REGULATORY INFORMATION DISTRIBUTION SYST, (RIDS)
ACCESSION- NBR:8109110409 DOC ~ DATE". 81/09/09 'OTARIZED; NO DOCKE1T' FACIL<:50.-389 St', Lucie Planti Unit 2~ Florida Power L L'ight" Co., 05000389 iAUTH,,NAME AUTHOR AFFILIATION UHRIG PRO E ~ Florida Power L Light Cb, RECIP ~ NAME RECIPZENT AFFIL1IATION ELSENHUT'iDDG. Division of Licensing SUBJECT':: Forwards responsees to NRC'equest, for addi info re FSAR. Q Info will be~ incorporated in future amend. DISTRIBUTION CODEl: SOO1S COPIES RECEiI TED:LTR $ 'NCL g SIZE:: 'Q+Q TiiTLEt: PSAR/FSAR AMDTS and. Related Correspondence"
NOTES:
REC IPIENT COPIES RECIPIENT COPIES'TTR IOi CODE/NAMEl LTTR ENCL" ID CODE/NAME ENCL ACTION:: A/D LICENSNG 1 0 LilC BR ¹3 BC 1 0 LIC BR ¹3 L'A 1 0 iVERSESiY ~ OQ 1 1
INTERNALI: ACCID E1VAL BR26' 1 AUX SYS BR ?7 1 1 CHEM EGG BR 11» 1 1 CONT SYS BR 09 1 1 CORE PERF BR 10, 1 1 EFF TR SYS BR12" 1 1 EQUIP QUAL BR131 3 3 FEMA REP DIV 39 1 1 GEOSCIENCES 28 ?', 2 HUM FACT ENG 00 1 1 HYD/GEO, BR 30. ? 2 ILC SYS BR 16 1 1 ILES Ob' 3 IE/EPDB 1 1 36" 3- 3 LIIC GUID BR 3335'E'/EPLB 1 1 LZC QUAL- BR 3?' 1 MATLT ENG BR 17 1 MECH ENG BR'8 1 1 MPA 1 0 OELD 1 0 OP. LAIC BR 1 1 SYS BR 19 1- 1 PROC/TST REV 203'O'~lER 1 1 QA BR 21i 1 1 RAD ASSESS 1 1 BR?2'EAC SYS BR= 23( 1 1 01 1 1 SIT" ANAL1 BR 24" 1 1 S ENG BR25. 1 1
EXTERNAL1: ACRS li 16 16 LPDR 03 1 1 NRC PDR, 021 1= 1 NSIC 05 1 1 NTIS 1 1
TOTAL NURSER OF COPIES REQUIRED: L1TTR 62 ENCL 57 0 lf
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I FLORIDA POWER 8i LIGHT COMPANY
September 9, 1981 Letter /iL-81-394
Office of Nuclear Reactor Regulation Attention: Mr. Darrell G. Eisenhut, Director Division of Licensing U.S. Nuclear Regulatory Commission Washington, D. C. 20555 Dear Mr. Eisenhut:
Re: St. Lucie Unit 2 Docket No. 50-389 Final Safety Analysis Report 'e uests For Additional Information
Attached are Florida Power & Light Company (FPL) responses to NRC staff requests for additional information which have not been formally submitted on the St. Lucie Unit 2 docket. These responses will be incorporated into the St. Lucie Unit 2 FSAR in a future amendment.
Very truly yours,
Robert E. Uhrig Vice President Advanced Systems & Technology REU/TCG/nlc Attachments cc: J. P. O'Reilly, Director, Region II (w/o attachments) Harold F. Reis, Esquire (w/o attachments)
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', Si09ii0449 SiO'F09 PDR ADCICX OSOOOSS9 ~A PDR HELPING BUILD FLORIDA Attachment to L-81-394 September 9, 1981
A. . SEB audit items f13, 4, 5, 8, 14, 17, 21 and 22 and some information on turbine missile evaluation.
B. Attachments to SEB meeting minutes held on September 3, 1981.,
C. Unresolved safety issues (Appendix C).
D. Evacuation time estimates for the area near St. Lucie Station.
E. Primary coolant Isolation valves.
F. Chapter 8.3 — SER item — Isolation devices (revision).
G. Response to requirement stated in PSB-1.
H. Chapter 8.3 — SER item — Containment Electrical Penetrations.„ I. Revised response to Question //36. J. ,Clarification of FPL's position on the containment minipurge valve qualification.
K. A statement which corrects an PPL letter number.
L. A statement which explains our submittal to the NRC on the subject of geologic concerns with the Hutchinson Island area.
Si09iiO449 I Heview rrethcd for reinforcing steel design fran stress output of finite element ccaputer analysis. Justify treabrent of elaaents as a hmmgeneous material. Clarify/justify assumption tImt trea~t of elm
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SUBCASK 1 00 h ~ CRACKING ANALYSIS ELENENT FOR C K S EEO -- .HX ...... IIY.... HXY NX .. HY HXY .. J,. CRACKf YX YY HETA AYD D THETA~AYD 494 STY 1 AVG STN 2 ««« CR4C(2 «««««02« 052 h I L7 . 4 ~ 297289E400 7 ~ 471556K+01.. 3 ~ 475581E 10.... 2,811931Etp 1 .. 7 ~ 2285460E402 . «7 '45763K«09 '0001 21111 11000 - 4 ~ 001777K 11 «1 ~ 332610E 01 0 ~ Ktpp 0 ~ Etpp . 5.5ruaOBE-04 a,493193E-Oa 00000 11000 Q,OI pplfl 3 . fa -4.227865E400. -7,2952447K402. -3.036491E-10 -2.803381Etpi. -7 ~ 0~2532E402 8 'l3539E 09 ... 00001 11111 11000 1'1 3 ~ ?74181K «1 ~ 440013E 01 0 ~ Etpp O,E400 .5,5r3099E ou a,521967K 04 OOOQO 00111 11000 I 4.1?ao43Etoo 7,,109797Etol... 2.a255762 10 6.9"6'263E'.01.. «8 2.7965322tDE... ' '84797K"09... 00001 1111 1 11000 0 001777E"11 1 336312F. 01 0 Etoo 0 Etop 5>2329K 04 4,532966E-oa ooooo 00111 liooo 7108 CI I I' 2Q 4 20094&K400 ... 6 ~ 949572E402. 2 's2974E 10 . 2 '95647E+Ol. 6 9ni44?E+01' '20662K, 09 00001 11111 11000 0 .... ~ 093170E.11 «1 ~ 166946K" 0 5 01 OOK400 0 '400 5 ~ SI38378E»pu 48547335K«04 00000 00111 11000 0 2! 4,2074604tao. 6,778349Etol.... 2,144395E 10 2,800380Etol „ 6,046333E+Ol 8,56?5032 09 . 00001 111 11 11000 "1 4 ~ 365575E 2 1 «1 ~ 05 1 36 1E 01 0 ~ E4 op 0 ~ E400 5 ~ SI34234E-04 4 ~ 564808k»04 00000 001 11 11000 al t23 22 a 4-38.aalEtaa -6..596.o2TE+ol, -1.65a593E lo 2.0106062901 6 7403.73Etol, «8 ~ 718570E 09 .. 00001 1 1 1 1 1 11000 0 a.365575E 11 9 444651F. 02 Q,F400 0 ~ K400 5 '698840E-04 4 '00000 O:< ~ 583806K 04 pplif 11000 0 23 4.664201Etoo: 6,405770K+01 . 1.311930E 10 2 ~ 826995E+01... 6.63022862;+01 8,881325K 09 . 00001 1111 1. 11000 0 I' 5 '20766K fi «S.a6S573E 02 0 '400 0 Etpp 5 5'32896K 04 4 ~ 603369K 04 00000 00111 11000 0 0 Yl 24 4 ~ 939144E+00 6 ~ 203740E401... «1,645296E 10 «2 ~ 846954Etol 6 ~ 478059E401 9 'SSSlaE 09 00001 11111 11000 «2 1 '10383K 11 ~ 08221?K 01 0 ~ Ktop 0 '+00 5 'a3640E Ou .4 ~ 622050k«04 00000 00111 11000 Q 9 ~ 2S . 5.491678E+00 ..-5.897397Etpi ..., 30371624K-10... 2.893lesE+Pi «6.3699266K+Pl .«9.642727k-09 00001 11 lll 11000 3 '37979E 12 7 '86327E 02 O,E400 O.F400 5 '.~023?E»04 4 '87708K oa 00000 ~ I 01111 11000 .26 . 6 ~ 488871C,+00 5 ~ bsllbooE402, 2 '97405E 10 . 2 '71113E+01 6 f33908E402 9 '18031K 09 O'0001 11111 11000 0. 2,9282?9K»10 1.167801K-01 Q.E+00' ~ Etpp 5.506768K-pu 4.690167K-04 00000 01111 11000 0 I 7 5 ~7 331795K+00 '70637E401... 3 '68380K 10... 3 ~ 031183Etpl.. 5 ~ 77889OE402 . 80544238E"09 .. 00001 11111 11000 3 '29017E»10 "5 '40127E«01 0 ~ Ftop 0 5 '742929K Qu 4 04 00000 0 >t 'tpp '90359E Ollll 11000 6 2ba<43E400 5 ~ 04924IIE402 28, ?.,225161E 11.. 2 ~ 928947K401 59249663E401 6 ~ 964093K 09 00001 11111 11000 b,o39nasE-io -i,ua?sa?Ktoo o.Etoo 5 '259554K 04 4 04 o,Ftoo ~ 641643K 04 00000 01111 11000 9 4,9500342"Ol . 4,8011492+01 ... 0,6a5666E 10. 2,397044EIOE 4,5787272+01 «5,440026K 09 .. 00001 11111 1 1000 1.0768a2E 09 2 ~ 979944E400 40;Ktpo O,K+00 5 '77939K 04 a,57so2eE-oa ooooo oollf liooo 4 > ...30 . 7 ~ 4 5435asE400 ~ 572014K+01 2,607515K 09 . 1 630397E+01 4 2>7258E+Ol 5,922040K 09 00011 11111 11000 0 1 ~ 426088E"09 «3 ~ 856427E400 IJ 0 '+00 0 ~ Etpp 5 '45058E Ou 4 ~ Sus573E 04 00000 00111 '11000 0 31 ..1,5!!5711E+01- 4,2661292+01.. 3 ~ 920135E 09.... 9,06T148E+00: 4 410777Etol 1 ~ 106623E 08....00111 11111 1100Q ' 2 '9742SE-09 «2 '252396K+00 pic,+00 0 'tpo btfts7927E»pu 4 ~ 671700E Oa 00000 01111 11000 . 32.. ..2,735640K+02... 4.60850t E+of 2,249So1E-oo - .. ..-1.3a6263E+01 -6.2~7332E402 1.847o93K"oB 011 11 lllll11000 «28120942E 09 2 ~ '0 187763E+00 0 '+00 ~ Etoo 6 'l6046K 04 5 '84658K 04 00000 111 11 11000 33.. .4 ~ 842779K+pl 5 '22849K401 2 '76165E OS.. 2 975517E+01 1 08'4775K402 «5 '37743K»08 .... 01111 11111 11000 2 ~ 40353?E O~ 1 ~ 03235?K402 0 ~ Etpo ODE+00 9 6 '50305K"04 6 ~ 017336E4904 00000 111 11 2 1000 A 0 ST JCIE UNIT 2 SHIELD BUILDING STRESS ANAI YSIS 2 NONL INEA AUG ~ SKP > EOOBER 82 1981 NASTRAN 8/26/81 44 SHIELD BI.DING AXISYHHETRICAL HODEL ~ ],akD t ] 77cLL t ] ~F 3~7 t ].9tK~ SUBCASE I 0 6$ CRACKING ANALYSIS ELEH ENT FOR C E S ~ 'l...... EIO ...NX ...... NY NXY HX HY HXY . ...,„ - CRACK1 VX YY THETA»AVG D«THETA«AVG 4VV STN»l AYG STN"2 ««««»«« CRACK2 «««««02 g ~ ) '3 30 5 330705890L- 2.3792322901. —0.380293E 00 . 5,306001EOOS . 7,690780E901 «4'0 956869K 08 ] 1 1 1 1 11000 000. —1.41590]K o8 3,69411?K+01 4,4407aaK 08 7,69]595E 08 6 Si4516E 04 6 Oa '11987E 00001 11000 000 ~ r .35.. . 3 574560Ktol .. 2 '86173Etoi ... 2 '53937K 09 . 1 ~ 3~7798Eto] . "5 '52272Eto] «1 ~ 185255E 08 ... 11111 11111 11000 000 . 7.9e5355E-o9 «1.334766Etoo o,Ktoo . Q.Etoo e.en8481E-oa 898093E"oa 00000 00000 00000 000 Er I'V 6 2,586337f+OL 2,868599„903 .. 0,01072SE 09 . 9,675030EOOS 6,0009002907 ,«6 ~ 3236]QE 09 ... 00111 11111 11000 000.. ~ = r 6 941264E 09 5,705106Etoo 0 K+00 O,Etoo 5 ~ 9io?44K 0 I ',sao]35E-oa 'oooo 00000 00000 000 »72 37. 6 95799]Ktoo.. 4,360393K+0] 6 '26905K 10. 1 ~ 922829Eto] "3 '"4445Etoo 1 '42923K 09 00001 11111 11000 000 9 ll 2 '64864K n9 ]2896"K'too 0 Etoo 0 'too 5 '47134E"04 4 ~ 445596K"04 00400 00000 00000 000 h] 38 2,079000290l 0,6900228+07.. 0.650031E 10.. 2,7006002907 ... 1,3h07202+01 3 '10512F 09. 00000 111]1 11000 000 . »1 ~ 89 1 7ll9E 09, b. 782593E+ 00 0 ~ Et op 0 ~ Ft 00 5 047635E 04 4 ~ 376953E 04 00000 00001 11000 000 Er»9 ! 2 «4 ...39 3 ~ 362318Etol «4,098531Ftol .. ~ 878643K«10..«3 ~ 750567Etol «2 ~ 8.c3824Etoi «1 ~ 5502?9E "09, 00000 11111 11000 000 «] ~ 2951?OE"09 3,681500Ftoo 0 'too 0 '+00 4 ~ Sv2093E»04 4.500025K-Oa 00000 00111 ]1000 000 40 F 78]529Eto] 3 '0603]Ktol .. 9 668602E 10 ... 4 '21502Etoi,... 3 ']574SKto] «8 '02306E«09 .. 00000 11111 11000 000 «1 ~ 018634K 09 15592249Etoo 0 ~ Ktoo 0 '+00 4 'b4948E 04 4 ']8794K Oa 00000 01111 11000 000 . . 41.. . 3 '07437Ktol.. 3,873976Ktoi. 1,089266E"09 4. 133]50Etol . "4.2]9499Eto] «1 ~ 39423]E"08 00000 1]11] 11000 000 3 '01421K 10 3 '9739]K"0] OSEtoo 0 4 ~ 8v4883E 04 Qa CE~ 'too 4 '676Q]K 00000 0]1]1 11000 000 ..42 3 4854?4 tol... 3 87]90ZEtoi . 9 ~ 551280K" ]0 . 4 ~ 007093Etoi 4 43081]F+0] «1 ~ 680134E«08 00000 1]000 000 3 '92460E ]0 8 '96876E-02 0 'too 0 4 ~ 9 5]546K 04 4 '44477E 04 00000 ]1000 000 ck 'too 43 3 «4 .. 3.3056]PE+0] . ~ 787053Ktol 9,821144K 10 .. 3 876837Etol ~ 3v]697Ktol «]97]4624K 08 00000 11000 000 ', «1 ~ 804437E 09 ~ 677409E 01 0 '+00 0 'too 4 ~ 961217E 04 4 '60397K 04 00000 11000 000 ~ P ' 44 3 174103Ktpl 3 ~ 784603Eto] 7 '28943E 10 . 3 '76773Ktol 4 ''33870Eto] «1, 425776K»08 00000 11111 11000 000 2700+9K 09 „.... 0 ? ],630912E Ol 0 '+00 0 'too 499h7846K»04 4.840897K 04 00000 01111 11000 000 45 .. 3 2 '300?7Eto] '63938Eto] 8 '74]76E 10 "3 '75133Etol 3 '2'2]49Eto] -9.4946]QK-09 00000 111] 1 l]000 000 Ii ? ~ 21189]E 09 3 ''}0395K»01 0 '+00 0 'too 5 '?3458K"04 4 '72552E 04 00000 0]1]l 11000 000 ae «2.2033?6Ktol.. 3 ''95040Etol.. 4 ~ S81966E 10 .. 3 '75058K+01„, 2 '~3523K+0] «4 '06173K 09 00000 11111 11000 000 . 09 2 '95476E 59794]2]E Oi Q ~ FStOO O.K+00 5, lv0806E 04 4 ~ 629625K 04 00000 00011 11QOO 000 I 47 . 8 '51]67E+00 3 '3]060Kto] 1 ~ 611178E 10 «2 '2Q892Etol "2 '~]033Eto] «1,10992]E 09 00001 11111 11000 000 \ 1 ~ 8626aSE-09 '-". 2.906786K-Q]'aK+no 0 'tpo 5 '1]4]2E»04 4 ~ 5319bOK»04 00000 00000 01000 000 Ls P . 48 1 306655E+01 4 ~ .. 7689]?Fto1 3 ~ 912879E 09. 2 ~ 422393Etoi «1. ~ 237475Eto] «8 ~ 915879E ]0 .... poli] i]111 11000 000 ~ ?. 793968K 08 3 '634]SEtpo 0 ~ ES'00 O A K+00 04 V 6 '}2275E 4,4156eSE-oa ooooo ooooo ooooo ooo :. «* DIAG . 8. HKSSAGK.» ... TRAILER FOR DATA BLOCK OKFCA1 760 ' 6 8] c2*t DIAG 8 HESSAGF- DATA ««TRAILER FOR BLOCK OELSCA 1 798n 81 >SA ST ~ UCIK- UNIT 2 SHIELD BUILDING STRESS ANALYSISENONLINE AUG ~ SEP f.l——1.4cO-t-f.?>LL-t- 1„3*T. t-f.o~E...... SUBCASE f. ~, I CRACKING ANALYSIS HAX IHU H u.LEHE NT8 TRES SK 6 KIOLIO Z HFLAG SIG X SIG«Y SIG«XY BIG«1 IG 2 THKTA TAUHAX 9 1 ill—1,0520 eoo 1 .6,23,9ZE 15 (l 948675903+.. 3,497665 06 1 92286?E403 3963798K«12 9 ~ 00000E+01 ~ 74336K«02 13 1 ~ 2063E400 1 Q«2 '8496K+03M O A K+00 0 '+00 0 ~ E«00 «2818498E403 9,00000K+01 1 ~ 09249E403 «1 4 «795000E 01 2851517E402 2,09331E 15 8,29406E 07 4.5~74?E 13 2 '15 2E+02 9,00000itpi 1825756K402 Po . . . f «1 ~ 5000E400 . 1 «2 ~ 84411E402 «1 ~ 55602K«15 ~ 55253E 0? 9 '"495E 13 2 ~ 844ffK402 9 ~ 00000E+Ol 1 ~ 42205Etpi? 2 f'5 1,05202+00 1 4 ~ 87203F 16 1 ~ 51226K+02 2 '1438c«07 1 8 51226E402 4 ~ 5a7a7K 13 9 ~ OQODOK+01 7.56141E+Ol i" 13 «1 2063E400. «1 - ~ 0 ~ K+Qp 0 ~ Eepp 1.5ua31E+03 . 9000000F401 7 '215?Et02 ~ -1 —~ 54431E403 0 Etpp lf 1,350DE400 1 ? F 9752?F.tpf 5,72940E 16 2,53721K 07 «202737uE 13 «7 '7527K401 9 ~ 00000E+Ol 3 '6?bui401 1 1 ~ 5000K400 3 2 ~ 16624E+QZ 6 69666K+01 8 1426E 08 «6 ~ bvbbbitpf 2 '6824K+02 9 00000E401 T,uoZBSE401 i'ei ' 3 15 t,pS20E 00 1 5,38328E-15 1.67097E403 2.9'9922E"06 1 ~ 6709?K403 7 '7596K 12 9 ~ Qpppphtpf 8 ~ 3548?E402 13 -1.2063E400 1 «7.860<2K+02 P.E+00 O.E+00 0 '+00 -7.86092E402 9 ~ OPODOK401 3693046E402 10 1 ~ DSOPE400-. 1 - 1 ~ 34243E400. 1979919E 15 1 ~ 67059E 0? 10323243E400 «2 '3163K lu 9 ~ 00000K401 .. '60/1215K Dl 1 1 ~ '5000E400 3 1,41564F40P. 1 72495E+02 4 ~ 85270E 08 «f ~ 41564E+QZ 1.72495E402 0 ~ Etpp 1.54656Etpf 1 4 15 ..1,0520E+00 ..1 4 ~ 2391?E 15 . 1 ~ 31584E403 2 ~ 36179E 06 1.3158ai+03 "3,63798K 12 9 ~ OODPOK+01. 6 '7921E402 - 14 «1 ~ OSZOKt 00 1 «2 ~ 324 43F„15 «T ~ 21505K402 «1 9 29502K«06 «1 ~ 8189OE 12 «7 ~ 21505K402 O,E400 3660752K+OP. ~ 286: I 6 «1 ~ 5000K«pf 2 0 'tpp 0 ~ E«00 O.K+00 O.E400 0 ~ K«00 9 'ppppEtpi «1,7763DE«07. «1 «1 «7 . I ( I ~ 5000E+Op. "3, 7 ~ uoph?Etpf . ~ ST100K402..- 1 ~ 275?OE" 0 4"067E401 1 ~ 57100E+02 0 '+00 . 4, 10967K+Of ic 5 fS 1 ~ 0'520E+00 1 2 '9045E 15 8,35119K+02 1 ~ 49695E«06 8 ~ 369119K+02 3 '3798K 12 9 'PQPQKtpi 4.17560E402 14... «1,0520E400. 1-—.«2 '2791K"15 . 6560504K+02 «1 ~ 18553E«06 «1 ~ 81899E" 12 «6 '05puit02 O,E+00 3 '02526402 4 7 '000E Ol = 3 5,64607ctpp 5 '4046E+01 . 1,21068F. 08 5 '460?E400 -S,aapaeitpi O.E400 3.002SuK401 - 1 «f ~ 500QE400 3 «4 ~ 06835Etpf «1 ~ 29018Et02 2 '8169E«06 4 ~ 06835K+01 «1 ~ 29018K402 O.E+00 4 ~ 41673K+0 1 6 ~ 9 6 fb 1 ~ 2063itpp 1 8 ~ 79775F40Z 0 ~ Ktpp 0 ~ K+00 8 ~ Tv?TSE402 0 ~ E400 0 ~ E+00 4 '9867E402 I 1,05ZDE400 1 1 ~ 8828?K 15 5 '4444E+02 1 Ouop lK 06 «1 ~ 81899E«12 5 Buaaait02 p,citpp 2 '2222c+02 I'; . . 4 «7 '0POE Of. 1 0 ~ Etpp . 5 '9519E401 .. 9 '2275E"10 0 ~ Eepp «5 '9519K+pl 0 ~ Eepp 2869759E+Ol -1,5000K+00 -3 :2.8426OK401 «1.05510K+02 4.21?ZZE-09 «2 ~ 822260K401 «1 ~ 05510Et 02 O.K400 3 65411E401 I 16 ..!.2083Eeoo l. 8.66236EeD2, O.E+00 ....O.EeoD 8 603236E402 0 ~ Etpp" 0 'tpp 4 ~ 33118K402 14 1,VS208 F 00 1 1,707115 15 S,ZOOIIOE402 9,570935 07 «1 981899K 12 «5,29888E+02 0 AT E+00 2 'uouui402 leo 4 -7,5000K Ol «1 O,Et00 5 ~ 13616K+01 - '6 ~ 59217K 10 0 of epp «5 '3618K+pl 0 '+00 2 '6809E+Dl 5000E400 . 3. 2 ~ 77490Etpf 9,Z3681Ktpl 2,faaaSE 09 2 '7490K+Of »9 '3881F.tpf 0 ~ Etpp 3 '3195f,tpf O:" . 8 le fe2083F400 1 6,30965F402 O N E+00 O.K+50 8.34965E402 0 AT E+00 O,Et 00 4 '5463Et02 1 4 «1 ~ 4520K400 ~ .1 «1 9 61784K«15 . 50021?BK402 9901355K 0? 9.PvuOSK-13 «5 '2178FtpP. ',F+00 . 2851089F402 .4 «7 ~ 500Q Ol «1 0 '400 911506K+pl 6 '6385F. 10 DOEepp «4 ~ 96508E401 O,K+00 2 '9254K401 .'", 4«B D 1 «1 5000E400 3 3 ~ 11059E401 ~ 66791Etpi 3.3380eE-09 3 '1059K+pl 8. 66791E+0 1 Q,E400 2077866Etpf 9 fb 1,2083E400 1 7,999722+02 O.E+00 O.F+00 7 'v972F+02 f ~ 61899E 12 O,E400 3,99986E+02 1 14 ~ 0520E+00 1 «1 ~ 58365K 15 -4.91568E402 «6982311E 07 9 'va95K 13 «4 ~ 91568E+02 0 ~ Etpp 2 ~ uS78uc402 «7 4 '5000K«01 "3 ~ 8&92?E400 «4 ~ 6074ZEtpl 3 '7014F«09 4 ~ 8799276+00 4 ~ 80742Etpl O.K+00 20648176401 1 «1.5000F400 -3 «3.47258F401 8 ~ 53851Etpl 3.28bleE-09 «3 ''I258itpl «8,5385fitpf 0 '+00 2 ~ 53296K+0 1 181 . 10 }6 . 1 ~ 2083K+00. .1 . 7 '0987E402 0 AT E+00 0 ~ Etpp 70853987K+02 0 '+00 Q,E400 3.90494E402 1 lu -1.0520EiPD -1.58107K-lS «4 '0764E+02 «8 '08?OE«07 9,pvu95E 13 4 ~ 907buE+02 O A K+00 2.a5382"+02 05 ~ 4 «?8'5000K«pf 2 3 F 5020?i+00 -4,82257E401 F 103?TE 09 F 55320?Etpp «4 ~ 82257E401 0 ~ Etpp 2 '3639Et06 .- - 1- 1 5DOOK400 3 7195SK401 «8 .." . ——— —.3— '9945Etpi.. ~ 08774K 09 3 71955Ftpl «8.5994SE401 .. Q.E400 Z,a3995KtD1 ~ ~ .- % ~~~i&9t~M~FPO /t 7 PAGE - 46- .ST ~ LUCIE UNIT 2 SHIFLO BUILOING STRESS ANALYSIS>NONLINEAR~ AUG SEPtEEEBER Bi 1981 NASTRAN 8/26/81 SHIELO BLOING AXISYHHETRICAL HQOEL ~ ~...1 SUBCASK 1 a*a t ).?~LL. tW 3A.~ ).9*K ~ 9 6 C R A C K I N GC A N A L Y S I S NA X I HUH t L EH NTSTRFS S,E 9'IOLIO Z HFLAG SIG X SIG Y SIG«XY BIG«1 S)G«2 THETA«1 TAUHAX 0 3.86324Et02 11 ib 1 ~ 2063Etpo 1 '..7 '2&a9E+02.. 0 'tpp . . 0 'top 7;7'a&49K+02 Q,Etoo '+00 I «4 2 i 14 ) ~ 0520Etpo 1 1 ~ Stt&eaf 15 4 ~ 93114Et02 8,65087K 07 9 ~ 0'2495K 13 ~ 931)4Et02 O,Keop '6557ct02 4 u 82965E+Ol 2 48?a&K+01 4 7 ~ SOQOE 01 "3 1 ~ 452?SEtpp ~ 82965Eto) 2 94961E 09 1 432?BEtoo ~ O.Ktpp «3 F 2 09 3 ~ BE3342Eto) «8 ~ 711?BE+0 O,E+00 2,a3a)SEto1 'EI.. —-—. —1. — 105000E+00» 3 .. 'a34ZEt'01 ~ 8 711?BE+01 . '4732K 1, it O K+00 3,653?6K+02 )Zi')6 1 '083E+00 1 7 ~ 70757K+02 0 'top . 0 '+00 79?v?5?Et02 0 '+00 A .. l45 3.0520„-400 3 3.593513E l5 II,94002 40+2 0,07757E 07 9.0"4952 l3 4,9ae02Ft02. OCE+OO . 