ML20198B832
| ML20198B832 | |
| Person / Time | |
|---|---|
| Site: | Wolf Creek  |
| Issue date: | 12/27/1984 |
| From: | Brown G BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML20198B650 | List: |
| References | |
| FOIA-85-101 NUDOCS 8511070275 | |
| Download: ML20198B832 (256) | |
Text
{{#Wiki_filter:- - FINAL REPORT ON THE EVALUATION T AWS FIELD WEDING ON STRUC'IURAL AND MISCELLAND7JS STEEL AT 'IWE WOLF CREEK GENERATING STATION
. BECWTEL POWER COPRORATION GAITHERSBURG, MARYLA!O DE3 MBER 27, 1984 Prepared by:
Gerald Brown f ( 85110g75851015 ARRICC 5-101 PDR
P WOLF CREEK AWS KT DING EVALUATION REPORT I!OEX s e i I. IhTRODUCTION II. JOI M SEL C ION A. General B. Perspective on Field Welded Joints C. II/I Welds III. REINSPMION RESULTS 1 A. General B. Sumary of Reported Welding Deviations IV. JOIE EVALUATION A. General, B. Joints Which Exceeded Allomble Stresses C. Joints with Missing Welds and Material s D. Inaccessible Joints V. CO!CLUSION
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AMACHMENT Westinghouse Electric Corporation Letter SNP(KG)-503, J. W. Irons an$ L. R. Benson to J. A. Bailey, dated October 1, 1984 i TABIIS l
- 1. MISCELLANEOUS /STRUCIURAL STEEL CONNIETION SUHUtY ,
- 2. STATUS T AWS WEWING REINSPECTIONS AND EN3INEERING !
EVALUATIONS APPENDICES A. STRUC'IURALLY SIGNIFICAhT FIELD WELDED JOINTS B. DRAKINGS REVIDED TO IDENTIFY STRUCTURALLY SIGNIFICANT FIELD WELDED JOIICS C. ICRs, FCRs and FIELD FABRICATION REQUESTS REVIDED TO IDDCIFY STRUCIURALLY SIGNIFICANT FIELD WEID JOIhTS I D. SUHUtY T REINSPCION RESULTS I i i 4 i \ 11
WOLF CREEK AWS WELDING EVALUATION REPORT I. ICROD*ITION 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 (KGl.E) Project Management. %e reinspe tion was initiated to address concerns regarding AWS field welding as described in KGAE Corrective Action Report (CAR) 19. 4 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 (F5dS) PJmphouse. The results of this initial reinspection identified two missing welds (one weld on a pressurizer support in the Reactor Building, and one clip angle weld on a bea . support in the Auxiliary Building), ard various other deviations from AWS D1.1-75 welding require nents as described in this report. As part of the evaluation of AWS field welding, Kansas Gas and 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). his reinspection identified missing welds on the contairunent cooler supports ard missing brackets on the incore instrtunentation supports. A potential significant deficiency was reporta5 to NRC Region IV on September 18, 1984 in accordance with the requirements of 1KTR50.55(e) . i e
AKS WE:3ING EVALUATION REPORT P:ga 2 As a result of the fiMings of these two reinspections, the program to reinsoect structurally significant field-welded joints was expanded to include all such joints in the six safety related buildings at Wolf Creek. This report documents Bechtel's involvement in this program, which incltx5ed the selection of joints to be reinspected and the structural evaluation of the as-built condition of the joints as described in the reinspection reports generated by DIC. The results of the evaluation did not identify any significant deficiencies in accordance with 19CFR50. 55 (e) . II. JOItc SELECTION A. General the joints in ltx5ed in the reinspection and evaluation program are all structurally significant, AWS field weld joints, which:
- 1) support or potentially support safety related equipment an3 building camponents,
- 2) are located in the Reactor Building, Auxiliary Building, Control Building, Diesel Generator Building, Fuel Building or Essential Service Water System Pumphouse,
- 3) were installed tmder the structural steel erection contract (Bechtel Specification 19466-C122) or the miscellaneous steel erection contract .
(Bechtel Specification 19466-Cl32), arr!
- 4) were originally inspected under the Daniel International Corporation (DIC) " Miscellaneous / Structural Steel Weld Records" (MSSWR) Inspection Program.
\
AWS WE DIlO EVALUATION REPORT Pag? 3 ror the purpose of this reinspection program, a joint is defined as the connection between two structural members. A joint may contain more than one weld, or a ecmbination of welds ard bolts. A joint may also be refered to as a connection. AWS field welds for the following items were not considered to be structurally significant:
- 1) handrails
- 2) toeplates
- 3) grating
- 4) checkered plate
- 5) stair towers
- 6) ladders
- 7) monorails S) te v rary construction welds
- 9) temporary de: king supports
- 10) plug welds in unused bolt hole's
- 11) cask loading pit hatch covers
- 12) cask washdown pit hatch covers
- 13) Reactor Building bracket shims
- 14) Drbedded beam to seat welds A total of 2669 structurally significant joints were identified for reinspection. Appendix A identifies these joints and provides information on their locations, the nonconformance reports DCR) on which any welding deviations from AWS D1.1 are documented, and a cross-reference to Bechtel engineering evaluations.
Most of the structurally significant joints were identified on the structural steel (American Bridge Canpany) ard miscellaneous steel (Cives steel Company) erection detail and field work drawings, and Bechtel detail drawing (C-0X Drawing Series) . Appendix B lists the drawings which were (
ARS WIIDItC DIALUATION REPORT P;92 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 nonconforman:e reports (PCRs) , field chance regaests (EGts) and field fabrication regaests. Rose documents identifying field welds which DIC considered to have a potential structural significan were provided to Bechtel for review. Structurally significant joints identified by Bechtel on these doctrnents were also included in the reinspection program.. A listing of the doctrnents submitted to Bechtel is included in AppeMix C of this report. B. Perspective on Field Welded Joints In crder to provide a perspective on the reinspection of field welded joints, Bechtel engineering made an in5ependent count of the various joir}t types (i .e. shop welded, field bolted or field welded) reqJired for the erection of miscellaneous and structural steel at Wolf Creek. We drawings listed in Appendix B of this report were used as the basis of this count, aM the results are tabulated in Table 1. Approximately 11,15e total joints i are regaired for the fabrication aM erection of structural aM l miscellaneous steel.
)
Table 1 indicates that there are 2320 field weld joints while the reinspection program identified 2669 joints. Dere are two major reasons 'for this difference:
AWS h?:. DIN 3 EVALUATION REPORT Page 5
- 1) Table 1 does not in:1u3e field welded joints required by field f abrication regaests, ICRs an3 ICRs, and
- 2) miscellaneous *differen::es in counting (i.e., een joints are partially shop welded aM field welded, etc.).
Overall, even considering 2669 field welded joints instead of 2320, field welding accounts for less than 25 percent of the total joints regaired for fabrication and erection of structural and miscellaneous steel at Wolf Creek. C. II/I WE:DS AWS field welds on seismic II/I items included in the miscellaneous / structural steel contracts were not included in the reinspection. ':hese seismic II/I items are handrails, toe plates, grating, checkered plate, stairs, ladders an$ monorails. Typically these are shop welded, field bolted items W ich are designated seismic II/I only to assure that they will not fail durirg an earthquake. In general, they do not act as seismic supports for other items. Monorails were load tested as part of the Start-up procedures. Typically the seismic loads on these itens are much less critical than the service loads inposed 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 resulta5 in a failure of those joints. Me would expect the same results fran a reinspection of welds on II/I items, s
AWS hT. DING EVA?.,UATION REPOR! Page 6 III. REINSPCION 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 .KGt,E quality control organizations. 'Ihe reinspections were performed to the existing welding criteria of AWS D1.1 and Bechtel Specifications 19466-C122 and 19466-C132, with the exception that scme inspections were performed through paint. A reinspection report was generated for each joint indicating whether:
- 1) the welds on the joint were acceptable,
- 2) the type and extent of any deviation from AWS D1.1 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) the joint was inaccessible (i.e. embedded in concrete or obstructed by installed equipment.)
of the 2669 joints identified for inspection 2386 joints were completely inspected, 166 joints were partially inaccessible, and 119 joints were totally inaccessible. All welds on 1293 joints were accepted by the
^
inspectors, while welding deviations were noted on 1993 joints. Many of the deviation were very minor in nature, such as limited areas of lack of fusion or undercut, minor undersize, colo lap, etc.
i E'S WCDING EVALUATION REPORT Page 7 ! All inspection reports were forwarded to Bechtel for engineering evaluation. B. Sunmary of Reported Weldine Deviations Appendix D provides a synopsis of the inspection results for each joint. In order to accurately report the reinspector results, each straight line segment of a weld was identified, and the reinspection results were reported on a secynent by secnent basis. 2e neber of weld segroents on a joint which have a particular welding deviation is recorded in the appropriate column of Appendix D. A sunmary of the data in Appendix D is provided in this section:
- 1) UnSersize A. Weld undersized for part of length - 68 joints
( B. Weld un$ersized on one leg (typically 1/16 inch or less) - 375 joints. We undersize occurred only on the return welds on 193 of these joints. C. Weld un$ersized full length (of weld segment) - 284 joints. We un3ersize 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 5 joints (A182, A419, A431, RA, RG39) in which the maxima calculated design stress exceeded the allowable as the result of undersized welds. Sese 5 joints are discussed further in Sect 4on VI.B. ( %. O
AWS WE:32N3 EVALUATION REPORT Page 8
- 2) Weld Defec*a A. Overlap (typically limited to a small percentage of weld length) -
68 joints. B. Incomplete penetration - 24 joints C. Lack of fusion (typically limited to a small percen* age of weld length) - 91 joints D. Excessive reinforcement - 6 joints E. Edge consumption (i.e. weld size in excess of E'S D1.1, 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 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. '!his joint is discussed further ir3 Section IV.B. No other repair of these defects was regaired.
- 3) Incorrect Configuration A. Gap in continuous weld (typelally at nail holes provided in eW plates to aid installation ) - 31 joints.
B. Spacing on intermittent welds - 1 joint h
AWS WELDING EVALUATION REPORT Page 9 C. Overrrun (i.e. excessive weld length) - 7'54 joints. 658 of these joints involved overrun on the clip angle to embedded plate return welds only. D. Weld in wrong location /not welded per drawing (e.g. bevel 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 j plate welds was the most conmon welding deviation identified. Although the ideal condition would be to have the return weld extend only 1 inch maximan from the toe of the angles, the extra weld length does not reduce the capacity of the beam or the embedded plate to support the design loads. No repairs were required as the result of incorrect weld configuration.
- 4) Underrrun (i.e. insufficient weld length)
- A. Greater than 1 inch in length - 96 joints B. I4ss than 1 inch in length - 233 joints j An engineering evaluation has identified only 6 joints (AO, A439, A4,35, A436, DD and D012) in which the maximum calcuated design stress exceeded i
the allowable as the results of weld underrun greater than 1 inch in length. '!hese 6 joints are discussed further in Section IV.B. No over-stress conditions resu1 W from weld underrun less than 1 inch in length.
- 5) Undercut A. Greater than 1 inch in length - 26 joints B. tass than 1 inch in length - 62 joints
'the identified smdercut was typically less than or equal to 1/16 inch in depth. No overstress conditions resultad from undercut. No repairs
- , [A..
were required. O
AWS WELDI!G EVAWATION REPORT Page le i
- 6) Missing Material A. Material change-out (e.g. shims or filler plates added, plate instead of angle) - 21 joints B. Missing Material - 20 joints C. Missing Weld (segment ) - 137 joints 4
An Ehgineering evaluation has identified 69 joints ( RF, R171, R172, 1 RS10 through R869, RJ87 through RJ90, CO24 an5 C055) in which the maxinun calculated design stress ex::eeded the allowable as the result of missing material or welds. 60 of these joints are identical polar crane girder radial stops. Rese 69 joints are discussed further in Section IV. B. An additional discussion of all joints with missing material an5 welds is included in Section IV. C.
- 7) Inaccessible Joints l A. Totally inaccessible - 119 joints B. Partially inaccessible - 166 joints A discussion of in accessible joints is included in Section IV.D.
IV. JOIMI EVAWATION A. General All reinspection reports were forwarded to Bechtel and the as-built condition of ea::h joint was evaluated against the allowable stresses and , loading combinations specified in the S!CPPS Civil-Structural Design Criteria, 19466 C-9. Se general acceptance criteria for weld deviations from the requirements of MfS D1.1 and Bechtel Specifications 19466-C122 and 19466-C132 west
- 1) All weld deviations Which resultso in a violation of the design allowable stresses speelfied in the SNUPPS Civil-Structural Design
- Criteria 19466-C-9 were macceptable and the welds were repaired.
AWS WE? DIN 3 EVALUATION REPOIC Page il
- 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 and required repair. 'Ihe engineer performed a case by case review of each weld inspection report in order to identify those defects which required repair.
B. Joints khich Exceed Allowable Stresses In the as-built condition, 81 joints had calculated weld stresses which exceeded the allowables as defined by the SNUPPS Civil-Structural Design Criteria 19466-C-0. All joints with calculated stresses that exceeded the 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 dawp 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. 'Ihe only required rework to these joints was the installation of the missing, undersize or underlength welds. The joints with calculated weld stresses that exceeded the allowables are:
- 1) Auxiliary Building Joint M 'Ihe top and bottom return welds between the clip angles ard beam 763BB were underlength approximately 3 inches.
'!he maxim a design reaction is 12.2 kips, while the allowable load for the as-built condition was 18.5 kips. '!herefore, the allowable load was exceeded by 16 percent. 'the ultimate espacity of the as-built w_.__________._.___._______.___.______._.___.
AWS WE: DIN 3 DIALUATION REPOIC Page 12 joint was 25 kips. O ISN205683 has been dispositioned to install the missing portion of the return welds in order to restore the original design condition.
- 2) Auxiliary Building Joint A192 - 2e weld between one clip angle anS beam 763B3 was un3ersired by 1/16 inch for the entire length. In the as-built conSition, the maxim a calculated design stress in the weld was 20.0 kips per square in:h (ksi), while the allowable weld stress is 18.6 ksi, herefore, the allowable stress was exceeded by 8 percent. We ultimate capacity of the weld is approximately 44 ksi. n ISN20995N has been been dispositioned to increase the weld size in order to reduce the design stress below the allowable.
- 3) Auxiliary Bailding Joint A419 - te welds between the clip angle and beam 763B7 were undersized by 1/16 inch. We return welds between the clip angles anS the beam were underlength by approximately 3 1/4 inches. The maximum design reaction is 12.4 kips, while the allowable load for the as-built condition was 6.9 kips. Werefore, the allowable load was exceeded by 80 percent. Se ultimate capacity of the as-built joint was 16.3 kips. p 1SN20995CW has been dispositioned to install the underlength weld in order to restore the original design condition.
- 4) Auxiliary Building Joint A430 and A435 - We return welds between the clip angle and beam 763B1 were underlength by approximately 3 1/4 inches. We maxima design reaction is 19.4 kips, while the allowable load for the as-built condition was 19.9 kips. Werefore, the allowable load was exceeded by 4 percent. We ultimate capacity of the as-built joint was 23.8 kips. O 15N29995N has been dispositioned to repair the moersized weld in order to restore the original design condition.
s a--___________---__-_------__-_____
AWS WELDItG LVAI.UATION REPORT Pag? 13
- 5) Auxiliary Building Joint A431 - he clip angle to en6edded plate weld was undersized by 1/16 inch for its entire length on one clip angle.
Se maximum design reaction is 12.4 kips, while the allowable load for the as-built condition was 10.9 kips. B erefore, the allowable load was exceeded by 14 percent, m e ultimate capacity of the as-built joint was 26 kips. N3 ISN209953i has been dispositioned to repair the undersized weld in order to restore the original design coMition.
- 6) Auxiliary kilding Joint A436 - he return welds between the clip angles and beam 76338 were un5erlength by approximately 31/4 inches. We maxim a design reaction is 12.4 kips, while the allowable load for the as-built conSition was 10.9 kips. Werefore, the allowable load was exceeded by 14 percent. me ultimate capacity of the as-built joint was 26.0 kips. tcR ISN20995CW has been dispositiona$ to repair the undersize $ weld in order to restore the original design condition.
- 7) Reactor Building Joint RA - be weld between one of the clip angles and beam 606B3 is undersized up to 3/16 inch. W e maxim a design reaction is 81 kips, while the allowable load for the as-built condition was 62.6 kips. Berefore, the allowable load was exceeded by 29 percent. De ultimate capacity of the as-built joint was 149 kips. N3t 1SN205670f has been dispositioned to repair the smoersized weld in order to restore the original design cor lition.
B) Reactor Building Joint RF - me weld between the pressurizer support beam and the top support bracket at pressuriser support Detail 4 was not installed. We welds between the beam and the bottom support bracket, and between the bottom support bracket and the enbedded plate were underslaed.
AWS WEL ING EVALUAT80N REPORT Page 14 he bottom bracket welds must support the entire horizontal load with the beam to top support bracket weld not installed. An engineering l
; analysis has determined that the beam to bottem bracket weld was i
adequate to support the maximum design load within allowable stresses, however, the bottom bracket to embedded plate weld was determined to be undersized by 9 percent. ICR 1SN20509CW has been dispositioned to install the beam to top bracket weld in order to reduce all stresses below the allowables.
- 9) Reactor Building Joint R039 - me weld between the clip angles an$ beam is undersized by 1/16 inch. We maximum design reaction is 60 kips, i
while the allowable load for the as-built condition was 50 kips. Berefore, the allowable load was exceeded by 20 percent. De ultimate capacity of the as-built joint was 119 kips. PCR ISN21972 has been dispositioned to increase the weld size in order to restore the original design conSition. I
- 10) Reactor Puilding Joint R171 - he weld between the support beam and the l top bracket was not installed at pressurizer support Detail 6 an5 the weld between the support beam and the bottom bracket is undersized. We total horizontal design load on the weld is 339 kips. Fog the as-built condition the allowable horizontal load on the joint was 251 , kips.
Berefore, the allowable load was exceeded by 35 percent. We ultimate capacity was approximately 375 kips. N3 ISN295e9CW has been i dispositioned to install the missing beam to top bracket weld in order to reduce all stress below design allowable. t i
AWS WCD8N3 EVALUATION REPORT Page 15
- 11) Reactor Building Joint R172 - he weld between the support beam an$ the top support bracket was not installed and the weld between the support beam and bottom support bracket was undersized at pressurizer support Detail 8. W e 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. %erefore, the allowable load was exceeded by 19 percent. he ultimate capacity of the weld was approximately 426 kips. , PCR 1SN205093 has been dispositioned to installed the missing beam to top bra:ket weld in order to reduce all stresses below design allowables.
- 12) Reactor Building Joints R810 through R869 -
Two of the five welds between the polar crane girder radial stops ard the support bracket were not installed. We maxim.rn design reaction is 450 kips, while the allowable load for the worst case as-built condition was 307 kips. Werefore, the allowable load was exceeded by 47 percent. We ultimate capacity of the as-built joint was 456 kips. ICR 1SN213193 has been i dispositioned to install the missing welds in order to restore the original design condition.
- 13) Reactor Building Joints RJ87 through RJ90 - he bottom tie was not installed at intersecting beans as required by Bechtel drawing C-
!. OS2311. A review of existing design calculations indicates that the as-built connection is adegaate to support all design loads within allowable stresses. Due to the installation of electrical conduit supports the bottan tie plate cannot be installed. Drawing C-G2311 has been revised to delete the requirements for these plate. .
