16.7. PRODUCTION OF SFRC..... 221 SECTION 17 MATERIAL AND CONSTRUCTION REQUIREMENTS: 17.1, MATERIAL AND CONSTRUCTION REQUIREMENTS FOR CONCRETE, AND GROUT 172. MATERIAL AND CONSTRUCTION REQUIREMENTS FOR REINFORCING STEEL 0... 173. MATERIAL AND CONSTRUCTION REQUIREMENTS FOR PRESTRESSING DUCTS, ANCHORAGES AND TENDONS. 17.4 CONSTRUCTION REQUIREMENTS FOR JOINTS, AND EMBEDDED ITEMS... iene 232 17.5. TOLERANCES FOR STRUCTURES AND MEMBERS... 17,6 FORMWORK visinssisninsinssniansitinn 177 PREFABRICATED CONCRETE STRUCTURES iia RED SECTION 18 DESIGN FOR FATIGUE 18,1 GENERAL. eae : 182 MAXIMUM STRESS I ETE. 18,3 PLAIN CONCRETE WITH COMPRESSION-TENSION STRESS. 18.4 PLAIN CONCRETE WITH PURE TENSION OR COMBINED TENSION- COMPRESSION STRESS....... 13,8. SHEAR LIMITED BY WER COMPRES: 18.6 SHEAR IN SLABS. 18.7 ADJUSTMENT FACTOR FOR BOND BEHAVIOUR IN REINFORCING. AND PRESTRESSIGN STEEL. 18.8 TENSILE STRESS RANGE IN 3 18.9 CALCULATION OF STRESSES IN REINFORCE! OF FLEXURAL MEMBERS..... INT AND TENI SECTION 19 JOINTS, EMBEDDED ITEMS AND FIXINGS, 19.1 JOINTS. 192 EMBEDDED ITEMS. 19.3. FIXINGS is Roe 247 SECTION 20 PLAIN CONCRETE 20,1 GENERAL... 20.2 DURABILITY 20,3. PEDESTALS 20.4 FOOTINGS. ESTALS AND FOOTINGS SECTION 21 SLAB-ON-GROUND FLOORS, PAVEMENTS AND FOOTINGS 21 GENERAL cose 21.2. DESIGN CONSIDERATIONS. 21,3, FOOTING: APPENDICES A REFERENCED DOCUMENTS. B TESTING OF MEMBERS AND STRUCTURES D RESIDUAL TENSILE STRENGTH TEST FOR BIBLIOGRAPHY...‘Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Document currency not quaranieed when printed) AS 3600:2018 ® 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 conerete 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. 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, For guidance on the design of maritime structures refer to AS 4997 4 If alternate materials and methods to those prescribed in this Standard are to be used, they would need to be considered as part of the development of a Performance Solution to demonstrate compliance with the relevant Performance Requirements of the National Construction Code (NCC) and be accepted by the relevant building authority, This Standard is not intended to apply to the design of mass conerete structures. 1.1.2 Application This Standard applies to structures and members in which the materials conform to the following: (@) Concrete with (i) characteristic compressive strength at 28 days (f’) in the range of 20 MPa to 120 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 or E in accordance with AS/NZS 4671 NOTE: These reinforcing materials may be used, without restriction, in all applications referred to in this Standard. This Standard has been written using Ducility Class N reinforeing steels which are readily available in Australia, Where Ductility Class Nis referenced in this Standard, the Earthquake Ductility Class E steels may be substituted but the availability of supply in Australia needs to be checked prior to specification on design drawings. (c) Reinforcing sicel of Ductility Class L in accordance with AS/NZS 4671 may be used as main or secondary reinforcement in the form of welded wire mesh, or as wire, bar and mesh in fitments, provided it is not 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, © Standards Austialla, www standards org au‘Aecossed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Daciment currency not guaranieed when printed) 8 AS 3600:2018 (@) Higher reinforcing steel grades >500 MPa to 800 MPa mecting the requirements of Table 3.2.1. For ultimate Himit states the strength of the reinforcement in design models shall not be taken as greater than 600 MPa unless noted otherwise. (©) Prestressing tendons conforming with AS/NZS 4672.1 and tested in accordance with ASINZS 4672.2 (Steel fibres conforming to ISO 13270:2013 and mecting the requirements of Clause 16.3.3.8. 