Regulatory Guide 1.60: Difference between revisions

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{{Adams
{{Adams
| number = ML003740207
| number = ML13350A358
| issue date = 12/31/1973
| issue date = 10/31/1973
| 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 = NRC/RES
| author affiliation = US Atomic Energy Commission (AEC)
| addressee name =  
| addressee name =  
| addressee affiliation =  
| addressee affiliation =  
Line 10: Line 10:
| license number =  
| license number =  
| contact person =  
| contact person =  
| document report number = RG-1.60, Rev 1
| document report number = RG-1.060
| document type = Regulatory Guide
| document type = Regulatory Guide
| page count = 7
| page count = 6
}}
}}
{{#Wiki_filter:Revssion I December 1973 U.S. ATOMIC ENERGY COMMISSION  
{{#Wiki_filter:t*lAGy. C0\oU.S. ATOMIC ENERGY. COMMISSION:_.;:::
REGULATORY
; ', rs : DIRECTORATE  
DIRECTORATE  
OF REGULATO RY STANDARDS REGULATORY  
OF REGULATORY
GUIDE 1.60 DESIGN RESPONSE.SPECTRA  
STANDARDS REGULATORY  
FOR SEISMIC.DESIGN
GUIDE 1.60 DESIGN RESPONSE SPECTRA FOR SEISMIC DESIGN OF NUCLEAR POWER PLANTS  
OF NUCLEAR POWER PLANTS Ociober 1973 WIDE SA..


==A. INTRODUCTION==
==A. INTRODUCTION==
Criterion  
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.
2, "Design Bases for Protection Against Natural Phenoniena," Of 'Appendix A, "General Design Criteria for Nuclear.Power Plants." to 10 CFR Part 50.L'.'icensing of Production and Utilization Facilities." requires, in part, that nuclear power plant structures, syYStems, .,and components important to safety b'h designed to -withstand.


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.
the' effects of earthquakes.


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.
Proposed Appendix A, "Seistnic and Geologic Siting Criteria,'"to
:10 CFR Part .100, "Reactor Site Crinteria,i.
 
* Would require, in part, that the Safe Shutdown Earthquake (SSE) be defined by response spectra correspoanding
'to the expected maximum ground , acc:elerations..,This guide. describes a. piocedure.. .acceptable:
to the 'AEC ARegulatory staff- for defining S espqnsei spectra for the seismic design of nuclear power 1 kplants. The Adviory Committee on Reactor Safeguards bas been consulted concerning this guide and has concurred in the regulatory position.'


==B. DISCUSSION==
==B. DISCUSSION==
In order to approximate the intensity and thereby estimate the maximum ground acceleration'  
in o.rder. to approximate the intensity and thereby estimate, the maximum :.gr6tund'  
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.
acceleriationo Of the:.expcted strongesýt..ground  
'm'tion,(SsE)  
for a given site,: pr.oposed -Append*-
A, to I 0.'.CFR- Part 100. specifies.


It does not. however, give a method for defining 1he response spectral coriesponding to the expected maximum ground acceleralion.
a number of,'required investigations.


Tit recorded ground accelerations and response spectlra of past earthquakes prwvide a basis for the ralional designi of structures to resist earthquakes.
It does not, however.giye a -method for 'defining..
the response spectral corresponding to 'tile expected nmaximunt.


The Design Response Spectra.'
ground acceleration" The recorded ground acccleratioihs and response spectra of' past. earthquakes provide a, basis for the rational design of structures to resist earthquakes.
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.
The Design Response Spectra,' .specified for design purposes, can be developed.statistically from.response spectra of.past strong-motion earthquakes (see' reference I).. An See definitions at the end of the guide..extensive study.'has hlcn described by Newmiaik and Blunie in re!ferences I. 2, .and After ieviewing th'se reterenced documents, tilt AE( RegtIu10toiy
'staff has determined as acceptahle tile fI llowicni procedilre
1or'defining the Design RIeslponse Spectra representing the effects of the vibratory
111i00 Otf thi SS[, 1./2 the SS!.', and the Operating Basis Earthquake
(0111) on sites underlain by either rock or sOil deIposits d:l CoVerfinig All frequencies of inter.st.


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, Blume. and Kapur in ,eference
However, for uliustially soft site..modification to this procedure will.he requited.In this procedure,
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 .configurali6ios of tihe horizonial.