2 '730)Etp2 «4 ~ O,E+00 2 +Ol 4 7 ~ 5VPPE 01 «3 1 ~ 23&17Etop 0 8)932Eto) 2,79545K»09 1 25617K+00 81932Etpl '7)47 1 «1.5000E+00 «3 3088020F+01 8078544Eto) 2.80690E«09 «308t5020Etp) «8.78544Etp) 0 '+00 2 45262Etpl Il. ') )3 ie ),2083K+op 7.7)545Ktn2 '.E+oo o.Etoo 7.7)saSE+02 1 ~ 81899F«12 0 'tpp 3 '5772Et02 «4 0 2 '?p&OEt02 ) ~ 0520Etoo 1 1 59)BSE 15 4 94)20Et02+ 8 ~ 66892E 07 1 St899K )2 ~ 94120K+02 ~ Etop 2 7,'bppOE-0) 3 . 1 ~ 37638F+00 . 4 79562Ftol .. 2,65350E 09... 1 3I638E+00 4 '953)ZEto) 00K+00 'bb73c+Ol 2 ~ a&3oSKtol 1 1 ~ 5000K+00 3 3 '73)OK+01 8 80040Etpl 2,66037E O9 3 '73)QEtp) 8080040E+01 O.Etpp 0 . 7 0 0 '+00 3,86369E+02 14.16 . l ~ 2083Ktpp... l.. .,7 '27?aEt02 0 ~ K+00 „ 'tpp '2779Et02 'tpp «4 2045635E+02 )4 1 0520F+00 1 «)058270F. 1'5 4 ~ 91271K+02 8 ')7?BE 07 9 0<495K 13 ~ 9127)Et02 . 0 '+00 ~ 0 E+00 2045392Etpl 4 7 ~ SOOQE 01 «3 1 ~ 6)977E+00 4 ~ 7458&Etpl 2,54S90E 09 1 6)971Ftop 4,7458&Ktp) ~ «3 «8 2 46)53Kto) 1 "1 ~ 5000Etpo . 3 «3 '5346E+01 «8 '7652Eto)... i?955506E 09 . '534&Etp) '7652E+01 . 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UNIT 2 SHIELD BUILDING STRESS ANALYSISgHOHLIHE ~ Si 1981 8126/8) I SHIELD BLOING AXISYMHETRICAL MODEL ~ ! a*n..e..!.e~L!. i.! e .z-! !.ewe..:c . SUSCASK..l A CRACKING ANALYSIS HAXIVU bLEMh WT STRES SES I'„ K IDLIO Z HFLAG SIC X SIG«Y SIG«XY BIG 1 SIG 2 THETA«l TAUt 23 lb 1.2083K+00 1 7 '3335Et02 O,E+Oo 0 ~ Etpo 7 ~ e.e33SKt02 1 ~ S) 899K ) 2 Q,K+00 3.81567EaoZ ..14 . 1 ~ 0520Kepo... ). ...«) ~ 3o)60E 15 a ~ 319SSKe02 «7.7S313E-O7 9 pv495E")3 4 31955c+02 0 'too 2 '5977K+02 I '"e'; a «7 ~ 5000E«0) «3 1 ~ 77522Eepo «4 ~ 00727Etp) le29508E"09 1.77522Ftpp «4.00727Eeol 0 ~ Etpp 2 ~ 09240Etpl . 0 I 1 «) ~ Spoof+op «3 3 ~ 83719K to) «S ~ 03392Etol 1 ~ 28363K"09 «3 83719E+Oi, «8.03392Etol O,Kepo 2 ~ 09836Ktp) ~ ~ 24 15 ) ~ 2043ftpo 1 Tes9687Etp? 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Z6 ib 1 ~ 2083E+00 1 7;aaaaoft02 0 'too 0 EL F+00 7 ~ au490EepZ O.K+00 O,Kepo 3e72245E+02 «1 14. ~ 0520Etpo l. «1,27572E 15 . «3e95294Ea02 -«Te 11305E 07 «9.0v495E«13 «3 '629ac't02 . 0 ~ Etoo ~ ~ 1 '8147K+02 !') a 7 ~ 5000K 01 3 1 ~ 8270aE 01 3 ~ 5o054Etoi 8 '4133K«10 1.8?70aE-Q) «3 ~ 59054Etol 0 '+00 1 e 8044)Kepi Cee " 1 «).'bOOOKtpp 3 «3 '974)Kepi 7 ~ 62255Faol 8 ~ 68475K 10 «3 ~ 9v74)E+01 7,62255K+pl 0 'too 1 ~ 8)257E+Ql ' 27. 16 )e2083Ftpp 1 7 '4530K+02 0 '+0o 7,3u530E+OZ ~ Eeop O,EtOO 3eb726SE«02 ~ Q 14 «1 QS?OKtoo 1 «1 ~ 1971 ) E«15 «3 '1584Et02',Ktoo«e,e69SaK-O7 9 'v49SE 13 «3 '1584Kao2 0 ~ Eapp 85792caPZ 5 4 ~ 5000K 01,, i. 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CRACKING ANALYS I SHAX IHU H t LENhNTSTRESSES - ~ -- ~-- KIOLIO Z HFLAG SIGD X SIG" Y SIG»XY BIG» 1 SIG"2 THETA»$ TAUHAX 2 1 ~ 3SOOK+00 3 7,27725F+00 4 '7185K+01 «6 ~ Beia)E 09 7 '>725Etpo a,e7)BSE'aO) Q.E+00 2eb9979K+0$ 1 »1 ~ SQQQEtop. «3 Re36987E 01 . 5 ~ 30208Etpl .»7e34770E 09 . «4 ~ 388987E»01 »5.3o2DBE+ol .. 0 ~ E+Oo ...... 28629)'?K40) 32 16 1 ~ 2083E+00 1 C.)820772E403~ 0 'tpp 0 ~ Etoo 2"772E403 0 AT E+00 O.K+00 6 ~ 03862E402 »9 4 14, 1,0520K+00 ... ) .. 1 ~ 3284)E 15, 4 ~ 12215E402. 7 39883E 07 'v495E )3 ~ 122)5K+02 . O,E400 .... 2 '6108K+02 1 ) ~ 5000Eooo 3 — ) ~ 6980»F40) 7 ~ 9727SKtol 1 0907)F. 08 ).evap»K40) «7,97275840) P.E400 48835396401 ),5000K400 3 1.69803Etpl -7.9727SEoo) «1.09071K»08 1,6vBO»ctpi 7 '72?SEopi p ~ Eopp aeB»539K401 ~ 4 - 33 15 1 ~ 1146Ktpo 1 S ~ 5098?K" 15 1 ~ 7102?E+03 3 069?SK 06 )871027E403 3,63798K»12 9 'OOOOK40$ 8.55135K+02 14 ) ~ ) ) abEooo 1 2,08638K 15 6 47614E402 1 16240K"06 «)881899K 12 «6 '7614E402 0 ~ E+DO 3 '380?Et02 1-- },DDDD-}DD.—3. 1,81884848} },2844}8482 .. 8 448188 8'} ),5)804Ktpi »1 ~ 28447E+D2 O,E+00 7 ~ )8) »BEt 01 1»),50QOF+00»3 -1 5)80aK401 -«1 28oa?E402 > Beoa512E"09 1 ~ 51804Et 01 »1 ~ 2844?E402 O,E400 7 '8138K+pl ' DB»DE ~ ~ 9800000E40$ '3419E+02 34 17 .7 ~ 01.. 1:6 ~ 40088E 15 98684E4033. 3 56616K 06 ),9~684E403 3 '3798K-12 ,9 )3 1 ~ )ZSOF+00 1 2 9689)E 15 9 '1553Et02 ) ~ 65409K 06 «1 ~ 81899K 12 »9,21553Eeo2 O,E+00 F 60?776402 1 «1 ~ 2500Eooo »1 0 ~ Ktpo 1 39209K+02 2 353SBE )0 O.Etoo 1839209E402 0 ~ E+QO 6 ~ 9604?K»01 6 1 -1,250OKtOO=) ...O.E+OO . . 1.39209Eeo2 . 2.35358E-)0 0 AT E+00 «1 ~ 39209E402 0 ~ E+OO ...... ~ 96OO7E4O) ~ » ~ 35 18 8 '500K Pl 1 ~q 1 ~ 06867Etp3 . 0 EL F+00 0 'tpo leob867Etp3 0 'tpp O,K400 5 '4333K+02 13.=1,)be?EtOO ~-8.960»SE-)b. «2.78)3OE+02 ..-4.992)4E-O? . »9.pv495E 13 »2 '8130E+02 0 ~ Etpp 1.39obSE402 12 1 ~ 2500K+00 ) O,F.+00 5 ~ 35050E401 ) F 8587'SE 09 583~050E40) 0 'tpp O.E400 2 67525K»0) 1 »1 ~ 25006400 »1 0 'tpo »3 '6103K+01 1 ~ 45947E 09 0 'too -3.76103K+pl DATE»PP 1 88052K+0) 36 18 8 ~ TSOOE»0) 1 7 'T)43E+02 0 'tpp 0 K+00 T.BT)a»E402 O.E+00 O,K+00 3 '3572ct02 7 ~ 1,')eb?EtOO 1 .»S.OZe?6K»)e »1 ~ 56031E+02 2 Bp059K»07 »4 ~ 58374?E»)3 »1 ~ 5603)K402 0 ~ Eopo 7.8o)SSE+oi 2,. »1 ~ ) 250Kooo ."3 1 ~ 05493Eto 1 1 ~ 71842K+01 «6.64635E 09 ).0~493Etp). 1 ~ 71842E+01 Q.E+00 $ .38668Etpl 1 »1 ~ 25QDE+00 3 4,9355ZF+00 «1 ~ 91334Eop 1 »7 '1859E»09 4.9>552E400 »1 ~ 91334E401 O.K+00 1 ~ 20344E+01 ...37. 18 . 6 ~ TSQDE«Q) l.. 5 '0344K+02 0 '+00 0 '+00 S.BT}349K402 O.E4OO O.E+00 2 '0)?SEt02 «1 ~ )bb?Fooo 1 «4 'pl'50K»lb «1,39727Et02 «2450795E»07 «4,5u7a7E-)3 -1,39727E+O2 0 ~ Eoop 6 ~ 986356401 J 4 »6.2SDDE-Ol »3 2,?Z836F400 1860302E401 4 '4146E 09 2 'i'636E400 ») ~ 60302K401 O.F+00 9 '7926E400 0'9 1 .»1 ~ 250DEtoo 3 . 2,61025Etp) 2 '1984E401 .. 4 ')264E «2.2)984Ktol »2eb102SE401 .9.OODOOK40$ . „. 1.95209E'400 41 36 18 8.75OOE-O) ) o.eOO65E+O2 O.KtoO O.K+00 4 ~ 64065Et02 o.Etoo 0 '+00 2 30033E402 14 ...»1 ~ 083»E400 .. 2 ~ 86741E402 0 O.E+Op O A K+00 2 ~ Bt 741E402 9,000QOK40$ 1 ~ 43»?OE402 l..... ' 'top 6»1 ~ 2500K Dl "1 ~ Etop «1 ~ 91336E401 le134S)E»09 O,K+oo 1 ~ 91336K+01 O,E400 9 'bb?BEtop 1 »1 ~ 250QK400 3 4 ~ 861)OF40) 2e8)313Etoi 6 '4485K p9 2 ')3)3E40) -4.861)OE401 9,pppODE40$ 1 ~ 02398Etpl 39 )8 8,7SDDE 01 1 os 17260Et52 o'.K+oo 0 '+00 a.)r260E402 0 AT E+00 O,F+00 2 '8630K+02 ») ~ 0833K+00 . 1 3 '9116E402 0 '+00 0 Etpp 0 ~ Etpo 3 '9116K+02 9.OOOOOEeo) 1 ~ 89558K+02 .... 6, 1 25DQE Ol . l... 0 'tpp 1.474?BEtpl 9 '2728K 10 ODE»00 1 ~ 474?BE+pl D,E+00 7 '7389Etoo 1 1 ~ 2500K«DQ 3 6 ~ 35587E401 «4.44643Eopi 4 '3232K 09 «4 ~ 44643Etpi "6 '5587Ktpi 9.00000E40$ 9 '472DE,+00 48. 18 —. 8.}588 Dl .... ! . 4.2}}888}82 0 ~ Etpp J ..... 0 ~ E400 4 ')188E402 9 '9495K )» 0 ~ E+Dp 2 ~ 10594Etp 14 },883.}F488 1 4,843888}82 0 '4OO ODE400 0 ~ E»00 «4 ~ 09350Kt02 9 'pppOEep) 2-,04675K«02 6»1 ~ 250DE 01 1 0 ~ Kopo 5 e<9465Etoo 5 ~ 31769E»10 0 ~ E«00 »5 ~ 9996SE400 0 '+00 2 '9982K+00 .»),'c'.SOOK400. ... 1 3. .. 7e05566E401 . »6.04532Eepi. F 0160)E 09 . 6;04532E40) »7805566F+Ol 9 ~ pppOOKtpl. 5 ~ 05168E400 41 18 8 ~ TSODE»01 1 4 ~ 40005E+02 0 ~ K+00 O.E+00 4.48}oo5Eto2 O,E400 O,K+00 2 'pPP2E402 1 13 1677E405 1 «ie37759E 15 ..«4 ~ 27604E402... »7 '7504K 07 9,0va9SE-)3 »4 ~ 27604E+Q2 O.Etpp 2 F 138026402 ) ~ 2SDDE -1 01 O.Etoo «7 '387)E»03 8 '7475E 11 0 ~ Eooo 7 '3871E 03 0 ~ Eooo 3 '193SE 03 T~ECIE UN}T 2 SHIELD BU)LDING STRESS ANALYS1St NONLINEP AUG ~ SEP>E"BER Bi 1981 NASTRAN B/26/8} PAP 49 SH~ BLDING AXISYHHETRICAL HODEL5 5 0 l:.;.~ 45iD t. 1 ~ 75iLL .t. ],3'.T .4 1 ~ 9*E...,...,... SVBCASE li CRACKING A N A L Y 8 I S HAX IHU H EHt NT. S TRES SES 23 EIDLID Z MF).AG SIG X SIG»Y SIG«XY 4IG») SI G"2 THETA»1 TAUMAX 1 1 ~ 2500K400 3 7 '8950EQQ) 75029)6EQO) 5 '9843E 10 «7 'Z9)6KQQ) 7 ~ 18950E401 o.OOOOOK+Oi B.O)69eE Oi 00 42 )6 6 ~ 7500E»01 1 4 '472SE+02 P Etpo O,E'+00 4.5u7ZSE+OZ O.K+00 O.E+00 2 '7362E+02 "I o )3 -l,leTTEQOO 1 -).4777)E-)5 4 '668}EQQZ «8 ~ 23283E«07 9.0v495K 13 «4.5868)E402 05K+00 2 '9340K+02 ..... e . -).2500K«n) . 2 ...... Q.E400 0 ~ Etoo 0 ~ Etpo 0 ~ Etop 0 ~ Etpp 0 ~ Etpp 9 ~ 00000E+01 j": 1 «1 ~ 2500c.top «3 «7 '64)3Etpl "7 44826K+01 «8 ~ 37949K«10 7 ~ On413EQO) «7 '4826EQO} 0 ~ Etpo 1.92065E+OO - 45 )8 6 ~ 7SOOK Ol 1 5 '0780K+02 0 '+00 O A K+00 5 'ii780E+02 Q.EQQO O,EQOO 255O390K+OZ o., 13 1 ~ lba7E+00 1 «1,19670E 15 3 '14S7E402 6 66726K 07 «9 'v495K«13 F 7)457Et02 0 '+00 1 ~ 85729F402 f ~ 6 -).2500K-Ol. «1. . O,E+00 . «3 ~ 67026E+00 ... 1.55o84E-)1 00E400 -3.O702eE+00 ., O.2+00 .: 1,83513K+00 1 . 1 ~ 2500EQOQ «3 6 ~ 48504EQO) 6,12479E401 2 '8946K«11 «60)0'479EQO) -e.48504E401 9.00000E401 1.8o)24Etop I: 46 16 .„6 ~ 7500E 01 ... 1 6 ~ ) 0718K402 O,Ktop O.K400 6 }n7)SE402 0 ~ Etpp 0 ~ Etop 3 '5359E402 14 «).0633E400 1 «3039448E402 0 ~ Etop 0 ~ Etoo 0 ~ E+00 3 '9448E402 9.OOOOOEtpl l,e972uE 02 6 3 '500E 01 «1 , 0 ~ Ktpp 3 '5369K+00 3 '8622E 10 3.3~369K+00 OS Etpp 0 ~ E+00 1,67695E+00 . 1.. ),25002400 . 3 . 6 ~ 09089Etpl 4,8097)K+01 ,. 1 ~ 26532E 09 4.83397)K+0} «6 ~ 09089K401 9 ~ 00000E401 . 6 ~ 40590K+00 ;78 4T 18 8 '500K«0) ) 8 ~ 89089KQQZ 0 ~ Etpo O.E400 8 'vp89EQOZ 0 '400 O,E+00 4 ~ 44545E402 }4 .. ) ~ 0833 400 . l. . 2 'Q984Et02 0 ~ Ktpo .. 0 '+00 0 ~ Etpo «2 ~ 90984e402 9,00000EQO} „ }.45492E402 )1 1 ~ )250K+00 1 Q ' ~E ~48 g' ~ 7500E"01 1 ~ 5393K+0 0 ~ Etop 0 '+00 ).5>393E403 3 '3798E«12 0 '+00 7 '69636402 13 -).)667K400 1 -'6.683868»)e -2.)je76E402 -3.83525E«07 4 'u747E 13 «2013676E402 O,EQQQ 1 ~ 06838E402 3 . 607SOOE 01 "). O.E400 «2 ~ 41954K401.„ 6 '8064K«10 0 ~ Etpp «2 ~ 41954Etpl 0 ~ Ktop . 1 ~ 20977K+pl } ),ZSQQE400 -3 -4,a9693Etol «3 '6923Eto'1 3 09 «3 9 'll 58685K 'n923EQO) 4 ~ 69693E401 ~ 00000K401 5 63S49E40Q «« :" +~a.DIAG B..HESSAGK .TRAILER FOR. DATA BLOCK OESCA) ... .. }920 0 9 . 81 ~ Ea i...... i ....„8, >*w 5 DIAG 6 MESSAGE «TRAILER FOR DATA BLOCK SCRATCH) 4 1 584 302 5136 1 i DIAG 8 MESSAGE TRAILER FOR DATA BLOCK SCRATCH2 = 1 28a 'OOOO ~, 286 DIAG 8, ~ ~ Ott DIAG . 8 MESSAG- ..TRAILER FOR DATA BLOCK SCRATCH) 5830 302 5136 i.. ]4 4 02ccc 1':...... SUBCASE 2 r r f atD. + $ >7t)L + ] ~ 34T «1 ~ 94E I1 C R A C K A N A L. Y 6 I 6 ELE EN T FOR CKS C)",L I CP.ACK] ' NY NXY HX HY MXY i EID ... NX .... STN«2 .««««00««« CRACK2 «« ««00 VX VY THETA AVG D«THETA«AVG aVtl STN«f AVG OOOOO 00000 00000 0 -7.375779Eto2=2.24420]Et02..; 1;oseeobE«ob 6,594547Etol 2 ~ bv4976Et02 1 ~ 150682K-Oe. . 0., ! 0 4 ~ bt 8052K 04 4 '4695]E«05 11111 00000 00000 0 3 '83955K»P7 8 ~ 069079Etp] 9PQOOQQOEtp] 0 00000 00000 0 «2.567O23E«O7 «1 '+00'0000~ 165432E+02 8 178437c.+Ol 5 '4338SE"08 .... 2..... «5 ~ 04]761Et02 ...«2 ~ 152833Et02 Oa 1 ~ 8870 15E«04 00000 00000 00000 0 2 '04797K 07 3 ~ 386988Ftpl 0 ~ Etpp 0 ~ Etpp a.oz992]E 111 Q 00000 00000 01000 0 01'„. «2 '62564K+02 -2.063913K+02 . 1,213613K-OS -1.38o983E+02 874702Et02 «3 '27344E 08 .. . )1000 0 ].573740K-08 -1.4535)2K+00 9.OOOOOOE+01 O,Etpo 4 ~ pv7300E Oa 3 '82439F«pa 00000 00)1) ],945508Et02 «1 ~ 56S172E 08 00000 01111 1]000 . 7 ~ 084356Etpf.. 2.004703Et02 9.3)3902E-09.. 8.376246Ktpi 4.876975K-04 a,obu74]E-04 00000 00111 11000 -20542237K-08 «1 ~ 618263Etp) «11164198E 07 8 ~ 373548K«08 'L «1 «6 ~ 553090K 09 00001 11111 11000 0 5 1.5672)6Etoi ),920077c,+02. .. 5 1 344875K 09 . «4 0 1 092 1 4Et0 6v8792K tot . - 5 '19269K"pa 3 '73949E 04 00000 00011 11000 0 ) F 200]69E 06 «1 ~ Oaap33Etpl 0 'top 0 ~ Etpp «9 00011 11111 11000 -],846623Kt02 «2 '04]12E«09 «2 ~ 483511Etp 1 «f ~ ua997bEt02 '32135E 09 6 ).855593Ktpp . 00001 11000 3,223?a9E-09 «6.145826E+00 0 'tpp O.Etpp 5 'S5564K ou 3 '32536K»04 00000 «7 '37095E 09 00011 jf)'1 1 ]1000 0 7 .bi245979Ktoo . 1 ~ 775232Etp2 3.2S696]E 09 , 2 '23013Ktpf 2s2218Et02 04 00000 00001 11000 0 1.702574K-09 -3,092109E+00 Q,E.too ,0 ~ E+00 6.0»00]9E-Ou 3 '0220'3E 1 Ov25]OE OZ 000]1 1111] 11000 ~ 303172Etpo 1 ~ 698319Ft02 2 '35097K 09 «2 ~ 074117Etol -1. t 8.. 5 5.9a5873E-ou 3.723522K«04 00000 00000 11000 ) ~ 30967?c. 10 1 359606E.tpp Q.E+Oo 0 '+00 ~1] 0005594Et000 -o.a23650E«09 00011 11111 11000 0. 9. 2.35bpa9Etpo ..«1,622973K+02 2 ~ 128765K 09 2 ~ 316260K+01 pa 3.765135K«po OOOOO"OOOOO l]OOO ~ «'505>Sa68K 02 0 ~ Etop 0 Ktpp 5 ''02868K C''l 1 56433]E»]0 «9 «3,113628K-O9 00001 11111 1')000 . ]O .).024349EtpO .-1.543673Ktp2 4 ~ 241030E 10 2,449abaEtO) '%]546Eto) 74345uc, pa 3 Oa 00000 00000 11000 2,6193aSE-]p o,82]]26E-O] O A K+00 0 ~ E+00 5 '1481]E \w. I ~, «4 2 9 5)7835Eto) «3 '24602K"09 00001 11111 11000 0,. . 11. 2 ~ 298374Etpp . 1,47040]E+02 '65614E«fo '2705SEtpl 00000 11000 0 ) 164153E-lp 6,607)30]E"Pf O.K+00 O.Ktpp 5 'vb084E 04 30867472E Oa 00000 C'.; «9 ~ 500609]Etp] «3 '70836E«09 00001 11111 1'Loop 12 ...«4 ~ 2868) 8Ktpp .«1 ~ 397554Et02 «80131304E«10 «2 ~ 692663Etpl 3,922?23E"04 00000 00001 11000 3 637979E ) 1 3 ~ 501604E 01 O.Ktoo 00K+00 5.6~4335K-ou A 00: -9,aoS499Etp] 4,131549E 09 0000'L 111]] 1]000 0 .'..... l3 50151707KtOO . 1.325675Kt02 6,445666K" 10 .. ? 962580K+01 . 0' ~ Ou '64969E«oa 00000 00001 11000 3 274]4]K"t 1 6 470867E 02 0 'top 0 ~ Etoo 5 '33380K 3 C,0 t «2 «9 3<8633Ktp) a ~ o88573E 09 00001 1]]11 11000 34. ,«5 ~ 3058asetpo ») F 25787]Etp2 «5 '33652K 10 '70323Etpl Ou 4 ppppp 00001 11000 ] 6)8969K ) 1 1,645?6?K Ol 0 ~ Etoo 0 'tpp 5 '74518E '41388E"04 V,1'5 9 «S. »8653K-O9 00001 11111. 11000 5 ]]2SSOK400 ) ~ )89846Kt02 4 ~ 481656E 10 2,9463Slc.epl '70]5]Eto) 5,6?0688E pu 4 ~ 094789K 04 00000 00001 11000 t«)l 4 '2937?E-1] «S0224)95K"0] O A K+00 . 0 '+00 «8 .lb..= . -408]034SEtoo «1 ]24583Et02 6 '67974E ]0 2 ')2256Etoi 'va504E+01 5 '27635K 09 00001 1]1)1 1]000 00000 00011 11000 7 '7590 8K 1 1 "3 '0546]K"0] O A K+00 0 'tpp 50618235K«oa 4.]50464E-04 . 0',. 4J ~ Ma 4 g ara ~ 81 8 N 06 a ar6. r C '%0 I ST ~ LUCIE UNIT 2 SHIELO BUILOING STRESS ANALYSISgNONLINEAR~ AUGE SKP1EEEBER 8 ~ 1981 NASTRAN 8/26/sf SHIELO SLOING AXISYHHKTRICAL HQOKL ~ 3 ~ y -.1 altO 4M~4L~) ~347. 1 ~ 9WE .. SL08CAS": 2 1'I CR AC)a IN G ANALYSIS FLEH ENT FOR C E 8 ~ I .... EIO ...... NX...... NY NXY HX HY HXY CRACK) VX YY THETA«AVG D«THET'A AYG AVO STN«l AYG STN 2 . »«««««« CRACKZ « '1 1 -a.a99800E+00 1 ~ ob)496K442 .. 5 '3960TE 10 .. 2 '76T03K401 8, ~ Ti3600E40) «5 ~ 734099E«09 ., = OOOO) f 1 11 11000 6 184564K i) 4 ?30516E 01 0 K+00 0 'too 5 615433K 04 a,204957E-Oa 00000 00011 11000 0, ..18..... a.309908E400 -9.971652KtO), «4.092416K-)0 .«2.852407K401 «S.ar9386EtO) «602)9808K«09 00001 11111 11000 )009)394K»fo »4 ~ 136460E«01 0 ~ Etoo 0 E+00 50610933E«04 4 '63434K«04 00000 0001) ))000 -.a.'2300132ioo =9,3908332901 .-a.1310aoE 1o., -E.a36101Eool «80)'252)3Etof «e.bO1577E o9 . 00001 11111. 11000 0 " f ~ 746230K»)D «3 '98932E«01 0 ~ Etoo 0 ~ Etoo 5 '43T96E«04 4,312484E"04 00000 '00011 11000 0 20. «4.222aseEtoo . 8.74A422Etoi «5 846727K«fo «2 '2'5962E401 «7.9a2265E401 e.s94869K-o9 00001 f1 1 f 1 11000 ),09)344K-)o 4,)oa788E«O) 09E400 OEE400 5 5"52)SK Oa 4 ~ 364312E«04 00000 001 11 11000 Q;ro i'~1=a.2300030aoo -0.1396390603 =-0.0688062 10 2.8379102901 . «7 '209294K+of .. «7 ~ 404130E«09. .00001 11111 11000 8.731)a9K-) 1 -4,232)eOK-O) O.E+OO O,E+OO 5 '"6481E 04 4,4Z6682E 04 00000 00111 11000 2Z 4 ~ 300901E+00. 7,S82309E401 . 2 99202)K 10... 2 AS)5033K40) «7 'l2927Ktoi «7 '18239K 09 .. 0000) 11111 11000 00'0 10382432K«fo «3 '95729K ol 0 'too 0 AT E+00 5 'rbbs)K 04 4 ~ 486208K Oa 00000 00111 11 23 -4.504046E400..-7.0)9888K+of.. -2.231213E-10... 2.823365E401. «669~4262Ktof «8 '94343K«09 00001 11111 11000 )8527933)K 10 3 '85528K«of 0 ~ Ktoo 0 '400. 5,564292K 04 4 ~ 542542E 04 ooooo 00111 11000 Q 2a «4 ~ 80) 5? 1 Etoo . 6,472756F 401, 2 ~ 159049K 10 „2 ~ 839308E401 6 ~ 6?588)Etof «8 '21563K 09 00001 111) 1 11000 6 '84564E «5,7)8544 0) 0 Ktoo 08Etoo S-.S~O)44E-04 ',594330K Oa 00000 00111 11000 « ff 25 50346573Ktoo . 5 ~ 850903Ktol ... 2 '5)635K 10 «26879026E401 6 '103)7K+of «9 '45300K 09..... Ooooi 11 1)f 11000 40365575E 1 1 «3 '522)6K 01 00Etoo 008400 5 551633E-04 a.bssso)E«oa ooooo oi l)1 liooo ff «5 «9 )804K«09 2e. «6,352745KtOO ..-5.292329Ei01 5,760584E 10 . «2.953e)9E401 ~ 8«5647Kyof 'f 00001 11111 11000 2 '10205K-}0 «3 '75430K«0) O,Etoo OEE+00 5 '332854K 04 4 ~ 748066E»04 00000 01111 11000 0 27 -7.3738?SEtoo .a-4.7924952401 . 5.4e972eE-)0 «3.O23121EtO1. 5 323093K+of «8 '94825K 09 00001 11111 11000 5 093) TOE 10 7,168294K"01 0 ~ Ktoo 0 E+00 5 'r)387K 04 4.755533K«oa 00000 01111 11 000 0 .?8 6 ~ 4)4775K+00 4 ~ 250591Etof 2,451769K 10 2 ~ 914757E+01 -4.6~5360Ktof «7.394Te3K-O9 00001 11111 11000 0 ~ 04 4 Oa 0 r 7.82)e54E-)O -1.7a9461E400 O.Etoo 0 E+00 5 'r)538E ~ 726013K 00000 01111 11000 ' 29 ~ 827608K 01 . 3 ~ 727870E+Ol.... 8.280502E 10.. 2 ~ 3468)OE401 3 '17828K+Of . 5 '01506K 09 00001 1'1111 11000 1 ~ 3673)SOE 09 3 ~ 445605Ktoo 0 'too 0 ~ Etoo 5.52 3653K-04 4.652046K-Oa ooooo 01111 11000 ...3O ..... 9.0)02abEiOO -3.454877Ktnf -2.723449K 09 "1 ~ 468209E40) «3 '»39)7K+pi «59702547E 00011 11111 11000 1 ~ 637090K 09 4,611740K+00 0 ~ KCOO . 0 ~ E+oo 5 '17996E«04 ate)2350K 04 00000 00111 1)000 &f 1 8117))E401 3 '03260E+01.. 3 '75756K 09 ..«7 '54438E400: «3 ~ 4804552Etof «1 ~ 134028E 08 00111 11) 11 11000 2,746674K-49 -3.)9%720Etoo O.E400 O,K+00 6 '>9583K«04 40771172K Oa 00000 01111 11000 ~ 863779Et0 1 3 ~ «1 .32 ., f .. ~ 653799Eta 1, 3 434830K 09. 