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, 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 STRUCTURES. The general principles of this Standard shall be applied when evaluating the strength or serviceability of an existing structure. No’ rials that do net conform 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.) sting structures are Tikely to cantasn 1.4 DOCUMENTATION The drawings and/or specification for conerete structures and members shall include, when required, the following: (a) Reference number and da of issue of applicable design Standards (b) Imposed actions (live loads) used in design, (©) The earthquake design category determined from AS 1170.4. (4) Any constraint on construction assumed in the design (e) Exposure classification for durability (Fire resistance level (FRL), if applicable. (g) Class and grade designation of concrete (h) Any required properties of the concrete. (i) The curing procedure. G)_ 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. (1) 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 (endons are to be stressed (n) The shape and size of each member. worw standards org av © Standards Austealia‘Aecessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Document currency not guaranteed when printed) (0) The fi (p) Class of formwork in accordance with AS 3610 and AS 3610.1 as applicable for the surface finish specified. and method of control for unformed surfaces. (q) The minimum period of time after placing of concrete before stripping of forms and removal of shores, (8) The location and details of planned construction and movement joints, and the method to be used for their protection. 1.5 CONSTRUCTION Alll conerete 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. 1.6 DEFINITIONS 1.6.1 General For the purposes of this Standard, the definitions below apply. 1.6.2. Administrative definitions 1.6. 1 Building authority or other relevant regulatory authority. The body having statutory powers to control the design and construction of the structure in the area in which the structure is to be constructed. 1.6.2.2 Drawings ‘The diagrams forming part of the documents setting out the work to be executed. 1.6.2.3. Specification The requirements forming part of the documents setting out the work to be executed. 1.6.5 Technical detinitions 1 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 direet actions. 1.6.3.2 Action effects Internal forces, bending moments and torsion due to actions (i the 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 duc to prestress is achieved. 1.6.3.4 Average ambient temperature Average value of the daily maximum and minimum ambient temperatures over the defined period at a site. 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) © Standards Austrais www standards org au‘Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Doctmentcutrency not guaranteed when printed) u AS 3600:2018 3.7 B-region Portion of a member in which the assumption that plane sections remain plane can be applied. iF 3.8 Basic creep coeffictent Mean value of the ratio of final creep strain to clastic strain for a specimen loaded at 28 days under a constant stress of 0.4! (sce Clause 3.1.8.2). Mw 9 Boutle-shaped compression field Compression field that is wider at mid-tength than at its ends {see Figure 7.2.1(c)] 1.6.3.10 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, A Characteristic strength Value of the material strength, as assessed by standard test, thal is exceeded by 95% of the material (lower characteristic strength). 1.6.3.12 Closed fitment A unit or multiple units of reinforcement used as an external or internal fitment that form a continuous perimeter around a concrete element with the ends of the fitment anchored into the conerete using a minimum of 135% hooks around a longitudinal bar. 16.313 Closed ue A unit of reinforcement used as an external or internal fitment having a straight leg and minimum of 135° hooks at each end fixed around a longitudinal bar. 1.63.14 Collector An clement that takes the distributed lateral action from a diaphragm and delivers it to a vertical clement. Also known as a drag bar, sirut or distributor. A distributer takes the actions from a vertical clement and distributes it into the diaphragn 18 Column strip See Clause 6.1.4.1 1 3.16 Composite concrete member Member consisting of concrete members constructed separately but structurally connected so the member responds as a unit to applied actions. 1.6.3.17 Concrete Mixture of cement, aggregates and water, with or without the addition of chemical admixtures, 18 Construction joint Joint that is located in # 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. 