AWS WE:DI O EVALUATION REPORT Page 16
- 14) Control Building Joint CO24 - me beam seat required for this joint was not installed. We maxisrn design load on the joint is 31.0 kips. We allowable capacity of the as-built web connection was 24.0 kips.
h refore, the allowable load was exceeded by 29 percent. We ultimate capacity of the as-built web connection was 57.0 kV s. ICR ISN210483 has been dispositioned to installed the beam seat in order to restore the original design condition.
- 15) Control Nilding Joint C055 - The beam seat reqaired 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.
Berefore, the allowable load was exceeded by 17 percent. me ultimate capacity of the as-built web connection was 26.0 kips. ER ISN21031N has been dispositioned to installed the beam seat in order,to restore the original design condition.
- 16) Control kilding Joint C146 - he weld between one of the clip angle and the beam was groun5 out for a 12 inch length. %e maximtzn design reaction is 130 kips, while the allowable load for the as-built cordition was 91.5 kips. Werefore, the allowable load was exceede5 by 42 percent. We ultimate capacity of the as-built joint was 218 kips.
ICR ISN20915@ has been dispositioned to replace the missing weld length in order to restore the original design condition.
- 17) Diesel Bulding Joint DD - 2e return welds between the clip angles and beam 12B5 were 1/2 inch to 1 inch long instead of the reqaired 4 inches
+ 1 inch.
_ Se maximum design reaction is 265 kips, while the allowble load for the as-built condition was 220 kips. Werefore the allowable
,- - -- -w- - - - - . -
AWS WELDING EVALUATION REPORT Page 17 load was exceeded by 21 percent. me ultimate capacity of the as-built joint was 524 kips. O 1SN20565CW has been dispositioned to install the missing portion of the return welds in order to restore the original design condition.
- 18) Diesel Building Joint Dfl2 - he return welds between the clip angles and beam 11B1 were urx5erlength by approximately 3 1/4 inches. We maxim 2n design reaction is 130 kips, while the allowable load for the as-built condition was 103 kips. Berefore, the allowable load was exceeded by 26 percent. W e ultimate capacity of the as-built joint was 245 kips. p 1SN211863 has been dispositioned to repair the uMersized weld in order to restore the original design condition.
C. Joints with Missing Welds and Material Tne reinspection program identified missing welds at 137 joints. 97 of these joints were associated with three specific areas of construction:
- 1) polar crane girder - 60 radial stops had welds missing on the support pla*m
- 2) pressurizer support beams - 6 joints had the beam to top support bracket missing
- 3) beam seats - 31 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 component. A i discussion of each joint with missing welds follows:
- 1) Reactor Building Joints R810 through R869 - Wo of the five welds were not installa5 on each of 60 polar crane girder radial stops. As I -
7 I AWS WEDI!G EVALUATION Page 18 I discussed in Section IV.B all of these joints would have been overstressed for the most critical design loading combination, however, none of the joints would have failed as a result of the missing welds. We applicable NCR's (see Appendix A) have been dispositioned to install the missing welds in order to restore the original design margins.
- 2) Reactor R2ilding Joints Re, R169, R170, R171, R172 and R174 - Tne weld '
between the pressurizer support beams and the top support brackets were not installed on all six pressurizer support beam joints. Wree of the joints (RF, R171 an$ R172) would have been overstressed for the most l critical design loading condition (see Section III.B), however, none of. the joints would have failed as the result o' the missing welds. N3 ISN205093 has been dispositioned to install the welds in order to t reduce the stresses below design allowables.
- 3) Auxiliary R2ilding Joint AF - 2e weld between one of the support clip '
angles an$ the beam was not installed. An engineering evaluation has determined that the existing one-sided connection was adegaate to 1 support the design loads within allowable stresses. M3 ISN20495W has ' been dispositioned to install the missing weld in order to restore the original design condition.
- 4) ' Auxiliary Building Joints A012, A013, A023, A036, A039, A040, A041, \
i A046, A058, A060, A061, A063, A064, A067, A068, A069, A070, A077, A100, ' A315, A320, A369, A385 an$ A386. Control Building Joints CO22, CO23, , CO27, CO28, CO29, C030, and C212 - h e connection welds between the bottom flange of the beams an$ the beam seats were not installed. his l weld is not designed to support design loads. Se vertical reaction of
/
w t_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . . _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
AWS WE:31N3 EVALUAT30N REPORT Page 19 the beam is transfered to the beam seat through bearings between the bottom of the flange and the top of the seat. he welds simply 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 from moving and thus there is no consequence to the crnission of the beam to seat welds. We applicable N'R's (see Appendix A) have been dispositioned to install the missing welds in order to restore the original design condition.
- 5) Reactor Building Joint RJ83 through RJ86 -
W e welds between the interior framing members of the contairrnent cooler support frames and the floor framing steel were not installed. An engineering evaluation has determined that installed welds on the exterior framing renbers were adegaate to support the coolers without exceeding the allowable stresses. We disposition of PCR ISN204943 provide $ details for the installation of welds between the interior fram*.ng members and the floor framing in order to restore the original design margins.
- 6) Auxiliary Building Joints A609 through A616 - me welds between the clips angles an5 the support (in these cases a girder rather than an embedded plate) were not installed. Se welds are provided to terrporarily support the beams during renoval of beams on the far side of the supporting girder. A fully bolted connection is provided to support the beams during normal operation. ER ISN212733 has been dispositioned to install the missing welds.
- 7) Reactor Building Joint R585 - me welds between the gusset plate arx5 the C8 beam were not installed as required by the erection drawing.
AWS WELDI!G EVALUATION REIORT Page 29 However, an alternate, unsperified weld was installed Which is capable of supporting the design load within allovable stresses. N~R ISN21235CW has been dispositioned to install the missing weld in order to restore the original design condition.
- 8) Reactor Building Joints R945 and R947 - m e welds between the clip angles aM CB platform beams were not installed. A bolted connection was also provided between the beams and clip angles which is capable of supportirg the design loads within allowable stresses. ICR ISN21274 3 has been dispositioned to install the missing nids in order to restore the original design condition.
- 9) Diesel Bailding Joints D001 and D002 - Tne weld between a diagonal bra:::e gusset plate an$ the web of a beam was not installed. In addition to
- missing weld detail, there is a clip angle shop welded to the gusset plate and field bolted to the beam that is capable to of supporting the design load. We joint has been approved by ICR ISN29865 to use-as-is without installing the gusset plate to beam weld.
- 19) Auxiliary Building Joints A633, A634 and A635 - h e welds between the clip angles and the column were not installed. A boltal connection was also provided between the clip angles an$ the coluno which is capable of supporting the design loads within allowable stresses, DCR's 1SN212723, and ISN213993 have been dispostioned to install the missing welds in order to restore the original design conditon.
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AWS WCDIN3 EVALUATION REPORT Page 21
- 11) Reactor Building Joints R991 and R992 'I5e welds between gosset plate 411PM4 and beams were not installed as reqJired by the erection drawings. An engineering evaluation has detemined that the installed welds were adegaate to support the design loads without exceeding the allowable stresses. ICR ISN213233 has been dispositioned to install the missing welds in order to restore the original design condition.
- 12) Auxiliary Building Joint Alli -
':he weld between the toe of a C8 channel frame and the support beam below it was not installed. '!5e existing weld between the back of the channel and the been is adegaate to suppsrt the channel without exceeding allowable stresses. ICR ISN207983 has been dispositioned to install the missing welds in order to restore the original design condition.
- 13) Fuel Building Joints F037 an$ F038 'Ihe welds between the flanges of a C8 bean and er. bedded plate were not installed. An engineering evaluation has determined that the existing welds between the C8 web
. and the embedded plate is aSegaate to support the design loads within allowable stresses. CR ISN208833 has been dispositioned to install the missing welds in order to restore the original design condition.
- 14) Auxiliary Building Joints A396, A412, A641 and A646 Reactot Building Joints R956 and R876 Control Building Joints C913, Cf14, C985 ard C128 Fuel Bailding Joints F996, F917, F918 and F022
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AWS WELDIN3 EVALUATION REPORT Page 23 he clip angle to beam or clip angle to embed return welds were not installed at these joints. An engineering evaluation has determined i
- that none of the joints would be overstressed as a result of the
, missing return welds. De applicable ICR's (see Appendix A) have been dispositioned to install the missing welds in order to restore the 1 original design condition.
% e reinspection identified 20 joints with missing material as described
- below. An engineering evaluation has determined that the missing material would not have resulted in the failure of safety eqaipment or building t ecx,ponents. me joints with missing material are
- 1) Auxiliary Building Joints A055 and A998, control Building Joints CO25, l Ce36, C037, C949, C042, C952, Ce53, and C054 - Se been , seats for these le connections were not installed. We beam seats were specified on applicable American Bridge erection drawings to be installeS as regaired by Bechtel Standard Detail 19 on Drawing C-9011. A review of the design calculations indicated that the existiry web connections were capable of supporting the design reactions within allowable stresses even though l
the beam seats were not installed. We been seats have been installed i in order to restore the original design condition.
- 2) neactor Building Joint R059 - We tension plate was not installed between the enbedded plate and beam 625B1. A review of the design i
calculations indicates that the existing web connection is adequate to support the vertical and axial loads. CR 15N215760f has ,been dispositioned to install the plate in order to restore the original design condition. 9
AWS W"D8N3 EVALUATION REPJR* Page 23
- 3) Reactor Building Joints RJ93 and RJ94 - The bottm tie was not installed at intersecting bea s as reqaired by Bechtel drawing C-OS2311. A review o'f existing design calculations indicates that the as-built connection is adegaate to support all design loads within allowable stresses. Due to the installation of electrical conduit supports the bottom tie plate cannot be installed. Drawing C-OS2311 has been revised to delete the reqJirements for these plate.
- 4) Reactor Building Joints RJ87 through R790 'Ihe 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 indicated that the missing brackets could result in an overstrtss con 51 tion in the instrumentation 7 tubes, towever, no failure of the tubes would have resulted frcn the missing bracket. Westinghouse letter SNP(KG)-593 is incitaSed as an attachment of this report. O ISN29494 3 has been dispositioned to i
install the brackets in order to restore the original design condition. 1 i
- 5) Auxiliary Building Joint A628 - Only 1 of the 2 reqaired clip angles was !
installed. An engineering evaluation has determined that the installed clip angle is adeqJate to support the design load within the allowable stresses. NCR ISN212723 has been dispositioned to install the missing clip angle in order to restore the original design condition.
- 6) Control k ildirn Joints C924 and C955 -
The beam seats were not installed. As discussed in Section IV.B, the maximum calculated iesign stress in the existing web connections would have exceeded the allowable without the beam seats installed, however, the joints would net have failed. WR's 1SN219480W and 1sN219310i have been dispositioned to g install the been seats in order to restore the original design N. condition. u________-___________
. AWS WE: DING LVALUATION REPORT Page 24 ,
D. Inaccessible Joints As noted in Section III.B, 119 joints were identified by the reinspection to t be totally inaccessible. 59 of these joints were evaluate $ on a case by case basis, typically where alternate load paths existed (i.e. the beam is embedded in a concrete wall which is capable of supporting the design load in the completed structure). In addition, some portions of the welds were inaccessible on 166 joints. Sufficient information was available on 144 of i these joints to enable a case by case evaluation to be performed. Eerefore, a total of 82 joints, out of the total population of 2669 joints were identified in which a case by case evaluation of the acceptability of the welds cerald not be determined. t me fully inspected joints may be viewed as a sample of the total population i of joints consisting of fully inspected, partially inspected and uninspectable joints. Based on the above numbers a statistical evaluation i may be undertaken for those joints which are either totally or partially inaccessible. It is important to observe that the sample size represents sa::h a significant percentage of the total population that the statistic j associated with the savle may be applied to the total population with virtually 100 percent confidence. mis inplies that if mane percentage of the inspected joints were determined to exceed allowable stresses, then statistically this percentage may be assumed for the total population with a a very high confidence.
ES WELDING EVALUATION REPORT - Page 25 of the 2587 joints which were evaluated on a dase by case basis, only 81 joint, 3.13 percent, were identified in which the weld stresses exceed the allowables. Considering{that $P or: thee joints are polar crane radial ctops installed to one typidaly dotiil, t$ere are 21 joints in the renaining s population of 2527 joints, or 0.8 percent, which exceed allowable stresses. We.uould expect the percentage of joints which excea5 the allowable stresses in the group of inaccessible aM unevaluated joints to be approximately 0.8 hrcent, or approximately 1 joint in the group of 82 joints. Likewise, we would not expect to find any joints that would fail under the design loading conditions as a result of welding deviations. V. CONCLUSION No significant deficiencies as defined by 19CFR50.55(e) were identified as the result of the reinspection aM evaluation of MS field welding of structural and miscellaneous steel construction at Wolf Creek. All joints i. with calculated stresses that exceeda5 the allowables as the result of welding deficiencies are being repaired as described in Section IV. B. i Missing welds aM materials are being installed as describa5 in Section IV. C. s e 6 e s
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Attachment to AWS Welding Evaluation Report SNP( G)-503 Wes inghouse Water Rtzter " "'"5*58*5" De:tric Corpgation Divisions nu m PinWr Pav.eera 1523C October 1,1984
- e. J. A.. Bailey Volf Creek Site
. KANSAS CAS & ELECTRIC COMPANY P.O. Box 309 Burlington, g5 66839 SWPPS PRNECTS Bottee Mountad Instrumentation Sucoorts Evaluation
Dear W. Bailey:
Westinghouse has evaluated the EMI guide tubing support deficiency repcrted by GAI on 9-25-64 and concludes there is no potential safety concern. Tne deficiency was described as the omission of four (4) 4x4x1/4 angle merbers frnm the support loceted 32' - 2 3/4" north of the RY centerline. The ar.gles are shown in detail A of 5echtel drawing C 052924 Rev. 4 and are labeled "by oc er'. The worst case faulted condition stresses with this support deficiency reach 36.6 X51 at the socket joint between the BMI tubing and the instrumentation noz21es in the bottom head of the RY. This stress exceeds the faulted condition allowable of 34 KSI. The stress, however, is based on a conservative stress intensification factor (5.1.F.) of 2.1 as required by the a;citcable ASE Code. The Succer 1963 Code Adoenda provides relaxation of the 5.I.F., depending on the actual joint geometry, in Figure NC-3673.2(b)-1. For the applicable geonetry, the 5.I.F. is su;.5 that the stress in question redaces to 29 KSI, and is thus within code limits. . Westinghouse has also determined that there is no safety impact on the instrumentation nozzle or its attachment to the Reactor Vessel. . Therefore, Westingtiouse does not view the above described support deft:tency as a potential safety concern. We do recommend, though, and have been advised by GAE that the support be brought into conformance with the Bechtel design. Very truly yours h 0 g [ D e' J. W. Irons Project Engineer SMPP! Project OCloEIS84 V/p f - L. R. Benson, Manage JWI/ rec /1011d (e@lVED 5WPPS Projects cc: J. A. Sailey it W. Goel IL
AWS WELDING EVALUATION REPORT TABLE 1 MISCELLANEOUS /STRUCTtIRAL STEEL CONNECTION
SUMMARY
Shop Welded Joints Field Bolted Joints Field Welded Joints Total Joints Building Number Percent Number Percent Number Percent Number Percent Auxiliary 1500 415 1580 545 610 165 3690 1005 Reactor 2680 515 1520 295 1060 205 5260 1005 Control 350 355 380 395 260 265 990 1005 Diesel 260 405 310 485 80 125 650 1005 Fuel 90 195 110 235 280 585 480 1005 Pumphouse 20 245 30 385 30 385 80 1005 , TOTAL 4900 445 3930 355 2320 215 11150 1005 9 9
e AWS WELDING EVAL.ATUION REPORT TABLE 2 STATUS OF AWS WEl. DING INSPECTIONS AND ENGINEERING ETALUATIONS 1UTAL JOINTS JOINTS JOINTS REQUIRING ADDITIONAL JOINTS BUILDING SIGNIFICANTLY DEFICIENT JOINTS INSPECTED (1) EVALUATED (1) REWORK [ff"~~ TO RE REWORKED (3) JOINTS (10CFR50.55 (e)) AUXILIART 693 693 693 7 '12 0 REACTOR 1300 1300 1300 69 15 0 CONTROL 265 265 265 3 in 0 1 DIESEL GENERATOR 98 98 98 2 2 0 FUEL 277 277 277 0 - 6 0 ESWS PUMPHOUSE 36 36 36 0 0 0 TOTAL 2669 2669 P669 81 83 0 (1) TOTAL INCLUDES INACCESSIRt.E JOINTS (2) DESIGN ALLOWADLE STRESSES ARE EXCEEDED IN THE AS-BUILT CONDITION 4 (3) DESIGN ALLOWARLE STRESSES ARE NOT EXCEEDED IN Tile AS-BilILT CONDTION. TilESE JOINTS ARE BEING REWORKED PER KGAE MANAGEMENT DIRECTION TO INSTALL MISSING AND UNDERLENGTil WELDS.
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-* , R951 C-9S23tt C-121-03549 'E601 '
21985 R247/R250/R?51 g R952 C-SS23tt C-121-98549 .F691 21073 R252/R253 -s .
,, C953 C-932311 C-121-93549 0691 21935 R25%/R255/R256
~
21085 R257/R253/n259/R269
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R954 C-952311 C-121-98549 E691 ~ - M955 C-9323tt C-121-95549 E601 21935 R26t/R262/R263 -% R956 C-952311 C-121-88549 E691 21985 R264/R265/R266/R267 R957 . C-OS2311 C-121-93549 0691 21935 R263/R267/R270/R271
*; R958 C-SS23tt C-121-98549 0691 -----
H/A -s R959 C-932311 C-121-93736 E604 21076 R2/2/R2/3/R274/R275 R969 C-9S23tl C-121-98786 E604 21074 R276/R277
- C961 C-9323tt C-121-03786 E694 -----
if/A g RS62 C-0S2311 C-121-93786 E694 ----- if/A RS63 C-032311 C-121-93786 E694 - - - - - II/A RS64 C-9S2311 C-121-98786 E604 --~~- N/A a. R965 C-932311 C-12t-93337 E695 ----- il/A R066 C- 052311 C-121-98587 E605 ----- N/A ()' C967 RS68 C-932311 C-121-88357 C-SS23tl C-121-98887 E695 E605 ff/A ff/A i R969 C-9323tl C-121-93337 E605 21034 R2/3/H2/9 - [)f ; R979 C971 C-0S23tt C-121-98087 C-9323tt C-121-93337 E605 0605 - 21084 21034 R2SO/R281 R232
,g R972 C-SS2311 C-121-98837 E6F5 - -~- 2198 4 H283/R284 $ R973 C-952312 C-121-93932 E619 21075 R177 .