0 372534E401 5,5137913E401 «),90)943K OO lllllii)f1 f)OPO «2027)918K 09 2 ~ 152047E+00 O A K+00 0 ~ Ftoo e,jr 77))E-04 5,335)65E-04 00000 11111 11000 .2.03 ... 5 ~ 381677K401.. 4 ~ 213850Eto) . 2 ~ 514242E OS 2 ~ 977794E401 «),033827K+OR »5 '147)OE"08 . .1 1111 1)l)1 11000 1 '25493K OS 1 ~ )37))7Etof 0 '+00 . 0 ~ Etoo 6 'r4612K»04 6 '21667K 04 00000 11 111 11000 ~ ~ 9 ~ LVVI E VNI I 2 SHIELV 6 LQING 8>>t 99 AHALY9f98 NUNLI 4~D t-I ~ 718LL-t. I ~ 3~T- -I ~ 9EEK-- BUBCASE 2 CRACKING ANALYSIS ELEH EN T FOR CKS ..EID — .-..—-NX...... NY . '. NXY HX HY HXV ...... , CRA'l . YX YY THETA AVG 0 THETA AYG AV9 STN«I AYG STN«Z ««««««««« CRA Hli? ««««««« ~ ~ 34 e.oa3? I OK+01 . 2.1344O5K+Oi 5.381979K-08...3 4.085827Etoo, -8.5>4004Etpi .-S,834411K-OB .. 11111 11000 000 1.331662K-08 3 '1970)K+0) -4.440TaaE 08 7.691595K-OB 7.0918e3E-04 7 '9'3997E-Oa 00001 11000 000 35 .. .4,036?~3Etpl. -3.539324K+Of «7 '689?OK 09 «1 ~ 437576Ktol ~ avT143Etoi «3 '46475E«09 .. 11111 11111 i)000 000 = ~ . ~ D9 4 Te?IZSISK I ~ 914242Etoo O,EtnO 0 '+00'I6 '63i?73E 04 ~ 434870K 04 00000 00011 11000 000 « I 36 2.748104K~01 ...8,1493a3EtOO . 2 ~ 116462E«09 .»I ~ 30746?Etpi .,«3 ~ Tb3173Kthf «9 ~ 957074K«09 . 01111 11111 11000 000 — 2 '86514K 09 7 '06900E 01 0 'too 08Ktpo b,1<364?E 04 4 ~ 80665Sk 04 QVOOO 00000 00000 000 37 .1.756?92Ktpf =Z,959a23K+00 4 ~ 007912E 09 I ~ Z53747E+01.. 2 'F922SE+Ol «2 '96332K 09 00001 11111 11000 000 -2.139I32K-09 9,?08863Etpp 0 'top 0 'tpo 5 '32232K 0" 4 '25744K 04 00000 00000 00000 000 ' 38 1.39888?8981 5.519711E981 2 ~ 264913E 09 . 2 ~ 304176Etol 2.9ff?3SEtpp , 5.499002K-09 .. 00000 11111 11000 000 6973ff49E«f I 8 ~ 682463Etpp 0 'too 0 ~ Ktpo 5 ~ fvb?02E 0" 45316>39E«oa 00000 00000 11000 000 .39 3 '91835K<0) . 3 '213?IE+OI... 6 '94706K"10 «3 '5801?Etpl 2. I f a407K+0 I 9 '0040IE 10 00000 01111 11000 000 I ~ affs36E"09 4 ~ 8345ODKtpp 0 ~ Etpo D.Ktoo 4 8894988K 04 4 ~ 4629T9E oa 00000 00111 )1000 000 r 1 ~ I» .40 . -a,258pafKtol .-3,2o377SKtpl.. 9.186Sa6K-)0.. 4.2975?lEtol -3,0~685?Ktof 6 '0'996TK 09 00000 01111 11000 000 91 «f8324?iE34E 09 2 ~ 445862Etop 0 ~ Ktop 08Etpp 4 '8 5920K 04 4 '20540K"04 00000 011)1 11000 000 r 41. . 4 ~ 365032Etol. 3 '4378)K+01 4 ~ 353211K-09 «4 ~ 46f 459EtQI, «3 ~ 6 f4749EtP I «I ~ 256570E"08 00000 01111 11000 000 "2 '28306K fo 9 '23844K"01 9 ~ 000000E+Of 8 ~ 024495E 08 4 'v2528E pa a ~ 79)909K 04 00000 1111) 11000 000 ~9 42 .. . 4 '?48?ZK401 «3 ~ 3122432tof 1,67759?E 09 . 4 F 400'91?Etof «3 '~4889K+pl 1,661576K 08 00000 01111 11000 OQO... 4 '4?bSIE-fp 3 '71531K-OI 9 ~ 000000Etol 8 '2449SE"08 4 'vboblK 04 4 '25686K«04 00000 11111 11000 000 5 8 ~ - a3. -3.9499plEtpl 3.275199Ktol . I 933634K 10 «4 '83377Ktpl «4 ~ 0 54508Etpf «I ~ 823304K"08 00000 01111 1)000 I,fbaig3E-09 I.S?4SOZK-OI 9.OOOOOOK+Ol 8 '2a495K-08 F 037?OIE 04 a,854461E-oa 00000 11111 11000 000 «3 4 3 '22265K~01 '?38SSKtpi ..«5 '01653K 10 .. ~ 19? 394 E+01 «3 '~3025K+pl 1 F 807)08E"08 . 00000 01111 11000 000.. 2 '95476K 09 2 879046E 01 9,0000QQE+01 8 ~ 024495K 08 5 '45186K 09 4,865294K-pa 00000 11111 11,000 000 45 ...... 3879pb78Etpl =. F 187?02K+01 . 48627414K 10 48)97789Etpf -3.6IS916Etp) -1.283256E-OB popoD 11111 11000 000 2.561137E-09 4,446SBSE-OI D,EtpO 0 'too 4.8Y92?SK-04 4 ~ 89787SE 04 00000 01111 11000 000 l 46 .-3.550'546K to I -.3. 043 I? I K to i. 5.291 091E-IO.: "4 ~ 134037Ktol ... 3 ~ IEE490IEtpf «9 '47122E«09 00000 1)111 )loop 000 28?93968K 09 5 574442K ] Qf 0 ~ E+00 08Etpo 4,9~73?BK-04 4 ~ 814172E-04 00000 01111 11000 000 .47 . 2.6895SZKtpl .,-2.966784Etpl -8.806291E-IQ . 39943074Ktpf . 2 'vfs)5K+pi 319 o E 00001 11111 11000 000 I.396984K-09 I,ao4860Ktop O.Etpp 0 'too 5 '(2i?44K 04 45625881K 04 00000 00011 11000 000 ,3 : 48- .. I ~ ZZI?ASKtpf .. »3 ~ 313849Etol, 2 ~ 013995K 09 .. 3 ~ «I ——— 840092Ktol ~ 6v7378Etp I «18051942K 09 00011 11111 11000 000 38911555K 08 5 ~ 0 365960Etpp ~ Etop 08Ktpp St7vp273E pa 4 ~ S40208K 04 00000 00000 00000 000 . *+a .DIAG . 8. HESSAGE «TRAILLR.FOR DATA BLOCK OEFCAI 2 153b ~ = 61 *a* «« DIAG 8 HESSAGK TRAILER FOR DATA BLOCK OKLSCA 2 15960 Bl ~ ~ I rRl J Ss UCIK UsJIT 2 SHIKLQ BUIL'OING STRESS ANALYSIStNONl IiN AUG ~ SEPIEseBER Bc 1981 NASTRAN B~Zbrs} P 60 BHIELO BLOING AXISYHHETRICAL YODEL ~ 4' I -i 1 4>O e7CLL 4 1 ~ 3 1&4. «1 ~ 0520Etoo 1 3 ~ 6419}E 15 .1 ~ }3045E403„~ 2 ~ 02904E«06. 1 ~ ltoaSE403 3 '3798K»12 9 ~ 00000K+0} Seb5226E402 | > 13 1 ~ 2063Ktoo 1 F 20}3OK403 0 '400 0 '.too 0 ~ Eeoo «2 '0130K+03 9 ~ OOOOOE+01 1 ~ 100bSE+03 ~ 7 'OOOK 01 1 2 '354}F+02 3 '4969K 15 9 '2059E 07 ea ~ 50747E»13 «2,5354}K+02 9 ~ 00000Ktol 1 ~ 26770K+02 ~('1. .. . 1 .."1 5000F+00 .. } ... 2 ~ 8644OEto2 2 '7452K 15 9 '4260E 07 «9 '"495E«f3 «2 ~ 86440E402 9 ~ 00000Ktof } ~ 43220E+02 i f * 2 13 «}e2063E400 } 1 ~ 61987E+03 0;Etoo 0 '+00 0 '«00 «1,61967K+03 9,oooooE401 8 '993SK402 13 -}.2063E400. 1 .-. }.b}987E+O3 . O.EtOO .. O.E400 0 ~ Eeoo «},61967E+03 . 9 'OOOOK401 ., Br09935E+02 12 1 5000E+00 3 8 '9482K+01, 1 87950F401 1 25Z52E 07 «}.87950K40} 8 ~ 59482Etol 9 '00006401 3 ~ 357bbhto} 1 },SOVOEtoo 3 2,34526F+02 1 ~ 13f33E+02 2 '1289E 08 1 ~ }~}33E402 «2 '45Z6E+02 9 'ooooE+Of d 06966K+Of '5 3 15 l,OSZOK 00 1 1 ~ 83296E 15 '8952 402 1 ~ 0212}E. 06 5,6<952E402 1 ~ 81899K 12 9 ~ OOOOOEtol 2 ~ 84476K402 -},0520Ee00 1 -3,57574K-}5 -}.}099}E403 «}.99217E-Ob 3.63798E-}Z «1 ~ }099}E403 0 '+00 5 '09SeE+02 1 ~ VSOOE+00 1 . 1 ~ 42919E401.. ar02651E"}6 «br}4752E»09 2 '02}7E 14 «1 ~ 429}9E40} 9 'ooooE40}.. 7, 14596K+00 -3- f'0 }.SOOVEtno -}.ea3o7E+02 -2.11986Eto2 «2.2o2aBK-09 »1 ~ 60307K t 02 «2r 11986E+02 0 '+00 2e36399E+01 '. 4,l5. . f,OSZOE+00 1„. 2 '9943K 15 . 6 '1664E402... 1 ~ 16967E. 06 6 ~ 51664E402 1 ~ 81899E li? . 9 ~ 00000E+Oi 3e25832h.+02 14 «1 ~ OSZOEeoo 1 3 9296 }K 15 «1 ~ 2 1962K+03 «2 ~ 1 8944 E Ob «3 'S798K 12 -}.2}962E403 '.E4OO 6.09906E402 J JT tj 7 1 ~ SOOOE ol «} 0 ~ Etoo «1 ~ 87277K401 3 ~ 25637K»09 0 AT E+00 },67277Kto} O,E400 9.3e386E4OO . 1 .«}r)OOOK400 . «3. «9 '2372E+0} . «2 '8854E402 5 '6862E«09 «9 ~ Bc'372Eto} 2 ~ 16654Et02 .. 0 ~ Etoo .. .6 03066440}.. ~ ~ sg 5 16 . 1.2083E+OO 1 7.91470K+02 O.EtOO o,E+Oo 7 '>470E402 } 81899K 12 Ore+00 3,95735K+02 .14 1,0520Ktoo. 1. ..-3,e6829E-}5 -1, }4485E403 «2.05488K 06 «3 ~ 61798K 12 } ~ 14485K403 0 ~ Eeoo 5 '242uE402 5 4 ~ 5000K 01 1 O A K+00 8,67523K401 },96}99E«09 O.Eeoo 6,67523E+01 O,Ktoo 4 ~ 33762KtO} } ~ SOOVKtoo 3 5,52638K+of 1 93613E+02 f,84257E 08 «5 ~ Sse638Etof «1 ~ 93613E402 O,E+00 6 '1748E401 i - t'J 6 16 1 2083K+00 1 9 23SSSE402 0 ~ Etoo 0 ~ Etoo 9 2S555Et02 0 ~ E+00 O.K+00 4 ~ 61777K402 14 }.0520Etoo 1 . 3,28406K-}5 1 01938K+03 «1 ~ 81899K «1 ~ O A ' 1,82967K 06 12 0}93BE403 K+00 5e09686E+02 ~'i... .= 9 „. 7 5000K 01...»i „..... OeE400 - 3 '1652E 01 . }e709f7E"09 3.}ieSZE-O} O,K400 0 '+00 1 ~ 5562bE-0} 1 -1,5000E+00 -3 «3,35758K+01 «1.64344K+02 8.87554K-O ?. 3e3)758Eto} «f,64344Et02 O,K+00 br53640E401 7. 16... 1.2063K+OO ...„ 1. 9.5047}K402 O.E+OO . . O.E4OO 9 '<47}E402 OeE400 O,K400 4,7523eE+o2 }4 },OSZOE400 1 2 '23a}E-15 9 '7429E402 } ~ 6287aK 06 »3rbS798E»}2 «9,07429Kt02 0 'tvo 4 53714k.402 7 '000K 01 1 0 'too 9,59603E401 1 bd476E 09 OeEto.o «9,59603Etol 0 ~ Etoo 4 ~ 79802K401 | .1...... 1 .. 1 ~ SOOOE.t00 «3,,....„ 2 '3018E+01 "1,4252}Kt02 . 7 '2549E 09 Z ~ 6SO;}BE+Of 1 ~ 4252}EtvZ O,E+00 S.S}O96E+Ol i' j 1 6 } r2063E+00 1 9 ~ 27860Et'02 0 e Etoo 0 ~ E+00 9 ~ 27660E402 0 '+00 O.E400 4,63930E+02 14 «1 0520EeOO .1 «2 '707 }E 15 8 '8990K40? ira8795E«06 «}.SJ69oE«12 «8;28990Ft02 O.K+00 4 ~ 144956+02 4 7 'OOOE Dl } 0 Etoo 8 'o9}OEto} 1 ~ 7}848K 09 0 ~ Eeoo «8 ~ 86910E+Ol O,F400 4,434)SEto} 1 1,5000Ktoo 3 2.67060Etot 1.29163E+02 8.47107E 09 «i? ~ 6JOBOE40} «1,29163E402 OeK+Oo 5 ~ 12273ct01 9 }6 }.2083Ke00 1 8.8902}E402 O.K+00 O.K+OO 8 'v02}cto O,E+00 O,F+00 a.aaS}OK+02 I 14 },0520Eeoo 1 2 ~ 09}53K 1S 7 73373Et02 1 38812K 06 },8'J899E 12 «7e73373K402 O.K+00 3.8eb87K+02 4...-7.5000K-O} .-1 O.E+OO ... . -6,314}9KtO} }.65575K-09 0 ~ Eroo «6 ~ 3}419E+01 0 'tov }57}06+0} 1 1 ~ )OOOE+00 3 > ~ 0035}K+01 1 ~ 20624K402 8 '}538K«09 «3 ~ 0435}E401 1 ~ 20624E402 O,E+00 4e53942K+01 ' }0..}b ... },2083K 00 .. l.. .. 8 ~ 5166}E 02 0 '+00 '+OO 6.Scabs}E402 1 ~ 8189'9E 12 0.E+oo 4,2584}K+02 14 «1 0520E+00 1 «2 «7 ~ '73}BE"15 '6638E402 «1 ~ 32219K«ob «1 r 8}899K"12 «7 '6638E+02 0 ~ ct00 3,68319E+02 4 7 'OOOE 0} 3 5 '1609K+00 7 '081}Eaol 7 620}SE 09 5.9}609E400 «7,'806 } }E+01 O,E400 4.19986E+ol } 1,5000E400 . 3 ~ 38252E401 1 ~ 16093E+02 .3 .. 7e57207E«09 3 '~252cto} }.16093E402 . 0 'too 4 ~ 11338E401 s ST ~ AUGIE UNI7 2 SHIE! D BU)I DIiNG STRESS NAI.YSISrNQNLINEA ~ AUG ~ SEPlKr SKR Br 1981 NASTRAN 8/Zb/Bf P bl SHIEI.O BLDIMG AXISY " ~4 ]6 ... ],Z063E 00.. 1 . 7,93662Et02 O,Etpp O,Etop 7 '9662K+02 D,Eaop O,Etpp 3 '683)Et02 «]spSZDEtpp 1 «2 '297)K 15 «6 ~ 6}064Et02 «1,)865uF. p6 1 8l899c, 12 «6 ~ 61064Kt02 OsEtpp 3 '0532Eto2 4 «7 '000K 0) «3 3,3624)E Dl »6 '0113Etp) 5 '7096E«09 3s3>24)E"0) «6,90)13Etol O,Etoo 3,46737K+Of r . .-1 ... ]sSQDQEtoo , 3 . 3 '719PK+01 .«],08767Et02 5 '7785K O9 3.97190Eaol «1 ~ 08767KtOZ D,Etpp 3s4524]K+of ' ~ l . ]5 16 ) ~ 2D83ktop ) 7 ~ 92063Et02 0 ~ Ktoo O.K+00 Ts92063Et02 0 '+00 0 'tpo 3s9603)Et02 'I la . -).0520Ktoo . 1. ....«z.pee)9E-)5 »6,4]3u7Kto2 151) 5E«06 «1 ~ 8 899E 12 «6,41347EtPZ D,Ktoo 3 '0o73E+02 L1 4 «7 5QODE Dl «3 6,03892K«0] 6 ~ 64198Etoi 5.4T033E«09 6 0~692K-0] «6 ~ 64198Eto] O,F+00 3 '51)9ito) Q 1 1 ~ SOODE+00 -3 -3,9439Eto) «1 ~ 064) 2Et02 S,a79aBK 09 '.9~939Ktof 1 ~ 06412E+02 O.K+00 3s34592Eao] i % 4 'I 16 ]6 1,2083Ktoo 7 9]038K+02 0 ~ Etoo O.K+00 7 'l038E+02 1 ~ 81899K ]2 O.K+DO 3s955)9Et02 ]4 «) ~ OSZDE'too 1 «) ~ 997648 15 6,20132Kt02 «)s]]307K«06 «]ssl699E 12 6 ~ 20132Et02 O,K+00 3s)ppbbks02 7,5000K«0] ..«3 . 9 '6344K"01 "6 ~ 36429Etpl 5 '5822K«09 9 ~ Tr'384K 01 «6.3euZ9Etpl P,K+00 3 '3097 to) 1 1 ~ 50DDE+00 3 3 '1550F+0 I ls03822Et02 S,oa906E-09 «3.9)SSDEtp] «1 ~ 03822Et02 0 ~ E+00 3,23334k+Of . 17.. lb. . 1,2063Ktop ...1 7 '9864F+02 0 ~ Kapp . 0 ~ Etoo as'r868Et02 O,Etpp .O,K+00 3.94934E+02 I I"I 14 1 ~ 0520c+00 1 1 ~ 9?5]8E 15 "5 '7577Kt02 «]s07259E«06 1 BI89 18 16 1,2083c+00. 1 7 '796oF+OZ o.EtpO O.K+00 T,Sr969Et02 O,EtOO O,K+00 3 '399ucto2 .!i i,istllsiss i . 1,85023s-is «Seve]veEt02,.«)s034)BE«06 1 Bl699E 12 5 '6176Et02. O,K+00 2 ~ 88068F+02 4 ~7,500nE 0) -3 ),t r?avKtoo ~ «5,79uvbEtp) 4, 195QoE 09 ),br247Ktop 5 '9476E+Ol O.K+00 2 '7650E«01 0 1 ) ~ 5000K+Do 3 3 85620Etp] 9 '42)uE+Ol 4s21111E 09 «3 85620Etpl «9 84214Etpl O,E+00 2 ~ 99297Eaol III. 16 1 ~ 2063Etpp l 7 ~ BSDOBKt02 O.EtOO 0 ~ Etpp 7s8 >DDBEto2 0 AT E+00 O.Etpo 3 '2504K+02 14 1 ~ 0520E+00 1 1 ~ 78)92F" IS »5 '3)OSEt02 «9 '277 1E"07 «].slS99E-)2 «5 '3108Kt02 0 '+00 2 '6554K«02 ,„ a.. «7 ~ SDDDE 01. «3 . ) ~ 75'SBBK+00 -5.5)aBZEtpi 3 '2956K 09 1 ~ TeSBBKtpp 5,51482E+0) D,K+DO 2,8452)ktp) 1 «1,'5000Ktoo «3 «3 '3860K+0) 9,53854Etpl 3 '2269E 09 «3 8~860Etp] «9 ~ 53854Ktol O.K+00 2 ~ 84997ctp] 20 )6 .. ];2083K.DD .) .. 7.6]426K+02 D.F+00 O,E+00 Ties,la26E+02 0 ~ Fapo O,Ftoo 3 ~ 90713Et02 14 ),DSZOE+00 1 l.vnuaaE-)5 5 ~ 29058Et02 9,49603K 07 iosl899k")2 "5 '9058K+02 0 '+00 2,64529kt02 '000K 0) 3 ) ~ 83566Ktpo 5 '2300K+01 2648OE O9 1 ~ 8 ~SsoEtoo 5s22300Etol O A K+00 .Zs70330E+01 Q'7l -).5000K+00 -3. -3.82663KtO] «9 '2467Et01 . 3.2a)9OE-O9. 3 82663Etp] «9 '2467Etpl O.Ktoo 2s69902Etpl Q )6 1,8063Etno 1 Tsvr77SE+02 O,Ktop 0 7 ~ TVTTSKt02 lss)899K«)2 ~ '} 'aoo 0 Etpp 3 ~ 88889Et02 4-11V« — 4 il I ~ i ' ~ . lt]t ST ~ LUCIK UNIT 2 SHIKLU BUILDING'STRESS ANALYSISrNONLzNK r AUG'KPtE>BER Sr 19S} NASTRAN 8/26/81 SHIKLO BLOINC AXISYNHKTRICAL ttOOKL ~ awD Lt.~ t. f.~ 7!tLl t..f 3*T .f.~ 9!tK...., SUBCASK CRACKING }I AX INU NT STRES $ E 8 II NALYSI8 E IOLID 2 ttFLAG 8 I G"X SIG«Y SIG XY SIG-1 SIG 2 -THETA«f TAUttAX ]4 -1, 0520K+00 1 -].e288 IF-]5 «5 ~ 05584Eo02 «9.0?aePE 07 9,0v495E 13 «5 ~ 05584Et02 .,O,Ktpp 2 '2792E402 «7 '000K«CI. 3 . 1 ~ 92643Ktpp -4,9204aEtpl 2.80232K«09 1 92693K+00 «4 '2044Etp] O,K+00 2 '5657E+01 1 «1 bOODKopp «3 «3 '2}73Etpl «8 ~ 94550Etpl 2 '023ZE"09 3 Srf?3Ktp] 8 94550Ktpl 0 '+00 2 'o}S8Ftpf 22.16 ],2083Ktpp... } , . 7 ~ 73644EtOZ 0 ~ K400 O.Etpp 7 vseaaEt02 0 ~ KtVP, 0 ~ Fopp 3 ~ 86822Et02 Ia «1 ~ 0520K+00 I I ~ 55262E 15 «4 ']933EtDZ «8 '5019K"07 «9,0va95E 13 «4 ~ 81933Kt02 O,E+00 2 '0967EtpZ «7,50002«0] «3 . } ~ 9508aitpp 4 ~ 62164K'opf 2 '0627E"09 ]ePwpaaEtPO «4 ~ 62)buKtpl O.E+00 2. 40836Etpl 1 «1,5000F+00 «3 «3 ~ 82136Etpl . «8 '5792E+01 . 2 '1085E"09 3 ~ 82136Et0 1 «8 ~ 65192Et 01 0 '+OD 2 ~ 418ZSEtpf 23 16 ],20}t3K+00 1 7 '8512Et02 0, E+00 O A K+00 7 ~ 6~5]2K+02 0 ~ E+00 O A K+00 3 'u25oKt02 14. «I ~ 0520Kopp 1 . «],u?59]E«15 4 A SS]25K+02 8 '2285E 07 «9 PvaP5K ]3 4,58125Et02 O,E+00 2 '9062'=t02 a «7 '000E 01 «3 ]at}4022Etpp -4.328eSK+Oi f ~ 8}785K 09 ].au022Etpp -4,32ao8Ktp} 0 ~ c+00 2,25o35Ktpl 1 1 ~ 'bQQDEtnp 3 3 '3196K+01 09 «3 ' %]96Etp] -8.36236Etpl p ~ K+00 2 ~ 26520Etpl 0, i -8.3623eEtpl 1,8041]E 24 16 1 ~ 2083E.opp 1 7 ~ 62604Eo02 0 ~ Etpp O.EtQQ 7 ~ erepaEoDZ 0 'tpp O.K+00 3.S130ZEt02 - '-;i 14 «I ~ 0520etpp f I ~ 39742F."]5 «4 ~ 33761E+02 -7 '8554K-07 «9,P«495K 13 4 33761Kt02 0 ~ PoOD 2 'baapboQZ 4 . 7 'bQODE 01 3.. ],6P645Eopp 4 '3943E+01 i«3]l]IE«09 ]e62645Etpp «4.03943Ktp] O,E+00 2 '0104K+01 1 5000K+00 3 3 ~ 84882Ktpf "8 ~ 04803Ktpl 1 ~ 27905K 09 «3.8uaSZKtpl "8 ~ 04803Etpl O.Etpp 2 ~ 0996]E+01 '0 25.ii . !.2083 r00 i , 7 SaST3.E+02 O,Etpp ~ Etpp 7 'u873Et02 0 '+00 O,Etpp,.„ 3,7?u37Eo02 1 4 -1.0520E too 1 -].3189DE-]5 «ae09389Et02 7 'a809E"07 «I ~ St 899E 12 «4.09389K+02 0 ~ Etpp 2.0ao94Ktp2 4 «7,5000K«pl 3 1,296}?K+00 «3 ~ 68904Kopl 8 '2449E Ip f,2v617Etpp «3.6890uE+01 O.K+00 I ~ 9093Scop] '7 1-- f,bDQOE+00. 3... . 3 ~ 9065DEtp] «7 '3461Etp] 8 '8475K«lp «3 ~ 94650Etpf ~ 83461K401 0 'tpp fr96405Etp] 1 26 16 I ~ 2083Etpp ] 1 '2855F+02 O.E+00 0 ~ Etpp 7142855Et02 ] +a)899K" ]2 O,KtpP 3 ' 1428Etpi? ..14-.. I ~ 0520K+00 ]. . 1,2212?E 15 . «3 ~ 79083E+02 "6 '04 }3E 07 «9 'v495E 13 «3 '9P83ct02 0 ~ F+00".. 1 ~ 8954]Eo02 7 '040K 01 3 4 ~ ]6950K Ol 3 '4751Eop] 5+]8]85E ip a,]w950K-D] 3 '4?S]Etpl 0 '+00 ]sb9460Kopf ;g I I ~ 'bDOQEtnp 3 3 '8547E+Ol 7 ~ 44334Etpl 5,6626aE-)0 «3 ~ 9!t54?Et 01 7 'u33uKtpl O,F+00 ] ~ 72893Etp} '5 27 lb 1,2083E+00 I ? ~ 2o715K+02 O,K+00 0 ~ E+00 7 ~ Zv7]5Et02 I ~ 81899K«IZ O.E+00 3,bu857E+02 lu «1.0520Et00 1 -1.10214F.-IS 3 '2107F+02 «6 14045E 07 9.0va95E 13 3 ~ 42]07Et02 O,E+00 1 ~ 71053Ko02 — . 5....r a,bppQK«n] .,«1... 0 ~ K+00 «I ~ 78784Etp] 7od?433K fl O.K 00 -}.VS?84Etp} P.K+00 8 '3922Kopp } 1 ~ '5000K+Op 3 .4,03544F+01 6 ~ 81344Ktpl 4 ~ 67053E 10 «4 ~ 045aaKtpl «6 ~ 8)344t.tp] O,Etpp ]e38900Ktp) ZB lb.. ],2083Ktpp .....} . 7 F 2977?K+02 Q.K+00 O.Etpp 7.2v77?Et02 OeKtpp O.Eopp 3 ~ babSPKop2 14 1- «9 «],0520Kopp '54914K Ie -2,96upeK+02 5 '20]?E«07 «9 '«495E 13 «2 '6upbEtpZ 0 ~ Kopp ]ea8203E,t02 «7 ~ 5000F 01 3 F 874?ttK 02 «2 '5a4?E+Ql 4. 13e32E-lp 3.8ta?SE-OZ «2.65447Etpl PE EtpQ I ~ 329]7K+01 .1 "1,5000Kopp . "3 . 3ea?]SQKtp] 5 ~ 90869Etpf 5 '9790E"10 '.«3 'I}SQEtp] «5.90soPE+Ql O,E+00 1 ~ 01845K+01 29 Ib f 2083Ktpp 1 ~ v,blt24SEtpZ 0 ~ Etpp 0 ~ Eopp ?.er 245 t02 O.E+00 0 'tpp 3 ~ Sa]ZZKtpZ ],0520Kop0 „. 1... 8 ~ 0]374K ]6 «2 '874?Et02 «4 ~ 46475E 01 4 ~ 5"74?E-13 2.48747K+02 O.K+DO 1 ~ 24374Etp2 4 7 ~ 50QOK 01 3 5 SblaaKopp «2 '"292K+01 I ~ 06842K 10 5 '<]44Ktpp . 2 '4292Ktpl 0 '+00 1.39953Etpl 1 ] ~ 5000Ktpp 3 3 '4004Etp] «4 77771K+01 3 '579DE IO «3 lvD04E+01 «a d ?777]Etpf O.E+OD ?g93838Etpp ! 30 le 1.2083Etpp I 8.7aaSSE+02 0 ~ Etpp 0 ~ Eopp 8.7ua585+02 O.K+00 O.K+00 37229co02 la -1.052DE+00 1 -7.09842K-}e 4 -2.ZD336E+02 -3,954?9E-O? ~ 5uva?c, 13 «2,20336Et02 0 ~ Ktpp li.]ploSEo02 .-],0500K+00 ...-3, 4.8??ZSEtpp -2.e473}Etpl.. -1.53532K-OP 4 SY728F+00 2,oa731Ktp) O.Ktpp 1 '6752=op] 1 1.5000Kopp "3 «1 ~ '1 ,),71547Kopl 3a92090Eiop] ~ 53395E 09 «1 ~ 7 t 54?E+O] «3c92090Ktp] 0 '+00 1 ~ 10272Fop I 3f. }O -. 1,2083K+00 i. . I ~ 05887Kt03 0 'tpp .. O.Etpp ].0~88?Kt03 O,E+00 O.Etpp .. 5o29433K+02 l 14 «I ~ 052QKopp I «1,85694E")b "4 2 '3880Kt02 '7739K«07 5u747E 13 «2 ~ 43880Et02 O.E+00 1 ~ 2194DEtDZ ST ~ TE Uk)T 2 SttIKLD BUILDING STRESS AHALYSISgHOHLINEAR G SKPIK:OBER er 1981 NASIRAtf et26/8} PAGE 63 SHIELD SLDIHV AXISYtLttETRICAL ttODEL ~ "L";} -.I.t.~.atrD t .],«TELL t }.»3tT «1 ~ 93K...... SUBCASK 2 „ CRACKING ANALYS IS NAX I NU N 6 f. K N t, NTSTRES 8ES ~ t KIDLID I tLFLAG 8 IG"X SIG Y SIC XY EI C«.] SIG 2 THETA«} TAUNAX 2 «} ~ 350PKtpo 3 }52?a?3Ktp} «3 ~ 69949Ktpl 8 '1808K»09 1 2?4?3Etol «3 '9949K+01 O.Ftpp 2 ~ 48711K+01 1 «1 ~ 5000Etop. «3 .5 ~ 10696Etpp »4 ~ 28867Ktpi . «9 '6023E"09 . 5 '4696Etoo «4.2886?Keo} O A K+00 „, 2 '9968K+pl f f 32 lb 1 ~ 2083)too 1 1 027106E+03 0 ~ E+00 0 '+00 1 ~ 27106K+03 0 'top O A K+00 6 ~ 35530E+OZ .. 14., 1.0520K+00 ..1 . «}.]au}4E«]5..