ML20113A496

Rev 1 to Evaluation of Aws Field Welding on Structural & Miscellaneous Steel at Wolf Creek Generating Station, Final Rept

ML20113A496
Person / Time
Site:	Wolf Creek
Issue date:	01/19/1985
From:	Brown G BECHTEL GROUP, INC.
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ML20113A461	List: ML20113A496 ML20113A508 ML20113A517 ML20113A524
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NUDOCS 8504100592
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REVISION ONE

'IV THE FINAL REPORT ON THE EVALUATION OF AWS FIELD WELDING ON STRUCTURAL AhD MISCELLANEOUS STEEL AT THE WOLF CREEK GENERATING. STATION f.

- BECHTEL POWER CORPORATION GAITHERSBURG, MARYLAND JANUARY 19, 1985 1

Prepared by:

Gerald Brown 2

h 8 4

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WOLF CREEK AWS WELDING EVALUATION REPORT INDEX i

I. IlfrR000CTION II. JOINr SELECTION A. General 1

B. Perspective on Field Welded Joints

• C. II/I Welds III. REINSPETION RESULTS A. General B. Sumary of Reported Welding Deviations

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IV. JOINTEVALUATION A. General B. Joints Which Exceeded Allowable Stresses C. Joints with Missing Welds and Material D. Inaccessible Joints V. CONCLUSION i

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4 ATTACHMENT Westinghouse Electric Corporation I4tter SNP(KG)-503, J. W. Irons and L. R. Benson to J. A. Bailey, dated October 1, 1984 TABLES

1. MISCEILANECUS/STRUCIURAL STEEL CONNECTION SUWARY

2. STATUS OF AWS WEIDING REINSPECTIONS AND ENGINEERING l EVALUATIONS

- APPDOICES A. STRUCE' RALLY SIGNIFICANT FIELD WELDED JOINTS 4

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B. DRAWINGS REVIEWED M IDDfrIFY STRUCTURAILI SIGNIFICANr FIELD WEIDED JOINTS C. NCRs, ECRs and FIEID FABRICATION REQUFSTS REVIEWED TO IDDrrIFY STRUCTURALLY SIGNIFICANT FIELD WEIDED JOINTS D. SUNY OF REINSPECTION RESULTS 11

WOII CREK AWS WELDING EVALL'ATION REPORT I. IWGuerION On September 18, 1984, a reinspection of structurally significant AWS field welded joints (identified by Bechtel Power Corporation) was initiated at the Wolf Creek Generating Station by Kansas Gas and Electric (KG&E) Project Management. We reinspection was initiated to address concerns regarding AWS field welding as described in KG&E Corrective Action Report (CAR) 19.

Be scope of the initial reinspection involved 6 structurally significant field welded joints in,each of the 6 safety related buildings: Auxiliary Building, Reactor Building, Control Building, Diesel Generator Building, Fuel Building and Essential Service Water System (ESWS) Pumphouse. We results of this initial reinsoection identified two missing welds (one weld on a pressurizer sup; stt in the Reactor Building, and one clip angle weld on a beam support in the Auxiliary Building), and various other deviations from AWS D1.1-75 welding requirements as described in this report.

As part of the evaluation of AWS field welding, Kansas Gas aM Electric Project Management also initiated a separate reinspection of joints in the Reactor Building which had missing weld inspection records, i.e.

Miscellaneous / Structural Steel Weld Records (MSSWR). Bis reinspection identified missing welds on the contaiment cooler supports, miss.ing brackets on the incore instrumentation supports aM missing flange tie plates. A potential significant deficiency was reported to NPC Region IV on September 18, 1984 in accordance with the requirements of 10CFR50.55(e) .

AWS WELDING EVALUATION PIPORT Page 2 l

l As a result of the findings of these two reinsoections, the program to reinspect structurally significant field-welded joints was excended to include all such joints in the six safety related buildings at Wolf creek, mis report doctanents Bechtel's involvement in this program, which included the selection of joints to be reincoected and the structural evaluation of

! the as-built condition of the joints as described in the reinspection reports generated by DIC. We results of the evaluation did not identify any significant deficiencies in accordance with 10CTR50. 55 (e) .

II. JOIvr SEIKTION

, A. General l .

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me joints included in the reinspection and evaluation program are all structurally significant, AWS field welded joints, which:

1) support or potentially support safety related equipment and bttilding CODponents,

2) are located in the Reactor Building, Auxiliary Building, control Building, Diesel Generator Building, Fuel Building or Essential Cervice Water System Pumphouse,

3) were installed under the structural steel erection contract (Bechtel Specification 10466-Cl22) or the miscellaneous steel erection contract (Bechtel Specification 10466-Cl32), arri

4) were originally insoected under the Daniel International Corporation (DIC) " Miscellaneous / Structural Steel Weld Recotds" (MSSWR) Inspection Program.

