1、N289.3-10Design procedures for seismic qualification of nuclear powerplantsLegal Notice for StandardsCanadian Standards Association (CSA) standards are developed through a consensus standards development process approved by the Standards Council of Canada. This process brings together volunteers rep
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17、 of the contents hereof, and if you do make such copies, you are required to destroy them immediately. Use of this document constitutes your acceptance of the terms and conditions of this Legal Notice.Update No. 1N289.3-10August 2012Note: For information about the Standards Update Service, go to sho
18、p.csa.ca or e-mail techsupportcsagroup.org.Title: Design procedures for seismic qualification of nuclear power plants originally published May 2010The following revisions have been formally approved and are marked by the symbol delta () in the margin on the attached replacement pages:Revised Clause
19、4.3.2.2.3New NoneDeleted None Update your copy by inserting these revised pages.Keep the pages you remove for reference. 2012 CSA Group Design procedures for seismic qualification of nuclear power plantsAugust 20124.2 Minimum design ground response spectraThe minimum design horizontal response spect
20、ra used in the design of new nuclear power plant SSCs shall be (a) the standard-shape ground response spectrum anchored to a peak ground acceleration of 0.1 g on rock (see Clause 4.3.2 and Figure 1); and(b) modified to take into account the site-specific geological conditions.4.3 Ground response spe
21、ctra4.3.1 GeneralThe design ground response spectra are the principal means of defining the seismic design ground motion for engineered SSCs. Ground response spectra for use in design shall be defined at the finished grade elevation of the nuclear power plant or at the foundation elevation of major
22、nuclear structures. Free-field ground surface ground response spectra may also be defined for locations remote from the influence of adjacent structures.Response spectra specified for a reference ground condition (e.g., the design basis ground response spectrum) shall be modified by considering the
23、effects of any intervening rock and soil, so as to produce site-specific spectra at the free-field finished grade or the foundation elevation for use and design. If there is softer rock or overburden above hard rock at the site, a site-specific spectrum shall be defined by propagating hard rock grou
24、nd motion through the intervening rock and soil column to the ground surface.4.3.2 Standard-shape ground response spectra4.3.2.1 GeneralEngineering design of many existing and proposed nuclear power plants is based on standard-shape ground response spectra. The standard-shape ground response spectra
25、 (see Clause 4.3.2.2) may be derived from enveloping of response spectra from earthquakes that are representative of seismic hazard and that have significant energy content corresponding to the dominant frequency range of nuclear power plant SSCs. The standard-shape is anchored to a specified value
26、of an index parameter, typically peak ground acceleration and/or velocity.Plant designs based on standard-shape ground response spectra have been demonstrated to have adequate capacity over the entire frequency range, if an appropriate level of ground motion is used to scale the spectra for the site
27、 seismic hazard. Standard-shape ground response spectra, specified for a bounding value of seismic hazard, can be used in generic nuclear power plant designs to satisfy a range of site and foundation conditions. The development of the standard-shape ground response spectra is described in Clause 4.3
28、.2.2.Notes: (1) The standard-shape response spectrum referred to in this Standard was developed using California earthquakes that were predominantly of magnitude 6 to 7, recorded on soil and soft rock sites at distances from 10 to 50 km (Newmark and Hall, 1978) normalized to 90th percentile velocity
29、.(2) In low seismicity areas, the uniform hazard spectra tend to predict higher ground motions at higher frequencies and lower ground motions at lower frequencies in comparison to the standard-shape ground response spectra, particularly for hard rock site conditions.(3) For plants built in eastern N
30、orth America or a similar seismic region, if the standard-shape ground response spectra do not reflect the expected high frequency content of the seismic ground motions, additional evaluation should be performed to ensure that high frequency-sensitive SSCs can perform their prescribed safety functio
31、ns.4.3.2.2 Determination of standard-shape ground response spectra4.3.2.2.1 The standard-shape ground response spectra may be developed by use of appropriate peak ground motion parameters from CSA N289.2 in conjunction with amplification factors. The amplification factors are representative of the a
32、mplified response of single-degree-of-freedom (SDOF) systems to the 9(Replaces p. 9, May 2010)N289.3-10 2012 CSA GroupAugust 2012normalized ground motion parameters resulting from a statistical analysis of appropriate strong ground motion records. The standard-shape is anchored to a specified value