-3.55142K+02 -e.3VaaZK«OT 9 'v495E 13 «3 '5142K+02 O,E+00 1. 77571Ke 02 1 «],'eOOOEeoo «1 QOKepp «705995}Ecol «2,52148E"09 0 ~ Eepp 7 '995)K+01 Q,Eepp 3 '9976E+01 '8 1 ],500OEtoo «1 O,Etpo 7 '995}tto] «2 '2148K»Q9 OOE+00 «7 '995}Etol O,Eepo 3,799?eE+ol tt 33 }5 1 ~ llubKepo 1 5.96312K"}5 }'085096Ke03 303222TE 06 }.8~096Kto3 3,63798K«12 9,00000Ktpl 9 '5476K+02 14 } F 1146"top 1 1 98983K }5 6,1764"Et02 «} F 1086)E«06 8>899K 12 «6 '?644Et02 O.E+00 3 '8822K+02 5 4,8000E Ol ~ 2900 1.47O95E+Ol. «3 0 ~ Eepp O,Ktpo 7 '5u?rjEeoo 1,.0' '9636K»09 ].ar095Eeo} 1 }.29834Keo2* 1 «1 ~ Z9834E+02 OOE+00 6549}etLEep} It'4 1,50002900 2900 ~ 92438E"09 0 '+00 17,7.003118-01,.1 F,I 8904" 15, 2,30D727903 35 18 8.?SOOE-Pl 1 },]7039Et03 O,EtOO Q.Ktop ) ~ L>039Kt03 O,Eepp O,K+00 5 '5)9SEt02 r~. ,13 . },]66?Etpo ... 1 5 '6945E }6 1 79084K+02 «3.2143?K«07 «4,5u747E«13 1.v9084E+02 0 '+00 ... 8,9542}E+ol 1 1 ~ ZSOOEepp 1 0 ' +00 »2 '?020Kto! «2.38e99F.-o9 0 ~ E«00 «2 ~ 27020Etpl 0 ~ Ktpo },}35LOKeo} .~b 1 «1 ~ ZSOOKeop «1 0 ~ Eeop «2027o20E+0} 2,38899E"09 0 ~ Eeop »2 ~ 27020Eepl O,E+00 1 ~ 135}OKepl '.Eepo 36 18 8 ~ ?SPOK 0} 1 8 ~ 803003Et02 . 0 Etop 8 ~ ec003K+02 0 '+00 O,E+00 4 a}OOZceOZ .r 1 ~ 166?Eepp 1 ?,0956?E«lb «2 ~ 20250Et02 3095326E 07 4.5u7a?K-13 «2 ~ 20250Eto2 0 'eoo 1 ~ }0}ZSEepZ 1 0 ~ Eeop 3 59634Ktpl 3 122K»09 3,5v639K+0] O,K+00 O.E+00 1 ~ 79819E«01 t'3}2 ... ~ ZSpof eoo.„."L... ~ '1 .. 1 «1,25008+00 3 1,61615K+01 2,66536Etp1 «8,5634LE«09 l.et 6}SEepl 2 ~ 66536Etpl O.Eepp 2014076K+0) .) t, 37.,}8 ..8.?SOOE 01 . l... 6 ~ 377}TEe02 0 ~ Eepp O.Eeop 6 '(V]VKeoZ O,K+00 O,K+Op 3.18es9E oZ «4 9 13 ], Lbb?K+00 1 6 01044K 16 ' 1 86564K+02 «3.348e3E-oi ~ Suju?K«)3 1 ~ 86564Ke02 O,Eeop '26225+0} 1 ~ 2500Eepp «] 0 ~ Kepo '7?7LE+01 7 '4222K Lo 2 Zrvv}Eep] 5 '843"E«L4 O.Eeop }.}36abE Ol 1 — 1'd 00E 0 3 — 1'ba?39Etol 2'a}6K+01 5 '3532E 09 1 brj?39Eeo} 2 '7416E+OL , 0 ~ Keoo 5;6338?Eeoo 1 I :> }'9 38 18 8 ~ ?SPOE»01 1 4 ~ ?0406K+02 0 ~ E+00 0 'epp 720aPbc+02 O.E+oo 0 'tpp 2 '5203Et02 }7.. 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O.Etop 0 '+00 u,f?607Et02 9 ~ 00000Etpf 200880uc,t02 12 . 1 ~ ZSQQE+00 1 ... 0 ~ E+QO 7 '0375K 01 . 2 '0774E 10 7,943?SK 01 0 '+00 O,E+00 3 ~ 95187 E"01 1 1 ~ ZSQOE+00 3 7 ~ 46390E+01 3 '4877K+Of 2 '5282E 09 .-3.5us??Kepi «7,4639oEtol 9,ppoOOKtoi 1,95756Etof F...c*t. DIAG. 8. HKSSAGE « .TRAILER.FOR ..DATA BLOCK OESCAl. 2 384u 0 9.. 8 Bl . ~tt DIAG 8 HFSSAGE, TRAILER FOR DaTA BLOCK SCRATCHf a 1 SSt5 2 302 5136. DTAG 8»OKSSAGE «T'RAILER FOR DATA BLOCK SCRATCH2 -" 1 28E 1 286 10000 *to DIAG . B..HKSSAGE."«;TRAI!.ER FOR DATA 8'LOCK CASPS 1, 3o2 . 10000....„. HPYAD»NULL PRODUCT 30'ATRIX wt?E DI4G 8 HESSAGE ««TRAILER FOR D4T4 BLOCK CASPL .„. EE, 286 1 „. .. 286 . 10000 9 '\ 57*+ DIAG 8 HKSSAGE ««TRAILER FOR DATA BLOCK PGTOT 5875 588 10000 *~+ DI4G 8 MESSAGE «TRAILER FOR DAT4 B!.OCK PGVf 0 2 588 588 588 .HESSAGE 4t* DIAG... 8 . TR4ILER.FOR DATA BLOCK.SCRATCHf . u....., . 1 58~ 1 . ... 302 ..513e EE «DIAG 8 HKSSAGK TRAILER FOR OATA BLOCK scuiTcHu 30~ )) Chang ~ ~" J 4/6 ))OHLI)ighR A'.)A).YSIS OF RC STRUCTURE MITI IHTERACTIOH OF THS)iML CRACK)SG A) D )KQM)))CAL LOAD H S CHA'NC, R ATYATSH Kbacco Services, Inc, Tvo Rector Street, Hcv York, HY 10006, USA D )) ))ERTI)lG Unfversol Analytic, Inc, 7740 Vest vencb«ster Blvd, Plays Dcl, CA 9029) USA SU)NARY In recent year, finite clement methods became a c~)or tool in the analyses of reactor concrete containment and drvvell structure of B~s type containment. In these analyses, linear clastic method is acceptable for mechanical loads because tne cracking of the concrete vill not alter appreciably the stress cistribution in the structure. How«vcr, it breaks do n co"p)etely vith the fnteract 'on of mechani- cal loads and hfgh thermal loads, vhfch fs characteristic o! containment structure. Usual practice is to adjust either thc catezfa) propertv o the concrete before the analysis or the soluc on after tn«aralysis. Comp)fcated geo=«tries) configura- tion and thermal distr!butfon make this kind of adJustmcnts cot only difficult~ but fts outcome unpredictable. A series of flat shel) e)ements vfth coupled fn-p)anc stiffness and off-p)ane rt'iffncss are formu)cted by usin- Rirchoff's sssumptfon . These elements are divided into layers along the thickness, and eacr. layer can have fts ovn material characteristics. The crackings of the concrete aze propagating from layer to layer and from c)«ment to element, At each stage, the equiva!ent thermal load vector corresponding to the rurrert "a ezfal state are evaluated and combined vith cxtcrnal mechanical loao. The nor)in«at solution m«thod used fs a combination ot ro ca))ed variable stiffrcss cethod and '.n!tial strain method. This series of «)«ments and nonlinear solution methods are implccented into the NhglMH (tMSA Structural Ana)ysis) computer prcc ra=.. >ac«rial assumptions,'ormu)ation of the e)«ments, criteria to establish crcck opening and closing, m shads to construct thc therma) )cad and non)incor load, methods to hard)« the in:erection of thermal load and mechanfcal load, nonlinear fceraticr. scheme and solution convergence criteria, and computer program configuratfor. are discussed fn t..e paper. Also cxamp)es to compare vfth experfmen:al data and application to the ana)ysfs are presented fn the paper. A nonlinear finite e)emcnt method is derived and ic ple- mentrd to solve the problem of inc,eraction of thermal crackirg and mecbanfcal load fn reinforced corcrctc structure. The a)gorithm is designed to be cificicnt for tbe solution of large-order and complex, stzuct re, such as zeactor containment, and c)fninste the'ncer ainty fn hand)fng the thermal load. Its result's shou that ft can predfct cracking propagation and stress zedfsc.ribution ia reasonable ogre«ment vfth availablc experimental dote. / ~ ~ t, ~ ~, ~ ~ ~ ~ ~ )) Chang J 4/6 e introduction In rccenc years, the finite e)ement method became a maJorr toool1 in the analysis reactor concrete contefameat and dr)~c)1 structure of DW type con- tofnccnt ~ In these eae)yses, the reinforced concrete is usually assumed to be )incor e)cetic and homogeneous. Thc stresses distribution characteristic ouch os off-p)onc sheer, fn-plane Corccs, bending moment and tvist ore obtained from these ona)yscs ~ Then, locally, the reinfozccd concrete is designed os structural members by fol)oving long estob)ishcd semi-empirical design method. Under cxtcraal mechanical load, such as pressure end s e isaic load this rocc- durc is occcpcablc becesue the cracking of the concrete ufll not alter cpprccfably thc stress distribution in thc concrete. However, ft breaks down completely Under the interaction of thc thermal and. the mechanical load, because the magnitude of the therma) stresses depend on the materia) of thc concrete (cracking), Mhich in turn depends on the stress state in thc conczcce. Thus, they couple each other non)incor)y. Therefore, the stress cheracteriscics obtained Crom o linear e)astic aas)ysis docs not represea. the real stress distribution under the interaction of the therma) and the mechanical load. To remedy this, thc usual practice is to adJusc either the cmterfa) property of the concrete before the analysis, or adJust the solution after the analysis, Houcver I foz structures uith complicated geometrfce) configuration and compli- cated thermal distribution, this kind of odJustment is not only difficult, but -its outcome unpredictable. From the above discussion, the sns)ysis method for t)a reinforced concrete structures under the interaction oC the therma) load and the mechanical load needs improvement. In thc past Ceu years, the nonlinear ana)ysis of chc con- , crete structures gradually gain acceptance 1, 4, 5 , In these nonlinear analyses, the materia) pzopczcy of the concrete at each stage of )oedfag can bc accurately predicted; aad, thus, the thermal load can bc evaluated properly. Furthczeezc, thc advancemen of high-speed computer and matrix manipulation softMsrc cake o nonlinear solution of a large order structure model possible. Ia vfeu of the strigeat safety requirements of containment structure and the uncertainty of existing analysis methods in dealing uith the therma) load, o nonlinear ans)ysis for the interaction of thermal load and the 'mechanical load seems to be the aasucr~ In order to handle large-order ond comp)ex structural models, not only a valid nonlinear ane)ysis procedure but also a large versatile finite element ceoputer code is needed. To accomplish this, a series of Elate layered shell c)emcnts and a aon)incor analysis procedure are implemenccd into the computer ~ ~ ~ ~ )l Chang y 4/6 cede MSTPJ>ll ()RSA Structure hnv)ysfs) Level 16, Thee nenev elements arc compatible uith all other elements in thc )DUSTPAN famfly. Inpuut data reductian and e>atrfx e>anfpu)atfon are done by standard NASTRAN. Special consideration has been taken to design tbe nonlinear analysfs algorithm so tbat it is efficient for large-order and complex tbc solution of structural models'a * cred Shell E)er..ent In general, tbe stiffness matrix of a shell elcmcnt can bc cxpresscd as [>„,] - f [>"[»][>] a. uherc B~ is thc strain-dfsp)acement '>)relation cutrfx and D is thc genera)- feed stress-strain rc)ation'atrix. '1'he [B'atrix is a function of the pecmetrical shape of the element end the assumed displacement shape function. In this vork, three nev flat shell elements have been implemented into NASTF>AN>. The formu)atfon of the Bl e>atrfces of these thrcc elements fol)ovcd those of )VSTRAl> TRBSC, TPTA) and (PAD) elements 7 . In NASTRA)» the in-plane and off-plane stiffnesses arc computed independently. Hovcver, for the ncv c)cmcnts the in-p)ane stiffness and off-plane stiffness are coup)cd. Especially, for TRIA) element, vbich is a Clough triangle; thc Cloupb's method of constraint is extended to include tbe coupling of the in-plane and the aff-plane terrs. Thc D c>atrfx is a function of tbe material property of the c)cment only.. ln evaluation of the D) t>atrix, the concept af layer finite elements are adopted in this vork. A typfcal layered e)erent is showa in Figure l. Each )eyer of the c)anent is corresponding to a unique material property vhich may bc defined independently or changed to a ncv materfa) praperty as tbe non- linear analysis progresses. Although the stress may be different from one point to another in the plane of each layer, it fs a sue>cd to bc constant throughout the thickness of the layer. Far nonlinear cetcrfal, rbc material praperty of a layer !s,a suecd to be o function of the average stress in that layer. For matcrfe) nonlinearity, the B matrix is independent of tbe nonlinear behavior af the element. In order for efficient cxccution of larger order structural model, tbc B materia) fs computed outsfde of tbe nonlinear itera- tion )oops and stared on a random fi)e, vbich vill be read back to generate thc stfffness e>strfx, equivalent therma) )and, and unba lanced load vector, k 3, )hterfe) pra crtv and Constf t tive Pe)atfr>ns ~ Concrete considered bc a a fs 1 to )!near e)astfc-brftt)c materia) vith limited tensile strength ft. The reinforcing steel is considered )incar clastfc. The failure criterion for concrete under bf-axial stress state is showa fn Figurc 2. Tbe dotted )fne is proposed by Kupprr, Mf)sdorf and 3 4/6 8 Chang Thc concrete is con- Rush 3 , and the solid line fs used fn this analysfs ~ cfdered cracked fn Regions I, II and III. Sfnce the c~terfal property of a layered element may -be different froc» onc layer to another, each layer has its ovn stress strain relations. These relations can be cxprcsscd as i i-[]L i »T and e ~ vherc {< } {ax, ay,r }T is a layer stress vector {c } «{ex, y V} fs a layer strain vector. Before cracking, the cora tete fs considered to be (2)'~matrfx homogeneous and fsotropic, the C ratrfx fs the usual fsotropic elasticity matrfx. For concrete ufth one crack, the 1 fs 0 0 0 T C «T(0) Ec O (3) o o Pc, and the shear modulus. vhcrc Ec fs the Young's modulus for concrete Gc fs P fs a shear retention coefficient accounted for aggregate interlocking effect of concrete 1 . T(0) fs a transformation c»itrfx from the coordinate system normal to the crack to the element coordiratc system (Figurc 3). For concrete vfth tuo cracks, fn .Region III of Figure 2, the C fs assumed to be identically acro. For reinforcement, the C matrix is Es 0 0 'T C «T(0) 0 0 0 T(0) (4) 0 0 0 0'herc Es fs the Young's modulus for steel and T(0) fs the transformation matrix from the coordinate system tangentfal to the reinforcing bar to,the element coordinate.- As defined fn Eq (1), the clement internal force vector is related to the gcneralfzed strain vector by thc D matrix, - f» f [»] (» ) (5) vhczc {F} { Fx, Fy, Fx, Nx, Ny, Yixv},.T Fx, Fy, Fs are membrane fozces and .T e Hx» y» g3 rc rements» {,1 } «{ .ox» oy» ro» x» Xy» Xxy I ~ ox» vector {t } and thc clement strain vector jX}, the Kfzchoff assumptions aze used, The Ffrchoff assumption can bc cxprcsscd by [»] L> ) 1 0 0 -a 0 0 0 1 0 0 0 0 0 ''1 0 0 «t i «4 ~ ~ J 4/6 uhcre s is thc location at vhich thc strain vector (cI is evaluated. Nou, the D matrix can Le evaluated Ly the equation, D ~ H T C H 'dz 4, ~Ch 1 of Y»terts} State Since the cmtcrial state of a concrete 1cycr is a function of the strcsscs and strains in that layer, it vill change from one state to another as thc nonlinear analysis progresses. There are three maJor codes of changing rtate: 1) the formation of a nev crack; 2) the closing of an existing crack; 3) thc reopening of a closed crack. Rode (I) is thc only mode dealt by rost investigators l, 4, 5, and it is applicable to a monotonically increasing loading. Node (2) is essential if it is to investigate the structural behavior including the interaction of thc thermal load and the mechanical load, In order to reduce thc amount of book- keeping, it is assumed that node {3) is identical to mode {l) in this vork. This assumption is true if the tensile strength of concrete is sero. 'n viev that thc tensile strength of concrete is small and that it is often neglected in most cngincering analyses because of its uncertainty, this assumption is a good approximation. The criteria for the for.ation of ncu crack is based on thc layer atrcs es: a layer vill crack if the computed principal tensile stress exceeds the tensile strength of thc concrete spccificd in Figure 2, i.c. o t t (8) . 1 cher'c ( 0 if et f1 /Ec vhere ct is the strain tangential to,the existing crack and t is the poisson ratio, The procedure to evaluate the changing of material 'state for each layer is proceeded as follovs: a) Compute the layer strains b>'c) [)i~ [S~ fuI fa)T (10) J 4/6 lf,Chang uigcrc u is thc displacernent so)uticn vector of the current iteration for the current clement, gk, the there~1 expansion coefficient vector and T, ~ the layer tergperaturc. b) Tf thc layer has existing cracks, the co«fputed strains arc tested against Eq (9) to fom an intermediate neu layer stress-strain relation Cl incan axi ti crack. ties is"".. r tCo) uhcre Co is the current layer stress-strain relations built into the global r.t'iffncss cgatrix, uhich is used to obtain the displacencnt solution vector u . c) If ne existing crack in the la sr!et,[CI] [Ce] d) Based on the nev layer stress-strain relation Cl, the layer stresses nre ccnputcd and tested against thc criteria specified by Eq (8) to forth the final ncu layer stress-strain relation C2 (12) 5 ~ Faouivalent Therffhnl Ibad Vector Thc cquivalcnt ther«hei load vector is dependent on the material pro- perty of thc ele~ent. Vith the neu a.atericl prop rty defined by the C2 uatrix of Eq (12), thc equivalent them~i load vector for the neu rat«rial is evaluated by T ft „B H.T C2 cg T(a) d„dA (13) 6, llonlinear Solution Hethod I Generally, tvo iteration methods are available in thc finite clcnent xgetho for thc olution of resterial nonlinear problems: the so-called r a variable stiffness sgethod and thc initial stress/strain method [9]. For variable stiffness method, a solution is first obtained by the initial linear system. Based on this solution, the ratcrial state of each element is updated, and n nev solution is obtained uith the regional load vector and thc ncv CkatCrial state. This process conti. nues until the change of ckaterial state of tuo consecutive states are sufficiently snail. For the initial stress/ strain method, the original elastic system stiffness is kept unaltered. ht, each it.