16.319 Cover Distance between the outside of the reinforcing steel or tendons and the nearest permanent surface of the member, excluding any applied surface finish ‘www standards org 2u © Standards Australia‘Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Docunent currency not guaranteed when printed) AS 360022018 2 1.63.20 Creep coefficient Mean value of the ratio of creep strain to clastic strain under conditions of constant stress. 1.63.21 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 2.55, from the critical shear perimeter [see Figure 9.3(A)(b)}. 1.6.3.2 Critical shear perimeter Perimeter defined by a line geometrically similar to the boundary of the effective arca of a Support or concentrated load and located at a distance of dom/2 therefrom {see Figure 9.3(A)] 1.63.23 Cross tie An internal fitment with a single reinforcement leg anchored at one end with a 135° (minimum) hook and anchored at the other end with a 90° cog. Both the hook ond cog are anchored around a longitudinal bar. See Figure 10.7.4.2, 1.6.3.24 D-region Portion of a member within a distance equal to the member depth (D), from a discontinuity. 1.6.3.28 Design life Period for which a structure or a structural member is to remain fit for use for its designed purpose with maintenance. 1.6.3.26 Design strip See Clause 6.1.4.2 1.6.3.27 Diaphragm A horizontal or near horizontal concrete element such as a floor or roof used to transmit horizontal actions into the vertical elements of the force resisting system. 1.63.28 Direct loading Loading on a structure that includes the self-weight of its component members and externally applied loads 1.6.3.29. Discontinuity Abrupt change in geometry or loading, including prestress. 1.6.3.30, Duct Conduit (plain or corrugated) to accommodate prestressing tendon(s) for post-tensioned installation. 1.6.3.31 Ductility Class Designation relating to the ductility of reinforcement ('L’ designates ‘low’, ‘N’ desi normal’, “E’ designates ‘earthquake’). NOTE: For further information refer to ASINZS 4671 1.6.3.32 Durability Ability of a structure and its component members to perform the functions for which they have been designed, over a specitied period of time, when exposed to their environment. 1.6.3.33 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 9.3(A)]. © Standards Austaia wow standards.org au‘Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2018 (Document currency not guaranteed when printed) B AS 360022018 6.3.34 Effective depth Distance from the extreme compressive fibre of the concrete 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, 1.6.3.35 Embedded items Items, other than reinforcement and tendons, that are embedded in a concrete member or structure. NOLE: Embedded items include pipes and conduits with their associated fittings, sleeves, permanent inserts for fixings and other purposes, prestressed anchorages, holding-down bolis and other supports, 1.6.3.36 Exposure classification Designation indicative of the most severe environment to wl subjected during its design life (see Table 4.3) a concrete member is to be 1.6.3.37 Fan shaped compression field Compression field that has non-parallel straight sides [see Figure 7.2.1(b)} 1.6.3.38. Fire resistance Ability of a structure or part of it to fulfil its required funetions (loadbearing and/or separating function) for a specified fire exposure, for a specified time. 1,6.3.39. 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)]. 1.6.3.40. Fire resistance period (FRP) Time, in minutes, for a member to reach the specified failure criteria (i.e. structural adequacy, integrity and/or insulation) if tested for fire in accordance with the appropriate Standard. NOTE: For structures that need to conform with the BCA requirements, the appropriate Standard is AS 15304) 4 41 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 9 time and are assumed to be similarly exposed for the purpose of interpreting Section 5 1.6.3.42 Fitment Unit of reinforcement commonly used to restrain from buckling the longitudinal reinforcing ars in beams, columns and piles, Larry shear, (orsion and diagonal (cusivn, set ay ha for longitudinal reinforcement; or provide confinement to the core concrete. NOTE: Also referred to commonly as a stirrup, ture or helical reinforcemen 1.63.43 Fixing or fastener or anchor or lifter Material cast into or installed into concrete after it has cured for the purpose of maintaining in position reinforcement, tendons, ducts, formwork, or inserts, used to lift concrete members. or to transfer load from other elements into concrete lifting of members, www standards org au © Standards Austratia‘Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Document curency nat guaranteed when painted) AS 3600-2018 “ 1.63.44 Flat plate Flat slab without drop panels. 