ML20236C025

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Draft, Adequacy of Structural Criteria for Diablo Canyon Site Nuclear Plant
ML20236C025
Person / Time
Site: Diablo Canyon, 05000000
Issue date: 09/30/1967
From: Hall W, Newmark N
NATHAN M. NEWMARK CONSULTING ENGINEERING SERVICES
To:
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ML20236A877 List: ... further results
References
FOIA-87-214 NUDOCS 8707290317
Download: ML20236C025 (12)
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CONSULTING ENGINEERING SERVICES 1114 CIVIL ENGINEERING BUILDING UABANA, ILUNOIS 61001
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Kf5khf+' DRAFT b[$ REPORT TO AEC REGULATORY STAFF gg gg.

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?$@f5 mg p-ADEQUACY OF THE STRUCTURAL CRITERIA FOR

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ADEQUACY OF THE STRUCTURAL CRITERIA FOR 4

jg THE DIABLO CANYON SITE NUCLEAR PLANT hk.

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by HM. - N. M. Newmark and U. J. Hall A INTRODUCT10N p

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l This report concerns the adequacy of the containment structures and 1f;Qj pf components, reactor piping and reactor internals, for the Diablo Canyon Site hm Huclear Plant, for which application for a const ruction permit and operating A6

[h .h ff I f license has been made to the U. S. Atomic Energy Commission (Dosket No. 50-275) by the Pacific Gas and Electric Company. The facility is to be located in hp Scn Luis Obispo County, California,12 miles west southwest of the city of San The

')? t.uls Obispo, and adjacent to the Pacific Ocean and Dieblo Canyon Creek.

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site is about 190 miles south of San Francisco and 150 miles northwest of

. L Los Angeles.

t Specifically this report is concerned with the evaluation of the design criteria that determine the ability of the containment system, piping and reactor internal 5 to withstand a design carthquake acting simultaneously

'7 with other applicable loads forming the basis of the design. The facility also

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N" is to be designed to withstand a maximum earthquake simultaneously with other

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applicable loads to the extent of insuring safe shutdown and containment. This kmr O repo rt is based on information and criteria set forth in the preliminary F" saf ety analysis report (PSAR) and supplements thereto as listed et the end of i~

'!e have participated in discussloris with the AEC Regulatory Staff, k this report. .

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, and the applicant and its consultants, in which many of the design criteria bV

$V-were discussed in detail.

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, kk$@MD; ~2-hJp l hWM_ DESCRIPTION OF THE FACILITY ,

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g$?I" l pyp The Diablo Cenyon Nuclear Plant is described in the PSAR es a pressurized water reactor nuclear steam supply system furnished by the Ucstinghous Electric

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Corporation and designed for an initial power outpet of 3250 MWt (1060 tWe net).

I[ The reactor cooling system consists of four closed reactor coolant loops f ;+

T connected in parallel to the reactor vessel, each provided with a reactor coolant f@$ + pump and a steam generator. The reactor vessel will have an inside diameter 1

[45 of abcut 14.5 ft., a height of 42.3 f t.. will operate with a des ign pressure 3,.

hN of 2405 psig, a des ign temperature of 650 F, and is made of SA-302 grade B low alloy steel internally clad w!th type 304 austenitic stainless steel.

w i gv Ti c reactor containm;nt st ructure which encloses the reactor and steam j vw gTg generators, consists of a stect lined concrete shell in the f orty of a reinforced concrete vertical cylinder with a flat base and hemispherical dome. The cylindrical st ructure of 140 f t. inside diencter has side walls rising 142 f t.

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,. f rom the liner at the bcLe to the spring line of the done. The concrete

. s ide walls of the cylinder and the dome will be approxinct cly 3 f t . 6 and 2 f t . 6 1 1

in, in thickness, respectively. The concrete reinforcing steel pattern is l 1

described conceptucily in Supplaracnt I and consists of bars oriented at 30 from

' the vertical in such a manner that the pattern does not require terminat ion of v4

{ any bars in the dome. These dicgonal bars are desinned to carry both the lateral v4 In addition there is hoop reinforcing

.p shcar as well as vertical tensile forces.

