ML19308B231

Submits Questions Re Max Vertical & Horizontal Ground Acceleration,Recommended Response Spectra,Proposed Keowee & Jocassee Dams,Wind Loadings,Damping Values & Piping Design Per Wj Hall & Nm Newmark Review of PSAR Vols 1 & 2

ML19308B231
Person / Time
Site:	Oconee
Issue date:	02/14/1967
From:	Newmark N NATHAN M. NEWMARK CONSULTING ENGINEERING SERVICES
To:	Case E US ATOMIC ENERGY COMMISSION (AEC)
References
NUDOCS 7912170452
Download: ML19308B231 (3)

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NAYHAN M. NEWMARK 111 TALBOT LABORATORY. UREANA. IL LIN Os i CONSULTING ENGINEERING SERVICES 14 February 1967 Mr. Edson G. Case Assistant Director Division of Reactor Licensing U. S. Atomic Energy Commission Washington, D.C. 20545 Re: Contract No. AT (49-5)-2667, Dockets No. 50-269 and No. 50-270 Oconce Nuclear Station Units 1 and 2 Duke Power Company

Dear Mr. Case:

The following questions are based on the review by Dr. W. J. Hall and myself of the material presented in the Preliminary Safety Analysi,s Report, Volumes I and II, f or the Oconce Nuclear Station Uni ts 1 and 2, submittet by the Duke Power Company.

The facility consists of two reactor units of 839 MWe net output each. The nuclear stean supply system consists of pressurized wa.ter reactor units similar to systems now operating. The reactor containment building is a fully continuous reinforced concrete structure in the shape of a cylinder with a shallow domed roof and a flat foundation stab. The cylindrical portion i s pres tressed by a pos t-tens ioning system cons i s t i ng of hor i zonta l a nd vertical tendons. The dome has a three-way post-tensioning system. The foundation slab is conventionally reinforced with high-strength reinforcing steel. The entire structure is lined with 1/4 in. welded steel plate to provide vapor tightness.

Our questions follow.

1. The report indicates that the maximum vertical and horizontal ground accel the site is on the order of 5 percent of gravity. qration to be expected No mention is made of at a maximum carthquake criterion for design for safe shugdown. On,page 2-9 it is noted that the structure will be founded on gneiss rodk. The carthquake levels for both design earthquake and maximum carthquake require clarification, and we await the evaluation of these items by the U.S. Coast & Geodetic Survey.

2. The recommended response spectra are shown in Pla te II-4 of Appendix 28. The basis for the shapes of the recommended ground motion spectra and the recommended response spectra is not explained therein, and

, needs clarification. Also, the plots are not compatible in terms of scaling with respect to displacement, velocity, acceleration, and frequency. It appears that the velocity and frequency have been scaled without consideration of the scaling of the displacement and acceleration. .

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O T h. 0is'.uss on on pay 2. c' tn- a r ono ,e c r.ew.t - ane J 3..isi

c. m nrictey d< se r it,9? tre. oc . ;e t.r ocec ur e to be ernioyce, inclucin~ *r a

ette ti at se *'nic i o: d i nm F u r t tve r e iacora t i on un t hm.e procs.cu u:

desiracie, c:.accially v:nc o consiceration is t a..cn of the n.aximu,a< se.

as the des (.n carihcuase loadinos tnat art finally selectec. It is nr clear from the di',cussion nresented whether the failurc of one or Dnth o' tnese dams trou!c seriously iconardi7e the taiety of t hef plant as constructet and the abilits for safe s hu t du.:n .

/. . On care 5-J note is maye of the winn loadino- to be e"so.,

in the desion. i nc l uc e r;c a 72 5 trpo tornac;. The vind veiocity ass oc i a tor oith this tornadn is ir ss than those asec nreviousiv in s i c.i l a r desinns, anc just.f.catian for usi-" this l ov e r valv it cesirec.

5. With recard to seisnic cesian considerations, the discussinn on page 5-5 indicates that " structural cesien orincioles will be f o i t o..c c in the design for seismic loads, inclucinc a cynanic analysis v.here :ncicated b- the characteristics of cortions of the structure." The meaninn c' thrs statement es nnt oarticulariv clear, anc a cescriotion of the Drotecures to bc f o i ) o. ed in mm in; th" dynamic ancly:,s is cesirec.