1.6.3.45 Flat slab Continuous two-way solid or ribbed slab, with or without drop-panels, having at least (wo spans in each direction, supported internally by columns without beams and supported externally by walls or columns with or without spandrel beams, or both. 46 Footing Part of a structure in direct contact with and transmitting load (o the supporting foundation. 1.6.3.47 Foundation Soil, subsoil or rock, whether built-up or natural, by which a structure is supported, 1.6.3.48 Grout A mixture of cement and water, with or without the addition of sand, or chemical admixtures, that is proportioned to produce a material that will subsequently harden to achieve the specified compressive strength. 1.6.3.49 Headed reinforcement Steel bar that achieves anchorage by means of a head or end plate. 1.6.3.80 Helical reinforcement 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 (ension or around tendons at an anchorage to resist bursting action effects. 1.6.3. Hollow-core slab or wall Slab or wall having mainly a uniform thickness and containing essentially continuous voids. 1.6.3.52 Initial force Force immediately after transfer, at a stated position in a tendon 1.6.3.3 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. 1.6.3.84 Integrity (fire) Ability of a fire-separating member to resist the passage of flames or hot gases through the member when exposed to fire on one side. 1.6.3.55 Jacking force Force in a tendon measured at the jack. 1 56 Ligature (reinforcement) ee “Fitment” 1.6.3.87 Lightweight concrete Concrete having a saturated surface-dry density in the range of 1800 kg/m! to 2100 kgim’, 1.6.3.8 Limit state Limiting condition at which the structure ceases to fulfil its designed function. © Standards Austraia worn standards.org au‘Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Document currency not guaranteed when panied) Is AS 3600:2018 1 Ability of a structure or member to sustain sp 1 3.89 Loadbearing function 1d actions during the fire. 3.60 Loadbearing wall or column Member designed 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 the lesser of 0.03 f 4, or 2d 1 3.61 Mean strength Statistical average of a number of test results representative of the strength of a member, prototype or material 1.6.3.62 Middle sirip See Clause 6.1.4.3. re 63 Movement joint Joint that is made between paris of a structure for the specific purpose of permitting relative movement between the parts of the structure on either side of the joint 1.6,3.64 Node Point in a joint ina strut-and-tie model where the axes of the struts, ties and concentrated forces acting on the joint intersect. 1.6.3.65 Nodal zone Volume of conerete around a node, which is assumed to transfer strut-and-tie forces through the node, 1.63.66 One-way slab Slab characterized by flexural action mainly in one direction 1 67 Plain concrete member Member either unreinforced, containing less than minimum reinforcement or reinforced but assumed to be unreinforced for the purpose of design. 1.6.3.68 Post-tensioning Tensioning of tendons after the concrete has hardened, 1.6.3.69 Prestressed concrete Conerete into which internal stresses are induced deliberately by tendons NOTE: It includes concrete commonly referred to as “partially prestressed” Li 10 Prestressing steel See ‘Tendon’, ik 3.71. Pretensioning Tensioning of tendons before the concrete is placed. 