ML20096B191
| ML20096B191 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 08/06/1984 |
| From: | Williams N CYGNA ENERGY SERVICES |
| To: | Ellis J Citizens Association for Sound Energy |
| References | |
| 84042.026, NUDOCS 8409040034 | |
| Download: ML20096B191 (322) | |
Text
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'Ns s as 101 Cahfornia Street. Suite 1000. San Francisco, CA 941115894 415 397 5600 August 6, 1984 84042.026 Mrs. Juanita Ellis President, CASE 1426 S. Polk Dallas, Texas 75224
Subject:
Responses to Cygna Design Control, Pipe Support, and Pipe Stress Questions Comanche Peak Steam Electric Station Independent Assessment Program - Phase 3 Texas Utilities Generating Company Job No. 84042
Dear Mrs. Ellis:
Enclosed please find copies of additional responses to Cygna design control, pipe support and pipe stress questions. Feel free to call me if you have any questions or wish to discuss the enclosed documents. Very truly yours, h.& N.H. Williams Project Manager Attachments cc: Mr. S. Treby, ,NRC, w/ attachments Mr. S. Burwell, NRC, w/ attachments Mr. D. Wade, TUGCO, w/o attachments Mr. G. Grace, TUGCO, w/o attachments Mr. D. Pigott, Orrick, Herrington & Sutcli ffe, w/o attachments
/ B409040034 840806 '
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y. l LMrs. Juanita Ellis August 6, 1984 84042.026 Page 1 of 3 ATTAC MENTS 1.. R.E. Ballard (Gibbs.& Hill) letter to J. B. George (TUGCO), GTN-68572,
" Computer Output -for Unit 1 Main Steam As-Built Piping Stress Analysis,"
March 2, 1984.
- 2. R.E. Ballard (Gibbs & Hill) letter to J.B. George (TUGCO), GTN-68582,
" Transmittal of Project Procedures Manual and Project Guide Table of Contents," March 6, 1984
- 3. L.M. Popplewell (TUGCO) letter to N. Williams (Cygna), "Cygna Review Questions, Williams to Grace telecon dated May 16, 1984," May 17, 1984.
4 G. Grace (TUGCO) memo to N. Williams (Cygna) " Transmittal of G&H Procedures AEP-501 and ' AEG-502," May 30,1984. (Attachments not included.)
- 5. R.P. Deubler -(NPS) letter to C. Wong (Cygna), NPSI-12-2494, " Transmittal of Pad Analysis Input," June 6,1984.
- 6. P. Corbo (NPSI) memo to C. Wong and S. Luo (Cygna), " Transmittal of Main Steam Pav Analysis for two hangers, Stress Analysis Reports by the Applied Mechanics Group for three supports, and pipe support detail original design for 17 NS support numbers," May 31, 1984 (Attachments not included.)
- 7. R.E. Ballard (Gibbs & Hill) letter to J. B. George (TUGCO), GTN-69062,
" Cable Tray Support Analysis - Equivalent Static Load Methnri - Justifi-cation of 1.0. Factor," May 31, 1984
- 8. R.E. Ballard (Gibbs & Hill) letter to J.B. George (TUGCO), GTN-69119,
" Followup Information from G&H," June 15, 1984.
- 9. L.M. Popplewell (TUGCO) letter to N. Williams (Cygna), "Cygna Review Questions (Pipe Supports)," June 27,-1984.
- 10. L.M. Popplewell (TUGCO) letter to N. Williams (Cygna), "Cygna Review Questions (Pipe Supports)," June 28, 1984.
l 11. R.E. Ballard (Gibbs & Hill) letter to J.B. George (TUGC0), GTN-69190, "Cygna letter 84042.007 dated 6/23/84," June 29,1984,
- 12. L.M. Popplewell (TUGCO) letter to N. Williams (Cygna), "Cygna Review Questions - Pipe Supports," July 2,1984.
r V l
- Mrs. Juanita Ellis August 6, 1984 84042.026 Page 2 of 3 ATTACIMENTS
-13. R.E. Ballard -(Gibbs & Hill) letter. to J.B. l George (TUGCO), GTN-69176, " Mass Participation Fraction Sensitivity Study," June 29, 1984.
- 14. R.E. Ballard (Gibbs & Hill) letter to J.B. George (TUGCO), GTN-69218, "Cygna Communications Reports dated March 19, 1984 and June 20, 1984," July 5, 1984
- 15. R.E. Ballard (Gibbs & Hill) letter to J.B. George (TUGCO), GTN-69219,
" Welded Attachments in Break Exclusion Areas and Superposition of Stress at Multiple Welded Attachment Points," July 5, 1984
- 16. G. Grace (TUGC0) memo to N. Williams (Cygna), " Transmitting STRUDL output for CC-1-028-024-S33R, ADLPIPE analysis for stress problem AB-1-23B, response to telecon of July 2 between G. Grace and L. Weingart, and memos concerning changes in AB-1-23B stress calculation between TSDRE and SSAG,"
July 5, 1984.
- 17. G. Grace (TUGCO) memo to N. Williams /L. Weingart (Cygna), " Main Steam Relief Valves," July 6, 1984
- 18. - R.E. Ballard (Gibbs & Hill) telecopy to J. Merritt, D. Wade, M. McBay (TUGCO), " Follow-up Information from G&H," July 11, 1984
- 19. R.E. Ballard (Gibbs & Hill) letter to J.B. George (TUGCO), GTN-69233,
'" Followup Information from G&H, Cygna Communications Report dated 7/2/84,"
July 10, 1984.
- 20. L.M. Popplewell (TUGCO) letter to N. Williams (Cygna), CPPA-39,734, "Cygna Review Questions (Fisher Valves)," July 9, 1984.
- 21. L.M. Popplewell (Gibbs & Hill) letter to N. Willians (Cygna), "Cygna Review
- Pipe Supports," July 12, 1984.
-22. R.E. Ballard (Gibbs & Hill) letter to J.B. George (TUGC0), GTN-69250
" Followup Information from G&H - Cygna Communications Report dated 7/2/84,"
July 13, 1984
Mrs. Juanita' Ellis -August'6, 1984 I 84042.026 .Page 3 of 3 ATTAC K NTS
- 23. R.E. Ballard (Gibbs & Hill) letter. to J.B. George (TUGCO), GTN-69212, "Cygna --l etter 84042.007 dated 6/23/84 and GTN-69190 dated 6/29/84," July 3,
-1984.-
. 24.- R.E.'Ballard (Gibbs & Hill) letter to'J.B. George (TUGCO), GTN-69245,
" Additional Responses to Cygna . letter 84042.007 dated 6/23/84," July 12, 1984.
- 25. - R.E. Ballard (Gibbs & Hill) letter to J.B. George (TUGCO), GTN-69279, "G&H Followup Acti'vities for Cygna (Phase 3)," July 20,1984
TEXAS UTILITIES GENERATING CO31PANY PROJECT FUL I OFFICE MEMOR ANDUM To
-Nancy Williams Glen nose, Texas May 30, 1984 subject Telecon of May 24, 1984, 4:30 p.m.
Per the subject telecon, please find attached the following Gibbs & Hill procedures: AEP-501 AEG-502 Please return these procedures after your review. i C _, f,.t isQ
/ /
Attachments CYGNA //h JOB N0 NoY OATE LOGGED: I LCG NO. F:LE. Al l - CROSS REF. FILE //l f;/ f'f . 'l G SB p tB p .1 0 RECElVEC JUN 1 1984 . CYGNA SAN FRA!!ClSCO m
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k M10001 b' M' L u d " 4438 NSY y Domestic 127638/9646S4 Wuernaceta!;42e413/234475 7Q A Dravo W g t, ,,,..... , , sa p:, , Marchi2.,. 190'O ' _. GTN- 68572 ~ ~ ~.X Ui" P. 3 ~2. -
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Texas Utilities Generating Company # 4 Post Office Box 1002 , - .- Glen Rose, Texas 76043 ^ # #^Y #^ Attention: Mr,...J. B. George 2./ h t t% fr$~ Vice President / Project Gen. Manager Gentlemen: TEXAS UTILITIES GENERATING COMPANY COMANCHE PEAK STEAM ELECTRIC STATICN GGH PBOJECT NO. 2323 COMPUTER OUTPUT FOR UNIT 1 - MAIN STEAM AS-BUILT PIPING STPESS ANALYSIS Per the request of Nancy Williams of CYGNA to Robert E. Ballard attached is a listing of, and the actual hardcopy computer outputs for the Unit 1 Main Steam Loops 1, 2, 3& 4 piping stress analyses. Note that while these runs are stored on computer tape, these outputs are the sole hard copies and are your responsibility until returned. Upon receipt it is requested that the outputs be reviewed against the listing for consistency and a response made to this office verifying receipt of the complete package. __. . . _ Very,truly yours, _ . , . , , ,,, _. GIBBS & HILL, INC. Robert E. Ballard, Jr. REBa-HWMe:sef Project Manager 1 Letter cc: ARut fDtR Site) OL d . Willi D (CYGNA) IL H. Harrison (TUSI Site) IL, + Attachments l l e O 4
TDSI - CPSES UNIT I GEN APPLIED MECRAMICS MAIN STEAM AS-BUILT PIPING ANALYSIS RELATED COMPUTER INPUTS Volume Contents IA Main Steam LP, 1 - Relap Results IB ~ Main Steam LP. 1 - Ansys/Displ/Str. Pass IC Main Steam LP. 1 - Adipipe Results
' ~~ ~
IIA- Main Steam LP. 2 - Relap Results IIB Main Steam LP. 2 - Ansys/Displ/Str. Pass IIC , Main Steam LP. 2 - Adlpipe Results IIIA Main Steam LP. 3 - Relap Results l IIIB- Main Steam LP. 3 - Ansys/Displ/Str. Pass IIIC Main Steam LP. 3 - Adipipe Results IVA Main Steam LP. 4 - Relap Results IVB Main Steam LP. 4 - Ansys/Displ/Str. Pass IVC Main Steam LP. 4 - Adipipe Results 9
A i ( ( . , t . ATTACIMENT 1 TO SEISMIC ACCELERATION STUDY Foge 1 of 3' h
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(NO. MARK NO. SCOPE g ,g ygg, m g 7 MAK. MWSEL STRESS-ActilAL 'k IIKV. SSE OBE l '"I t ALisWABt.E sc " 1 AF-1-026-001-533R ITT ' 0.24 0.12 w 6I O4 2 AF-1-099-048-563R ITT * *
. 0.33 0.21 ) -i y SC fvert = 60.7 0.97 0.77
- 3 AP-1-101-034-533R ITT fn -e ='137.0 0.40 0.27 3 .
0.59 0.17 ( 803'-7" fe-w = 30.7 0.70 0.50 f -- 4 CC-1-140-705-E63R PSE
- 0.42 0.37
_ [ , J l AUX fvert = 45.7 0.80 0.80' .
