ML20213D396
| ML20213D396 | |
| Person / Time | |
|---|---|
| Site: | 05000000, Sequoyah |
| Issue date: | 10/28/1986 |
| From: | TENNESSEE VALLEY AUTHORITY |
| To: | |
| Shared Package | |
| ML082401853 | List: |
| References | |
| 215.9-(B), 215.9-(B)-R, 215.9-(B)-R00, NUDOCS 8611120062 | |
| Download: ML20213D396 (11) | |
Text
l TVA EMPLOYEE CONCERNS REPORT NUMBEft:
215.9 (B)
SPECIAL PROGRAM REPORT TYPE:
SEQUOYAH ELEMENT REVISION NUMBER: 0 TITLE:
CIVIL / STRUCTURAL DESIGN Structural Steel Connection Design PAGE 1 0F 10 t
REASON FOR REVISION:
PREPARATION
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PREPARED BY:
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SIGNATURE
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TURE DATE l0 Y SIGNATURE DATE CONCURRENCES WL
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SRP:
SIGNATURE DATE SIGNATURE DATE 8611120062 861105 PDR ADOCK 05000259 P
PDR APPROVED BY:
ECSP MANAGER DATE MANAGER OF NUCLEAR POWER DATE CONCURRENCE (FINAL REPORT ONLY) t
TVA EMPLOYEE CONCERNS REPORT NUMBER: 215.9 (B)
SPECIAL PROGRAM REVISION NUMBER: 0 PAGE 2 0F 10 1.
CHARACTERIZATION OF ISSUE:
Concern:
Issue:
IN-85-297-003
" Structural steel connections Bolts and welds are used in the same (I-Beam to embed plates) are both connection to transfer loads welded and bolted. One method from structural steel members to is for vibration and the other concrete walls. These are not is for dead loads. Both type supposed to be mixed.
connections are being used on the same I-Beam and these 'are not supposed to be mixed.' Con-struction Department concern.
CI declined to provide further information."
2.
HAS ISSUE BEEN IDENTIFIED IN ANOTHER SYSTEMATIC ANALYSIS? YES X NO Identified first by WBN Problem Identification Report and then by k'T?
Generic Applicability Review. SON Sianificant Condition Report and t,...
Related Engineerino Report Dates:
December 10. 1985. January 10. 1986, and February 11. 1986 Documentation Identifiers:
PIR WBN CEB 8573, SCR SQN CEB 8601, and CAQ Engineering Report for SCR SQN CEB 8601.
3.
DOCUMENT NOS.. TAG NOS.. LOCATIONS. OR OTHER SPECIFIC DESCRIPTIVE IDENTIFICATIONS STATED IN ELEMENT:
No specific area, numbers, or identifications were referenced. The issue in question is general and addresses structural steel framing where both bolting and welding were used on the same connection.
4.
INTERVIEW FILES REVIEWED:
The interview files for concern IN-85-297-003 were reviewed on 10/02/86 as indicated by RF1 SQN #607 (10/02/86).
The files contain only the K-Form and Generic Applicability Sheets.
00250 - 10/10/86 L
l TVA EMPLOYEE CONCERNS REPORT NUMBER: 215.9 (B) l SPECIAL PROGRAN i
REVISION NUN 8ER: 0
/
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PAGE 3 0F 10 5.
DOCUMENTS REVIEWED RELATED TO THE ELEMENT:
See Appendix A.
i 6.
WHAT REGULATIONS. LICENSING COMNITMENTS. DESIGN REQUIREMENTS. OR OTHER APPLY OR CONTROL IN THIS AREA?
See Appendix A.
3 i
7.
LIST REQUESTS FOR INFORMATION. MEETINGS. TELEPHONE CALLS. AND OTHER DISCU5SIONS RELATED TO ELEMENT:
}
See Appendix A.
8.
EVALUATION PROCESS:
a.
Review WBN PIR on this concern.
I b.
Identify any SQN investigation on this topic.
c.
Select SQN design drawings where bearing-type bolts and welds
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were used in the same connections.
d.
Perform walkdown in reactor building to verify if " mixed" j
connections exist.
I e.
Review drawings and calculations for cases of " mixed" l
connections.
9.
DISCUSSION. FINDINGS. AND CONCLUSIONS:
i
.i The discussion, findings, and conclusions in this section address structural steel connection design for miscellaneous steel supports i
including those for emnmodities such as electrical raceways, HVAC i
ducts, and instrument tubing but excluding mechanical system i
piping. The same subject, but for another concern related to piping, is being investigated under Report Number 222.5 (B) entitled Pipe Support Weld Design - Bolts Replaced by Weld.
l Discussion:
i l
Sequoyah FSAR Section 3.8.4.5.2 and the Design Criteria l
SQN-DC-V-1.3.2 and SQN-DC-V-1.3.3.1 commit to the American Institute of Steel Construction's (AISC) " Specification for the Design, Fabrication and Erection of Structural Steel for Buildings" 00250 - 10/10/86 l
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TVA EMPLOYEE CONCERNS REPORT NUMBER:
215.9 (B)
SPECIAL PROGRAM REVISION NUMBER: 0 PAGE 4 0F 10 as the design code for the structural steel and its connections.