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
component Design Response Spectra i'm each of the two: mutually perpendicular honizontal axes are shown in Figure 1. of this guide. These sh lpe% agree wilhdeveloped by', Newmnz'k, Blune. and Kapur in reference
GUIDES Carimis of Published guindes mamy, be obtained by request ..indictin the diviti0011 d11rd Ia the US. Atcn* Energy Commission.
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 a celeration, and ithe middle part depends. on the maximum velocity.


WVahingR o. D.. 2045.  Itefatory Guides we iued to describe an~d @mks etleble to the puc £,Attenon:
Thle horizontal component Design Response Spectra in Figure I of tids guide correspond'
irector of Regulatory Suterie. Co ew ts end tsugostiont for nalhods acceptable
to a 'maximuin horiznital ground acceleration of 1 .0 g. "rlie maxintum ,ground displacement.
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~~~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 ====
is. uiken.'propportional to the maximum ground accekeration.
..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 .Chief. Public IN MP Sitff.  -Iocantt.


RegutOrV Guido owe not sublttuls fr regultions and co wp4m with themi :.not Moaweed. Methods, and Solutins~
and is'set.at
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
36 inches for'a.ground "acceleratioin of1.tI, 0 g."Thc nunierical values of design displacements, velocities, and accelerations for the horizont-al component Design Response Spectra are obtained by multiplying the corresponding values of the maximum ground displacement and acceleraliol by the factors given in Table I of this guide. Tile displacenient region lines of the Design Response Spectra ame parallel to the maximum ground displacement line and are shown. un lhie left of Figure I. The velocity region lines sl.ope. downward from a. frequency nf 0.25" cps (control point D)'to a. frequency of 2.5 cps (control point C) and are shown at. the 'top. The remainting two sets' of" lines between the frequencies of 2.5 cps and 33 cps (control point A), with a break ata freqtuency cf 9 cps (control USAEC REGULATORY
3. Puet and Mevrak Faecilties
GUIDES Coplw of publithed guide. may be obtained by request indicating the dwvitant desired to the US. Atomic Energy Commistion.
8. occuptional Medth Ptbtahed guodas mil b ewited , wetldceltty.


as eWoprm
Washinglon.


====o. looccommodem ====
0,C.. 7D545, ReguLatory Guides ae Issued to. descibe and make arvailable to the public Attention:
4. Environmatot and 1. Antitrust Re 0 torimamnan WM with ite Mw sottorfft$Olt or OAu~ione.
Director of Regulatory Standards.


Mats, ink and Plans PIsmsctions I
Comments arml sugpltrinni lor methods aceptable w the AEC Regulatory tiaff of implemnenting specific parns of Imnorovenmerls in these guldot 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.


====a. Goneref GUIDE ====
D.C. 20545.vellualng specilic problenr'ofa.postulated accidents, or to provide guidance to Attention:
point B). constitut;
Chief. Public Procetlings Staff.liegplcanl.
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.
Regulatory Guldes are not tubslltuie'
for regulations and compliance with them Is not required.


the procedure described above will not apply. In these cases, the Design Response Spectra should be developed individually according to the site characteristics.
Methods 'end. olutlont different'from those eat out in The guides are issued on she following ten broad divisions:
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.


C. REGULATORY
1. Pow" Reactors
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
* 6. Producst 2. Research and Test Reactots *
1.60.2 K
 
DEFINITIONS
===7. Transpotation===
Respone Spectrum mcans a plot of the maximum response (acceleration.
.3. Fuels and Materials Facilitis
.. 8' Occupational Health Pwwus dsd 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 Plan
 
====t. Protection ====
10. General F-point W. constituit:
tile acceleration region h ot' the horizontal I)csrgn Response Spectra. Fot frequencies Ihigher than 33 cps. the maximum ground acceleration line represents the Design Response Spectra.The vereial corrrponent I.sign Response Spectra.corrtesponlding to tile IllaxiuIIInIl hIri:minrlal ,rtlnd acceh'rafioi of I.0 g are slhown in Figure 2 of ih' is guide.The nuneltici al vlues of design displacements.
 