) 5 CC-1-162-725-A43R PSE fn-e = 14.8 0.65 0.80 N/A 0.36
)
818'-8" fe-w = 12.2 0.70 0.90 L
$ RB fvert = 156.5 0.50 0.30 ,
6 CC-1-204-004-C53R NPSI fn-s = 19.5 0.70 0.40 O.49 0.09 ! 843'-7" fe-w = 19.5 0.80 0.40 'I g 7 CC-1-212-006-C53R NPSI N/A 0.05 7 850,-C', L I RC fvert =23.7 1.00 0.68 8 CH-2-239-407-323R 'NF81 0.30 ' { fn-s = 313.0 0.20 0.57 0.14
., 791'-10" fa-w = 77.2 0.40 0.20 l
9 CH-X-050-004-A75R ITT fn-e = 23.9 0.78 0.57 ' fe-w = 27.9 0.61 0.38 0.8y 0.13 g gg gi4
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SEISIIC atTTT.TRATIDE SyDDT l A study has been ecapleted to determine the not effects of seienic occalerations of pipe support structures. The study consisted of conservative head calculations to determina the support funda===ral frequency; determination of the seismic acceleration factor from the appropriate response spectra curve at the calculated frequency;
' application of the seismic acceleration factor on the pipe support structure; and evaluation of results obtained.
To assura completeness aproximately 400 as-built Pipe support drawinge were esamined in selecting frames for this study. Beesty-three (23) of what we consider to be envaloping ease frames were chosen for an in-depth analysis. A representative of each pipe support
. design organisation (ITT, NPSI, and PSB) particapeted in the calcula-tions. Supports frcan each organization were included in the study.
The results of the seismic acceleration study are as fo11 oust (1) Conservatively calculated frequencies ranged from 10.2 EZ to well over 1000EZ (see attachment 1), h everage frequency for the pipe support structures was around 250E. Frequencias not
*. listed la Attacht 1 are greater than 1000E.
- (2) The majority of the calculated frequencies were greater than 3351 which is considered rigid (see Attactament 2).
U (3) The inclusion of the loads due to syf *=fe accalaration of pipe support structures showed no over-stressed conditico in any case (aae Attachment 1). In the vast anjority of cases, the i additional loads were negligible. The results of this study indicate that the approach that each design or5anisation is taking with respect to consideration of these effects is adequate for their designs. 38o change in design approach is neces-sary. 1 The calculation package for each support included in the study is on file in Pipe Support Insineering at Site aloog with this simumary.
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l BUILDING arr'arateATICII5(C's) ~ 114E. IGEBS d R-11 0 . ; HARK WO. SCOPE STRESS-AC1UAL BLEV. } SSE OBE i { ALIAINA334 - I , j AUK fvert = 148.4 0.66 0.40 , ! 10 CH-I-071-003-A75R ITT fo-o '= 61.3 0.50 0.40 0.93 0.32 l 881'-6" fe-w = 24.3 0.66 0.40
-I Ra fvert =.4&:tELl q -h4rt .1 .L.adr .I 11 MPSI fa-a = Mh914+q heSh 0.7f 0.,a p JL,0f' l( _
306 1 i
- 4 ,
822'-8" fe-w = 1Svf e8 ' ev9't 4 M f,3 l e,4,1
. tit 12 Cs-I-358-711-A33R SITE 0.69 0.13.
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=
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![ AUX fvert = 36.3 0.00 0.75 ,
. 13 C5-1-454-717-A52R SITE fn-e = 34.3 0.75 0.70 0.35 0.40 838'-10" fe-w - 30.5 0.65 0.40 f , ~
k AUK fvert = 34.0 0.90 1 0.57 - I !t 14 CS-1-350-013-A53R ITT fn e = 38.0 0.47 0.27 0.56 G.31 ig 8472 '/* fe-w = 522.8 9.47 0.27 5 sc . CT-1-014-025-S32K ITT
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15 l _ , f* 0.37 0.33 i ! 3C fvert = 21.8 1.37 1.00 - i i 16 CT-1-025-003-5221 11T fa-o - 32.9 0.43 0.30 . , 0.26 0.70 l1 787'-4" fe-w = 92.9 0.37 0.33 ' RB fract = 305.0 0.60 0.40 17 CT-l-049-4II-CS2R NFSI fe-a = 443.0 0.60 9.40 N/A 0.21 930*-0" f e-, = 102.0 0.60 0.40 CT-1-117-411-C62K NPSI
= 0 5 18 0.02 1
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;I ATTAQWWINT I TO SEISKIC ACCELERATION STUDY ~Pega 3 of 3' ~**
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- BUILDI No. MASK No., g ACCRIJRATIGb8(C's)
SCOPE M. M MT itnx' ieeea M.tv. 8 I Sm' gag I eg I ICE
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gg y ar rmeans.n i 19 Do-t-056-402-553R ITT f m t = 54.3 j 1.28 0.77
;e M 6'-7 in-a - 25.0 1.28 0.77 0.66 0.33
- i SC fvert = 337.0
. 20 DO-1-095-706-353R 1.00 1.00 PSE i1 fa-o = 421.0 0.80 0.80 0.77
- .-l 836'-6" fe-w
- 305.0 0.80 0.02 0.00 .
l 8
+ 21 PW-t-097-010-C62R NPSI .'
ji fvert = 54.3 0.64 0'.40 0.48 j _. 871'-10" 0.30' l, 22 MS-I-416-018-573R ITT ' g,"~*[ * ' j ., 876 -10_ O. 0.36 0.21 i.) t * ') 23 BC-1-052-022-C41K 'prSI RB fuert = S0.0 0.60 0.30 ,i fa-o = 50.0 0.50 0.20 0.04 824'-11" fe-w a 172.0 0.50 0.16
- 1, , 0.20
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ATTACBIErr 2 TO SEI9 TIC ACCE.EEATION STUDY
- BREAID(NN OF CA14ULATED FaZQUElICIES (3 CASES PER SUPPORT, ONE IN EACH ORTE000NAL DIRECT 1010 U i
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24 , 20 - 20 18 16 ., l 12 _ 12 10 I B _ 0
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m - ss v b se s, s- 7,, p s 0-LO 10-20 20-33 33-100 l 100-1000 l l >1000 FRI@ENCY RANGE (Bs) ,s l*
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- . .,97 ,- TEXAS ITITJTIES SERVICES INC. ,
OFFICE MEMOR ANDUM re 'M.R. McBay (Een Rome. Tomas Dae d er 8. 1982 U siniest
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tv===w PEAK STEAM TTEf'TRIC STATitar _ PIPE SUPPORT SEISMIC ACCEL.ERATIOW Sit!DY
. Attachert.has;sto is the above referenced study. This is for attachment to the Deficiency Review Report on the same subject which you have been holdig.
hn C. Finneran Jr. JCF/cs I i i .j . . 2
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Gibbs C Mill. In ac. _ PROJECT File 11 Pem Plaza New Wrk. New York 10001 CYGNA 212760- 4438 JOB NO . k'V O r/ 2. Teles' Domestic 127636/968694 Intemational 422813/234475 DATE LOGGED: 3//8/ W A Dravo Company LOG NO. . #3 FILE: f /. I he. ig//,j, ,,,y' CROSS BEF. FILE A
- l* 0. fr? /s'9 March 6, 1984 GTN-68582 cc: N. Williams T. Acuna/PF '
Texas Utilities Generating Company Post Office Box 1002 Glen Rose, Texas 76043 I Attention: Mr. J. B. George Vice President / Project Gen. Mgr. Gentlemen: TEXAS UTILTIIES GENERATING COMPANY COMANCHE PEAK STEAM ELECTRIC STATION G&H PROJECT NO. 2323 isy copy of this letter to Steve Bibo of CYGNA enclosed here-with is one (1) copy each of the following documents: g a. Project Procedures Manual - Table of Contents l l 4 b. Project Guide - Table of Contents l Very truly yours, p '
\d GIBBS & HILL, Inc.
P ,d h h-Robert E. Ballard, Jr. Project Manager REBa-SMMa:lc 1 Letter CC: ARMS (B&R Site) lL S. Bibo (CYGNA - Mass.) lL 1A N. Williams (CYGNA - Calif. ) lL RECEIVED
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MAR 131984 orevo CYCNA - SAN FRANCISCO
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- P.O. Box 1535
- becaucus. NJ 07094 201/865 6550 o Telex 14 1435 4
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CYGNA Energy Services I F ; *. E . I # ' A !' 101 California Street ,.3
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_-r w b /// ATTN: Mr. Chan Wong - 10th Floor
SUBJECT:
Transmittal of pad analysis input
Dear Mr. Wong:
Per your request we are forwarding herewith copies of the loading conditions portion of the pad analysis for the NPS support #306, 380, 382, 384, 2921, 438, 443, 996 and 998. Supports #308, 442 and 447 which were also requested do not have pads. Please let us know if you need anything further. Very truly yours, NPS INDUSTRIES, INC. 4 , : , lll'ji..t.L R. P. Deubler Project Manager RPD:ml cc: J. Finneran - TUSI w/o l D. Rencher - TUSI w/a RECEIVED JUN 1984 l CYCilA SI.N ff"Il l
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comaset276weesses fl,l{} uni,'W3 A Dreie Company [ (l( f (/- h JL . bO.f lj.J. Il. May 31, 1984 C:: . '. - GTN-69062 ygyg , . Texas Utilities Generating Company D/JE LCGGED: ----8 Post Office Box 1002 ~ Glen Rose, Texas 76043 LOG NO. : - - - - FILE: J-~ Attention: Mr. J. B. George Vice President / Project G gii."- Ildd5I ~ '" Gentlemen: TEXAS UTILITIES GENERATING COMPANY COMANCHE PEAK STEAM ELECTRIC STATION G&H PROJECT NO. 2323 CABLE TRAY SUPPORT ANALYSIS EQUIVALENT STATIC LOAD METHOD JUSTIFICATION OF 1.0 FACTOR Attached herewith please find a draft version of the justifi-cation document for the cable tray support analysis - equivalent static load method using a 1.0 factor times peak response spectra acceleration >- Please review and comment as soon as possible. We request that copies of this docuz::ent be distributed to D. Wade, R. Kissinger and P. Patel for their concurrent review and comment. Very truly yours, GIBBS & LL,.Inc. i ! REBa- -E :lc Robert E. Ballard, Jr. 1 Letter + 1 Attachment Project Manager CC: ARMS (BER Site) OL + 1A H. R. Deem (TUSI Site) IL lA (telecopied) l t i
PAGE 1 g 5/30/84 - JCP G&B JUSTIFICATION OF THE EQUIVALENT STATIC LOAD METHOD USING A FACTOR OF 1.0 TIMES PEAK SPECTRUM ACCELERATION FOR THE DESIGN OF CABLE TRAY SUPPORTS COMANCHE PEAK UNITS 1 & 2
- 1. INTRODUCTION:
For the design of cable tray supports, seismic loads are the dominating load condition that the supports have to withstand. Since the saianic loads are dynamic in nature, a case-by-case dynamic analysis could be performed in order to obtain the induced dynamic forces in the supports. In general, such a l case-by-case dynamic analysis is not performed in the industry for cable tray support design due to its time censuming and costly process. Furthermore, designing cable tray supports based on s,uch a case-by-caso dynamic analysis imposes
. i additional constraints in that each time a tray support is modified or changed due to field interference or for other reasons, a reanalysis would have to be performed. Therefore, instead of such a case-by-case dynamic analysis, the more practical yet conservative equivalent static load method is used. For this method, the equivalent static load is defined as he load resulting from a factor multiplied by the peak acceleration value of the applicable floor response spectrum.