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AWS WELDING EVALUATION PIPORT Page 3 For the purpose of this reinspection program, a joint is defined as the connection between two structural mornbers. A joint may contain more than one weld, or a cembination of welds and bolts. A joint may also be referred to as a connection.

AWS field welds for the following items were not considered to be structurally significant:

1) handrails toeplates 2)

3) grating i 4) checkered plate

5) stair towers

6) ladders

7) monorails

8) temocrary construction welds i 9) temporary decking sJpports

10) plug welds in unused bolt holes

11) cask loehng pit hatch covers

- 12) cask washdown pit hatch covers

( 13) Reactor Building bracket shims *

14) Dnbedded beam to seat welds A total of 2670 structurally significant joints were identified for reinspection. Appendix A identifies these joints ard provides information on their locations, the nonconformance reports (NCR) on which any welding deviations from AWS Dl.1 are doceented, and a cross-reference to Bechtel engineering evaluations.

Most of the structurally significant joints were identified on the structural steel (7merican Bridge Cwpany) and miscellaneous steel (Cives Steel Company) erection detail and field work drawings, and on Bechtel detail drawings (C-0X Orawing Series) . Apoendix B lists the drawings which were e

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AWS WELDING EVALUATZON REPORT Page 4 reviewed in order to identify the structurally significant joints and indicates those drawings on which joints were identified. In addition, DIC reviewed field generated nonconformance reports (NCRs), field change requests (KRs) and field fabrication requests. @ose docments identified field welds which DIC considered to have a potential structural significance and were provided to Bechtel for review. Structurally significant joints identified by Bechtel on these documents were also included in the reinspection progran. A listing of the doements subnitted to Bechtel is included in Appendix C of this report.

B. Perspective on Field Welded Joints In order to provide a perspective on the reinspection of field welded joints, Bechtel engineering made an independent count of the various joint

( types (i.e. shop welded, field bolted or field welded) required for the erection of miscellaneous and structural steel at Wolf Creek. The drawirgs listed in Appendix B of this report were used as the basis of this count, and the results are tabulatai in Table 1. Approximately 11,150 total joints are required for the fabrication and erection of structural and miscellaneous steel.

Table 1 indicates that there are 2320 field weld joints while the reinspection program identified 2670 joints. There are two major reasons for this difference l

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AWS WEL ING EVALUATION REPORT ,

Page 5

1) Table 1 does not include field welded icints required by field fabrication requests, NCRs, and EURs, and

2) miscellaneous differences in counting (i.e., when joints are partially shop welded and field welded, etc.) .

Overall, even considering 2670 field welded joints instead of 2320, field welding accounts for less than 25 percent of the total joints required for fabrication and erection of structural and miscellaneous steel at Wolf Creek. -

C. II/I WELDS AWS field wlds on seismic II/I items included in the miscellaneous / structural steel contracts were not included in the

( reinspection. mese seismic II/I items are haMrails, too plates, grating, checkered plate, stairs, ladders aM monorails. Typically these are shop welded, field bolted items which are designated seismic II/I only to assure that they will not fail during an earthquake. In general, they do not act as seismic supports for other items. Monorails were load tested as part of the S tart-up procedures. Typically the seismic loads on these items are much less critical than the service loads imposed during construction. We believe that significant deficiencies in any field welds that may have been made on these types of items would have been identified during the construction period. In addition, we have not identified any welding deficiencies in the safety-related joints which have been inspected that would have resulted in a failure of those ioints. We would expect the same results from a reinspection of welds on II/I items.

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AWS WET. DING EVALUATION REPORT Page 6 III. REINSP W ION RESULTS A. General All accessible joints identified by Bechtel as part of this reinspection program were reinspected by AWS certified weld inspectors under the direction of DIC and KG&E quality control organizations. The reinspections were performed to the existing welding criteria of AWS Dl.1-75, Bechtel Specifications 19466-Cl22 or 10466-C132, and applicable Bechtel approved doctznents , with the exception that scme inspections were performed through paint. A reinspection report was generated for each joint indicating:

1) if the welds on the joint were acceptable,

2) the type and extent of any deviation from AWS Dl.1 and Bechtel Specification requirements (In this case the as-built condition of all ,

welds on the joints was documented on the inspection report), or

3) if the joint was inaccessible (i.e. ernbedded in concrete or obstructed by installed equisment.)

of the 2670 joints identified for inspection, 2386 joints were ccrnpletely inspected, 165 joints were partially inaccessible, and 119 joints were totally inaccessible. All welds on 1292 joints were accepted by the inspectors, while welding deviations were noted on 1994 joints. Many of the deviations were very minor in nature, such as limited areas of lack of fusion or undercut, minor undersize, cold lap, etc.

i AWS WELDING EVALUATION REPORT Page 7 All inspection reports were forwarded to Bechtel for engineering l l

evaluation.

