Regulatory Guide 1.60: Difference between revisions

From kanterella
Jump to navigation Jump to search
(Created page by program invented by StriderTol)
(StriderTol Bot change)
 
(2 intermediate revisions by the same user not shown)
Line 1: Line 1:
{{Adams
{{Adams
| number = ML13350A358
| number = ML003740207
| issue date = 10/31/1973
| issue date = 12/31/1973
| title = Design Response Spectra for Seismic Design of Nuclear Power Plants
| title = Design Response Spectra for Seismic Design of Nuclear Power Plants
| author name =  
| author name =  
| author affiliation = US Atomic Energy Commission (AEC)
| author affiliation = NRC/RES
| addressee name =  
| addressee name =  
| addressee affiliation =  
| addressee affiliation =  
Line 10: Line 10:
| license number =  
| license number =  
| contact person =  
| contact person =  
| document report number = RG-1.060
| document report number = RG-1.60, Rev 1
| document type = Regulatory Guide
| document type = Regulatory Guide
| page count = 6
| page count = 7
}}
}}
{{#Wiki_filter:t*lAGy.
{{#Wiki_filter:Revssion I
December 1973 U.S. ATOMIC ENERGY COMMISSION
REGULATORY
DIRECTORATE OF REGULATORY STANDARDS
REGULATORY GUIDE 1.60
DESIGN RESPONSE SPECTRA FOR SEISMIC DESIGN
OF NUCLEAR POWER PLANTS


C0
==A. INTRODUCTION==
                            \oU.S.               ATOMIC ENERGY. COMMISSION:_.;:::
Criterion 2, "Design Bases for Protection Against Natural Phenomena t' of Appendix A. "General Design Criteria for Nuclear Power Plants," to 10 CFR Part 50.
                                                                                                                                                          Ociober 1973
 
                ; ', rs              : DIRECTORATE OF REGULATO RY STANDARDS
"Uicensing of Production and Utilization Facilities:"
                                                                                                                                              WIDE
requires, in part, that nuclear power plant structures, systems, and components important to safety be designed to withstand the effects of earthquakes.
                                                                        REGULATORY GUIDE 1.60
 
                                              DESIGN RESPONSE.SPECTRA FOR SEISMIC.DESIGN
Proptsed Appendix A, "Seismic and Geologic Siting Criteria." to 10 CFR Part 100, "Reactor Site Criteria,"
                                                                  OF NUCLEAR POWER PLANTS
would require, in part, that the Safe Shutdown Eartlhquake (SSE) be defined by response spectra co, responding to the expected maximum ground aiccelcrations.
                SA..
 
This guide describes a
procedure acceptable to the AEC Regulatory staff for defining response spectra for the seismic design of nuclear power plants. The Adviory Committee on Reactor Safeguards has been consulted concerning this guide and has concurred in the regulatory position.
 
==B. DISCUSSION==
In order to approximate the intensity and thereby estimate the maximum ground acceleration' of the expected strongest ground motion (SSE) for a given site, proposed Appendix A to 10 CFR Part 100 specifies a number of required investigations. It does not. however, give a method for defining 1he response spectral coriesponding to the expected maximum ground acceleralion.
 
Tit recorded ground accelerations and response spectlra of past earthquakes prwvide a basis for the ralional designi of structures to resist earthquakes. The Design Response Spectra.' specified for design purposes, can he developed statistically fromn response spectra of past strong-notion earthquakes (see reference I). An I Sce deftintions at the end of the guide.
 
extensive study has been described by Newmark and filurne in references 1, 2, and 3. After reviewing these referenced documents, the AEC Regulatory staff has determined as acceptable the following procedure for defining the Design Response Spectta representing the effects of the vibratory motion of the SSE, 1/2 the SSE,
and the Operating Basis Earthquake (OBE) on sites underlain by either rock or soil deposits and covering all frequencies of interest. However, for unusually soft sites, modification to this procedure will be required.
 
In this procedure, the configurations of the horizontal component Design Response Spectra for each of the two mutually perpendicular horizontal axes are shown in Figure I of this guide. These shapes agree with those developed by Newmark, Blum


==A. INTRODUCTION==
====e. and Kapur in ====
.extensive study.'has hlcn described by Newmiaik and Blunie in re!ferences I. 2, .and                 After ieviewing th'se Criterion 2, "Design Bases for Protection Against                              reterenced documents, tilt AE( RegtIu10toiy 'staff has Natural Phenoniena," Of 'Appendix A, "General Design                                 determined as acceptahle tile fI llowicni procedilre 1or'
,eference 1. In Figure I the base diagram consists of three parts: the bottom line on the left part represents the maximum ground displacement, the bottom line on the right part represents the maximum acceleration, and the middle part depends on the maximum velocity. The horizontal component Design Response Spectra in Figure I of this guide correspond to a maximum horizontal rou'nd accehiration of 1.0 g. The maximum ground displacement is taken proportional to the maximum ground acceleration, and is set at 36 inches for a ground acceleration of 1.0 g. The numerical values of design displacements, velocities, and accelerations for the horizontal component Design Response Spectra are obtained by multiplying the corresponding values of the maximum ground displacement and acceleration by the factors given in Table I of this guide. The displacement region lines of the Design Response Spectra are parallel to the maximum ground displacement line and are shown on the left of Figure I. The velocity region lines slope downward from a frequency of 0.25 cp' (control point D) to a frequency of 2.5 cps (control point C) and are shown at the top. The remaining two sets of lines between the frequencies of 2.5 cps and 33 cps (control point A). with a break at a frequency of 9 cps (control U.SAJEC REGULATORY GUIDES
          Criteria for Nuclear.Power Plants." to 10 CFR Part 50.                                defining the Design RIeslponse Spectra representing the L'.'icensing of Production and Utilization Facilities."                            effects of the vibratory 111i00 Otf thi SS[, 1./2 the SS!.',
Carimis of Published guindes mamy, be obtained by request ..indictin the diviti0011 d11rd Ia the US. Atcn* Energy Commission.
          requires, in part, that nuclear power plant structures,                              and the Operating Basis Earthquake (0111) on sites syYStems, .,and components important to safety b'h                                    underlain by either rock or sOil deIposits d:lCoVerfinig All designed to -withstand. the' effects of earthquakes.                                  frequencies of inter.st. However, for uliustially soft site.