Section 1.15.10 of this specification gives design criteria for use of bolts in combination with welds.
It states:
1
... A307 bolts, or high strength bolts used in bearing-type connections shall not be considered as sharing the stress in combination with welds. Welds, if used, shall be provided to carry the entire stress in the connection."
Policy memorandum PM 86-l'I (CEB), issued by the TVA civil branch chief, addresses this issue (App. A, 5.e).
The instructions clearly require that AISC requirements be followed.
Occasionally in steel construction, a beam will have a welded connection at one end and a bearing-type bolted connection at its other end. AISC does not preclude this type of construction and does not consider this to be a " mixed" connection as described in Sec. 1.15.10.
r Because the evaluation team had found that the access platform framing around the WBN steam generators has " mixed" connections.
similar framing at SQN was reviewed. The review of the drawings (App. A, 5.f) and a plant walkdown at SQN revealed that the beams j
are framed into steam generator support columns; therefore, the j
condition of " mixed" connections for the steam generator platform framing does not exist at SQN.
l!
Miscellaneous steel beams frequently have welded end plates. These j
end plates are, in turn, surface-mounted on concrete walls and secured with mechanical expansion anchors installed per TVA Specification G-32.
Mechanical expansion anchors do not produce friction-type connections; thus, they must be considered as i
bearing-type connections.
In areas with embedded plates in concrete walls, where configuration considerations require that a surface-mounted plate i
for a steel beam partially overlaps an embedded plate, potential i
for a " mixed" connection exists. Typically, the plate has two or three expansion anchors with welding along the overlapping lengths. Where a surface-mounted plate has three expansion anchors and only a limited amount of weld at the fourth corner, the weld initially resists all the load until it reaches yield and slips; then the expansion anchors take over the load-resisting function.
~
However, at this point the weld is no longer functional, and the anchors must be able to resist all the load considering the
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asymmetry of the connection. This is an acceptable approach for Ai the reanalysis.
I l
00250 - 10/10/86 i
4
TVA EMPLOYEE CONCERNS REPORT NUMBER:
215.9 (B)
SPECIAL PROGRAM REVISION NUMBER: 0 PAGE 5 0F 10 Significant Condition Report (SCR) SQN CEB 8601 was prepared for the Sequoyah plant on January 10, 1986, based on a similar j
condition at the Watts Bar Plant. The condition is described as follows:
" Note 11-2 on TVA Drawing 47A050-2 R5 allows substitution of fillet welds in place of bolt anchors when a surface mounted plate overlaps an embedded plate such that one or more of the anchors cannot be installed.
Design calculations justifying this note do not exist.
The apparent assumption, that the load distribution between the weld and anchor bolts are
[ sic] equivalent, has not been substantiated and may result in an unconservative design on the weld to the embedded plate."
The SCR states that this condition has existed since February 19, 1978.
SQN drawing series 47A050, 47A051, 47A052, 47A054, 47A055, ar.d T,
47A056 cover general notes for all seismic Class 1 support kc'^.
structures for piping, electrical conduits and trays, HVAC ducts, and instrument tubing. All of these drawings have a similar note allowing substitution of welding when embedded plates are encountered, (App A, 5.g).
Original Sequoyah calculations
( App. A, 5.h) backing up the general notes were reviewed, but they
+
did not address tne mixing of bolting and welding.
The evaluation team also reviewed recent TVA assessment calculations (App. A, 5.1) which were prepared to support the SCR conclusions that:
o All systems will be able to perform their intended design functions o
No failures will occur as a result of this note o
No plant modifications will result from this CAQ The calculations addressed two hypothetical sample plates subjected to weld substitution arrangement, and a detailed finite element analysis was perforned.
The evaluation team reviewed the latter calculations and made the following observations:
0025D - 10/10/86
TVA EMPLOYEE CONCERNS REPORT NUMBER:
215.9 (B)
SPECIAL PROGRAM REVISION NUMBER: 0 1
PAGE 6 0F 10 a.
In establishing the adequacy of the connection, the maximum allowable shear load for four bolts was applied to the entire connection. This is acceptable as it will envelope the actual loads for connections at SON.
b.
The load established in a. above was shared between the expansion anchors and the weld. 1his is contrary to the AISC code and TVA policy memorandum PM 86-17.
c.