1.63.72 Prismatic compression field Compression field that is parallel sided [see Figure 7.2.1(a)] 1.6.3.73 Reinforcement Steel bar, wire or mesh but not tendons. NOTE: Commonly referred to as reinforcing steel wu standards org au © Standards Australia‘Aecessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Docement currency not guaranteed when printed) AS 360022018, 6 1.63.74 Ribbed slab Slab incorporating parallel ribs in one or two directions, 1.63.75 Self-compacting concrete Conerete that is able to flow and consolidate under its own weight, completely fill the formwork or excavation even in the presence of dense reinforcement, whilst maintaining homogeneity and without the need for additional compaction, and which conforms with specified requirements for slump flow, viscosity and passing ability, 1.6.3.76 Shear wall Wall that is designed to resist lateral forces acting in or parallel to the plane of the wall. 1.6.3.77 Short column Column in which the additional bending moments due to slenderness can be taken as zero, 1.6.3.78 Slender column Column that does not satisfy the requirements for a short column. 1.6.3.79 Span support See Clause 6.1.4.4 1.6.3.80, Strength grade Numerical value of the characteristic compressive strength of concrete at 28 days (/7), used in design 16: Structural adequacy (fire) Ability of a member to maintain its structural function when exposed to fire. 1.63.82, Sirut-and-tie model Truss model made up of struts and ties connected at nodes 1.63.83. Tendon Wire, strand of bar (or any discrete group of such wires, strands or bars) that is designed to be pretensioned or post-tensioned. 1.6.3.84 Tie ‘Tension member in a strut-and-tie model. 16: 85 Torsion strip Strip of slab of width a, whose longitudinal axis is perpendicular to the direction of Mf! [sce Figure 9.3(B)} 1.6.3.86 Transfer Time of initial transfer of prestressing forces from the tendons to the conerete. 1.6.3.87 Transmission length Length, at transfer, over which the stress in a pretensioned tendon builds up from zero at one end to its full value 1.6.3.8 Transverse width See Clause 6.1.4.5. 1.6.3.89 Two-way slab Slab characterized by flexural action in twa directions © Standards Austraia wow standards.org 2u‘Aecessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Doctment currency nat guaranteed when printed) 0 AS 3600-2018 1.63.90 Uniform strain Strai in the reinforcement at maximum stress, corresponding (o the onset of necking. 1.63.91 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 theie 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, (b) Where non-dimensional ratios are involved, both the numerator and denominator shall be expressed in identical units. (c) The dimensional units for length, force and stress, in all expressions or equations, shall be taken as millimetres (mm), newtons (N) and megapascals (MPa) respectively, unless noted otherwise, (d) An asterisk (*) placed after a symbol as @ superscript (e.g. M) denotes a design action effect due to the design load Symbol Definition As = cross-sectional area of a reinforcing bar Assn cross-sectional area of the fitment Ave the cross-sectional area of the bar (see Clause 13.1.4) Ac smallest cross-sectional area of the concrete stru( at any point along its Tength and measured normal to the line of action of the strut (see Clauses 5.6.3 and 7.2.3); or cross-sectional area bounded by the centre-line of the outermost fitments (see Clause 10.7.3.3) Acar = the effective area of concrete in tension surrounding the bars with depth ‘heat equal to the lesser of 2.5(D-d), (D-kel)/3 oF D/2 (see Clause 8.6.2.3) Ap = total area enclosed by ouside perimeter of concrete section (see Clause 8.2.1.2) Aw = area of concrete within the tensile zone (mm’) at ultimate (see Clause 16.4.2) As = gross cross-sectional area of a member Ave = the net bearing area of the head (see Clause 13.1.4) An = an arca enclosed by the median lines of the walls of a single cell (see Clause 8.3.3) Aa = area enclosed by centre-line of exterior closed transverse torsion reinforcement, including area of holes (if any) (see Clause 8.2.5.6) Ay cross-sectional arca of prestressing steel An cross-sectional area of the tendons in the zone that will be tensile under ultumate load conditions wow standards org.au © Standards Australia‘Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2018 (Document currency not guaranteed when pated) AS 3600-2018 Symbot A Ay Aw da Ay Avene Aww Aw Au win Ay © Standards Austraia Defi cross-sectional area of