R974 C-0S2312 C-121-93982 E619 21975 R178 R975 C-932312 C-121-93982 E619 ----- fl/A R976 C-SS2312 C-121-93982- E619 ----- N/A .g C977 C-9324tt C-121-93594 Elft 21179 R179 C978 C-9S2411 C-121-98504 E191 21170 RICS/RIC1 E979 C-932411 C-121-93504 Elft . 21170 R132/R133 ,g R989 C-IS2313 C-9X-2995 ------ N/A r RW31 C-932994 C-121-93543 E124 21179 R293 R982 C-952904 C-121-98543 E124 21179 R299 . ' C933 C-152313 C-9X-2995 ----- II/A
' R984 C-IS2313 C-9X-2995 ----- il/A R985 C-932994 C-121-93543 Et24 21170 R300
- R986 C-SS2994 C-121-88543 E124 2117D R301 R937 C-932994 C-121-03543 E124 21170 R302 C#88 C-SS2994 C-121-98543 E124 21170 R303 -
- C939 C-932421 C- 121- 93319 Elp4 2 test H210/R2tt R999 C-#S2421 C-121-985tf EIS4 21 PSI R212 R991 C-932421 C-121-935tf Et94 21011 R213 %
jj M992 "R993 C-SS2421 C-121-96519 E194 C-952421 C-121-93519 E194 21081 2 test R214 R215 21031 R216 l [)*- RW94 C-9S2421 C-121-98519 Elf 4 , C995 C-9S2421 C-121-935tf Ct94 21031 R217
' - R996 C-952421 C-121-98518 E194 21951 R?t9/R221 O R997 C-9S2421 C-121-93519 E194 ?t031 R222/R223 -
R998 C-9S2421 C-121-98519 [164 - --- N/A
R999 C-9S2421 C-121-98519 [194 21031 R224/R226/R227
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. HER . tvotitafinn No.
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Rt03 C-0S2421 C-121-13001 f.103 -
21080 R?35/R234 -s Rif4 C-032421 -C-121-13901 Elp3 21030 R237 R195 C-9S2421 C-121-13258 EW14 --~~~ N/A Ph Rjg6 C-gg23g{ C-j2g.93707 Et93 21074 R317 -s RIS7 C-OS2511 C-121-Oc999 Elp5 -- - N/A RIOS C-9S23tt C-121-93?f? Eles 21074 RJ15/R314 '
R109 C-SS2511 C-121-68909 (105 21076 R 31 P, -g 0119 C 9325tt C-121-03577 f.104 21114 11307 Ritt C-OS25tl C-l?t-fE577 1156 ----- VOID SAME AS R139 Ril2 C-9325tt C-121-r3577 I; t 04 -----
V010 ROLIED as Ril3 C-PS25tl C-121-P3577 T.194 21116 R364/R305 Ril4 C-0525tl C-121-935/7 1.104 21114 R30S R115 C-OS25tt C-121-SS577 E104 21116 R3p? *% Rit6 C-OS2511 C -121 -93577 0104 21114 RJig R117 C-SS2511 C-121-#f,577 ElP6 21116 R3tl gl RitS C-9325tl C-121-933/7 C104 2tito R382 -s Rit? C-SS25tl C-121-96577 f.j p6 21114 R313 R129 C-9325tl C-121-93577 0104 21114 R314 Q121 C-PS2521 C-121-88912 Ele 7 ----- N/A () ~2--- N/A R122 C-932321 C-121-93712 El97 ----- R123 C-952521 C-121-98912 l107 ft/A g
$ Rt24 C-932321 C-121-93912 010/ ----- ff/A N/A Q125 C-992521 C-121-93912 0107 -----
R124 C-9S2321 C-121 - Pm/12 0107 21115 R317/R320/R321 R127 C-PS2521 C-121-98912 E107 21115 R322/R323/R358 s R123 C-9S2521 C-121-PS712 E107 21115 R324 R129 C-SS2521 C-121-88912 Ele? 21115 R3?5/R325 Cl39 C-OS2321 C-121-93912 C197 21115 R350/R331 s R131 C-9S2321 C- 121 - 9 F,912 [197 ----- U/A R132 C-092528 C-121-93712 E107 21115 R332
R333 s R133 C-952521 C-121-OS912 ElP7 ?Ill5 R134 C- 932321 C-121-13049 Et25 28037 Rt?4 R135 C-9S2521 C-121-13969 E125 21P89 R195 R136 C-952321 C-121-13947 E125 - 21837 Ri?4 R137 C-952521 C-121-13869 E125 21039 Rif7 R133 C-932321 C-121-13047 El:5 21037 R173 a
R139 C-9S2521 C-121-13P69 0125 21609 Rt99 R149 C-932521 C-121-13947' [125 21937 R206 R14) C-952521 C-121-13669 Et:5 28039 R201
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$l' Cl46 R147 C-992521 C-121-13947 Et25 C-PS2521 C-121-13969 E125 21889 R203 28037 R291 s O R148 C-952521 C-121-13947 Et25 R149 C-9S2521 C-121-93576 EleS 21117 R334 21117
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- ' R156 C-fS2521 C-121-98576 Elec
----- VOID REAM DEt.ETfD R157 C-SS2521 C-121-93576 Et93 21117 R337/ft349 -s R158 C-SS2321 . C-121-96576 Eten '., 21117 R341 Q159 C-932521 C-121-93574 E193 21117 R342 "- Rl69 C-PS2521 C-121-98576 EleS 21117 R343/R344 -g Rt61 C-9S2611 C-121-13093 E107 2107? Al33/R137 ^j Ri&2 C-9S26tt C-121-13893 E109 21072 Ri?O Rt43 C-SS2611 C-121-13993 El99 210/2 Rivl/RtV2 as R164 C-SS2611 C-121-13993 E109 ?le/? R193 R165 C-OS26tt C-121-93625 Elif 2t032 It t 34/R t 33/R l34 '-' ~ - ~ ~ ~ ~ * ?ID32 Q166 C-SS2611 C-l?l-93625 Ette HIO/ -g Rl67 C-SS2621 C-121-93523 Ellt 210/7 R173/R174/RG71 R168 C-SS2621 C-128-98523 Elit 21977 R175/Rt74 -
[)! ' R169 C-932994 C-121-93543 El24 29597 R671 -s R170 C-#S2994 C-121-98543 E124 295e9 R672 li R171 C-SS2794 C-121-93543 E124 2c387 n673 3, R172 C-9S2994 C-121-98543 Et24 29599 R674 -% Rt73 C-932994 C-121-93543 Et24 21278 R286/R27/ Qi74 C-9S2994 C-121-98543 [124 20597 R675 C-932794 C-121-93543 C124 IHACCESSIREE
$ -s R175 R176 C-#S2994 C-121-98543 E124 -----
IHACCISSIBLE R177 C-SS2411 C-121-93596 Et92 . 21973 R236/R237 R178 C-fS2411 C-121-98596 Elf 2 2tf70 R240/R241 *% R179 C-932411 C-121-93596 Et92 21973 R242 R180 C-9S2311 C-fX-2991 --~~~ H/0 2131 C-932311 C-fX-2991
~~~~~
H/0 ~% M182 C-9S2311 C-9X-2991 ~~-~~ H/A Rt33 C- 932311 C-9X-2991 ~ ' ~ ~ ~ H/0
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~~~~~ H/A Rt86 C-OS2311 C-fX-2991 -----
N/A
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~~~~~
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N/A N/A "N I' ; Ri?5' C-SS23It C-#X-2992 21375 tilACCEGUint.E R196 R197 C-952311 C-9X-29P2 C-fS2311 C-9X-2792
~~~~~
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- R297 C-#S2311 C-PX;2962' -----
N/A ** "
- R298 C-9323tt C-0X-2992 ----- N/A es R299 C-SS23tt C-9X-2902 -----
N/A R219 C-OS2311 C-9X-2992 ----- H/A
- a R211 C-fS2311 C-fX-2902 ----- H/A ag R212 C-032311 C-9X 2992 21375 H/A R283 C-OS23tl C-FX-2902 21375 INACCTSSIDir R214 C-9S2311 C-9X-2992 21375 IHACCI.SSIOLC *,
R215 C-0S2311 C-pX-2992 ----- N/A R216 C-SS23tt C-9X-2902 -*--- H/A R2t? C-SS23tl C-pX-2982 ----- N/A -% R214 C-9S23tt C-9X-2992 ----- H/A R219 C-OS2311 C-fX-2992 ~
--"*- N/A $ R229 C-SS2311 C-0X-2902 --"-- H/A *.
R221 C-SS2311 C-#X-2902 ----- H/A
! R222 C-9323tl C-UX-2992 2l033 R574 l} R223 C-SS23tt C-eX-2952 21083 R34A a5
, R224 C-952311 C-9X-2992 21373 H/A R225 C-852311 C-9X-2992 : 21375 IH6CCCSSIDI C
- 1) R226 C-9323tt C-9X-2992 4 2tJ75 N/A -s R227 C-SS23tt C-pX-2992 21375 P435 R223 C-9323tt C-9X-2992 --"-- H/A R229 C-SS2311 C-PX-2992 -----
If/A -% R239 C-952311 C-9X-2902 4 4-- H/A R231 C-PS2311 C-fX-2962 ----- H/A R232 C-#S2311 C-9X-2992 ----- fl/A -s R233 C-#S2Jit C-0X-29f2 ----- H/A R234 C-fS23tl C-9X-2902 ----- N/A R235 C-952311 C-FX-29F2 21375 IHACCISSIDIC a R236 C-0523tt C-9X-2992 21375 IVACCCSSInt.C R237 C-#S2311 C-0X-2962 21375 1HACCISSIDLC R238 C-9323tl C-9X-2992 21375 INACCCSSint.C - R239 C-PS23tl C-9X-2902 2f375 IHACCCSSIDLE R249 C-#S23tt C-9X-2992 - 213/3 R375 "- R241 C-932311 C-9X-2962 ----- II/A + t'p R242 C-932318 C-9X-2992 21375 R376 R243 C-9523tl C-9X-29P2 21375 RS77
;) R244 C-#G2311 C-#X-2902 21033 R573 .
R245 C-992311 C-px-2902 21375 n579
- R246 C-932311 C 9X-2992 21375 RS3s l>l C247 C-6523tl C-0X-2902 -----
RSCI . l* C243 C-9323tt C-9X-2702 21033 R332 R249 C-#S2311 C-#X-2982 ----- N/A O. R259 C-9S23tt C-9X-2702 ----- N/A - R251 C-#S23tt C-9X-2902 ----- N/A
.? R252 C-9G23tt C- 9X -2992 21003 R347
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il/A R262 C-fS2982 C-fX-2984 ---~ H/A a. R263 C-IS2313 C-fX-2995 - - - - H/A R264 C-IS2313 C-fX-2985 ----- H/A R265 C-IS2313 C-fX-2995 ----- H/A ag . R266 C-IS2313 C-PX-2975 ---- t /A R267 C-IS2313 C-fX-2993 ----- N/A - - " - - ~ ' - ' R268 C-IS2313 C-fX-2965 ----- II/A "% R269 C-IS2313 C-pX-2905 ----- H/A R279 C-IS2313 C-0X-29P5 ~~~ 21375 R353 g Q271 C-IS2313 C-#X-2905 21375 R354 .g
' R272 C-IS2313 C-fX-2905 21375 R355 0273 C-IS2313 C-fX-2995 -----
if/A g R274 C-IS2313 C-fX-2905 ----- H/A ,s C275 C-IS2313 C-fX-2995 21375 ft412 R276 C-IS2313 C-PX-2985 -~~-- II/A
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fl/A s R278 C-IS2313 C-fX-2995 ----- N/A R279 C-IS2313 C-fX-2985 ----- H/A R289 C-IS2313 C-fX-2905 ---~~ H/A as Q231 C-IS2313 C-fX-2995 ----- ti/A R282 C-IS2313 C-fX-2985 ----- ti/A R233 C-IS2313 C-#X-2995 - - - - - - N/A ** R284 C-IS2313 C-fX-2905 ----- ff/A R235 C-IS2313 C-fX-2905 ----- II/A R286 C-IS2313 C-fX-29P5 --~~- II/A ** R237 C -I S2313 C-fX-2985 ----- if/A R288 C-IS2313 C-fX-2905 --- - fl/A G239 C-IS2313 C-fX-2995 * ---~~ H/A - R299 C-IS2313 C-fX-2995 ----- is/A R291 C-IS2313 C-#X-2985 ----- ti/A 2292 C-IS2313 C-fX-2995 . H/A ~% R293 C-IS2313 C-#X-2995 21377 ff/A l' R294 C-IS2313 C-SX-2905 21377 ti/A g Q295 C-IS2313 C-fX-2995 21377 ti/A s
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N/A R675 C-SS2919 C-121-93753 E603 -- H/A R676 C-DS2919 C-121-98753 E693 ----- H/A .* R677 C-9S2717 C-121-03753 C603 ----- H/A R678 C-SS2919 C-121-98753 E693 - -- - "- - a = = - -- N / A - - " - - - - - () R479 C-9529t? C-121-93753 E603 ----- H/A ,, R639 C-9S2919 C-121-98753 C693 21222 R439 I R631 C-9S2919 C-121-93753 E693 " ~- 21222 R431 - R652 N/A [) C-OS2919 C-121-98753 E603 ----- R433 C-SS2919 C-121-93753 E603 ----- N/A R684 C-952919 C-121-93753 E693 ----- H/A S R635 C-SS2919 C-121-93753 E603 21222 R432 , , R6S6 C-952919 C-121-93753 E693 ----- H/A R637 C-952919 C-121-93753 C403 ----- H/A R688 C-OS2919 C-121-93753 E693 ----- N/A ,g R639 C 932719 C-121-93753- E603 ----- H/A R699 C-9S2917 C-121-98753 E603 21222 R433
- R671 C-0S2919 C-121-93753 E603 21222 R434 -
R692 C-PS2919 C-121-93753 E693 ----- H/A Ra?J C-932719 C-121-93753 E603 ----- H/A R694 C-952919 C-121-PC753 E693 -~~-- H/A 3 C675 C-952719 C-121-03753 [603 ----- H/A R696 C-952919 C-121-pB753 C693 ----- H/A R697 C-#S2919 C-121-93753 E693 ----- H/A - R698 C-OS2919 C-121-98753 E693 ----- N/A
, C679 C-932719 C-121-03753 C603 - - -
N/A R799 C-952919 C-121-Wr,753 E693 -~~-- N/A . Q781 C-952936 C-131-85757 Et3 21193 R 130 R782 C-952936 C-131-857L9 El3 '21193 R3t? 0783 C-SS2936 C-131-95757 Cl3 21173 R379 . R794 C-SS2936 C-131-85759 E13 21193 R391 ll R785 C-932936 C-131-85757 013 21173 R372/R377 [);.l R796 C-SS2936 C-131-95759 El3 21193 R393/R398 -
; R797 C-#S2934 C-131-93739 Ell 21193 R374 R797 C-SS2936 C-131-85759 E13 21193 R395/R399 O G739 C-SS2736 C-13a-93757 El3 21193 R396/R409 -
R719 C-9S2937 C-131-85899 E4 ----- N/A R711 C-952937' C-131-95399 04 ----- H/A N/A a
- !, R712 C-SS2937 C-131-95S99 E4 .
m m i
' b) e g-gl . F.994539 y # STRllCTURAL JOINTS TRACRIND a AWS WEl. DING RIrDRT. ArrENDIX 6, PAGE jfjf -s t e RECll1El a CJOINT . DRAWING . CRECilDN . DRAW .CLEVAf DN. ---------- I.UCni !DN --- ' 4 d'u r f " WCR ~ ; EUAtllAT!nti NO, - (j i o...n==,.....,-..........-a...-o,........w....4..-..........n,***...............4,......--m.,...-..---...,n..-e,----,-,, - R713 C-9S2937 C-131-95F99 E4 ----- H/A R714 C- OS2737 C-131- 95899 "04 ~ - - - - - fl/A a R715 e C-952937 C-131-95800 (4 -'--- N/A -s R716 C-SS2737 'C-131 95300 C4 ----- H/A a, R717 C-9S2'37 C-131-r5396 F4 *~' '" d'JJ- N/A R718 C-932937 C-131-85309 E4 1- '2 H/A as R717 C-SS2937 C-131-95t99 E4 ---~~ N/A R729 C-932737 C- 131 -05?.99 I:4 - - - - t#/A R721 C-OS2937 C- 131- 95096 I4 ----- II/A as R722 C-902737 C-l.it c5309 I4 - - - - if/A
^
R723 C-OS2937 C-131-85509 E4 --- II/A R724 C-932937 C-131-95000 L4 - ~ ~ ~ ~ ff/A a R7?5 C-092937 C-131 f5CPO E4 --- - ff/A R726 C-OS2937 C-131-05300 t. 4 -- it/A R727 C-932937 C-131 P5cee, f4 - -- 18/A . R723 C-032737 C-131 95300 E4 -- H/A R729 C-OS2937 C- 131 - 95 t,90 E4 ----- N/A () R739 C-932737 C-131 053P9 E4 -- if/A . R731 C-092937 C-131-P58pp E4 ----- N/A R732 C-SS2937 C-131-05300 E4 - - - - - fl/A g R733 C-FS2937 C-131-95fr0 E4 --- - N/A ,. R734 C-032737 C-131-95390 E4 . ff/A R735 C-952937 C-131-05f00 E4 - - - N/A
$ R734 C-932717 C-121-93772 E403 ----- H/A ,
K737 C-952919 C-121-P8772 f603 ----- N/A R733 C-932717 C-121-93772 E493 21234 RUC4 R739 C-952919 C-121-95772 C603 21286 R507 as R749 C -#S2917 C-121-93772 EADS 21204 n303 R741 C-0S29t? C-121-98772 E603 212F.6 R507 R742 C-932719 C-121-98772 E603 21284 R519 g R743 C-SS2919 C-121-93772 C603 2 t ??. A R511 R744 C-932717 C-121- 93772 C693 21234 0312 R745 C-9S2919 C-121-98772 C6pa 212P.6 R513 g R744 C-#S2724 C-121-93773 E407 - - - - ff/A R747 C-SS2924 C-121-98773 E6p? 21197 n3tp
' N/A m R748 C-932924 C-121-93773 E607 --- -
R749 C-SS2924 C-121-98773 [607 --- - N/A R759 C-932924 C-121-93773 0409 -~~-- H/A
. R751 C-SS2924 C-121-03773 (609 -----
N/A a. 24-- C-932724 C-121-93773 EA07 H/A
-] 'R752
- R753 C-SS2924 C-121-98773 F607 J 4- ' N/A a
0754 C-9S2724 C-121-93773 E407 4-- N/A
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N/A G756 C-932924 C-121-93773 C407 - H/A Sh[i
- R757 C-902924 C-121-98773 E689 ----- N/A
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--8-- N/A bl.' R749 C-SS2924 C-121-93773 E497 -d--- N/A s R 761- C-952924 C-121-98773 E6P9 ----- N/A
;- R762 C-SS2724 C-121-93773 E697 ----- N/A as
'. R763 C-9S2924 C-121-98773 E699 ----- N/A
1
. 0904339 ,
C 31RUCIURAL JOINTS 1RAEl:INO ag o RECH1EL AWS WFLDlHD REr0RT. ArrENDIX A. PACE ,yf() 4 EFECTION .PRAW .ELEVATON. ---------- 1.0 CATION '--"-=-"ad" .-HCR , EVAltfoil0N N0; - - - * *
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. DRAWING .
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H/A
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, R769 C-9S2924 C-121-93773 E607 ----- H/A -g R779 C-SS2924 C-121-93773 E609 -----
H/A R771 C-SS2724 C-121-93773 E697 ---- ~ N/A R772 0-SS2924 C-121-98773 E609 ----- H/A ,g R773 C-932724 C-121-03773 E607 ----- is/A
- R774 C-9S2924 C-121-98773 E699 -----
N/A
^ I Q775 C-952924 C-121-93773 E607 --- -
H/A ,g R776 C-OS2924 C-121-98773 E699 - - - - - ft/A R777 C-9S2924 C-121-93773 E697 -- H/6 - - - ~ ~--~ R778 C-#S2924 C-121-98773 E609 ----- N/A as Q779 C-US2924 C-121-93773 E607 ----- H/A I i 07C9 C-992924 C-121-98773 F609 ~- 21197 R384 - R731 C-952724 C-121-93773 E609 ----- H/A ,, 3782 C-9S2924 C-121-98773 [609 H/A ()l .