Proposed Appendix A, "Seistnic and Geologic Siting                                  .modification to this procedure will.he requited.
WVahingR
o.


Criteria,'"to :10 CFR Part .100, "Reactor Site Crinteria,i.
D..
2045.


*        Would require,          in    part,    that the Safe Shutdown                              In this procedure,
Itefatory Guides we iued to describe an~d @mks etleble to the puc
* the .configurali6ios of tihe Earthquake (SSE) be defined by response spectra                                        horizonial. component Design Response Spectra i'm each correspoanding 'to the expected maximum ground                                        of the two: mutually perpendicular honizontal axes are
£,Attenon:  
  , acc:elerations..,This guide. describes a. piocedure                                        shown in Figure 1. of this guide. These sh lpe% agree wilh
irector of Regulatory Suterie. Co ew ts end tsugostiont for nalhods acceptable ~
    ...acceptable: to the 'AEC ARegulatory staff- for defining
~
                                                                                              'th*se developed by', Newmnz'k, Blun
~
~
~
~
~
~
~
~ ~ ~ ~ ~ ~~~ecn~e~
othsACfsito safo e-ipatof Iiomnxiini--
ed wowur end should be tan? to the sacmrtevy nutod eco'dht t0 the ASC K
IM~tY etef S o mmtes ilgcetl,
*  
tIIwyC
~e~


====e. and Kapur in====
====o. Whtn ====
1        kplants.
..
2 thm CoinoswAt t
wn utions. to delieate technicue ubed by the staff m of the eZlustmV asedhic Problem or Postulted ccontt. o to mOmds gusdeaw to Atote ntm . Chie


Sespqnsei spectra for the seismic design of nuclear power The Adviory Committee on Reactor Safeguards bas inconsulted been concurred          the regulatoryconcerning position.this guide and has reference 1. In Figure 1 tihe ase diagram consists of three parts: the bottom. line:on he left part represents the maximum ground displacement, the bottom line on the right part represents, the maximum aceleration, and ithe middle part depends. on the maximum velocit
====f. Public IN ====
MP Sitff.


====y. Thle====
-Iocantt. RegutOrV Guido owe not sublttuls fr regultions and co wp4m with themi :.not Moaweed. Methods, and Solutins~ different from those mat out at The guidnd we aIssed on the f61otlgoaptn brood dit.,.orn tn he.is w11 be cemeptle tIf they t cd I bais flo ths fiditip equiertO so INe ismuwn of sonft~hunce Of 0 p0.915t of be~a by the Cormnkis.on I. P Power tt Asissa Products
                                    '
2. Researh eilM Test Iteecto.


==B. DISCUSSION==
7. Tru..mtel"nw
horizontal component Design Response Spectra in Figure I of tids guide correspond' to a 'maximuin in o.rder. to approximate the intensity and thereby                            horiznital ground acceleration of 1.0 g. "rlie maxintum estimate, the maximum :.gr6tund' acceleriationo Of the:                                ,ground displacement. is. uiken.'propportional to the
3. Puet and Mevrak Faecilties
        .expcted strongesýt..ground 'm'tion,(SsE) for a given site,                            maximum ground accekeration. and is'set.at 36 inches
8. occuptional Medth Ptbtahed guodas mil b ewited
:      pr.oposed -Append*- A,to I0.'.CFR- Part 100. specifies. a                              for'a.ground "acceleratioin of1.tI,        0 g."Thc nunierical values number of,'required investigations. It does not, however.                              of design displacements, velocities, and accelerations for giye a -method for 'defining.. the response spectral                                  the horizont-al component Design Response Spectra are corresponding          to 'tile      expected        nmaximunt. ground              obtained by multiplying the corresponding values of the acceleration"                                                                          maximum ground displacement and acceleraliol by the factors given in Table I of this guide. Tile displacenient The recorded ground acccleratioihs and response                                region lines of the Design Response Spectra ame parallel spectra of' past. earthquakes provide a, basis for the                                to the maximum ground displacement line and are rational design of structures to resist earthquakes. The                              shown. un lhie left of Figure I. The velocity region lines Design Response Spectra,' .specified for design purposes,                              sl.ope. downward from a. frequency nf 0.25" cps (control can be developed.statistically from.response spectra of.                                point D)'to a.frequency of 2.5 cps (control point C) and past strong-motion earthquakes (see' reference I).. An                                are shown at. the 'top. The remainting two sets' of" lines between the frequencies of 2.5 cps and 33 cps (control See definitions at the end of the guide.                                            point A), with a break ata freqtuency cf 9 cps (control USAEC REGULATORY GUIDES                                      Coplw of publithed guide. may be obtained by request indicating the dwvitant desired to the US. Atomic Energy Commistion. Washinglon. 0,C.. 7D545, ReguLatory Guides ae Issued to. descibe and make arvailable to the public          Attention: Director of Regulatory Standards. Comments arml sugpltrinni lor methods aceptable w the AEC Regulatory tiaff of implemnenting specific parns of    Imnorovenmerls in these guldot *re encouraged and should ae sent to the Secretary the Coammmion's regulations, to delineate techniques used by the staff in          of the Comnmiuion, U.S.. Atomic Energy Commision, Washington. D.C. 20545.
,  
wetldceltty. as eWoprm


vellualng specilic problenr'ofa.postulated accidents, or to provide guidance to    Attention: Chief. Public Procetlings Staff.
====o. looccommodem ====
4. Environmatot and SitPi*t,  
1.