_ _ _ _ _ _ - ~ -- _-_ _ . _ _ _ , _ _ _ _ _ _ _ _ - . . _ _ . . _ . _ _ - . _ _ _
\
- . i o
i PAGE 2
. When this load is applied statically to lie cable tray system, the induced forces in the supports will be equal to or higher than those that would be obtained from specific case-by-case dynamic analysia.
During the design of the cable tray supports for the Comanche Peak project, a factor of 1.0 times the appropriate response apactrum peak was used partly based on the following sta acent in the Standard Review Plan, Sect. 3.7.2 (Reference 1) "For piping supported at enly two points, the use of a a atic load equivalent te -he peak of the floor reapense spectra is also acceptable." and partly from a simpl;fied analysis performed c confir= the applicability cf using this factor. The purpose of this study is to document the use of a factor of 1.0 times the peak of the respense spectrum for the design of cable tray supperta (Reference 2), which has been atated in the Comanche Peak ESAR (Reference 3).
- 2. ANALYS;S AND RESULTS The analytical procedures used to compute the factor which is i applied to the pean response spectrum values in order to derive the equivalent static load are discussed below.
The procedures consist of performing both s atic and dynamic analysea for the cable tray systam. The induced maximum forces and mcments from the dynamic analysis are divided by those s l I , i
.. . c.
i . PAGE 3
~
abtained frami static analysis. Tne higher va.lue of these ratics f, is conservatively considered as the factor in this study. The
. computer program NASTRAN is used for both the dynamic and
[ static analyses. A model as shown in Figure 1 is used for the present study. The horizontal beams represent the cable trays, while the vertical columns simulate the supports. Time-history dynamic analysia 1e performed te evaluate more accurately the dynamic responses. In order to obtain the most conservative results from the dynamic analysis, the stiffnesses of the supports are adjusted se that the fundamental frequency of the cable tray system will be within 1% of the frequency corresponding to the peak input spectrum. The spectrum broadening effect is thus included in
- this evaluation because the codel for the cable tray system will always be subjected to the peak epectrum acceleration.
Static analysis is also performed using the same model. Several cable tray sites are considered in the analysis and subjected to various floor time histories from different buzidings in crder to encompass all possib*e situations. The paramators considered in the analysis are listed in Table 1. Up
. to six spans are considered in the analysis and the most conservative resulta are used in the svaluation of the facter.
I The mar.imum design span length is used in the model (Reference 4). The in[1uence of the height, h, of the support on the dactor la studied using the height of 6', 9', 12' and 15'. The 1 2
?. .- .
I
~
- l PACE 4 results show that this factor is not affected by the change of height. Hence, a normal maxinum height of 12' was used in the analysis. The results of these analyses are tabulated in Table 2.
The cable tray supports are flexible in the transverse direction and rigid in the vertical direction (frequency higher than 33 Hz).** Hence the model used to study the factor in the vertical direction is based on a continuous beam supported on rigid supports (Figure 1). For this model, with the supports being rigid, the stiffness of the cable trays is predetermined from the maximum span length used in the model. There is no feasible way to adjust the model so that the fundamental frequency of the cable tray system will coincide with the peak spectrum value. Hence a different approach is followed. Instead of using the time history approach, spectrum dynamic analynis is used with a conservative enveloped spectrum ae input excitation. This spectrum is the envzloped curve of all vertical spectra used in this study which were nomalized to a 1.0g peak spectrum value. tie results from this study show that a factor of 0.75 represents the worst case in the vertical direction. This verifies the conservatism in the factor of 1.0 that was used in design.
** For a few cantilever type supports, they are flexible in the
( v'ertical direction and rigid in the horizontal (transverse) l l l l l l
-. . . ., . .. ..-.-...~._...---!
PAGE 5 direction. l
- 3. DISCUSSI0W: I l
- 1) The cable tray supports are designed for earthquake loadings in both vertical and horizontal directions. In accordance with MRC requirements, the effects of seismic loads in different directions .should be combined by the square root of the. sum of the squares (SRSS) method. In Table 2, the combined factor obtained by the SRSS combination of'the vertical and horizontal peak accelerations multiplied by the applicable factors are presented. The results show that the combined factor is actually less than or equal to the 1.0 factor that was used in design.
- 2) The fundamental frequency of virtually all cable tray supports in the transverse direction is in the range of 9 to 10 Hz (Reference 5). These frequencies are already off the peak of the response spectrum and located on the high frequency side of the peak value (References 6, 7K 8) Bence the assumption used ,
in the dynamic analysis that the cable. tray system is always in resonance with the peak spectru:s frequency is very conservative.
- 3) A cable tray weight of 35 paf is used in the design of the supports. However, the actual as-built weight is always less than this design value. The reduced tray weight will contribute 4
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a,
' - PAGE 6
' additional conservatism in two areas; first, the support load will be reduced proportionally and, second, the frequency of
{
- the cable tray system will increase. Since the cable tray supports have frequencies on the high frequency side of the j~ peak of the floor response spectra, any further increase in the
' t. frequency will reduce the spectrum acceleration that the cable tray system is subjected to.
- 4) The maximum span length is used in the design of the generic supports. As installed in the plant, the span length is generally less than the maximum allowable value. This factor, similiar to the one discussed above, will reduce the support load due to the " shorter opan and increase the system frequency
.; which will, in turn, further reduce the support load.
i 5) Each support has been designed for maximum possible number of trays of maximum weight such to be supported, e.g. three
. 2-foot trays for rest suppports. But as constructed, each may than the maximum number of trays. This item like support less the previous two, will reduce the support loads due to the reduced number of trays and increase the system frequency.
- 6) The model used in this study (Figure 1) represents cable trays by a single beam which, implies that all trays are identical and vibrate in phase. However, one fully loaded several different sizes of trays located at support may have
, different elevations. Hence, it is expected that out-of-phase vibration will occur and the induced support forces and moments v
l q k
. , . . . ~ . - i - i *' PAGE 7 would be reduced. i t
- 4. CONCLUSION:
Based on the results shown in Table 2, we can conclude that the
, use of a factor of 1.0 times the response spectrum peak which was used for the CPSES cable tray support design is conservative. In addition, additional conservatism actually
) - exists as explained in section 3, "Disscussion. " No attempt has been made to quantify this additional conservatism; however, it in { expected that any as-built case-by-case dynamic analysis of
. the cable tray system Will indicate that the actual factor is less than the 1.0 -
for CPSES design the 1.0 factor vas I conservatively used. l I 1
REFERENCES:
) .
- 1) USNRC Standard Review Plan Section 3. 7.2, June, 1975, b
s 0) Calculation File DMI-14C. Set 1 Rev. O k - _ 3) FSAR, Section 3.10B.3 a [ K
- 4) O & H Specification 2323-ES-19, Rev. 3.
- 5) Computer File DMI-16P4. Rev.0.
- 6) Calculation File FRB-2C, Rev O.
4 7,) Calculation File FAB-1C, Rev.1.
- 8) Calculation ?ile FSB-1C, Rev.1.
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. _ C9P.
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, ISR . ItP.
'88 498 , 58R 689 12A _ 888
, 95 .,
tcem . 1199 . 1288
.. 3 NCDEL USED 13 SilDT INC E.8FECT OF vfATICBL EFRT%#M Note: These models are utilized to represent up to six e
span cases by using syre.*trica l Dounce ry cond i t ions. Figure 1 Mothemetical rodets for TU$l esbie tray support study _-w---
t 1 [ TABLE 1. LIST OF PARAMETERS USED IN THE STUDY 4 4
, +=================_============================= ================+
l SIZE OF CABLE TRAYS
- l LOCATION OF TIME HISTORIES j
+==_====_==============+==========___============================+
l l REACTOR BUILDING EL. 860.0 FT. l
', I l EL. 783.6 FT. I I i !
l 12" l AUXILIARY BUILDING EL. 899.5 FT. l
! 24" l EL. 790.5 FT. l
?,
~
l 36" l l l l SAFEOUARDS BUILDING EL. 896.5 FT. l l l EL. 773.5 FT. I
! I i
.=========..===_=========== =====_ ====== +
THESE CABLE TRAY S!ZES WERE USED FOR ALL BUILDINGS. l
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+ - , _- __
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+--- ---
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+__- ==___ ___
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+- -
_ _ _ _ . - , _ _ _ - +
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~
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, _a _ _ --_.-r----- . . - - . - .
une=m_a= _+ l AUXILIARY BUILDING l__________________________________________________________________[ l I ELEVATION ! FACTOR IN THE l FACTOR IN THE l COMBINED l l l VERTICAL DIRECTION l ,TRANSVERSE DIRECTION l FACTOR l .
+- =__--.s~ -- --
_. _+ l l 899.5 rr. l 0.75 l 1.08 l 1.00 l l l 886.5 FT. l 0.75 l 1.09' l 1.00 1 1 1 873.5 FT. I O.75 l 1.09 1 0.97 l l 852.5 rr. I O.75 l 1.10 1 0.96 1 l I a31.5 rr. I O.75 l 1.11 1 0.92 1 1 810.5 IT. I O.75 1 1.11 l O.85 1 l 790.5 FT. l 0.75 1 1.12 1 0.83 l l - - - - _ _ _ _ . . __ . +
3 Gibbs S Hill. Inc. 11 Pom Plaza New Wrk. New York 10001 gh j
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$i 4438 Domesbc 127636/968694 [l/[)% . hk -
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Intemahonal 428813/234475 , _ A Dravo Company o }{CUL 3 Jt;r.: 15, 19R4 Nil.kUNLM i i CW3P4A
': 7 GTN 69119 ;c; go ,
Texas Utilities Generating Company O' . - - g[/ .. !f t.' ~~ Post Office Box 1002 . Glen Rose, Texas 76043 ,'. , h _.,' i ~ L-- _C ~ Attention: Mr. J.>B. George l 'C T1:.r. : ;;,r _ . ..- ',. e Vice President / Project Gen. r,anager _ Gentlemen: TEXAS UTILITIES GENERATING COMPANY COMANCHE PEAK STEAM ELECTRIC STATION G&H PROJECT NO. 2323 FOLLOWUP INFORMATION FROM G&H REF: CYGNA COMMUNICATIONS REPORT OF 5-24-84 By copy of this letter to Nancy Williams of CYGNA, enclosed please find the supplemental response supplying justification for the G&H approach to welded attachment analysis when dealing with a p parameter that is greater than 0.5. Should you have any questions contact Henry W. Mentel. Very truly yours, GIBBS & HILL, INC. Robert E. Ballard, Jr. Ma% REBa-HWMe:sce Project Manager 1 Letter t:c: ARMS (B&R Site) OL g . williams _(q.YENA, Calif.) IL, lA
- u. Weingart (CYGNA, Calif.) IL G. Grace (CPPE Site) IL, IA D. Wade (TUSI Site) IL J. Minichiello (CYGNA, TUSI Site) IL, lA
~
Oravo
. m.<
- ' Reasons for Increasing the:R (mean radius of the process pipe) in-Cases where S'is greater than 0.'5.