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l[4 4 in the cylindrical port ion of the st ructure. For radict shear reinforcing

$w f the applicant proposes to use a system of vertleal wide flange beams spaced

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four feet on centers. The beams arc attached by hinge connect Ion to the base g{

kh sleb at the lower end and are termincted about 20 f t. above the top of the base slab. The function of the beams is to provide resistance to the moments lQ y

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and sh:ars created by the discontinuity at the base and to provide a gradual

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. A These beams do not participate in resisting either uplift due to pressure or

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$k g, shcar cnd tension due to ecrthquake loading; these forces are to be resisted pfD by the diagonal steel reinforcing Just described. The concrete wall in this f 3 lower zone is divided into three zones. The inner zone, about ,1 ft. thick, l consists of reinforced concrete and_Is the element to which the liner is y ;y I g attached. The middle zone contains the vertical stec1 I-beams which in turn ,

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2$:rJD ~ act as supports for the 16 in, thick reinforced concrete slab spanning the space between the beams. The outer zone consists of about 14 in. of concrete in which o.

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R the diagonal and hoop reinforcement are embedded. The tFree zones are provided with bond-breaking material to insure that the elements will act separately.

A{ j The reinforcing steel for the dome, cylindrical walls and base mat will be

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"j high strength reinforcing conforming to the ASTM A432 specification. The 95

,y A432 reinforcing bars of size larger than tJo. 11 are to be spliced with

.M Cadweld splices except in cases where accessibility makes welding mandatory.

X The liner, as described in Supplement . 2, will be a minimum of 3/8 in. ,

I c3F thick for the dome and cylindrical walls and 1/4 in, thick for the base slab. 1 The anchor stubs are to be !. shaped and will be fusion welded to the liner gs plate. The studs will be spaced at 20 In. on centers, and the design is made j hkN to preclude major af fects arising f rom buckling of the liner.

?% Personnel and equipment access hetches are provided for access to the hpg ghp- In addition there are other penetrations for piping and )

1 Q containment vessel.

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gW k elect rical conduits. 1 i E The facility includes a sea water intake structure located at sea level 1

)4 Y , i at the base of the'cIlff with circulating water condults and auxiliary salt water .

conduits leading up to the nuclear plant.

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7[i The Information on the geology at the site is described in the PSAR l 4 4 M and the several supplements. The bedrock at the site area is of tertiary age x* and compriscs marine shales, sandstone and fine-grained tuffaceous sediments, QQfj {f gig along with a considerable variety of tuf fs of submarine volcanic origin. All these rocks are firm and compact, and are exposed in the seaward edge of the s:.e terrace on which the plant is to be built, which ranges in elevation f rom 60 hdb ' to 100 f t . above sea level, and is approximately 1,000 ft, wide. The bedrock b is overlain by marine and non-marine deposits of Pleistocene age. The major kh  :

components of the power plant are to be founded in bedrock in all cases.

( f)7 The site has been well explored and there is no evidence of any fault of fscts i of recent origin of significance. The report by the consulting geologist on b the proj ect. Dr. Richard II. Jahns, pr% anted as Appendix A of the third

g. supplement, concludes that the possibility of fault-induced permanent ground tjd%y displacement within the plant area during the useful life of the power plant j

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..'g@ 4 is suf ficiently remote to be safely dis regarded. *

%s 't SOURCES OF STRESSES IN CONTAINMENT STRUCTURE AND TYPE I COMPONENTS 1,

p The containment st ructure is to be designed for the fe llowing loedings

. l' " dead loed of the structures; live loads (including construction loads and tr 50 equipment loads); internal pressure due to a loss-of-coolant accident of about Sp*m 47 psig; test pressure of 54 psig; negative internal pressure of 3.5 psig; stresses I fcW.

yo arising f rom thermal cxpansion; wind loading corresponding to the Uniform g

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Ef OL Building Code - 1964 edition and corresponding to 87 to 100 mph winds; and 13 1

f: earthquake loading as described next.