,I R733 C-932924 C-121-03773 E607
. "---- if/A
() R784 C-952924 C-121-P8773 f609 ----- H/A ,. 0735 C- 032724 C-121-03773 0607 ----- H/A Q756 C-052924 C-121-98773 06P9 ----- N/A T) . R737 C+9S2924 C-121-03773 E697 ----- H/A - R78C C-SS2924 C-121-93773 E609 ----- H/A R737 C-932924 C-121-93773 E697 ----- H/A R799 C-9S2924 C-121-98773 [6p? ----- N/A a, Q791 C-932924 C-121-93773 E609 ----- if/A R792 C-952924 C-121-98773' E609 ----- it/A R793 C-9S2924 C-121-03773 E697 ----- H/A as R794 C-052924 C-121-93773 f609 ----- ti/A R775 C-932724 C-121-93773 E607 ----- N/A
- H/A R796 C-SS2924 C-121-PS773 E609 -----
R777 C-932924 C-121-93773 E609 ----- ' ff/A R798 C-OS2924 C-121-93773 E697 ----- H/A R797 C-632924 C-121-93773 E697 ---~~ H/A - R899 C-9S2924 C-121-#S773 [699 ----- is/A R391 C-952724 C-121-93773 E607 - --- N/A
- H/A -
C892 C-9S2924 C-121-98773 E699 ----- j RSf3 C-932724 C-121-93773 0467 ----- il/A 3 R894 C-9S2924 C-121-98773 E609 ---- II/A
- RS95 C-932924 C-121-05773 E607 -- .-
H/A - e- R896 C-952924 C-121-93773 E699 ----- H/A
,l' RSS7 C-932924 C-121-93773 E697 ----
N/A C-SS2924 C-121-98773 E669 21197 -
$fj. R898 C899 C-932924 C-121-93773 E697 -----
R3S5 it/A R8tf C-9S2711 C-121-98349 0117 21311 RS14 CS!! C-9S2711 C-121-93369 Ell 7 21.111 RSIS % 1 R812 C-SS2711 C- 121- 98366 Ell 7 21311 RSf6
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( R814 C-SS27tl C-121-98369 Ell 7 21311 RSin - 1 __. a j % J .._ . 2 .
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!I "5 I. 0 STRtiCitfRAL JOINTS TRACMJHO
[994539
$( 0 BECHTEL AWS WILDING Rf PORT, ArrI*fDIX A. PAGE jp/ as
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^
C823 C-952711 C-121-98369 Ell 7 21311 R527 -g C324 C-9327t! C-121-933A9 Ett7 21311 R5?3 R825 C-0S2711 C-121-98369 Ell 7 21311 R529 R326 C-9S27tl C-128-93369 Ett/ 21111 R530 .g R827 C-9S2711 C-121-98369 Ett7 21311 RS31 0323 C-9G27tt C-121-93341 f.121 2t389* R512 2829 C-952711 C-121-93361 1121 21319 RS33
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. . E994539 O STRtfCTURAL JOINTS TRACHING AWS WILDING REr0RT, ArrEffDIX A. PAGE g7 ,7 "S
- # BECHTEL
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C-932312 C-131-93743 Et2 21232 R433 -s
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- H443 RS89 C-9S2312 C-131-95743 E12 "----
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- 212/4 H/A %
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. [904539 9 STRUCTLtRAL JOINTS TRACI:1NG O AWS WILDING REr0RT, ArrENDIX A. PAGE jyg/ ag
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() Cf67 C-9337tt C-121-91429 E994 2073-96 11-6 H Or C7 2-0 W 00 CA 21002 Cl3s ,g CP68 C-953711 C-121-01420 CPf6 2973-96 13-P S or C5 2-0 W Of CA 2tpel C13t/0132/C133 I i 0949 C-fS37tt C-121-91429 E004 2973-96 7-19 S Or C5 2-0 W pr CA --- 21902 C134/C135/C347/C3 78 - - l [) : 0979 C-#G37tl C-121-91429 teP6 2673-P6 C5 2-p W pr CA ----- INACCrSSInt.t -g l Cf71 C-9S3711 C-121-91429 Ee94 7973-94 3-6 H Or C5 2-9 W pr CA 21P92 C178/C171/0347/C343 . C#72 C-PS3711 C-121-fl429 TPf6 2973-p6 5-6 S Or C3 2-0 W Or CA -- ~ 21001 Cl34/Cl37/Cl38/Cl39 - f () ' C973 C-933711 C-121-91429 Ee96 2973-96 C3 2-9 W Or CA 210#2 Ct49 -s , C974 C-953711 C-121-Pt429 E996 2073-f6 11-6 N or C3 2-0 W Of CA ----- C356 CS 7S C-951711 C-121-st429 E9e4 2973-06 9-3 S Or C1 2-e W Or CA 21981 Cl41 C976 C-9S37I1 C-121-91429 EPP6 2973-06 5-3 S or C1 2-P W 0F CA 2tP02 0142 -s C977 C-0337tt C-121-fl429 Er06 2973-94 1-9 3 0F Cl 14-4 W Or CA 21349 C357 C978 C-PS37tl C-121-f1429 E096 2973-96 1-8 S Or Cl 15-9 C pr CC 21601 C143/0144 C079 C-933711 C-121-91429 Ere4 2973-94 1-9 S 0F Cl 7-19 C or CC 21902 C145 -s C989 C-#S37tt C-128-91429 [Pe6 2873-96 1-9 S 00 C1 CC 2tPet Cl44
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Cec 2 C-PS37tt C-121-91428 Epp6 2973-06 !-9 5 or C1 13-4 W Dr CC 2tP82 0143 -s ' i Cf33 C- 993 711 C-121-91429 E994 2973-P6 1-9 S or C1 17-P W pr CC 210st Ct49 l
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Cf37 C-SS3711 C-121-91429 E904 29/3-04 C5 9~4 C OF Cr 21001 Ct55/C156 l s C988 C-9S3711 C-121 91429 Fren 2973-P6 07 e-6 E 00 Cr 210P1 C157
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. ' ~Ce90 C-OS3211 C-121-pI426 [ Pet 1984-## 2-0 N 00 CS CC 2P399 C312/C3I3/C314/0315 l I CP91 C-933211 C-128-91426 [r91 1934-99 2-9 N or C3 1-7 W or CB 2I133 C353 as
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l 0 C997 C-fS3211 C-121-91424 E981 1734-09 C4 2-9 W pr CA 20?P0 CJt7 as i [998 C-95321I C-121-ft426 EPSI 1984-89 8-9 N Or C4 2-0 W Dr CA 20899 C179/CIEP/C181
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'AWS WELDINO REPORT;-APPEff0!X-A;-PAGE 237h 4 o OECHTEL s CJ 1NT . DRAWINO . [RECTION . CRAW .tLEVATON. --------+ 10 CATION ----------- . HER . EVAL.UATION NO.
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' 21317 P024 P030 C-MS301 C-131-05332 EG 2005-05 PA C-1lS301 C-131-95381 04 2000 F0 - " - - -
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"-* " AWS WELDINO REPORT;- APPEN0lX- A;--PAGE 58 (g a BECHTEL s CJOINT . DRAWING . ERECilDN . DRAW .ELEVATON. ---------- t0 CATION ----------- . NCR . EVol.UAT10N NO.
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P987 C-MS301 C-131-85381 C4 2600-ps 26989 P503 -s jf P993 P999 C-MS301 C-131- 05331 C4 2000 96 20737 P904
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PS27 C-KS391 C-131-05382 IS 2009-88 21339 P021 21 P928 C HS381 C-131-95302 r5 2005-03 21.5.17 P022 -g P929 C-KS301 C- 131 -05132 C5 2009-00 21339 P023
' 21317 P024 P238 C-MS381 C-13i-85332 E5 2005-93 3 2006-es PC C-MS301 C- 151 - 85381 E4 -----
H/A S P8 C-MS391 C-131-95351 I:4 2000-00 - - - - - N/A PC C-US391 C-131-85351 E4 2998-98 ----- H/A 3' N/A 4 P3 C-MS391 C- 131 - 85131 E4 2000-90 ----- PC C-NS381 C-131-85412 E201 2000-90 ----- N/A Pr C-MS301 C-131-05412 E201 2000-00 ---~~ H/A D ..... THD PIPOR1 ..... -s e
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.DATE 20 DEC 04 16:53:47 RID 6 11 DEC 34 BECHTEL
- . . . AUS UELDING REPORT -
- BUILDING . BECHTEL ID . VENDOR ID . APPENDIX B. P AGE l of 10 '
.============,===============.==================.=============e=============
AUXILIARY * 'C-121-00007 K6720-0-E801 AUXILIARY C-121-80010 K6720-0-E001 AUXILIARY C-121-90011 K6720-0-E003 AUXILIARY
- C-121-90034 K6720-0-E103 '
AUXILIARY C-121-00037 X6720-0-E108 ' AUXILIARY C-121-00110 K6720-0-E109 AUXILIARY
- C-121-00127 X6720-0-E111 AUX 1LIARY
- C-121-00128 K6720-0-E112 AUXILIARY
- C-121-00130 X6720-0-E203 AUXILIARY
- C-121-00165 K6720-0-E205 '
AUXILIARY
- C-121-00274 X6720-0-E403 I AUXILIARY C-121-90494 K6720-0-E1111 ;
AUXILIARY C-121-00495 K6720-0-E1121 AUXILIARY C-121-00496 K6720-0-E1131 AU3ILIARY C-121-00497 X672J-0-E1141 -" i AUXILIARY C-1J:-00490 K6720-0-E1151 AUXILIARY C-121-00549 X6720-;' E802 AUXILIARY C-121-00581 K6710-0-E107 - AUXILIARY - C-121-00617 K6710-0-E206 ~ AUXILIARY C-121-00601 K6710-0-E209 ! AUXILIARY - C-121-00627 X6710-0-E40. AUXILIARY - C-121-00629 K6710-0-E502 AUXILIARY C-121-00682 X6710-0-E405 I AUXILIARY C-121-V0686 K6710-0-E503 AUXILIARY C -121 -90373 Xo710-1-FU301 AUXILIARY C-121-00080 K6700-0-E803 ; AUXILIARY C-121-00381 K6720-0-ESO4 AUXILIARY C-121-00883 K6720-0-E807 ! AUXILIARY
- C-121-00912 X6710-1-E401 AUXILIARY C-121-00913 K6720-0-E701 i AUXILIARY C-121-00933 X6720-0-E703 AUXILIARY
- C-121-00934 K6720-0-E704 AUXILIARY
- C-121-00961 X6710-1-FWS12 '
AUXILIARY
- C-121-00962 K6710-1-FWS13 AUXILIARY C-121-00963 X6710-1-FW814 AUXILIARY C-121-00969 K6710-1-E101 AUXILIARY C-121-00970 X6710-1-E102 AUXILIARY
- C-121-00971 K6710-1-E105 (
AUXILIARY ~ C C-121-00973 X6710-1-E201 t AUXILIARY
- C-121-00976 K6710-1-E202 i AUXILIARY
- C-121-00978 K6710-1-E200 f AUXILIARY
- C-121-00980 K6710-1-E211 i AUXILIARY C-121-00982 X6710-1-E504 '
AUXILIARY
- C-121-01549 K6710-1-E302 AUXILIARY
- C-121-01561 X6710-1-FW815 t AUXILIARY C-121-01562 K6710-1-FWS16 AUXILIARY i C-121-01563 K6710-1-FWS17 i AUXILIARY C-121-01568 K6720-0-E808 AUXILIARY C-121-01619 X6710-1-FWS18 J
- Structurally significant joints identified on drawing with asterisk.
- - - - - - - - ~--u .~rs
- . . . AUS WELDING REPORT
- BUILDING .~ BECHTEL ID . VENDOR ID . APPENDIX 8. PAGE 7
*============ ===============.==================.==========================:
AUXILIARY C-121-01620 K6710-1-FW819 AUXILIARY
- C-121-01621 K6710-1-FW820 AUXILIARY
- C-121-01622 K6710-1-FW821 AUXILIARY
- C-121-01634 K6710-1-E104 AUXILIARY
- C-121-01635 K6710-1-E204 AUXILIARY
- C-121-01636 K6710-1-E501 AUXILIARY C-121-01681 K6710-1-FW822 AUXILIARY
- C-121-01683 K6720-0-C809 AUXILIARY
- C-121-01685 K6710-1-E301 AUXILIARY C-121-01691 K6710-1-FW823 AUXILIARY C-121-01692 K6710-1-FW829 AUXILIARY
- C-121-01700 K6710-1-E106 AUXILIARY C-121-01701 K6710-1-E802 AUXILIARY
- C-121-01773 K6710-1-FW824 AUXILIARY
- C-121-01776 K6710-1-FW825 AUXILIARY C-121-01779 K6710-1-FW826 AUXILIARY
- C-121-01780 K6710-1-FW827 -'~~'----
AUXILIARY C-121-01783 K6710-1-FW830 AUXILIARY
- C-121-01786 K6710-1-E207 AUXILIARY - C-121-01789 K6710-1-E210 AUXILIARY
- C-121-01790 K6720-0-E811 AUXILIARY C-121-01818 K6720-0-E812 AUXILIARY C-121-01824 K6710-1-E806 ~ - - - "
AUXILIARY
- C-121-01871 K6710-1-E110 AUXILIARY C-121-01874 K6710-1-FW837 AUXILIARY
- C-121-01883 K6710-1-FW838 AUXILIARY
- C-121-01884 K6720X1-0-E601 AUXILIARY
- C-121-01885 'K6720X1-0-E602 .
AUXILIARY
- C-121-01886 K6720X1-0-FW1 AUXILIARY
- C-121-01887 K6720X1-0-FW2 AUXILIARY
- C-121-01929 K6710-1-E404
%UXILIARY C-121-01939 K6720X1-0-FW3 AUXILIARY C -121-01940 K6720X1-0-FW4 AUXILIARY
- C-121-01945 K6720-0-FW839 AUXILIARY C-121-01947 K6720-0-E004 AUXILIARY
- C-121-01976 K671-0-1-FW841 AUXILIARY C-121-01980 K6720X4-0-FW12 AUXILIARY C'-121;f0356 K6710-1-FW832 AUXILIARY
- C-121-19639 K6710-1-FW833 AUXILIARY ""
C-121-19645 K6710-1-FW831 AUXILIARY
- C-121-19657 K6710-1-FW834 AUXILIARY '
- C-121-19675 K6710-1-E702 AUXILIARY C-121-19725 K6710-0-E002 AUXILIARY C-121-19728 K6710-1-FW835 AUXILIARY
- C-121-19731 K6710-1-E705 AUXILIARY C-121-19739 K6710-1-FW836 AUXILIARY '
C-121-12007 K6720-0-FW840 AUXILIARY C-121-12010 K6720-0-FW191 AUXILIARY C-121-12010 K6720X2-0-FW1 AUXILIARY
- C-121-12026 K6720X3-0-E706 AUXILIARY
- C-121-12027 K6720X3-0-E707
_ - - I
- . . . AUS UCLDING REPORT
- BUILDING . BECHTEL ID . VENDOR ID .
APPENDIX B. PAGE 3
,.========= == ===============.==================.====================r.=====2 AUXILIARY C-121-12043 X6720X3-0-E708 AUXILIARY C-1.31-05412 M-412A-E201 AUXILIARY C-131-05413 M-412A-E202 AUXILIARY C-131-05482 M-3128-E194 AUXILIARY C-131-05579 M-3128-E196 AUXILIARY C-131-05725 M-3128-E199 AUXILIARY C-131-05780 M-El AUXILIARY -
C-131-05794 50-El AUXILIARY
- C-131-05793 31-E2 AUXILIARY -
C-131-05799 31'-E3
. . . . . END REPORT .....
e m m 1 W G e e h ( h p --e <- w .~y = , y - - ,w--
.n .m .2 E i
.DATE 20 DEC S4 16:53: 47 RID 6 11 DEC S4 BECHTEL e
* . . . AWS WELDING REPORT
- BUILDINO . BECHTEL ID . VENDOR ID . APPENDIX B. PAGE y. j
.============.===============.==================.==========================:
REACTOR
- C-0X2901 REACTOR
- C-0X2902 REACTOR C-0X2903 REACTOR
- C-0X2904 REACTOR
- C-0X2905 -
REACTOR C-0X2906 REACTOR C-0X2907 REACTOR C-0X2908 REACTOR C-0X290? REACTOR C-0X2910 REACTOR C-0X2911 REACTOR
- C-0X2912 REACTOR C-0X2913 REACTOR - C-0X2914 '-
REACTOR C-0X2715 REACTOR C-0X2916 REACTOR - C-0X2917 C-0X2918 REACTOR REACTOR C-0X2919 REACTOR C-0X2920 REACTOR C-0X2921 REACTOR C-0X2922 REACTOR C-0X2923 REACTOR C-0X2924 REACTOR
- C-1X2925 REACTOR C-1X2950 REACTOR C-0X5902 REACTOR C-0XS903 REACTOR C-0X3904 REACTOR C-0XS905 REACTOR C-0X3906 REACTOR C-0XS907 REACTOR C-121-DSOS1 K6724-0-E115 REACTOR C-121-08082 K6724-0-E112 REACTOR C-121-08083 K6724-0-E113 REACTOR C-121-08122 K6724-0-E116 REACTOR C-121-08302 K6724-0-E119 REACTOR
- C-121-08355 K6724-0-E122 REACTOR ~W C-121-03360 K6724-0-E117 REACTOR
- C-121-08361 K6724-0-E121 REACTOR
- C-121-03362 K6724-0-E123 REACTOR
- C-121-OS367 K6724-0-E120 REACTOR C-121-03379 K6724-0-E105A REACTOR
- C-121-03504 K6714-0-E101 REACTOR
- C-121-03506 K6714-0-E192 REACTOR
- C-121-08510 K6714-0-E194
(, REACTOR
- C-121-03523 K6714-0-E111 REACTOR
- C-121-08543 K6724-0-E124 REACTOR
- C-121-03549 K6724-0-E601
- - - - - - u .aC
, a e
* . . . AUS WELDING REPORT
- BUILDING . BECHTEL ID . VENDOR ID . APPENDIX B , P AGE 5
.============.===============.==================.============-==============
REACTOR C-121-08562 X6724-0-E196A REACTOR- .C-121-08572 K6714-0-E114 REACTOR
- C-121-03576 X6714-0-E198 REACTOR
- C-121-08577 K6714-0-E106 REACTOR C-121-03621 K6714-0-E118 REACTOR
- C-121-08625 K6714-0-E110 REACTOR C-121 -03741 X6714-1-FW602 REACTOR
- C-121-03752 K6724-0-E602 REACTOR - C-121-08753 X6724-0-E603
~
REACTOR - C-121-08772 K6724-0-E608 REACTOR
- C-121-08773 X6724-0-E609 REACTOR
- C-121-08786 K6724-0-E604 REACTOR
- C-121-03787 K6724-0-E605 REACTOR C-121-08815 'K6724X2-0-FW401 REACTOR
- C-121-08846 K6724-0-E606 REACTOR C-121-08847 K6724-0-E607 REACTOR C-121-OSS96 K6714-1-FW200 ~ ~~
REACTOR C-121-08897 K6714-1-FW204 REACTOR
- C-121-08909 X6714-1-E105 REACTOR - C-121-08912 K6714-1-E107 --
REACTOR
- C-121-08950 K6724-0-E501 REACTOR
- C-121-08982 K6724X5-0-E610 REACTOR C-121-08997 K6724X2-0-FW2 REACTOR
- C-121-08999 K6724X2-0-FW1 REACTOR
- C-121-13001 X6714-1-E103 REACTOR
- C-121-13017 K6724-0-FW2FS REACTOR C-121-13052 X6724X6-0-E126 REACTOR C-121-13060 K6724X6-0-FW1 REACTOR
- C-121-13069 K6724X2-0-E125 REACTOR C-121-13070 K6724X2-0-FW3
. REACTOR - C-121-13093 K6714-1-E109 REACTOR < C-121-13098 K6724X7-0-FW301 REACTOR
- C-121-13099 X6724X7-0-FW302 REACTOR C-121-13119 K6724X7-0-FW303 '
REACTOR C-121-13120 K6724X7-0-FW191 a . REACTOR C-121-13241 K6724X9-0-FW11 REACTOR C-121-13242 K6724X9-0-E611 REACTOR
- C-121-1'3258 K6724X11-0-FW14 REACTOR C-121-13259 K6724X11-0-FW15 REACTOR '--* C-121-13265 K6724X11-0-FW13 REACTOR C-121-19996 K6724X10-0-FW12 REACTOR C-131-05649 M-36-E1 REACTOR C-131-05650 M-36-E2 REACTOR C-131-05651 M-36-E3 REACTOR C-131-05652 M-36-E4 REACTOR
- C-131-05666 El REACTOR C-131-05671 E2 REACTOR C-131-05672 E3
/
REACTOR C-131-05712 M-36-E5 REACTOR C-131-05732 M-24-El REACTOR
- C-131-05734 M-36-E6
t e
, . . . AWS WELDING REPORT e' BUILDING . BECHTEL ID . VENDOR ID . APPENDIX B . P AGE Gb !