reinforcement (see Clauses 3.4.3.2 and 13.2.2); or cross-sectional area of a single anchored bar of diameter dy (see Clause 13.1.2.3) cross-sectional 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, cross-sectional area of a transverse bar along a development or lap length (see Clause 13.1.2.3) cross-sectional area of the minimum transverse reinforeement along the development length (see Clause 13.1.2.3) a reference area taken as Ay ~ 15 600 mn (see Clause 16.4.2) area enclosed by shear flow path, including any area of holes therein (see Clause 8.2.1.2) a bearing area (see Clause 12.6) largest area of the supporting surface that is geometrically similar to and concentric with A, (see Clause 12.6) a distance; or shear span, equal to the distance between the centroids of a and a support reaction in a structure (see Clause 7.2.4); or pplied toad perpendicular distance from the nearer support to the section under consideration (see Clause 9.6); of dimension of the critical shear perimeter measured parallel to the direction of M! [see Figure 9.3(B)] axis distance of steel bar (tendon, wire) “i” from the nearest exposed surface (see Clause 5.2.1) average axis distance (see Clause 5.2.1) axis distance (see Clause 5.2.2) Jength of a support in the direction of the span (see Clause 6.1.4.4) wow standards org.2u‘Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Document currency not guaranteed when pred) 1” AS 3600:2018 Symbol Definition 6 ® width of a rectangular cross-section or member; or = width of beam at the centroid of the bottom reinforcement (see Clause 5.4.1); or = width of ribs [see Table $.5.2(C) and Table 5.5.2(D)|; oF wall thickness (see Table 5.7.2) be = core dimension measured between the centre-lines of the outermost fitments measured across the width of the section (see Clause 10.7.3.3) ber = effective width of a compression face or flange of a member be = width of the shear plane (see Clause 8.4.3) b = size of rectangular, or equivalent rectangular column, capital, or bracket, measured in the direction of the span for which moments are being determined (sce Clause 14.5.3.2) bs = dimension of an opening (see Clause 9.3.1.2 and 9.3.1.5) b = 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 Clause 14.5.3.2) by effective width of a web for shear (see Clause 8.2.6) be = awidth of the web; or = minimum thickness of the wall of a hollow section (see Clause 8.3.3) ety = cover (o reinforcing steel or tendons ca ~ a dimension (in millimetres) corresponding to the smaller of the concrete cover to a bar developing stress and half the clear distance to the next parallel bar developing stress, as shown in Figure 13.1.2.2 D = 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) Dy ~ fatigue damage factor Dy = overall depth of a spandrel beam De = smaller column cross-sectional dimension if rectangular, or the column diameter if circular (see Table 5.6.3, Table 5.6.4 and Clause 10.7.4.3) a overall depth of a slab or drop panel = the member depth at the theoretical cut-off point or debonding point (see Clause 8.1.1.1) a = effective depth of a cross-section in the plane of bending a = nominal diameter of a bar, wire or tendon d. = depth of the idealized strut (see Clause 7.2.4); or core dimension measured between the centre-lines of the outermost filments measured through the depth of the section (see Clause 10.7.3.3) ds ~ diameter of a prestressing duct (see Clause 8.2.6) a = diameter of the bar forming the tie (see Paragraph C4.2.2, Appendix C) www slandards org au © Standards Australia‘Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Document currency not guaranteed when parted) AS 3600:2018, Symbol te 4, d lor , a. dhe dy fis Kis Sas © Standards Australia. Definiti ‘maximum nominal aggregate size (see Clause 8.2.4.2) mandrel pin diameter for bending reinforcement distance from the extreme compressive fibre of the conerete to the centroid of the outermost layer of tensile reinforcement or tendons (not less than 0.8D for prestressed concrete members) mean value of dy, 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) the effective shear depth of the member calculated in accordance with Clause 8.2.1.9 electrical conductivity (see Clause 4.8.2) mean value of the modulus