ML20214G471

Forwards Structural Engineering Branch Evaluation of PSAR for Input Into ACRS Rept.Review Based on Info Provided by Applicant Through Amend 7,dtd 720707.Info Adequate

ML20214G471
Person / Time
Site:	Columbia
Issue date:	08/18/1972
From:	Maccary R US ATOMIC ENERGY COMMISSION (AEC)
To:	Boyd R US ATOMIC ENERGY COMMISSION (AEC)
References
CON-WNP-0110, CON-WNP-110 NUDOCS 8605220182
Download: ML20214G471 (5)

Text

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l Distribution:

Deakat File (50-397)

LaTR SRB RF G. Arndt I

Docket No. 50-397

1. S. Boyd, Assistant Director for Boiling Water Reactors Directorate of Licensing WASHINGTON PUBLIC POWER SUFFLY SYSTEM (WFPSS) RANPORD #2 NUCLEAR POWER FLANT - ACRS REPORT INFUT FECM PSAR - REVIEN AND EVALUATION Plant u ms: Hanford #2 Licensing stage: CP Docket number: 50-397 Responsible branch and project manager: Gas Cooled Reactors Branch, S. Miner Requested completion date: August 18, 1972 Applicant's response date: None required. No open items Description of response: Report Review status: Complete The PSAR submitted by the applicant has been reviewed and evaluated by the Structural Engineering Branch. An evaluation is enclosed as a report to serve as input to the ACRS report. The review and evaluation are based on information provided by the ppplicant through Amendment #7, dated July 7,1972.

The Structural Engineering Branch found that the information relative to the structural aspects is adequate and we do not expect any unre-solved items to arise before the ACES meeting takes place.

R. R. Maccary, Assistant Director for Engineering Directorate of Licensing

Enclosure:

Structural Evaluation for Hanford #2 i

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Distribution:

Docket File (50-397)

L:TR L:SEB RF G. Arndt Docket No. 50-397

1. S. Royd, Assistant Director for Boiling Water Reactors Directorate of Licensing WASHINGTON FURLIC F0WER SUFFLY SYSTEM (WFFSS) HANFORD #2 NUCLEAR FOWER FLANT - ACES REPORT INPUT FROM FSAR - REVIEW AND RVALUATION Flant name: Hanford #2 g

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Docket number: 50-397 Responsible branch and project manager: Gas Cooled Reactors Branch, S. Miner Requested completion date: August 18, 1972 Applicant's response date: None required. No open items Description of response: Report Review Status: Complete The PSAR submitted by the applicant has been reviewed and evaluated by the Structural Engineering Branch. An evaluation is enclosed as a report to serse as input to the ACES report. The review and evaluation are based on information provided by the applicant through Amendment #7, dated July 7,1972.

The Structural Engineering Branch found that the information relative to the structural aspects is adequate and we do not expect any unre-solved items t s arise before the ACRS meeting takes place.

R. R. Maccary, Assistant Director for Engineering Directorate of Licensing Enclosare:

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Hanford #2 Nuclear Power Plant Structural Evaluation of the PSAR Foundations The plant is to be sited on two geological formations: The Pasco Gravels and the Ringold Formation. The reactor building will be fo e ded near the base of the medi m dense to dense sand layers in the Pasco Formation. This material is underlain at the depth of 12 to 15 feet below the fondation by the very dense gravel Ringold Strata. The Yakim Basalts are located some 450 feet below the surface.

Plate loading tests and in situ relative density determination tests will be performed en the bottout af ter the excavation is complated.

Any material of less than 75% relative denalty will be compacted in situ or removed and replaced with ecapacted fill.

The applicant has presented a description of foundation conditions in Section 2.6.7, and, in the consultants reports by Shannon and Wilson, Inc. and Weston Geophysical Engineers, Inc.

The pisoned foundations appear to be adequate to carry all the design leads with minor settlements. We concur with the applicant's prelim-inary approach.

Seismic Class I Structures Seismic Class I structures are deseribed in Section 12. They are similar to seismic Class I structures approved for previcealy liosased oFTICE >

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. nuclear fa Jties, and are therefore accep a lm to me.

The dividing floor between the drywell and suppression ehmber inside of the steel containment is a conventionally reinforced oencrete floor supported on steel beses and columns. The floor support detail at its periphery permits free expansion of the osatain===t steel shall due to pressure j

and temperature loadings. The drywell is emelesed in reinforced ese-erste for shielding purposes. The drywell is separated from the rein-foreM eencrete by a 2 inch anoe of eempressible toelation material.

l The eenerete wall thicar==== is governed by bielegical shielding requirements, but also serves as a support for the reactor building floers.

Shielding over the top of the drywell is provided by removable, seg-mented, reinforced concrete pluss.

The base slab is a conventionally reinforced concrete slab.

There are no ecubined Class 1 and Class 11 structures.

The applicant intends to use mainly the ACI 318-71 Code, and the AISC Specifications of 1969.

The structures will be designed for the usual deed, live, operating, and Daa leads. They will also be designed for the fallsving environ-mental loads:

The design tornado will be a 360 mph wind resulting from 300 mph tangential and 60 mph transistiemal veloeittee, with a 3 poi differ-estial pressure drop and a spectrum of tersade generated missiles omcE >

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. page 12.2-3 of the PgAE. ife 1.44 the mothed of con-verting the tornado velocities inta 1== Mage and the appliestions of loads to be acceptable, since they are similar to those previously approved, and in accordance,with the general practice of the profession.

The applicant will design the Class I structures for an Operating Basia Earthquake of 0.125g horisantal ground acceleration, with primary steady state stresses sembined with seismic stresses to be maintained within Code allowable working strees limits. 7or a Design Basia Earthquake of 0.25g the ultimate strength design method will be used to assure a safe shutdown of the plant. These design criteria are acceptable to us.

Reinforced concrete structures including the floor inside the steel, containment will be designed using standard desfgn methods in accordance with the ACI code. The working stress design method, the ultimate strength design method, and the finite element method of analysis will be used. These procedures are similar to procedures approved for previously licensed facilities and are acceptable to us.

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