.============.===============.==================.===========================
REACTOR
- C-131-85743 E12 REACTOR "
- C-131-F5759 E13 REACTOR * .C-131-95890 31-E4 REACTOR C-131-55889 M-19-E2
- . . . . . END REPORT .....
I f i i MMM e
*MM G / \
I l i L. .)
. ..,3
.DATE 20 DEC S4 16:53: 47 RID 6 11 DEC S4 CECHTCL
* . . . AUS WELDING REPORT
- BUILDING ., BECHTEL ID . VENDOR ID .
APPENDIX B. PAGE 7
============.===============.==================.===========================
CONTROL C-121-91953 K6721-0-E10 CONTROL C-121-01272 K6721-0-E11 CONTROL C-121-01311 K6711-1-FW24 CONTROL C-121-81312 K6711-1-FW25 CONTROL C-121-01313 K6711-1-FW26 CONTROL C-121-01314 K6711-1-FW27 CONTROL C-121-01315 K6711-1-FW28 CONTROL C-121-01316 K6711-1-FW44 CONTROL C-121-01317 K6711-1-FW45 CONTROL C-121-01318 K6711-1-FW46 CONTROL C-121-01319 K6711-1-FW47 CONTROL C-121-91329 K6711-1-FW49 CONTROL C-121-01321 K6711-1-FW52
- CONTROL C-121-01322 K6711-1-FW53 CONTROL C-121-01323 K6711-1-FW54 - ~---
CONTROL C-121-01324 K6711-1-FW55 CONTROL C-121-01325 K6711-1-FW56 CONTROL C-121-61326 K6711-1-FW57 -- CONTROL C-121-01327 K6711-1-FW58 CONTROL C-121-01328 K6711-1-FW59 CONTROL C-121-01329 K6711-1-FW60 - ~ - " ~ ' CONTROL C-121-01330 K6711-1-FW62 CONTROL C-121-0133,1 K6711-1-FW63 CONTROL C-121-91332 K6711-1-FW65 CONTROL C-121-01333 K6711-1-FW66 CONTROL C-121-01334 K6711-1-FW77 CONTROL
- C-121-01403 K6711-1-E2 CONTROL
- C-121-01411 K6711-1-E3 CONTROL
- C-121-01414 K6711-1-E4 CONTROL - C-121-01417 K6711-1-E5 CONTROL
- C-121-01420 K6711-1-E6 CONTROL - C-121-01426 K6711-1-El CONTROL C-121-91423 K6711-1-FW17 CONTROL C-121-61438 K6711-1-FW19 CONTROL C-121-91434 K6711-1-E9 CONTROL'
- C;121-51484 K6711X1-1-E12 CONTROL
- C-121-91485 K6711X1-1-E13 CONTROL
- C-121-69915 K6711-1-E7 CONTROL ~ "~~ C-121-99923 .K6711-1-ES CONTROL
- C-131-85565 48-E7 CONTROL C-131-95684 M-128-E197
..... END REPORT .....
3
. _ . . -s i
.DATE 20 DEC 84 16:53:47 RID 6 11 DEC 84 BECHTEL
- . . . AWS WELDING REPORT
- BUILDING . BECHTEL ID
. VENDOR ID .
APPENDIX B . P AGE 25
- ============.=============== ==================.===========================
DIESEL GEN. C-121-08387 K6726-0-El DIESEL GEN. C-121-08391 K6726-0-ES DIESEL GEN.
- C-121-08831 K6716-1-E3 DIESEL GEN.
- C-121-08840 K6726X2-0-E8 DIESEL GEN.
- C-121-08861 K6716X3-9-E9 DIESEL GEN.
- C-121-08899 K6726X1-0-E6 DIESEL GEN.
- C-121-08900 K6726X1-0-E7 DIESEL GEN.
- C-121-08958 K6716-1-E2 DIESEL GEN. C-121-08959 K6716-1-FW1 DIESEL GEN.
- C-121-13249 K6716-1-E4
..... END REPORT .....
M eems e se em O
~
. . . s
*e .
l
.DATE 20 DEC S4 16:53: 47 R1D 6 11 DEC S4 BECHTEL
.e N
* . . . AUS WELDING REPORT
- BUILDING . BECHTEL ID
. VENDOR ID . APPENDIX B, PAGE 9
*============.===============.==================.==========================:
FUEL * .C-121-85765 E4 FUEL
- C-121-85813 E14 FUEL - C-121-05821 M-19-E3
, FUEL C-121-19028 K6728-0-E4 FUEL
- C-121-19029 K6728-0-E5 FUEL + C-121-19030 K6728-0-E6 FUEL C-121-19032 K6723-9-ES FUEL C-121-19066 K672SX2-0-E10 FUEL -
- C-121-19078 K672SX4-0-E10 FUEL C-131-19000 K6728-0-El FUEL
- C-131-19001 K6723-9-E2 -
FUEL
- C-131-19027 K6723-9-E3 FUEL
- C-131-19069 K6718-1-E7 -
..... END REPORT .....
i ( h . w e l
- p, ow 4
( .DATE 28 DEC 84 06:45:08 RID 7 18 DEC 84 BECHTEL e (
- FIELDFABRICATIONREbuEST BUILDING AWS WELDING REPORT
* . NUMBER . DATE . APPENDIX C. PAGE 1 et 8
. *================,==========,========,=====================================-
( '
~ REACTOR ~
A UXIL'IARY-- -~ -
" ~
RB0046 0556 11-26-79
'11-03-82
~
~
REWCTOR ~ R B 0 f3 M I 2F 8 D - ~ " - - "-- ' ~ ( AUXILIARY 0030 02-14-79 AUXILIARY 0504 08-04-82 ~ 2 AUXILIARY 05'03- YS204 82~~ ( ~~ AUXILIARY
- ~ ' REACTOR
~
~ 0506 08-04-82
'RB0006 09-18-79
~ ~
~~'
m REACT'OR RBT037- 08 03 8a (. 0420 11-11-81 FUEL F0073 01-18-82 - ~ ~ - - - ~ - ~ - -
% REACTO~R - R'B 0'4'37-- 02 23-81 ~ -
( S'--- ~R E AC TOR~~ REACTOR - RB0671 RB0464 04-27-82 04-07-81
~ ~ ~ ~ ~
~ - ~ ~
~
~
' ~~~' TEACTDR RS1'B19-' 07# 1 3783 ~~ ~ ~
( FUEL FUEL F0114 F0091 03-20-84 11-10-82 RB 0919- 03-14T83 -
~ "~ -~ ~ ~ ~ " - - -~
5- REhCTOR -~ ~ ( REACTOR
~ REACTOR RB0717 RB1779 07-13-82 10-12-84
~
~ ~ - -
~
^
0'4J22278 -
~~~ " ' ~ - ~ ~ ~ ~
REXCTOR-T REACTOR 'RB0842 11-18-82
~~
REACTOR ~ RB0153 02-07-80
~ ~~~~~ 7 TI351- 02-06-84 ~
~ ~ ' ~- ~~~
R EhCTOR'--
'- ~~~~ ~~~
( REACTOR REACTOR RB0437 02.23-81 RB0360
- "~
11-18-80
- 7 EA'CTO'R-~
- ~
-- -- - -- -~
RB~0035-~~12720-79~ { REACTOR RB0135 01-24-80 ESWS ' - 6012 02-25-82
~-- DIESEL 00012~ 02 25:79 - - - -
~~
' -~~ -~
( " FUEL 0010 F0014 06-03-80 08-19-80
~ ~
RB 0065-- 12:20-79 '--~
' - - - ~ ~ ~ "- ~~
-- REA C T O R^ -- ~
{ REACTOR RB0391 12-23-80 REACTOR RB0623 02-24-82 RB0376~ 12:08-80
-- '- " ~- ~ ~ ~ ~ --~~
REWCTOR~~ ( REACTOR AUXILIARY RB0360 11-18-80 08-10-78 ~ ~ ~"
--- A0XI L'I AR Y N7A ~"08-15;78 - " ~ -
( AUXILIARY 0028 12-13-78 RADWASTE RWO937 02-24-81 T U E L ~ ~ - ' --- " ~ 'F0020 ~~10-27-80
- ~~ --
(, FUEL F0050 03-04-81 AUXILIARY 0697 10-03-83 0823'~~05 19 ~ - - ~ - - - ~ " ~ -- -" ~ AUXITI ARY ~ ( 0791 04-28-84 AUXILIARY -- 0901 08-24-84 ~~ -- 0029 " 09-17-84
' ' ~'
7 SWS ~ ( DIESEL 0798 05-01-84
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_ ____' ' b ' * $ ,-_-_-_____________-_--_-._____'_.Q
1 { * . . . l
- FIELD FABRICATION REGUEST AUS WELDING REPORT
- BUILDING- . NUMB ER .- D ATE -~ .-- ~ ~ 'AFP ENDIr C; F AGE' 2.
[ *================,==========,========,======================================
- . ESWS 0031 09-23-84 ~~- ---"- -
,. i ESUS -0028 09 17384 - "~~
ESUS 0030 09-17-84 ( '" T EACTOR
- - ~~~--
. RB0431 02-16-84 - - - " - ~ ~ - - " - - - "
a AUXILIKKY-0451 02 15 82-- ( .; AUXILIARY REACTOR 0452 02-23-82 RB1133 11-22-83 CONTROL 0699 '0s-21-84 ( ~ REACTOR- ' ~ ~ ' ~ ~ REACTOR 'RB1112 11-14-83 - r RB1073
^
09-13-83 ~ ~ - - - - - - - - ~~
. REACTOR RBDT2Y- 63 TlT83
( -.
. REACTOR REACTOR RB0925 RB0853 04-28-83 01-25-83 "---"
RB 0853'- 0370F83--~~ , s
--~~RE A CTOR--- ~~' ~
AUXILIARY 0646 05-26-83
~( 4- FUEL
~ ~
F0099 05-09-83 '" - - - - - - REKC TOR'-- RBY97D 05-04'83 ( REACTOR REACTOR RB0965 RB0952 04-28-83 04-18-83
- -- ~~--" ---- -
. MEAUTOR RB'095I 04Tr5:83"----
( .
'-~~ RE ACTOR
~~ R E ACTOR RB0941
~ ~~RB0937 04-13-83 04-11-83
~
~~ ~ ~ ~ ~ - -
A0XIFIARY 0630 03-30-83'-
/ REACTOR RB0906 03-07-83 REACTOR hdO700 02-28-83 ' - - ' - - - ' --~ -
REA'CTOR "-~ ~~ RB0888- 02 10-83 ( REACTOR
-~ AUXILIARY RB0894 02-16-83 0645 05-24-83
[ t
'- RB 0982 ~05;17J83 ~ - --- ~ ~ ~-~~~~- -
RTE'CTOR ( REACTOR TURBINE RB0978 05-12-83 0491 06-03-82 AuYILTART - ~ ~
- ' -- ~ ~ --~
0493 - 06;16 ~ '- - ( CONTROL
~~ REACTOR 0493 RB0695 06-16-82 06-07-82
~~~
~~ ~ "' --
R'E 4C T OR~~~~~ 'RB0716 07-09282' ' ( RADWASTE REACTOR RWOO42 RB0723 07-15-82 07-19-82 REACTDR~'-"
~ - ~ ~ ~ - - - - -
RB 0721 07;'19;i2"' ~~--- ~ - ( RB0725 REACTOR 07-21-82 ~ ~ ~ REACTOR RB0729 29-82 ~ ~ ~ ' ~ - AUXIl.IARY-- -0500 08 2 02 282 - ' ~~~ { FUEL F0109 11-14-83 AUXILIARY 0700 10-19-83
~
~
RB1086 09-28 18'3
~ -- -
REACTOR ( AUXILIARY REACTOR 0703 10-17-83 RB1958 08-25-83
~~
REAC' TOR '--' -~ --- ' - ' " ~~~~---~ ~
~
RB 0 87 5 ~~01723283 ~ ~ ~ (, REACTOR RB1961 08-29-83 ' REACTOR RB1936 08-03-83 ' REACTOR ~ -~~-~ ~ RB 1Y54 ' 08-03-83 ~ -- -
~~" ' - - - '
( AUXILIARY 0670 07-29-83 . L. : . L ,
?*
.3:.h . - .-
{
- FIELD FABikICATION REbuEST AWS WELDING REPORT T --~BUTEUING~- . 'NUf1BEM DATE APPENDIX C. PA
(
*================.==========.========.==========================G ============
0487 05-13-82 AUXILIARY esu OT-26-82 '-~~ - --- -~ ( ' AUXILIARY ~ ~ - ~
- ^^ REACT 0lr ~ -~~ '
'9436' 01-20-82 RB0606^ 01:27-82
~
~~
~ ~ ~ - ~ ~
REACTOR RbT617- 0231~0:82 -~ - - - ~ ( AUXILIARY AUXILIARY 0471 04-14-82 0472 04-14-82 94-12-82-~~
^
REACTDR R80654 ( .- REACTOR REACTOR
~~~~ ~RB0646 08-30-82 - ~
~ ~" ---- R B 06 3 7 '03-23-82 ~ ~ ~ ' -
REWCitR RB0E39 03:23282
-" - - ~ ~
(. REACTOR RB0638 03-23-82 AUXILIARY 0458 02-25-82 e AUXILTARY N57 07:2'4 '8 2'-- - - ' ~ ~ " " " - - - - - ~ t ( ~~ REACTOR
' FUEL ~ ~ " ~
~ ~ ~ - ' RB0620 02-17-82 ' " - '
R0081 04-22-82 ~ ~ ~ ~ Mt. AL & UK MS0676 0 570T#8 2~ ~ " " "-~ -- ~ ' "~~ ( RADWASTE RWO903 03-27-79 4 REACTOR R6005 10-24-78
= MEACTOR H 7001 "- U7:07 - --- ' - - - ~ -
( REACTOR REACTOR" R0002 09-07-78 - - ' i RB0601 01-18-82 i REKCTOR 'RB'06'02-' 01719283 ~ ~ ' - - ~ - - - - ~
/
AUXILIARY 0046 05-14-79 REACTOR
~ RB0618 02-16-82 ;
- (
_ R ENCTOR-~-- - - ~ ~ ~ -~RB O'619 02-f7-82 -~~ "' ' ~~ " ~ ~~ FUEL F0076 03-04-82
~~ REACTOR RB0628 03-01-82 ~~
RE~ ACTOR ~ - ~~~RB0616-~02 10282 - ~ ~ ~~ ~ ~ ~ " - - ~ ~ ( FUEL F0069 10-19-81 6409- e9-28-81 KEWCTOR RB'0498~~06-16-81~~
~ ~ ~ ' ~ ~ ' ~ ~ - ~ ~ ~ ~
{ REACTOR RB0482 05-21-81 ~ ~ ~ ~
< ' REACTOR RB0466 05-04-81 ~~~ ~
KADWASTE- RW9038 04 01-81 -' "~~-- '-~~ ~ '- ( REACTOR RB0446 03-10-81 REACTOR RB0446 03-03-81 REWCTOR~ RB0427~~02-19-81
- ' - '~
(
~ -
FUEL F0045 02-09-81 REACTOR RB0377 12-09-80 REACTOR ~ ~~RB 0366~ 11 "24-80 ~ ^
- ~
~ ~ ~ ~
j { REACTOR RB0367 11-24-80 REACTOR ~~ RB0335 10-27-80 REACTOR ~~R B 0337 - ~10-29-8 0
- ~~ ~
( AUXILIARY 0119 12-26-79 - j REACTOR RB0371 12-02-80 7EA CTO R' ~ ~" ~ ~- 8 8 0370 12 ~02-8 0 ~~ ~~ -~ ~ ~ ~ '" ' - - ' - - - ( REACTOR RB0373 12-03-80 REACTOR RB0022 10-16-79
-"7EACTOR~~ ~ ~~ --~ "" R B 0 0 2 0 ' 10-10 '~
(, REACTOR RB0573 11-04-81 ~- ( c, + g . .a
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-{' %
FIELD FABRICATION REOUEST AWS WELDING REPORT
- EUILDING" .- NUND ER . DATE~ T - ~ ' - ~ APPENDIX C. PAGE 4-(' . *================,==========,========,=====================================
REACTPR RB0562 10-26-81 a RB0798 ~09-30-82 ~~~ ~~ - ~- ~- - - ( '7EWCTOR-- REACTOR RB0792 10-04-82
~~ REACTOR RB0795 10-05-82 CONTR~0L "~0550- 16:14-82 ' ~ ~ ~ ~ - - - ~ ~ ~~ ~ - - - --- - " - - ~
(' REACTOR RB0803 10-15-82 a; REACTOR RB0789 09-23-82 - - - - - t, g533 g9:3fr32- - -- ( ~ AUXILIARY
- ~ ~ - ~
~
~ 0513 09-08-82 0022 08-23-32 RT07T 5~~BSIl 1-~
~ - - ' ' ' ~ - - ~ ~ ~ ~
REACT 0F -S 2 ( . FUEL REACTOR F0090 11-02-82 R0003 10-03-78
-- KEWCTOR-
^
- RB~fT1T~~04rI 7-8 *
( ~~ AUXILIARY A 0665 07-12-83 ~ '-
~
-~~ UXILIAR.Y- y 0667__07-18-83 ggg4 g g ....-- _ _ _ .- .. - - _
( CORRICOR AUXILIARY 0673 0442 00-09-83 02-02-82 -~' ~ ~ ~ " - - - ~ KEACTOR RU 050 9- 66;-2 9 "-- ~ --~ ( AUXILIARY FUEL 03S4 F0043 05-12-81 02-02-81
~~
- y - - --- - . _ _ 7gg q ..g3_ ,_ g . . . . .- . -- -.