33、of an index parameter, typically peak ground acceleration and/or velocity.The amplification factor shall be obtained from Clause 4.3.2.2.2, 4.3.2.2.3, or 4.3.2.2.4.4.3.2.2.2 The amplification factors specified in Table 1 shall be used to develop standard-shape ground response spectra based on normal
34、ized peak ground motion parameters. The sets of amplification factors defined in Table 1 correspond to three frequency ranges. These factors are referenced to the three seismic ground motion parameters of peak displacement, peak velocity, and peak acceleration, and are used to provide constant ampli
35、fication of ground displacement in the low frequency range, constant amplification of ground velocity in the intermediate frequency range, and constant amplification of ground acceleration in the high frequency range. Typical standard-shape ground response spectra for rock sites normalized to peak g
36、round motion parameters of 0.1 g acceleration, 71 mm/s velocity, and 30.5 mm displacement are illustrated in Figure 1.4.3.2.2.3 The following method shall be used to develop the standard-shape ground response spectra:(a) The spectral responses of acceleration, A, velocity, V, and displacement, D, ar
37、e determined by multiplying the site design ground motion parameters of peak acceleration, peak velocity, and peak displacement by their amplification factors (Table 1), corresponding to the appropriate damping value. The amplification factors for intermediate damping values are obtained by appropri
38、ate interpolation.(b) The constant velocity value extends from the lower bound frequency (FL ) to the upper bound frequency (Fu), which are determined as shown in Equations (4-1) and (4-2), respectively.(4-1)(4-2)whereFL = lower bound frequency, HzV = constant spectral velocity, mm/sD = constant spe
39、ctral displacement, mmFu= upper bound frequency, HzA = constant spectral acceleration, mm/s2(c) The constant displacement value extends from FLto 0.08 Hz, at which point the displacement value varies as a linear function in the log-log scale to the ground displacement value at 0.02 Hz.(d) The consta
40、nt acceleration value extends from Futo 7 Hz, at which point the acceleration varies as a linear function in the log-log scale to the ground acceleration at 33 Hz.Note: A plot of the absolute spectral acceleration ordinates on tripartite logarithmic paper enables relative spectral velocity and relat
41、ive spectral displacement ordinates to be read directly from the plot, since the log graph paper is arranged such that the relationships expressed by Equation (4-3) are achieved, where:(4-3)whereSa= absolute spectral acceleration for an oscillator, mm/s2Sv= relative spectral velocity for an oscillat
42、or, mm/sSd= relative spectral displacement for an oscillator, mm = oscillator circular frequency in radians per second =2 fwheref = oscillator frequency, HzFVDL=2pFAVu=2pSS Sav d=ww2(Replaces p. 10, May 2010)10CSA Standards Update ServiceN289.3-10May 2010Title: Design procedures for seismic qualific
43、ation of nuclear power plantsPagination: 59 pages (x preliminary and 49 text), each dated May 2010To register for e-mail notification about any updates to this publicationgo to www.ShopCSA.caclick on E-mail Services under MY ACCOUNTclick on CSA Standards Update ServiceThe List ID that you will need
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45、not-for-profit private sector organization5060 Spectrum Way, Suite 100, Mississauga, Ontario, Canada L4W 5N61-800-463-6727 416-747-4044Visit our Online Store at www.ShopCSA.caN289.3-10Design procedures for seismic qualification of nuclear powerplantsCSA Standard100%ISBN 978-1-55491-393-0Technical Ed
46、itor: Mervah Chawla Canadian Standards Association 2010All rights reserved. No part of this publication may be reproduced in any form whatsoever without the prior permission of the publisher.To purchase CSA Standards and related publications, visit CSAs Online Store at www.ShopCSA.ca or call toll-fr
47、ee 1-800-463-6727 or 416-747-4044.The Canadian Standards Association (CSA) prints its publications on Rolland Enviro100, which contains 100% recycled post-consumer fibre, is EcoLogo and Processed Chlorine Free certified, and was manufactured using biogas energy.May 2010 iiiContents Canadian Standard
48、s Association Design procedures for seismic qualification of nuclear power plantsTechnical Committee on Seismic Design viSubcommittee on Design Procedures for Seismic Qualification of Nuclear Power Plants viiiPreface ix1Scope 12 Reference publications 13 Definitions and abbreviations 43.1 Definition
49、s 43.2 Abbreviations 74 Application of seismic ground motion to engineering design 84.1 General 84.1.1 Design intent 84.1.2 Design ground motion 84.1.3 Determination of design seismic ground motion 84.1.4 Annual probabilities and confidence levels 84.2 Minimum design ground response spectra 94.3 Ground response spectra 94.3.1 General 94.3.2 Standard-shape ground response spectra 94.3.3 Directions of ground response spectra 114.3.4 Developing site-specific ground response spectra based on time-history records 114.3.5 Acceptance criteria for design ground response sp
