AS 1170.4—2007 AS 1170.4—2007 Australian Standard® Structural design actions Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 Part 4: Earthquake actions in Australia This Australian Standard® was prepared by Committee BD-006, General Design Requirements and Loading on Structures It was approved on behalf of the Council of Standards Australia on 22 May 2007 This Standard was published on October 2007 The following are represented on Committee BD-006: • • • • • • • • • • • • • • • • • • • Association of Consulting Engineers Australia Australian Building Codes Board Australian Steel Institute Cement Concrete and Aggregates Australia Concrete Masonry Association of Australia Department of Building and Housing (New Zealand) Engineers Australia Housing Industry Association Institution of Professional Engineers New Zealand James Cook University Master Builders Australia New Zealand Heavy Engineering Research Association Property Council of Australia Steel Reinforcement Institute of Australia Swinburne University of Technology Timber Development Association (NSW) University of Canterbury New Zealand University of Melbourne University of Newcastle Additional Interests: Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 • • • • • • • • • • • Australian Defence Force Academy Australia Earthquake Engineering Society Australian Seismological Centre Building Research Association of New Zealand Environmental Systems and Services Geoscience Australia Institute of Geological and Nuclear Science New Zealand National Society for Earthquake Engineering Primary Industries and Resources South Australia Seismology Research Centre, Australia University of Adelaide This Standard was issued in draft form for comment as DR 04303 Standards Australia wishes to acknowledge the participation of the expert 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periodically reviewed, and new editions are published Between editions, amendments may be issued Standards may also be withdrawn It is important that readers assure themselves they are using a current Standard, which should include any amendments that may have been published since the Standard was published Detailed information about Australian Standards, drafts, amendments and new projects can be found by visiting www.standards.org.au Standards Australia welcomes suggestions for improvements, and encourages readers to notify us immediately of any apparent inaccuracies or ambiguities Contact us via email at mail@standards.org.au, or write to Standards Australia, GPO Box 476, Sydney, NSW 2001 AS 1170.4—2007 Australian Standard® Structural design actions Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 Part 4: Earthquake actions in Australia Originated as AS 2121—1979 Revised and redesignated as AS 1170.4—1993 Second edition 2007 COPYRIGHT © Standards Australia All rights 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 Published by Standards Australia GPO Box 476, Sydney, NSW 2001, Australia ISBN 7337 8349 X AS 1170.4—2007 PREFACE This Standard was prepared by the Joint Standards Australia/Standards New Zealand Committee BD-006, General Design Requirements and Loading on Structures, to supersede AS 1170.4—1993, Minimum design loads on structures, Part 4: Earthquake loads After consultation with stakeholders in both countries, Standards Australia and Standards New Zealand decided to develop this Standard as an Australian Standard rather than an Australian/New Zealand Standard The objective of this Standard is to provide designers of structures with earthquake actions and general detailing requirements for use in the design of structures subject to earthquakes This Standard is Part of the 1170 series Structural design actions, which comprises the following parts, each of which has an accompanying Commentary* published as a Supplement: AS 1170 1170.4 Structural design actions Part 4: Earthquake actions (this Standard) AS/NZS 1170.0 1170.1 1170.2 1170.3 Part 0: Part 1: Part 2: Part 3: General principles Permanent, imposed and other actions Wind actions Snow and ice actions NZS 1170.5 Part 5: Earthquake actions—New Zealand Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 This edition differs from AS 1170.4—1993 as follows: (a) Importance factors have been replaced with the annual probability of exceedance, to enable design to be set by the use of a single performance parameter Values of hazard are determined using the return period factor determined from the annual probability of exceedance and the hazard factor for the site (b) Combinations of actions are now given in the BCA and AS/NZS 1170.0 (c) Clauses on domestic structures have been simplified and moved to an Appendix (d) Soil profile descriptors have been replaced with five (5) new site sub-soil classes (e) Site factors and the