/ CONTROL 0320 01-29-81 CONTROL 0209 10-22-80 CONTROL- ~-- 0288- 10-21-80
- - -- ~
( CONTROL 0280 0260 10-13-80 09-16-80 A0XILIARY* - - ---
- 0257' 09 10-80
( REACTOR FUEL RB0318 F001o 09-10-80 09-03-80
- - -'~~ ~ ~~T2 3 9
- ~ ~
-~'CONTRUE 0 82 0 5 - 8 0
( ~ AUXILIARY
- 0139 0122 02-07-80 01-09-80
-- gg97 ig_25 79 - - --
( DIESEL AUXILIARY 0094 0066 10-10-79 08-04-79 AUXII.I~ARY - ~ ~~- ~ ~0053 06-25-79
-' -~~
( 0051 0025 06-11-79 12-04-78 _ . . . . _ . . _ _ _ - ~ ~ ~ - - O m ~09 4 -78 ~ ~~ ~ ~ ~ - - ( AUXILIARY CONTROL A0082 06-29-82 C0056 07-12-83
- - - ~ ~
RB0822 042 25-83 RE'A'CTOR ( REACTOR REACTOR RB0822 03-23-8a RB0929 03-31-83 '
~
R E ATTO R -~ ~ ~ ~ ~ ~ RB0821~~01-31-So ( REACTOR REACTOR RB0853 02-03-83 RB0924 03-17-83
~
REACTOR - ' - " "RB 0621"- 81231-83 ~ ~ ~ ( REACTOR RB0924 09-07-83 , (.
$~.i ..e' .
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( +
- FIELD FABRICATION REGUEST AWS UELDING REPORT e ~ BUILDING -' --- NUnBER- T- DATE . ~~' APPENDIX C. PAGE' s
( '
*================.==========.========.================================r.====r.
REACTOR RB0924 09-06-83 A U KI C I A RY-- -'~ ~ -- '-~ ~' A 0 f53 0 5 - f1 83 '--- ~ --- ~ ---- ~ ~ ~ ~ ~ - - - - - ( ~ ~ REACTOR "RC1133 "1T;22-83 - - - - -
, REACTOR RB0742 08:11-82 ~
~
B~061T' F6' 28282 ' ~ ~ ( 0450 02-15-82 2 0013 10-05-78 av DIESEL 60322 08-02i 79 ( ,,_ FUEL
~
~ ~ ~ ~ ~
.F0068 ~10-01-81 REACTOR RB0822~
11-18-82 REACTOR ~ ~ ~ TB'0832 12702282 ( REACTOR REACTOR 1374 RB0244 04-11-84 05-05-80 01Tf3 53 "--
'~ - ~ ~ ~
m REACTOR RBO833
~~~ REACTOR 'RB1619 06-01-84
~~
( 4-~AUXILI ARY 'A0169 06-25-84
-- DTE5a 01 % e 3 - 03 8 0 - - -- -~~~ - ~ ~ - ~
( DIESEL FUEL 0144 F6093 02-19-80 11-29-82
~
M EA CT O R-" - - RB008y 01363:30 -
- --- ~ ~ ' - ' -- -
( FUEL FUEL F0019 10-20-80
~ ~ - -
F0015 09-02-80 - - ' - -
--- FU E L~ F0BT3- B8' 05--80
/ FUEL F0010 07-23-80 SITE RVH0002 12-21-81 RB0271 -- 06T 10-80 ~
~
REACTOR ~ ~ ~ ( REACTOR RB0272 06-10-80 - REACTOR ~ ~ ~ - RB0923 03-17-83 4~UX fLTARY '0555' 11-03 ~ ~
~ ~ ~~
( AUXILIARY AUXILIARY 0557 11-04-82
~
0559 11-08-82 AU'<ILI ARY - 56'0--~~11211-82 -
~ ~ '
0
~~ ~ ~ ~ ' - -
( AUXILIARY
' REACTOR 0565 12-02-82
~
RB0583 12-01-81 ~~ A UXI EI A R Y"- ----- 058'4- "01-19-83" " ' '
' - - " ~ ~ ~ ~ ~ ~ - -
(' AUXILIARY AUXILIARY 0585 01-10-83 0593 01-17-83 AUXII.I ARY ~ - - ~0744 ~01-30-84 ~ ~ ~ - " - ( REACTOR REACTOR RB08",7 12-21-82 RS1312 03-22-84
~~~" REACTOR ~~ ~~ RB 1652-~ 0 6 0 8-84 ~
' '~~ ~ ~
( REACTOR RB1671 06-12-84 REACTOR RB1726 06-23-84 REACTOR --~ ~ ~ ~ ~ ~ RB 1739 07-07-84 ' - - ~ ' '- - ( REACTOR RB0209 04-03-80 REACTOR
~ ~ ~ " ~
RB0191 03-24-80 RE7iCTOR RB0178' 03-13280 ~ ~ ~ ~ ~ - " ~ ~ ~ ~ ~ ~ " - " = ( REACTOR RB1259 02-15-84 RADWASTE
- ~ ~ - ~ '
RWD644 05-19-84
- ESWS' ~ 0032 10 02-89
(, REACTOR RB0227 04-22-80 ' m N .... w - . ., .4
r . - Q O .{ *
- FIELD FABRICATION REQUEST AWS WELDING REPORT
- UUALDING . r4 UMBER-- . DATE .
APPEf4 DIX C.- P AGE- G * [ *================,==========,========,=====================================- REACTOR RB0510 06-30-81 ~ -- 4 _ .AUXICI.ARY ..- , . . . STe4 11 .:7:7 9- ' ' "-- -~ ~ ~ "* _79
. ,g79 ,
0078..08-22-79 . - . ... . . . .. --- 9_, pg 9y 9 ... . .._. ( 0170 03-24-80
. 0010 0S-15-78
( . 0011 08-15-78 M M. e.. .M M ' WM i _m 4 . 6
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( ..... END REPORT .....' - L W6. m e .-. . peg. e. L t g .
.O , , %.go" ".
- i AWS WEIDING REPORT '
Appendix C, Page ] l LIST OF NONCONFORMANCE REPORTS 1-941-C 1-9593-C 1SN3516CW 1-942-C 1-954 9-C 1SN3589C 1-943-C 1-9559-C 1SN3614C 1-945-C 1-9551-C 1SN3753C 1 1-947-C 1-8552-C 1NN3768C 1-948-C ISN9738C 1SN3779C l-949-C 1SN9899C 1SN3784C 1-974-C 1SN9972C ISN3794C 1-082-C 1SN9992C '1SN3795C 1-983-C 1SN1956C 1SN3796C 1-984-C 1SN1957C 1SN3899C , 1-985-C 1SN1277CW ISN3891C 1-986-C 1SN1283C ISN3892C 1-987-C 1SN1432M 1W4121C 1-999-C 1SN1486C 1SN4276C 1-994-C 1SN1549C 1SN4283C 1-995-C 1SN1567C 1SN4293C 1-996-C 1SN156BC 1SN4389C 1-9104-C 1SN1649C INN 4539C 1-9123-C 1SN1996C 1SN4536C 1-9124-C 1SN2961C 1SN5823C 1-9128-C 1SN2138C 1SN5847C l-9136-C .lSN2154C INN 6999C 1-9139-C 1SN2228C 1SN6117C 1-9143-C 1SN2419CW ISN6299C 1-9148-C 1SN2489C 1SN6331C 1-9149-C 1NN2530C 1SN6795C ] l-9158-C 1SN2585C ISN6899C 1-9169-C 1SN2642C 1SN8312C l-9166-C 1SN2647M 1SN8378C 1-9179-C 1SN26580 ISN8599C l-9178-C 1SN2699C 1SN8612C l 1-9183-C 1SN2728C 1SN8899C - 1-9189-C 1SN2793C INN 8967C l-9295-C 1SN2945C 1SN9119C 1-9238-C 152972C 1SN94 M l-9244-C 1SN2987C 1SN19926C 1-9255-C 1SN2992C 1SN19381PW 4 14266-C 1SN3913C 1SN19931C 1-9276-C 1SN3917C 1SN11986C ! 'l-9277-C 1SN3939C 1SNll282C 1-9335-C 1SN3041C ISNil592C I 1-9338-C -ISN3111C 1SNil689C 1-9339-C 1SN3115C 1SN11986C i 1-9349-C INN 3132C 1SN12199C i 1-9345-C 1SN3139C 1SN12517C i 1-9355-C 1SN320CW ISN13289C 1-9385-C 1SN3255C 1SN15220MW 1-9423-C 1SN3261C 1SN15352C 1-8433-C 1SN3385C 1SN15685PW 1-9434-C 1SN3386C 1SN15723CW 1-9439-C 1SN3475C 1SN16728CW 1-9445-C - 1SN3481C 1SN16988CW 1-9446-C 1SN3483C ISN19864C l .
- - - ~
. . AUXILIARY OUILDING F894532 O
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US UD
. AWS WELDING REPORT. APPENDIX D. PAGE /2 m g
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. AUXILIARY BUILDING F#94532 y 0~~ . . . AWtrWELDING REPDRT7 APPENDIX DT PAGE.f ---
4.' CJOINT. TYPE US . WD . ' . IC . UR , UC . MM . IJ GN -s
'oc..........,~....'.............=@.........................................................................mear...
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"l *WD-A: DEFECT LENGTH IS 3/8 m it. o . . .' r - ' ~ - - ' ~ ~ ' -' - - - - - - - - - ' ~ - ' - - - - ~ - - - - -
G --- 4 e-.I o 3
- . AD F R4 "3 AE F R4 S o
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"'.l o'fwl-CINO WELDS PRESENT DN WEST CLIP ANGLE TD BEAM q
, gg 7 g g 9 g.4___._____.__. ._
7 g' O. S A092 F -
- - - - ~ - - - - - - - - - - - ~ - - - - - - -
tGN:PREVIDUSLY INSPECTED AS JOINT A8 - - - - o o a A993 F R2 2 6 2 R4
,t-n - - - - - - - - - - - . - - _.- - -...-. . .
9, Ae#4 F 1 1 5 1 6
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"' 8 4997 F 2 7 3 3 7 e 2 5 2 5 m
! LWD-L:PRDFILE DEFECT NOTED.BUT NOT DEFINED . .
- m A998 F 5 2 R2 0
al A999 F 3 1 5 1 t ael . . 3 l! o ASIS F e 1R2 2
, , - ' #US-A:DNE LEO IS UNDFRSIZED FDR 251 0F THE TOTAL LENGTH R1 R4 R4 1
- - ' - - - - ~ ~ - -
o R Afl1 F - 3 2 2 ~~ - - - ' - - - R4 1 1 6
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.~6 9 .< AS12 F e1 2 1 1 5 1 1 m eUS-A:DNE LEO IS UNDERSIZED FOR APPROXIMATELY 5810F THE TOTAL LENGTH o
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. . AUXILIARY SUILDING
- F994532
' o . . '
. AWS WELDINO REPORT APPENDIX D. PAGE F :q OJ US WD IC UR . UC . MM IJ f g ON l
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/ 0 " e1 5
. 4939 F 3 2 1 2 1 m eUS-A:DNE LEO IS UNDERSIZED FOR APPROXIMATELY 13% OF THE TOTAL LENGTH . ___ _ . ... -. . . . . . - . . .
- R3 6 A931 F 4 3 m
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't ~ KUS-A:0NE LEO IS UNDERSIZED FOR APPROXIMATELY 13% OF THE TOTAL LENGTH i a. o m 2 3 4 6 2
,g A034. F . . ._ _ . . . . . _ . .
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- DEFECT LENGTH IS 1/16 I IJ-8: LOCATED IN DLOCHWALL
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, 9' A036 F 2 a 4 1 R4 s 2 m
- enn-C: SEAT TO SEAR WELDS ARE MISSTNG 8 US-C:DNE WELD WAS REJECTED BASED ON VISUAL INSPECTION o
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eM-C: SEAT TO BEAM WELDS ARE MISSING 8 IJ-8:Kl.0 IN PLACE BUT MEASUREMENT NOT OGTAINABLE q
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eUS-A:0NE LEO IS UNDERSIZED FOR APPROXIMATELY 19% OF THE TOTAL LEHOTHs M-A: FILLER PLATE WAS INSTALLED g
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*8: CM-A: FILLER PLATE WAS INSTALLED S pO g 7
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O ; CWO-C: DEFECT LENGTH IS 1/4 S
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5
- - - ~ " - - - ~
R ' 4 ~ - -~ - -1~~ - ----" - AS46 F u1 1 1 6 e2
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' (US-A:0NE LEO IS UNDERSIZED FOR PART OF THE LENGTH s M-C: SEAT 70 BEAM WELDS ARE MISSING --- -- - " - ' - - - - - - - - - - -
O a QI j A947 F R3 3 3 e1 7 ~~~R1 - ~ ~ ~ ~~ ~ 5 1 1 S
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eWD-C: DEFECT LENGTH IS 3/4
-l~0 S
g"~ AS48 F 2R1 R1 e1 3 ' ~ ~ ~ " ~ ~ ~ ~ R4
"' cWD-C: DEFECT LENGTH IS 5/8 O S AS49 F 2 2 6 2
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3 3 4 5
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'. l - 'oA051 F 2 5 e1 e 1- R4 . R 4 1 2
' CWO-C: DEFECT LENGTH IS APPROX. 1/4 : WD-A: DEFECT LENGTTH IS APPROX. 4-3/8 9
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-~ A952 F 2
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$ < 4854 F 1 2 6 2 2 6 0
R2 R 4 e X g-Ae55 ., eM-g:BEM F SEAT IS NOT INSTALLED S (
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.. 0 A057 F--" RI 's 1 -~~ 4 R4 -
. sWO-C: DEFECT LENGTH IS 1/4 m m * .
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G OJOINT.. g---
, TYPE ~A ~B US C'
D .- A"~ 5 -~ C-~ 13 WD E - F 0 - M-- T J M
. IC AWS KLDING REPORT APPENDIX 0 PAGE I
- t. r A C- D r A - 8 v A - rA C .- A UR . UC . M$ . IJ GN h
lm m c......................................................................................;............................................ !h o . g . . .
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' " - ' - ~ ~ ~ ~ ~ ~'
R4 O A584 F ' -' 1 -
'n A959. F. .. . _ . - . - - . _ - . . . _ _ . _ _ _ .. ... _ . _ . _ . . . . . R_4._.______.._.___.______.__.
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- AS40 F 2 1 e 1 6 R4 e1 e 2 m eWD-C: DEFECT LENGTH IS 1/2 - -3 M-C: SEAT TO SEAM WELD IS MISSING s IJ-8:Ile O LOCKWAt.L. -_
2 2 6 2 e2 m "F AS41 F 2 e M-C: SEAT TO BEAR Kl.DS ARE MISSING 2 11 6 . . _ . -. . . . _ _ . .___ _ _ . . . _ _ _ _ _ _ _ _ _ _ , , _ _ . Ae62 r 0,: , n _ p 2 4863 F ~ Ie' 1 3'
----*-8 6 - -- -- 'e 2-
[hl 0 1 CM-C: SEAT TD BEAM Kt.DS ARE MISSINO F US-A:0NE LEO IS UNDERSIZED EOR APPROXIMATELY 16% OF TifE TOTAL LENGTH S
-DIJ-3: LIMITED ACCESS-CDULDN'T MEASURE ACCUR ATELY.OUT APPEARED TD fiEE1 filNIntfM REnlilRf MENT'). - - - _ - . . . - _ _ _ _ . . . . .
g e1 7 6 2 e 2 e 4 m, [J A964 F 1 1 (M-C: SEAT TO 8EAM WELDS ARE MISSING I WD-C: DEFECT LENOTH IS t/4 -~~ - - - - - " ~ - - ' - ~- - - - - - - - - - - - - - - - i '~GIJ-8: LIMITED ACCESS-APPEAR TO MfET MINIMUM REOUIREMENTS m 1 ', O Af65 F R1 1 e2 9e 1 6 1 2 1 e 2
' eWD-C: DEFECT LENGTH IS 1/4 MAXIMUM i WD-F: DEFECT LENGTH IS 3/4 8 IJ-R: LIMITED ACCESS-VISUALLY OM-
~ - - - - ^ - - - - -
- ['~e m
, e r e A966 F ~ - ' ~ ~ ~ ~' "'- -- - ' ~ - - - - ~-
'cIJ-A:EM8EDDED IN CONCRETE m O
4967 F e1 3 R1 7 5 1 e 2 e I US-A:0NE LEO IS tlNDERSTZFD FOR APPROXIMATFLY 19% OF THE TOTAL LEHOTH ~ ~ ~ -
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- I eWD-C: DEFECT LENGTH IS 1/2 s IC-A:1/2 DIAMETER 80t.1 Hot.E IN WELD PATH I M-C: SEAT TO BEAN wet DS ARE MISSING I.! eWD-G: GOUGES DUE TO CONCRETE REMOVAL DEEPER THAN 1/8 (3 PLACES) & GRINDING (5 PLACES) - - - - -
N OIJ-3:CANNOT BE MFASURED DUE TO EDGE CONSUMPTION AND/OR GRINDINO-SIZE IS VISUALLY OM 9 "- O 2 12 . 2 e 1 6 1 e 2 e 9 t n _ A969 F eM -C: SEAT TO SEAM WELDS ARE MISSINO 2 e 1 IC-A:1/2 DI AMETER Bot.T HOLE IN WELD P ATil ~
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D eWD-0:GDUGES DUE TO GRINDING 8 WD-C:BETWFEN WFLD P ASSES,EULt.1.E NGIH _CIJ-5:INACCESSIDLE FDR ACCURATE SIZE NEASUREMENT-VISUAt ty APPEAR 10 BE ON _ _. 8 P4 4 1 e i e1 m $- 4879 F 5 e t . 3
,. L e M-C: SEAT TO BEAR WELD IS MISSING I WD-0:0RINDING I IJ-8:lNABLE TO ACCURATEl.Y MEASURE SIZE BECAUSE OF GRINDING ._ _.
( n e1 8e 1 6 5 I m G AS71 F 2 1
, eWD-C: DEFECT LENGTN 19 3/4 MAXIMUM 8 WD-F:9EAD SEP AR ATED,FtR.t. t ENGTH
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. AUXILIARY SUILDING Fff4532 ,
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, f.WD-A: DEFECT LENGTH IS 1/2 WD-C: DEFECT LENGTH IS 1/4 q
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SEAT TO EM8ED(TOP) & SEAT TO BEAM WELDS ARE MISSING-2 PLACES EACH ..._ _ _ ._____, . _ _ . . . . _ . . _ ._ _ . Cl . A9'18 F R4 R4 %
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, DEFECT LENGTH I3 3 (LACM OF FUSION SETWEEN BEADS) _ -
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2 1..._.. . . . . . _ . . . . . . . . _ . . _ . . _ . _ _ . . _ _ . . . . R4 _ . . _ _ . _ . . _ . _ . ___ _. . _ _ .
*! C121 F R4 3 h, . o. g g g . 7 -. .._ __.. . . _ . .. _ . . . . . _ . . . . . . _ _ _._ _ .. _ . _ . ..__.. _. . . _ _ _ _ . . . _ . .