of elasticity of concrete 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 elasticity of reinfarcement, determined in accordance with Clause 3.2.2 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) uniformly distributed design load, factored for strength or serviceability, as appropriate effective design service load per unit length or area, used in serviceability design oad recorded at CMOD, (see Figure 16.3.3.8) characteristic residual tensile strength of concrete (at 28 days) at a Crack Opening Displacement (COD) of 0.5 mm characteristic residual tensile strength of a concrete (at 28 days) at a Crack Opening Displacement (COD) of 1.5 mm mean values of the tensile strength at Crack Opening Displacement (COD) of 0.5 mm. one standards.org 20‘Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Document currency not guaranteed when pind) Symbol Sism Seow Son Seni Se Sos Sow Sec te Soo fo i Seow te fo Sot fin Sram Seam farm f f tee Se wow standards org.au 2 AS 3600:2018 Definition mean values of the tensile strength at Crack Opening Displacement (COD) of 1.5 mm compressive strength for fatigue effects mean value of cylinder strength (see Clause 3.1.1.2) mean value of the in situ compressive strength of concrete at the relevant age (see Clause 3.1.1.2 and Table 3.1.2) uniaxial tensile strength of concrete (see Clause 3.1.1.3) measured flexural tensile strength of concrete (sce Clause 3.1.1.3) measured splitting tensile strength of concrete (see Clause 3.1.1.3) concrete shear strength (see Clause 9.2.4) characteristic minimum breaking strength (see Clause 3.3.1) the stress in prestressing tendons when strain in the surrounding concrete is zero (see Clause 8.2.4.2.1) 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 ASINZS 4671), determined in accordance with Clause 3.2.1 characteristic yield strength of reinforcement used as fitments mean flexural tensile strength corresponding to the limit of proportionality. determined in accordance with Clause 16.3.3.8 with Fx substituted by mean residual flexural tensile strength corresponding to 2 CMOD of, 0.5 mm, determined in accordance with Clause 16.3.3.7 = mean residual flexural tensile strengths corresponding to a CMOD of 1.5 mm, determined in accordance with Clause 16.3.3.7 mean residual flexural tensile strength corresponding to a CMOD of 2.5 mm, determined in accordance with Clause 16.3.3.7 characteristic compressive (cylinder) strength of concrete at 28 days characteristic compressive strength of the concrete in the column (sce Clause 10.8) effective compressive strength of the conerete in the joint (see Clause 10.8) is the characteristic strength of concrete at transfer (see Clause 8.1.6.2) characteristic compressive strength of the conerete in the slab or beams (see Clause 10.8) characteristic uniaxial tensile strength of conercte (see Clause 3.1.1.3) © Standards Australia[Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 [Docunent currency not guaranteed when printed) AS 3600:2018 Symbol Sos Ig de Tetons h J © Standards Australia Definition. characteristic flexural tensile strength of concrele at 28 days (sce Clause 3.1.1.3) the characteristic residual tensile strength of SFRC corresponding COD w: (see Clause 16.4.4.2.1) permanent action (dead load) dead load, per unit length ot 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 wall effective height of a wall overall depth of a joint (see Clause 10.8) flange thickness of a ribbed slab distance between tip of the notch and top of cross section in millimetres (see Clause 16.3.7) second moment of area of the uncracked concrete cross-section about the centroidal axis, second moment of area of @ 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 and Clause 16.4.7.3.2) 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 weighted average effectiveness of transverse reinforcement in controlling potential splitting cracks along a development or lap splice length (see Clause 13.1.2.3) fibre orientation casting bias factor and is taken as 0.64 (see Clause 16.4.4.2.1) a coeff , ratio or factor used with and without numerical subscripts coefficient that accounts for the bond properties of the bonded reinforcement (sce Clause 8.6.2.3) 4 coefficient that accounts for the