liegplcanl. Regulatory Guldes are not tubslltuie' for regulations and compliance with them Is not required. Methods 'end. olutlont different'from those eat out in    The guides are issued onshe following ten broad divisions:
Antitrust Re 0
        the.gulde will be acceptable It they provide a basis for the findings requisite to the suamnce or omlnmlnuani of a permit or Ilcense by the Commission.                  1. Pow" Reactors        *               
torimamnan WM
with ite Mw sottorfft$Olt or OAu~ione.


===6. Producst===
Mats, ink and Plans PIsmsctions I
                                                                                                2. Research and Test Reactots *         


===7. Transpotation===
====a. Goneref GUIDE====
                                                                                              .3. Fuels and Materials Facilitis    ..  8' Occupational Health Pwwusdsd guides will be revised periodically, in appropriate. to aecommodate          4. Environmental and Siting "            9. Antitrust Review wornmntS ead to reflect new Inforn-llon or5,swrne.              "                .    . Materials and Plant.Protection        1


===0. General===
point B). constitut; the acceleration region of the horizontil Design Response Spectra. For frequencies higher than 33 cps. the maximumnt ground acceleration line repfc.ents the Design Rcptu.nw Spectra.


F-
"flih vertical component Design Response Spectra  
  point    W. constituit:    tile  acceleration  region h  ot' the        earthquake or (2) have physical characteristics thfat horizontal I)csrgn Response Spectra. Fot frequencies                  could significanrtly afT'ct tile spectial pattern (f input Ihigher than 33 cps. the maximum ground acceleration                  motion, such as heing underlain by poor soil deposits.
".orresponding to the maximum horizotd ground a'cekreuti's of 1.0 g are shown in Figure 2 of this guide.


line represents the Design Response Spectra.                           Ilte procedure described above will not apply. Irt these cases, ile D)esign Resixrse Spectra should be developed The vereial corrrponent I.sign Response Spectra                 iitdi\idua.ly acc*i ding to thie site characteristics.
The numerical values of design displacements, velocities, and accelerations in these spectra are obtained by multiplying the corresponding values of the maximum hJri:,ontal ground motion (acceleration = 1.0 g and displacement = 36 in.) by the factors given in Table II of this guide. The displacement region lines of the Design Response Spectra are parallel to the maximum ground displacement line and are shown on the left of Figure 2.


.corrtesponlding to tile IllaxiuIIInIl hIri:minrlal ,rtlnd acceh'rafioi of I.0 g are slhown in Figure 2 ofih' is guid
The velocity region lines slope downward from a frequency of 0.25 cps (control point D) to a frequency of 3.5 cpa (control point C) and are shown at the top.


====e.     ====
The remaining two sets of lines between the frequencies of 3.5 cps and 33 cps (control point A), with a break at the frcquency of 9 cpa (control point B), constitute the acceleration region of the vertical Design Response Spectra. It should be noted that the vertical Design Respunse Spectra values are 2/3 those of the horizontal D'esiln Response Spectra for frequencies less than 0.25;
for frequencies lugher than 3.5, they are the same, while the ratio varies between 2/3 and I for frequencies between 0.25 and 3.5. For frequencies higher than 33 cpM. the Design Response Spectra follow the maximum pound acceleration line.


==C. REGULATORY POSITION==
The horizontal and vertical component Design Response Spectra in Figures I and 2, respectively, of this guide correspond to a maximum horizontal ground acceleration of
The nuneltici al vlues of design displacements. veloci ics.
1.0
.* For sites with different acceleration values specified for the design earthquake, the Design Response Spectra should be linearly scaled from Figures I and 2 in proportion to the specified maximum horizontal pound acceleration. For sites that (I) are relatively close to the epicenter of an expected earthquake or (2) have physical characteristics that could significantly affect the spectral pattern of input motion, such as being underlain by poor soil depxosts.


and acceleratiotis inl these spetra are obtained by                    I . Tlie horizontal comtponrent ground 1elsign Response antrltiivying tile conrespol.Jing values of" the lrlaxitIniun          Spectra. without soil-structn tre irtteractiorn effects, of the lihri:mital gr.u  mIud moriott (acceleration = 1.0 g and              SSIE, 112 the SSE, Otrthe OBE on sites underlain by rock displacemotw t = 3(N in.) hy the tactors given in Table II of          or by soil should he linearly scaled from Figure 12 in lhi, guide. T"he displacentrertt reliunt lines of tlle Design          propOrtiOrr to tire rnt:ixiruittn              lt horizortmal ground Re-sponse Spectr;t :are parallel to the mnaxirritimum ground          acceleration specilied for tIre ear thlquake closen. i Figure diisplacemtne    line and are sMiomin on the left of Figure 2.        I coitrespt;Ids to a tntaxinulti horimrilal ground velocity region lines slope downward f'rom a vhe                                                            acceler;tiont ofI 1.t) aind ,,ccomtlpanlyitig displacerternI of I'requency t' 0.25 cps (CIICtttil pohlt DI) to :1 fleqtuency            36 irt.l The applicable multiplicatiot fI'ctors ald corttrol oIf 3.5 cps (control point C) and are shown at the top.                points are given ill Table I. For darmping ratios tot Titi reniahitnn twIO sets of lines bet weeni thie frequencies          inchludd itt Fi.mrc I or Tible I. atline:tr interpolation of"3.5 cps and 3,3 cps Icontrol poini A). withI a break at            should be used.
the procedure described above will not apply. In these cases, the Design Response Spectra should be developed individually according to the site characteristics.