«ration, the difference bctuccn thc elcnent stresses uhich arc con- ~ aistent uith the current material state and thc «)«ment stresses uhich arc in equilibrium uith the external loads are called thc unbalanced stresses From th«sc unha)anc«d stresses, thc equivalent unbalanced load vectors are ~ ~ ~ 6» ll Chang J If/G found. Then, a nehf solution is obtained uith these additional unbalanced load vectors and the original,linear system stiffness rbatrix. This process con- tin'.,ca until thc change of unbalanced vector is negligible. The variable stiffness method has the deficiency of reassembling system stiffness at every 'teration. This process is expensive. (b the other hand, the initial stress/ ceo)" s strain method has thc deficiency of slov convergence. Zn this Mork; a bination of both methods are used, and the iteration equation can be expressed Ds * u + ~ fe + + f <") uhcrc Ho is the updated system stiffness matrix, (st is the external looad ~f ~ vector ~f is the thermal lead vector based on thc curzent cbatcrial state and If~ a the unbalanced load vector given by ' f ~ B C2- Co Hfds B dh u {15) uhere C2 and Co are t'nc stress/strain relation for thc ncM material state (Ea (12)) ana the state built inta tha current -lsteu stiffness uarris [hnj, respectively. The convergence criterion adopted aze given by ("I'I"'I uhcre f~ is total load vector on right»hend side of Eq (l4) and b is a sufficiently small nu.".3cr. ~gphl: Im lementation The implementation of the cracking analysis algorithm in NAS'i'equires only isolated interfaces to the program due to hASTRAhl's modular design. 'thst of the neu solution iteration procedure code are isolated to five neu modules, vhich uses many of the existing Kf STR~N matrix subroutines. h brief description of each modu}t. a,peazs belobf: a) Function tk)du}r CASH": (Strain Yatrix Cenerator) ~ Generates thc e)ment stress-strain relations B . This module is outside thc iteration loops and store the B e)matrix on randoc),access files ca)led CA(b (Cracking Analysis (Aeration File). These data uill be used inside thc iteration loops to compute thermal load, clement stresses and unbalanced load vectors. b) Function H(bdulr CAL TEL (Cracking Analysis Vt fifties) Performs utility function uch ai extracting data froe) CAOr for previous 3)bsterial states and assembling portion vectors for nodule ChlTBR (described bc)av). +7+ c ) ~unction Hodule CAENO (Element Stiffness Generator) nev Ccneratcs the element stiffness matrices') Functfonal Yodule CAIYER (Crack Analysis Iteration) Generates the nonlfnear thermal load vector and the unbalanced loa d Function vector nnd perforrm the unbalanced load iteration, c) 'Hodule CAOi p (Cracking Analysis Output Processor) There are tuo iteration loops; the outcr loop fs called thc stiffness iteration uhfch updates the system stiffness on thc left-hand side of Eq (14); thc fnner loop fs called unbalanced Iood fterntfon whfch iterates the right- hand side of Eq (14) ufth constant )~ . The stiffness iteration fs implc ncntcd by using the HASTEN DIP (Direct Y~trfx Abstraction) control language 8 ~ lbdule CAITER performs the unbalanced load fterr.tion. It recovers the stresses, cvaluatcs nonlinear materia? state, generates thermal load vector and unbalanced load vector, tests for convergence, nnd setting of poro=eters to control DIP execution. The CASHQ sodule resides outside both fteratfon loops ~ 8 ~ E> om le Problems n) HcÃefcc's Plate ~ HcÃefcc's plate I2)'he is a 36 inch square by 2 inch thick supported at four corners. It is a tuo-uay slab ufth 0.854 reinforcing bars. A concen- trate force fs acting at the center of the piete. Figurc 4 shous the finite clement grid and the load deflection curves from experimental and co~utcd results for point 2 on thc plate. b) Infinite Long Cylindrical Shell Under Thermal Load Ffgure 4 shous n cylindrical shell of 15 feet insfdc radius and 1 foot I thickness ufth tuo-uay reinforcing bnr at outsfde Ence of thc cy?fndcr. It has " a as built tcmpcrature of SO F. This temperature grous to 170 F outside of the cylinder nnd 80o F inside of thc cylinder, Thc results of classical theory and this analysfs arc shovn in Figurc 4. The small discrepancy fn cracking distance nnd the amount of increasing in radius fs due to the assumptfon that strcsscs- are constant throughout thc thickness of a layer. »» ~ »8» H Chang References 1 HAM)> F.R» PECENOUi, D.A., SC!L:03RICH, M.C., "Nonlinear layered Analysis of RC Plates cnd Shells," JO'%.'RL OF TiK STRVCTL'PJ>L DIVISION> 2 JOFRIET> J.C., HcNEICE, C.H., uginite Element Analysis of Reinforced Concrete Slabs," JOJRNAL O. THE STRUCTURAL DIVISION, ASCE, Volume 97, Ho. ST3, Proc. Paper 7963, Harch, 1971, pp 785-806. 3> KVPPER, H., HILSDO?J', H.K., RUSCH, H., "Pehavior of Conczctc Vndcr '"'iaxial Stresses," JOVIAL OF THE A~RICAN CONCRETE INSTITUIE, Volume 66> ho. 8, August, 1969, pp 656-666. I>, VALLIAPPA!:, S., DODS>>N, T.F., "Nonlinear Stress Analysis of Reinforced Concrete " JO'.%ML OF THE ST>RUCTLrA'IVISION, ASCE, Volume 98> ST4, Proc, Paper 8845, April, 1972, pp 885-898. ~ V ~ >VOGIE'LICZ C Ana 5 PHILLIPS > D > ZIE ~ 0 ~ > "Finite Flement I>onl inear lysis of Concrete Structures>u Proc. Instn. Civil Engineers> Part 2, 1976, 21, k~rch, 59-8r8. 6 HERTING D. HERENDEEN D,, HOESLEY, R» Cl!ANC, H., "I .plementetion on a Non! ineer Concrete Cracking *lgoritl in NASTRAN'," Fifth .~ Vscr>s Colloquiu", Amers Research Ccntcr, October 5-6, 1976. 7 NASA SP-221(03), "The hASTRAN Theoretical ~annual Level 16.0«u 8 RASA SP-222(03), "Thc NASTRAN User's Yanual Level 16.0«u 9 ZIENNIEVICZ, O.C., "The Finite Element Hethod in Engineering Science>u }lcGrau-Hill, London, 1971. «9«* ~ ~ ~ ~ z x Reference Coordinate System Origin a, b, c ~ grid points ye Q h . hb, b, offset vectors PXGURE l, TRXANGPD.R IAYERHD ELRHEhT ~ 0 ~ ~ ~ ~ as XX XXX ~ I I / FIGURE 2. C(hCRETE FAILURE CRITERIA UN)ER BIAXIALSTRESSES ~ ~ ~- PXGURE 3. LAYER STRESSES XN CONCRETE VXTH ONE CRACK ~ ~ 14 21 28 35 42 49 GIVEN 6 48 t ~ 1.75" i i+31 5 ~ (+ 550 psi C 46 Ea ~ 29 x 106 psi 45 Ec ~ 4.15 x 10 6 psi /' 0.15 44 P ~ 0;0085 8 15 22 29 36 43 ASSOHED APPLIED CONC ~ ~ 770 psi ft LOAD P ASSU~," D ROLLER SUPPORT AT FOUR COR'iERS 18ll 1 8ll 4000 / / / 3200 / / / Q / 8 2400 .'/ I' / / / 1600 //0 —Experimental / Theoretical -' «--- Theoretical, „800 Linear / 0 4 8 12 16 20 , 24 28 '2 36 DEl LFCTYON (10"2 inch) AT POINT 2 FIGURE 4. HcNFICF.'8 PLATE ~ ii r,~ ~ i, eS T 90 F ca 5.24 x 105 ks 170 F c f F.'s 4.32 x 106 ks f IL 0 0 15t 0.55 x 10" ~c 0.55 x 1O-5 50' 0 ~ 125'.875'!a ~ CLASSICAL THIS ANALYSIS —/- 4 THEORY '.d ~ ~ Growth of Radius 7 x 10 7,49 x 10"3 I Q '1 ft g CS Stress in Reif. 1058 psf 1059 psf A ~ Bar ~ 1 Max Stress in 98.4 psf 98.4 psf 8 Concrete Cracking Dis- 0.6 ft 0.621 ft, V tance C b IP a': a COCKED ZONE SECT. A-A FIGU)iE 5. INFINITE CYLINDRICAL SllELL UNDER THERMAL LOAD Xnvestigate sensitivity of finite element model of containment base mat to thickness of soil layer assumed in analysis. The analysis of the containment base mat using the SOLIDS computer program was done with a conservatively assumed low value for the soil Young modulus H ~ 5,555 psi. To investigate the sensitivity of the mat finite element model to a variation in the value of the soil Young modulus two new computer runs were performed with the ANSYS computer program for the original low value of E = 5,555 psi and for a much higher value of E = 40,000 psi. The results presented in the attached table for a number of elements indicate, as expected, a reduction in the values of the stresses. A similar sensitivity analysis was performed on another Ebasco nuclear pro- ject (Vaterford Unit No. 3). A finite element model of the common foundation mat of the Category I structures was analyzed with the Stardyne 2 computer progiam for different values of the subgrade modulus. Reducing the subgrade modulus from 150 lb/cu in to 70 lb/cu in in the areas with the highest net soil pressure resulted in a maximum increase of the moment and shear at critical sections of 23%. g/ EBASCO SERVlCES fHCORPORATED HEN YORK OY +~Q+~L OAT@ g CS cB / SHEET'F GKKo, QY~CAÃA QATc++ggi C FS RO.M~~2~~OZ RO. 5 C LIKHT (Za " PROd KC7 Lue/8 2. SUBdCCT R 8 878~ S7P&SS i+ //H Eu.ma~ ~gg/( = 4op <» /'> ~o. 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K>x <0 DC 8HAPE8 NUHBKR 11 To 1% ~ CANTILEVER NU~8ER TADSa0,022174 0 '18554 0 ~ 014554 0 ~ 015842 0 '15704 ti~ 0 ~ ~ 0 ~ 10* tt 10 0 ~ 0 ~ 00010* itttitt*iitt 00110400 100000ttt 00*4**0*0 2 l 2 0 110* 000014*0 00*ttt~ 0111 000 ~ 1001000 04 ~ 140414000 *01140001tt 1 0 1 0 1 0 4 0 '0 0 4 0 ~ tet ~ 01 a 0 4 I I 4 ~ ~ 0 4 4 *1t1*00 0 0 ~ 01*01001* t*401 0 t 0 0*1*4 ~ OOOOO*OOOO*0 0*~ 11*10*it04 ~ iatttit 01111110*00* *0000 aatitppae Oottaeaept 4 4 4 a 4 ~ttttttttttt *iittt110tt ~ 4014001000 0*00 0*1 7 7 7 7 ittittttit ~ itaotpioa itiettatettat etio ~ 10100004 t 8 I 8 8 4 8 ~ 1*010tittto~ 110000001*it 0 *co*4 ia*0001 41000000 0 4 8 ~ 0 ~ 1 ~ 0 1*tttttt* *0~ 010000*041 iiiti** 0*00 ~ 1 10 10 +<~/c =g OKS / Pg~ —0 H00K BHAPKS HUHBKR f TO 5 CANTglKYKR HUHBKR KRIA08F 0 '55Ttt 0.34t803 0,'l 39 $ 58 0 ~ 067830 0 ~ Ob080b *011**1040114 ~ 41*tt0114101 0*14 0 ~ 1 4 1*4 ~ 1 0111140*41100 Otltitle*101 4 t t t 101111 ~ 140* 00001414141 ~ 040 ~ 114111 ~ 0*ltttttel 001*t* A 1*011000000 00111111*1 0*100 1 ~ OR 11 1110**0 4 t 3 141*40 ~ tat tltt*40t t40001040 0144 aatato 4 4 4 4 A 4 4 t 0 4 lttltltt* tell*1 111 ~ 1*40 at 0 0teeela 5 1 'I 5 . 5 0 5 ~ ttllttt *0~ * Otltll Ottl Ot0040100000 b b 4 I b A b tlt**11 10*0 ataotte alt4100aeteta T 4 4 T l T 4 0 0 T ~ 141040 10 4 ~ 04*0 ~ 110 *0001Ratte 8 4 ~ 8 '. I ~ 8 t 8 Otllt lilt 4 ateeta** **0*10* 0 9 I 0 0 ~ tt* ~ 1111* ~ 0 elle 1l Ot $ 10 10 can/A'li Ch'L II ttPIP/f Zooid + 4 / ~ /1<~ =o HOOK SHAPKS NUHSKR b TO 10 ~ CANTlLKVKA NUHSKR PKR1nn840,042231 0 '409bb 0 'S7198 0 '28084 0 '24b84 « ~ «Raaoa*O 401001101«1 0«1*0100*4 14111««*0 4001*** 1I 1 h t 1 0 l ~ *11 ata t*oaa «4 0 1 0**1 0 1 0 0044«0000'aia t 2 l 2 2 atlallo*10 00400 ~ 00*0 ~ t 0 01 0 0 1 t*a *4 0 0 0 4 1 0**4 4 oaaaeoa 4 ~ tooaaoaaoaaa 0*0010««iieet ~ 4000000040) 0414*104 h l 4 l 4 etage 4 4 to*11 ~ 11001* «440400000 00400141 *000400*tie 4001010000441 l l I 0 0 414 Ol 0*411*eoooaoi **lee 4 b 1 b b b oaa*l ta*aolt 11*otl*t4~ 0140* 00110*0040 7 ~ ~ 7 k 7 7 to**tata«it 1*aotoooaao*a Otaoaio*tlleo 0«0440040 000111011**t h 8 l l 8 l 8 8 O*ttt441101t ooooltt*10000 at4*o*t*0 0 1 *0 4 4 0 4 4**** OO l 9 9 1 9 9 1«0000010 411110*1 «1*00 000*tl*1*00** o 4 10 10 «p ~O HOOTS SHIPK8 bKR 11 70 1S ~ CAHTILKVKR NUH8KR KRftlhb ~ DE 022176 0 '183S4 0 '16SS4 0 ~ 01S802 0 '5S704 lit** 110 aae ~ 0 00 0 1 I 1 ~ tttfttle*0~ ttl~ I*~ 110 ~ 0 ~ e*aifta 44 ~ ttataa 104*0000* 2 I 2 2 0 ~ 10 040 ~ 400 0 a tali*lit01 *010 ~ 0**040 Iaaaatti F 001 I 3 1 3 *~ I'Ilail~ 00 4*t100011* ~ 00 floaaa 0 II I I I *0~ It4100 ~ 4 411ti**4 0*at*0~ 1*0014 40000000000 ~ I 011 ~ 04000*00* e ~ talelfI *1011**1*f14 00000 1*1*01400 aaaaatilla 0 6 I 6 6 6 tlat*04000000 ~ 00011000tt 1040 ~ 004141 0010 *40 7 7 I 0 - ~ 7 7 * etaatt4000 0*10110010 Oittit1041tt ***4*00010104 I 8 1 8 1 8 1*taaa*00*111 0014041040tal 01410 4000100 aaaaae*0 ' 0 0 ' 0 0 ~ tatei 0 ~ eaeelta 111 ~ 000000014 0 ~ 04110 *001** 10 10 lje~ 4/+ a~C CPZ'~ t <~$ t1 P ~c~4 s~e ~go < C 0 S OwQ+ H tk. a cJ~ew h' Stresses in the vessel shell remote from .appurtenances are I I I analyzed in this section of the stress report. Shell stresses ~ e ~ I adjacent to appurtenances are analyzed along Mith the .. appurtenance design. I ~ ~ Stress resulting from each specified load condition are calcul'ated separately at critical locations and combined to obtain total meridional and circumferential stresses at each I l I point. Stress intensities are then determined and compared ~ ' to specified allowables. In accordanc'e with the maximum shear stress failure ... criterion and thin shell theory, stress'ntensities are found as follows: .— 1; Since shear stress « circumferent:al or meridional I stress, shear. stresses are neglected in calculating stress intensities 2. Radial stress Stress Intensity g t (~e) - (vr) l... I (a8 ) ) - For t(v4) - (cr) I l (~4 ) I "a$ i ~ or i.e. ce ce c8.5 ag . of unlike sign" a$ ------ I Stress Intensity t (ere ) - (c@') ) U8JECT MADE 8Y CHKD 8Y 8y .CHARGE NO. AFNFPAl SHELL STRESS DMS Rb 9 73-7302 ALLOMABLE BUCKLXNG'STRESSES FOR CYLXNDRXCAL VESSEL Mf'RXDXONAL OR AXXAL STRESS The maxi'mum allowable compressive stress to be used in the design of N4 cylindrical shells subjected to Ne Ne loadings that produce longitudinal c~ compressive. stress will be in accordance with Section III, NE-3)33. .I CgOF5 .PFq . Qm jjg ~" l/OOh.lg N9 can be tensile or compressive %673 ( RlO'5 '(os ) STRESS -'XRCUMFERENTXAL Generally speaking, circumferential compression results from external pressure loading. The criteria of. d'or N8 Ne .Section NE-3133, be used , I I I, 'ill to ana3.yze circumferential buckling. These rules provide a safety factor ~ ~ F N] of 4.0 against shell buckling. ~ ~ N) can be tensile compressive UMECT MADE BY CHKD BY By CHARGE NO. Desk n OHB 73-7302 CMd DATE DATE AA-t< t-l1=f+ z-tS-14- Oate FHT OF 00 6i REV i ll r „,. BlAMINGHAM DESjQN ta ALLOWABLE BUCKLING STRESSES FOR UNSTIFFENED HEMISPHERICAL HEAD Compressive stress resultants in the -top head are'compared to t?;e allowables obtained from the paragraphs entitled "Biaxial Compression-Equal Unit, Forces" and "Biaxial Compression-Unequal Unit Forces" of the Heelding Research Council Bulletin f69, Biaxial Stress Criteria For Lar e Low-Pressure Tanks. Using t ese a owables zor the spherical dome xs based on the assumption that the dome acts as a cylinder with the radius equal to the radius of. the dome. Three cases are considered. 1. For a uniaxial compressive stress resultant and for biaxial — unequal tensile and compressive stress resultants.. ie N$ '(-) Compressive. Or N$ (-) Compressive w" N8 0 ...... Ng (+) Tensile Nf Ne N$ ...., N$ . Allow l,Q x 10~ R 2 ~ 'or biaxial equal compressive stress resultants .... X.e. N$ {-) compressive ~ Ne (-) compxessive ~ ~ ~ ~ r N$ Ne Ne N$ . Ng allow = 0.9 x 10'~ R 3 ~ For biaxial unequal stress resultants. This case is treated , as the summation of the uniaxial condition with equal stress. - Ne Ne ~0 ~ Ny Ne -Ny ~l Ne - N 18 x '10 t 09 x 10 t K R MADE BY CHKD BY CHARGE NO. Desi n Criteria DNB Rfo H 0 73-7302 Chkd DATE 'ATE ~/I-''t f-ll-tf >-(s-l4. Oats SHrc OS CO64 REVS.14 I t ' ~ . v. ~ +. Ql'%- ~: ~ '0- Po<~~ > r«b~-o Cff ev.a$ -o ' oc'ChMsP. EL.4S 1 5 Og Fsc hPg Q El, xt.-~ 0 fO UBJECT MADE BY CHKD BY By CHARGE NO. - 7'Sow CALd 7 DATE DATE IA )A l 5Sv iP = 7O'-O a QWO14 87~ ~ i 8 = vial ~ \ ~ \ P mian ~ ~ ~ . 81> I UBJECT MADE SY CHKD SY Sy CHARGE NO. Chkd dZ. DATE DATE I- so- 2'- t4- t 5l USJECT MADE SY CHKD BY By CHARGE NO. fzo H 75- Chkd 3o DATE DATE sc- s -Z ~ l4 2-I<- t4. SHT OF F L F . 8iRMMHAM.9ESIGN a~>" SS L4a m ~OqWW>od-o~'I Lo s, rg Q~ 0 r- ~wt viog 0 > OI lF'LiFr Oh (z m, > vr ~%G4Q~$ S uW CBE ~ VAQc H Rat C ~ PC'A~~~~D<~ F QJ - qy QQ pg,5 E g.uhel~c.g H'6 E Lope ~ < &8" El G.C.YR «h| Pg gZ-,It ~iOM5 ~ ~ F, F 4~ -FII'L 4 ' 8.- '5 'F F I f~(.wldA+ 6 (i(so} ~~i(P C5g SC C. V A 'TLV~+ 5 ;+@ LLOT O F;t'laAI- g ~ L.o~~ = 455". I , To~~ .I o~ - 8SS~ v~a, 8&~ \ %4AcS hu ~ ~CuK-r~ioaQ A(A %5'~ Po< CT ~ g '~=a 4w ', Pock'%IZlzz%'OO ~ F' PO I Q.T'. F — s'a Vd~ B CS>-85 = -6W .'W (~ 'l4(IRlB) G~~ M UBJ CT MADE BY CHKD BY By CHARGE NO. L-a ac@ 5 RD ChI(d 75 / DATE DATE 5c- 5'HT hL A L. 2-g- l4 Dace ~ Kgz, 7 OF REV603 Bc'066 Locatio 'boe ~~ >&> ~ oa 7tesvmn-oW Nr mA~ (OFvvssp-vsT vslp'soFFIK ooAos rF:7 opl /s 5/rEOL jsrv) Po(FST = 0 PO FIST 2 a~= 1 T= 2 Ppe off. EB~o jrvl+ z~iRk z9ye.- G -ps ~= ZoZ.S SW. 2 ~j = Z'*F aT (m SSS).(+IS) t p ~9= O 57~~85 buE Wo 7. ~ Vg WL, 7rcP lOLPC. F 7»vr I Qj= Gg ~ ~ ~ S F Po(k'r 2 Q~ a Rt'SEaVA<>YMCA vsE 70 QAblu5 Zrj Z vcr. r- a «y~ (~-„)(ass) = aig rrk. EBASCcr bA& ~68- ~ -. 7Q. Sf'-. I UBJECT BY CHKD BY CMARGE NO. '- SIZE'LL 51~58$ RoH '' Chkd 73bz DATE'y 'sc-9 SrRESSES44'ADEhv~ Wo 5Mb Date SHT OF ~. zh.il$ 00 64 REV 9!RMIMGHAM PFIZER Location <~SENSES Los Wn SS SFAiC LcALOS hW p~e.W in' (%F!SEzV<1 vEL7 ASS'vA S5E Boa!T I 2 8= (w-») w A = — o Silo!L A~FW = 'T,-44 = o (~ gSggl 9!S)= <.O472! 4'< 5= ~S TL = ~ (Soo.pry) (i'l!S) = W.2<) ~+9. iu P ~ t!I s 724&o'!4A!ooze x!z 5+7 g/ g~l~~ /9 Sl / , aBE oiF!V I =D VoidV Z P= +(5) PAAR>V LoAOS.= (5)($72.4<) = zeb. ~S gaAsc,o O4C.. (@ <2) > Sgs) AX(itL LoADS z,f98-Q -.7)3 1. Z4 X i'.S+$0 OoF = y7O5 R'-A'- 5/$ g, "3 OOO yf PP+2.Pa 7O$ y'lZ V - 'Q7. c'/ +zc/959 &72'si UBJECT MADE BY CHKD BY By CHARGE NO. &6'L.L 5~zF~ 8 PDH ( Chkcf oK 5~~65 ~ E- ~ 5E,gMt ~ PW-I CeAb5' pe lg~Vlode Zo/c. ' 2lIS'i Dst0 FHT OF 0 0 8lRMitILIGH~A Location 5~ U>E. LAFciP5~ 5iNGLE ~~Ah Mlhlck I5 86).o "'F>(l'L) ~~o bN/p P EM~'4 3K -0 . A55VHE ~Ah IS 7~IJSI EKCGb ~-&-7'j> Ac%ss o'AIvs o«~/56< S/VI .'