1、BS ISO 11031:2016 Cranes Principles for seismically resistant design BSI Standards Publication WB11885_BSI_StandardCovs_2013_AW.indd 1 15/05/2013 15:06BS ISO 11031:2016 BRITISH STANDARD National foreword This British Standard is the UK implementation of ISO 11031:2016. The UK participation in its pr
2、eparation was entrusted to Technical Committee MHE/3/1, Crane design. A list of organizations represented on this committee can be obtained on request to its secretary. This publication does not purport to include all the necessary provisions of a contract. Users are responsible for its correct appl
3、ication. The British Standards Institution 2016. Published by BSI Standards Limited 2016 ISBN 978 0 580 80362 8 ICS 53.020.20 Compliance with a British Standard cannot confer immunity from legal obligations. This British Standard was published under the authority of the Standards Policy and Strategy
4、 Committee on 31 July 2016. Amendments issued since publication Date Text affectedBS ISO 11031:2016 ISO 2016 Cranes Principles for seismically resistant design Appareils de levage charge suspendue Principes pour une conception rsistante la sismicit INTERNATIONAL STANDARD ISO 11031 First edition 2016
5、-08-01 Reference number ISO 11031:2016(E)BS ISO 11031:2016ISO 11031:2016(E)ii ISO 2016 All rights reserved COPYRIGHT PROTECTED DOCUMENT ISO 2016, Published in Switzerland All rights reserved. Unless otherwise specified, no part of this publication may be reproduced or utilized otherwise in any form
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7、 8 CP 401 CH-1214 Vernier, Geneva, Switzerland Tel. +41 22 749 01 11 Fax +41 22 749 09 47 copyrightiso.org www.iso.orgBS ISO 11031:2016ISO 11031:2016(E)Foreword iv Introduction v 1 Scope . 1 2 Normative references 1 3 Symbols 1 4 Seismic design methods 2 5 S eismic design b y Modified S eismic C oef
8、ficient Method 3 5.1 General . 3 5.2 Calculation of horizontal seismic design coefficient, K H3 5.2.1 General 3 5.2.2 Determination of normalized basic acceleration, A bg. 3 5.2.3 Determination of subsoil amplification factor, 24 5.2.4 Determination of acceleration response factor, 35 5.3 Calculatio
9、n of vertical seismic design coefficient, K V. 8 5.4 Calculation of seismic design loads . 8 5.4.1 Calculation of seismic accelerations . 8 5.4.2 Calculation of seismic forces 9 6 Seismic design based on Maximum Response Spectrum Method .9 6.1 General . 9 6.2 Calculation procedure for total seismic
10、response (TSR) .10 7 Combinations of seismic and non-seismic effects 11 7.1 General 11 7.2 Proof of static strength: load combinations in accordance with ISO 8686-1 .11 7.3 Proof of static strength: load combination according to SRSS Method .12 7.4 Proof of global stability .12 7.5 Proof of competen
11、ce for crane structures 13 Annex A (informative) Flow chart of seismic design .14 Annex B (informative) Design accelerations and seismic zones 15 Annex C (informative) Information about Maximum Response Method .32 Annex D (informative) Time History Response Method and a comparison of different seism
12、ic methods available 35 Annex E (informative) Relation between basic acceleration, Mercalli and Richter scales38 Annex F (informative) Vertical seismic intensity .39 Bibliography .40 ISO 2016 All rights reserved iii Contents PageBS ISO 11031:2016ISO 11031:2016(E) Foreword ISO (the International Orga
13、nization for Standardization) is a worldwide federation of national standards bodies (ISO member bodies). The work of preparing International Standards is normally carried out through ISO technical committees. Each member body interested in a subject for which a technical committee has been establis
14、hed has the right to be represented on that committee. International organizations, governmental and non-governmental, in liaison with ISO, also take part in the work. ISO collaborates closely with the International Electrotechnical Commission (IEC) on all matters of electrotechnical standardization
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19、ittee responsible for this document is ISO/TC 96, Cranes, Subcommittee SC 10, Design principles and requirements.iv ISO 2016 All rights reservedBS ISO 11031:2016ISO 11031:2016(E) Introduction An economically acceptable protection against the effects of earthquake is usually based on two design limit
20、 states which specify the required crane response to a moderate and a severe earthquake and which are expressed in terms of serviceability and ultimate limit states. Serviceability limit state (SLS) imposes that the crane should withstand moderate earthquake ground motions which may occur at the sit
21、e during its service life. The resulting stresses would remain within the accepted limits. Ultimate limit state (ULS) imposes that the crane structure should not collapse nor experience similar forms of structural failure due to severe earthquake ground motions, the suspended load, or any part of th
22、e crane should not fall and the safety of the public, operators and workers should be safe guarded. The crane is not expected to remain operational after the earthquake. However, in the case of a failure in the main load path, it is still possible to lower the load to the ground after the earthquake