B. Stmnary of Reoorted Weldine Deviations Appendix 0 provides a synopsis of the inspection results for each joint. In order to accurately report the reinspection results, each straight line segment of a weld was identified, and the reinspection results were reported on a segment by segment basis. The number of weld segments on a joint which have a particular welding deviation is recorded in the appropriate column of

. Appendix D. A surrmary of the data in Appendix D is provided i~n this section:

1) Undersize A. Weld undersized for part of length - 68 joints

( B. Weld undersized on one leg (typically 1/16 inch or less) -

375 joints. The undersize occurred only on the return welds on 103 of these joints.

C. Weld undersized full length (of weld segment) - 284 joints. The undersize occurred only on the clip angle return welds on 69 of these joints.

D. Weld undersized due to fit-up/ root gap - 29 joints.

An engineering evaluation has identified only 2 joints (RA, and R039) in which the maximum calculated design stress exceeded the allowable as the result of undersized welds. These 2 joints are discussed further in Section IV. B. Other joints were identified with undersized welds in which the maximum calculated stress exceeded allowable stresses, however these corx11tions were the result of being found in conjunction with more serious defects of missing or underlength welds.

VT AWS WET. DING EVALUATION REPORT Page 8

2) Weld Defects A. Overlap (typically limited to a small percentage of weld length) -

68 joints.

B. Inccuplete penetration - 24 joints C. Lack of fusion (typically limited to a small percentage of weld length) - 91 joints D. Excessive reinforcement - 6 joints E. Edge consumption (i.e. weld size in excess of AWS Dl.1 , Paragraph 2.7.14) - 99 joints (occurred on the return welds only on 48 of these joints.

F. Cracks - 3 joints (all on beam to beam seat welds)

G. Gouge / grinding -14 joints H. Slag - 9 joints

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t I. Porosity - 5 joints J. Arc strike - 3 joints K. Convexity - 3 joints L. Other - 53 joints Essentially all of the weld defects were very minor in nature. Only 1 joint (C146) had calculated design stresses that exceeded the allowable as the result of excessive grinding. mis joint is discussed further in Section IV.B. No other repair of these defects was required.

3) Incorrect configuration A. Gap in continuous weld (typically at nail holes provided in embedded 1

)

plates to aid installation ) - 31 joints.

B. Spacing on intermittent welds - 1 joint I

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AWS WELDING EVALUATION PIPORT ,

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C. Overrun (i.e. excessive weld length) - 754 joints. 658 of these joints involved overrun on the clip angle to ernbedded plate return welds only.

D. Weld in wrong location /not welded per drawing (e.g. groove vs.

fillet weld, etc) - 5 joints No joints were identified with overstress conditions as a result of incorrect weld configuration. Overrun on the clip angle to embedded plate welds was the most comon welding deviation identified. Although the ideal condition would be to have the return weld extend only 1 inch maximum from the toe of the angles, the extra weld length does not reduce the capacity of the beam er the embedded plate to support the design loads. No repairs were required as the result of incorrect weld configuration.

4) Underrun (i.e. insufficient weld length)

A. Greater than 1 inch in lergth - 96 joints B. IAss than 1 inch in length - 233 joints An engineering evaluation has identified only 10 joints (AC, A102, A419, A430, A431, A435, A436, A445, DO ard D012) in which the maximum calculated design stress exceeded the allowable as the results of weld underrun greater than 1 inch in length. These 10 joints are discussed further in Section IV.B. No over-stress conditions restited from weld underrun less than 1 inch in length.

5) Undercut A. Greater than 1 inch in length - 26 joints B. Less than 1 inch in length - 62 joints The identified undercut was typically less than or equal to 1/16 inch in depth. No overstress conditions resulted from undercut. No repairs l Were required, i

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AWS WEEDING EVAIDAT20N REPORT Page la 6,) Missing Material A. Material change-out (e.g. shims or filler plates added, plate instead of angle) - 21 joints B. Missing Material - 19 joints C. Missing Weld (segment ) - 127 joints l An Engineering evaluation has identified 69 joints ( RF, R171, R172, R810 through R869, RJ87 through RJ90, CJ24 and C055) in which the maximtzn calculated design stress exceeded the allowable as the result of i

missing material or welds. 60 of these joints are identical polar crane girder radial stops. These 69 joints are discussed further in Section i IV. B. An additional discussion of all joints with missing material and welds is included in Section IV. C.

7) Inaccessible Joints A. Totally inaccessible - 119 joints

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B. Partially inaccessible - 165 joints A discussion of inaccessible joints is included in Section IV.D.

IV. JOIrl EVAIDATION A. General All reinspection reports were forwarded to Bechtel and the as-built condition of each joint was evaluates against the allowable stresses and loading combinations specified in the SNUPPS Civil-Structural Design Criteria, 19466-C-4.

The general acceptance criteria for weld deviations from the requirements of AWS 01.1 arx! Bechtel Specifications 19466-C122 and 19466-C132 was:

1) All weld deviations which resulted in a violation of the design allowable stresses specified in the SNUPPS Civil-Structural Design Criteria 19466-C-0 were unacceptable and the welds were repaired. (See Section IV. B)

AWS WEEDING EVALUATION REPORT Page 11

2) Missing welds were unacceptable regardless of the stress levels in the joint and the welds were installed unless specifically approved otherwise by the engineer. (See section IV c)

3) Defects (cracks, lack of fusion, undercut, etc.) which jeopardized the integrity of the joint were unacceptable ard required repair. We engineer performed a' case by case review of each wid inspection report in order to identify those defects which required repair.