Increasing the RLyalue when $ is larger'than 0.5 can reduce the 4 value to-less than or equal to 0.5 so that the-attachment can-belevaluated by the Welding Research Council Bulletin 107 method. It is acceptable to reduce S to a value of less than or equal.to 0.5 using the WRC-107 method.by artificially
= increasing the radius of the. process pipe, since this increases the r; value-and yields conservatively higher stress values.
Justification is as follows:
- The tests shown in' Appendix A of Welding Research Council Bulleting 107, were performed in order to provide external loading data for larger diameter ratios ($) and to extrapolate Bijlaard's curves for cylindrical shells with d/D ratios up to 1.
Piping geometries usually fall into the " thick-walled" model data category since Y, (R/t) for piping is usually not more than 80. Bijlaard's curves were modified based
~
on test results.
- In the work reported by W.G. Dodge in WRC-Bulletin 198,
" Secondary Stress Indices for Integral Structural Attachments to Straight Pipe", the range of Y values considered was between 5 and 80. This range is adequate for piping.
- In the work reported by E.C. Rodabaugh, W.G. Dodge and S.E. Moore in Bulletin WRC-198 " Stress Indices at Lug Supports on Piping Systems", it is noted that stresses for all loading conditions increase with increased Y (i.e.; increased radius)
- Additionally, in view of limited number of tests which do not cover all values of Y and g, another significant conservatism in the WRC-107 method should be pointed out. Bijlaard's analysis applies to a simply supported cylindrical shell and therefore a portion of the resulting i stress is due to beam action of the entire cross-section.
Since general stress (ADLPIPE) is added to the local stress, the total stress will be conservative since it already contains some of this general stress.
- It is current practice in the industry to artificially increase the radius if pA0.5.
n
~-
l l TEXAS L T" ['ES-SERVICES-INC. P. O. B )X CNEp ROSE. TEXAS 76043 , June 27, 1984 jog 39
~~
~(,;, p , ,
DATE LOOGR ),' - 1
- k .._ . . . .. . O g g,
, toc NO. .
CYG a Energy Services f 101 California Street FILE 1 ' ,,' _
, , , .--- h, n,'y, y.
,~
San Francisco, CA 9411' CROSS REF. Tc,
~
g ", , , , /, g Attention: Ms. Nancy Williams, Pro]ect Manager , j,!> f .I' a'
',h:
;: .t: t-COMANCHE PEAK STEAM ELECTRIC STATION CPSES CYGNA REVIEW QUESTIONS (PIPE SUPPORTS)
References:
- 1) June 15; Telecon between D. Rencher ('IUGCO) and J. Minichiello (CYGNA),
- 2) June 19; Telecon between D. Rencher ('IUGCD) and J. Minichiello (CYGM),
- 3) June 20; Telecon between G. Grace ('IUGCO) and J. Minichiello (CYGM), and
- 4) June 21; Telecon between G. Grace /D. Pencher(IUGCO) and J. Minichiello (CYGNA)
Dear Ms. Williams:
Below are TUGCO's responses to the above referenced telecons. Telecon of June 15: CYGNA requested a stress calculation which 'IUGCO provided on June 20, 1984 per telecon with D. Rencher at 3:30 p.m. Telecon of June 19: CYGa Goment: In reviewing Support No. CC-1-086-002-A43R, CYGM has noted another exanple of a U-bolt with clip angles. Does
'IUSI plan to change this design in a similar fashion to those designs defined in the previous phase?
'IUGCO Response: 'Ihe design of Support No. CC-1-086-002-A43R will not te changed to remove the clip angles /U-bolt. As this is a trapeze assembly with two (2) struts, the support is sufficiently stable without the U-bolt, hence; there is no need to modify it.
Telecon of June 20: CYGNA Comnent: On Support No. OC-1-028-024-S33R, CYGNA had questioned the desion for the bolt in Section B-B. CYGNA is concerned that a vertical load in the bolt (~7k from the calculation) will produce a bending moment in the bolt due to the 3/4" offset. 'Itie resultirg l bending stress in the 1" bolt may be excessive. CYGNA requested 'IUEC to address this concern in a further response to item 34. r-
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-June 27, 1984
- Page 2-
'IUGCO Response: Section 1.15.4 of AISC (bde, for " Unrestrained Members", (i.e., pinned joints) states' " Flexible beam connections shall accomodate end rotations of unrestrained (sinple) beams. 'Ib accomplish this, inelastic action _in the connection is permitted". W is statement indicates that the code is well aware that field conditions can lead to situations where connections are loaded in such a way as to yield portions of the cx>nnections, yet the connection will still function in the mode assumed by the engineer; in this case, pinned. 'IUGCD has recently conducted tests of tube steel - Richmond Insert connections where the calculated bending stress on the A36 bolt would be in excess of 300,000 psi, and yet the bolt had not failed. his indicated that the bolt could not resist the bending load because of the tremendous flexibility of A-36 rod. Using the outer fiber nembrane stress as an indicator of potentiel failure, it can be assumed for our bolt the bending stress on the bolt is WS= (7365)(.75) = 92,602 psi m(.847)*
32 Wis value is greater than the yield bending stress of the bolt a similar situation to the tested bolt. % erefore nodelling this connection as flexible is appropriate. As indicated in our testimony appendix F to " Affidavit of J. C. Finneran, Jr., R. C. Iotti, and R. Peter Deubler, regarding Design of Richmond Inserts and there application to pipe supports". We test conclusions indicate that neglecting the bending stress in the bnit using the point of tangency method allows for a safety factor in excess of 4. In this case this method would cause en additional 1841 # of tension in the bolt well within allowables. Furtherrore, the bolt would not resist the bending load but would ultimately be resisted by the tute steel (e.g., %e tolt is physically constrained to 6eflect in bending).
%erefore,-modellire the connection as flexible and checking the ability of the tube steel to resist torsion as we have in our previous response of May 22, 1984 was appropriate.
Telecon June 21, 1984: CYGNA Coment: (1) MS-1-001-005-S72R; CYGNA did not see evidence l that the 5% decrease in I and S had been incorporated. TUGCO Iesponse: (1) All twelve (12) of the affected supports have been reviewed with respect to a 5% reduction in section properties and have been shown to be acceptable. CYGNA Coment: (2) NPSI has stated they are responsible for the pads needing qualification to Appendix G. W eir calculations (MS-1-001-003-C72K & MS-1-004-009-C72K) stated Gibbs & Hill is responsible, htat organization is responsible for design and what allowables will be used.
June 27, 1984 Page 3-
'IVGCO Response: (2) NPSI is responsible for pads requiring qualification per Appendix G (in lieu of inpact testing). When the design drawirg was revised to incorporate the note that "W/A is qualified per Appendix G of the ASME B&PV Code", the design engineer on site assumed Gibbs & Hill was doing the qualification. Actually, NPSI (Secaucus office) was doing the qualification. Thus, the note on the calculation cover sheet is erroneous as NPSI has the responsibility.
CYGNA Coment: (3) MS-1-003-004-C72S CYGNA requested weld calculations for 1"x12"x7" plate to tube steel (both composite section and load transfer) and an assessment of the washer plate stresseci.
'IUGCO aesponse: (3) Some very consepvative weld and stress calculations have been performed and the results shown that both plate and welds are well within allowable limits. Our calculation package has not been revised as we feel justified in our. original conclusion that this connection is acceptable by engineering judgement.
If there are-any further questions or conments, please contact Mr. George Grace at extension 500. Very truly yours, TEXAS UTILITIES GENERATING (DMPANY
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L. M. Popple .11 Engineering Manager 1 GG/and I l
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June 28, 1984 p. (y fg f g 9 AC/ ( , LL C A . (-
- n CY3A Energy Services-101 California Street San Francisco, CA :94111
[ A.//L/(j/7e2c, j Attention: M3. Nancy Williams, Project Manager 6 NL /'/S6 COGNCEE PEAK STEAM EIR.*rRIC STATICH l CPSES CYGA REVIEW QUrgrrICHS y (PIPE SUPPomS) e
Reference:
- 1) June 26; Telecon ._;_-
iA betwo nqY@d;r( M ann J. Minichiello (CY3&). ;ce !IO cATE LOGGED:
Dear pts. Williams:
LOG No. - MLA i._ _ ;y' Below is 'IUGCD's respcmse to the atove refere MEtelecon. - caoss REF. FIL,- - 2 . / '/. Telecon of June 26 Regarding Sapport MS-1-003 -Que-c/25: Se question of structural acceptability of the 1"x7"r12" washer plate (item 17) is still open. In lieu of performing detailed esiculations and finite element analyses to deconstrate acceptability, the probIer. will be simplified by makirg two (2) conservative assumptions:
- 1) Ass n the asher is 1"s6"x6" and id centered over the insert.
We rear bracket to plare to tube steel connection is separate. I 2) Assme there is rc weld betwen the 1*x6"x6" washer and the tute steel. With the above assxptions, Table 7 of Section 20 of the NPSI Structural Design Matulal (attached) tray be applied directly. 'Ihis table states that a 1* thick plate may be used for insert terts .on loads less than or eg.ial to 17.5 kips. Based on the detaile:I calculation performed by NPSI, tension in the insert is 16.2 kips. Bis apparent slight overload is acceptable, bewever, for the following reasons:
- 1) Because of installation tolerances, skew angles of less than 5*
i are generall Consideration l of the 2.3' yskew not considered in support crs this support increaseddesign. the tensicti load in the I insert freen 15.8K to 18.2E. 15.8K w uld have been perfectly acceptable to use for design. l '. i 4.__ _ .
June 28, 1984 Pge2 .
- 2) Cbnse::vative assumptions were mmSe by NPSI in'their sizing calculations for washer plates (e.g.: point lod at center of plate and neglecting stiffening affect of tube steel).
Actual stress in a 1" plate subjected to a 17.5F lod is well below allowable Im.its.
- 3) Conservative asatstptions were made on this support (see items (1) ard (2) in first paragraph).
Based on the .above reasoning, the 1"x7's12" washer plate on MS-1-003-004-c725 is capable of performing its function as intended.
'Zhis is further deronstrated 4* the fact that the support is in-stalled and continuously subjected to its full design load and has rot shown any signs of high stresa.
If there are any further questions or carpents, please contact Mr. George Orace at extension 500. . Vary truly yours, TEXAS (frILITIES G!NERATING CDMPMTi L. M. Popplewell Engineering Manager l 31/amd l 1 i l I
o - - 5 i: Gibbs S Hill.inc. ?. .