tile I'reqtlellcv ot Q cps (conitmll point 13). contllitute tIle accelera.li n tetioti o)f' tihe veefical Design Response              2. The vertical c nmttment ground Design Resporrse Spectra. It shliold be noted tltt tre vertical Design                  Spectta. without soil-stiructure interaction effects, of1 tite Response Spectra values are 2/3 tl.,)se of the horizontal              SSE, 1/2 tite SSI.E, or the OWI" on sites underlain by rock Design Resp-nqte Spectra for frequencies less than 0.25:              or hr soil should lie line:irlv scaled fronni Figure 22 ill I'm Ifrequencies higher tli:m 3.5. tiley are tIle s*me. wlhile        proportion         to tlt        illraXilliLlin horizontal grouind the ratio varies between 2/3 arid I I'Mr frceuiencies                  acceletafion specified for tile earthlquake chosen. (Figure between 0.25 and 3.5. For frequencies higher thtan 33                  " is based on a maxitimum /iri-'iial Sround acceleraiion cps. the Design Response Spectra ftollow tile rrraxirnrnl              of 1.0 g and accomtpanying displacement of 3R in.) The giound :acceleration lirte.                                            applicable muliiplication I'actors arnd control points are given ill Table II. For dalmping ratios riot incltded irt The horizontal antd vertical comnponent Design                    Figure 2 or Table II, a linear irierpolatiin shiould be Respomn:e Spectra irt Figures 1 and 2. respectively, of this            used.
==C. REGULATORY POSITION==
1. The horizontal component ground Design Response Spectra, without soil-structure interaction effects, of the SSE, 1/2 the SSE. or the OBE on sites underlain by rock or by soil should be linearly scaled from Figure I1 in proportion to the maximum horizontal pound acceleration specified for the earthquake chosen. (Figure I
corresponds to a maximum horizontal ground acceleration of 1.0 5 and accompanying displacement of  
36 in.) The applicable multiplication factors and control points are gven in Table I. For damping ratios not included in Figure I or Table I, a linear interpolation should be used.


guide cirrespond to a tixitimuri horizontal ground acceleratiin of I 1.) e. FFr sites with different                            2Tlhis does nor apply to sites which It) ar relalively clno taccelen*:tior% values specit'ied b'or the design earthquake.
2.


to Ire epicenter ot an expecled eanrthquakc or (21 which have Ile Design Response Spectra should be linearly sacled                physic.il characteristics thil could significantly affect tite Ifrom Fiigures I mrid 2 iti proportion to the specifled                spectral      riombinatioin o1" input molion. The D)esign Rcsponse tmaximtumn horizmontal ground acceleration. For sites that            Spectra for such sites irould tie developed on a case-by-case
The vertical component ground Design Response Spectra, without soil-structure interaction effects, of the SSE. 1/2 the SSE, or the OBE on sites underlain by rock or by soil should be linearly scaled from Figure 22 in proportion to the maximum horizontal grouMd acceleration specified for the earthquake chosen. (Figure
  ( I* are relat ivelv close to tile epicenter of :ai expected          1srsis.
2 is based on a maximum hw algm d acdcrajn of 1.0 g and accompanying displacement of 36 in.) The applicable multiplication factors and control points are given in Table 11. For damping ratios not included in Figure 2 or Table 11, a linear interpolation should be used.


I .0.-2
'This does not apply to sites which (1) an relatively com to the epcenter of an expected earthquake of (2) which haie physical characteristlca that couMd nifcantly affect the spectral ,rmbinatia of input motion. The Desip Respuotn Spectra for such sites should be developed on a cam-by-cam
1.60.2 K


DEFINITIONS
DEFINITIONS
Response Spectrum means a rlot              f'l lite maxi1mum          relationship obtained by analyzing, evaluating. and response (acceleration. velocity, or displacement) Of a               statistically combining a number of individual icspi-mse family of idealized sinoe-degree.of.fiecdomn damped                   spectra derived from the records of siguificamit past oscillators as a function of natural irequencies (or                  eart hquakes.
Respone Spectrum mcans a plot of the maximum response (acceleration. velocity. or displacemnct) of a family of idealized single-depee-of-fieekrcn damped oscillators as a function of natural frequencies (oi periods) of the oscillators to a specified vibratory motion input at their supports. When obtained from a recorded earthquake record, the. response spectrurr tends to be irregular, with a number of peaks ane valleys.


periods) of the oscillators to a specified vibratory nmotion input a( their supports. When obtained from a                  Maximum (peak) Ground Acceleration specified for a recorded earthquake record, the response spectruin                    given sito means that value of the acceleiatioa      which lends to be irregular. with a mlnihet of peaks and                    corecslx)nd-s to zero period in the design response spectra valleys.                                                                for that site. At zero period lie d&sign response sp-.clra acceleration is identical for all damping "alues and is equal to the maximum (peak) ground acceleration Design    ,,soonse Spectrum      is a  relatively    smototh        specified for that site.
Design Resp..
Spectrum is a relatively smoot)
I
relationship obtained by analyzing. evaluating, and statistically combining a number of individual response spectra derived from the records of significant past earthquakes.
 