effect of sub-soil conditions have been replaced with spectral shape factors in the form of response spectra that vary depending on the fundamental natural period of the structure (f) The five (5) earthquake design categories have been simplified to three (3) new categories simply described as follows: (i) I—a minimum static check (ii) II—static analysis (iii) III—dynamic analysis (g) The option to allow no analysis or detailing for some structures has been removed (except for importance level structures) * The Commentary to this Standard, when published, will be AS 1170.4 Supp 1, Structural design actions— Earthquake actions—Commentary (Supplement to AS 1170.4—2007) AS 1170.4—2007 (h) All requirements for the earthquake design categories are collected together in a single section (Section 5), with reference to the Sections on static and dynamic analysis (i) The 50 m height limitation on ordinary moment-resisting frames has been removed but dynamic analysis is required above 50 m (j) Due to new site sub-soil spectra, adjustments were needed to simple design rules throughout the Standard The basic static and dynamic methods have not changed in this respect (k) The equation for base shear has been aligned with international methods (l) Structural response factor has been replaced by the combination of structural performance factor and structural ductility factor (1/R f to S p/μ) and values modified for some structure types (m) A new method has been introduced for the calculation of the fundamental natural period of the structure (n) The clause on torsion effects has been simplified (o) The clause on stability effects has been removed (p) The requirement to design some structures for vertical components of earthquake action has been removed (q) Scaling of results has been removed from the dynamic analysis (r) The Section on structural alterations has been removed (s) The clauses on parts and components have been simplified (t) The ‘informative’ Appendices have been removed Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 The Standard has been drafted to be applicable to the design of structures constructed of any material or combination thereof Designers will need to refer to the appropriate material Standard(s) for guidance on detailing requirements additional to those contained in this Standard This Standard is not equivalent to ISO 3010:2001, Basis for design of structures—Seismic actions on structures, but is based on equivalent principles ISO 3010 gives guidance on a general format and on detail for the drafting of national Standards on seismic actions The principles of ISO 3010 have been adopted, including some of the detail, with modifications for the low seismicity in Australia The most significant points are as follows*: (i) ISO 3010 is drafted as a guide for committees preparing Standards on seismic actions (ii) Method and notation for presenting the mapped earthquake hazard data has not been adopted (iii) Some notation and definitions have not been adopted (iv) Details of the equivalent static method have been aligned (v) Principles of the dynamic method have been aligned Particular acknowledgment should be given to those organizations listed as ‘additional interests’ for their contributions to the drafting 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 * When published, the Commentary to this Standard will include additional information on the relationship of this Standard to ISO 3010:2001 AS 1170.4—2007 Statements expressed in mandatory terms in notes to tables and figures are deemed to be an integral part of this Standard Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 Notes to the text contain information and guidance They are not an integral part of the Standard AS 1170.4—2007 CONTENTS Page SECTION SCOPE AND GENERAL 1.1 SCOPE 1.2 NORMATIVE REFERENCES 1.3 DEFINITIONS 1.4 NOTATION AND UNITS 1.5 LEVELS, WEIGHTS AND FORCES OF THE STRUCTURE 11 SECTION DESIGN PROCEDURE 2.1 GENERAL 15 2.2 DESIGN PROCEDURE 15 SECTION SITE HAZARD 3.1 ANNUAL PROBABILITY OF EXCEEDANCE (P) AND PROBABILITY FACTOR (kp) 18 3.2 HAZARD FACTOR (Z) 18 SECTION SITE SUB-SOIL CLASS 4.1 DETERMINATION OF SITE SUB-SOIL CLASS 27 4.2 CLASS DEFINITIONS 28 Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 SECTION EARTHQUAKE DESIGN 5.1 GENERAL 30 5.2 BASIC DESIGN PRINCIPLES 30 5.3 EARTHQUAKE DESIGN CATEGORY I (EDC I) 31 5.4 EARTHQUAKE DESIGN CATEGORY II (EDC II) 31 5.5 EARTHQUAKE DESIGN CATEGORY III (EDC III) 34 SECTION EQUIVALENT STATIC ANALYSIS 6.1 GENERAL 35 6.2 HORIZONTAL EQUIVALENT STATIC FORCES 35 6.3 VERTICAL DISTRIBUTION OF HORIZONTAL FORCES 36 6.4 SPECTRAL SHAPE FACTOR (Ch(T)) 37 6.5 DETERMINATION OF STRUCTURAL DUCTILITY (μ) AND STRUCTURAL PERFORMANCE FACTOR (Sp) 38 6.6 TORSIONAL EFFECTS 40 6.7 DRIFT DETERMINATION AND P-DELTA