B. Joints Which Exceed A11ewable Stresses In the as-built condition, 82 joints had calculated weld stresses which exceeded the allowables as defined by the SNUPPS Civil-Structural Design All joints with calculated stresses that exceeded the Criteria 19466-C-0.

allowables had missing, (in one case as the result of excessive grinding)

( undersized, or underlength welds. None of the joints were determined to have incurred damage as a result of the as-built condition and previous or existing loads. None of the calculated ' stresses exceeded the ultimate capacity of the welds. The only required rework to these joints was the installation of the missing, undersize or underlength welds.

We joints with calculated wold stresses that exceeded the allowables are 4

1) Auxiliary Building Joint X: - We top aM bottom return welds between the clip angles ard beam 76388 were underlength aperoximately 3 inches.

We maximum design reaction is 12.2 kips, while the allowable load for the as-built condition was 10.5 kips. Werefore, the allowable load was exceeded by 16 percent. 3e ultimate capacity of the as-built

AWS WEEDING EVAINATION REPORT Page 12 joint was 25 kips. NCR 1SN20568CW has been disoositioned to install the missing portion of the return welds in order to restore the original l

design condition.

2) Aaxiliary Building Joint A102 - m e weld between one clip angle and beam 76?B3 was undersized by 1/16 inch for the entire length, and the returns were underlength by approximately 3 1/2 inches. In the as-built condition, the maximum calculatai design stress in the weld was 20.3 kips per square inch (ksi), while the allowable weld stress is 18.6 >

ksi. Berefore, the allowable stress was exceeded by 8 percent. We ultimate capacity of the weld is approximately 44 kai. NCR ISN21179CW has been been dispositioned to rework the clip angle connection in order l .

to reduce the design stress below the alloweble.

3) Auxiliary Building Joint A419 - me welds between the clip angle and

( beam 763B7 were undersized by 1/16 inch. We return welds between the clip angles and the beam were underlength by approximately 3 1/4 inches. We maximum design reaction is 12.4 kips, while the' allowable load for the as-built condition was 6.9 kips. Berefore, the allowable

] load was exceeded by 80 percent. W e ultimate capacity of the as-built joint was 16.3 kips. NCR 1SN20995CW has been dispositioned to rework the clip angles to beam connection in order to restore the original design condition.

4) Auxiliary Building Joint A430, A435 and A445 - We return welds between the clip angles and beam 763B1 were underlength by approximately 3 1/4 inches. W e maximum design reaction is 10.4 kips, while the

._ allowsble load for the as-built condition was 10.0 kips. Therefore, the allowable load w s exceeded by 4 percent. We ultimate capacity of the as-built joint was 23.8 kips. WlR ISN20995CW has been dispositional to rework the clip angles to beam connections in order to restore the original design condition.

AWS WEEDING E7AIDATION FIPORT Page 13

5) Auxiliary Building Joint A431 - We clip anale to ernbedded plate weld was undersized by 1/16 inch for its entire length on one clip angle.

Also, the return welds between the clip angles and beam 763B7 were underlength by approximately 3 inches. We maximum design reaction is 12.4 kips, while the allowable load for the as-built condition was 10.9 kips. Werefore, the allowable load was exceeded by 14 percent. The ultimate caoacity of the as-built joint was 26 kips. At 1SN20995CW has been dispositioned to repair the undersizei vertical weld on the clip angle to embedded plate and to rework the clip angles to beam connection in order to restore the original design condition.

6) Auxiliary Building Joint A436 - We return welds between the clip angles and beam 76388 were underlength by approximately 3 1/4 inches. We maximum design reaction is 12.4 kips, while the allowable load for the

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( as-built condition was 10.9 kips. merefore, the allowable load was

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exceeded by 14 percent. The ultimate capacity of the as-built joint was 26.0 kips. NCR ISN20995CW has been dispositioned to repair the underlength welds in order to restore the original design condition.

7) Peactor Building Joint PA - The weld between one of the clip angles arsi team 606B3 is undersized up to 3/16 inch. The maximm design reaction is 81 kips, while the allowable load for the as-built condition was 62.6 kips. Werefore, the allowable load was exceeded by 29 percent. The ultimate capacity of the as-built joint was 149 kips. NCR ISN20567CW has been dispositioned to repair the undersized vertical clip to beam weld in order to restore the original design condition.

8) Peactor Building Joint PF - The weld between the pressurizer support beam and the top support bracket at pressurizer support Detail 4 was not installed. We welds between the beam aM the botte support bracket, and between the botta support bracket and the arrbedded plate were undersized.