4 OIJ-A:ERGEDDED IN CONCRETE q
,j."C123 ' F -
l'
- ~ '"~~ ' ' " ~ " ~ - - " ~ ' - ~ '~~ - - ~ ~ - ~ ~ ~ ~ -
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.; 9 C125 F 1 R4 g o 7 ...._.....g4 . . . . . . . _ . . , _ _ _ _ . _ . _ 9-' o %
.; C127 F ' '~ - - - ' '- - ' - - - -
e X s m.I 'c1J-A:EMSEDDED IN CONCRETE
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'8' C129 F DI: m
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. AUXILIARY OUILDING Fff4532 o . . . AWS WELOING REPORT. Af*PENDIX D. PAGE f I
%L WD IC UR . UC . MM IJ GM cJ_O_I.N.T T. YP.E . g . . ,U.
C S D".- 'A ~ 8-~C- IF T- ~T 0 7 I-~J-- K--- L- n- B- -C D :- A - B ;- A- B ;-A--- B - C :- A - B ---- - fm m c.................................................................................................................................... ,,m
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C159 F *2 3 C- nWO-C: DEFECT LENGTH IS 1/2 MAXIMUM S y
-o . . . - - -
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. . AUMILIARY SUILDING Fff4532 0 . . . AWS WELDINO REPORT. APPENDIX D. PAGE /0 eg OJ U8 . WD IC UR . UC . nn 1J GN q . O..I.N. .T . T. Y.P E ..B A C ~ D T A -~~ B 7 -- . . .
J M ~~~ L . A B~~~ M W --' B -- A ' 8 - . A-~~ B ~~ C T A g ..................'"......................D~E"'F~-'U--H ..................................................................................'......... O '- l,. CWD-A: b DEFECT LEHOTH
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ER E = T FA E DE P = N ) ) ) ) ) ) ) ) L T N Y e I S D C R C M J N F O 1E w O U W I U l R I O Rn N 2G . T. ., J ( ( ( ( l i ( ( ( T s _ E N u ~ . - T I = _. A O = ., = ~ ~ , _. J = - . _ D. .e#enaeeee*ae aoesa*ee,ee
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- AWS WELDING REPORT Appendix C, Pcge $ ,
l LIST OF FIELD CHANGE REQUEST 1-0860-C i 1-0901-C 1-0917-C i 1-0928-C 1-0957-C 1-0974-C 1-0993-C 1-1007-C 1-1434-C 1-1440-C 1-1590-C to G W 4 e l ( s. . \ . L
Bechtel Power Corporation Eng neers - Constructors , P O Box 42 g'l New Strawn. Kansas 66839 Dece:ber 25, 198t. Mr. Gary L. Touts Construction Manager Wolf Creek Generating Station Kansa s Gas and Electric Company Post Office Box 309 Burlington, Kansas 66839 BLKES- 1364 SNUPPS Project Bechtel Job 10466-003 Files: 0266.2 Inspection of Painted Welds Reference 1: BLKES-1348
Dear Gary:
As previously stated on Page 2 ef the Attachment on Reference 1, we are now able to furnish the number of uncoated welds.
" Visual reinspection of 1090 uncoated welds in the structural steel at WCCS has, in fact,shown no evidence of weld cracking or porosity, and only .
107 cases of minor undercut." Should you have any questions, please contact me. Sincerely,
/
C. M. Herbst Asst. Proj . . Engineer CMH/ds cc: M. Johnson J. Harvey R. Brown J. Bailey (
Bechtel Power Corporation
- - . ? -
En;>ee s - C: r~ue:: s P O. E0= :2 Ne* S a..n. sa ras 65539 Mr. Gary L. Fouts Construction Manager i;0V 05 Td4 Wolf Creek Generating Station 'D Kansas Gas and Electric Ccmpany C g # '/ Post Office Box 309 t' UOl/ e - Burlingten, Kansas 66839
'Oh
- ,, ', - rpy
, *'s r.
BLKES- 13 '.S SNUPPS Project Bechtel Jeb 10466-003 Files: 0266.2 Insceetion of Painted Velds
Attachment:
Visual Inspection of Painted Tillet Welds tear Mr. Fouts: Sursuant to KO&E's request, the Bechtel Engineering position for Visual
.nsp?ction of painted welds in accordance with AUS D1.1 is attachec.
Should you have any questions, please contact me.
. Sincerely a s
\. . -
. N /
, ~-
. N. C. M. Herbst
?- Assistant Project E.gineer i ' ,
's '
Y }'/ CMHNP/lb'.,f i N '
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M. Joh'nson w/1 , ,'. ' > '1 , s/* J. Harley u/1' .
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, N' J. Failey w/1 ' */ ' '
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- tf 2 T VISUAL I?!S8ECTION CF DA!'!TES 7'LLET *-TLOS Summary of Bechtel's Position With the exception of a number of attributes, fillet velds wnich have been coated with up to 4 mils of primer and in sene cases, up to an additional 10 mils of topcoat can be visually inspected to the Na'S 01.1 acceptance ,
criteria. Those attributes which cannot be fully evaluated are of little or i no concern on the structural steel at WCGS. Evaluation of Physical Characteristics The following characteristics can be fully evaluated to the design require-ments and AWS D1.1 acceptance criteria with the primer and, in sone cases, a topcoat applied:
- Weld presence and location Weld length Weld size, both leg length and throat thickness Weld profile, including convexity and concavity Fusion between weld metal and base metal
- Overlap Cross-section of weld craters Coarse undercut Larce porosity The presence of the coatings should not in any way detract frem measuring, with adequate accuracy, any of these characteristics.
Evaluation of Metalurgically Induced characteristics The following characteristics are more difficult to evaluate and messure in the presence of the coatings, and in some cases may not be visible at all: Neld cracking Fine porosity
- - Tignt undercut The application of priner and top coat may partially or full'y obscure these attributes, all of which are largely dependent on the "netallurgical" characteristics of the base materials being joined, the welding filler materials being used, and the ability of the welders performing the work.
N O OM ~
+@ &% %g4M@ y S WE. 9 O O8 ..
. o 'atec- e- te v_::E -;..
'tre I cf 2 The base naterial used for all the structu-s! : teel at Uelf Creen is AST1 A35. This mateni.al is a Icw-carbon, hignly.weldaole Steel, and is, by far, the most commonl?'used structural steel within tr.e U.S. Its cc position and strength are highly compatible with those of tne welding natcrials, Type E7018 electredes, used to jein the steel: that ic, there is no cennetation of " dis-similar" caterials, which can frequently lead to netallurgically
*nduced welding problems.
Weld cracking is frequently caused by high carton and alloying element content of the base material or welding materials, or by high non-metallic element content, such as sulphur. Neither A35 nor E701S have any of these adverse compositions. The compatibility between the ASTM A35 steel and the type E7018 welding electrodes results in sound, crack- and porosity-free welds, provided a number of basic precautions are taken. These precautions incluce proper fit-up of weld joints, absence of restraint during welding, application of preheat for thicker members, and use of approprtate welding parameters. All these items are described or defined in the welding procedure specifications required by AWS D1.1, and used by the constructor. 3echtel has reviewed and accepted these welding procedures as being suitacle for the work at Wolf Creek. Porosity can be caused by poor welding electrode control and issue. Type E7013 electrodes contain a " low-hydrogen" coating, wnich tends to absorb moisture during storage, which in turn can give rise to porosity during welding. Great emphasis is placed, therefore, on the correct storage and issue precedures for this type of welding electroce. They are stored in heated evens and issued in limited quantities, and unused electrodes are carefully reheated or baked prior to reissue. These precautiens have been standard for many years now, and through their use, coupled with use of the proper welding parameters, porosity is not a concern. The presence or absence of undercut along fill.et weld edges is dependent en the base caterial, welding process and materials, welding parameters and welder ability. The first three of these criteria have been addressed in the discussion on cracking and porosity, and for the base materials, welding process and naterials and welding parameters used at Wolf Creek weuld not lead to weld undercut in themselves. However, the formation of undercut during welding is dependent to a large degree on welder ability. The cerrect combination of travel speed, current, are length, electrede angle, weave, electrode si:e, etc., are all inportant in preventing undercut. The welder training and certification pregram used by the constructor, along with the qualification tests required by AWS D1.1, are all designed to provide the welders with the ability to control these attributes. Throughout past inspections, and current inspections on uncoated welds, cracking, porosity and undercut have not been identified as generic preolens, which, if they occur, tend to be widespread. Visual reinspection of flater) uncoated welds in the structural steel at WCGS has, in fact, shown no evidence of weld cracking or porosity, and only (later) cases of minor undercut. We contend, therefore, that the lack of ability to identify [< _ these attributes on coated welds should not be considered detrimental to the reinspection program, since there is no reason to believe that they may be present. The reinspection program should continue to identify these con-Cerns that nay have some effect on the design capability of the structures. d W $
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- I NT E Rp F.F.I C E CORRESPCNDENCE To: G L Fouts :-0;FLh.C E4-765 2 - 03433-003 -
new: J A Eailey DAtE: Nove:-ber 13, 1984 suBatcT: Inspection of Painted Welds REF: 1) BLKES-1348 NPE is in concurrance with the Bechtel position stated in the referenced letter ab:ve. - L E h..H/JAsailey: dab a cc - M L Johnson (MS3-01) J Fletcher C M Herbst R W Grant C M Sprout CG3-31) N W Headley l'
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(. O n. e. :. 2. , of the plant. L o thTI~ sa'fe ty ' p ecb .Inlemsaddition,
. the g r : n ci n - itself may cause III.
U::0ERC'!T PROVISIC::S CF AWS ::1.1
- The third cut. pechlem regarding welding pertains current Early issueeditions has of a AW3 D1.1 prenibited undercut tc welf under-res tric tion on and the whichwelded the is based member. on the directi n of the p rincithe depth of undercut pal Th es e rules are impossible to follow, stress in because undercut Inspectors do not can net be elimina ted completely and the t performing sions inspections. knew the direction of primary stress when 1
staff, but have been discussed with members of AW3The problem - because these men are reluctan t 01.1 tecnnical i l reluctance only means thatthere havetobeen revise thea document no major industry c =pl nts. are not enforced, or as This the provisions of the document j siens are waived by the designers. permitted by AW3
- The 01.1, the minimum w provi-cc: allowed by AWS Dl.1 (0.01 inch) eld under-the restriction is ridiculcus. cannot be measured, so Section III, ::E-4 4 2 4 ( c ) , allcws .
1/32 inch undercu . Cesica- < en this prevision. Inspectors havewith ers have not had a problem beenthis provision, and the
- j t aable to make adequ t e evaluatiens haced '
A problem arises ( and insistAS:2 rejected on no undercutwhen at a l'l . ::RC Some Inscect:rs Inspectors become have c i D1.1buildings. and requirements which were written pris true: marily for ural welds o because it sas 1/64One ::RC Inspector rejected a weld undercebridg This leads to more weld inchrepairs deeper thanispermitted by Code. which a safety concern. IV. E::C3CACHME! T Oli MI iI:!U:1 THICT.! 233
- There are cases where thickness items beingrequirements inspected.may not be metIn spec to rs have noted that minim for local areas of the either to by undercut or grinding.These local thin areas may be caused j
restore minimum The resultant weld repairs accepting the area on the basis of engineeringthicknes The an evalua tion. ties. A5::E The C:de design philcsoph/ engineer of design alicws 4 spots by showing that the can oitan justify localthe discentinui-shallow -
, diameter cpening.
ities Alsothan the Code allow dofdiameterloca the AS::E Code allows e an unrei.nforded l area - j the allowable stress.to have a,n incroaced primary stressarea ! s. , of up to 1101 of ' i g ' When the design engineer uses these i e
1 k L E HIG H U NIV E R SIT Y . Bewenes Pennsyivania 18315
, fritz Engineering Laboratory e.oo#s is December 10. 1954 '
Mr. Richard Ivy
- Kansas Gas and Electric Co pany P.O. Box 208 '
Wichita, Kansas 67201 ;
Dear Mr. Ivy:
1 Re: Structural Steel Welds at < Wolf Creek Generating Station We have reviewed the problems associated with the structural velds in the structures at the Wolf Creek Cenerating Station. Dr. Slutter was on the site on November 1 and 2,1984 to observe firsthand so=e of the veld deviations. the method of inspection, inspection records, and problems encountered in completion of the inspection program. The problems encountered at this site are not unlike structural welding problems that we have seen at other nuclear power plants. The problems at Wolf Creek are perhaps more frustrating but less serious than similar problems at other sites. The approach being used )y Bechtel as sun =a-rized in " Weld Deviation Evaluation Methodology" dated Nove=ber 26, 1984 has also been reviewed. . The exa inatien of the welds in this reinspection progra= is very thorough, as evidenced by the documentation on every connection. The thoroughness of the inspection has revealed so=e problems that require evaluation frc= a structural analysis point of view and a much larger number of instances where deviations from AWS D 1.1 - 1975 are reported that do not constitute structural deficien-cies. fro: It appears from the latest su==ary of inspection and evaluation received Bechtel (dated November 27, 1984) that no significantly deficient joints have been found. We have the following co==ents on the various categories of problems that have been found in the reinspection:
- 1. Missinz Welds Oovicusly the missing welds should be replaced if they are needed to resist design loads.
Some of these welds such as the beam to beam seat welds may not be required, and replacement should not be necessary. Where they are inaccessible and cannot be replaced, an appropriate analysis of the other load paths should be provided. Mosearch in CevW Enginesting one metates messe .
Mr. Richard Ivv , , Dece= der 10, lir; ' Page 2
- 2. Undersize. Uneeual Lee, and Underlength Welds The approach that is being used to evaluate these types of condi-tions using the smallest veld dimension is very conservative.
Welds that are no = ore than 1/16 in, undersize will have adequate strength on the basis of the latest code recoc=encations. The allowable stresses being used by Bechtel frc= the Seventh Edition AISC prcvide a conservative basis for evaluation.
- 3. Oversize and Overlencth Welds These deviations are not generally a probles to be concerned about.
There are so e instances where the additional a: cunt of weld causes the connection to provide more restraint than in-tended. welding. The original design actually specified this additional In these structures the additional weld cetal should not cause problems. deformation can resultEnd rotation and the resulting connection in cracking of the welds if the additional weld increases the bending stiffness of the connection and decreases cuctility. , 4 Cracked Welds 3etween Beam and Beam Seat These cracks resulted from rotation of the end of the beam as concrete The slabs cracking were dees notpoured and additional dead load was placed. indicate a ceficiency in the cennection since the weld is not needed. The cracked welds that were detected the me:cerswere probably being joined. undersize because of the rolled edges of 5. Return Velds That Are Overleneth But Undersize The purpose of this weld is to produce a proper termination for the ver:1 cal weld. It is not necessary that it meets AWS 1.1 - 1975 size require:ents, since it The acded lengen can increase capacity in so=e instances.is not The pri-needed structura Lary cojetttve of end returns is to minimize prying and distortion at the root of tne pri=ary weld. 6. Lack of Tusien and Undercut These problems handled are very few in number and are being satisfactorily in the analysis.
. .- . - , __. . _ . _ .- -- ~ _ - - -_-
i Mr. Richard Ivv , Decenber 10, 15II' '
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' ~
Page 3 ' l
- 7. Beat Seat Missing i
; These may not be needed but an analysis of each one is being race.
i it is assumed that seats will be provided if needed. ; l S. Fit-Ce Cao with Undersize Weld i ! This is a rare occurrence considering structures involved. Proper 1 analysis of this is being made by Bechtel. 1
- i. . Inaccessible Welds 4
i
; Since there are no significant structural deficiencies a:eng the j exposed velds cessible welds are inspected, similar, it is reasonable to assume that the inac- ,
i 4 The general proble: , of weld size should be considered in terms of the i , where the AISC allowable stresses are applicable. expected statistical , i Fig. e showing the statistical variation cf the 1/t in. , 3/8 in. , and 1/2 inEnclosed are F velds used to develop the AWS and AISC specification provisions. . These curves j The variatien of weld capacity thatshow :ne deviation in weld sizes that a resulted fro = the AWS-AISC fillet veld
} the test sa:ple. study in 1966 vas in part due to the variation in weld size that existed w 4
exist with all welds.These were normal production welds, and similar deviations will j strength bcsed on no=inal weld size. Figure It 19.3 in Structural Steel Design shows the shea
}
the variation in capacity is based on the veld size variationis clear that part of the reason l unless Whenit a weld is found to be undersize by measurement, it is not significant
, falls below the range indicated by the curves. The AWS Specification i i does not address the problem of deviations, and disposition of undersize welds j must chat be done using the type of analysis that Bechtel has proposed. The fact they are using actual veld sizes in calculations is conservative , since 1
j the specifications uncersize. used the lower bound of the test data which included weld i weldsWeld are not site deviations on the return welds does notrequire analysis. These some additional strength does resultintended to increase the strength of the connec from the addition of these welds. The )' main function of return welds is to increase the ultimate strength of the struc-ture by delaying and tearing of the veld and improving the ductility of th e connection. large enough to provide a satisfactory veld termination.These welds n i t i
\ r i.
l 4 .
Mr. Richarc Ivv , ~ rece:cer 10. 1531 ~ Page 4 The analysis work being dene by Bechtel is basec en elastic design w :h reference to :he Seventh Edition of the AISC Manual cf Stee; Ccnstruc::ca. This apprcach is conserva:ive ec= pared to the ul: 1: ate strength metnoc ava:1-able 1: the Eighth Edition and the curren: approaca used in LRFD design as given in Lead and Resistance Fac:or Desien Criteria for Cennectors a. Cne of the provisicas of the earlier specification that is verv conservative and not applicable to weld capacity is the allewacle stress for base etal in snear given as F = 0.4 F,. v y This 11:1: state was arbitrarily adepted in 1969 anc is not related in any way to weld capacity. This is only new being corrected in the A15C Specifica: ions. The attached copy of Table J .3 shows the proper limit state conditions that are used in the LRTD Specifica:icn. Steps are now underway to change the allowable stress provisiens for shear on the weld leg to 0.3 Fu in place of the value 0.4 T . Typical increases in allowable loads y for eccentric cennectiens that one can expect to result f ce using the ultimate strength analysis outlined in the Eighth Edition of tne AISC Manual can be seen by cc paring the results given in Table III pn page 4-31. With a weld length of 11.5 in., the C-shaped weld and the outstanding angle vertical welds are similar to the welded exa:ple shown on page 661 of cne secenc ecition of Structural Steel Desien. The ulti= ate strength analysis of the clip angle to plate velds provides an 81 increase in lead. The C-snaped welds of the clip angles :o bea: strength methed. seb are permitted to carry lit ore 1:ad using the ulti ate This can also be seen by ce= caring the standard angle cennee-tion leads in the Seventh and Eighth Edi: 1cns of the AISC Panual. The A!SC previsions fer the design of this type of connection are very ecnservat ve even when one uses the ultica:e streng:h methec. The =ini=ue facter of safety for a connection designed by the ultimate strength =ethod is given as 3.33 cr. page 4-74 of the Eighth Edition of the AISC Manual. The asual factc; cf safety in weld design for single load vec: cts is 2.33. The more conservative design for this type of connecticn reccgni:es that minor will occur.sucn deviations as found in the connections at Wolf Creek Cenerating Statien These deviations are not unce en, and this is recognized by the AISC provisiens. fillet welds are used.In particular, the weld size variati:ns are :ypical where recognizes :..a: The higher factor of safety in use f:r eccentric joints c:ner deviations are likely. We de ne: :elieve the: a structural people: exists with the Wolf Creek welcs Nove:cer once 27,:.e obvious problet of =1ssing welds has been corrected. in the 1954 to overstress of 1620 joints evaluatec. summary, Bechtel reports only 17 joints requiring rewo This is a very low percentage in view cf the conservative apprcach being used in the analysis. A less conserva-tive approach sign: result in an even s= aller nu:ber of joints requiring rework .