C. '. .' e tinc no discussion tnc; rein as to the camping values to be employed in t ric cyna-i c ana l ys i s .

7. bitn regard to the pipin , on pace 5-6 a ceneral d i s :. u s t i n-o- pining desian is given. N o c orime n t s a r e ma d e tnere concerninc the cesro-of tne pipino for the seismic loadin~ 'sr.n l i f i c a t i on o f tne procecares to

. incarnoraten f ;r nandlins the ces.o- in tuu case nt seisric loacin-t ra inec w i th n t '+ r a,alicaale loadinct is actirec. It v.cau l d oc na r t cu ' a r ! .

t- '~n *

. r:c: . r,: t t ..; . i,.i c,c oar.m of tha minin- systems sa that the cantain cnt tun:t:On of -

ttro:ture ,:il nat b.. iraairG.

8. With renard to the iarue penetratinns, for exa aic tre ccar -

ncnt access openine. the arocedure ca*iinco for he r:d l i ni, th" ocsien 5ye-c a pr ,a ri a!. H 7. . e v e r on aa.e 5-7 u ~. . . ' te i 1.2.C.24, ditcuS5 ie

.. rt the stren th o' tne reinforce ~ -t that r provided to reasa:" tv 5,tiernth renaven u. tne openino. Tne ciscLssion concerni, the concer #

• mintaininc the comnatibi1ity between the acneral vesselIshe1I arc the arec around tr e caenire: la connec t ion L i t a eva luat i o7 of the compatibi; tu Y .

deformations, and tro a reviev of th? instrumentationpfan in r" i u . ;-7, t could be helofui t o nave t ur the r elabora t i on on the instrumentation arount the caenina anti some discussion of ne measurements to be taken, anc the 90ssible internretation of tnese neasurer,ents. It is noted that a nu.;;cr c' two-element strain canes are to be used in the instrumentation. Such canes reveal sioniticant treasurements generally only vihe n the nrincioal cirectiont at strain are .nnen. It is not clear h o.: tncsc directions woulc be ..n ow n n all cases to encble these gaues to be used veith any degree of conficen:c.

9. On page SA-3 the statement i s r-a de ; "The horizontal ar._

vertical components of ground motion are analied sircultaneously unless a calculation of acceleration response is made for the two components aq:

,t nr>ve t e ... y cre re,t .n.d i t , <

in tir. It w ou t r1 :" ensteutti. to .n, Qi drij s I llan t i Off vi! H ' r 'l *OLn -

.I Celi Cu la t t (hn cOUhd bU !d c e L ' t t ri C On f I cc V.t' ,

and t i s .uq9e s t <.c t ha t in aii cases in c :e nponen t :, o.: con ,i de r ec -

oc cur s i nc, -in s uc n a v.a y tnat the stresses .er'c cerectly add ; t ivt i t, Or' par;c SC-3 under Section 3. % reierence is inace to the increose in allowaale shear stress to 1.; i'c and t ur tner reference to the fact tnat the mer.brane principai tension will t, e controlled b ;, limitire tne allowable snear to this value Furtner discussion of this point seers necessary, for tne shear values citec as comin,trom ACI C3de Chapt *r 1:

refer t o The beans.

t hcar values as a reasure of d i a r:nne l tension nerformante in concrete s a -'r' situntion coes not necessar11/ ho i rt in this shell structure.

anc in fact ca lcula tion of the principal tensions v.oulc involve tensions and shears of oopronriate nannituce and direction, tehich in turn can be combined to calculate the principal tension and orientation o' such princiocl tension.

Tnus the statement concerning the control of shear in this case does not seem to be comoatible with the conceat of handling the principal tension in the ces cr.

11. On cam SC-4 ciscussion is given of the procccure to be followed at vielc loacs.

It i. notcc tnat c'e no ra ne tens ion of as rauch as 3 V1'c anc co-bined tlexural tension (membrane plu: ficy. ural) of C. f'c ~

are to be allwed in c net . i n :. the yield s t reneth of the structure. !!

u3ulo seemand srall value, cesiracie in an. eventto linit to net not memarane rao r s tension of the section to a ver.

thar 3 s i ' s- c>ccat possibi. i r.

the case where self-lir.itinc t ne rrna l e f f e c t s a re involvec.

Ct ecual iraortance nere is th. ceteen orocccure t o be folimed in tne case of inz -avi v carthcua c l o.' d i n . thie- is ont rto l i noc t

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.nin s ~e e s c . .. ti:- ,

i Da e e n . I e<. a s t ante anc cr t orom-t i o r- nece ao c. : v e .

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