Maximum (peak) Ground Accderatio specified for a given site means that value of the acceleration which corresponds to zero period in the design resporse spectra for that site. At zero period the design response spectra acceleration is identical for all damping values and is equal to the maximum (peak) gpound acceleration I
specified for that site.


TABLE I
TABLE I
                                    HORIZONTAL DESIGN RESPONSE SPECTRA
HORIZONTAL DESIGN RESPONSE SPECTRA  
                    RELATIVE VALUES OF SPECTRUM AMPLIFICATION FACTORS
RELATIVE VALUES OF SPECTRUM AMPLIFICATION FACTORS  
                                                    FOR CONTROL POINTS
FOR CONTROL POINTS  
                          SPercent                  Amplification Factors for Control Points of                       Acceleration' 2              Displacement'
Aenplificton Factors for Control Points of Acmalation" '
                          Critical                                                                  2 Damping        A(33 cls)        B(9 cps)     C(2.5 cps)     D(0.25 cps)
OiqImnment''  
                            0.5               1.0           4.96           5.95           3.20
Omanw0n A(33 qxl B(9 qx)  
                            2.0               1.0           3.54           4.25           2.50
C42.5 cpd W)(0.2S qchI
                            5.0               1.0           2.61           3.13           2.05
0.5  
                            7.0               1.0           2.27           2.72           I .88
1.0  
                            10.0               1.0           1.90           2.28           1.70
4.96  
                          'Maximum     ,sound displacement is taken proportional to maximum ground acceleration, and is 36 in. for ground acceleration of 1.0 gravity.
5.95  
3.20  
2.0  
1.0  
3.54  
4.25  
2.50  
S.0  
1.0  
2.61  
3.13  
2.05  
7.0  
1.0  
2.27  
2.72  
1A88
10.0  
1.0  
1.90  
2.28  
1.70  
Maximum gound disyacament is taken proportional to matmwm ground accelciation, and Is 36 In. for pround acceleration of 1.0 gravity.


2Acoeleration and displacement amplification factors are taken from recommendations given in reference I.
sAbotimtion and displacement anplifkztion factor are taken from gecoiunmastions Stan in teforence 1.


1.60-3
1.60-3


TA13LE II
VERTICAL DESIGN RESPONSE SPECTRA  
                                    VERTICAL DESIGN RESPONSE SPECTRA
RELATIVE VALUES OF SPECTRUM AMPLIFICATION FACTORS  
                RELATIVE VALUES OF SPECTRUM AMPLIFICATION FACTORS
FOR CONTROL POINTS  
                                                  FOR CONTROL POINTS
Perosnt Amplrification Fcitors for Control Points Critlcal Acooeratioo' 2 ai s
                            Percnt                  Ariplificaiion Factors for Control Points of Ac'*icra.On                      D spllccmnt    2 Criticr'l Dampring          A(33 :n*)       8(9 cp)       C(3.5 cps)       D (0.2 5 c1 o.g              I .A)          4,%o          5.95
Daf*ping A(33 cps)  
                                    .0             1.0           3.54           4.2.               I.07
8(9 cps)  
                                5.0               1.0           2.(11          3.13                1.37
C13.5 cm)  
                                7.0               I .0           2.27           2.72                I.25
D(0.25 cps)
                                10.0               1.0             I.90         2.2S
0.5  
                              SMaximum ground displawcement ik* Ik.n proportional to na \imumn gpund acckleraion and is 36 in. fIor cround accelcration tit 1.0 gr.vity.
1.0
4.96
5.67'
2.13
2.0  
1.0  
3.54  
4.05
1.67
5.0  
.0  
2.61
2.98
1.37  
7.0  
1.0  
2.27  
2.59
1.25  
10.0  
1.0  
1.90  
2.17
1.13
'Maximum ground dispilacbment is taken proportional to maximum gound acceleration and is 36 in. ftw ground acceleration of 1.0 gravity.
 
s Acceleration amplhllation factors for the vcfti'al design response spectra arc equal to those for horizontal design re.sponse spcctra at a given frequency. whereas dixplacement ampltfcation f'actms are 2/3 those rot hod znnlal design response spectra. These ratios between the amplification factor for the two desia response spectra are In agreement with thou recommended n rceference I.
 
3Tbew values were changed to nake thb tabl consittsnt with the dis.
 
cussim of vertical cnmponents in Section B of this guide.
 
REFERENCES
I. Newnark. N. M.. John A. Blume. and Kanwar K.
 
Kapur, "Design Response Spectra for Nuclear Power Plants," ASCE Structural Engineering Meeting, Sin Francisco. April 1973.
 
2.
 
N. M. Newmark Consulting Engineering Services, "A
Study of Vertical SW- Horizontal Earthquake Spectra," Urbana, Illinois, USAEC Contract No.
 
AT(49-$)-2667, WASH-1 255, April 1973.
 
3.
 
John A. Blume & Associates, "Recommendations for Shape of Earthquake Response Spectra," San Francisco, California, USAEC Contract No.