. ~7oid< ~a= ~= o Pa iAiT 7 Cl . R-0 (FoIgFZ), ~a~.~vs l~+gOOF + f93 gl +<<. > 7$// qlB~I. S. AK~E'5 ~!rr- .o: -'crAWL ZpkhS'7 peN ~D ~onJS -(Caw.a V~-r~cl p It. I~6 WJl~W V~iCAI. L0ADS ~Astro~7" oN /z. Sffgg, RcCQ AFl~ Al ! VAO>AI LHAbS ACT 'ggI'') Poid1 I Uj = g lO'I 7 buds. P= NV~rWv'. = i'- ~S S7Z.3'. z9es-587', 7e~ f4= ~IS-«) I KAyIA!LoAZS-. Nxm.~~"= gN'mr r. I ID ICIHV MADE BY CHViD BY By CHARGE NO. LL. 57zc'-:<6Z PoH 9- z. ChkcI ~E@rHAC y~ p&UEV" AT DAT Bf-Z gvPl vs gf 76I ~) Date IHT OF 8!RV,;OGHAM DFSIGS Location ~ ~ pig ~ t CoN7 b.. Z" E + = ~(Sfo.9S9)(/ 9IS.) = o I. Z4l — „(g~ gq', (..ejlP) = 42t! I%5'9 W gggsooo pjZ. - So(7.zg Wzaa59 ( UBJE MADE BY CHKD BY By CHARGE ND. Std '3 ~ Chkd AT DATR ?30'F5'-. ~ppgWg( +pD%g Qq(P L4'ILLS, ZD 7/2l/4'I Date SHl: OF QO 54 REV 4.7$ t J' Mcatio CASE IJ CASE Q, POINT 1 POINT 2 POINT 1 POINT 2 LOAD ~PSI G~ (PS( a t'ai ~ i~ a-("~) oe 6'«3 (t s~> a~ t.'mi) zing 1NTERNA$44 )gZS/ /pzgz PRESSURE /gz92 EXTERNA .7 -3/o —/5 3 - 3'o'P DE%~LAD OF SSEL 8I, PPURTENANCES, LESS CRANE +>~ g -838 k z3p, E D LOAD OF CONTAINED AIR DEAD LOAD OF PENETRA ION INTERNALS DE 0 LOAD OF VENTILATION C7 DUCTS o LIVE CRANE DEAD T L L AD DU WIND LOAD DUE TO EARTHqUAKE 08E LOAD DUE TO EARTH UAKE SSE o -B9 0 LIVE LOAD ON AIRLOCKS LIVE'LOAD ON EQUIP. HATCHES LIVE LOAD ON P.LATFORMS THERNL LOAD 9 PENET. SEISMIC LOAD 9 PENET. O PIPE RUPTURE LOADS BET FORCES gpx. NF SEE SEC<(hl Q (TEo Lokh REPoRl ) 0'4 EeES )JOT'A~LubE ~6< FORCES FE~b+ OBJECT MADE BY CHKD BY CHARGE ND. L Sum Si~ AJALPsi~ s >vs Ch4j 73 790 z AT A E SA- 4 ~use )I ~ &se )z Z I DN5~ slulri SHT oo n~ t.4 DFht ~ 1% A j>d~ ](~~8/ +MJ4C44CCP +vH /~ u~CWg~ dtJ'Il It CTI4r~ dh'FdZ' Eg,44(g, I4 CJEWS Jt« +J4'k 0 S' + SHAPKS"NUHSKR" 5 Ta . . CANTILEVER NURSER C ~ f 't - abS00,8991Th 0.36t335 iR'Rd 401 0 ~ 4 II44444 lt3585'*taooaataa I ~ ttootaaoat*40 000000400444» 04444000 ~ Otto *aoatttotta e , It 4 ~ ~ 'tt'4'0 taaaaaa -"-,0004000404 414040000 ~ I eA 0 t440040000 - '-.', ". 0004044 l ~ 000000. J ' . 4 . ~ ~ . 4 4 ~ ~ ' '.! ', *Ottotaatl « 4' Oatla ~ ~ ~ 4 -"00 '~'! « ~ ~ ~ = ~ '4'+ '„„Q 040*044« ." ~ ' -".' -'R 4» taatotoaa*10 '000000*00040 ~~V I I I ~ 4 '« 't « t ~ ~ ~ 4 I, ~ ' ~ '- - 400440 '.", ~ "" ROOI . 0000 000000*ot0000 . '«l" "'000*00000000 ~ ~ ~ IIII .', ...: *IIII I Ill 4 ~ ~ ~ ~ I' ' J ~ ,'" Il 00004 '"8 4 l . "'- 8 ~ r ~ ' ~ 400'0 ' 4 4 . ~ 4 ~ ~, 9 0 0 « I ' I g44444*0~ ~ ~" = 00. tt ~ J I ~ I ~ /~PZ/ I + g + +a!WOA(~y ~c~e~ ~ 4DK4 t , K~p NO bbE BHAPCS NUHSKN 0 . YOTO CAHYELKVLR NUMBER v ~ 'R!bne»0;OSOS63 0~042049 0.'OO0275 Os 03Rf TR" OIOROVOb Otioti**1 400000»*O 1»iii*00 ttottttt tt*OOO i . l t 0 ~ ~ 4 t O ' ' a ~ ~ I 00444 Otiiit'0 0004'0'404'0. »91iooitoti .0101»4014400 ~a ', v 4... la a ~ I 4 40410040014 ~ ''". ",„'„ ". *441*000440 "*040444440400 ' ..', ~ - ;:'4*00000000 ".' '' ''R44 f f. 4 9 i t', a 4 i z,.'!., Q I 'a ! aaaaaaa ' ". ' aa tt -0*ittttttto'v a' 1000*0010** ' ga ~ ~ ~ !'' '~ v - ' =. '" 404~ l,'- 00000*01** . ~ , 1*0*0401*10* .0*ttittiti*0 ': . 004011a"„,. "~.. ~ ' "1'~,i,' aa ~ v ~ +Hi a' 40404'44444k 44» * 001 14101'0'0 ~ '\, a v 0 ~ a 4 ' Pa 4 - 'I ~ ~ '." -' ",""' ."',p -'. OO1040041010R . j -0400000400 . :;,! .;.;. *Rt »100004000 ': i 'tt~(p g,», ~ ~, ~ l l ~a J 4 1 1 h h ' 0 a e '" ~".aJ" . ".' ., ei*914RO»t,a " ~ 9 t1411 014*01 ~ 00*011-ttiRtot»1100 ~5 ~a * g' ,sf a," C» v W a v.L n ~a i~ p 9 .-4 ~ 4 a 4 0 a : ~ .l .:, —aaaa,-..., -: ...... aaaaaaa---.,— aawaaaaaaaa 0004 '~ a 40004040'4 \ aa a ~ 'I 'v - fO a t ~ C al .< ~ ha )a ~ ~ ~ ~ ~ a v v a ~ h trpb ~ / ~cPBcA'6 9 4 0 k5' X~~ $ 0 30f SHAPES NUNS' i TO l5 CANT!I.CVER NUHSKR ;RInOS00,024136 0 '59391 0,0i65b2 0 ~ 016454 0 'f5T96 aaaat taa la* tao *0 t 0 1 0 0 talaatt*1*at ttlaaaaattta O*ttttt* talttttt *tan 0** P. 2 5 2 0 2 *tat patttt* taaattttll*0 *tlat*0000'tl 0*11*1100*00 0 t 3 ~ t 3 3 1 1 0 0 0 **01 1 0 ~ lt11011*itt 0001 0 4 ! 4 t 4 0 4 alt*tata aaattatttg aoaaottotatt 010000000t*0 ~ ttltltltt N 5 5 4 0 5' l 0 5 ~ ~ atao100* ~ **1111111*t *001 ~ **011 0000000*010 010101101000 6 1 t t t 6 0 6 ta*taitoaata Oat*Otto*tl 11*101 0*001 001110 0 T 0 4 * T at 111101110 tttllatatlttl 0*00010*010*0 *1001*0*0 0 b 0 t S S attttaat*00*a1 001100111**tt0 otat 0*00*0**0 **1101*tttttt 9 , ~ 0 f 9 t 9 9 *ttttt 01*000*11 totoooaao . ~ *00*1*0 0011001. ~ . $ 0 1 0 f0 'tem 'No. 22 Justify OBE/DBE ratio of 1/2 used in typical calculations for RAB (page 5 of 37) The attached Table 22-1 shows that the OBE/DBE shear ratio has a maximum value of .66. A revised calculation for a section of the RAB west wall with this maximum value of .66 for the shear ratio verifies that the section capacity is not exceeded. This verification was done for the rmst critical wall section of the structure. i Ijeff PROJECT ~ SVSSJECT 4 E A ( - ~ . ~ - -- ~ ~ —~ -'m g $8 ~ ~ ~ ~ I ' ~ '( ~ ~ ~ SO(I. /II(LSIIII P R.((II o B3b Q P (I3 Q P 3 SI EQllTB NlASI') 'K s cd $ 4/ fP( l I I 1 ' ~ l 'l . ! i I . I (I I . 4p .'~.'8;t qq 45'6 tv 'ROP IDE1Q ~~y~,pq ~.3 g»o QI3 X,F. C r ~ * ( ( -~I ( I / I ~, 1 ~ypjp ]p~Ni J Erzpl/C,d PEA'N oex~zri~~ 8i Se. eS8M 4~+~ yAl g Florio', Cr-O 8l Fll4 os~(Pa~gY~~~~ I ' ~ c /,2d' FF ~ I I ''""~ ' g~ +'< I4' gl2 Er-':-7iZZA'Igloo< .: 'Clg. Pg~~gZZ I ( ~ ~ * ( ~ I - ~ ~ ~ 1 I I FORM 441 RCV 4 7% BASCO SERYICES INCORPORATED HE% YORK QY . C flak- 1 OaTe, F II H SHEET OF DEPT DHHD. DY E ~ DAYE~RI R ISI C CLIKIIT PL f'lIOJKCT S, L el ~PT 7+ E'~-/ ~ I ~ I S Hlt- hR .: Fugal QyNANllC'E(JnlC ... AnJRI.ye>C O~r P~V: ~ ~ A ~ I E- LV RATlg nJ- 5, Rgvlg r vasss Dse b8 $/g,g g 82. o - 1o52. I. 52. G2.:0 - 4Fo(--- 3C lg J. 5'3 A $). p - )o7S7 l- 53 -R9 R2 -. l792R II7t g t.53,- I I I T I .4Q .. teQXEQVAV~V'F 8MtS, V SE RhT i0 . OF ... I I 3I<.S2..:—. 06K FoR,,mnlVERsiOrd . fabrrl : DBE ...7.D $88. II . I ~ ~ f OISIN SSI IIKV1Ptf 0 EBASCO SERVICES IHCORPORATEO HEW YORK DATE SHEET I 'F DE PT, CHKDI.DY DATK OFS HOc >ID. CL'IEHT V(u-. PROJECT '\ e SIJD JECT r ~ Cr'r c. K-W '~~Pf::(D~cDC:5 ~ ~ \ .Pi boche (;(I-'P ~osi la ~Ac' I I - Qpo~ ~55i lc'chni>ccc/I ~/vlcc g oc bo>lsccerx ccccccg. otz ..:,....oc~ . ~o~ p~~(co~ ~i /Doocccc e>cl'or icZ ceo/ >coze olccmoclc.'Dl~ cd Q y ~: 'ac >Dvcpoc M ~ cdkg'~ or Ico/'gccc/~c-cc. Q j'c cc'dg~ I o o o ccDcsc cs oIc./D eccc/ ccJ. ov> c!rcpt ez> ~5z c/c. vp v PCZO/'C>C~ >VI'1OC~'C'CC I /DCCcocC> > eCC'/cs c/c vce>ls ~>IzccacgescccZ / ~ sc 'k o(cccccsccze ocr>c rc'c>~r, p cecil'cc cx sh e co e/DI I/e O. 'olar ct ooo>5 orrolea/ ~ be ~.~'c~ n ~Pe ADDI /Ac'!Ico'> Occlccl I /cIcD r>5 Pd«~ ~ ~C(>~'7>7 MC b~ gW Q~ lg'~or ~~g.'J 6 m /~ Q)l >, jc. tJ~ubi~ U L'%PC') (' ~ Corri'c~i coD>ozcC Ev&tl8%8 D LrocrclieJ >JDR>- Zofvtr>cdcr /. o col 8 eg Jcoa PD>co>N Iocc crg4~ '-'-:"'. ~ ~,- FOrlM %ll RCV V Vl ~ ~ ~ ~ 0 ~ ~ ) ~ ~ ~ ~ rio i~ ~ r ~ > r J' ~P s p 0 roe EBASCO SERYlCES tNCORPORATED DATE NEW YORK tHEET 3 OF k OE PTF ~ LE'L'F F I EHKO.OT O*TE OFS 11OF NO, CWENT PROJECT SUQJECT ~ 1 ~ t I I — * ' 1 ~ ( ~ t V~ g'C I' ~Me:CEo~PI~mE C ..STecc ~ ~ ~ 1 +i = iiooupsi ss ~ac/ Ar sEJ/ c~Jh. I? XC 8P ~ g4 e/c'P f3ccc-/Pi ~ CFT? ~ ~ CFTC jC'c~~erc~ A/- xa ~, u 4'/>5 p fA ~~ ~r,- + ag. 04Fcc M cccPECI? gy c~' ~PkOXIIOr&8+ ~ ~g (8) ecFOT~ cu. ace gc.~ A~ cFooo psi cs - W~I4 c I 4o pTScEK./coF'ect/key ~// Occ ~ a~~kd ~ ~ ~ JSF ScccC'PUCE? II? R~UC ~lCl1~ ~9S C A Qp~g p SGOo pp< b FOR?4 441 RCV TFTI 0 EBASCO SERYlCES lHCORPORATED DATE HEW YORK DEPT. CIIKD SY DATE OFS HO+ HO. C1.IENT PROJECT SUBJECT Sgeef S~~e'ts . 8'pL popc~u4 ~>lp X o SM I,Ls CD JC J. 1 og A ~ «fi,g ( I X = .%eel plume. ~cl- -,.~as p Li el~.e.). ii..'. e m~Sg /', e -c.'l ~' ' V = v~< "'-'==i" 1 L I k ='~i "'<'.~ . — Vp — I .I2 a 10 ( ei 5) 'Qge Cga.~de le ~k rAie|~ eben. cs v v~."..m-'aJ go< +Qul&Q.iGrr +c'ij cu4t.Q.tpotc+ Q9 ~ Lo~ e!J.. ~ tA i -,-hM ~155i~c. m~.gocf ~ en ~ FOI1M 001 IDNKY Till 0 EBASCO SERVICES INCORPORATED 'I NEW YORX DATE ~ IIEET + OF DE PT. EEFO. OT OETE OFS NO. HO. CLIENT PROJECT I t SUDJKCT gcclj;pie 8 o eee ~J'P~s.g~l lielo~xy ~lk'pie l ~o ebs ev a~ecc. fL~ Vol. Ecl 40 pe@~ ~4~ ~ gpF nets%'4 ~ gQ o~ ~p= Ei~ Vee = 9a'o ~ccec.( veleecg Ioc ocFsoc/e1 e ~|ecc ioe5+Mllxfcczr7 cg Vlcc P IFEIF ( F<(~„p V; = ~P et up = p~~~ic~ uefo~4ggov'ee, 6ecoEOEceee Q~/g ) 'oCu'ec . ~iF c&cecec ~ds ~ vu.~e g >Ee. plcEEI. eee~~ coFce~ ~co poccFIcl~ oug o Q~ ~~, Fere Q.ooFIEoEE5. tfoc ~4 c CXA/LJ plgP OL LL eEE ~.'EAgh IILc t+ )foul'Jcs ~ g~g ervv4r vq rs iFFIoceeoecetec ~ eoc+ .8eyvk8 TO@~'', elec C RL'uCS'T l ~ FOIIM Ill RKV 7 7'I EBASCO SERYlCES NCORPORATED .!4KW YORK QY DATE OK PT. CHCD.DY DATE OFS KO. KO. CLIEKT ~ &%A ~ D> ~ SUb JFCT ~ ~ ~ I ~ ". '~eh~)iD~ ~)Dl 'l'ld 4~ g~l "~>'i t- ' 04.. ~l~4'5 ':: ..~ '~~ ..Veeg..~~l"c -~ l 4 ~~: ~ WL'D1cL c>vl . LPD I DD v> cv. M QQKcj- cL>c., chklc~l&llD+ j«gl I „g —.CVg«~l'le..lt.C> .DD~aed~A .DJa MaA ~ L«««>. «(C l~~C4 C~~~ fMCk.~S 4' ~O~ LCC "0 Lr'jul .EC '-><.~+ gf~ &~+~c J /fan< Ck'i i ~~<~ 0 0 "/'ilV~I/ o ~ ™t~'., ' Lfl O„Q ' - ' ~ ~ rq ',' '. - ': I ny~ 'I..' ~ M»«N « »» ~ ~ ~-I~ m I » I I ~ l L p I !Jt "t" J Lp- 5 f ~ n '0 «r-t+i- f s I f'I I t 3.r . g~O.~ RA'XlN oP7 REHKQMS: CA))tAL.NAQ'X Vl I.-f-,'.- t 5fnO ; ., A ~iov;~w.<|"ow.ee$ w I I E8ASCO SERV(CES INCORPORATED NEW YORK BY ~PC'ATE g Jt +8 SHEET ,„7Oi( CRIJC. BY I ( CATE 7(BZ4J 5 RC 'ZO ~d'18 I g ~jtg P // + Cll RJJ (/g ('.. CuERT J 7, L ~ PROJECT Enc~o8 BLn - —HMFDzz~iNd c4Ax1I p~44r Q I ' Bo~ ZL.hs O/~~C.I M xED ~ f(t 0 r rr rr r, 'rr Jr>r 'M B.wJ ~e L~I T ~ ~ I I ~ '!II I J I 1 <',;. vo Sc 70 '.p i i r. ': (4l ! l ! ~ ! 4///8 (BP ~EVhiO~C~T aYt=V .i I(/VT //////P/ ' R ORPABA. ourn, s )( goaPY S' Ilk'<.F, I I ', .rHrzib ~ I I I I ~ i r ) I I ~ I ( I I 2S ~ 0 TS'VS I I ( wxvZaaP~..P3 A8 ' I .I ~ I I ~ I ~ t. I I ~ l ~ ~ e T I FORM Sit R KY 7 1'I EBASCO SERVICES INCORPORATED ev DATK g+ X>cF>/ NEW YORK CIICO, OY~C CATE ~l OF> NO.~ 7 ( +X HO. ~>>o CL(KHT F O /pe pC'/Z-4 2 suazEcv .~C7V 8ZD6'PEFP~/N4 C"FZA'/J4 yIC,bi C,grs~ / (fi/7 ~ / VS ~. MHE~r .o NzZ XiAZ 48»a' ~~ g cf )P. d 7l=-I.9o A&dMrJH I i -' I~--' -i, ~giO»J —f i -- 8'I I-P4-—:I -'-23 /ucRZ&sc 2 p 'ro! g-'q P.gniyc",. (o,o'o v4 I 2! ', Cd.ed lGz '4rey~ZCe'aaf I ~ II I aaniV .' IZ f ~ ..72 zz ~slZx'g us"wg I ~ .8'OhM ' 1 ~ I ~ I 1 I,: 'i g >~ i I i g f I I l I I F ~ i,' $ 0$ hCV TF7t ~ ~ ~ ~ EBASCO SERVICES INCORPORATED 'HEET NEW YORK 8Y DATE o/~ / OF CKKD. DATE dr)D' EY~C 2/8 ~ OFS NO. ~XiFOQ HO. CLIENT Fa F > ~ Z CC7 PROJECT ~ 8 ClD croS MB+ QEFuzmze'd wÃ64l kZzZ ~l I. /,.-2 2:77'-3 3-Z Z)C 0 i FZ~~ -ZOP 8 42a8'- ~OI S wool 8 Y ( Bl3'i- I ~ +/SS2 +-, S8'o K II 1 Cu ', +'S7'S + zoo ~ p -74/O -Q9'g v4'90 $. „@8à ~ lo3 /03i I v'i7 gi~Fnd %fg. 4 -j l2.( W Bkf I I -/- 7urN .. . JOG,O a~7..4~ I glr~gf? ) ~ I i i I I I T ~ ~ YKP.,7. ~g I I zc r~ A I Z8 I I ~ I e A. „I A .+F4)Hg8..~AvuaE,. ya8e . C. 'l..,.d.'2"o .;. l .:- i /tO I ~ I I w~~c PvpgZ jn~~gauA>H ~ Jg4-SI Js 48,Z'44+ i '',',': l i.l ! i l ! ~. j-.g ~V~P gr ew~s g /t'2S <~ I WZW, .ESCA'aO.,XS'N = lD5"74:~ / O ~~j~rn Q I j~ l I j 'I. I p t t I FORM 501 RCV T 1'I EBASCO SERVICES INCORPORATED NEW YORK 7 BY C DATE 8 /WCP/ SHSST~ OF ~O2. Ho. 6 CHKO. BY + OSTB ~1 CFB Ho~ 5M CLIENT rROaaCT d / v 248/E 4 Z ~~c- 480 8 //o +/(g+~~T I ¹O gag ~ ~ ~r// t 7 rsI FsB l2 I I. F i ! i i ~ I 7 I S' Is I I I I +gIII'/ ./FIi/ g~g, '=',4 /g /// ' ' y,/5'z 0'g 4 0 y /2+AD'Os ! //Cr' l/1S4 — g 9 I ,'~ I I I ' ~ ! I ~ I ~ I I I I I I I I„ I ! I I t s I ) ~ ~ s ' ~ I I I I I, I ~ I ~ f 1 IFORM 501 RKV 7 7$ EBASCO SERYlCES lNCORPORATED NEW YORK DATE CP'/8 +J( IKEET ~ DF CHKD. BY~( DATE ~P DFI KD. M4 FOZ. KD. (K~ I CLIENT LC PROJECT t ~ C/E SueJECT E W L (;J !L!!~l 4 'i , I Il~I ~ of H( /4/ —g'.P gj(3/ /Og Y" l5/(/44 ~/03 j7 ~ I 7 ~ (7,' (f I ';-/ ~ i I.$7.y.'3 < I. I - /7T Z l . Eo E.i—/,peg /F(~ I— I ! ~S, .O9'X/d,— I p I .I g. i I I I j i j ] Paly 3 Zmyze a IS/8, ut( g ( ~ i ~ ~ I I i I I, ( I I i i ! ".I I: ''I ' ! I i ,II I ', I I l I . I ~ I i I I I I ',, ~ t i I I 'I \ IFORM SI! RKV 1 Vl EBASCO SERYlCES lNCORPORATED NEW YORK BY BATE '/g J OF CHKO. BV DC OATE 'HEET CLIENT l ( R .Cu F Ro>ECT ~ Zb C~< ~ Z. C'4 suezECT i . 8 QD PS/ UEZLW'8 I I I I , . it(.44..s'I (((.~ t fl''9 t I I I I I I ' I i I I I t ~ ~ ~ I 'I ~ I t I ! t I P.gg.v2 I ". )~qP I ~ "I ~lCJCNWd u'F gO. I yPiat 2 i A:I I 1 I P I Pf//X FNQP Cop/8 . cf.,rlP/=J.J Cco~o'PZ Y.....ZrlVE gr NN~ d-gigl& I '!' t I j I I I '''"/4'-72 k/F1 t ) ',.2 g /g 2$ 'gg 7, ~ I ~ I I 'l'Z—l/— '.--" './. g p o/itr'.' -' I Hl/4 F/(IgFI CuH..P ~FOV.:',/68Q:, —//(Iu; $ R F(gott//(, qPF/FI JTF/API O 5'SX&ge =dgP> lH~~ '= 2~IIt t ~ I E I '...'l~g daCWiCV IE O.W- FORM 5II RCV T Vl EBASCO SERY|CES INCORPORATED NEW YORK OATE P JM/ SHEET OF Y CKKO. BY 5 C'ATE / OFS NOB +~~+' ~ NO, 8 jQ7 CLIENT C PROJECT ++X. CI D Q X -eerusaw< cg PER?A LE+t) ~ ' 2~.'W I I j \ I ~ I I I T I I I I, I FCI4LI liI44V 7 7l 0 /TEA Z EBASCO SERVICES INCORPORATED 8 8Y ~~ DATE Z'Pg( EHEET ~CF Ita CHKC. EY D*TE CFEHC,ZSZ4 5 OZ HC.~ CLIEHT h P''C7 PROJECT 4+ 4 sueJECT PEA~~ r-&- fPL=FGEZJ-INC q J~! l~ (+I I 'E4 . h iiEFii44IFiC', rtML 'I ~i~dB h g M 0 gVEiZ I j J Ez-. Wie'. iBoo<,rP8., I I I ~AHiYr Aiz rex'luir;- ~ ~ ivuriEurà gcct('cEd pekoe ~ I I k I ~ A - g~--!OS- I ! (i64; jdrZZ P~i88 ~ ~ h —. I ~ I --w ,rF. I T, 7- - t ! 'My„'=. zp ir I:. '=88'Sl— 'Ir ~i re .. //8. ~, —':--' ——— i;—4- —' ——'-- t- I ! —. ! i — i , I ! ' i 'I j i iT I ~ ( f 'I t Kc 'kJiz,4 res'-uirxi-la& 'WowSiv r.'.i j ! i ~ I i ~ t i! ' ~ I i!,;1 r Yp '0/!g4 ~>(DOC~ ''ewg+ CV~P/P~=Jdrq6' .0~.' t I ~ rare.q .Aouw: ~waRw I i ', I !',,'.;: I l '. I i l l! I i /der'8L'gal v-pPZ ''Herren .'m ized,' <'o>Zi Pn~r,', I I h I t I ds i &)ALL Fpor-r, 5A >d 0 ~ zz ../0'o.' ]~ ! I ! I ! 3( W/W' . j i '4 ' ' - ~ /Zg-"- ~ - m ~ - gg.7.t-- —- J-e~Z,, I ' ~ i I, I ! i i,: ( I' tI I ( ~ I; t I; ! t ' 1 ~ t t ~ t FE. h r ~ I t ~ ~ I J 'Ar~ ~ ~ ~ + r 1 ' 1 I ' r I ~ I t ~ I ( I I FORM OI'( RCV r 7'( ~ ~ EBASCO SERVICES INCORPORATED c'ra --~&II IHKET g BF I'HKD. B Y I0 + DATE ~BB KEIEHT r. l I ET PROJECT 'SueJECT E/J C7 4 H~~P A~~UP~>~NN CA PA'4 ~~~< I ' i i i ! i,' j I i I -'. ' I ~P ..~ygj z ~6'o"'e 8 A'uu c&n~c~A'"cue'dGznl ' ' ( I., ~ I M...S g/~ I = kiri I :og 5'+gal/24="g5'5>~r . M/d= rodd'cpu yw X('r. SAC~ Q. 92/ +88'l ~ 7 I I i! I Y 'I j A .I ! i ~/X, &go ~Hrg 2 H — I zz rp z, ~As Q rniniaig z - I ~ t ~, I. I I ~l.l,!,' i is i'"-- > I ( I I 4. .I ~ I ~ ~ ' ( I ~ ~ '( ! t I I ~ ( ~ ~ ::.I' ~ ~ ( ,Ji 'I LI ~WAJ 38 S1 i (I t~i'. ~ ~ f632 J i ~(L ~ ~ . ~ ( ( ~ I( I I r ~ —.wi',&4 \ IA /! \ i J. I. ~ I I 'Pj 3 005 X~Zjrc/u e 'c T'Q ' EYF.-'..--. 0 gl XBG'.. X Z g]Ak.,8EiPW (EORM SS'I RKV 7 Tt S EBASCO SERVICES INCORPORATED NEW YORK BY ~~ DATE CHES.OY OATE~OO OFS HO.M&'O HO. 6 tI cuEHT 7 ~ 6 C ' PRO>ECT ~ Cl su BiEcT Z8Ct P 4 J-Z) &84 SPZ I l 7c=..67 Z.. ' fc>- I ~ ! lt', QO X 7 /Zog o~ 9 3.O~I.—-,!. ~~, 1 ),,) 4v ~-8 'S'7 iic ~ t I I I ! -.- .. d.. M:Pi6 —.7„--.lg — I "I z~l y'..gy, Ger,+/.Z I I I I J .J Z ! I I I :Q. INg 'Sr ~ A' = o OS@ x ~ =- '824 I- I P~OVicZ'a ~J C" 8 ' '4 = g.4'4', /a 2-, ~~, +2ggiv> „~ I—. t A'ooidsC. ~o~t. t//OI Ft TFSI~H it ;,I I i FF I I i~ >7+ 7& ='1! /e' /lg', ')( 4g ='ZX 0 324X '6 34 ~ i l I ~ i i J ' -'4-I =" %8 0!N- M'oYiGEo /I, L. 0'> ~ ~ 0 I t 0 0 ~ y I —/=-i I 'oA-, -: OI ~ ..o.F.'. 0 ~ e Jl~, i ~ '! 0 0 0 ~ . ~ ~ 8 ~ 0 R 0 -; .: ! l;. WS7-'I~S8 ! s I I I l - '. +~eT RlnlC- /384M. I ;'; ! I ~ I ' I ~ I:; ~ , . ',,:, i ! i ~ ' ~ i I s .. I t. I 1 l l I I I ~ I I ~ —. t + I ' I' ' ' I } I ! I I i i I I I I: I SORM I}0$ REV 7 7$ St Lucie Unit 2 STRUCTURAL ENGINEERING BRANCH DESIGN CALCULATION AUDIT MEETING MINUTES ATTACHMENT D if) ' '» ~ er rA ~ . I o o ~ \ ~oZS ~ o ~ r '.4 ~ ' P ~ » ~ ~ Llt ~P 'I~ . ~ \ 2»' \ p I /'»0, g, ~ t ~o/ ' l ~1 9 ao» o »"Sl ISp 0 ~9 fir jm» gZP I»»w -~ Otgf PP l'b- og I~ Zg 0 ~2t . ~CC l 'I.l- E 9à ~iC A»'M r»gy'f LCC -„ - i p o»a- »DI I C.r» P„LC l .g'Sl- ~ee .+- uC V gr QZ c4 ;96Z ggZ wl ggZ LZ ;a2 » ~T--- LL «QI L ~ I le ~ »»r» i ~ 7 +I I 9LZ 9W >oY » I ~ ~ gal —Zbl g ~l Oq 891 +il ZSI Al Qo»«l oo ~Ir pitl CFRI Xtl I I I I 7 P~P l4- I i / I I- ~ ~ $ / ~' I'V. Zb t 7 ;I oor g bl 'U ~o» .S p ~ P J'I a 'P C ~ ) e -. I '~ ~ ~ » ~ »o'- , 8'b- ] — '3 I'I ~ f ~ C ooo ~I-.. r PI Pr ~ ~r' ~ (or» ~ e ~ b' ~ 'CI or l»L f g'LI gT +rg-„I TRf Tarp~ xc m~~ S EBASCO SERYlCES INCORPORATED I.. NEW YORK C/-- „„-Z"-C< SHEET I OF CHKO. BY WI C OATE~Z~I BFSHB. 252 . HO. CuEHT I 8 L ['ROJECT 4'/8 SVSJECT PL) C j I .'lD vs/Ohl 9Ul'1/'t RADiAL DoP~c7t84 7~y~z Alplgl PA-=-~rr~W Lou) rzoN 8y RE@. & gea 0 pg gp'/p~~'c" RAOlt,re 7<8 Barr/~/ 7're@'; 7 Ol= /:P«J.