ML20054D511

Forwards Request for Addl Info to Continue Review of Fsar. Requests Response within 7 Days

ML20054D511
Person / Time
Site:	Limerick
Issue date:	04/14/1982
From:	Schwencer A Office of Nuclear Reactor Regulation
To:	Bauer E PECO ENERGY CO., (FORMERLY PHILADELPHIA ELECTRIC
References
NUDOCS 8204230081
Download: ML20054D511 (13)

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Docket File RHartfield, MPA LB#2 File APR r 4 1992 DEisenhut/RPurple bec:

PRC RTedesco NSIC

^0ocket Mos. 50-352/353-ASchwencer NRC PDR HAbelson Local PDR EHylton ACRS (16)

Mr. Edward G. Bauer, Jr.

Lewis, OELD Vice President & General Counsel OI&E Philadelphia Electric Company Region I 2301 Market Street Resident Inspe to Philaielphia, Pennsylvania 19101 SHanauer a

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Dear Mr. Bauer:

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Subject:

Request for Additional Information - Limerick 2

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p u genrrm : f. 3 Nyai t wi el 1n and has indicated a need for the additional information deline J

The Structural Engineering Branch (SEB) has reviewed the Limer k)

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Further information may be requested after SEB comple its review of the Design Assessment Report which you submitted to us on March 31,1982.

In addition, as part of the SEB review, a design audit and meeting will be conducted at the offices of your A/E, tentatively in August or September of 1932. We are also forwarding Enclosure 2, "SEB Criteria for Safety-Related Masonry Wall Evaluation". We intend to use these criteria in evaluating the Limerick application.

Please provide us, within 7 working days from receipt of this letter, with the date(s) on which you plan to respond to the above. Any questions concerning this information request or these staff criteria on masonry walls should be directed to Dr. Harvey Abelson (301) 492-9774, the Licensing Project Manager.

Sincerely, A. Schwencer, Chief Licensing Branch No. 2 Division of Licensing

Enclosures:

As stated cc: See next page

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Mr. Edward G. Bauer, Jr.

Vice President 8' General Counsel Philadelphia Electric Company 2301 Market Street l

Philadelphia, Pennsylvania 19101 i

cc: Troy B. Conner, Jr., Esquire Charles W, Elliott, Esquire Conner & Wetterhahn Thomas & Hair 1747 Pennsylvania Avenue, NW 123 North Fifth Street Washington, D.C.

20006 Allentown, PA 18102 Mr. Robert W. Adler Judith A,.Dorsey, Esquire Assistant Counsel Limerick Ecology Action i

Commonwealth of Pennsylvania, DER 1315 Walnut Street, Suite 1632 505 Executive House Philadelphia, PA 19107 P.O. Box 2357 Harrisburg, PA 17120 Mr. Karl Abraham Public Affa. irs Officer Honorable Lawrence Coughlin Region I House of Representatives U.S. Nuclear Regulatory Commission I

Congress of the Uni.ted States 631. Park Avenue Washington, D.C.

20515 King of Prussia, PA 19806 i

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Poger B. Reynolds, Jr., Esquire Mr. Jacque Durr l

324 Swede Street Re~sTdent' Inspector

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Norristown, PA 19401 U.S. Nuclear Regulatory Commission i

P.O. Box 47 2

Joseph A. Smyth Sanatoga, PA 19464 Assistant County Solicitor i

County of Montgomery James M. Neill, Esquire Courthouse Associate Counsel for Del-Aware Norristown, PA 19404 Box 511 Dublin, PA 18917 Eugene J. Bradley Philadelphia Electric Company Joseph H. White III Associate General Counsel 11 South Merion Avenue 2301 Market Stree.t Bryn Mawr, PA 19010 Philadelphia, PA 19101 Dr. Judith H. Johnsrud Mr. Vincent Boyer Co-Director Senior Vice President Environmental Coalition on Nuclear Operations Nuclear Power Philadel;Sia Electric Cenpany a33 Orlando Avenue 2301 Market Street State College, PA 16B01 Philadelphia, PA 19101 Thomas Gerusky, Director Mr. Marvin I. Lewis Bureau of Radiation Protection j

6504 Bradford Terrace Dept. of Environmental Resources Philadel phia, PA 19149 Sth Floor, Fulton Bank Bldg.

Third & Locust Streets Frank R. Romano, Chairman Harrisburg, PA 17120 Air & Water Pollution Patrol l

61 Forest Avenue Director, Pennsylvania Emergency 1

Ambler, PA 19902 Management Agency l

l Basement, Transportation &

Safety Building Harrisburg, PA.17120 a

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2-John Shniper Lawrence Brenner, Esq., Chairman

• Neeting House Law Bldg. & Gallery Administrative Judge Mennonite Church Road -

U.S. Nuclear Regulatory Commission Schuylkill Road (Rt. 724)

Washington, D.C.