veloci ics.and acceleratiotis inl these spetra are obtained by antrltiivying tile conrespol.Jing values of" the lrlaxitIniun lihri:mital gr.u mIud moriott (acceleration
= 1.0 g and displacemotw t = 3(N in.) hy the tactors given in Table II of lhi, guide. T"he displacentrertt reliunt lines of tlle Design Re-sponse Spectr;t :are parallel to the mnaxirritimum ground diisplacemtne line and are sMiomin on the left of Figure 2.vhe velocity region lines slope downward f'rom a I'requency t' 0.25 cps (CIICttti l pohlt DI) to :1 fleqtuency oIf 3.5 cps (control point C) and are shown at the top.Titi reniahitnn twIO sets of lines bet weeni th ie frequencies of" 3.5 cps and 3,3 cps Icontrol poini A). withI a break at tile I'reqtlellcv ot Q cps (conitmll point 13). contllitute tIle accelera.li n tetioti o)f' tihe veefical Design Response Spectra. It shliold be noted tltt tre vertical Design Response Spectra values are 2/3 tl.,)se of the horizontal Design Resp-nqt e Spectra for frequencies less than 0.25: I'm Ifrequencies higher tli:m 3.5. tiley are tIle wlhile the ratio varies between 2/3 arid I I'Mr frceuiencies between 0.25 and 3.5. For frequencies higher thtan 33 cps. the Design Response Spectra ftollow tile rrraxirnrnl giound :acceleration lirte.The horizontal antd vertical comnponent Design Respomn:e Spectra irt Figures 1 and 2. respectively, of this guide cirrespond to a tixitimuri horizontal ground acceleratiin of I 1.) e. FFr sites with different values specit'ied b'or the design earthquake.
 
Ile Design Response Spectra should be linearly sacled Ifrom Fiigures I mrid 2 iti proportion to the specifled tmaximtumn horizmontal ground acceleration.


velocity.
For sites that ( are relat ivelv close to tile epicenter of :ai expected earthquake or (2) have physical characteristics thfat could significanrtly afT'ct tile spectial pattern (f input motion, such as heing underlain by poor soil deposits.Ilte procedure described above will not apply. Irt these cases, ile D)esign Resixrse Spectra should be developed iitdi\idua.ly ding to thie site characteristics.


or displacemnct)  
C. REGULATORY
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.
POSITION I .Tlie horizontal comtponrent ground 1elsign Response Spectra. without soil-structn tre irtteractiorn effects, of the SSIE, 112 the SSE, Otr the OBE on sites underlain by rock or by soil should he linearly scaled from Figure 12 in propOrtiOrr to tire rnt:ixiruittn lt horizortmal ground acceleration specilied for tIre ear thlquake closen. i Figure I coitrespt;Ids to a tntaxinulti horimrilal ground acceler;tiont ofI 1.t) aind ,,ccomtlpanlyitig displacerternI
of 36 irt.l The applicable multiplicatiot fI'ctors ald corttrol points are given ill Table I. For darmping ratios tot inchludd itt Fi.mrc I or Tible I. at line:tr interpolation should be used.2. The vertical c nmttment ground Design Resporrse Spectta. without soil-stiructure interaction effects, of1 tite SSE, 1/2 tite SSI.E, or the OWI" on sites underlain by rock or hr soil should lie line:irlv scaled fronni Figure 22 ill proportion to tlt illraXilliLlin horizontal grouind acceletafion specified for tile earthlquake chosen. (Figure" is based on a maxitimum
/iri-'iial Sround acceleraiion of 1 .0 g and accomtpanying displacement of 3R in.) The applicable muliiplication I'actors arnd control points are given ill Table II. For dalmping ratios riot incltded irt Figure 2 or Table II, a linear irierpolatiin shiould be used.2Tlhis does nor a pply to sites which It ) ar relalively clno to Ire epicenter ot an expecled eanrthquakc or (21 which have physic.il characteristics thil could significantly affect tite spectral riombinatioin o1" input molion. The D)esign Rcsponse Spectra for such sites irould tie developed on a case-by-case
1srsis.I .0.-2 DEFINITIONS
Response Spectrum means a rlot 'l f lite maxi1mum response (acceleration.


When obtained from a recorded earthquake record, the. response spectrurr tends to be irregular, with a number of peaks ane valleys.
velocity, or displacement)
Of a family of idealized sinoe-degree.of.fiecdomn damped oscillators as a function of natural irequencies (or periods) of the oscillators to a specified vibratory nmotion input a( their supports.


Design Resp.. Spectrum is a relatively smoot)I relationship obtained by analyzing.
When obtained from a recorded earthquake record, the response spectruin lends to be irregular.


evaluating, and statistically combining a number of individual response spectra derived from the records of significant past earthquakes.
with a mlnihet of peaks and valleys.Design ,,soonse Spectrum is a relatively smototh relationship obtained by analyzing, evaluating.


