ML20039G836

Final Deficiency Rept Re Undersized Structural Steel Column,Initially Reported 810807.Vendor Has Revised Receiving Insp Procedure to Require Dimensional Checking of Matl Received.Deviation Not Reportable Per 10CFR50.55e

ML20039G836
Person / Time
Site:	Satsop
Issue date:	01/07/1982
From:	Leddick R WASHINGTON PUBLIC POWER SUPPLY SYSTEM
To:	Faulkenberry B NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION IV)
Shared Package
ML20039G833	List: ML20039G832 ML20039G836
References
10CFR-050.55E, 10CFR-50.55E, GO3-82-08, GO3-82-8, NUDOCS 8201190198
Download: ML20039G836 (6)

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E CE LOVE-WO/A Docket fiumbers 50-508 and 50-509 c DD O'SULLIVAN/270-W/A 4 RG PECK-W/A DL QUA!C1E-WO/A January 7, 1982 JP SLUKA-W/A

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OE TRAPP-WO/A G03-82-08 N Q

JE WERLE-WO/A D u GC 50RENSEfi/440-W/A ,y yg U. S. fiuclear Regulatory Commission, Region V 1 F '

Office of Inspection and Enforcement m i

1450 Maria Lane, Suite 260 Ualnut Creek, California 94596-5368 f

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Attention: Mr. B. H. Faulkenberry T \ '

'i Chief, Reactor Cohstructior P o' c\s Br y g

Subject:

PROJECT N05. 3 AND s

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DOCKET NUMBERS 50 50 ith 50-5 9 5 E

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FIf;AL REPORT OF PC E TlaV OCFRx . e) N" UNDERSi2ED RAB COL N 01 1 036)

In accordance with the provisions os CFR50.55(e), Region V was noti-fied on Augue Q , 1981 that a potential deficiency associated with an  ;

t ndersi zed stgrctural steel column was found. . .

Att ached is\a ly System approved final report that provides a de-sp iption of he .- 'ciency, an analysis of the safsty implications.

2d orrectiv ctic s taken. Based on this evaluation, it is con'sidered --

th t e subjec . ondition would not adversely affect the safe opera- '

tior + . plant and, therefore, is not reportable in accordance with

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10CFR 0. SI . T  :

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SL uld you have any questions or desire further information, please bl p' 5l

/ Ontact me directly.

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8 Program Director, W:iP-3/5 S DRC/tt IE f E  ::I Attachment .

99 E- U cc: J. Adams - f;ESCO-WO/A

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[! M D. Smithpeter - BPA-WO/A L Ebasco - flew York-WO/A

- W:;P-3/5 Files - Richland-WO/A 8201190198 820112 PDR ADOCK 0500050a S Pli':

A S WASHINGTON PUBLIC POWER SUPP'Lh SYSTEM WPPSS NUCLEAR PROJECTS NO. 3&5 EllG I fl E E R I N G F i t! A L REPORT Undersize RAB Column (liK-B32A)

December 15, 1981 10 CFR 50.55e - D/N #036 i.

PREPARED BY

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TABLE OF CONTENTS Page ABSTRACT 1 DESCRIPTION OF THE DEFICIENCY AND ITEliS OF. CONCERN 2 ANALYSIS OF THE SAFETY ItiP L IC A T ION S 2 CORRECTIVE ACTIONS TAKEN 3 9 9 e

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l ABSTRACT

' This report addresses the finding of one (1) undersized structural

- steel column installed in the WHP-3 Reactor Auxiliary Building. The 4

installed as requiredcolumn.was founddrawing.

'oy the design to be a W14 x 233'instead of a W14 x

' 257 The to thecolumn columnhas been strengthened by welding a one (1) inch thick plate web.

A field verification check of forty-five erected columns and twenty-thre erected beams was performed and no additional undersize members were discove ad.

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The vendor, Isaacson Steel performed an investigation and reports that this occurance is an isolated case. In addition, Isaccson has revised their receiving inspection procedure to require dimensional checking of material on receipt from their suppliers.