20555 Spring City, PA 19475 Dr. Richard F. Cole

• Robert L. Anthony Administrative Judge Friends of the Earth of the U.S. Nuclear Regulatory Commission l

Delaware Valley Washington, D.C.

20555 103 Vernon Lane, Box 186 Moylan, PA 19065 Dr. Peter A. Morris

• i Administrative Judge Alan J. Nogee U.S. Nuclear Regulatory Commission The Keystone Alliance Washington, D.C.

20555 l

3700 Chestnut. Street Philadelphia, PA 19104 W. Wilson Goode Managing Director l

City of Philadelphia l-Philadelphia, PA 19107 i

William A. Lochstet l

119 E. Aaron Drive

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l State College, PA 16801 Walter W. Cohen Consumer Advocate Office of Attorney General 1425 Strawberry Square Harrisburg, PA 17120 Steven P. Hershey, Esquire Consumers' Education & Frotective Association Sylvania House Juniper & Locust Streets Philadelphia, PA 19107 Sugarman & Denworth Suite 510 North American Building 121 South Broad Street Philadelphia, PA 19107 Donald S. Bronstein, Esquire The National Lawyers Guild Third Floor 1425 Walnut Street

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Philadelphia, PA 19102

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Et1 CLOSURE 1 l

REQUEST FOR ADDITI0f1AL It1FORMATI0t1 LIMERICK GEllERATIt1G STATI0tl UtlITS 1 & 2 DOCKET tlUMBERS 50-352 Atl0 50-353 l

220.'2 Section 3.3.2.1 of the LGS-FSAR states t' hat the pressure transient caused'by the design basis tornado is a 3 p'si pressure drop at the rate of 1 psi /sec. Howeyer,t1RC R.G. 1~.76, " Design Basis Tornado for fluclear Power Plants" calls.for a pressure drop of 3 psi at the rate of 2 psi /sec. Discuss the effect on structures required to be tornado resistant of the faster rate of pressure drop.

220.3 Section 3.5.3 of the LGS FSAR states that concrete elements subject t.o tornado missile impact are not less than 18 inches thick for walls and roofs. Discuss and justify how the dimension of 18 4

inches was arrived at for the' tornado missile spectrum and various concrete strengths used in the LGS design..

220.4 flRC. Regulatory Guide 1.61, " Damping Values for Seismic Design of 4

Nuclear Power Plants" gives.the SSE value for. welded steel structure as 4 percent. Table 3.7-2 of the LGS FSAR gives an SSE value for welded steel structure of 5 percent. Explain and justify the 5 percent value used for Limerick.

220.5 Section 3.7.2.6 of the LGS FSAR states that f or design purposes, the design response value was obtained by adding the response due to the vertical earthquake with the larger value of the response due to one of the horizontal earthquake by the absolute sum method.

Regulatory Guide 1.92, " Combining Modal Responses and Spatial Components in Seismic Response Analysis" states that the design response value is obtained by taking the square root of the sum of the squares of the maximum codirectional responses caused by each of the three components of earthquake motion at a particular point of the structure.' Explain and justify the approach used in the LGS analysis.

220.6 In the torsion analysis of the reactor enclosure, diesel-generator enclosure, spray pond pumphouse, and radwaste enclosure,-explain j

and justify the use of a static analysis for a dynami~c phenomenon.

220.7 Table 3.8-2 of the LGS FSAR lists the loading combinations used in the analysis and design of the containment. These loading com-binations are acceptable if in accordance with Article CC-3000 of the ASME Boiler and Pressure Vessel Code Section III, Division 2.

Compare the loading combinations listed in Table 3.8-2 of the LGS FSAR with Article CC-3000 of the code, identifying and justifying all deviations.