I .6 M. The earthquake loading will be based on two earthquakes, which for  ;

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, ld the design carthquake condition correspond to maximum horizontal ground accelertt ions of 0.20g and 0.159 The containment design also will be reviewed d w h  ;;;& k .. _; ,; . ,

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ror no loss of function using response spectra corresponding to earthquakes of g twice the intensity just noted, namely 0.40g anJ 0.30 . 9 The U. S. Coast and h*@:ig b Geodet ic Su rvey report (Ref. 3) concurs in the 0.20g and 0.40g values selet.ted l

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$cN Class I piping and equipment, as discussed in answer to Question II.G I v4 of Supplement 2 will be designed to the USA S. I.B31.1 Code for pressure piping 1 $" b. .l "f e (Sg [ frt.,

which includes consideration of internal pressure, dead load, and other appropriate loads such as thermal expension. It does not contain provision

$l for earthquake loading. However, the applicant indicates that they will e

M" combine carthquake loadings with the loadings just noted and further elaboration l

. I h:g on this point is given in Appendix A of Supplement 1. l h The reactor internals are to be designed for combined earthquake, 1

"4 ' blow down loadings and other applicable loadings.

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COMMENTS ON ADEQUACY OF DESIGN i

l p4 Seismic Design 1

For this f acility the containment design is to be made for two earthquakes corresponding to maximum horizontal ground accelerations of 0.209

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@. and 0.15g. For the maximum carthquake loading the two earthquakes are characterized by horizontal ground accelerations of twice the values Just cited, i% ,

namely 0.40g and 0.309. Spect ra corresponding to these ccrthquakes are

. presented cs Figs. 2-11 through 2-14 of the PSAR and again in Supplement No. 3 (p

g, beginning on page 22, along with an envelope of the spectra for the no-loss-of s

M pgp funct ion condit ion (Fig. III. A.12-5, Supplement 3)'. We concur with th'c

@(( ecrthquake values selected and the spectra as presented.

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' f'lJf: Vertical acceleration values in all cases will be taken as two-thirds n;

h the corresponding maxinum horizontal ground acceleration, and the effects of

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DNN horizontal and vert ical earthquake loadings will be combined, and considered

)lhh to act simultaneously. In addition in the clastic analysis, the usual 4

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Oh{"/'?" f ractional increase in stress for short term loading will not be used. We

!Mth@ concur in these criteria.

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The damping values to be used in the design are given on page 2-29

4. (revised 7-31-67) of the PSAR and we concur with the values given therein. l y

Q.M With regard to the method of analysis of the containment structure, U/ks% o It is noted on page 2-29 of the PSAR that all mdes having a period greater Q%2%

ut" than 0.08 secs, will be included in the analys is and thet in additian for k -

h components or st ructures having multiple degrees of f reedom, all signifIcant l U$Fs - rnodes, and in no case less than 3 modes, will be considered. It is further 1

N stated that for single degree of f reedom systems, the fundamental mode of

g. y vibration will be used in the analysis. Our interpretation of these statements l 7

is that for a single degree of f reedom system, no ma t t e r wha t t he pe r iod , t ha t is above or below 0.08 secs, the appropriate period and spectral accelerat ion

,r will be employed in the design, cnd further that for multiple degree of f reedom 1

systems all modes will be considered. On the basis of this int e rpretat ion g we concur with the approach.