Thr analysis demonstrated several cases where the stresses exceeded the yield stress (one case exceeded the ultimate stress) of the weld. This is contrary to FSAR Tables 3.8.4-1 through 3.8.4-18.
d.
In determining the ultimate load carrying capacity of the weld, the capacity of the base metal, which could be governing, was not considered.
The evaluator reviewed TVA preliminary calculations (App. A, 5.j, 5.k 5.1, and 5.m) in September 1986 for specific mixed connections and determined that DNE had adequately addressed the issue.
Moreover, the preliminary conclusion of one calculation (App. A.
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5.m) requires a modification to qualify the mixed connection welding.
During a plant walkdown in the SQN reactor building, several mixed connection conditions were noted by the evaluation team. These connections support a large duct at El. 710' circling the reactor cavity wall in the annulus area approximately at azimuths 330',
350', and 10'.
Observations during the walkdown indicate that there are additional supports with mixed connections.
Findinas:
A combination of welds and expansion anchor bolts has been used for transferring shear loads from structural steel members to concrete walls. Calculations performed for the mixed connections on drawings 47A050, 47A051, 47A052, 47A054, 47A055, and 47A056, and for SCR SQN CEB 8601 do not satisfactorily comply with the design commitment.
==
Conclusion:==
The evaluation team concludes that the issue of mixed connections i
is valid. Some related calculations do not demonstrate SQN conformance to FSAR commitments and TVA's policies and design l
criteria.
0025D - 10/10/86
TVA EMPLOYEE CONCERNS REPORT NUMBER:
215.9 (B)
SPECIAL PROGRAM REVISION NUMBER: 0 PAGE 7 0F 10 APPENDIX A 5.
DOCUMENTS REVIEWED RELATED TO THE ELEMENT:
a.
TVA Problem Identification Report, PIR W8N CEB 8573,
[B41 851220 016]
b.
TVA memo from R. O. Barnett, " Potential Genetic Condition Evaluation - Problem Identification Report (PIR) PIR WBN CEB 8573 - Bolt Replacement Welds for Surface - Mounted Plates,"
[B25 860103 300] (12/20/85) c.
TVA memo from R. O. Barnett to J. P. Vineyard, "SQN SCR SQN CEB 8601 - Unsubstantiated Design Assumption on Weld of Surface Mounted Baseplate to Existing Embedded Plates,"
[B41 860304 009] (03/04/86) d.
TVA CAQ Engineering Report for SCR SQN CEB 8601,
[S01 860211 952)
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e.
TVA memo f rom R. O. Barnett, " Policy Memo PM 86-17 (CEB) -
(
Structural Steel Connections Combining Welds and Bolts (Including baseplate connection)," [B41 860911 011] (09/11/86) f.
TVA SQN drawings: - Reactor Building Units 1 & 2 o
48N905 (R24)
Misc. Steel - S.G., R.C. Pump and and Press.
Rel. Tnk. - Access Platform -
o 4BN906 (R12)
Sh.1 & 2 o
48N908 (R10),
Misc. Steel - Steam Generator -
Access Platform o
48N908-1 (R7),
o 48N908-2 (R6),
o 48N908-3 (R3),
o 48N908-4 (R1),
and o
.L 00250 - 10/10/86 t
TVA EMPLOYEE CONCERNS REPORT NUM8ER:
215.9 (B)
SPECIAL PROGRAM REVISION NUM8ER: 0
(
PAGE 8 0F 10 APPENDIX A (continued) g.
o 47A050-1 (R2, 3, and 6) Seismic Class I Structures -
Mechanical Hanger Drawing General Notes o
47A050-16 (R1) Seismic Class I Structures - Mechanical Hanger Drawing General Notes o
47A050-16A (RI) Seismic Class I Structures - Mechanical Hanger Drawing General Notes o
47A051-21A (Rl) Seismic Class I Structures - Mechanical Seismic Support Instr. Sensing Lines o
47A052-1 (R9), Seismic Class I Structures - Mechanical Seismic Supports - Radiation Monitoring and Sampling o
47A054-1 (R7) Seismic Class I Structures - Mechanical
/[$f Seismic Supports - Control Air Lines o
47A055-1B (R3) Seismic Class I Structures - Mechanical HIG, VENT., and AC DUCT Supports o
47A056-1A (R14) Seismic Class I Structures - Mechanical Seismic Supports - Conduits TVA WBN Drawings:
o 48W904 (R36) Miscellaneous Steel - Lower Ice Condenser -
Access Platform El. 745.0 o
48W904-1 (R10) Miscellaneous Steel - Steam Generator Access Platforms o
48W904-2 (R8) Miscellaneous Steel - Steam Generator Access Platforms o
48W904-3 (R14) Miscellaneous Steel - Steam Generator Access Platforms h.