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 sit
and statistically combining a number of individual icspi-mse spectra derived from the records of siguificamit past eart hquakes.Maximum (peak) Ground Acceleration specified for a given sito means that value of the acceleiatioa which corecslx)nd-s to zero period in the design response spectra 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 specified for that sit


====e. TABLE I HORIZONTAL ====
====e. TABLE I HORIZONTAL ====
DESIGN RESPONSE SPECTRA RELATIVE VALUES OF SPECTRUM AMPLIFICATION  
DESIGN RESPONSE SPECTRA RELATIVE VALUES OF SPECTRUM AMPLIFICATION  
FACTORS FOR CONTROL POINTS Aenplificton Factors for Control Points of Acmalation" ' OiqImnment''  
FACTORS FOR CONTROL POINTS SPercent Amplification Factors for Control Points of Acceleration'  
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.
2 Displacement'  
2 Critical Damping A(33 cls) B(9 cps) C(2.5 cps) D(0.25 cps)0.5 1.0 4.96 5.95 3.20 2.0 1.0 3.54 4.25 2.50 5.0 1.0 2.61 3.13 2.05 7.0 1.0 2.27 2.72 I .88 10.0 1.0 1.90 2.28 1.70'Maximum ,sound displacement is taken proportional to maximum ground acceleration, and is 36 in. for ground acceleration of 1.0 gravity.2Acoeleration and displacement amplification factors are taken from recommendations given in reference I.1.60-3 TA13LE II VERTICAL DESIGN RESPONSE SPECTRA RELATIVE VALUES OF SPECTRUM AMPLIFICATION
FACTORS FOR CONTROL POINTS Percnt Ariplificaiion Factors for Control Points of Criticr'l D spllccmnt
2 Dampring A(33 8(9 cp) C(3.5 cps) D (0.2 5 c1 o.g I .A) 4,%o 5.95.0 1.0 3.54 4.2. I.07 5.0 1.0 2.(11 3.13 1. 37 7.0 I .0 2.27 2.72 I.25 10.0 1.0 I.90 2.2S SMaximum ground displawcement Ik.n proportional to na \imumn gpund acckleraion and is 36 in. fIor cround accelcration tit 1.0 gr.vity.2 Accelera tion amplificalion lactots tilc I ical design rep'.nse slctra are equal 1o iho1c oS f O'h ril(ontia design reslidnwc pretra. %%hercdis displaceient amplification faitorq are 2/3 those hori/tnral dcsign rekponc: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.Kapur. "Design Responsc Spectra for Nuclear Power Plants," ASCE Structural Engineering Nleeting.


sAbotimtion and displacement anplifkztion factor are taken from gecoiunmastions Stan in teforence
San Francisco.
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 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.
April 2. N. N1. Newmark Consulting Engineering Services. "A Study of' Vertical and Horizontal Earthquake Spectra.*'  
Urbana. Illinois.


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 guid
USAEC Corntra.c No.AT(4'?-5)-26o7.


====e. REFERENCES====
WASI.1 255. April 1073.3, John A. Blume & Associates, "Recommendations for Shape of Earthquake Response Spectra," San Francisco.
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.
California.


February 1973.1.604 K
USAEC Contract No.AT(49-5.)-301
0.1 02 0.s 1 2 5 10 2D 50 100 FRr WUENCY. cps FIGURE
1. WASH-1254.


===1. HORIZONTAL ===
February 19.73.a8 1.60-4
DESIGN RESPONSE SPECTRA -SCALED TO 1g HORIZONTAL
1000 500 200 100>: /\ -,. U S20- -5 5 1110 0.1 0.2 0.5 1 2 5 10 20 50 100 FREQUENCY.
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  
cps FIGURE I. HORIZONTAL
GROUND ACCELERATION  
DESIGN RESPONSE SPECTRA -SCALED TO ig HORIZONTAL
UNITED STATES NUCLEAR REGULATORY
GROUND ACCELERATION
COMMISSION
a
WASHINGTON, D.C. 20555 SFIRST CLASS MAIL POSTAGE III FES PAID us. Nc WASH D C Pf RMI1 No L OFFICIAL BUSINESS PENALTY FOR PRIVATE USE. $300}}
1000 100 0.' 50 .5 CC 100 50 2i 20 GR UN AC EL RAIO , ',FREQUENC,L  
cps ___FIGURE 2. VERTICAL DESIGN RESPONSE SPECTRA-SCALED
TO lg HORIZONTAL
GRCUND ACCELERATION
00}}