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Intematonal 428813 234475 A Dravo Company June 29, 1984 CYGNA JOB NO , ___ _$D~lTfli 4 ~ 2 GTN- 69190 p m nc.gegg. _ _ ,
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Texas Utilities Generating Company Post Office Box 1002 y:Lt. 4 /./ k ,__Q { Glen Rose, Texas 76043 ORos; hEr. r :'I I / kZL' dp /.co Attention: Mr . J . B. George L/ Vice President / Project Gen. Mgr. Gentlemen: TEXAS UTILITIES GENERATING COMPANY COMANCHE PEAK STEAM ELECTRIC STATION G&H PROJECT NO. 2323 REF: CYGNA LETTER 84042.007 DTD 6/23/84 By copy of this letter to CYGNA following is our response to concerns raised in the reference. A. Concern No. 1 - A formal calculation was issued before resolving design reviewer's comments and that this cal-culation could have been used as input to other design documents. Gibbs & Hill, Inc., Response - G&H has a high level of assurance that problems as described above are effectively controlled by our QA program. The G&H Quality Assurance Design Review audit checklist covers this area thoroughly through the following checklist items.
- 1. Have design reviewer comments been incorporated in document?
Orovo i
Gibbs S Hill. Inc. GTN- 69190 June 29, 1984
-2. Has design reviewer' indicated acceptance of the changes made as a result of his review by signing and dating lower portion of design-review form?
- 3. .Has design review been performed before signoff of Job Engineer / Project Manager?
.4. Has= design review been completed before incorporation of information into other documents?-
Action Taken to Correct the Concern - An investigation.into the apparent failure.of the Design Reviewer.to acknowledge that~his comments had been incorporated revealed that no QA requirement had been violated. Instead the appearance of a non-conformity arose from a numberingmix-up, explained as follows: Calculation number 401-7, Rev. 3 was completed on May 30, 1978 with Design Reviewer's comments (copy attached). The comments were resolved and incorporated into the calculation and the Design Reviewer added his final acceptance signature on June 23, 1978. Subsequently to this the calculation number was changed from 401-7, Rev. 3 to 403, Rev. 3. Since no other changes were made, the completed design review was still valid. Based on the facts developed during this investigation, the OA Department has closed out open item No. 5A of Audit No. 9 (Mechanical Department) and changed the open item listing accordingly. B.' Concern No. 2a - Evidence was not found indicating that G&H performed surveillance activities from 1973 through 1977. Gibbs & Hill, Inc., Response - Copies of surveillance reports performed during 1974, 1975, 1976 and 1977 were retrieved from Project Files. Copies of a sampling of the surveillances performed during these years are attached. C. Concern No. 2b - Management Review Evaluation Reports could not be found for the time period from 1974 through 1976. Gibbs & Hill, Inc. , Response - During the time period 1974 through 1976, an ad hoc committee was active in reviewing Dravo L
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GTN- 69190 June 29, 1984-internal audit reports in order to identify generic weaknesses in the QA program. Recommendations were made to Management suggesting programs and procedures to-enhance the QA system. This was the Management review system in effect at that time. We have not as yet been successful in locating the records documenting these activities, however,. search efforts are continuing. Gibbs & Hill, Inc., does not agree.that Management review activities form an integral part of the Gibbs & Hill corrective action as stated by CYGNA. Recommendations made in the Manage-- ment review' report.are based on a study of surveillance and internal audit reports. The QA corrective action system is derived from results of surveillance and internal audit findings and is not dependant on recommendations of the Management Review Team. Very truly yours,
'G BS & HILL, Inc.
d r- , , s ve,1,w $: .. REBa-MSM-BCz:lc Robert E. Ballard, J:. 1 Letter + 1 Attachment Project Manager CC: ADMc 'Rcn Site) OL l A 6 Williams A GNA, CA) lL lA D. Wade (TUSI Site) lL lA G. Grade (CPPE Site) lL lA S. Bibo (CYGNA, Boston) IL, lA Dravo 1 l
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s' t 12 SIGN AND ENGINEERING SURVEILIANCE RECORD SHEET f G&H Job No. : 292"t Project: Comanche Peak S.E.S. Project Manager: R.E. Herseerrer Client: Texas Utilities Services Inc. Squad Leader: Job Engineer: E. Horovitz ; I I pecument Identification: e....-
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Title:
_ Issue Date: c.v_ve 2323-M1-0203 Number: _Date: L., e _w
'2' .aew./ Issue /Assen6. No.:
No O N/A O Design Review performed: Yes x
<'-e-See coments es natad er 'he '- -
Comments: No C N/A O Correct.ive action required: Yes @ Respond to ec=ents and resuhit. Comments:
/No u 9 -
O N/A Courpletion of corrective action verified: Yes h Comments: kor) c. Date d 7-signature
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*' DESIGN AND ENGINEER 1NG
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- SURVEILLANCE RECORD SHEET G&H Job No.: 2323 project:cornanche Peak S .E.S . R.E. Hersperger Project Manager:
C11ent: Texas Utilities Services Inc. Squad Leader: Job Engineer: A.K. Jain Document Identification:
Title:
Containment Polar Crane. 1-8-76 Issue Date:
~
Number: 2323-MS-39 Date: 1-23-76 2-Rev./35BGE)d3366.No.: - Yes No N/A O $ Design Review performed: None < Comments: i l C. Yes No @ N/A Corrective action required: Comments: None 4 Date4./*2
, #1, , h Signature _
No N/A O bompletionofcorrectiveactionverified: Yes O Comments: > Date
- Signature I
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# EESIGN AND ENGINEERING SURVIILIANCE RECORD SHEET ' (DA
_G&M Job No. : 2323 Project: COMANCHE PEAK S.E.S. INC. Project Manager: R. E. Herspercer C11=nt: TEXAS UTILITIES SERVICES , Squad Leader: Job Engineer: A. K. Jain Document Identification:
Title:
Service Water Pumns Issue Date: 12-27-74 Number: 2323-MS-10 Date: Rev./ Issue / Amend. No.: No O N/A Design Review performed: Yes @ See comment on Design Review-Specification-Record Form. Comnents:
\
no a n/A Corrective action required: Yes O Comment can be resolved in the evaluation or purchasina stage. Comments: 1 Date 5 s.75 Signature A - No N/A Completion of corrective action verified: Yes C Coseents: _ Signature Date_
.~,(*
DESIGN AND ENGINEERING SURVEILLANCE RECORD SHEET F. G&H Job No.: 23230 ~ Project: Comanche Peak . Project Ha m ger: R. E. Herseeraer Client: TUSI Job Engineer: E. G. Nikitiadis Squad Leader
- Document Identification:
Title:
Auxiliary Feedwater System Issue Date: 9/16/74 j Number: 2323-MS-7 Date: None Rev./ Issue / Amend.No.: No O N/A O l Design Review performed: Yes @ Comments: Refer to design review comments sheet. l Corrective action required: Yes No N/A O Per design review comments, Comments:
/ W Signatured - ta:e /# f+
Completion of corrective action verified: Yes No O N/A Carmeats:
- Signature Date_
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2323
,,Cemench, PeakP PICJ S.E.9. @ 6 M JC3 N Eexas Ut111tien ggggwy Snnican Ine- ,
EC:' O - s Mcwesents for Ery. Joint Specification Nuclear
- CA.CULA1".ON DESQEPTION .
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"{' Jos No. 2323
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f CALC. No. N_3 [c4 e ) PREPAAED BY ELF DESIGN REVIEW PROCEDURE
~ MECHANICAL CHECKLIST - CALCULATIONS (Ref. DC-10)
CONSIDERATION ITEM Prior signoff, checking properly completed j Previous comments have been incorpor-
- ated /
i Previous conditions, including sources are listed; inputs are correctly selected
/
Scope,
Purpose:
covers all intended work, no interface gaps, no overlaps; h purpose is stated / Assumptions are listed, clearly de-1 fined, reasonable and marked for re-i F verification (later in design) y a References including other calcula-tions and sources, are listed Design :nethod is accepted practice; formulas applicable and defined M General approach and accuracy are l reasonable; output reasonable com- j pared to inputs Spot check of mathematics indicates j satis (actory solution; or parallel / check by a simplified method l F.7 91. 9.? 4 i
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- PREPARED BY N b b DESIGN REVIEW PROCEDURE '
- MECHANICAL CHECKLIST -- CALCULATIONS (Ref. DC-10)
ITEM CONSIDERATION Consistent ~with other similar .' . mechanical calculations /
. Void or superseded.calcula-tions have been properly dispensed /
t Conformance to ASME code . requirements / M ASME code classification is proper- g, 1 Conforms to PSAR, AEC Regula-tory Guides ,. Conformance to project criteria j Conforms to other criteria, such as *
-NSSS. manufacturer's criteria g ,4 Results to be.used in design are identified: complete equipment- .,
,- parameters are listed / l Interface with other disciplines , has been accomplished j Properly indexed and filed S S
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Sh20t 3 of 3 9/16/74 TITLE' N _ DOEMMA b .\ , [dfb JOB NO. NM * (* CALC. NO. PREPARED BY MO8 _ ,A bI DESIGN REVIEW PROCEDURE MECHANICAL CHECXLIST - CALCULATIONS (Ref. DC-10) Note: Design reviewer's signature on Design Review Record DC-10, and design reviewer's signature on first sheet of' calculations (DC-10) , confirms that design reviewer has considered each item on the checklist.
/ Signifies design reviewer's ec=pletion of review (comments to be made in accordance with DC-10).
NA Not Applicable C l 4 F.711. 3, 9-74
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TEXA5 UTILITIES GENERATING COMPANY [I,
- COMANCHE PEAK STEAM ELECTRIC STATION 1980 2300 MW INSTALLATION l I - . ,.. s (y DESIGN REVIEW ACTION .