AWS WEE.DINC EVAIDATION REPORT Page 14 he bottom bracket welds must support the entire horizontal lead with the been to top support bracket weld not installed. An engineering analysis has determined that the beam to bottom bracket weld was adequate to support the maxim a design load within allowable stresses, however, the botte bracket to esedded plate weld was determined to be .

undersized by 9 percent. NCR ISN20509CW has been dispositioned to install the beam to top bracket weld. We full installation of the weld is prohibited by field conditions; however, sufficient weld can be

, installed to reduce the stresses below the design allowables.

9) Reactor 1klilding Joint R039 - t e weld between the clip angles and embed is undersized by 1/16 inch. The maxim m design reaction is 60 kips, while the allowebre load for the as-built condition was 50 kips.

Therefore, the allowable load was exceeded by 2f8 percent. The ultimate capacity of the as-built joint was 119 kips. N~R ISN21072CW has been dispositioned to increase the weld size in order to restore the original design condition.

10) Reactor Building Joint R171 - We weld between the support beam and the top bracket was not installed at pressurizer support Detail 6 ard the weld between the support beam and the bottom bracket is undersized, ne total horizontal desian load on the weld is 339 kips. For the as-built condition the allowable horizontal load on the joint was 251 kips.

Werefore, the allowable load was exceeded by 35 percent. The ultimate capacity was approximately 375 kips. Et ISN20509CW has been dispositioned to install the missirg beam to top bracket weld in order to reduce all stress below design allowable.

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AWS WELDING EVAIDATION REPORT Page-15

11) Reactor Building Joint R172 - The weld between the succort beam and the top support bracket was not installed and the weld between the support beam and botte support bracket was undersized at pressurizer support Detail 8. We total horizontal design load on the joint is 339 kips.

For the as-built condition, the allowable horizontal load on the joint was 286 kips. Werefore, the allowable load was exceeded by 19 percent. The ultimate capacity of the weld was aoproximately 426 kips.

NCR ISN20509CW has been dispositioned to install the missing beam to top bracket weld. Se full installation of the weld is prohibited by field conditions; however, sufficient weld can be installed to reduce all stresses below the design allowables.

12) Reactor Building Joints R810 through RS69 - Two of the five welds between the polar crane girder radial stops aM the support bracket were

k. not installed. We maximum design reaction is 450 kips, while the allowable load for the worst case as-built condition was 307 kips.

'Therefore, the allowable load was exceeded by 47 percent. We ultimate capacity of the as-built joint was 456 kips. The applicable O s (see Appendix A)have been dispositioned to install the missing welds in order to rest are the original design condition.

13) Reactor Building Joints RJ87 through RJ90 - We lateral support brackets for the incere instrumentation tube supports were not installed as required by Drawing C-OS2924 Section A. An engineering analysis by Westinghouse Electric Corporation has iMicated that the missing brackets could result in an overstress condition in the instrtrnentation tubes, however, no failure of the tubes would have resulta$ fra the missing bracket. Westinghouse letter SNP(KG)-503 is included as an attactinent of this report. NCR ISN20494CW has been dispositioned to install the brackets in order to restore the' original design condition.

, AWS WELDING EVAW ATION REPORT Page 16

14) Control Building Joint CO24 - The beam seat required for this joint was not installed. We maximtra design load on the joint is 31.0 kips. ne allowable capacity of the as-built web connection was 24.0 kips, m erefore, the allowable load was exceeded by 29 percent. We ultimate capacity of the as-built web connection was 57.0 kips. ICR ISN21048CW has been dispositioned to install the beam seat in order to restore the original design condition.

15) Control Building Joint C055 - te beam seat required for this joint was not installed. We maximum design load on the joint is 12.7 kips. We allowable capacity of the as-built web connection was 10.9 kips.

Therefore, the allowable load was exceeded by 17 percent. ,m e ultimate capacity of the as-built web connection was 26.0 kips. Due to field interferences the seat cannot be installed. N31 ISN21031CW has been

( dispositioned to rework the clip angle to etedded plate connection to increase the weld size so that the connection capacity is greater than the design load and the margin of safety is restored.

16) Control Building Joint C146 - @e weld between one of the clip angles and the beam was grourd out for a 12 inch length. We maximun design reaction is 130 kips, while the allowable load for the as-built condition was 91.5 kips. Werefore, the allowable load was exceeded by 42 percent. The ultimate capacity of the as-built joint was 218 kips.

NCR ISN29915CW has been dispositioned to replace the missing weld length in order to restore the original design condition.

17) Diesel Bulding Joint 00 - The return welds between the clip angles and beam 12D5 were 1/2 inch to 1 inch long instead of the required 4 inches i 1 inch. We maximtzn design reaction is 265 kips, while the allowable load for the as-built condition was 220 kips. Therefore the allowable

AWS WEEDING EVAIDATION REPORT Page 17 load was exceeded by 21 percent. Be ultimate capacity of the as-built joint was $24 kips. NCR ISN20565CW has been dispositioned to install the missing portion of the return welds in order to restore the original design condition.