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Revision as of 19:51, 12 October 2018

Design Response Spectra for Seismic Design of Nuclear Power Plants
ML13350A358
Person / Time
Issue date: 10/31/1973
From:
US Atomic Energy Commission (AEC)
To:
References
RG-1.060
Download: ML13350A358 (6)
v • d • e


t*lAGy. C0\oU.S. ATOMIC ENERGY. COMMISSION:_.;:::

', rs
DIRECTORATE

OF REGULATO RY STANDARDS REGULATORY

GUIDE 1.60 DESIGN RESPONSE.SPECTRA

FOR SEISMIC.DESIGN

OF NUCLEAR POWER PLANTS Ociober 1973 WIDE SA..

A. INTRODUCTION

Criterion

2, "Design Bases for Protection Against Natural Phenoniena," Of 'Appendix A, "General Design Criteria for Nuclear.Power Plants." to 10 CFR Part 50.L'.'icensing of Production and Utilization Facilities." requires, in part, that nuclear power plant structures, syYStems, .,and components important to safety b'h designed to -withstand.

the' effects of earthquakes.

Proposed Appendix A, "Seistnic and Geologic Siting Criteria,'"to

10 CFR Part .100, "Reactor Site Crinteria,i.

'to the expected maximum ground , acc:elerations..,This guide. describes a. piocedure.. .acceptable:

to the 'AEC ARegulatory staff- for defining S espqnsei spectra for the seismic design of nuclear power 1 kplants. The Adviory Committee on Reactor Safeguards bas been consulted concerning this guide and has concurred in the regulatory position.'

B. DISCUSSION

in o.rder. to approximate the intensity and thereby estimate, the maximum :.gr6tund'

acceleriationo Of the:.expcted strongesýt..ground

'm'tion,(SsE)

for a given site,: pr.oposed -Append*-

A, to I 0.'.CFR- Part 100. specifies.

a number of,'required investigations.

It does not, however.giye a -method for 'defining..

the response spectral corresponding to 'tile expected nmaximunt.

ground acceleration" The recorded ground acccleratioihs and response spectra of' past. earthquakes provide a, basis for the rational design of structures to resist earthquakes.

The Design Response Spectra,' .specified for design purposes, can be developed.statistically from.response spectra of.past strong-motion earthquakes (see' reference I).. An See definitions at the end of the guide..extensive study.'has hlcn described by Newmiaik and Blunie in re!ferences I. 2, .and After ieviewing th'se reterenced documents, tilt AE( RegtIu10toiy

'staff has determined as acceptahle tile fI llowicni procedilre

1or'defining the Design RIeslponse Spectra representing the effects of the vibratory

111i00 Otf thi SS[, 1./2 the SS!.', and the Operating Basis Earthquake

(0111) on sites underlain by either rock or sOil deIposits d:l CoVerfinig All frequencies of inter.st.

However, for uliustially soft site..modification to this procedure will.he requited.In this procedure,

  • the .configurali6ios of tihe horizonial.

component Design Response Spectra i'm each of the two: mutually perpendicular honizontal axes are shown in Figure 1. of this guide. These sh lpe% agree wilhdeveloped by', Newmnz'k, Blune. and Kapur in 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 a celeration, and ithe middle part depends. on the maximum velocity.

Thle horizontal component Design Response Spectra in Figure I of tids guide correspond'

to a 'maximuin horiznital ground acceleration of 1 .0 g. "rlie maxintum ,ground displacement.

is. uiken.'propportional to the maximum ground accekeration.

and is'set.at

36 inches for'a.ground "acceleratioin of1.tI, 0 g."Thc nunierical values of design displacements, velocities, and accelerations for the horizont-al component Design Response Spectra are obtained by multiplying the corresponding values of the maximum ground displacement and acceleraliol by the factors given in Table I of this guide. Tile displacenient region lines of the Design Response Spectra ame parallel to the maximum ground displacement line and are shown. un lhie left of Figure I. The velocity region lines sl.ope. downward from a. frequency nf 0.25" cps (control point D)'to a. frequency of 2.5 cps (control point C) and are shown at. the 'top. The remainting two sets' of" lines between the frequencies of 2.5 cps and 33 cps (control 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 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.vellualng specilic problenr'ofa.postulated accidents, or to provide guidance to Attention:

Chief. Public Procetlings Staff.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 on she following ten broad divisions:

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

  • 6. Producst 2. Research and Test Reactots *

7. Transpotation

.3. Fuels and Materials Facilitis

.. 8' Occupational Health Pwwus dsd 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 Plan

t. Protection

10. General F-point W. constituit:

tile acceleration region h ot' the horizontal I)csrgn Response Spectra. Fot frequencies Ihigher than 33 cps. the maximum ground acceleration line represents the Design Response Spectra.The vereial corrrponent I.sign Response Spectra.corrtesponlding to tile IllaxiuIIInIl hIri:minrlal ,rtlnd acceh'rafioi of I.0 g are slhown in Figure 2 of ih' is guide.The nuneltici al vlues of design displacements.

veloci ics.and acceleratiotis inl these spetra are obtained by antrltiivying tile conrespol.Jing values of" the lrlaxitIniun lihri:mital gr.u mIud moriott (acceleration

= 1.0 g and displacemotw t = 3(N in.) hy the tactors given in Table II of lhi, guide. T"he displacentrertt reliunt lines of tlle Design Re-sponse Spectr;t :are parallel to the mnaxirritimum ground diisplacemtne line and are sMiomin on the left of Figure 2.vhe velocity region lines slope downward f'rom a I'requency t' 0.25 cps (CIICttti l pohlt DI) to :1 fleqtuency oIf 3.5 cps (control point C) and are shown at the top.Titi reniahitnn twIO sets of lines bet weeni th ie frequencies of" 3.5 cps and 3,3 cps Icontrol poini A). withI a break at tile I'reqtlellcv ot Q cps (conitmll point 13). contllitute tIle accelera.li n tetioti o)f' tihe veefical Design Response Spectra. It shliold be noted tltt tre vertical Design Response Spectra values are 2/3 tl.,)se of the horizontal Design Resp-nqt e Spectra for frequencies less than 0.25: I'm Ifrequencies higher tli:m 3.5. tiley are tIle wlhile the ratio varies between 2/3 arid I I'Mr frceuiencies between 0.25 and 3.5. For frequencies higher thtan 33 cps. the Design Response Spectra ftollow tile rrraxirnrnl giound :acceleration lirte.The horizontal antd vertical comnponent Design Respomn:e Spectra irt Figures 1 and 2. respectively, of this guide cirrespond to a tixitimuri horizontal ground acceleratiin of I 1.) e. FFr sites with different values specit'ied b'or the design earthquake.

Ile Design Response Spectra should be linearly sacled Ifrom Fiigures I mrid 2 iti proportion to the specifled tmaximtumn horizmontal ground acceleration.

For sites that ( are relat ivelv close to tile epicenter of :ai expected earthquake or (2) have physical characteristics thfat could significanrtly afT'ct tile spectial pattern (f input motion, such as heing underlain by poor soil deposits.Ilte procedure described above will not apply. Irt these cases, ile D)esign Resixrse Spectra should be developed iitdi\idua.ly ding to thie site characteristics.

C. REGULATORY

POSITION I .Tlie horizontal comtponrent ground 1elsign Response Spectra. without soil-structn tre irtteractiorn effects, of the SSIE, 112 the SSE, Otr the OBE on sites underlain by rock or by soil should he linearly scaled from Figure 12 in propOrtiOrr to tire rnt:ixiruittn lt horizortmal ground acceleration specilied for tIre ear thlquake closen. i Figure I coitrespt;Ids to a tntaxinulti horimrilal ground acceler;tiont ofI 1.t) aind ,,ccomtlpanlyitig displacerternI

of 36 irt.l The applicable multiplicatiot fI'ctors ald corttrol points are given ill Table I. For darmping ratios tot inchludd itt Fi.mrc I or Tible I. at line:tr interpolation should be used.2. The vertical c nmttment ground Design Resporrse Spectta. without soil-stiructure interaction effects, of1 tite SSE, 1/2 tite SSI.E, or the OWI" on sites underlain by rock or hr soil should lie line:irlv scaled fronni Figure 22 ill proportion to tlt illraXilliLlin horizontal grouind acceletafion specified for tile earthlquake chosen. (Figure" is based on a maxitimum