longitudinal strain distribution (see Clause 8.6.2.3) the three-dimensional orientation factor (see Clause C2) three-dimensional orientation factor (see Clause 16.3.3.4) cohesion coefficient (see Clause 8.4.3) factor used in serviceability design to take account of the long-term effects of creep and shrinkage wow standards.org au‘Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Document currency not guaranteed when printed) ‘Symbol kd ke he ky hy dis Lo www standards org au 2 AS 3600:2018 Definition the depth of the neutral axis on the cracked section (see Clause 8.6.2.3) a factor to reduce the allowable fatigue stress range in reinforcement at the location of a bend radius d/2.ki = 0.35 +0.026 (dice) 40 M consideration being given to the fact that this value has a range of £20%: (b) determined by test in accordance with AS 1012.17; and (©) for standard strength grades at 28 days determined from Table 3.1.2. TABLE 3.1.2 CONCRETE PROPERTIES AT 28 DAYS EG wo] sf 2 ] | so % | 100 fen (MP8) 25 3h 2 as | 59 | oo fuses) | 2] | 3) | 53 | oe | 2) F.«mPay | 24000 | 26700 | 30100 | 32400 | 34800 | 37400 | 39600 42200 3.1.3, Density The density of concrete (p) shall be determined by test in accordance with cither AS 1012.12.1 of AS 1012.12.2, Nom E: For normal-weight concrete the density may be taken as 2400 kg/m" 3.1.4 Stress-steain curves The stress-strain curve for concrete shall be either— (a) asstimed to be of curvilinear form defined by recognized simplified equations; or (b) determined from test data For design purposes, the shape of the in situ uniaxial compressive stress-strain curve shall bbe modified so that the maximum stress is 0.9 f" 3 5. Poisson’s ratio Poisson’s ratio for concrete (¥) shall be either — (a) taken as equal to 0.2; oF {b) determined by test in accordance with AS 1012.17. 3.1.6 Coefficient of thermal expansion The coefficient of thermal expansion of concrete shall be either— (2) taken as equal to 10 x 10°*/°C, consideration being given to the fact that this value has a range of 420%; or (b) determined from test data. wine standards org au © Standards Australia‘Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 27 Sep 2019 (Doctment currency not guaranteed when printed) AS 3600:2018 a AL at} © Standards Australia 3.1.7 Shrinkage 3 ‘The design shrinkage strain of concrete (4) shall be determined. 1 Calculation of design shrinkage strain (a) from measurements on similar local concrete; (b) by tests after eight weeks of drying modified for long-term value, in accordance with AS 1012.13; or (©) by calculation in accordance with Clause 3.1.7.2, 3. 7.2. Design shrinkage strain When the design shrinkage strain of concrete (c,) is to be calculated, it shall be determined as the sum of the chemical (autogenous) shrinkage strain (éqe) and the drying shrinkage strain (4) — ret Bont 3.17.20) “The autogenous shrinkage strain shall be taken as bow =the * (110%) 3.1.72) where 1 is the time (in days) after setting and ¢,.. is the final autogenous shrinkage strain given by— 50 MPa #%, =(0.07/; -0.5)x 50x10 3.1.7.2(3) For; >SOMPa 42, =(0.08/’~1.0) x 50 «10% ‘AC any time £ (in days) alter the commencement of drying, the drying shrinkage strain shall be taken as— Ft A Keon 3.1.7.2(4) and fy is obtained from Figure 3.1.7.2 and ky is equal to 0.7 for an arid environment, 0.65 for an interior envionment, 0.6 for a temperate inland environment and 0.5 for a tropical or near-coastal or coastal environment. The basic drying shrinkage strain (cea) is given by— Beas =(0.9-0.005 2) 6.45 3..7.2(8) where @2y5 =800%10" or determined by testing. NOTE: Conerete exposed to early drying undergoes shrinkage due to capillary suction. This can resull in cracking and poor service performance, particularly of exposed slabs. The amount of shrinkage from suction depends on the ambient conditions and the concrete mix, and can exceed the combined shrinkage from other causes, Therefore, it is important to prevent excessive drying of concrete between the commencement of casting and the application of curing at the completion, of finishing, Consideration shall be given to the fact that c, has a range of +30%. Typical final design shrinkage strains after 30 years are found in Table 3.1.7.2. wa standards.01g a4