ML20040F670
| ML20040F670 | |
| Person / Time | |
|---|---|
| Site: | 05000000, Limerick |
| Issue date: | 03/23/1971 |
| From: | Case E US ATOMIC ENERGY COMMISSION (AEC) |
| To: | Morris P US ATOMIC ENERGY COMMISSION (AEC) |
| Shared Package | |
| ML20040F238 | List: |
| References | |
| FOIA-81-385 NUDOCS 8202100074 | |
| Download: ML20040F670 (7) | |
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l MAR 2.31971
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Peter A. Morris, Director
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LIMERICit GENERATING STATION, UNITS 1 Ah.2, DOCKETrNOS.
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- .e The PSAR information submitted by the subject applicant with respect to the containment and Class I structural design has been-reviewed.
and evaluated by the DRS Structural Engineering Branch. An evaluation of the information submitted to date, including Supplement No. 3,._
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is enclosed. Tentative conclusions,.for which confirmation is still required, are enclosed in parentheses; the inaterial in brackets pro----
g vides a suc: mary of actions to be taken to resolve issues still open. -
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.I E. C. Case Edson G. Case, Director Division of Reactor Standards l
Enclosure:
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Evaluation for Limerick i
cc w/ encl:
S. H. Hanauer, DR R. Boyd, DEL R. DeToung, DRL D. Skovholt, DPl.,
R. R. Maccary, DRS D. Knuth, DRL A. Dromerick, DRS G. Lear, DRL A. Gluckmann, DRS G. Arndt, DPS F. Schauer, DRS R. Shewmaker, DRS P l1 SS er >
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LI!!ERICK CENERATING STATION, Im!TS 1 AND 2
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Mi Docket Nos. 50-352/353 I4-
,f STRUCTURAL EVALUATION
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CLASS I STRUCTURES h
For Class I concrete structures, the factored load approach is taken f r.
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For Class I steel structures working stresses are used for normal ff (
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operating loading combinations, while under.a combination of normal. loads, b} f l
j design accident, and extreme environmental conditions increased stress
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?i limits of 0.9Fy for bending, 0.85Py for axial tension and 0.5Py for shaar
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The interaction of Class II itens with Class I itens has adequately defined A
functional criteria.
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.s The reactor vessel support is a typical steel skirt-to steel ring girder-
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to concrete pedestal detail. The design of the support is similar to
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-b previously reviewed supports and is acceptable.
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TODTDATION AND ENVIRO?O' ENTAL CD:iSIDERATIONS
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The plant will be supported on bedrock of siltstone interbedded and lensed The foundation conditions are considered
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with shale and sandstone strata.
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z All Class I Seisele structures, systens and equipnent necessary for safe
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.L Forum AIC-Sit (Rev. 9-53) AECM C240 e u s covreemete memwa ect 3,w na
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shutdown, primary containment and essential heat renoval will be protected h.-
from the effects of a tornado. This -design basis tornado, with 300 mph
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?l rotational velocity, 60 mph translational velocity, and a pressure drop of 9
r4 3 psi is acceptable. Tornadic missiles assumed are sir::ilar to thoae 3
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k previously accepted.
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The applicant has indicated that three peak recording accelerometers will
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be installed on selected systens and/or components as needed, while.two 8:
strong anotion recording seisnographs will be placed such that one vill g
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record baseeent motion and the other building response higher tr>.
It is cur intention to require full cotpliance seith the safety ruide on J
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seisnic instrunentation, as initiated on Newbold Island.
Further evalua-tion is required on this subject.)
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CO'CAlmfE'C DESCRIPTION, D'.;SICT CRITERIA NsD I.0 ADS I
The primary containment is similar to the Shoreham structure and consists
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of a truncated conical drywell of reinforced concrete with a steel pressure head, and a cvlindrical reinforced concrete suppression cha=ber under the dryvell. A 1/4-inch liner plate of steel conforning to AST!! A-285, Grade A, Firebox Quality vill be used on the interior surfaces of the dryvell and i
pressure suppression chanber.