2 Accelera tion amplificalion lactots *or tilc            I ical design rep'.nse slctra are equal 1o iho1c O'h      f oS    ril(ontia design reslidnwc pretra. %%hercdis displaceient amplification faitorq are 2/3 those *f" hori/tnral dcsign rekponc
AT(49-$)-301 I. WASH-1254. February 1973.
                      :rpccira. Thcsc~. ratiois belwccn tie arnplifiwation f'aciors ofl the t.o dcsicn rc.pons spectra are in agrceenln with those recommetnded in re.l'cretw            I,
                                                            REFERENCES
1. Newmark, N. W.. John A. Blume. and Kanwar K.                              Spectra.*' Urbana. Illinois. USAEC Corntra.c No.


Kapur. "Design Responsc Spectra for Nuclear Power                        AT(4'?-5)-26o7. WASI.1 255. April 1073.
1.604 K


Plants," ASCE Structural Engineering Nleeting. San Francisco. April 19*73.                                              3,  John A. Blume & Associates, "Recommendations for Shape of Earthquake Response Spectra," San
0.1
2. N. N1. Newmark Consulting Engineering Services. "A                        Francisco. California. USAEC Contract No.
02
0.s
1
2  
5
10
2D
50
100
FRr WUENCY. cps FIGURE 1. HORIZONTAL DESIGN RESPONSE SPECTRA - SCALED TO 1g HORIZONTAL
GROUND ACCELERATION


Study of' Vertical and Horizontal Earthquake                              AT(49-5.)-301 1. WASH-1254. February 19.73.
1000X
500
010e
4p I5
0.1  
0D2
0.


a8
1
                                                                  1.60-4
2
5
10
20
50
100
FREOUENCY. cp, FIGURE 2. VERTICAL DESIGN RESPONSE SPECTRA - SCALED TO ig HORIZONTAL
GROUND ACCELERATION


1000
UNITED STATES
    500
NUCLEAR REGULATORY COMMISSION
    200
WASHINGTON, D.C. 20555 SFIRST CLASS MAIL
    100
POSTAGE III FES PAID
>:    U          *      /\    -,.                                 *
u
  S20-                                                                  -
                    5        5
                                                1110
        0.1  0.2    0.5    1      2        5        10    20      50    100
                                    FREQUENCY. cps a    FIGURE I. HORIZONTAL DESIGN RESPONSE SPECTRA
                GROUND ACCELERATION
                                                      -SCALED  TO ig HORIZONTAL


1000
====s. Nc WASH D C ====
          0.'      50                    .5
Pf RMI1 No L
  100
OFFICIAL BUSINESS
          CC
PENALTY FOR PRIVATE USE. $300}}
  100
    50
      20
    2i
                  * ',FREQUENC,L cps___
              , .*/
                GR  UN AC EL RAIO
                                                                      00
    FIGURE 2. VERTICAL DESIGN RESPONSE SPECTRA-SCALED TO lg HORIZONTAL
                GRCUND ACCELERATION}}


{{RG-Nav}}
{{RG-Nav}}

Latest revision as of 02:06, 17 January 2025

Design Response Spectra for Seismic Design of Nuclear Power Plants
ML003740207
Person / Time
Issue date: 12/31/1973
From:
Office of Nuclear Regulatory Research
To:
References
RG-1.60, Rev 1
Download: ML003740207 (7)
v • d • e


Revssion I

December 1973 U.S. ATOMIC ENERGY COMMISSION

REGULATORY

DIRECTORATE OF REGULATORY STANDARDS

REGULATORY GUIDE 1.60

DESIGN RESPONSE SPECTRA FOR SEISMIC DESIGN

OF NUCLEAR POWER PLANTS

A. INTRODUCTION

Criterion 2, "Design Bases for Protection Against Natural Phenomena t' of Appendix A. "General Design Criteria for Nuclear Power Plants," to 10 CFR Part 50.

"Uicensing of Production and Utilization Facilities:"

requires, in part, that nuclear power plant structures, systems, and components important to safety be designed to withstand the effects of earthquakes.

Proptsed Appendix A, "Seismic and Geologic Siting Criteria." to 10 CFR Part 100, "Reactor Site Criteria,"

would require, in part, that the Safe Shutdown Eartlhquake (SSE) be defined by response spectra co, responding to the expected maximum ground aiccelcrations.

This guide describes a

procedure acceptable to the AEC Regulatory staff for defining response spectra for the seismic design of nuclear power plants. The Adviory Committee on Reactor Safeguards has been consulted concerning this guide and has concurred in the regulatory position.

B. DISCUSSION

In order to approximate the intensity and thereby estimate the maximum ground acceleration' of the expected strongest ground motion (SSE) for a given site, proposed Appendix A to 10 CFR Part 100 specifies a number of required investigations. It does not. however, give a method for defining 1he response spectral coriesponding to the expected maximum ground acceleralion.

Tit recorded ground accelerations and response spectlra of past earthquakes prwvide a basis for the ralional designi of structures to resist earthquakes. The Design Response Spectra.' specified for design purposes, can he developed statistically fromn response spectra of past strong-notion earthquakes (see reference I). An I Sce deftintions at the end of the guide.

extensive study has been described by Newmark and filurne in references 1, 2, and 3. After reviewing these referenced documents, the AEC Regulatory staff has determined as acceptable the following procedure for defining the Design Response Spectta representing the effects of the vibratory motion of the SSE, 1/2 the SSE,

and the Operating Basis Earthquake (OBE) on sites underlain by either rock or soil deposits and covering all frequencies of interest. However, for unusually soft sites, modification to this procedure will be required.