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l ~ i n _ m ;, Ti b Please be advised that the document (s) listed below have ' r been returned by Design Review for corrections. Written response to the design review comments by applicable ineer must be submitted to QA Department not discipline later than 6/7 eng/78 . , DOC. NO. & REV.,"E - ' 00'J" MP.* . TITLE Mannents for Ezy . Joint Specification k01--7 3 NUelear C . I i i s - l^ j . . i *indic1 M attachments O i .L (; C -
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g ,,gg Comanche hak S.3.3* Meet Managar: R.R. RML*t - N: Texas Ct41* ties Services Inc. Squad Iasdar's
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Docuent Iden*-.*fieAs N a+ %~ waaG-~ Titla: Ms.=ntsfw *n- ?/2$ he
-Issus Date:
"Ol-7
.Ih: Data: _
3
'Eav./- - ". No.:
1 sa 0 r/A O . D.as= x.via s.=ror=se: res a ,
, See design F.siew form. _
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Io r/A O , Ca:Tsct.ive acti n requiisd* ras @ s i r_M.v g Revise and resubmit. sisotar624/Su eM64t/m- ' ( res O
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Sheet 1 of 3 9/16/74
- v. 0 TITLE L.. ants far tro. Joint Sweeification Enclear l[. 850 j
can. me.' w.T /e#Q l FIIEPARED ST ELF DESIGN REVIEW PROCEDURE
. MEC1IANICAL CHECKLIST - CALCUIATIONS (Ref. DC-10)
CONSIDERATION ITEM Prior aignoff, checking properly completed j Previous consnants have been incorpor-i- ated / 1 Previous conditions, including sources j are listed; inputs are correctly setected
/
Scope, Purposes covers all intended j C work, no interface gaps, no overlaps; purpose is stated / l f l' Assumptions are listed, clearly de-fined, reasonable and marked for re- y verification (later in design) References including other calcula- # i tions and sources, are listed Design method is accepted practice; formulas applicable and defined j General approach and accuracy are reasonable: output reasonable com- j pared to inputs ,
. j Spot check of mathematics indicates f satisfactory solutions or parallel check by a simplified method C P.791, 9 74 l
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Shoot 2 of 3 9/16/74
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( 23 O I aos so. cuc. no. 40/-7 Au.) Marnazo sY [ b E" DESIGN REVIEW PROCEDURE (Ref. DC-10) MECHANICAL CHECKLIST - CALCULATIONS CONSIDERATION ITEM consistent with other similar / mechanical calculations Void or superseded calcula-tions have been properly dispensed
/
Conformance to ASME code p4 requirements ASME code classification is proper gg Conforms to PSAR, AEC Regula-tore cuides g Conformance to Projecs criteria / Conforms to other criteria, such as pA NSSS manufacturer's criteria ._ Results to be used in design are identified complete equipment / parameters are listed Interface with other disciplines has been accomplished j Properly indexed and Jiled w.t u , a. >v a C
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Shtct 3 of 3 9/16/74 TITz,3 ADORtAd/M d.0.\O , U/ kk NDI [ ' (' Jos so. cu.c. no. Vbl*7 *D PREPARED BY , AdrI DESIGN REVIEW PROCEDURE (Ref. DC-10) WECIANICAL CEECKLIST - CU4UIATIONS Notes Design reviewer's signature on Design Review Record DC-10, and design reviewer's signature on first sheet. of calculations (DC-10), confirms that design reviewer has considered each item on the checklist.
/ Signifies design reviewer's completion of review (comments to be made in accordance with DC-10).
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.f TEXAS UTILITIES GENERATING COMPANY F. C. 302 scos CLRN ROEE, TE%A41942
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- , , s poikuuLion July 2, 1984
,RO)ECI P Filt [s, $(Jtdau w CVGNA Energy Services 101 . California Street San francisco, CA 94111 N2 AT7ENTION: Ms. Nancy Williams Fro.fect Manager COMANCHE PEAK STEAM ELECTRIC STATION CPSES CYGNA REVIEW QUESTIONS (PIPE SUPPORTS)
Reference:
- 1) June 29; Telecon between D. Rencher (TUGCO) '
and J. Mir.ichiello (CYGNA) Oear Ms. Williams:
- Below is TUGCO's response to the above referenced telecon regarding Flare Bevel Welds.
CYGNA Questions; a) It is our interpretation of existing weld standards that the effective throat of a flare bevel weld (te) is 5/16R. Assuming R*2t then te=5/st. What justification does TUGC0 have for using te=t in flare bevel weld design? b) Please provide documentation which instructs engineers hew to calculate the effective throat of a flare bevcl weld witn a fillet cap. TUGC0 Response: a) Per AWS 01.1, 19/g edition, figure 10.13.1.3B, an effective throat of t is specified (see attached). Based on the geo"tetry of the joint, te=t is a reasonable value.* b) Calculation of weld effective throat (in any joint) is based en the short-est distance from the root of the weld to the face of the weld. Fo r ! a flare bevel with a fillet cap, the engineer uses this approach in i calculating te. The example supplied to CYGNA for MS-1-003 013 C72K, i shows this calculation is done,
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s TEXAS UTILITIES GENERATING COMPANY P. O. DON N CLRN ROSE. nXAS few l e
- Please note that the ASME cede does not address flare bevel weld design.
If there are any further questions or coments, please contact Mr. George Grace at extension 500. Very truly yours. TEXA5 UTIL!' TIES GEhERATING COMPANY M L. M. Popple 1 E ri sering Manager Gujrr l l l t
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, , June 29, 1984
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( , v I / ' bk l N. A412m GTN- 69176 /* Texas Utilities Generating Company ' '
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Post Office Box 1002 ' A/oyarpp: Glen Rose, Texas 76043 l f Attention: Mr . J . B. George'
,,. Vice President / Project Gen. Mgr. ,
- ( ,
Gentlemen: / g l' TEXAS UTILITIES GENERATING COMPANY
- COMANCHE PEAY, STEAM ELECTRIC STATION
'e /
G&H' PROJECT NO. 2323 MASS PARTICIPATION FRACTION SENSITIVITY STUDY REF 1: GTN-69162 DATED JUNE 26, 1984
'f REF 2: CYGNA LETTER NO. 84042.00F DTD 6/24/84
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By copy of this, letter to Nandy Williams of CYGNA, attached is Item l'and 2a corresponding to the plan of action established in reference 1. In particular Item 22 is the selection of problems,for mass fraction re-analynj.s. Inaccohdance'withreference Dr. Gor' don Bjorkman regardin/2, g,the Gibbs transfer & Hill will of a be contacting magnetic tape o f the input files for the selected problems. It is Gibbs & Hill's intent to adjust the execution files to be compatible to ADLPIPE version 2D34D and for economic reasons to analyze only the seismic inortia and anchor movement load caues. e l'
/
/
GMpape S NB#, Arno. I-GTN-69176 June 29, 1984 Should you have any questions on the selected problems or our intended approach contact Henry W. Mentel. Very truly yours, GIBBS & HILL, Inc. R %. > Robert E. Ballard, Jr. Project Manager REBa- esic ! 1 Letter ! CC: ARMS (B&R Site) OL 1A
?" Williams (CYGNA Calif.) IL 1A B. Bjorkman (CYGNA MA.) lL 1A G. Grace (CPPE Site) IL 1A D. Wade (TUSI Site) IL 1A P. M. Milam (TUSI NY) IL 1A I
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. -MASS PARTICIPATION FRACTION SENSITIVITY STUDY
( Ref : GTN-69162 / Dated June 26, 1984)
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fy, Plan of Action, Item 1 The simplified tablelof results o'f the Gibbs & Hill survey of mass participation presented in GTN-69098 dated June. 11, 1984 was developed as follows:
- a. 272 Stress Analysis Problems (Large.Ebre - Gibbs & Hill New York As-Built Piping Stress Analysis Scope) were considered including problem revisions which brought the total to 300 problems. ,
- b. The mass participation percentages were. calculated for each direction x, y and z. The method of calculation was to extract from the ADLPIPE analysis the system weight (taken from " shock" execution deck analysis), convert this to mass and then divide the square of the individual direction participation factors for each mode by this mass. This was done on a per mode basis with the cumulative mass fractions being calculated with successive modes. (Examples of these calculations and methodology are attached as part of item 2a.)
- c. The table of results indicates for this rough survey (the adjective rough being utilized since the 300 calculations were done expeditiously without the benefit of formal checking) the number of problems ~ exhibiting a particular range of percent mass, i.e., Fraction = .26, therefore in the range of between 20 and 30 percent masa. The average was determined by using.the median value of the range times the number of problems falling into that range and then divided by the total.
Upon further review of the raw data, this survey and its results has been subsequently, refined. Specifically some 41 problems were discarded due'to the fact that'the results were misleading. This was a result of the incorrect total weight from ADLPIPE being utilizing. The total weight printed by ADLPIPE is based upon the input geometry and does not include concentrated weights identified in the seismic execution deck. With these problems discarded the data for the remaining 259 problems was converted into mass fraction plots-(see Attachment I). t
- , - - , . - . - , . - , . ww . . , , - - - , , , - . , - - , * *-+=- + - r ~ - - -* ==- '
o (Upon review of these plots, the following averages are evident: X* Direction Mass Fraction = .426 Y Direction Mass Fraction = .341 Z Direction Mass Fraction = .425 Combined-X, Y, Z Mass Fraction = .392 (Average taken of X, Y and Z for each problem, then plotted) Plan of Action, Item 2a Five problems have been selected for further analysis. This selection was performed on the basis of the criteria estab-lished in the proposed plan of action in GTN-69162 dated June 26, 1934. Attachment li provides descriptive information on each of the problems. l
g~ _ .._ - - ~__ _ _ _. l l' } l h' a I. i ' ATTACHMENT I MASS FRACTION PLOTS s s 3 I 3 3. r
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Tesen e Domestic 127636/968694 i / - k. Intemationat 428813'234475 A Dravo Company , f ,c ' f
'-' July 5,'1984
. u. CYGNA 4 bO#6
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GTN-69218[ DATE 1,0GGED: YG JY/ Texas Utilities Generating Company e 00"O': NkLk dEue J / / 4 cf.3 g Post Office-Box 1002 76043 F1:,E: Glen Rose, Texas boYrqat . OSS REF. FII.E [/ Mr. J. B. George, N %,B) ' Attention: Vice President / Project Gen. Mgr. t j ' Gentlemon: T . i- ,. TEXAS UTILITIES GENERATING COMPANY COMANCHE PEAK STEAM ELECTRIC-STATION G&H PROJECT NO. 2323
,:TOLLOW-UP INFORMATION FROM G&H REF: CYGNA COMMUNICATION REPORTS DATED MARCH 19, 1984 AND JUNE 20, 1984 By copy of this letter to Nancy Williams of CYGNA attached please find either responses to or supplemental responses to CYGNA queries on the followir.g items:
AB-1-61A - Rev4=ed analysis results regarding the
# / g> a. lation and water weightr, at inclusion of _. ~
vales and' flanges. b. AB-1-61D - Response to weldolet section modulus gf question.
- c. Equipment nozzle tapered transition stress j, /) 2 intensification factors.
d. Mass point spacing displacement plots - Sensitivity
/ /3 ) '
study information.
- e;,'c_.
Gibba S Hill. Inc. -
'- GTN- 69218 '
July 5, 1984
' Should you have any questions, please conta'tt Henry W. Mentel.
Very truly yours,
. I BS & Inc.