18) Diesel Building Joint D012 - 2e return welds between the clip angles and beam 11B1 were underlength by approximately 3 1/4 inches. We maximum design reaction is 130 kips, while the allowable load for the as-built condition was 103 kips. Werefore, the allowable load was exceeded by 26 percent. m e ultimate capacity of the as-built joint was 245 kips. At 1SN21741CW has been disoositioned to repair the urdersized weld in order to restore the original design condition.

4 C. Joints' with Missing Welds and Material

( The reinspection program identified missing welds at 129 joints. 96 of these joints were associated with three specific areas of construction:

1) polar crane girder .60 radial stops had welds missing on the support plates

2) pressurizer support beams - 6 joints had the beam to top supoort bracket missing

3) beam seats - 30 joints had missing seat to beam welds An engineering evaluation has determined that none of the missing welds would have resulted in 'the failure of a safety related emponent. A discussion of each joint with missing welds follows:

! 1) Reactor Building Joints R810 through R869 - Two of the five welds were not installed on each of 60 polar crane girder radial stops. As

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AWS WEID8NG EVALUATION Page 18 discussed in Section IV.B, all of these joints would have been overstressed for the most critical design leading combination; however, none .of the joints would have failed as a result of the missing welds.

The applicable NCR's (see Appendix A) have been dispositioned to install the missing welds in order to restore the original design margins.

2) Reactor Building Joints RF, R169, R170, R171, R172 and R174 - The weld, between the pressurizer support beams and the top support brackets were not installed on all six pressurizer support beam joints. Three of the joints (RF, R171 and R172) would have been overstressed for the most critical design loading condition (see Section IV. B); however, none of the joints would have failed as the result of the missing welds. BCR ISN20509CW has been dispositioned to install the welds. We full installation of the welds is prohibited by field conditions; however,

( sufficient weld can be installed to reduce the stresses below the design allowables.

3) Auxiliary Building Joint AF - Be weld between one of the support clip angles and the been was not -installed. An engineering evaluation has determined that the existing one-sided connection was adequate to support the design loads within allowable stresses. FCR ISN20495CW has been dispositioned to install' the missing weld in order to restore the orig'inal design condition. -

4) Auxiliary Building Joints A012, A013, A023, A036, A039, A040, A041, A046, A058, A060, A061, A063, A064, A067, A068, A069, A070, A077, A100, A315, A369, A385 and A386. Control Building Joints CO22, CO23, CO27, CO28, CO29, C030, and C212 - Be connection welds between the bottom flange of the beares and the beam seats were not installed. Bis weld is not designed to support design loads. We vertical reaction of

s AWS WELDING EVAIhATION REPORT Page 19 the beam is transfered to the beam seat through bearing between the bottom of the flange aM the top of the seat. The welds si:: ply hold the beam in the required location. In additional to the seated connection all of these joints have full web connections which prevent the beam fra movir g and thus there is no consequence to the mission of the beam to seat welds. The applicable PCR's (see AppeMix A) have been dispositioned to install the missing welds in order to restore the original design condition. However, Joints AR12, AG13, A046 and A073 are skewed or offset connections that allow the installation of only one of the two designed beam to seat welds. In addition, the missing welds for Joints AG23 and CO29 can not be installed due to field conditions.

5) Reactor Building Joint RJ83 through RJ86 - The welds between the interior framing members of the containment cooler support frames aM

( the floor framing steel were not installed. An engineering evaluation has determined that installed welds on the exterior framing meters were adequate to support the coolers without exceeding the allowable stresses. We disposition of PCR ISN20494CW provided details for the installation of welds between the interior framing members aM the floor i framing in order to restore the design margins.

6) Auxiliary Building Joints A609 through A616 - The welds between the clip angles and the. support (in these cases a girder rather than an enbedded plate). were not installed. The welds are provided to temporarily support the beams during removal of ' beams on the far side of the supporting girder. A fully bolted connection is provided to support the beams during normal operation. E.R ISN21273CW has been dispositioned to install the missing welds.

7)- neactor Building Joint R585 - 2e welds between the gusset plate and the C8 beam were not installed as required by the erection drawing.

l

AWS WEIDING EVAffATION PIPORT Page 20 However, an alternate weld was approved by FCR l-ll82-C. Bis weld has been installed and is capable of supporting the design 1 cad within allowble stresses. NCR ISN21235CW which addressed the connection has been closed in process.

8) Reactor Building Joints R945 and R947 - The welds between the clip angles and C8 platform beams were not installed. A bolted connection was also provided between the beams and clip angles which is capable of supporting the design loads within allowable stresses. NCR 1SN21274CW has been dispositioned to install the missing welds in order to restore the original design condition.