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.It is considered 'that this nonconforming condition does not. constitute a "significant deviation" as defined by 10.CFR 50.55e.

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3 DESCRIPTION OF THE DEFICIENCY AND ITEMS OF CONCERN During the course of erecting building steel in the Reactor Auxiliary Building, the erection contractor, Morrison-Knudsen, Inc., (ll- K ) found a dimensional discrepancy in Column Mark No. B-32A. The fabricator of this column is Isaacson Steel Company of Seattle, Washington. This column section is located at column lines P-4Z and extends from El 391.50 to El 419.00. .

The Ebasco design drawing requires a W14 x 257 section at this location.

The supplied.

Isaacson Steel documentation indicates that a W14 x 257 section was On July 29, 1981, 5-K initiatedanNCRstatinhthat the column dimensions were not in conformance with "American Institute of Steel Construction" (AISC) milling tolerances. Subsequent investigation determined that this member was in fact a W14 x 233 and not a W14 x 257.

Since the problem was not a violation of the AISC milling tolerances, a second NCR was initiated by EBASCO on August 7, 1981 to correctly identifj the nonconforming condition.

The items of concern were as follows:

1. Since the cross sectional area, and section modulus of the W14 x 233 are approximately 10% less than the corresponding properties of a W14 x 257, it was necessary to evaluate the installed column's. ability to withstand 2

the desian loads. ,

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2. Since the depth of the W14 x 233 is.3/8 inch less than the death of a W14 x 257, it was necessary to re-detail the column splice connection at El 419.00.

3. Since 'Isaacson Steel supplies a large amount of structural steel to the project, it was essential to determine whether the problem was' generic or an isolated case.

ANALYSIS OF THE SAFETY IMPt.lCATIONS To determine if this deficiency is "significant" as defined by 10 CFR

• 50.55 (e), an evaluation was performed to determine if the W14 x 233 I would be overstre< sed at the maximum design loads. Ebasco i calculations show a design load of 991 kips and an unsupported length of 27.5 ft. According to the AISC " Manual of Steel Construction" the maximum allowable load for a W14 x 233 with an unsupported length of 28 feet is 1037 kips. Even if the undersize column had not been detected the condition would not have adversely affected the safety of operations of the plant at any time throughout the expected lifetime of the plant.

Therefore, the deviation is not "significant".

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he CORRECTIVE ACTIONS TAKEN

1. Ebasco Engineering has determined that the column should b'e strengthened with a plate 1"x8"x21'-4 fillet welded to the west l side of the column web to be consistent with the original design approach.

This repair work has been completed by M-K.

2. Ebasco Engineering has determined that the. splice connection at El 419.00 should be revised'by adding a shim plate 1/4"x8"x12" on the outside of both column flanges. i completed by M-K. This . repair work has been 3.

Ebasco Construction conducted a field verification check on forty-five erected Isaacson columns and twenty-three erected beams supplied by Steel'.

size. No additional members were determined to be under-  !

Two columns flanges which exceed (Marks F-43A the AISC and B-278 tolerance for) were determined to have l squareness. These two  !

columns have been addressed on a redisposition of Ebasco's NCR.

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4. Isaacson Steel conducted a review and investigation of their in-house material control procedures. Results were reported to Ebasco ,

in a letter that indicated that the section was rolled by Bethlehem Steel as a W14 x 233 but was inadvertently identified on the documen tation as a W14 x 257. Isaacson Steel purchased the member from .

l Bethlehem and did not detect that it was in fact a W14 x 233. Isaac-!

i son states "This was a unique problem and due to its one-of-a-kind nature, no further problems are foreseen". i To. preventProcedure' Inspection recurrence,. Isaacson Steel revised their " Receiving of the cross section,'shall be performed.on atThe procedure now states "A dime of wide flange beam received. least one of each size ,

The dimensions able AISC dimensional tolerances". This procedure must be within allow- i change will reduce !

the possibility that an undersize member will inadvertently be provided by Isaacson Steel. l P

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