(The applicant is revising the PSAR to show a liner on the floor of the dryvell. The change has only been described verbally by the applicant, and a fornal review will be conducted of this revision when the amendment is filed.)
syste= connecting the drywell to the pressure suppression chanber Trie vent omer>
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Vacuum breakers limit the Ey consists of 24-inch diarneter downcomers.
differential pressure between suppression chamber and-drywell t'o 3 psi.
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g surrounding reactor building, except 'for a conanon base nat.
Both drywell h,
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'j and suppression chamber vill be designed for a pressure l'oading of 48 psig,
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and the drywell floor will be designed to withstand 48 teig in the dryvell e
p with 21 psig in the suppraasion -chamber. Vacuum breakers from the secondary
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containment to the drywell will limit external pr'ssure loading to 2 psig,,
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while design is for 3 psig. Design temperature for the drywell is 296*F, p
for the suppression chamber 175'F at blowdown, and 205'T post blowdown.
The primary containment loading criteria have been reviewed and are f
incorporated into the design criteria in acceptable manner.
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The secondary containment is a typical BWR structure - concrete up to the refueling floor, and then steel framing with insulated siding above.
Its loading and design criteria are similar to previously approved BWR n
secondary containments of this type and are acceptable.
CohTAINltENT DESIGN ANALYSIS To carry tanFential shears due to earthquake, tangential, diagonal re-inforcing vill be placed in the shell of the prieary containment.
The two basic codes used in the design are the ACI 318-63 code and the OmCE>
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Form AEC-H s (Rev. 9-53) AECM 0240 o u a oovan aec reaca c. o**ct isro--mot tse Q
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-iI The ASME Boiler and Pressure Vessel Code,Section III, Subsection B.
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basic analytical method used for axisymmetric loads is the finite element ff' p;
method. Non=rinymmetric loads are analyzed using' a computer program Vi developed by E. L'. Wilson and S. Q2osh.* Principal stresses and strains k[
82 are developed from the program, and then converted to rebar stresses using ACI 505. The ASME code is used to establish a basis for designing the
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.t i liner, wherever applicable, and also to design the dryvell steel head.
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The primary contain:aent design analysis is acceptable.
I containmnt will be designed by the sam nethods and to the same criteria k..
as other Class I structures mentioned earlier in this report.
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- Ghosh, S. and Wilson, E., Dyna =ic Stress Analysis of Axisyrnetric Struc-be rkeley,
tures bncer Aroitrarv Loading, fniversity of Galif ornia, re-.E ERG-.69-10,-September.-1969 elqrthquake Engineering.haearch.-Center,--Repo SUnit AWC >
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Form AFC-Hs (Rev.9-33) AECM 0240 e u s t.,cvan.eet c===ete.. onct ism-ect vsa 4
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_g TESTING AND SURVEILLANCE a,
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v During construction, rebar user tests will be performed on full sectie a '
?g bars. Arc welding of rebar is not permitted, but if it becomes necessary M
g' to are weld, it will be done in accordance with AWS D12.1 requirements.
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3J Cadweld splica sampling for tensile tests is acceptabla.
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Liner seams inaccessible after construction will be provided with a leak,
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chase system. A minimum of 4% will be radiographed, or a minimum s.4 101 f!
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will be tested by magnetic particle inspection'where radiography is not' I
possible. Initial structural integrity tests of the primary containment i,
3 vill be condx.ted at 115*: of the following design conditions:
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s I A design pressure condition of 48 psir in both the dryvell and a.
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suppression chamber.
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A design pressure condicion of 48 psig in.the drywell and 21 psig in the suppression chamber.
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ii A full design pressure test of the primary containment can be performed at any time during plant life when not actually in operation.
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[ Allowable leakage rates through the drwwell floor slab are currently under j
investigation by the applicant, and will be subnitted at a later date.]
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The reactor building (secondary containment) leakage rate vill be tested j
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Forum AEC-Sts (Rev. 9 53) AECM 0240
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.'e n,t by isolating the building and operating the Standby Gas Trearnant System, fj' w
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(The criteria for testing of the primary and secondary cantainments, as ff.!
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well as associated penetrations, are acceptable.except that the discussion
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isstillinconhletewithregard'tothedrywellfloorslab.) Surveillance W.
y criteria will be furnished at -the time of the.FSAR review.
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