0 - . REBa/HWMe:gw Robert E. Ballard, Jr. 1 Letter Project Manager cc:' ARMS (B&R Site) OL
'4. Williams (CYGNA, Calif) lL, lA G. Grace (TUSI Site) lL, lA D. Wade (TUSI Site) lL P.M. Milam/F. Bleck (TUSI/NY) lL i
r l l l l
i s l p , G&H" REVISED RESPONSE TO ITEM,8 OF ." CYGNA COMMUNICATIONS REPORT DATED MARCH 19, 1984
~
REFERENCE:
AB-1-61A' INSULATION AND FLUID. WEIGHT
, . NEGLECTED AT VALVES / FLANGES i
O $ / h_ In G&H's responses to CYGNAis# questions, G&H. concurred with CYGNA 1 that the effect of water and, insulation weight was not accounted for in .the modeling of flan'ges 'and valves. 4 Included in.the response was an evaluation of this neglected weight 'for 4 deadweight and seismic inertia loads. The analysis was performed for'a'small portion of the piping system where this neglected weight was deemed to be most significant. The seismic inertia loading wase analyzed using 'an equivalent static "g" value analysis. in reviewing the response had additional' questions and CYGNA decided,!with G&H's concurrence, that a complete re-analysis was required to more accurately gauge the effect of missing insulation and water weights for flanges and valves. The results ofi the reanalysis. indicated a maximum lead; increase of 48% at A review of the support
~
support CC-1-031-003-S43K (See Table 1). load increases indicate that the large percentage load increases are confined to the 18-CC-1-031-152-3 line and are due mainly to seismic contributions. A further investig,ation indicated that lin 18-CC-1-031-152-3 has almost the same ioentical routing as 18-CC-1-077-152-3, but yet did not feel the same percentage load increases. The reason for the differences inLload increases in the two' lines was attributed to the differences in the number and location of the lump mass points. 'The' 18-CC-1-077-152-3 had a 5 finer mass point distribution and as such was not subjected to large changes in-support loads for small changes in total mass. 4 A sketch indicating lump mass locations are shown on Sketch 1. It was decided that a truer comparision of the seismic effect of neglected' weights of water and insulation for flanges and valves would be to re-run the analysis with'and without the neglected weights with a finer mass point Mistribution for line 18-CC 031-152-3. A sketch indicating the additional mass points are shown on Sketch.2. The tesult of the refined analysis indicated that the maximum load increase in the upset condition is 6 46% for support CC 031-007-S33R. This increase of 6 46% represents a load increase of only 30Ilbs. The results of the refined lumped mass model analyses indicated that if the water and insulationeffect weightsonarethea i sta11' percentage of the total span weight, its overall system response is small. - = + P . _ . __ _ CYGNA --
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54, i6'l,, G&H RESPONSE TO ITEM 8 FOLLOW-UP QUESTION IN CYGNA COMMUNICATIONS REPORT DATED JUNE 20, 1984
REFERENCE:
AB-1-61D WELDOLET A. AB-1-61D and the weldolet connection Regarding problem No. between the 24 inch run pipe and 10 inch branch pipe, G6H concurs with CGYNA on the following:
- 1. The G&H analyst utilized a'n SIF=1.5 at nodes 461 and 2459 This was noted as an error by the G&H checker.
- 2. A calculation generating an SIF of 7.9 was performed. isThisa was done on the basis of the code branch formula which function of Rp - The radius of the integral attachment between the run and branch pipe.
3 The above SIF=7.9 was used to correct the adipipe stresses. However, also utilized was the weldolet section modulus which has no code Justification. More Upon review, the branch formula should not have been used. their applicable formulae' are presentedDesigne by Bonney Forge in weldolet catalog. From their r 's Data section, the for a full size weldolet is calculated as appropriate SIF followsr h=3.3Tfr i= .9/h3 T = Run Pipe Thickness r = Run Pipe Mean Radius While in this application (61D) the weldolet is for a reducing not full size outlet the SIF determined by the above formulae is conservative (by analogy, considering that the SIF represents the area of the header). Utilizing the above formulae: 24 Inch Pipe T= .375 inch r = 11.8125 inche h = 3.3 (.375)/11.8125 = .10476 i= .9/(.10476f6 = 4.05 CYGNA
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The present adipipe stresses for nodes 4461 " and 2459 are as follows: Node EQ. 0 (psi) EQ. 9 EQ. 10 EQ. 11 2739 3068 3729 6468 461 13137 2459 1981~ 2576 11156 of the ratio 4.05/1.5 across the board without Application deleting the pressure term from EQS. 8,9 and 11 results in: 7395 8284 10068 17464 461 35470 2459 5349 6955 30121 Allowables 15000 18000 22500 37500 2459 fails the allowable, EQ. 11 passes While EQ. 10 for adequately. G W
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. - /B2 G&H RESPONSE TO ITEM 8 OF ,
CYGNA COMMUNICATIONS REPORT DATED JUNE.20, 1984
REFERENCE:
EQUIPMENT NOZZLE TTJ The G&H As-Built Stress Analysis Checklist (part of.G&H Procedure requires that an SIF=1 9 be supplied for all taper AB-1) transition 3oints (TTJ), specifically connections between valves and piping; weld neck flange and piping. While not specifically called out, the checklist question inherently requires an SIF=1.9 on equipment nozzles.' However, while the TTJ SIF is always required on valves anc weld neck flanges the requirement for the nozzles is dependent on the weld preparation of the nozzle. The G&H analysts used available in-house vendor information and their own experience in deciding whether or not an SIF shou.1d be applied. The TTJ SIF was not applied across the board on all nozzles. Weld preparation details were not available ja many instances. Also there are instances where the SIF of the connecting component was higher and utilized in place of the TTJ SIF (Exampic: CYGNA Item 3a in communications report dated March 12, 1984 - G&H Response was that the connection in AB-1-1,2,3, and 4 between the Steam Generator and Piping was by an elbow witn an SIF=2.245 Therefore, a TTJ SIF=1.9 was not input into the analysis). 4 CYGNA _ JOB NO . NO DATE LOGCED: - b LOG NO. : FILE: / !# CROSS REF. FILE
//9 }
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o'
/B3 , o- -g-MAIN STEAM LOOP 3 - MASS ~ POINT * -
SENSITIVITY STUDY A analysis was performed to determine point location. the sensitivity of thesteam An analysis was for mass hammer solution loop 3 to determine the effect of performed using main steam loads and the displacement additional mass pointsnode on. support points. A sketch of the piping system of various A. profile ' with the additional . chosen lump mass points is shown on Figure A table.of support load comparision is shown in Table 1. indicate that there was virtually and no The results 'in Table 1 as-built model change in support load between the original the additional lump mass model. plots of various node points are also displacement the' displacement plots
. Attached A comparison of (Figures 1 thru 30).
indicate virtually identical responses for the two models. l /faj CYGNA D' V ' J031:0 : _ DATE LOGGED:
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Gibb's S Hill. Inc. CYGNA _ lib l JOBNO. 11 Pcm Praza New Wrk. New York 10001 212760 4438 DATE LCGGED-p,/g I'i/ N
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_3 SO Domestc.127636/%8694 LOG NO. - Intemahonal 428813/234475 A,// 4 , y [ g g A Dravo Company g f g , ,-g g., Ch053 FCF. FI'.E fj,j. , j ->W - '- g;- July 5, 1984 hc. )). l.h i$u E , GTN- 69219 y g Texas Utilities Generating Company [ dcs 7- /// Post Office Box 1002 Glen Rose, Texas 76043 Attention: Mr. J. B. George, Vice President, Project Gen. Mgr. I Gentlemen: TEXAS UTILITIES GENERATING CCMPANY 4 COMANCHE PEAK STEAM ELECTRIC STATION ! G&H FROJECT NO. 2323 l
# I 1. v.ELDED ATTACHMENTS IN BREAK EXCLUSION AREAS l gs 2. SUPERPOSITION OF STRESS AT MULTIPLE hELDED ATTACHSENT POINTS I
,g By copy of this 1ctter to Nancy Williams of CYGNA, attachea is Gibbs & Hill's response to the above referenced questions.
Should you have cny questions or comments regarding tne enclosec responses, contact Henry h. Mentel. Very truly yours,
.GIB S & . , c.
U , - - . ' A
,944.A m y REBa/ HWMe :g w
\
,.1.M Robert E. Ballard, Jr.
1 Letter + 1 Attachment Project Manager cc: ARMS (B&R Site) OL, lA
>J. Williams (CYGNA, Calif.) IL, lA G. Bjorknan (CYGNA, Boston) IL, lA G. Grace (CPPE Site) IL, lA D. Wade (CPPE Site) IL, lh P.M. Milam/F. Bleck (TUSI/NY) IL Oravo
Q WELDED ATTACHMENTS IN BREAK EXCLUSION AREAS CYGNA has questioned the local stresses in welded attach-ments with regards to break and crack postulation criteria outlined in Branch Technical Position MEB 3-1. The question is as follows':
- 1. In containment penetration areas (break exclusion areas) will the total stress (General + Local) at welded attach-3 ments for EQ9 and EQ10 be within 0.8 (1.2 S3+Sa) in accordance with paragraph B.l.b(2) ?
Applied. Mechanics has done a study identifying all welded attachments in break exclusion areas. The list is as follows: Problem No. Support No. 1-10B TW-1-098-004-S62R l-10C AF-1-017-002-S62R l-23A MS-1-147-700-S75R MS-1-257-001-S72K MS-1-257-002-S72K MS-1-001-005-S72R MS-1-001-003-S72R MS-1-001-004-S72R l-23B MS-1-146-700-S75R MS-1-240-001-S72K MS-1-240-002-S72K MS-1-002-001-S72R MS-1-002-003-572R MS-1-002-005-S72R MS-1-002-004-S72R 1-23C MS-1-003-002-572R CYGNA _ d MS-1-003-003-S72R MB W .
~ ~ -V9u l ' ~
MS-1-003-004-S72R
./~{~~(j MS-1-003-005-S72R DATE LOOGED ; -- -
MS-1-003-006-572R LOG FO. - ~~ MS-1-223-001-S72K pf f pd dico MS-1-223-002-S72K FILE. p3]~gfup MS-1-145-700-S75R cpag., gn , yn.; g j, , f,---c- JQ 1-23D MS-1-148-700-S75R MS-1-274-001-S72K MS-1-274-002-S72K MS-1-004-003-572R MS-1-004-004-S72R MS-1-004-005-S72R MS-1-004-001-S72R
F The above restraints do meet the requirements of MEB 3-1, paragraph 13.1.b (2) EQ9 + EQ10 6 0.8 (1.2Sh+bI a It should be:noted that'the intent of MEB 3-1 is to. consider primary,; secondary and fatique effects in defining break and crack exclusion areas. Primary effects are considered in
- Equation-9 and hence local membrane stress should be added to the general stress.For Equation 10, however, secondary and fatigue effects are considered,so the total local-stress in-cluding local bending should be added to the general stress.
Problem 1-10B, Support FW-1-098-004-S62R Ref: As-Built Stress' Analysis Calcuation Book, Calc. AB-1-10B Equation 9 (Primary Stress) General Stress from "ADLPIPE" = 5610 psi Local Membrane Stress = 318 psi Total Membrane Stress = 5928 psi Equation 10 (EQll-EQ8) (Secondary Stress) General Stress from "ADLPIPE" = 11946 - 4802 = 7144 psi Total Local Stress - (0.673-0.072) 2198 = 1321* Total Stress = 7144 + 1321 = 8465 psi Equation 9 + Equation 10 = 5928 + 8465 = 14393 psi Allowable = 0.8 (1.2Sh+3) a = 37400
- Note Local Membrane Stress =
' (EQll Actual-Load - EQ8 Actual Load) x (Unit Load Combined Stress Intensity from "CYLNOZ")
4 9
f. l l
-Problem 1-10C,' Support AF-1-17-002-S62R
~
Ref: As-Built Stress Analysis Calculation Book, Calc. AB-1-10C Equation 9 (Primary . Stress): General Stress From "ADLPIPE" = 6360 psi Local Membrane Stresn = 645 psi Total Membrane Stress = 7005 psi Equation 10 (EQll-EQ8) (Secondary Stress) General Stress from."ADLPIPE" = 7023 psi Total Local Stress = 4837 psi Total Stress = 11860 psi Equation 9 + Equation 10 = 7005 + 11860 = 18865 psi Allowable = 0.8 (1.2Sh+3a) = 32400 Main Steam Problems The main steam break exclusion area welded attachments were sur-veyed. In most cases EQ9 + EQ10 stresses were low but in a few cases these stresses approached the allowables. The worst case by far was support MS-1-003-006-S72R on Problem 1-23C, which was highly loaded and had high unit load local stresses as well. Additionally, this was the particular support questioned by CYGNA, so.it is fitting that this one be addressed in detail. Problem 1-23C, Support MS-1-003-006-S72R The following approach was taken to alleviate the overstress con-dition in the problem: The pad dimensions.are 50.27 inches circumferentially by 3 inches longitudinally. In the analysis, a circumferential pad length of only 12 inches was used. This was to satisfy the requirement in CYLNOZ that py /p 4* pad dimensions) .2 ThisIEfict'#E? is proportional icIously to the small pad size ratio ofthe penalizes the analysis greatly because the load is distributed over an area that is much smaller than in the actual case.