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dation Slab as discussed in section 3.8.1.4.2, explain how strain compatibility is maintained between the containment wall and the base slab.

220.9 Subsection f1E of the ASME Boiler and Pressure Vessel Code,Section III, Division 1 defines the loads and loading combinations which should be considered in the design of " Class MC Components."

Compare the requirements of the aforementioned code with the loading combinations listed in table 3.8-4 of the' LGS FSAR, identifying and justifying the deviations. Specifically, the loading combina-tions associated with MSRV discharge, LOCA, as well as missile impact and jet impingement associated with the. design basis accident are not clearly identified.

220.10 With respect t'o masonry walls used in the LGS design, identify

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all Category I reinforced and unreinforced walls constructed and/

or under construction. Provide detailed drawings and design criteria associated with these walls indicating wall configuration, hori-zontal and vertical spans, reinforcing details, wall thickness.and function.

220.11 Compare the LGS design criteria for masonry walls with the "SEB Criteria for. Safety Related Masonry Walls," identifying and justi-fying all deviations from the SEB criteria.

220.12 Discuss the LGS analysis, design criteria and design of the spent fuel storage racks. Provide detailed drawings, materials used and applicable codes.

220.13 Discuss and justify the. method used to model the LGS Suppression Pool hydrodynamic loads.

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t 220.14 Tables 3.'8-5 thru.8 of the LGS FSAR lists the loading combinations considered in the analysis and design of concrete and steel in-ternal structures of the containment.

In some cases factored load conditions representing extreme environmental, abnormal, abnormal /

severe environmental, and extreme / environmental conditions were omitted from consideration. To be acceptable, load combinations for containment must agree with NRC Standard Review Plan 3.8.3.

Compare the LGS Tables 3.8-5 thru 8 with NRC SRP 3.8.3 and justify all deviations or omissions.

220 15 Explain and justify all deviations of Structural Acceptance. Test Procedures listed in the LGS FSAR section 3.8.1.7 with the require-ments of flRC R.G.1.18 and Article CC-6000 of the ASME Boiler and Pressure Vessel Code,Section III, Division 2.

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ENCLOSURE 2 SEB CRITERIA FOR SAFETY-RELATED MASONR WALL EVALUATION e

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JULY 1981

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r TABLE OF CONTENTS 1.

General Requrirements J

2.

Loads and Load Combinations a.

Service Load Conditions b.

Extreme Environmental, AbnorTnal, Abnormal / Severe Environmental, and Abnomal/ Extreme Environmental Conditions 3.

Allowable Stresses 4.

Design and Analysis Considerations 5.

References E

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General Requirements The materials, testing, analysis, design, construction and inspection related to the design and construction of safety-related concrete masonry walls shall confonn to the applicable requirements contained in Unifor Building Code - 1979, unless specified otherwise, by the provisions in this criteria.

The use of other standards or codes, such as ACI-531, ATC-3 or NCMA are also acceptable. However, when the provisions of these codes are less conservative than the corresponding provisions of the criteria, their use should be justified on.a case-by-case basis.

In new construction, no unreinforced masonry wall will be permitted.

For operating plants, existing unreinforced walls will be evaluated by the provisions of this criteria.

Plants applying for operating license which have already built unreinforced masonry walls, will be evaluatcC or a case-by-case basis.

2.

Loads and Load Combinations The loads and load combinations shall include consideration of normal

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loads, severe environmental loads, extreme environmental loads, and abnormal loads. Specifically, for operating plants tbc load combinations provided in plant's FSAR shall govern.

For operating license applications, the following load combinations shall apply (for definition of load terms, see SRP Section 3.8.411-3).

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e (a) Service Load Conditions

.(1) D+L

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(2) D + L'+ E (3) D+L+W If thermal stresses due to T and83 are present, they should be included o

in the above combinations, as follows:

(la) D + L + T + 83 o

(2a) D + L + T + P + E o

o (3a) D + L + T + R3+ W o

Check load combination for controlling condition for maximum -

'L' and for no 'L'.