In this procedure, the configurations of the horizontal component Design Response Spectra for each of the two mutually perpendicular horizontal axes are shown in Figure I of this guide. These shapes agree with those developed by Newmark, Blum

e. and Kapur in

,eference 1. In Figure I the base diagram consists of three parts: the bottom line on the left part represents the maximum ground displacement, the bottom line on the right part represents the maximum acceleration, and the middle part depends on the maximum velocity. The horizontal component Design Response Spectra in Figure I of this guide correspond to a maximum horizontal rou'nd accehiration of 1.0 g. The maximum ground displacement is taken proportional to the maximum ground acceleration, and is set at 36 inches for a ground acceleration of 1.0 g. The numerical values of design displacements, velocities, and accelerations for the horizontal component Design Response Spectra are obtained by multiplying the corresponding values of the maximum ground displacement and acceleration by the factors given in Table I of this guide. The displacement region lines of the Design Response Spectra are parallel to the maximum ground displacement line and are shown on the left of Figure I. The velocity region lines slope downward from a frequency of 0.25 cp' (control point D) to a frequency of 2.5 cps (control point C) and are shown at the top. The remaining two sets of lines between the frequencies of 2.5 cps and 33 cps (control point A). with a break at a frequency of 9 cps (control U.SAJEC REGULATORY GUIDES

Carimis of Published guindes mamy, be obtained by request ..indictin the diviti0011 d11rd Ia the US. Atcn* Energy Commission.

WVahingR

o.

D..

2045.

Itefatory Guides we iued to describe an~d @mks etleble to the puc

£,Attenon:

irector of Regulatory Suterie. Co ew ts end tsugostiont for nalhods acceptable ~

~

~

~

~

~

~

~

~

~ ~ ~ ~ ~ ~~~ecn~e~

othsACfsito safo e-ipatof Iiomnxiini--

ed wowur end should be tan? to the sacmrtevy nutod eco'dht t0 the ASC K

IM~tY etef S o mmtes ilgcetl,

tIIwyC

~e~

o. Whtn

..

2 thm CoinoswAt t

wn utions. to delieate technicue ubed by the staff m of the eZlustmV asedhic Problem or Postulted ccontt. o to mOmds gusdeaw to Atote ntm . Chie

f. Public IN

MP Sitff.

-Iocantt. RegutOrV Guido owe not sublttuls fr regultions and co wp4m with themi :.not Moaweed. Methods, and Solutins~ different from those mat out at The guidnd we aIssed on the f61otlgoaptn brood dit.,.orn tn he.is w11 be cemeptle tIf they t cd I bais flo ths fiditip equiertO so INe ismuwn of sonft~hunce Of 0 p0.915t of be~a by the Cormnkis.on I. P Power tt Asissa Products

2. Researh eilM Test Iteecto.

7. Tru..mtel"nw

3. Puet and Mevrak Faecilties

8. occuptional Medth Ptbtahed guodas mil b ewited

,

wetldceltty. as eWoprm

o. looccommodem

4. Environmatot and SitPi*t,

1.

Antitrust Re 0

torimamnan WM

with ite Mw sottorfft$Olt or OAu~ione.

Mats, ink and Plans PIsmsctions I

a. Goneref GUIDE

point B). constitut; the acceleration region of the horizontil Design Response Spectra. For frequencies higher than 33 cps. the maximumnt ground acceleration line repfc.ents the Design Rcptu.nw Spectra.

"flih vertical component Design Response Spectra

".orresponding to the maximum horizotd ground a'cekreuti's of 1.0 g are shown in Figure 2 of this guide.

The numerical values of design displacements, velocities, and accelerations in these spectra are obtained by multiplying the corresponding values of the maximum hJri:,ontal ground motion (acceleration = 1.0 g and displacement = 36 in.) by the factors given in Table II of this guide. The displacement region lines of the Design Response Spectra are parallel to the maximum ground displacement line and are shown on the left of Figure 2.

The velocity region lines slope downward from a frequency of 0.25 cps (control point D) to a frequency of 3.5 cpa (control point C) and are shown at the top.

The remaining two sets of lines between the frequencies of 3.5 cps and 33 cps (control point A), with a break at the frcquency of 9 cpa (control point B), constitute the acceleration region of the vertical Design Response Spectra. It should be noted that the vertical Design Respunse Spectra values are 2/3 those of the horizontal D'esiln Response Spectra for frequencies less than 0.25;

for frequencies lugher than 3.5, they are the same, while the ratio varies between 2/3 and I for frequencies between 0.25 and 3.5. For frequencies higher than 33 cpM. the Design Response Spectra follow the maximum pound acceleration line.

The horizontal and vertical component Design Response Spectra in Figures I and 2, respectively, of this guide correspond to a maximum horizontal ground acceleration of

1.0

.* For sites with different acceleration values specified for the design earthquake, the Design Response Spectra should be linearly scaled from Figures I and 2 in proportion to the specified maximum horizontal pound acceleration. For sites that (I) are relatively close to the epicenter of an expected earthquake or (2) have physical characteristics that could significantly affect the spectral pattern of input motion, such as being underlain by poor soil depxosts.

the procedure described above will not apply. In these cases, the Design Response Spectra should be developed individually according to the site characteristics.

C. REGULATORY POSITION

1. The horizontal component ground Design Response Spectra, without soil-structure interaction effects, of the SSE, 1/2 the SSE. or the OBE on sites underlain by rock or by soil should be linearly scaled from Figure I1 in proportion to the maximum horizontal pound acceleration specified for the earthquake chosen. (Figure I

corresponds to a maximum horizontal ground acceleration of 1.0 5 and accompanying displacement of

36 in.) The applicable multiplication factors and control points are gven in Table I. For damping ratios not included in Figure I or Table I, a linear interpolation should be used.