EFFECTS 40 SECTION DYNAMIC ANALYSIS 7.1 GENERAL 42 7.2 EARTHQUAKE ACTIONS 42 7.3 MATHEMATICAL MODEL 42 7.4 MODAL ANALYSIS 43 7.5 DRIFT DETERMINATION AND P-DELTA EFFECTS 43 SECTION DESIGN OF PARTS AND COMPONENTS 8.1 GENERAL REQUIREMENTS 44 8.2 METHOD USING DESIGN ACCELERATIONS 46 8.3 SIMPLE METHOD 46 APPENDIX A DOMESTIC STRUCTURES (HOUSING) 48 AS 1170.4—2007 STANDARDS AUSTRALIA Australian Standard Structural design actions Part 4: Earthquake actions in Australia SECT ION SCOPE AND GENERA L 1.1 SCOPE This Standard sets out procedures for determining earthquake actions and detailing requirements for structures and components to be used in the design of structures It also includes requirements for domestic structures Importance level structures are not required to be designed for earthquake actions Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 The following structures are outside the scope of this Standard: (a) High-risk structures (b) Bridges (c) Tanks containing liquids (d) Civil structures including dams and bunds (e) Offshore structures that are partly or fully immersed (f) Soil-retaining structures (g) Structures with first mode periods greater than s This Standard does not consider the effect on a structure of related earthquake phenomena such as settlement, slides, subsidence, liquefaction or faulting NOTES: For structures in New Zealand, see NZS 1170.5 For earth-retaining structures, see AS 4678 1.2 NORMATIVE REFERENCES The following referenced documents are indispensable to the application of this Standard AS 1684 Residential timber-framed construction (all parts) 1720 1720.1 Timber structures Part 1: Design methods 3600 Concrete structures 3700 Masonry structures 4100 Steel structures AS/NZS 1170 1170.0 1170.1 1170.3 Structural design actions Part 0: General principles Part 1: Permanent, imposed and other actions Part 3: Snow and ice actions © Standards Australia www.standards.org.au AS 1170.4—2007 1664 Aluminium structures (all parts) BCA Building Code of Australia NASH Standard Residential and low-rise steel framing, Part 1—2005, Design criteria 1.3 DEFINITIONS For the purpose of this Standard, the definitions given in AS/NZS 1170.0 and those below apply Where the definitions in this Standard differ from those given in AS/NZS 1170.0, for the purpose of this Standard, those below apply 1.3.1 Base, structural Level at which earthquake motions are considered to be imparted to the structure, or the level at which the structure as a dynamic vibrator is supported (see Figure 1.5(C)) 1.3.2 Bearing wall system Structural system in which loadbearing walls provide support for all or most of the vertical loads while shear walls or braced frames provide the horizontal earthquake resistance 1.3.3 Braced frame Two-dimensional structural system composed of an essentially vertical truss (or its equivalent) where the members are subject primarily to axial forces when resisting earthquake actions 1.3.4 Braced frame, concentric Braced frame in which bracing members are connected at the column-beam joints (see Table 6.2) 1.3.5 Braced frame, eccentric Braced frame where at least one end of each brace intersects a beam at a location away from the column-beam joint (see Table 6.2) Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 1.3.6 Connection Mechanical means that provide a load path for actions between structural elements, nonstructural elements and structural and non-structural elements 1.3.7 Diaphragm Structural system (usually horizontal) that acts to transmit earthquake actions to the seismic-force-resisting system 1.3.8 Domestic structure Single dwelling or one or more attached dwellings (single occupancy units) complying with Class 1a or 1b as defined in the Building Code of Australia 1.3.9 Ductility (of a structure) Ability of a structure to sustain its load-carrying capacity and dissipate energy when responding to cyclic displacements in the inelastic range during an earthquake 1.3.10 Earthquake actions Inertia-induced actions arising from the response to earthquake of the structure 1.3.11 Moment-resisting frame Essentially complete space frame that supports the vertical and horizontal actions by both flexural and axial resistance of its members and connections www.standards.org.au © Standards Australia AS 1170.4—2007 1.3.12 Moment-resisting frame, intermediate Concrete or steel moment-resisting frame designed and detailed to achieve moderate structural ductility (see Table 6.2) 1.3.13 Moment-resisting frame, ordinary Moment-resisting frame with no particular earthquake detailing, specified in the relevant material standard (see Table 6.2) 1.3.14 Moment-resisting frame, special Concrete or steel moment-resisting frame designed and detailed to achieve high structural ductility and where plastic deformation is planned