- Load and Resistance _ Tactor 9esien Criteria for _ Connectors, by J. W. Fisher, T. V. Gala:cos, G. L. Kulak, and M. K. Ravindra, Journal of the Structural Division ASCE, Vol.104, No. ST9, Septe=ber 1978.
.!r. Richard Iv&
Dece=ber 10, 1954 Page 5 In any event we feel that Eechtel's approach in considering the inspection re-ports and their subsequent analysis is adequate anc sufficiently censervative for the type of structures and the type of connections involved. The overall quality of the welds based on the inspection data and observations that we have
=ade exceeds the require =ents for structural welding for this type cf construction.
We would be pleased to excmine ether Bechtel dispositions unen they are availaole. We agree with the procedure being used. Sincerely you s, f !\ QhV %( L
\
Joht '4. Fisher \ Professor of Civil Engineering Co-C airman, Frit: Engineering Laboratory j / ~l/, .
. 's 2 T?t ~. , s t A:
Roger 'G. Slutter Professor of Civil En;ineering Director Operations Civision
.a'F : RGS : ra g Entlesures cc: J. A. Bailey #
i m _ _ _ _ . - . . _ _ _ . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . - _ _ _ _ _ _ _ _ _ _ . _ _ _
4 i Secc. ::. Welds Tacte .'2. 3 Cesien St emein er weies Types of welc anc -- Material * ' Stress Resistance Ncminal Fact 0r e Recurrec ne8c l strengtn strer.gtQ F p g Or , levet~ Complete penetration Greeve weld '
; Tension nCrmal to
' effective area " Matching" wel: ce !
used . > Compression normal to t
, effective area Base 0.50 weld metal with a
- F. strengtn level
- Tension or C0mpression equal to or less
. Darallel to axis of weld inan "matCning" ?
may be used - I Shear on effective area Base 0.90 I 0.60F r}. weld elect. 0.80
*) 0.60FhX
] Partial Penetration Groove welds
.t, Compression normal to d effective area wele metal with a i Base' strengin level ecual O 90 F i
.h' Tension or c=mpression Y to or less tnan . !
; parallel to axis of weic " matching" weld metal may te usec -
; Shear carallel to axis Base' i pf w elc O.75 0.60F welc elect. 0.75 0.60F{XX '
' Tension ncemal to Base'
? effective area O.90 i F weld Electrece 0.30 ! 0260F
.,l%- Fillet welcs EXX ' '
'I s '- '
Stress en effective area Base' O.75 0.60F N weld elect. 0.75 welo metal with a 0.60F3 strength level ecual Tension er c:mpression Base' to or less t*'an igarallel to axis of weld O.90 F I'
" matching" welo metal may me usec Plug or Slot Welds '
t Shear parallel to faving Base' O.75
- surfaces (en effective 0.60F Weld metal with a area) weld elect. 0.75 0.60F" strength level ecual i to or less than "matening" weld metal may te usec
'For D definition of effective area, see Section J2 .
C For " matching" weld metal, see Table 4.1.1, AWS D1.1. 3
. Weld metal one strengtn level stronger.thane s" ofmatching" .
built-up o members, such as flange to web connections, may be designea withoute regard to tensile or compressive stress in these elements parallel to the axis of th e welds. The design of connected material is governed by J4
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. s STRUCTURAL DIVISION N a
f as.aeen=a Jew =.#. v.4 s. No 2. Arv .1971 rr 31 4 '3l p to m e..nde e. p K . end cetemhos. T v . t eeJ end Res.seeeee e ace.w Devsn (* .I sieet." Jew of ene 5,..er- s tw . AsCt., vs. trbe. No 5to. rea, r pe, I,OAD AND RFSISTANor. FAcIOR Dr. SIGN I lenns, s,pe , e,fs, pp een 8417 y 11 Stones, a H , enJ Isomcit. 6 0. Is . "I le awat 5ssength of Sseet Concrete Compas*e CRITFRIA FOR CONNECTORS
- N Brems." Jew.et ./ ear se..cew # twm . AsCt, vol 91. No S i!. F#on- repes 42'd. AP' I'*1 rr 78 9' By Jolie W. $lsince,' heoalete V. Galesebes.' Fettees, Asfr 51 Spr. feen.eef.e abr Is use. e febnter.en ned frecreen of St.ueru.el$seeffer 9=.IJmte. Geoffrey E. Molek.' and Af eye, andre k* Re' led **.*
- Amenten Insedute of 5ecel Constroesn.a.1978 femben, A$rE &,
- 8) "Sacet Seesctuees foe B U.ags-1 wn e 5 eees ikvgn." 05 4 See derd tre i 8814 ,
ComeJ.en 5:enderJs Assoues na. ReeJale. Onsano CaneJa. Esec .1974 J leveoevenoes ' l 9 Design ersterie based on the l oad and Resistence rutor Dcugn ll Rilip approeth must include e arcetment of comnections This sepost will fotus .m [ denlopment of the criterie accessary for the prmopelfestenmg elements ( cl.ts,Q h gh sitength imles, and ordinary imisst and well include ellensensumsthe of hp opphtstion of these elements in common types of jo.nts Conopoenon mell I.c , made = sib scsults schreved using wasting stress Jeugn p
-i As developed in Ref 11. ihe i RI'D meth =1(en be syntheurcJ es 4 6
4 R. # >. G..
... ID
-p The left hand side of I'<g r i is the ressstens e of the memt.cr or stimeme IR, O is the noenenal resneence and 4. as a "resistence f actor") while the sight 1.en.l sk!c gives the effeds of the load on the niember or sesuteure Conudenng, for esemple, only deed Iced and lite losJ rq l =ool.1 he weissen $
) + n. >. e _ . v. e,_ { o, j en which 0,,,, and Q,_ ere the meen deed and hoe land effeces. ecspec tively. p. and y, and y, are the coercsp.mdeng loed facenes The prmeepet purpose of this papee is to develop espresnons for she parameters e and n en I ql { i , Nose - thscussion open unaJ f ebruary I 6919 Seposese des ann ns sh..uld be subm.sseJ } l fee the enJ.,n.wel repers en th.s symg= seeni lo estead the sh.s.es dese pee .noneh. / e enseen sequest enese he f. led m.sh the Id ent of Technwel Publuste.as. AM t- Ibe j popes as part of the copye.ghsed Joernal of the Sonettwel Dewmen. Fem eeJmas of she g Ameneen Saucty of Cowd I ng seest. Vcl 104. Na $19. Series her,1979 M eesse r.re f was subm.tted fee review fee pose.Me pubiwet.on en usy 11. 1978
- Tesberhecage, regeensed lil at the Desebre 16 fil l975. AM l' Anneal 4 covenema A Ferred*ca.
betJ l P
' Prof of Cie I ages . I"nor f ears i eb I ebigh Ifoi, . Beiblebene. Pe
'Peof and rhme.Ee, I mars inert . Wesh nes. S t . s. e .
, se.
j
_s 1828 Sf PTIMitta 1913 i 513 De development =]I e based on the use of first-ceder probabihstic methods Sig LCAD CISISTANCE FACTOft .73 v
The rundamentat tequirementi for s =cil *lesigncJ connection con be consedered Welde.-The ocid types used for structurel purposes are primanly she groove welJ and the Giles weM In the case of groove =cids, she forces acceng see T j e usuelly lensile ce compsessive. Tests have shown that complete pencoresion
- 1. Adequase strength-It is generally considered good p,ectice the that gronve =elJs of the same thic kness as Ihe connected pert are cepoble of developeng j
connectmas be some.hst stronger then the parts being joined Thus, d te fun the fun carecity of that part. Since is is norenal to use weld metal that is shoukt occur. it witl tehe place in the members sether then in the connections et Icost as strong as the base metal this means that the psoperties of the base thereby ensuring that emple earning (e g . lerge deflectrons)t
=diuse.
' secede fed enetel edi govern the design hus when complete penetration groove welds !g
- 2. Adequate Ductility- Care must 14 Islen in proporteening the elemente ese und, design con be based on she properties and behavior of the membes '
of the connection to ensure that ductate behavioe,smh will result.inOf =hith the connection is being mode. cou se undesisable phenomens as buckhng of plate elements, britsle tract see. Ismelter he uNmese strength of fellet acids subjected to sheer (the usual cow) is ' N testing. med eaccisive local distortion must be evoeded. Provision of dependent adequate ut.on the sesength of the welJ metet and the detecteon of the ap ductdely =di mean that the structure containing the connection ein have load cepecif y I.e pesellel to the direction of the load le "hmgit'inhnel" 1he eclJ sney l foe dasMrtion before fedure sad mill eHow for the redistnbution The of loads (Ulet weld). teensverse to she directinen of the load (e "erensverse" filletk =c . provision of adequate ductility is a requirement geocrolly less welldefine-I esor et any angle in bet =cen Regardless of the onensation she melds fed en understood thee that of adequate strength- sheer, elihough the plane of rupture varies. All esperimental studees have shown
- 3. Economy- As for au stnicsural components,is le desireNe that connectionsshot loogitudmal fillet we1Je provide lower strength but higher ductility then he economical of snetenal and be as simple as possiNe in fabrication. transverse fillet = elds (l.2.7). Smce in comples joints it is not el=sys possible 9
so define the d rectma of loading on the =eid and smcc the longitudinet fillet
- le moshing stress design, specifications (11) customarily specify allo =eNe = cms provede she lo=es imund to weld strength, they =di be used h{re to h steesses and give rules negarding buchhng iroNems and the hke. Alibough not provide the basis foe devan recommendaticas lhe results can shen be opphed '
accessarily obvious, most allowsNe stresses for festening elements and most in general to filles welJs =ethout reference so the dereciion of loadens f rules for prefertioning connections are, is fact, based on ultienste stsength Esely tests on lo= carbon steels connected by manuel arc hmgitudmal fillet consideratioes "Tredit.oner* design of connections is much closer to the I R f p =ekts showed that the ultimate sheer strength on she minimum shroat eree approach thee seest users of these specificateons perhaps reshre. was 65%-35% of the sensde strength of the deposited material (4.6.12) These eenly studies also showed that sheer yickI ng =es not critical en fdles welJs N' Cauenanon or Coeuscsoe Dvesee mou= =ece because the meterialstrain-hardened without large overalldeformetions occiarneig ' nus, the yield point of fillet welds is not considered a s'anifecent resemeter He loed factors, w and the resistence factor. 4. in Eq I depend upon More recent tests on s wide range of steels connected with **meschmg** o **sefety indea." p, that is obtained by cohbrosion to esistma standard designs electrodes have provided date on strength andits verisinhty (2.3.g,9) tror many i p (ll)_ hus, et to intended then successful past practice =di be the starting pmnt of these tests, date =cre not obtained on the tensile stern:th of the deposited ej fos LRI-D. For beams and columns, it has been found that a value of (t = =cM metal, only the sheer strengths were obtemed ) Bhufgets gives results for 3 O provides a good estimate of the schebdity inherent en current design. This 127 semples of weM metal for =hich she menemum specificJ 8cnsde 58'ength is 62 ksi (unpunished) The mean sensde strength value. (e.)_. =es u n tsi, j value has been taken also es the basis for E RfD cnterie for all other types the standard devission, e,,, of structural sacrobers in view of the desirshihty thei connections have a higher =es 2 56 n se, and she coefficent of veristion, V. . degvet of rehehihty then the members they join, the sefety indes (I for connections =es 0 019. For a semple of 118 specimens of E70 electrode =cid metallmenemum ) aboteld be somewhat larger than this value of 3 0. specified teosde strengtb 72 ksi) Blodgets determined (v l. - 74 9 6ss a., i - 2 67 hsi, sad V,, = 0 036 Ifnpubbshed studies by Nash and flofer for the o ne cabbestine procedure used here is the same as that fono=ed for beams same category gave (v.). = 86 g tsi e., = 9 08 ksi, and ( = 0 20 with h; and columes (II). Is wiB be carried out for various combinations of dead and aire of 40 Blodgett also obtemed date from tests on =clJ metal a semple love load and =di cover weIJs, high strength bohs. and ordinary imits. De safety endes it is der.ned (II) es made =seh I'BO, fi90, and IIII0 electrodes. Table I summarises eII of the does y from Blodgett's report. It is worth noting that Bhufgets also obtemed results 4 1 le for F.70 electrode weM metal shot =cre higher then those hsted and composable 0, to she values found by Nash end llotta for a semple of 12s specimens made O
- Q y , p'. -
- (II using E7024 and E7024 electrodes (minimum specified ecosile strenath 72 t sel, Blodgett obtained values (v ). - 85.4 ksi, w, - 4 77 isi. anJ q = 0 056. g IIntil more date are evadable, it seems reasonable so use she lo=ct Imund q is eksch Jt, and p, are the mean values of the resistence end the load effect.
and V, end V,ere the corresponding coerrecients of venetion Detaded definitions sesults listed in Table I as the basis of the formulation herem the value of of these quenteises can be obtemed feoro Ref.18. the ratio of the estuel tensile strength of =cht metal to ses mmemum specified g ten,de strength =dt be tenen as 105 mesh a coefficent of venetoon of 0 04
0 1410 Sf PI(MBE31978 S39
) Ti
.i19 (CAXtStSTENCE T ACTOR '
at nis will be consider:d to apply to cl.clectrimle classifications being considered. 1 i e . E60 through I 110 Fig I shows e distribution of the ratio of Gilet eclJ shear strength to =cIJ The coefGeient of varieeion of the scussence, Ve , acquired for the s..luti.m of Iag ) es deGncJ es (11) f - j electroJe sensde strength for a semple of II) specimens The = eld sheer sneenaih, d
- an' d*O W q
v,. is that for the appropriate matcNng electrode using the values ileu ril.ed herein. These Jase provale she follo*ms results. (,,1, O e4, .,, in ohnh the coeffkients of variation on the righs hand side of she equation !p o in. e nl f., = 0 10 represens she uncertaineses en meienal strength, febeksiion, and a " professional" g,,,,,,,c, pet,;,,1 ,7 g g TABLE I.-fler e e weta Se' east The wenstmn m the professional assumptions reflect the accuracy with =Nr h 9 the forces acting on she fasteners see eshmeted The conce determination of
--- .--- -_. . . . . - - . .. these forces is highly comples and they are usually ass;gned accoeding to e 4 specie.c at.on tene.se e due sde strucsure, the principles of the lo=ct bound theorem of plaster, y are sens te ueen costs.c no si no f suess in vehd thus, as no enor is me.le in statics and =clJ meterial is proved ed to sens te Stenderd of / s pec.f.e e .
Electrode neps p., sempt. st ese devierson. scuss the forces enigned, she joent will be saf e. There is, therefme, no varial diry Q vee.es.on. tion tea-geoup seguees each of the professional assumptions the esogned, statecelly correct forces =di be ' ' e.re t v ,1, .., s, s.t
- s " .
reusicJ Accordmgly, the term V,in Eq 5 is ses et sera ('l til (1) 18) (M (4 til b E6nto, f 60tl. E6027 Vanesson in fabricetma reflects the venetson of the =cid length anil e,hroat sNdness from shose assumed in the design At she present time, there are j 42 127 84 0 2 16 0 019 th y E.7014. F 70lt 72 lit 74 9 2 67 0 016 not enough deve svedel'le to obtem V, qisenestatively. A value V, a 013 will 4t4 T8088 4 80 816 87 9 4 14 0:49 I 10 he assumed for fillet melds. This emphes that there is e 50% probability it at . Esots X to 16 000 2 4 12 0 041 8 II the actual sheer area will be within 1801L of the eres assumed 1Ns es behewed N _ $ b_ - . - - :- I I b= - - -
-- N s-
,,p,,g,,,,,,,,,,,,,,,,p,;,,
ne coefficient of venesion of the material strength from the steinensi deve p T evadet,lc Iov Gilet =cIJ strength is y, y, j,
. . en - **
e - e s. V',.**-+ = (0.10)' . (0 (M)' = 0 0116 FI w so s. .e n. T,,, r e Also needed for the celibration is she =clJ sire required by the 1978 Amern en Institute of Steel Construction (AISC) Specification (III Usmg Pers 2 of she b __~ Specincetion, she design cntenon for a load combmesmo of deed end hve foe.1 (3 P is N
- 1. 7 A w 0 ) r, ,, = I 7 e (D, e L., )
2 - (7) en which 4 - the cross-sectional esce thsough the throat of the meIJ. D, .
, - the code value of deaJ load, f.., = code hve load venue es reduced for ,
8
' erce, and e es en influence coefGcieni transinemma los<1 intenuty en member
, _p*r* .C t .
" __ " 2._ _ _
~
12
' force l Note thee the load factor (17) appears on both sides of I'<l 7. she
[ result obeeined here using Part 2 of she Specifeceseon are sdenseret to thes =hu h Q
;;- g would have been obseincJ using Part I, ellomahte seres, alcugn. of thee seene d y
specifecation l The mean ressstence of a fillet =ct.1 des gncJ enen.ima En the
,,o ...e...ne t, .t A St...e S r.. . .. fI.e... l. 7. .. S r.en..t. ; i m AiSc Sr -iGcetic. is creIore e
The sheer strength to tensile strength reaso and its coefGcient of varietism 8 " A I'.I " c ( D.
- l )( v. ). - 9 c( , e f... I tRI Iq
=dt be used to eteleste the safety moes.11 The mean sheer strength of Gilet O17 *** welJs can be espressed as i and slic conesponJms coefGcsens of veristion is f 3 ,
- f. f. '
m hi (,,) ={ . 'l l . L e, J ., ( 7, , , ) . I r, , , - O s e u f Os r. , . . tel r . v r:, . r' - vo ciis . n om - o ins e I Substitution cf R.,(Fq 8). Ve(Fq 9), P., and V,(Ref II) men the especsuen l i
1812 Strif Mala ISPs 53 ;19 IDA3 fitSISTINCI F ACTOR ,1
.or the safety indes D (Eq 1) con now he performed for o vceeety of desi. ,d and lave load intensities and for vertous values of the eributary eres Table 7Atti 2 -Selety lades p fee High Serength Bolse end fettet Weide 2 hsts values of p for the basic Code live-loed value of L, = 50 psi and for dead land sateesities of 50 psf. 75 psf. and 100 psf and for tribiesery esees
=r=---------1-=,-----=r=-u eengma froen 200 sq fe-I,0fc sq fe. A plot of p ver.us tributary esca es shown
. m - -
Deed in l eg 2 for D, = 50 pif. Esemining the Inhulated values, et is spresent shot
.' for the whole domain of variables does not change much, she sense bems
, Sese s,sade p from ? = 4 20 to 6 = 4 98. lThe safety inden has also been esamened for pee A490 I *~ " ** * " ""
- 4 .n A325 A32% A490 A125 i A490
- seusee sque,. F,ates bolve t> ate s tiotes tioits holes botes
- 75 psf s fl = 510 and for L, = 100 psi et as 31 = 3 77 l foot sees e,.ed, sens.o. se ..on .he e, shee, s,.co o. ,,,c e liigb5trength Boles.- A relatively lesge amount of data concerning the strength it) (2) (3) Ist op ist it) Its (1) th*'*(8"8')
The term A, con be obtained frooi the 1978 AISC 5pecirk stion =here I 7(.4, T ) I, f 1'e -
- o c iD. t > -
s - J A, = - ( D, + L., ) . . (12)}}