2.

The vertical component ground Design Response Spectra, without soil-structure interaction effects, of the SSE. 1/2 the SSE, or the OBE on sites underlain by rock or by soil should be linearly scaled from Figure 22 in proportion to the maximum horizontal grouMd acceleration specified for the earthquake chosen. (Figure

2 is based on a maximum hw algm d acdcrajn of 1.0 g and accompanying displacement of 36 in.) The applicable multiplication factors and control points are given in Table 11. For damping ratios not included in Figure 2 or Table 11, a linear interpolation should be used.

'This does not apply to sites which (1) an relatively com to the epcenter of an expected earthquake of (2) which haie physical characteristlca that couMd nifcantly affect the spectral ,rmbinatia of input motion. The Desip Respuotn Spectra for such sites should be developed on a cam-by-cam

1.60.2 K

DEFINITIONS

Respone Spectrum mcans a plot of the maximum response (acceleration. velocity. or displacemnct) of a family of idealized single-depee-of-fieekrcn damped oscillators as a function of natural frequencies (oi periods) of the oscillators to a specified vibratory motion input at their supports. When obtained from a recorded earthquake record, the. response spectrurr tends to be irregular, with a number of peaks ane valleys.

Design Resp..

Spectrum is a relatively smoot)

I

relationship obtained by analyzing. evaluating, and statistically combining a number of individual response spectra derived from the records of significant past earthquakes.

Maximum (peak) Ground Accderatio specified for a given site means that value of the acceleration which corresponds to zero period in the design resporse spectra for that site. At zero period the design response spectra acceleration is identical for all damping values and is equal to the maximum (peak) gpound acceleration I

specified for that site.

TABLE I

HORIZONTAL DESIGN RESPONSE SPECTRA

RELATIVE VALUES OF SPECTRUM AMPLIFICATION FACTORS

FOR CONTROL POINTS

Aenplificton Factors for Control Points of Acmalation" '

OiqImnment

Omanw0n A(33 qxl B(9 qx)

C42.5 cpd W)(0.2S qchI

0.5

1.0

4.96

5.95

3.20

2.0

1.0

3.54

4.25

2.50

S.0

1.0

2.61

3.13

2.05

7.0

1.0

2.27

2.72

1A88

10.0

1.0

1.90

2.28

1.70

Maximum gound disyacament is taken proportional to matmwm ground accelciation, and Is 36 In. for pround acceleration of 1.0 gravity.

sAbotimtion and displacement anplifkztion factor are taken from gecoiunmastions Stan in teforence 1.

1.60-3

VERTICAL DESIGN RESPONSE SPECTRA

RELATIVE VALUES OF SPECTRUM AMPLIFICATION FACTORS

FOR CONTROL POINTS

Perosnt Amplrification Fcitors for Control Points Critlcal Acooeratioo' 2 ai s

Daf*ping A(33 cps)

8(9 cps)

C13.5 cm)

D(0.25 cps)

0.5

1.0

4.96

5.67'

2.13

2.0

1.0

3.54

4.05

1.67

5.0

.0

2.61

2.98

1.37

7.0

1.0

2.27

2.59

1.25

10.0

1.0

1.90

2.17

1.13

'Maximum ground dispilacbment is taken proportional to maximum gound acceleration and is 36 in. ftw ground acceleration of 1.0 gravity.

s Acceleration amplhllation factors for the vcfti'al design response spectra arc equal to those for horizontal design re.sponse spcctra at a given frequency. whereas dixplacement ampltfcation f'actms are 2/3 those rot hod znnlal design response spectra. These ratios between the amplification factor for the two desia response spectra are In agreement with thou recommended n rceference I.

3Tbew values were changed to nake thb tabl consittsnt with the dis.

cussim of vertical cnmponents in Section B of this guide.

REFERENCES

I. Newnark. N. M.. John A. Blume. and Kanwar K.

Kapur, "Design Response Spectra for Nuclear Power Plants," ASCE Structural Engineering Meeting, Sin Francisco. April 1973.

2.

N. M. Newmark Consulting Engineering Services, "A

Study of Vertical SW- Horizontal Earthquake Spectra," Urbana, Illinois, USAEC Contract No.

AT(49-$)-2667, WASH-1 255, April 1973.

3.

John A. Blume & Associates, "Recommendations for Shape of Earthquake Response Spectra," San Francisco, California, USAEC Contract No.

AT(49-$)-301 I. WASH-1254. February 1973.

1.604 K

0.1

02

0.s

1

2

5

10

2D

50

100

FRr WUENCY. cps FIGURE 1. HORIZONTAL DESIGN RESPONSE SPECTRA - SCALED TO 1g HORIZONTAL

GROUND ACCELERATION

1000X

500

010e

4p I5

0.1

0D2

0.

1

2

5

10

20

50

100

FREOUENCY. cp, FIGURE 2. VERTICAL DESIGN RESPONSE SPECTRA - SCALED TO ig HORIZONTAL

GROUND ACCELERATION

UNITED STATES

NUCLEAR REGULATORY COMMISSION

WASHINGTON, D.C. 20555 SFIRST CLASS MAIL

POSTAGE III FES PAID

u

s. Nc WASH D C

Pf RMI1 No L

OFFICIAL BUSINESS

PENALTY FOR PRIVATE USE. $300


Retrieved from "https://kanterella.com/w/index.php?title=Regulatory_Guide_1.60&oldid=5446709"