under ultimate actions (see Table 6.2) 1.3.15 Partition Permanent or relocatable internal dividing wall between floor spaces 1.3.16 Parts and components Elements that are— (a) attached to and supported by the structure but are not part of the seismic-forceresisting system; or (b) elements of the seismic-force-resisting system, which can be loaded by an earthquake in a direction not usually considered in the design of that element 1.3.17 P-delta effect Additional induced structural forces that develop as a consequence of the gravity loads being displaced horizontally 1.3.18 Seismic-force-resisting system Part of the structural system that provides resistance to the earthquake forces and effects 1.3.19 Shear wall Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 Wall (either loadbearing or non-loadbearing) designed to resist horizontal earthquake forces acting in the plane of the wall 1.3.20 Space frame A three-dimensional structural system composed of interconnected members (other than loadbearing walls) that is capable of supporting vertical loads, which may also provide horizontal resistance to earthquake forces 1.3.21 Storey Space between levels including the space between the structural base and the level above NOTE: Storey i is the storey below the ith level 1.3.22 Structural performance factor (S p) Numerical assessment of the additional ability of the total building (structure and other parts) to survive earthquake motion 1.3.23 Structural ductility factor (µ) Numerical assessment of the ability of a structure to sustain cyclic displacements in the inelastic range Its value depends upon the structural form, the ductility of the materials and structural damping characteristics 1.3.24 Top (of a structure) Level of the uppermost principal seismic weight (see Clause 1.5) © Standards Australia www.standards.org.au 41 AS 1170.4—2007 6.7.3 P-delta effects 6.7.3.1 Stability coefficient For the inter-storey stability coefficient (θ) calculated for each level, design for P-delta effects shall be as follows: (a) For θ ≤ 0.1, P-delta effects need not be considered (b) For θ > 0.2, the structure is potentially unstable and shall be re-designed (c) For 0.1 < θ ≤ 0.2, P-delta effects shall be calculated as given in Clause 6.7.3.2, θ = d st ⎛ W j / ⎜ hsi μ ⎜ j=i ⎝ n ∑ ⎞ n ∑ F ⎟⎟ j= i j ⎠ 6.7(2) where i = level of the structure under consideration h si = inter-storey height of level i, measured from centre-line to centre-line of the floors 6.7.3.2 Calculating P-delta effects Values of the horizontal earthquake shear forces and moments, the resulting member forces and moments, and the storey drifts that include the P-delta effects shall be determined by— scaling the equivalent static forces and deflections by the factor (0.9/(1 – θ)), which is greater than or equal to 1; or (b) using a second-order analysis Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 (a) www.standards.org.au © Standards Australia AS 1170.4—2007 42 SECT ION DYNAM I C ANA L YS I S 7.1 GENERAL Dynamic analysis, when used, shall be carried out in accordance with this Section The analysis shall be based on an appropriate ground-motion representation in accordance with Clause 7.2 The mathematical model used shall be in accordance with Clause 7.3 The analysis procedure may be either a modal-response-spectrum analysis in accordance with Clause 7.4 or a time-history analysis in accordance with Clause 7.2(c) Drift and P-delta effects shall be determined in accordance with Clause 7.5 7.2 EARTHQUAKE ACTIONS The earthquake ground motion shall be accounted for by using one of the following: (a) Horizontal design response spectrum (Cd(T)), including the site hazard spectrum and the effects of the structural response as follows: C d(T) = C(T)S p/μ = k pZC h (T)Sp/μ 7.2(1) 7.2(2) where values are as given in Section 6, except that— Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 T = period of vibration appropriate to the mode of vibration of the structure being considered (b) Site-specific design response spectra developed for the specific site, which shall be based on analyses that consider the soil profile and apply a bedrock ground motion compatible with the rock spectra given in Clause 6.4 (c) Ground-motion time histories chosen for the specific site, which shall be representative of actual earthquake motions Response spectra from these time histories, either individually or in combination, shall approximate the site design spectrum conforming to Item (a) or (b) A dynamic analysis of a structure by the time-history method involves calculating the response of a structure at each increment of time when the base is subjected to a specific ground-motion time-history The analysis should be based on well-established principles of mechanics using groundmotion records compatible