. 1 ff The nethod of dynamic analysis is described in Sections 2 and 5 of the, PSAR and again in answer to Quest ion III. A.15 of Supplement 1. It is noted 4 that the dynamic analysis to be followed for the Class I components and o

( st ructures . ls the modal part icipat ion f actor method. It is our understanding

, further that the modal analysis may be carried out either through the use

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f.pi[' directly of the smothed spectra, or employing a time history of ground motion, cry employing earthqucke records with amplitude values scaled which lead to

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m D' essent ially the same smoothed spect ra. Discussion of this point is presented fn nGp

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...f,Ay,A W -7 M%(w I p&. II by the applicant in answer to question III.A.13 in Supplement 3. We concur

[ k in the use of the modal participation method in the analysis and design, i

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as well as the use of either the scoothed spectra or the time history input.

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p rnethod provided that the time history input yields the same response spectra

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response spect, salues presented in the PSAR.

fO y 4 As a further point on the dynamic analysis, it is our understanding l that for the safe shutdown condit ions part icularly, for Class I components

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ll yV f i end st ructuras, the design will be made for the envelope of the combined yr g spect ra of the two earthquakes .for the appropriate demping level. On the

$y d I g assumption that this approach is the one being followed we concur in the design kI approach cdopted.

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'le heve reviewed the design st ress criteria pr:sented on page 5-0 LQc i of the PSAR and the locd factor expressions to be employed in the des'Ign and  !

,b g# l find these reasonable. Further, we note on page S-12 of the PSAR that no steel  !

reinforcement will experience average stress beyond the yield point at the

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h.y..K $ .factored load, and e statement on page 5-13 that the liner will be designed to assure that stresses will not exceed the yictd point at the- factored loads.  ;

g Further amplification on these points is given In answer to Suestion III. A 5 of g;p Supplement 2. We interpret these statements to mean that the average st ress 2 -

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.g in the reinforcement and liners will not exceed yield and that the deformations

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'; n cond it ions . On the assumption that this interpretation' is correct we concur in the approach.

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The detall for carrying the radial shear, namely through the use of i

(. a vertical I-beam, as described In the PSAR and In nore particular E:,

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Y beginning on page 30 of Supplement 1 is novel and appears accepf able to us.

g Ve recorrnend that careful attention be given to the detail at the base of the I f5 section where it is keyed into the foundation, to insure that no distress can

{Ef5? occur in either R2 liner or the dicgonal reinforcing bars through any rotation l g:<

' hd4W that might occur at this point under earthquake loadings or other types of v

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}M accident loadings.

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. f;h@gh It is noted in answer to Question III. A.9 of Supolement I that the j

' diagonal reinforcing will be carried over the top of the cylindrical shell y$U and form a more or less completely tied unit through the containment st ructure

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Q!' with tic-down into and through the foundation as describcd in answer to

^W It is further noted that the splices for the ASTM A-432 bars, g Question III.A.10.

which comprise the diagonal reinforcing in the side walls and carry the lateral t fff shears and vertical loadings in the containment structure, will be spliced by 3q ik the Cadweld process and that less than 1 percent of them will be welded by virtue of inaccessibility for Cadweld splice units. The proposed approach

'g appears acceptable to us.

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  • The design of the intake structure located at sea level is described in detall in the PSAR and the various supplements. This will be designed as a Class I structure, with due regard for expected tsunami water heights.

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although it appears that some protection has been provided against the 6g

, possibility of rock masses f rom the cliff falling onto, or into, the pump house, we reconrnend that careful attention be given to any impossible impairment ig-ka%l of the controls or the pumping system through any possible rock falls or slides.

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The containment crane is listed on page 2-27 (revised 7-31-67) of the r%.

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E PSAR as a Class I structure. We wish to call attention to the design of the gg

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-S-mm. cranes to insure that these crenes cannot be displaced f rom the rails during hm

!?N!o T the design or maximum earthquake, or otherwise to have damage result f rom the movement of items supported by them which could cause impairment of the 7 {'?P Nk!O containment or the ability for safe shutdown.