9) Diesel Building Joints D001 and D002 - We weld between a diagonal brace gusset plate ard the web of a beam was not installed. In addition to this weld detail, there is a clip angle shop welded to the gusset plate

( and field bolted to the beam that is capable of supporting the design load. NCR ISN20865CW has been dispositioned to address these connections. @e missing weld on Joint D001 will be installed in order to restore the original design intent. However, due to field conditions which prohibit the installation of the weld, D002 was approved to use-as-is.

10) Auxiliary Building Joint A635 - We welds between the bent plate and the coltmn were not installed. A bolted connection was also provided between the plate and the column which' is capable' of supporting the design loads within allowable stresses. NCR ISN21399CW has been dispositioned to install the missing welds in order to restore the original design conditon.

11) Reactor Building Joints R991 and R992 - The welds between gusset plate 4111!44- and beams were not installed as required by the erection I

drawings. However, an alternate weld was approved by ECR l-ll82-C. j i

This weld has been installed ani is capable of supporting the design j 1

l l

AWS WELDING EVALUATION REPORT Page 21 Toad within allowable stresses. PCR ISN21323CW which addressed the connection has been closed in process,

12) Auxiliary Building Joint Alli - The weld between the toe of a CS channel frame and the support beam below it was not installed. De existing weld between the back of the channel and the beam is adequate to support the channel without exceeding allowable stresses. NCR ISN20798CW has been dispositioned to install the missing welds in order to restore the original design condition.

13) Fuel Building Joints FG37 and F038 - We welds between the flanges of a C8 beam and ertbedded plate were not installed. An engineering evaluation has determined that the existing welds between the C8 web aM the ersedded plate are adequate to support the design loads within allowable stresses. The joints have been approved by BCR ISN20883CW to use-as-is.

( 14) Auxiliary Building Joints A412, A641 and A646 Control Building Joints C013, C014, C085 aM C128 Fuel Building Joints F017 a M F022 The clip angle to beam, clip angle to embed, or seat to embed return welds were not installed at these joints. An- engineering evaluation

^

has determined that none of the joints would be overstressed as a result of the missing return welds. The applicable !CR's (see Appendix A) have- been dispositioned to install the missing welds in order to restore the original design condition.

15) Reactor R876'- W e top weld between the embed and grating support angle was removed by grinding at this joint. An engineering evaluation indicated that the existing connection was sufficient. .NCR_ISN21232CW has been dispositioned to replace the weld. Field conditions prohibit l

the full installation of the weld, but sufficient weld can be installed to meet the design intent.

AWS WEIDING EVALUATION REPORT Paga 22 te reinspection identified 19 joints with missing material as described belcw, An engineering evaluation has determined that the missing material would not have resulted in the failure of safety equiement or building conponents. The joints with missing material are:

1) Auxiliary Building Joints A055 and A098, Control Building Joints CO25, C M6, C037, C040, C042, C052, C953, and C054 - me beam seats for these 10 connections were not installed. We beam seats were specified on applicable American Bridge erection drawings to be installed as required by Bechtel Standard Detail le on Drawing C-00ll. A review of the design calculations indicated that the existing web connections were capable of supporting the design reactions'within allowable stresses even though the beam seats were not installed. The beam seats have been installed in order to restore the original design condition for Joints A098,

(

CO25, C036, C043 and C042. However, due to field conditions, the beam seats for Joints A055, C037, C052, C053 and C054 could not be installed.

2) Reactor Building Joint R059 - 2e tension olate was not installed i between the enbedded plate and beam 625B1 as required by the erection drawings. However, alternate plates have -been installed per NCR ISN18407C. NCR ISN21076CW was dispositioned to aporove the as-built condition.

3) Reactor Building ~ Joints RJ93 and RJ94 - The bottom tie was not installed at intersecting beams as required by Bechtel drawing C-OS2311. A review of existing design calculations indicates that the- as-built connection.

is adequate to support all design loads within allowable stresses. Due i

to the installation'of' electrical conduit supports the bottom tie plate cannot be -installed. Drawing C-OS2311 will be revised to delete the

requirements for this plate per the disposition to NCR ISN20494CW.

i I

I

AWS WELDING EVALUATION REPORT Page 23

4) Peactor Building Joints RJ87 through RJ90 - The lateral support brackets for the incere instrumentation tube suoports were not installed as required by drawing C-OS2924 Section A. An engineering analysis by Westinghouse Electric Corporation has indicated that the missing brackets could result in an overstress condition in the instrmentation tubes, however, no failure of the tubes would have resulted from the missing bracket. Westinghouse letter SNP(KG)-503 is included as an attachnent of this report. NCR ISN20494CW has been dispositioned to install the brackets in order to' restore the original design condition.

5) Auxiliary Building Joint A628 - Only 1 of the 2 required clip angles was installed. An engineering evaluation has determined that the installed clip angle is adequate to support the design load within the allowable stresses. NCR ISN21272CW has been dispositioned to install the missing

( clip angle in order to restore the original design condition.

6) Control Building Joints CO24 ard C055 - The bean seats were not installed. As discussed in Section IV. B, the maximm calculated design stress in the existing web connections would have exceeded the allowable stresses without the beam seats installed, however, the joints would not have failed. PCR ISN21048CW has been disoositioned to install the beam seat for Joint C324 in order to restore the original design condition.