.This analysis was rerun increasing the longitudinal pad size from 3^to .4.3 inches. This allowed a circumfarential pad size of 17.2 inches.- Though'the increase from 3 to 4.3 inches is unconservative, the 43% increase allows a circumferential dimension that is closer to reality, though still.approximately 66% small on the conservative side. The total area of the pad used in the reanalysis is 4.3 x 17.2 = 74 in.sq. The actual area is 50.27(3) = 150 sq. in.
The load then is still being distributed on an area only one half of the real area which gives a-ficticiously high stress. This justifies the dimensional change. k The results of this analysis for a 1 unit load are: Combined Membrane Stress Intensity 70.94 psi Combined Stress Intensity 225.68 psi Recalculating the stresses for break postulation: Equation 9 (Primary Stress) General Stress from "ADLPIPE" = 8267 psi Local Membrane Stress = 70.94(62.91) = 4463 psi Total Membrane Stress = 12730 psi Equation 10 (EQll-EQB) (Secondary Stress) General Stress from "ADLPIPE" - 12795 - 7622 = 5173 Total Local Stress = (101.539 - 11.048)(225.68) = 20422 psi Tctal Stress - 5173 + 22264 - 25595 Equation 9 + 10 = 12730 + 25595 = 38325
.8 (1.2 S h~+ 8a)
= .8(1.2 (17500) + 26250) = 37800 psi There is still a 1% overstress. This could be alleviated by further increasing the longitudinal pad dimension, but this is not advis-able because the analysis should be kept as close to the real di-mensions as possible. Another way to further reduce the stress would be to combine the general and local stresses acting at a point more precisely.ADLPIPE simply takes a vector sum of X and Y bending moments whose resultant will be on some plane other than the edges of the welded pad where CYLNOZ combines stresses. By combinina the stresses accurately at the points of interest (i.e. locations A,B, C,D, of CYLNOZ)'a significant reduction in stress can be realized, often upwards of 20%. The calculation is rather lengthy and will
7
-5' not be shown here, but will be provided at your request if needed.
In conclusion, it can then be readily demonstrated that all welded attachments' satisfy the intentfof MEB 3-1 for-break and crack exclusion areas even if local primary and secondary stresses are pfoperly. included. Concerning the one main-steam welded attach-ment it should be further pointed out that a finite element analysis distributing the load over the proper area should yield a stress level well below the allowable limits. 4 9 l
g.- 4 t
- 1) RESPONSE TO CYGNA
_ SUPERPOSITION OF STRESS AT MULTIPLE WELDED ATTACHMENT POINTS
-In response to Item No. 1 in the telecon.(dated June 28, 1984) between H. Mentel and.F. Colucci of G6H and L. heingart, N.
Wi1Jiams and J. Minichiello of CYGNA,.we have reviwed the 13 locations containing multiple welded attach;nents ut the same pipe location. Out_. study has shown that the stress levels are-within an acceptable range. In general, local stresses at welded attachments decay very rapidly with distance from the attachment / pipe weld. Finite element analysis we have performed, for example, shows the following typical stress distribution. l ,,' N ( . 6 , tt'
-:<n:-i L, t. T7-p- .
> .f 3 .-
j
; e\ :. r, Si b:,2 ,O The peak value decays to less than 1/2 j ll* away from the edge of
( tne pad. If a 22* space is maintained netween attachment boundaries then (usually the case-see case (2), supports CC 158-407, 403, A43K for example) then even superimposing stresses would give a valve less than either peak. j r "h :: .': , ; $ l '~h-
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, < s . ,,
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. Response _to CYGNA 2_
Notwithstanding the.above considerations we have examined each of l,- the 13~ multiple location attachments individually, saperimposing j peak stresses conservatively if the same components were non-zero ! at neighboring-edges. 'Results are . summarized below. Detailed doc ~umentation'is' included ~as an attachment. l l i. I l 1 I
+ -
1 I? E C EIV E D g i Corhmunications p_y,fa ANT JUL 2 au Report 11111ll11116lll1I1111111111111
. 4 ??tgr2 gry:g..,g j
# """' R N'aa confuence n.pon Texas Utilities Comanche Peak Steam Electric Station 84042 Independent Assessment Program - Phase 3 June 28, 1984 Pipe Stress Review 11:15 am Cygna - SFR0 Participants of H. Mentel, F. Colucci G&H L. Weingart, N. Williams Cygna J. Minichiello Required item comments Action ey
- 1. WELDED ATTACHMENTS In the course of performing expanded review of local stress calculations for welded attachments, Cygna observed that there are a number of instances where four trunnions are placed 90 0 ,
apart from one another. The two across from one another are l considered to be one support. The local stresses from the l resulting two supports are not combine <1. Cygna believes it is ; necessary to consider the combined effects of the two adjacent , supports. The following list, compiled by CYGNA, consists of all of the instances of this configuration for Unit 1: l Pipe Support Mos. Problem No. i CT-1-076-409-C82R .e74- AB-1-35A CT-1-076-403-C82R CC-2-158-407-A43K -' AB-2-63B
%- CC-2-158-408-A43K
- )-
4 3. CT-1-013-406-C82R ,;.; AB-1-35A CT-1-013-420-C82R " e CT-1-013-411-C52R ,- AB-1-35A CT-1-013-422-C52R g CT-1-014-415-C72R , f '., AB-1-37W CT-1-014-416-C72R signeo p.g, of
/rb 1 2
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- c=
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_ Uc't7oUr g Comments AB-1-3 N E h CT-1-014-413-C82R 7o7 3 CT-1-014-414-C82R
" &I AB-1-167F 00-1-090-002-S655 -.
D0-1-090-001-565K - 75
?I AB-1-167C
= h D0-1-089-003-5655 DO-1-089-004-565K 4t3
-'I- AB-1-167C D0-1-029-001-553K g DO-1-029-002-543R AB-1-154 FW-1-097-020-C62R - - P I FW-1-097-019-C62R - '3
) S C 2- AB-1-153 ( 11. FW-1-096-020-C62R - FW-1-096-021-C62R - 3:' [
- #4 FW-1-096-022-C62R
~-3 AB 76B
- 12. MS-1-151-046-C52K -
MS-1-151-047-C52R e c r-i AB-1-76B h MS-1-151-034-C52R ' MS-1-151-035-C52R _ - 2 e5 [ Please provide either an evaluation of the above concern or
- justification for not combining the local stresses.
p 2. MASS PARTICIPATION - In a brief discussion of the GLH letter of 6/26/84 regarding the plan of~ action for resolving the mass participation question, , CYGNA confirmed that the missing mass option in ADLPIPE version
- 2D34D is fully automated. G&H plans to send an additional F response containing the selection of stress problems to be rerun
- on the Cygna computer. Mr. Mentel will notify Nancy Williams when and who GLH will send to Boston for the re-analysis.
k C 3. WELDED ATTACHMENTS IN BREAK EXCLUSION ZONES ~ G&H understands the logic presented in the CYGNA letter 84042.009 to R. Ballard dated June 27, 1984. G&H will follow-up and check the points with welded attachments considering the localized bending effects. [
- 4. STEAM FENERATOR LOCA DISPLACEMENTS
[ G&H has received the telecons between CYGNA and Westinghouse regarding LOCA displacements used in the main steam piping analyses. CYGNA will get back to G&H this afternoon to discuss what actions are required to resolve this issue. =
h . RESPONE'TO CYGNA 84042-6.28.84, PARAGRAPH 1 PIPE STRESS REVIEh - Welded Attachments CYGNA 84042-6.28.84
-1. " Supports CT-1-076-409-C32R CT-1-076-403-C82R Stresses resulting from both supports and ADDLPIPE are to be combined. Calculation sheet is attached.
Total local stress exceeds. allowable by 3% in Eq. 9,Is acceptable since the calculation includes all peak stresses as produced at the same point - Actually, locations of high stressed points of the two supports differ by 0.8".
- 2. Supports CC-2-158-407-A43K CC-1-076-408-C32R No combination is needed.
Support -40"- is transversal and the peak stress is at Point A while Support -408- is longitudinal and the pesk stress is at Point B. Local stress cepicted at Point C 1s 26to. Note: Even combining stresses they will be well under allowable.
, Los B
~
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. . +
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. Response to CYGNA . 3. Supports CT-1-013-406-C02R CT-1-013-420-C82R Stress combination is attached. Exceeds 7.2%.- Acceptable.
- 4. Supports CT-1-013-411-C52R CT-1-013-422-C52R Stress combination is attached.
- 5. Supports CT-1-014-415-C72R CT-1-014-414-C82R In this case '.he analyst has already combined stresses from the two welded attachments.
- 6. Supports CT-1-014-413-C82R CT-1-014-414-C62R
/ In this case the analyst has already combined stresses f rom the two weloed attacnments.
- 7. Supports DC-1-090-001-S65K DO-1-090-002-565S Stress combination is attachec.
OC1
- 8. Supports DC-1-0$$-003-S65S 1 j DC-1-089-004-565K i-48 N
No combination is needed. \C__ Support -003- is transv:rsal and Od# peak stress at Point E. aut -004- / is longitudinal and peax stress at "A" (at "C" no local stress) 9 Support DC-1-029-001-S53K DG-1-029-002-S43R i
- a. BRH of -002- says "not installed" j t
- b. '. per cc:rd inate there in ct A
- :: . n s q .5 . ' . .D r u r~ e - .., -
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c._ -002- is a clamp (not a welded c es j attachment). CCL I ! 10. Supports FW-1-097-020-C62R FW-1-097-019-C62h 1
'i
~
Response to CYGNA:- J Stress combination attached. 11.-Supports FW-1-096-020-C62R FW-1-096-021-C62R FW-1-096-022-C62R Stress combination attacned.
- 12. Supports MS-1-151-046-C52K MS-1-151-047-C52K Peak stresses due to the two supports are located 90 apart (on thetovWesn ) . No need to be added.
- 13. MS-1-151-034-C52R MS-1-151-035-C52R Stress combination attached.
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