TVA EN DES Calculations, " Typical Support 47A051-21, 47A054-3,"
[PWP 840904 661]
"bO]
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6090 3
8601 00250 - 10/10/86
TVA EMPLOYEE CONCERNS REPORT NUMBER: 215.9 (B)
SPECIAL PROGRAM REVISION NUMBER: 0 PAGE 9 0F 10 APPENDIX A (continued) j.
TVA DNE Calculations, " Support 47A 920-8-2," [825 860811 323]
Prelim. Rev. 1, (09/20/86) k.
TVA DNE Calculations, " Attachment to AB emb.
MKICPLI 48N1277. El. 748'-0," Preliminary, (09/20/86) 1.
TVA DNE Calculations, " Qual. Attach. to aux. b1dg. embed MK 23 C below El. 749',"
Preliminary, (09/20/86) m.
TVA DNE Calculations " Cable tray support qualifications MK-3 Aux. Bldg. El. 734'," Preliminary, (09/20/86) 6.
WHAT REGULATIONS. LICENSING COMMITMELIS. DESIGN REQUIREMENTS. OR OTHER APPLY OR CONTROL IN THIS AREA?
a.
SNP FSAR update through Amendment 3 Section 3.8.4.5.2 " Structural Steel" and Tables 3.8.4-1 through 3.8.4-18 b.
TVA SQN "Detalled Design Criteria for Miscellaneous Steel Components for Class I Structures," No. SQN-DC-V-1.3.2, Rev. 8 c.
TVA SON, General Design Criteria for " Additions after November 14, 1979 - Reinforced Concrete, Structural and Miscellaneous Steel," Design Criteria No SQN-DC-V-1.3.3.1, Rev. 4 d.
TVA, " Design of Structural Connections," Civil Design Guide DG-C1.6.4, Rev. O e.
American Institute of Steel Construction (AISC),
" Specification for the Design, Fabrication, and Erection of Structural Steel for Buildings," adopted February 12, 1969 f.
TVA, General Construction Specification No. G-32, " Bolt Anchors Set in Hardened Concrete," Rev.11 L
00250 - 10/10/86
TVA EMPLOYEE CONCERNS REPORT NUM8ER: 215.9 (B)
SPECIAL PROGRAM REVISION NUM8ER: 0 PAGE 10 0F 10 APPENDIX A (continued) 7.
LIST REQUESTS FOR INFORMATION. MEETINGS. TELEPHONE CALLS. AND OTHER DISCUSSIONS RELATED TO ELE; TENT:
a.
Documents reviewed were obtained in visits to the SQN site on August 20 through August 24, 1986, and September 16 through September 20. Contact was made with Messrs. F. S. Taylor and J. W. Morgan of TVA's Office of Engineering, who made the documents available.
b.
8LT 037, (09/05/86) f.
Walkdown in the Sequoyah Unit 1 Reactor Building, by the evaluation team on 09/18/86
(.
0025D - 10/10/86
ECTG C.3 Attachment A
- ~
Page 1 of 1 i
Revision 2 - A ECSP CORRECTIVE Action Tracting Document (CATD)
INITIATION 1.
Insnediate Corrective Action Required: k Yes O No 2.
Stop Wort Reconusended: K Yes O No 3.
CATD No.
7.l6 0 9 S o hl ol 4
INITIATION DATE
( 0 - l o - 9 (,
5.
RESPONSIBLE ORGANIZATI6N:
DN&
6.
PROBLEM DESCRIPTION: KQR O NQR 5(D N MAS S7RuCTuEAL STEEL IEt: A M S U S tM 6r
' MM E D '
- WFLDED AND rinLTED fc M u f:CTIO M I SOMB 12ELATGO CA LCU L A*f tDM S A E E-T M to MPLETE Ano IM ADGGu kTe To ru s T t FY
'r HE-"
f3 E S (Cn N 1M s T A l 1 ATLo IV.
m O ATTACHMENTS 7.
PREPARED BY: NAME )fA4/ a / A A Mi DATE: lo -l O */4 8.
CONCURRENCE: CEG-H
'h R FA'W #
DATE:
/o -/.5-fri 9.
APPROVAL: ECTG PROGRAM MGR.O DATE:
e
'I CORRZCTIVE ACTION 10.
PROPOSED CORRECTIVE ACTION PLAN:
O ATTACHMENTS 11.
PROPOSED BY: DIRECTOR /MGR:
DATE:
12.
CONCURRENCE: CEG-H:
DATE:
SRP:
DATE:
ECTG PROGRAM MGR:
DATE:
VERIFICATION #ND CLOSEOUT 13.
Approved corrective actions have been verified as satisfactorily implemented.
SIGNATURE TITLE DATE s'
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