>. 7/ '.7% ~ 0'//r '- 0 //86 //gi l ) ~ F p//5/-. 'ggyJ LAYcr, ] l g QHFFF)FT ( To =O.S(f +: O. g gg- 4)3o'j':.o8. ) )t B I :g,/2 >j' +=3./C,'q.- a,ti9'I I) )F ~;/.~ /9 %ill//3 g//8'I~ "c- 8 / gA'fQ /'LAI"- f . As:2790' ~LA,":-C,--''//@ i A )BI oj'.r s, II -'-'") 0( - K"~ssi A:.>e'j As AiIEy~ As= i g I - i5 ~ ~ 0 '//@(~ g//8@ 4/// 'I g I/g/2 $ EF'g 2 ~.~@ /CATER, CAy ~ AF =2 3 Vo I//-y A5: y.g Ag-$A$ ~i 4= 00 n's= ~ F I g (=(5'ti II 4- ~.+>j:,p>.- a,oo i |l.+i cj I I r''S 8" ))II@'fA. It I)87F) 0 li g~/"- 'LA"ER, 3 59I"AS l. 40 cp 7.icg RAOiWZ I l+«ViP~ TQ~FQ J/~ JIVE'7IOQ Rhbivs zzEHQ'T 4~. ~u lP51) ~c (PSI7 tf., (&I) L- Cs.') 65 5'o /e6,83 22,Z7 79'-8'/8,O2. s'S- J4/ io S,x. r 45'~ g 7o Ht- it7 /sAc b 3X- g 117 - Tp ~g9 I 5 7.33 / OQ, /cj. 4$'-g 2$ -g T0 i5'8'.f3 ri78: 3g «$ A)- 44) 3r. ~S I&d,uf ]7. 1g ggg,g El, FORM II1 11CV T T1 PVHC'1 C KAE=g Item No 7 Document, that all computer programs used for analysis and design that are not in the public domain have been properly verified. The ANSYS computer program has been utilized to verify the SOLIDS program used for the Reactor Building mat and the SHELLS program used for dome and the cylinder wall. / The results are compared in the attached tables: gg~ng A'Cga EBASCO SERVICES IHCORPORATED ~litt1 OF gZ 0. OF ~ wO. ~ 1OICCt 00 tlltltct r ~ ~oir&r 'i ~~5')lg Comp~ ~~~ CaawC rrrv ift„ I ft IrI.T: S 4S g~ 48o' v w 0 t "Iyq 4v +Pi —~rfllIA5nS I.in ' ~ ~ 0lll hh 0 Nh L ~ e SQ I «~ Ot ( d C eImO J N~ ~~P> I ggtP IS"c BO 0 A ~ ~ EBASCO SERYlCES lNCORPORATED HEW YORK Sy s 4) PQ OAT@ ~ /+ +/ SHEET OF DE PT. OHKO.OYQL/VM DATE~88 8 OFSHO. ++++'9 HO CLIENT QL,o PROJECT S T Z.uc/F 2 nzAc Cow]> 8mA i 5/$ C4'8P/9 k5IDN OP gygC S5 E,S cvgj g I!VED i=~~ QNSyg QoyE / p 5z9 C R4 oE L. (MO L F C) E, L L, ML FAI I> l6'9 RY5 I 5'»o<<~ /ZUw +EQ 4J'gC +gg /HoDE I, Row ~Am' 8-ov- 8I C.iSt EI.E.„5 x IZ. series Z$7+g5g Tslr.4.c ( Pz sTc~ L 2 C 1. + ~ 7- '0/g~ 8/]Pg g. +//N A/IN jgpg /IN "/w i l/e 7 7/5 -89 t7].2)~ >5 yz.>1S ~8z 21$ 72 S QQ SQ/ 7) 8Zl ~2 7/, 5l'7 -/ Hd 2 YSQ 7$ -2 Kz. 2 47 Z22 -2opizf ~Q PS7/ 2 7f -233. > ~ 47 ~ '12 -Vo ~ 40$ -7g syZ -5 d3'2 ] ggQ -4 ln c 1o> ~ lay 7 -275'8 -27+7/ - ~ 25'g — 245 IFORM 101 REV 7 Tl * STATIC F 5 OH NUDE 37 l'00130, 230!20 0 . l3 6T~TIc F 5 oM MODE a5 301000, 002300, 0. ~ i Kl.~ 33 HUOKSa 45 37 36 46 HATa 1 ISYHe 1" NODE 0 HARHC ID 25 XC,YCa 90},S 0o.OO TEHPa 0 ~ 0 SX»SY»TXY»SZa * 4 '353 «ad }55 23»370 89»007 SIGEa 128006 STATIC FORCFS ON HOOK 05 f84640» «120287 ~ 0 ~ STATIC FORCES OH NUDE 37 ffbaa7 «5326f4 ~ 0 ~ STATIC FORCES OH NODE 36 «206326 t22877 ~ 0 ~ STATIC FORCES UH NODE 46 '121744~ 553500 ' 0 ~ KLa 34 HOOKS ~ ub 36 30 47 HATa f ISYHa 1 HOOKa 0 HARHC SOLID 25 XC)YCa 901 ' 110 ~ 0 TEHPa 0 ~ 0 .SX ~ SY ~ TXY~ SZa 19 ~ 104 «af ~ 357 t3 ~ 660 31 ~ t43 8 IGEa 71 ~ 052 STATIC FORCES UN NODK 46 227129 «107559» 5TATIC FORCES OM NODK 36 ~ 3'45732 .«390967 0» STATIC FORAGES UM NODE 30 «303386» '»~'61685 0 ~ STATIC FORCES OH NODE 47 112645 ~ 409317 D ~ Kl a 35 NOOK8a 07 30 40 08 HATa 2 ISYHa 1 HOOKa. 0 HARllC SOLID 2S XC ~ Vca 0O1 156,O TE}»PE 0 ~ 0 SX RSVP TXYiSZa «9»9850 «41 ~ 721 3»0145 «$ 2 ~ 625 SIGEe 31 '46 STATIC FORCES ON NODE 47 335866. «107815 ~ 0 ~ STATIC FORCE5 UM NODE 30 395643 ~ «016352 ~ 0 ~ STATIC FORCES UH HUDE 40 25897} ~ 162277» o '0 ~ STATIC FORCFS UM NODE 48 «305310» 401890 ~ ~ KLa 36 NODKSa 09 41 42 So HATa 1 'ISYHa f HODKa 0 HARHC SOLID 25 XC»YCa 866 ' 10 ~ 00 TEHPa 0 ~ 0 SX ~ 8V ~ TXY»SZe 53 678 37 F 02 2$ ~ t09 321 ~ 00 SI'GEa 425 '1 5TATIC FORCES OM NODE 40 «a 84147 ~ 217T07, 0, STATIC FORCES OH NOOK 41 715252» «166046 ~ 0 ~ STATIC FORCES OM NODE 02 188010» 737143 ' ~ STATIC FORCKS OM NODE 50 ~ 10065$ Et07 0 ~ «51573'3 ELa 37 MODKSa 50 42 51 HATa ISYHa f HODKa HARHC SOLID 25 XC ~ YCa 886 TEHPa 0 SX»SYgTXYpSZa «»32039 «117 42 ~ OTT 260,64 ' 30 F 00 0 ~ '$ '5 6 IGEa 351 ~ 1 0 STATIC FORCES OH NODE 50 2>0266 ~ «377013 ~ . 0 ~ STATIC FORCES UM NUDE 02 283242 « ~ f}6829K+07 0 ~ STATIC FORCES OH NODE 43 l 41 ~'316 033669 ~ 0 ~ STATIC FORCES OH NODE 51 «280280 ~ t}3052K407 0 ~ ~ a 38 HOOK5a 51 43 44 52 I SYHa 1 HOOKa 0 HARHC SOLID 25 8 TEHPa SZa «89 42 XC(YCa ~ 50»00 'ATa0 ' SX»SY»TXY~ 7»7150 ~ 871 '96 212.05 5 I6Ke 276 ~ 76 STATIC FORCES ON NODE S} 308041 '2}2096» 0» STATIC FORCES OM NUDE 43 ~'8226} «971466 ~ 0 ~ STATIC FORCES ON HUDE 00 «350943 ~ 231006» 0 ~ 5TATIC FORCES OH NODE 52 «242980 975264 ' 0 ~ Kl.a 39 NOOESa 52 44 45 53 HATa 1 ISYHa 1 HOOEa 0 HARHC SOLID - 25 XC ~ YCa 666 ' 70 ~ 00 TKHPa 0 ~ 0 SX»SY ~ TXV~ SZa 1 ~ 4385 «67,665 41»695 151»¹5 SIGE ~ 207»03 STATIC "ORCFS ON HOOK 52 295363 «7631 6 ~ 5 ~ '0 STATIC FORCES OH NUDE 234710 ~ '«8f }005 ~ 0 ~ STATIC FORCES UM NUDE ¹g «282990 84246 ' 0 ~ '3 STATIC FORCES OM- HUDK «292523 ' 827061 ~ 0» Kl.a aO'ooKSa 53 45 06 50 NATe 1 ISYHa 1 HODEa 0 HARHC SOI.IO 25 XC»YCa 886 ~ 5 00 OO TEHPa 0 ~ 0 SX»SY ~ TXY»SZa «3 '445 «Sly 054 35»387 ~ 056 SIGEa }38059 '0 STATIC FORCES OM NUDE 53 20531' «P}06902 0 ~ CW'2 "TAT}6 FOP UH NUDE 45 250}o9. 606268. 0 ~ dTATIC FORCES OH HOOK 422 .«417644 ~ 17126 ~ 5 0 ~ KLa 363 422 41¹ 4fS 023 MATe ISYMa f MOOKa HARHC IO 25 DES'CyYCa 202 ' 236 0 TEMPa 0 ~ 0 SX ~ SY ~ TXY~ SZa «264e54 13 ~ 202 „ 1 ~ 2672 269 F 08 SIGEa 253 '1 STATIC FORCES OH NODE 422'403263 «700fef0 0 ~ STATlC FORCES ON 41a 535608 'OOK %30765 ~ 0 0 ~ STATIC FORCES OH 415 576105 'ODE 26304 ' 0 ~ STATIC FORCES OH 423 «537932«'OOK 14735 ' 0 ~ EL'60 HOOESa ¹23 015 416 424 MAT~ ISYMa 1 MODEa 0 HARHC SOLID 25 XCiYCa 202.5 262 ' TEMPa 0 ~ 0 SX ~ SYyTXYtbla «5 '002 14,aab .ia464 «5 '451 SIGEa, 0 ~ 0270 STATIC FORCES OH HODE 423 «35551 ' «16010 ~ 7 0 ~ STATIC FORCE5 OH NODK 415 36760 ' «25540 F 4 0 ~ STATIC FORCES OH NOOK 416 37231 ' 23432,6 0 ~ ' STATIC FORCES OH NVDK 02a «30010,1 205fbeb 0 ~ KLa 365 NOOEba 025 017 41S 026, MATa 1 ISYMa 1 MOOKa 0 HARHC bQLIO 25 ~ XCyYCa 187 ~ 5 136 ' TEMPa 0 ~ 0 SXiSYeTXY~ SZa 49 ~ bdb 1 ~ 037d 1 ~ 1895 53I739 5IGEa 52 ~ 006 STATIC FORCES ON NOOK 425 109725 ~ 145ib60 0 ~ STATIC FORCES VH NODE 017 %116074 ~ «STS ~ 907 0 ~ STATIC FORCES OH HOOK 416 «76379 ' «1005 '3 0 ~ STATIC FORCES OH NODE 426 6S566 3 6721 ~ 34 0 ~ KLa 366 NOOESe 426 418 410 427 HATe 1 ISYMe 1 MODKe 0 OOLIO RS XCgYCa 167 as 156 ' TEMPa 0 ' SxesY ~ TxY ~ SZa «13«Sia %3 ~ 2707 2e9310 «li ~ 11 0 SIGEa 10 ~ 576 STATIC FORCES ON NOOK 026 1660.03 2490 '7 0 ~ STATlC FORCES OH NOOK 016 9962,28 %9252 F 20 0 ~ 661'ARHC STATIC FORCES OH NODE 010 42301 ' 740 '¹5 0 ~ STATIC fORCES OH NODE 427 %47353 F 4 10903 ~ 3 0 ~ KLa 367 NODES» 02T 419 420 428 HATe 1 ISYMa 1 MOOKa 0 HARHC SOLID BS '5 ~ XCtYCa 187 ~ 176 ~ 0 TENT 0 ~ 0 SXrSY ~ TXY~ SZ «Tb ~ 3'0T «5 '088 3 '282 «TS ~ SIGEa 70 ~ 520 FORCES NOOK STATIC OH 427 «113660 ~ 2647 '6 0 ' STATIC FORCES OH NODK 410 133926 ~ «16567 ~ 2 0 ~ STATIC FORCES ON NODK 420 143003 ~ 5067 'b 0 ~ STATIC FORCES OH NODE 028 %161507 ~ 13730 ~ 7 0 ~ KLa 366 NODESa 428 420 421 020 ISYMa 1 MOOEa HARHC bOLID 25 ~ 167 ~ TEMPa 0 SZa «140 XCgYC 5 196,0 'ATa~ 0 SXtSYITXY~ «13'4 «8«3091 3 '2S3 ~ 13 SICKa 131 ~ 04 STATIC FORCES ON NOOK 028 %22662by 1022 F 55 0 ~ 5TATIC FORCES OH NOOK 020 256044 ~ %22303 F 5 0 ~ 8TATIC FORCES ON NODE 421 266863 11178 ~ 7 0 ~ 'STATIC FORCES OH HOOK 420 '274010 10985 ~ 0 0 ~ KLa 369 NODESa 420 421 a22 a30 . MATe ISYMa 1 MODEe 0 HARHC dOLIO 25 XC ei&~67 ~ 5 216 ' TENT 0 ~ 0 SXrSY ~ TXY~ SZa «202«20 «10 ~ 00b 2«7305 «204 71 SIGEa 102m@6 STATIC FORCES ON NODE 020 «341355 «1972 ~ 10 0 ~ STATIC FVRCE5 OH HOOK 421 '76189 «26413 ' 0 ~ STATIC FORCES OH NOOK 022 ~'11314 1661' 0 ~ STATIC FORCFS OH NODE 430 366661, '1064S ~ 7 0 ~ KLa 370 NODESa 030 422 423 431 HATe I SYNa 1 MODKa 0 HARHC 501.IO 25 XC YCa ~ 16' 236 ' TENT 0 ~ 0 SXeSYeTXY ~ SZa «26'5 '2 «13 ~ 103 1 ~ 1206 «269 'd SIGEa 25¹.SS STATIC FORCES OH NODE 430 «057550 ~ %5656 ~ 63 0 ~ STAT?C FORCES OH NOOK 422 0005'9'37605 «2870' 0 ~ STATIC FORCES OH NODE 023 ' 26086 ' 0, E8ASCO SERYlCES INCORPORATED NEW YORK Nly ~ 4/ DgTE ~-/'7-~/ ~HECT OF DEPTH 2B'2 C CHKO. OY~CIVFWOATH ~III OFE HO. l 9 E HO. Cl IENT PROJECT 5UOJECT p. a Mg7- /tv/Lysr " ~~/5m/c ~~+8 P. S' 0& ~F Sy- p'a,o~ H<<~ 5'/ E L ~/9 c Wo&E/ kgb~ g S> ! II8 -/2f g> -24.fog log 3 P I ~ IQ o //g /gb7 /Qg. / -~/- >8 285 "8'0 $ 38 g. Ic8' ''79 l5'2 /O $73 7 2+5 lc. /9 JOOEg -2 ~P — 9'd9'44 ea I ZPI 7 -5a %'z Ig.o2.o 3gg (0 + E5 ll l5 I — 4 of / 72IP —r g55y -/4.szO /5. 6 I J -4 /3 /4r '7f i /g gr ~ —2 34I8 -4 436) -C gyo7 4Q 7 I 266 - IZQ /QO Q ~~ FORM Sll IIKV VFtl STATIC FORCES ON HOOK 42 190305 ~ 565561 ~ e STATIC F 8 ON NODE 50 99068 2 476216 737387 * Kl,a 37 NODKba 50 4R 43 51 HATa 1 ISYHa 1 HODKa „1 HARHC ID RS XCgYCa 886 ~ 5 30 '0 TEHPa 0 ~ 0 STRKSS PEAKS (THETA a 90 ' OKO) TYZyTXZa . 2'98 «36,969 a STRESS PEAKS (THETA 0 ~ 0 DKG) SXeSYqTXYySZa 5 ~ PSS1 «69 '73 ~ 9bb50 20 'bb SIGEa 84 AT 'THETA'a ~ 219 0 ~ 0 DEG SIGKa 77 F 007 AT THETAa 90 ' DKO STATIC FORCES ON NODE 50 24788 ' «494432 '194460 FORCES Ok NOOK 42 «45824 ' 43204? ~ 512032 'TATIC FORCES ON NODE 43 «67361 ' '53293 '33027 'TATIC FORCKS ON NODE 51 7428P AS 4805o4 ~ «470996 'TATIC '0 HARHC SOLID RS ~ F 00 TKHP 0 ' STRESS PEAKS (THETA a PO ~ 0 DKO) TYZ~ TXZa 15ed38 «21 ~ 644 SIGKa 63 '10 AT THETAa 0 ' DEQ . 'IQKa 4be453 AT THKTAa 90 ' OEO STATIC FORCES OM NODE 51 178000 '727SS ~ 108267 FORCES ON NOOK 43 «62759 ' «4210S'7 ~ 312360 'TATIC FORCES Ou NODK 44 159607, 265201 ~ 65636 ' 'TATIC STATIC FORCES ON NODK 52 39t23 ~ 5 433428 ~ «281163 'La 39 NODKSa 52 44 45 53 HATa 1 ISYHa 1 HOOKs 1 HARHC SOLID RS XCeYCa 886 ~ ~ 5 70 F 00 TEHPa 0 ~ 0 STRESS PKAXS (THETA 90 ' DEG) TYZyTXZa 10eb10= 7,7127 STRESS PEAKS (THETA a 0 ~ 0 DKG) SX ~ SYyTXY~ SZa 8 '783 «39 '38 1 1 e043 «11 ~ 489 SIGEa 45 '54 AT THETAa 0 ' DEQ SICKa tte720 AT THETA' 90 ' DEQ STATIC FORCES ON NOOK 52 156386 ~ «1669lde «17318 ~ 4 STATIC FORCKS ON HOOK ¹¹ «8267.20 «357196 ~ 156598, - STATIC FORCES ON NODE 45 «132800 ~ 162953 ~ «20916 ~ 2 STATIC FORCES ON NOOK 53 11038 6 364346 120372 ~ KLa 40 NODKSa 53 45 46 54 HATa 1 ISYHa 1 HODEs 1 HARHC SOLID RS 's XCeYCa 886 ~ 5 90 F 00, TKHPa 0 ' STRESS PEAKS (THETA 90 ' DKQ) TYZeTXZa 7 '923 6,8361 STRKSS PEAKS (THKTA a F 0 DKO) SX ~ SY ~ TXYgSZa 3 '606 , 29,533 8,6262 29 '71 SIGEa 36 '93 AT THETA 0 ' DEG SIGKa 17 '40 AT THKTAa 9''EO STATIC FORCES ON NODE 5'3 102909 ~ «11S298 ~ 90514 ~ 5 STATIC FORCES ON NOOK 45 , 17970,9 273?90. 10887 at STATIC FORCES ON NOOK 46 «7'9334 ' 121427 ~ «1ZS?43 ~ STATIC FORCKS ON NODE 54 t7415 ~ 2 272380 ~ 3468Z ~ 1 KLa 41 NODKSa 54 46 47 55 HATa 1 ISYHa 1 HODEa SOLID RS XC ~ YCa 886 ~ 5 110 TEHPa 0 ' STRESS PEAKS (THKTA a 90 DKG) TYZ~ TXZa ST 4353 22 '48 . ' ' STRESS PEAKS (THETA a 0 ' DKQ) SX ~ SYtTXYqbta 4 '375 «23 '99 ~ 91431 «4be234 SIGEa 45 AT '90 F 92? THETAa 0 ' DEG SICEa 40 '42 'ARHCAT THETAa ' DKO STATIC FORCES ON NODE 54 47098 F 1 «140533 '17093 STATIC ON NODE 46 «23629 ~ 4 «165828 '136524 'ORCES STATIC ON NODK 47 48142.7 1504?¹. 256065,'ORCES STATIC. FORCKS ON HOOK 55 49087eb 157570 '93620 KLa 42 NODES'5 47 48 56 HATa 2 ISYH~ 1 HODEa 1 HARHC SOLID 25 ~ XC ~ YCa 886 ~ 5 15be0 TEHPa 0 ' STRESS PEAKS (THETA a 90 0 DKG) TYZ~ TXZ 4 '042 ~ 13369K«01 STRESS PEAK5 (THETA a 0 ' DEG) SX SY TXYgSZa 7 '528 21 '87 3 '788 7 'biS ~ SIGE ~ 15 ~ 563 AT THETA 0 ~ 0 DEQ SIGEa 7 6283 AT THETAa 90 ' DEO STATIC FORCES NOOK ON 55 «247591 ~ «256147 '1832 ~ 8 STATIC FORCES ON NOOK 47 201178 23204e4 30573 F 1 STATIC FORCES ON NODE 48 252971 ~ 26677be «27720 ~ 3 STATIC FORCES NODE «1'98886 4 ON 56 '733i? ~ «27013 ~ 4 KLa 43 NODKSa 57 4P 50 58 HATa 1 ISYHs 1 HODEa 1 HARHC SOLID RS XCrYCa a 87feS 10 F 00 TKHPa 0 ~ 0 STRESS PEAKS (THETA 90 ' DKC) TYZyTXZa 33 '66 ,609 PEAKS ~ « STRESS (THETA 0 ' DEG) SXeSYeTXYeSZa «?ST 992 «104 '0 ~ 7'9965 2'9b SIGEN 116 55 AT THKTA'a ~ 0 ' DEC 5IGEa 143 '2 AT THKTA 90 ~ 0 DEO STATIC FORCES ON NODE 57 «352420 '723532 '523059 STATIC OM NODE 49 'ORCES 326523 ' «634353 '¹bb92 ~ ST>YIC e~>4~~5 O» N Y ~ ~ ~ ~ I ~ ~I~ ~ ~ ~ ~ ~ ~ ~ ~ ~ Face Numbers I «f~ (Axial) ~ ~ ~ ~I ~ ~ ~ «I ~ ~ ~ ~ ~ ~ ~ ~ ~ I i ~ ~ ~ ~ t ~ ~ ~ . ~ I ~ ~ I~ c03r Surface Printout is Available on Faces ro and 3 r' K,L I (Trf. Option) T(1) 0 ~P'> X ( Radial) Q Figure 4.25.1 Harmonically Loaded Axisymmetric Element Y ( Axial) SY SX X . ( Radial) Figure 4.25.2 Harmonical ly Loaded Axisymmetric Element Output STIF25 EBASCO SERVICES INCORPORATED ~D.C . * .Cl SHEET ,OF OE PT. ~ '7O2 CKKD. DY~JtM DATE ~68 8/ OFS HO, 25 2 HO. CLIEHT " PROJECT L.uc.lz z. SUB JECT 5 C LirvMp 8 ~s YS, P7yoE.L- ' ~ 4 sp ~ ~ ~ ~ o Hq i f5 e54 le ~ =go "~'n id' 8 Ql 0 cQ 8 tdid l -'BS 5~ lf3 ~O ay@ t ~ ~l g AA ib i ~i ) '26+ 4 ~ i V (jj C f ~OP HA~ ~ A.=CO ~- Il J, ~ fW Cf4A~~ DYA FORM Ill RKV 1 71 EBASCO SERVICES lNCORPORATED sv P /7, Q J Nfw Y0RK 1 CHKD. DTQ~/~ DATE ~all OFSNO, ~>419<> No, CI.IEHT PROJECT ~v LvciZ t SU8JECT W ar9 C7o< &Crt~mi~ ~~co JrvAL gpss -ajar....'o~~sesio ~'F Fo/~ c/. S E Mo~< ~7 s ~/37-/) Igyg Q j /Qgjlg /@AS/5 N OE ~ (F le gl) P NlogEL ( Rug 87K )' QS>lgLL ) Smk C. 2Sl ) Zap Wogg~ Po~ oRv~ W>V ~< ''/~ Ec<'), /=o fZ C S fopC 7~ H7 Qt'g oN -,'Bob. 2 -/5$ g o -'/3'/ 7 —/S0l 5 + I22 8'7 -0 4~4" 5 + I7S Z. —WWWZ.7 Q +@3 -W S7S-2. ~ 2 7j ZO t. - /270- 0 ~ 9@ /Va —/3/7. > + 0 3 4-/'g A A C W lS ELKfg I 70~ 5 /Ipg Nopg 7-f7@ S7- RE61o H g. /Hg '28 7ZZ 4682 8 -3Rd s5 -S55I I 57'7 / 7- ~ F4s.g /b> 71C ~ 6 Q~Ti (7.o Q, z i9 -Zo. Bg Z5 5 '7 g( 3sg/9 — 4/a4 3 Zgqq+ A<288' ¹eE N 7 S/c~< Cow vENgloH Fof~ $ ~5~5 gg cppog17 E 7~ 7A'~ 7 F FORM 11II REV 7 7'I '0 44' KC. >UPGO«XC 1D hbI« 5 +La« OORDINATKS LOC YC 1 604 ~ « ~ $ 27Etoo 4 ~ 2 - 69o, 0»$ 26Ktoa 694 «»$ 26KP04 l.OC PORC S FORC TH SDIR 8 TH HOH 8 NOH TH 1 «6506,5 «070 ~ 56 «141 F 78 «7,9006 50328 8555,8 -- ' 06504 «372 «141 «6 51625 6610 ~ 2 2 ~ 9 late '5 '5 '042 ~4LC ~no~~ '3321 P8 3 6503 ~ 2 263 50 141 ~ 72 «4 ~ 3032- ~ '0064 ~ 5 lOC SSKND S SSENO TH SIGB 8 SIGT S SIGB TH SIQT TH ~ d Q 7 7 1 63 ~ 680 260 «225 '6 «57 '0'5 «i? 2 ~ 169 b»3501 plv5 yg po 2 66 '74 14 684 23356'OIR22'2 «55 '74 «20 '68 6»R704 3 . 66 '68 15 ~ 106 «230 ~ 50 052 F 652 «10»501 10 ~ 714 STATIC FORCES OM NOOK 12 «220150, «»766225K%07 0 ~ .475009Eiob STATIC FORCES OH NODE 13 ~ 7628$ 2Kt07 0 ~ ~ 502236K+06 KLa $ 3 HOOE8 ~ $ 3 $ 4 HATa f l.KHa fl,b TEHP8a 0 ~ 0 0 ' ISYHa HOOKa 0 HARHC COHIC SHKLl. Ol SPRATCOORDIHATKS LOC XC YC 894 ~ «»$ 26Ktoo 2 694 ~ 0»12SKt04 3 «»$ 24Etoa l.OC FORC 6 'ORC TH 8DIR 8 SDIR TH HOH 8 HOH TH f «6442,6 0253 ~ 30 «140 '1 «a.2216'2 53303 ' P068 ~ 4 2 06440 ~ 0 «136 F 11 «140,68 '018 54660 0326 ~ 2 3 «6430 ~ 2 «16 ~ 209 «140,65 « ~ 27010 '6376, 9560 ~ 0 l.OC SSKND 8 SSKND TH SIGb 8 SIGT 8 SIGB TH SIQT TH 88»906 , 15 F 110 ,0220 ~ 62 -Sl.boS «10»336 10 ~ 602 2 0'33 15 '44 0232 ~ 12 040 ~ 249 «17»645 13 ~ 242 3 93 ~ 061 15»973 '34»bl 046»693 «lb»243 $ 5 ~ 703 8TATIC FORCES OH NODE 13 «233564 4» ~ 7626$ 2EtoT 0 ~ «»502236K%08 FORCKS ON NODK $ 4 23529'7 'TATIC~ ~ 757399K@07 0 ~ ~ 520337K+08 ~ ~44 l 404444 l4 l» Hll4 l l.NN~ ll 4 TEHPSa 0 ~ 0 0 ~ 0 ISYHa I HOOEa 0 HARHC CONIC SHKLL bf COORDINATES l OC XC YC 894 2¹E+04 2 89a,'»$ 24Etoo «,$ 3 6P4 ~ 0,123K@04 l.OC FORC 8 FORC TH SOIR 8 TH ~ HOH 8 HOH TH « 1 0837b,7 5 '122 139 ~ 64 . ~ 96536K«0$ 56300 ~ 9587 ' 2 06377 ~ 0 1ZZ»60 «130,62 2 '481 57017 ' 0645,0 - 3 06375 ~ 3 256,77 'DI" 59435 «13'9 '126 ~ 10104 ~ LOC 8SEHD SPRAT8 SSEND TH SIGB 8 SIGT 8 SIGB TH SIQT TH '03 1 F 000 1S ~ Pbo 0233,64 45 605 lb»076 15»681 2 064529 16 ~ 410 «236»14 ROOST =- 14 ~ 362 lb ~ 458 ' 99 '59 fb 600 236 6S «ao,520 $ 2.527 2'53 . STAT!C FORCES OH NODE 14 235207 :«»757300K+07 0 ~ ~ 529337KOOS FORCES ON HOOK $ 5 '33963 'TATIC ~ 75$ 066Kt07 0 ~ ~ 556062K%06 $ 5 NOOKSa - tl.a $ 5 16 HATa 1 LEHa $ $ ,6 TEHPSa 0 ~ 0 0 ~ 0 ISYHa I HOOKa 0 HARHC CVNIC SHEl.L;bi COORDINATKS 4 l.OC XC YC 1 604 ~ « ~ $ 23Ktoo 2 « ~ 123K»04 3 6o0. « ~ $ 22K404 LOC PORC 6 FORC TH SOIR 8 8DIR TH NOH 8 HOH TH 7 8314 ~ .269 '7 0138»58 4 '644 S9459 ~ 10108» il 06313 0 ~ 412.22 0136 ~ SS 6 '703 60957 ~- 10363 ~ 3 «6311 3 - «136 '0 ~ 562,63 '2 ~ 3604 62456 ~ 10618 ~ l OC SSKHO 6 SBKND TH SIGB 8 =SIGT 6 SIGB TH SIGT TH PP F 006 16,647 «237 %30 '8 ~ 461 12 ~ 362 21»331 2O1460 $ 7 ~ 271 240,15 36 '55 «10.401 24 ~ l¹2 lob.hb ls.hba 'b).A? «lb. b>P «A 31»Nb ?F 476 8 $ 1361 ~ 4 '305 ~ 3 «37 ~ hfb ~ 613 «16765 ~ %2653 ~ 5 %3257 2 «$ ~0 3372.7 «37ohh9 03 ~ 6S5 ~ 0 3 «1 Me7 - 3433 ' «37 '63 05 ~ 366 «215 rabbi? ~ 3 LOC SBEND 8 SBKND TH SIGB 8 SIGT 8 SIGB TH SIGT TH «77,70O '13,2$ $ 30 '93 «115 ~ 53 105o02 78 '02 2 «68 '23 «15o063 50ob33 «126obl 108 ~ 77 78 '03 3 «00 ~ 736 «lbo955 61 '74 . «$ 37 ~ 70 112 ~ 32 76 ~ 413 STATIC FORCES ON NODE 198 338741 'f«ef23363Kt07 0 ~ ~ $ 5$ 006Ethb STATIC FORCES ON NODE 199 '379243 ~ 110065K+07 0 ~ « ~ $ 04$ $ 0E+06 KLa 109 NOOKSI 1'00 200 HATI 1 LEN~ $ 2 ~ 0 TEMPS' ~ 0 0 ' ISYHa f HODKn 0 HARHC CONIC SHELL .6$ COORDINATE5- LOC XC „„YC O06 ~ O60 ~ 006 ~ 075 ~ 006 ~ 96f ~ LOC PORC 8 PORC TH SDIR 5 5DIR TH HOH 5 HOH TH «1320 F 1 3430 F 6 36,o20 05o545 %21537 ~ «366lo3 2 «1332 F 1 3a92.4 «37 F 002 07 ~ 012 «24100 «4112 ' 3 «$ 335 ~ 0 353bob «37.06¹ obo239 '268a2. '4563 F 1 l.OC 5BEND S SBKND TH SIGB 5 SIGT 8 SIGB TH BIOT TH «90 '10 . %16 ~ 951 62.78O %136 ~ 63 112 '0 76 '94 2 illF 00 10 '36 74o067 «146 ~ 90 116 ~ 05 77 '74 3 «124o27 . %21 ~ 125 67 '84 %161 ~ 35 . $ 19 ~ 36 77 ~ 113 STATIC FORCES ON NODE 199 3792a3. «eff9065Et07 0 ~ ~ $ 04$ $ 0E+08 STATIC FORCES ON NODK 200 «42ff60 ~ ~ $ $ 6566E+07 0 ~ « ~ 242$ 65E+08 KL~ 200 NOOK54 200 201 HAT~ 1 LENT $ 2 ~ 0 TEMPS' ~ 0 0 ~ 0 ISYHa f HPDEa 0 HARHC CUNIC SHELL bf I COORDINATES t LOC XC YC 1 00be 961 ~ 1 2 006 ~ 967 ' t 00be 093 ~ LOC FORC 8 PORC TH SDIR 8 SDIR TH HOH 5 HOK TH %4562 I 1 1297 ~ 5 3543 ' «36 '41 98,416 «26636 F 2 I 2 «1300 7 «36 ooo374 '0770i. %5060 ~ 9 I ~ 3577 ' '31 t 3 «1304,0 3601 ' «36 '22 100 F 04 %32704 ~ «5559 ' l.OC 58END 8 SBKND TH SIGB 6 5IGT 8 SIGB TH ~ 5IOT TH 1 «124 ~ 24 «21 ~ 121 66 F 201 «160 ~ 26 119 ~ 54 77 '?05 2 «137 ~ 62 «23 '30 fhlobo «173 '6 $ 22 F 80 t75 ~ 044 3. 