Since field conditions prohibit the installation of the beam seat for Joint C055, NCR ISN21031CW was dispositioned to rework the clip angle to embedded plate connection so that allowable stresses are not exceeded.

See Section IV. B, Item 15 for further discussion.

I i

D. Inaccessible Joints As noted in Section III.B,119 joints were identified by the reinspection to be totally inaccessible. 62 of these joints were evaluated on a case by I

case basis, typically where alternate load paths existed (i.e. the beam is

AWS WELDZNG EVAf1JATION REPORT Page 24 embedded in a concrete wall which is capable of supporting the design load i in the empleted structure) . In addition, some portions of the welds were l inaccessible on 165 joints. Sufficient information was available on 139 of these joints to enable a case by case evaluation to be performed.

merefore, a total of 83 joints, out of the total population of 2670 joints were identified in which a case by case evaluation of the acceptability of the welds could not be detemined.

W e fully inspected joints may be viewed as a sample of the total population of joints consisting of fully inspected, partially inspected and uninspectable joints. Based on the above n mbers a statistical evaluation may be undertaken for those joints which are either totally or partially inaccessible. It is important to observe that the sample size represents such a significant percentage of the total population that the statistic

(

associated with the sample may be applied to the total population with virtually 100 percent confidence. mis implies that if sone percentage of the inspected joints were determined to exceed allowable stresses, then statistically this percentage may be assmed for the total population with a very high confidence.

Of the 2587 joints which were evaluated on a case by case basis, only 82 joints, 3.17 percent, were identified in which the weld stresses exceed the allowables. Considering that 60 of these joints are polar crane radial stops installed to one typical detail, - there are 22 joints in the remaining i

population of 2527 joints, or G.87 percent, which exceed allowable stresses. We would expect the percentage of joints which exceed the allowable stresses in the group of inaccessible and unevaluated joints to be approximately 0.8 percent, or approximately 1 joint in the group of 83 ,

joints, that could not be evaluated. Likewise, we would not expect to find I

AWS WELDING EVALUATION REPORT . Page 25 any joints that would fail under the design loading conditions as a result of welding deviations.

. V. COtCLUSION No significant deficiencies as defined by 10CFR50.55(e) were identified as the result of the reinspection and evaluation of AWS field welding of structural and miscellaneous steel construction at Wolf Creek. All joints with calculated stresses that exceeded the allowables as the result of welding deficiencies are being repaired as described in Section IV. B.

Missing welds and materials are being installed as described in Section IV.

C.

\ .

T t

i l

l

r AWS WELDING EVAIDATION REPORT TABLE 1 MISCELI.ANEOUS/ STRUCTURAL STEEL CONNECTION SUPNARY Shop Welded Joints Field flolted Joints , Field Welded Joints Total Joints flullding Number Percent Number Percent Ntsnler Percent Ninter Percent Auxiliary 1500 411 1580 431 610 16% 3690 1991 Fbactor 2680 511 1520 291 1960 20% 5260 1991 Control 350 351 380 39% 260 26% 990 1991 Diesel 260 40% 310 48% 80 121 650 1991 Fuel. 90 191 110 231 280 581 480 1991 finnphouse 20 24% 30 38% 30 38% 80 1901 G

. TOTAL 4900 44% 3930 35% 2320 211 11150 1991

9 o

AWS WEII)ING EVAIATUION REPORT TABLE 2 STA111S OF AMS WEIDING INSPICTIONG AM) DIGINEERIKI EVMDATIONS ityrAL JOIRrS JOINFS JOINFS RFJOUIRING MY)ITIONM, JOIRrS SICNIFICANTLY DEFICIINr BUIIDING JOIMrS INSPfCrFD(1) EVAfDATFD(1) RDdORK (2) 10 BE RDIORKPD (3) JOIKrS (19CFR58.55 (e))

AUXILIARY '694 694 694 8 40 g REACTOR 1300 1300 1300 69 10 0 COMrROL 265 265 265 3 14 o DIESEL GENERA'IDR 98 98 98 2 1 0 FUEL 277 277 277 0 2 0 ESWS IU4PIIOUSE 36 36' 36 0 0 0 TOrrAL 2670 2670 2670 82 67 0 (1) 'IYyrAL INCIDDFS INATESSIBLE JOIMPS (2) DESIGN ALIIMABIE STRESSES ARE EXCEEDED IN 'IllE AS-BUILT CONDITION (3) DESIGN ALIJMABLE STRESSES ARE NOff EXCEEDFD IN TIIE AS-RilILT Comyr!ON.

TIIESE JOIRrS ARE IIEING REWORKFD PER KG&E MANAGFNENT DIRFXXION TO INSTAIJ, HISSING AND UNDERLFNC7Ill WEIDS UNLESS PROllD11TFD BY FIEID CONDITIONS.

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