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Penet rat ions A discussion of the design of the penetrations is given in answer gy to question III.A.2 of Supplement 1. It is noted there that for the hhhD n

.;p!Ei d large penetrations the diagonal rebars will be welded directly to a heavy

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! structural steel ring through use of Cadweld sleeves. This approach appears

-- 4 kIS sat isf actory to us.

The applicant further notes in the same section that the stress h concentration in the vicinity of the opening will be considered in the analysis. '

Although this approach may well be satisfactory, we believe that the penet ration g

design should take account of any secon.dary ef fects arising f rom local bending, thermal ef f ec and so on, to insure not the penet rat ion-door detail behaves

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(,' C satisfactory >, and secondly that therry is no dist ress in the containment st ructure in the t ransit Ion zone f rom hhe penet rat lon into the remainder

< 1 of the shell structure. Part1a1 proof of the Integrity of the penetration

[" i will be provided by the measurement program to be made concurrentit with the g7# proof testing of the containment vessel. We reconinend that penetration deformat ion calculations be made prior to the proof testing to provide demonstrated evidence that the design does indeed meet the criteria set forth for both the large and small penetrations, gtb Piping, Valves, and. Reactor Internals The design of the piping is described in Section 2 of the PSAR, and in

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. 3 further detail in Supplements ;l and 2. On page 1-22 of the PSAR a statement c 3. .-

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$y is made that all piping will be designed to withstand any seismic 4

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disturbance predictable for the site.

On page 2-30 of the PSAR It is i W% O

& Indicated that there are regions of local bending where the stresses will be h,/

j 4 N equivalent to 120 percent of the yield stress based on elastic analysis is for f&ge Further elaboration on the piping design

%o ; the no-loss-of function criteria.

I and again N, , given in answer to Question II.F and Appendix A of Supplement b The discussion presented in in answer to Question II.G of Supplement 2.

((a Supplements I and 2 indicates that the earthquake loadings will be combined N.1 directly with the other applicable loadings for the piping and that the design

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.R limits will be established in terms of code allowable stresses, which In hhh cases can be as large es 1.2 to 1.8 times the code allowable stresses.

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The matter of concern to us is t at of the possible Impairment of the serviceability of the piping through rupture or buckling if excessive deformations fo r nP As the result of discussions with the applicant we believe that

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the specific materials used, and under the conditions cited, the deformations However, we urge that this ,

generally will be limited to acceptable values.

s-matter receive further consideration by the applicant during the design process.

9 The Isolation valve design is discussed in several places but

1. The approach outline particularly in answer to Question II. A.14 of Supplement N there appears acceptable to us.

59 ~ The design of the reactor Internals has been reviewed in some detall b The internals are to be des igned to withstand the combined Y with the applicant.

h?e maximum carthquake spectrum concurrent with blow down in such a manner that '

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  • $0; moderate yleiding would not Impair the capability of safe shutdown.

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h0 understanding that this matter is under detailed study and further I

n% documentation and review of the design criterla for the Internals is required. '

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t rp=7E Of CONCLUSIONS

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ggQ; In line with the design goal of providing serviceable structures and hb components with a reserve in strength and ductility, and on the basis of C ;, #

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the information presented, we believe the design criteria outlined for the isdi;.

y primary containment, secondary containment and Type I piping can provide an

' kg@ adequate margin of safety for seismic resistance. Still remaining for i

?" review is 'a detailed evaluation of the criteria to be employed in the design i

l [Nfff' of the reactor internals.

mon REFERENCES

1. "Prel iminary Safety Analys is Report , Volumes 1 and 2," Nuclear Plant, psi Olablo Canyon Site, Pacific Gas and Electric Company, 1967.

" Preliminary Safety Analys is Report, Supplements 1, 2 and 2," Nuclear l

2.

Plant, Diablo Canyon Site, Pacific Gas and Elect ric Company, 1967.

3. " Report on the Seismicity of the Diablo Canyon Site," U. S. Coast and Geodet ic Survey, Rockville, Maryland. .

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