with the site-specific design response spectra Where design includes consideration of vertical earthquake actions, both upwards and downwards directions shall be considered and the vertical design response spectrum shall be as follows: C vd (T) = C v (T v )S p 7.2(3) = 0.5C(T v )S p = 0.5k pZC h (T v )S p where C v (T v ) = elastic site hazard spectrum for vertical loading for the vertical period of vibration 7.3 MATHEMATICAL MODEL A mathematical model of the physical structure shall represent the spatial distribution of the mass and stiffness of the structure to an extent that is adequate for the calculation of the significant features of its dynamic response © Standards Australia www.standards.org.au 43 AS 1170.4—2007 7.4 MODAL ANALYSIS 7.4.1 General A dynamic analysis of a structure by the modal response spectrum method shall use the peak response of all modes having a significant contribution to the total structural response as specified in Clause 7.4.2 Peak modal responses shall be calculated using the ordinates of the appropriate response spectrum curve specified in Clause 7.2(a) or 7.2(b) that corresponds to the modal periods Maximum modal contributions shall be combined in accordance with Clause 7.4.3 7.4.2 Number of modes In two-dimensional analysis, sufficient modes shall be included in the analysis to ensure that at least 90% of the mass of the structure is participating for the direction under consideration In three-dimensional analysis, where structures are modelled so that modes that are not those of the seismic-force-resisting system are considered, then all modes not part of the seismic-force-resisting system shall be ignored Further, all modes with periods less than 5% of the fundamental natural period of the structure ( 0.05W c 8.3 where Ic , a c, R c, W c are as given in Clause 8.2; and kp = probability factor (see Section 3) Z = hazard factor (see Section 3) © Standards Australia www.standards.org.au 47 ax AS 1170.4—2007 = height amplification factor at height h x at which the component is attached, given as follows: = (1 + kch x ) k c = 2/h n for h n ≥ 12 m = 0.17 for h n < 12 m h x = height at which the component is attached above the structural base of the structure, in metres Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 h n = total height of the structure above the structural base, in metres www.standards.org.au © Standards Australia AS 1170.4—2007 48 APPENDIX A DOMESTIC STRUCTURES (HOUSING) (Normative) A1 GENERAL For the purposes of this Appendix, a domestic structure (housing) is a single dwelling or one or more attached dwellings complying with Class 1a or 1b, as defined in the Building Code of Australia (as shown in Figure A1) Domestic structures (housing) exceeding 8.5 m in height (see Figure A1), shall be designed in accordance with Section for Importance Level structures, using the annual probability of exceedance specified for housing TABLE A1 Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 DESIGN OF DOMESTIC STRUCTURES OF HEIGHT LESS THAN OR EQUAL TO 8.5 METRES Hazard at the kpZ Provision for lateral resistance ≤0.11 Housing designed and detailed for lateral wind forces in accordance with AS 1684, AS 3600, AS 3700, AS 4100, AS/NZS 1664, AS 1720.1 or NASH Standard Part 1—2005 >0.11 Housing designed and detailed for lateral wind forces in accordance with AS 1684, AS 3600, AS 3700, AS 4100, AS/NZS 1664, AS 1720.1 or NASH Standard Part 1—2005 Material type Specific deemed to satisfy limits Design required As per the relevant Standard As per the relevant Standard No specific earthquake design required Adobe, pressed earth bricks, rammed earth or other earth-wall material not in accordance with AS 3700 None provided Use Paragraph A2 or design as for importance level (see Section 2) Other materials ∗ None provided Use Paragraph A2 or design as for importance level (see Section 2) As per the relevant Standard As per the relevant Standard Use Paragraph A2 or design as for importance level (see Section 2) ∗ This includes any other materials that are not covered by accepted design Standards such as random stone masonry or hay bale construction A2 DESIGN AND DETAILING Domestic structures required to be designed in accordance with this Paragraph shall comply with the following requirements: (a) Where the racking forces calculated in this item are greater than those calculated for wind action, lateral bracing shall be provided in both orthogonal directions, distributed into at least two walls in each orthogonal direction with a maximum spacing between walls of m to resist the following forces: © Standards Australia www.standards.org.au 49 (i) For masonry veneer, reinforced masonry, timber, steel and concrete structures— F r = 1.4 k p Z W (ii) AS 1170.4—2007 A2(1) For unreinforced masonry