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(b)

Extreme Environmental, Abnormal, Abnormal /Servere Environmental and Abnormal / Extreme Environmental Conditions (4) D + L + To + R3 + E (5) D + L + To+ S3+ Wt (6) D + L + T + R + 1. 5 P a

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(7)

D + L + T + 8a + 1. 25 P + 1. 0 (Y + Yj + Ym ) + 1.25 E a

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(8) D + L + T + 81 + 1. 0 P + 1.'O (Y + Y + Ym ) + 1.0 E' a

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j In combinations (6), (7), and (8) the maximum values of P,Te P, Yj, Y, and.Y,, including an appropriate dynamic a

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p load factor, should be used unless a timeI story analysis is hi performed to justify otherwise.

Combinations (5), (7) and (8) and the corresponsing structural acceptance criteria should be satisfied first without the tornado missile load in (5) and without Yr. Yj, and Yn in (7) and (8). When considering these a

loads, local section strength capacities cay be exceeded under these concentrated loads, provided there will be no loss of function of any safety-related system.

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Both cases of L having its full value or being completely absent should be checked.

3.

Allowable Stresses Allowable stresses provided in ACI-531-79, as supplemented by the

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following modifications / exceptions shall apply.

(a) When wind or seismic loads (OBE) are considered in the loading combinations, no increase in the allowable stresses in permitted.

(b) Use of ' allowable stresses corresponding to special inspection category shall be substantiated by demonstration of compliance with the inspection requirements of the SEB criteria.

(c) When tension perpendicular to bed joints is used in qualifying the unreinforced masonry walls, the allowable value will be justified by test program or other means pertinent to the plant and loading conditions.

For reinforced masonry walls, all the tens.ile stresses will be resisted by reinforcement.

(d) For load conditions, which represent extreme environmental, abnormal, abnormal / severe environmental.and abnormal / extreme environmental conditions the allowable working stresses may be multiplied by the factors shown in the following table:

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4-TYPE OF STRESS FACTOR Axial or Flexural Compression (1)

2. 5 Bearing

2. 5 '

Reinforcement stress except shear 2.0 but not to exceed 0.9.fy Shear reinforcement and/or bolts 1.5 Masonry tension parallel to bed joint 1.5 Shear carried by masonry 1.3 Masonry tension perpendicular to bed joint for reinforced masonry 0

for unreinforced masonry (2) l.3 Notes (1) When anchor bolts are used, design should prevent facial spalling of masonry unit.

(2) See 3 (c).

4.

Design and Analysis Considerations (a) The analysis should follow established principles of engineering m'echanics and take into account' sound engineering practices.

(b) Assumptions and modeling techniques used shall give proper considerations to boundary conditions, cracking of sections, if any, and the dynamic behavior of masonry walls.

(c) Damping values to be used for dynam'ic analysis shall be those for reinforced concrete given in Regulatory Guide 1.61.

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(d)

In general, for operating plants the seismic analysis and Category I structural requirements of FSAR shall apply. For other plants, corresponding SRP requirements shall apply. The seismic snalysis shall account for the variations and uncer-tainties in mass, materials and other pertinent parameters used.

(e) The analysis should consider both in-plane and out-of-plane loads.

(f)

Interstory drift effects should be considered.

(g)

In new construction, grout in concrete masonry walls, whenever used, shall be compacted by vibration.

(h) For masonry shear walls, the minimum reinforcement requirements of ACI-531 shall apply.

(i) Special constructions (e.g. multiwythe, composite) or other items not covered by the code shall be reviewed on a case-by-case basis for their acceptance.

(j) Licensees or applicants shall submit QA/QC information, if

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available, for staff's review.

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In the event, QA/QC information is not available, a field survey

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(k) For masonry walls requiring protection from spalling and scabbing due to accident pipe reaction (Y ), jet impingement (Yj) and r

missile impact (Ym), the requirements similar to those of SRP 3.5.3 shall apply. However, actual review will be conducted on a case-by-case basis.

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References (a) Uniform Building Code - 1979 Edition (b)

Building Code Requirements for Concrete Masonry Structures ACI-531 - 79 and Commentary ACI-531R - 79.

(c) Tentative Provisions for the-Development of Seismic Regulations for Buildings - Applied Technology Council ATC 3-06.

(d) Specification for the Design and Construction of Load-bearing Concrete Masonry - NCMA August, 1979.

(e)

Trojan Nuclear Plant Concrete Masonry Design Criteria Safety Evaluation Report Supplement - November, 19S0.

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