23、. ISO 2016 All rights reserved vBS ISO 11031:2016BS ISO 11031:2016Cranes Principles for seismically resistant design 1 Scope This International Standard establishes general methods for calculating seismic loads to be used as defined in the ISO 8686 series and for proof of competence as defined in IS
24、O 20332, for the structure and mechanical components of cranes as defined in ISO 4306. This International Standard evaluates dynamic response behaviour of a crane subjected to seismic excitation as a function of the dynamic characteristics of the crane and of its supporting structure. The evaluation
25、 takes into account dynamic effects both of regional seismic conditions and of the local conditions on the surface of the ground at the crane location. The operational conditions of the crane and the risks resulting from seismic damage to the crane are also taken into account. This International Sta
26、ndard is restricted to the serviceability limit state (SLS), maintaining stresses within the elastic range in accordance with ISO 20332. The present edition does not extend to proofs of competence which include plastic deformations. When these are permitted by agreement between crane supplier and cu
27、stomer, other standards or relevant literature taking them into account can be used. 2 Normative references The following documents, in whole or in part, are normatively referenced in this document and are indispensable for its application. For dated references, only the edition cited applies. For u
28、ndated references, the latest edition of the referenced document (including any amendments) applies. ISO 4306 (all parts), Lifting appliances Vocabulary ISO 8686 (all parts), Cranes Design principles for loads and load combinations ISO 20332, Cranes Proof of competence of steel structures 3 Symbols
29、The main symbols used in this International Standard are given in Table 1. Table 1 Main symbols Symbol Description K H Horizontal seismic design coefficient K V Vertical seismic design coefficient A bg Normalized basic acceleration A sg Normalized acceleration at ground surface f con Conversion fact
30、or f rec Recurrence factor 2 Subsoil amplification factor 3 Acceleration response factor INTERNATIONAL ST ANDARD ISO 11031:2016(E) ISO 2016 All rights reserved 1BS ISO 11031:2016ISO 11031:2016(E) Symbol Description 3 *Basic acceleration response factor; 3of the crane whose damping ratio is 0,025 and
31、 given by Figure 2 n Risk factor Damping correction factor Response amplification factor Damping ratio c Vertical influence factor F H Horizontal seismic design force F V Vertical seismic design force F RH , F RV Seismic forces (horizontal and vertical) on suspended load 4 Seismic design methods The
32、re are three main methods of seismic response analysis used in seismic design: Modified Seismic Coefficient Method; Maximum Response Spectrum Method; Time History Response Method. In the Modified Seismic Coefficient Method, the applied quasi-static seismic forces are calculated as a product of seism
33、ic coefficients and crane weights. The evaluation of seismic coefficients takes into account crane location, its seismic characteristics, basic dynamic characteristics of the crane, i.e. natural frequency or period and damping characteristics, in three principal orthogonal directions of the crane (o
34、ne vertical and two horizontal). The method is the basis of this International Standard on account of its simplicity (see Clause 5) and its procedure is executed as part of the design iterative process indicated in the flow chart in Annex A. The Maximum Response Spectrum Method (see Clause 6) is an
35、alternative method of seismic response analysis used where: more accurate seismic response of the crane is required than that produced by the Modified Seismic Coefficient Method; demand on significant computational resources is economically acceptable. Its application is limited only to linear syste
36、ms and to system where nonlinearities if present can be neglected. In the Maximum Response Spectrum Method, natural frequencies or periods and associated mode shapes of the crane are calculated first. Seismic forces and the crane response are then calculated for the selected vibration modes of the c
37、rane structure, using the maximum response accelerations (selected from the maximum response spectra which again take into account seismic characteristics at crane location and the damping characteristics of crane structure) together with the calculated mode shapes, frequencies and mass distribution
38、 of the crane. The Time History Response Method is the third method of seismic response analysis available. It is employed when: only an accurate seismic response of crane is acceptable (see Annex D); nonlinearities (due to material behaviour, such as plastic deformations and stresses or dynamic beh
39、aviour nonlinearities, such as gaps, friction, wheels lifting off the rails, or slack in ropes, etc.), if present, need to be taken into account;Table 1 (continued) 2 ISO 2016 All rights reservedBS ISO 11031:2016ISO 11031:2016(E) the associated cost of high computational requirements is acceptable.