/iri-'iial Sround acceleraiion of 1 .0 g and accomtpanying displacement of 3R in.) The applicable muliiplication I'actors arnd control points are given ill Table II. For dalmping ratios riot incltded irt Figure 2 or Table II, a linear irierpolatiin shiould be used.2Tlhis does nor a pply to sites which It ) ar relalively clno to Ire epicenter ot an expecled eanrthquakc or (21 which have physic.il characteristics thil could significantly affect tite spectral riombinatioin o1" input molion. The D)esign Rcsponse Spectra for such sites irould tie developed on a case-by-case

1srsis.I .0.-2 DEFINITIONS

Response Spectrum means a rlot 'l f lite maxi1mum response (acceleration.

velocity, or displacement)

Of a family of idealized sinoe-degree.of.fiecdomn damped oscillators as a function of natural irequencies (or periods) of the oscillators to a specified vibratory nmotion input a( their supports.

When obtained from a recorded earthquake record, the response spectruin lends to be irregular.

with a mlnihet of peaks and valleys.Design ,,soonse Spectrum is a relatively smototh relationship obtained by analyzing, evaluating.

and statistically combining a number of individual icspi-mse spectra derived from the records of siguificamit past eart hquakes.Maximum (peak) Ground Acceleration specified for a given sito means that value of the acceleiatioa which corecslx)nd-s to zero period in the design response spectra 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 specified for that sit

e. TABLE I HORIZONTAL

DESIGN RESPONSE SPECTRA RELATIVE VALUES OF SPECTRUM AMPLIFICATION

FACTORS FOR CONTROL POINTS SPercent Amplification Factors for Control Points of Acceleration'

2 Displacement'

2 Critical Damping A(33 cls) B(9 cps) C(2.5 cps) D(0.25 cps)0.5 1.0 4.96 5.95 3.20 2.0 1.0 3.54 4.25 2.50 5.0 1.0 2.61 3.13 2.05 7.0 1.0 2.27 2.72 I .88 10.0 1.0 1.90 2.28 1.70'Maximum ,sound displacement is taken proportional to maximum ground acceleration, and is 36 in. for ground acceleration of 1.0 gravity.2Acoeleration and displacement amplification factors are taken from recommendations given in reference I.1.60-3 TA13LE II VERTICAL DESIGN RESPONSE SPECTRA RELATIVE VALUES OF SPECTRUM AMPLIFICATION

FACTORS FOR CONTROL POINTS Percnt Ariplificaiion Factors for Control Points of Criticr'l D spllccmnt

2 Dampring A(33 8(9 cp) C(3.5 cps) D (0.2 5 c1 o.g I .A) 4,%o 5.95.0 1.0 3.54 4.2. I.07 5.0 1.0 2.(11 3.13 1. 37 7.0 I .0 2.27 2.72 I.25 10.0 1.0 I.90 2.2S SMaximum ground displawcement Ik.n proportional to na \imumn gpund acckleraion and is 36 in. fIor cround accelcration tit 1.0 gr.vity.2 Accelera tion amplificalion lactots tilc I ical design rep'.nse slctra are equal 1o iho1c oS f O'h ril(ontia design reslidnwc pretra. %%hercdis displaceient amplification faitorq are 2/3 those hori/tnral dcsign rekponc: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.Kapur. "Design Responsc Spectra for Nuclear Power Plants," ASCE Structural Engineering Nleeting.

San Francisco.

April 2. N. N1. Newmark Consulting Engineering Services. "A Study of' Vertical and Horizontal Earthquake Spectra.*'

Urbana. Illinois.

USAEC Corntra.c No.AT(4'?-5)-26o7.

WASI.1 255. April 1073.3, John A. Blume & Associates, "Recommendations for Shape of Earthquake Response Spectra," San Francisco.

California.

USAEC Contract No.AT(49-5.)-301

1. WASH-1254.

February 19.73.a8 1.60-4

1000 500 200 100>: /\ -,. U S20- -5 5 1110 0.1 0.2 0.5 1 2 5 10 20 50 100 FREQUENCY.

cps FIGURE I. HORIZONTAL

DESIGN RESPONSE SPECTRA -SCALED TO ig HORIZONTAL

GROUND ACCELERATION

a

1000 100 0.' 50 .5 CC 100 50 2i 20 GR UN AC EL RAIO , ',FREQUENC,L

cps ___FIGURE 2. VERTICAL DESIGN RESPONSE SPECTRA-SCALED

TO lg HORIZONTAL

GRCUND ACCELERATION

00


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