and other structures— F r = 2.3 k p Z W A2(2) where Fr = horizontal design racking earthquake force applied in each orthogonal direction on the part or component, in kilonewtons W = sum of the seismic weight of the building (G + 0.3Q) at the level where bracing is to be determined and above this level (see Figure 1.5(A)) kp = probability factor appropriate for the limit state under consideration Z = earthquake hazard factor, which is equivalent to an acceleration coefficient with an annual probability of exceedance of 1/500 (i.e., a 10% probability of exceedance in 50 years) (b) Walls shall be tied to other walls that they abut and shall be anchored to the roof and all floors that provide horizontal in-plane and perpendicular to the plane of the wall support for the wall, with an anchorage capable of resisting 0.5 kN/m Walls shall be checked for stability under out-of-plane lateral loads of Z times the weight of the wall (c) Non-ductile components, such as unreinforced masonry gable ends, chimneys and parapets shall be restrained to resist a minimum force of 0.1W c , where W c is the weight of the component Masonry veneer walls tied to framing in accordance with AS 3700 are deemed to comply with this Item (c) Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 NOTE: See AS 3700 for detailing requirements for masonry structures FIGURE A1 SECTION GEOMETRY www.standards.org.au © Standards Australia AS 1170.4—2007 50 BIBLIOGRAPHY Earth retaining structures NZS 1170 1170.5 Structural design actions Part 5: Earthquake actions—New Zealand Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 AS 4678 © Standards Australia www.standards.org.au Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 51 NOTES AS 1170.4—2007 Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 AS 1170.4—2007 52 NOTES Standards Australia Standards Australia develops Australian Standards® and other documents of public benefit and national interest These Standards are developed through an open process of consultation and consensus, in which all interested parties are invited to participate Through a Memorandum of Understanding with the Commonwealth Government, Standards Australia is recognized as Australia’s peak non-government national standards body Standards Australia also supports excellence in design and innovation through the Australian Design Awards For further information visit www.standards.org.au Australian Standards® Committees of experts from industry, governments, consumers and other relevant sectors prepare Australian Standards The requirements or recommendations contained in published Standards are a consensus of the views of representative interests and also take account of comments received from other sources They reflect the latest scientific and industry experience Australian Standards are kept under continuous review after publication and are updated regularly to take account of changing technology International Involvement Standards Australia is responsible for ensuring the Australian viewpoint is considered in the formulation of International Standards and that the latest international experience is incorporated in national Standards This role is vital in assisting local industry to compete in international markets Standards Australia represents Australia at both the International Organization for Standardization (ISO) and the International Electrotechnical Commission (IEC) Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 Sales and Distribution Australian Standards®, Handbooks and other documents developed by Standards Australia are printed and distributed under license by SAI Global Limited Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 For information regarding the development of Standards contact: Standards Australia Limited GPO Box 476 Sydney NSW 2001 Phone: 02 9237 6000 Fax: 02 9237 6010 Email: mail@standards.org.au Internet: www.standards.org.au For information regarding the sale and distribution of Standards contact: SAI Global Limited Phone: 13 12 42 Fax: 1300 65 49 49 Email: sales@sai-global.com ISBN 7337 8349 X Accessed by SWINBURNE UNIVERSITY OF TECHNOLOGY on 19 Nov 2007 This page has been left intentionally blank ... Nov 2007 AS 1170. 4 2007 26 www.standards.org.au 27 SECT ION S ITE AS 1170. 4 2007 SU B- SO I L C L ASS 4. 1 DETERMINATION OF SITE SUB-SOIL CLASS 4. 1.1 General The site shall be assessed and assigned... accompanying Commentary* published as a Supplement: AS 1170 1170 .4 Structural design actions Part 4: Earthquake actions (this Standard) AS/ NZS 1170. 0 1170. 1 1170. 2 1170. 3 Part 0: Part 1: Part 2:... AS 16 84 Residential timber-framed construction (all parts) 1720 1720.1 Timber structures Part 1: Design methods 3600 Concrete structures 3700 Masonry structures 41 00 Steel structures AS/ NZS 1170