ML20039G836
| 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: |
| References | |
| 10CFR-050.55E, 10CFR-50.55E, GO3-82-08, GO3-82-8, NUDOCS 8201190198 | |
| Download: ML20039G836 (6) | |
Text
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,y y g 1 F U. S. fiuclear Regulatory Commission, Region V Office of Inspection and Enforcement i
m 1450 Maria Lane, Suite 260 f
Ualnut Creek, California 94596-5368 Attention:
Mr. B. H. Faulkenberry T
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Chief, Reactor Cohstructior P o' c\\s Br y
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Subject:
PROJECT N05. 3 AND s
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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
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plant and, therefore, is not reportable in accordance with 10CFR 0. SI
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SL uld you have any questions or desire further information, please p'
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Ebasco - flew York-WO/A
- W:;P-3/5 Files - Richland-WO/A 8201190198 820112 PDR ADOCK 0500050a S
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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
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PREPARED BY
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e 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
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ABSTRACT This report addresses the finding of one (1) undersized structural steel column installed in the WHP-3 Reactor Auxiliary Building.
The installed column.was found to be a W14 x 233'instead of a W14 x 4
257 as required 'oy the design drawing.
The column has been strengthened by welding a one (1) inch thick plate to the column 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 Isaacson Steel documentation indicates that a W14 x 257 section was supplied.
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 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" the outside of both column flanges.
This. repair work has been on i
completed by M-K.
3.
Ebasco Construction conducted a field verification check on forty-five erected columns and twenty-three erected beams supplied by Isaacson Steel'.
No additional members were determined to be under-size.
Two columns (Marks F-43A and B-278 ) were determined to have l
flanges which exceed the AISC tolerance for squareness.
These two columns have been addressed on a redisposition of Ebasco's NCR.
j 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-!
son states "This was a unique problem and due to its one-of-a-kind
- nature, i
no further problems are foreseen".
i To. prevent recurrence, Isaacson Steel revised their " Receiving Inspection Procedure'.
of the cross section,'shall be performed.on atThe procedure now states "A dime least one of each size of wide flange beam received.
The dimensions must be within allow-i able AISC dimensional tolerances".
This procedure change will reduce !
the possibility that an undersize member will inadvertently be l
provided by Isaacson Steel.
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