40、In the Time History Method, the seismic response is evaluated by using numerical step-by-step integration in time to solve the formula of motions for crane structure and ground excitation under consideration, selected to represent seismic condition at crane site. 5 S eismic design b y Modified S eis
41、mic C oefficient Method 5.1 General In this method, seismic forces and accelerations acting on the crane are calculated using horizontal and vertical seismic coefficients, K Hand K V . For cranes with an enhanced risk, the risk coefficient, n , with a value greater than unity shall be applied, in ac
42、cordance with Clause 7. 5.2 Calculation of hori zontal seismic design c oefficient , K H 5.2.1 General The horizontal seismic design coefficient, K H , shall be calculated as follows: (1) whereA bg is the normalized basic acceleration (see 5.2.2);A sg is the normalized surface ground acceleration 2
43、is the subsoil amplification factor (see 5.2.3); 3 is the acceleration response factor (see 5.2.4); f con is the conversion factor f con= 0,16 for a return period of 475 years (see 5.2.2) converted to 72 years appropriate for serviceability limit state (SLS) of a seismically resistant crane. The dir
44、ection of the normalized accelerations, A bgand A sg , are considered to be arbitrary unless seismological considerations dictate otherwise. When the direction is arbitrary, it shall be applied to produce the maximum effect. 5.2.2 Determination of normalized basic acceleration, A bg Normalized basic
45、 acceleration, A bg , is calculated from the Formula (2): / (2) where ISO 2016 All rights reserved 3BS ISO 11031:2016ISO 11031:2016(E)a g is the maximum horizontal basic acceleration, in m/s 2(see Annex B);g is the gravity acceleration, in m/s 2 ;f rec is a factor depending on the recurrence interva
46、l R; for crane design in general a design earth- quake, which may recur once in intervals of 100 years to 475 years (R = 100 to R = 475) may be selected:f rec= 1,0 for R = 475; this is the default value,f rec= 0,5 for R = 100; used only for cranes intended for temporary use at different sites. See A
47、nnex B for suggested values of A bgand A sg , for different countries, taking into account regional seismic damage experiences and regional seismicity. In B.1, the accelerations, A bgand A sg , are based on the return period of 475 years ( f rec= 1,0). NOTE 475 years is the most accepted return peri
48、od used within the seismic data available. 5.2.3 Det ermination of subsoil amplification fact or , 2 The subsoil amplification factor expresses the influence of the soil surface on the intensity and the frequencies of the seismic excitation. The principle of this influence is illustrated in Figure 1
49、. 4 Key 1 seismic effects on the surface (recorded seismograms), represented by A sgin this International Standard 2 rock 3 soft to medium stiff ground 4 stiff ground 5 normalized basic accelerations A bg(related to seismic bedrock) F i g u r e 1 I l l u s t r a t i o n o f t h e s u b s o i l a m p l i f i c a t i o n f a c t o r ( 2 ) In Table 2, subsoil categories are classified as a function of v s,30 , the average shear-v