151 F 41 25 '39 115 F 10 «lh7 ~ 63 125 F 78 74 '08 STATIC FORCES ON NODE 200 42$ $ 69 ~ «offb566E007 0 ~ ,242165K+08 I I STATIC FORCES ON NODE 201 «46¹fb5 ~ ~ lf3$ 70E+07 0 ~ % ~ 295320K+06 KLa NOOESI 1 201 201 202 HATI LEN~ $ 2 ~ 0 TEMPS> 0 0 0 ~ 0 IBYHa f „ HOOEa 0 HARHC CUNIC SHELL 6$ COORDINATES l OC XC YC 1 006 ~ 1 2 006 '03~ 000 ~ 3 '006 ~ ~ 101K @04 $.OC FORC 6 FORC TH 5DIR 5 SDIR TH HOK HOK TH %1266 ~ 4 3607 ' %35 ~ f70 100 ~ 21 %32699 ~ «555dob 2 %1270 ~ 0 3619ob «35 'Th 100 '5 %35019 ~ «6106 ' 3 «1273ob 3610 F 1 35o377 100o53 %39140 ~ "6653 AS LOC SSEND 5 bBEND TH SIGB 8 SIGT 8 SIGB TH 5IGT TH %151 ~ 36 %25 ~ 735 116 ~ 20 %166 ~ 56 125 F 05 74,a70 2 «lbbo20 «2h ~ 270 131 F 02 %201 '7 12'i? 72 '61 3 «161 ~ 20 30 '05 145 '3 «216,58 131 ~ 34 60 '26 ~ , STATfC FORCES ON NODE 201 4b4165 ~ «o 1$ 3$ 70E>07 0 ~ ~ 295320E408 STATIC FORCES ON NODE 202 %507658 ~ ~ f00773Et07 0 ~ o353666Ki06 KLa 202 NOOKSa 202 203 KATs f LKNa 14 ~ 9 TEMPS< 0 ~ 0 0 ~ 0 ISYHa 1 HODKa HARHC CONIC SHKLL 6$ COORDfNATES LOC XC YC "ll 4.61.6 TABLE 4,61,2 (CONTINUED) NOH S ~ 1 G13e5 MERIDIONAL HOHENT PER UNIT LENGTH OF CIRCUH HOH TH .... 1 GI3o5 CIRCUMFERENTIAL HOHENT PER UNIT AXIAL LEN ~ LINES 6+N TO 7+2aN .VALUES OF ABOVE AT EACH l OCATION LINE 8+2oN COLUHN HEADINGS (CONTINUED) LOC I I2 LOCATION NUMBER (1 TO 2+N) SBEND S 1 G13 ~ 5 MERIDIONAL BENDING STRESS SBEND TH '1 G13+5 CIRCUMFFRENTIAL BENDING STRESS SIGB 5 1 GI3o5 HERIDIO"lAL STRESS AT BOTTOM SURFACE SIGT S 1 'G13 ~ 5 MERIDIONAL STRESS AT TOP SURFACE SIGB TH 1 G13 ~ 5 CIRCUMFFRENTIAL STRESS AT BOTTOM SURFACE SIGT TH 1 'I3e5 CIRCUMFFRENTIAL STRESS AT TOP SURFACE LINES )+2oN TO lo+3aN VALUES OF ABOVE AT EACH LOCATION I V LINES 11+3oN TO 12+3aN MEMBER FORCES ANf) HOMENT (PRINTED ONLY IF KEYSUB(2B) i 1) THE FOUR MEMBER FORCE AND MOMENT COMPONENTS (FXeFY ~ FZeMZ) ARE PRINTED (PER RADIAN) FOR EACH NODE (IN THE FLEMENT COORDINATE SYSTEM (X PARALl.EL TO S ~ Y PARALLEL TO N) ) (15t4G14 ~ 6) aoaoaooooaoooaoooaooooaaaoaaooaaooaooaaaa p/~MCN TH (or~ S IGT S, SBEND S ' IGB TH SDXR TH SEGT TH (N SBEND TH SIGB S ~''DIR I S,, 'CN S g. 'A~ ' 'I Figure 4.6J..2 Harmonically Loaded Axisymmetric Conical Shell Output ST I F61 Item No. 15 Identify and verify mat and ground accelerations shown on Figure 9 (page 21, second section of typical. containment building calculations). Figure 9 shows the Unit ll accelerations which were , used as seismic input for the structural analysis .of the Containment Building. Fig 15-1 attached indicates that the Unit Nl ac- celeration curve multiplied by a factor of 1.17 envelops the acceleration curves obtained from the dynamic analysis of Unit N2 model with the Unit . 42 design spectra and time history. This is true for all the mass points with the exception of the mat .were the Unit N2 acceleration is .196 g com- pared with e159gwhich is Unit, gl acceleration mul- tiplied by 1.17. The attached tables 15-1/2,$ ,4 show that for the mat analysis the seismic loads imposed by the cylinder wall are larger by using the Unit Nl loads multiplied by 1.17 than the actual seismic responses from Unit 62 spectra. As far as the seismic force applied directly to the mat as a result of its own acceleration the fact that the Unit. N2 acceleration is larger that 1.17x Unit 1 acceleration doesn't have any sign- ificant effect on the mat design since it will only cause a small increase in the plane shear stress. go ~~ « ~ l ~ ~ ~ l IIP 7 I o — ~ I I I . ~ I I ~ (FT) ' ~ I ~ r ELElfAT(Ohl a a Ia' ta«I a I ~ I ~ ~ ~ ~ ~ I -= ~ ~ ~ c I- j. ~ ~ ~ ~ ~ ~ ~ O- 'I ~ IJ.I ~ ~ I O ~homo« ~ I I ~ ~ ~ ~ ~ I ~ ~ ~ ~ I ~ ~ ~ ~ "' ':: ",j. q I l l taa Z ~ ~ IIw- « t> —. ~ a-I I I 1 ~ ~, og to 'J ~ I ~ ~ ~ III IO ~ ~ l. 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I r5'5'c cB 45 xk zo.76 lo +9 46 .o4 1c, 2$ .)C Jt io ae.~j&f )0 ~ ltrt-' P h'< lle.lo A. 1w 17 4- xZq q -0' h.> g . 5OCeV Mb F~1Z. f-V Item No 18 Justify factor of 1.17 used to convert Unit 1 DBE ac- celerations into Unit 2 accelerations. Verify shape ~ of Unit 2 acceleration curve. The maximum accelerations resulting from the Unit 1 dynamic analysis performed in April 1969, were used as input for seismic loading in the structural analysis of the Reactor Building (Solids II a Shells computer pro- grams). The 1969 dynamic analysis was based on a soil modulus of 486,000 psi and a Poisson's ratio of 0.325. The Housner design response spectra were used with a damping factor of 2% of the critical damping. The very large value of the soil modulus and the low damping ratio were the reason for high acceleration re- sponses. The dynamic analysis for Unit 2 was performed with a range of soil moduli from 32,000 psi to 48,000 psi and a Poisson's ratio of 0.25. The Newmark'esign response spectra were used with damping factors of 10% for soil, 7% for concrete and 5% for structural steel. Table 18-1 compares'he soil springs and natural periods for the two dynami'c analyses. On Fig. 18-1, the maximum accelerations curves, from the 1969 Unit 1 analysis and the Unit 2 dynamic analysis (using both response spectra and time history) are shown; an envelop curve obtained from Unit 1 accelerations mul- tiplied by a 1.17 conversion factor is also shown on this curve'. The shape of Unit 2 acceleration curve was verified and found, to be correct. TABLE 18-1 Unit 1 Unit 2 (1969, analysis) Es=48000 psi Es=486,000 si 6 6 Kxx(bearing) K/ft 3.5 x 107 .724 x 107 Kx(shear) K/ft 1.05 x 1010 .106 x 1010 Ke(rotation) Kft/rad 5.3 x 10 .503 x 10 Natural Periods (Sec) Mode No Unit 1 Unit, 2 1 ~ 304 .678 2 .135 .269 3 .106 ..138 4 .069 .093 5 .0624 ~ 071 6 .0415 .054 7 .040 .041 8 .0355 .038 9 .0280 .028 10 .0247 .025 OP o 8 ~C Q C L« 'S2~ Aii) EL.f 2CC ES %i 2 'SCC I I~~ e34 5 Pis I I t)~L~1 .XSPEE~Ah) ... I '3I4 [l.ik; '7CP I JSD O Ji+ ~ 1 ~ EID 0 lz) C I PCIS Ul ~1 3 4 1~T7 DIRI j V I 2 o "c47 2'P '2 Ct) s-+ u p I -ccs ~ i p .34 . sDO.. r 3 lii ~ CPS.l ~ 204 / H> I u c ia) (ti«lE Q>S-.422'aLVE ZPP. ..::.. VNit +8 ~ -.- .Otccvci) I~17(IJkr Of):—.:.:,:"': . ~ ~ ~ ~ t «53 ~ 04 I ~oa) f: lC)t %4a) '7 —----~ 4C. +If C (5ASg) ~ J ~ ~ ~ ~ w ~ ~ ~ ~ ~ q ~ ~ ---~ I ~ ~ e ~ A ~ ~ Item No. 19 Verify that thermal 'loads were computed based on Unit 2 criteria (page 20, section 3, Con- tainment Building load '30) Thermal loads wgre computed based on Unit 2 criteria (pages~48, 49, 50, 51, '52, 53 Section. 3 of Typical calculations) Unit No. 20 Verify OBE/DBE ratio of 0.63 used on page 21 section 3 of typical containment building cglculatlons. A ached tables=20-1 & -2 how that. using Unh 1 DBE ac lerationS mu 'plied by .17 x 0.63 e applie loads to thM t ~due to BE are lar ei than th corresponding, eismic/ loads cal ulated with he Unit 2,0B ectra The only ex ption is th at. 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R. d,~ 58M+ P8', p,ynbblt Pzfggc d.656'R p,'$354$ Q P~ 4%79 "P '. pP&oo8'.198V~ 3// F7/E', p,bBNP "p P,Pd>7998 Ps /VO)AR P. b-V~M P,2~7~kb O,rgsolq o. s&984 d,/fr 0, /2~~f2 0.4%854 F/8'.rsg4R/ u. ic>6@b d;b38'8 > 0 iJ749 y, MbM> G,r z> d PAP9 5P 2. 24ga): What were the "Knockdown" factors used to design the containment vessel and what is the minimum factor of safety? Response: II Knockdown fl factors or capacity sively reduction factors (ASME term) are exten- addressed in, Code Case N-284 to the ASME Coode, approved Boiler and Pressureessure Vesesse 1 August 25, 1980,. However, the Code edition in 'St Lucie 2 containment vessel, effect for contains 1971 edition including Winter 1972 Addenda, no explicit design rules for consideration of ions and nonlinearity effects of imperfect- in geometry and boundary conditions. Therefore capacity reduction factors i'n no were applied the design other than those which might already be built into -the Code design rules. The Code edition in effect for St Lucie 2 contains safety factors of 3 against circumferential buckling and 2 against axial buckling. the actual design external The margin between pressure and that permitted by the Code an additional factor of safety of 1.6. provides provided Therefore the total safety factors are 4.8 for circumferential buckling and ) 3.2 for axial buckling. Z~~ u.. ~~o>: The Code does not allow any reactions from ment vessel. piping to be taken by the contain- I Response: ASME Section III, Summer 1972 "The Addenda, Paragraph NE-3111 states in part, loadings that shall, be taken into account in shall include...the following: designing a component (c) superimposed loads such as...piping." We believe that this 'I paragraph is evidence that the Code does anticipate reactions being taken by the vessel. piping I' gk~p, z5: Per SRP and NRC Staff poisiton, differential displacements resulting from a seismic event must be added as an absolute sum and not as SRSS. Please verify that this has been done. Response: The subject of concern is the loading effect of piping which is supported or restrained at two buildings on separate mats. Since the adjacent buildings on separate mats are dynamically analyzed as decoupled systems, the real relative seismic displacements between piping restraints on separate buildings are not readily available. As the soil interactions are incorporated in the dynamic analysis of the buildings the maximum absolute seismic displacements of each building available for piping stress analysis usage normally contain considerable soil movement which is expected to be closely in-phase for locations between the adjacent buildings. This is evidently demonstrated in the maximum absolute vertical SSE Seismic Displacemen( Tables for the Reactor Containment Building (RCB) and the Re- actor Auxiliary Building (RAB). The values for the RCB mat and the top of the steel containment are 0.0304 feat and 0.03067 feet respectively while the values for the RAB mat and the top mass of RAB are 0.02108 feet and 0.02145 respectively. The displacements for masses in between are apprcx- imately of the same magnitude. A relative seismic displacement between RCB and RAB mats calculated by the absolute sum combination of the two maximum absolute displacements (ABS) will result in a value of 0.05148 feet. This essentially represents an assumption of complete out-of-phase of the adjacent mats, each at its peak movement at the same instant. En consideration of similarity in surrounding soil properties, closeness of spacing and the seismic wave motion 'in the ground, this is very unlikely to occur. Furthermore, due to the consider- ~tion of the seismic inertia effect, the restraints on the portion of piping which passes between two buildings are located at or near the adjacent edges of the hniidints wish in a narrow spaeea P~ y~~~ iaaf+ P q~ fbi!-L'„p g dl,l .ojts(a d ', gga Qr (e ~~~~~ ~~ ~ ' +MAL.+V~s)~a'V~~}ada3CALCQ~~~~~ > ~L- e ofhng~~~ The applicBE'on of absolute sum combination of the two maximum absolute building seisi~ic dis- placements onto the interface piping will result in a piping system design overly emphasizing the re)ative displacement condition. This, by the nature o t e flexibility required to accommodate the displacement, tends to un- ercut the conservatism usually existing in normal seismic prote c tion d esxgne~d on t e as s o seismic response of inertia effects which, being accounted for in the primary pipe stresses, is more probable to cause structural failure. The SRSS, as explained in our Response 1b to MEB Question 18, offers a bet- ter alanced seismic protection design for the combined effect of seismic in- ertial and displacement effects on interface piping. movement betwee~n It is recognized that the pattern of the relative horizontal at high elevations is usually'ifficult to predict. A buildings the two building structural approach is to consider the complete out-of-phase of the close in-phase of the two adjacent mats. Therefore, responses along with in two relative seismic displacements between support/restraints located the the absolute sum of each buildings on separate mats can be derived by taking building seismic displacement towards each mat and the difference relative ~ This is assigned as +ABSR in Table l for com- of the mats'isplacements. displacements. parison of combination methods for evaluating relative seismic the lower part of the building, As the piping penentrations are located at all movement the relative displacements a strong contribution from the soil to restraints is anticipated. The relative seismic displacement between the pipe considerably derived by the SRSS method (~ SRSS), as shown in Table l, is higher than Q ABSR. ~ ~ ~+SLY I COMPARISON OF COMBINATION HETHODS FOR RELATIVE SEISMIC DlSPLACFNENTS VERTICAL SSE MAXIMUM ABSOLUTE SEISHEC RELATIVE SEISMIC 'DIS- DISPLACEMENT {ft. ) PLACEMENT (ft.) eactor Reactor Containment'ildin Auxiliary MASS f/ MASS 8 .~XA XB + ABS + SRSS +ABSR 6 (top of PCV) 0.03067 1(top) 0.02145 0.05Z|Z 0.03743 0.00996 16 (Mat) 0.03040 23 (":at) 0.02108 0.05148 0.03699 0.00932 -S MAXI>fUH ABSOLUTE SEISHIC RELATIVE SEISl JIG DISPLACE- SSE DISPLACEMENT (ft.) MENT {ft.) Reac tor Containment Building HASS8 < ABS + SRSS +ABSR 19 (EL.44'-0") '0.04066 3(EL.42'-5") 0.0402 0.0808 0.05717 0.03M@ 25(Hat) 0.02783 5'(Mat) 0.0222 0.05003 0.03560 0.00563 ~s =I~~I '0 ~ I 2 2 SRSS +XA +XB ) (2) ~'" = - I«~> «~ ..> I '«xs <» .e> I (3) Where Maximum Absolute Seismic displacement of building A at res traint location. Maximum Absolute Seismic displacernent of building B at restraint location. mat Maximum Absolute Seismic displacement of the mat. 0 0 Please verify that dead loads used in the design of the Reactor Auxiliary Building columns included loads from the upper stories. -Response: Dead loads considered in column design include loads transmitted from the upper 'floors. ~UESTION 220.22 {3.7.3.12) Your. description. of the method for analyzing the buried seismic Category I piping and tunnels is very sketchy. Provide a more detailed procedure and copies of calculations including any referenced material. RESPONSE: The Seismic Category I buried piping between mats and floor slabs are en- cased in either a sand 0 cement mixture or a concrete fill. The Seismic Category I buried piping outside the buildings are embeded in class-1 com- pact backfill soil of sufficient density so that liquefaction shall not take place and backfill will not lose its integrity during a SSE. The- effect of the loads imposed by the adjacent non-buried portion piping on the buried piping are considered for a distance into the soil based on Heteny'P's appxoach (Ref. 4) to a semi-infinite beam on elastic fundation. The loads are considered to have died out in the form of a damped wave along the buried pipe further into the soil. For the portion of buried piping in which the pipe is not fully restrained by the soil and can be influenced by the non-buried piping, the soil re- sistence is simulated by a system of equivalent lateral restraints. The stiffness of soil restraints and spacing of these restraints are calculated by considering the buried pipe as. semi-infinite beam on elastic fundation. The friction and slippage effect which permit relative movement between the soil and the buried pipe are considered in evaluating the pipe stress due to seismic wave motion (Ref. 1, 3 6 5). The portion of buried piping is coupled with the non-buried piping and analyzed as a whole by the usual method delin- eated in FSAR 3.7.3.1.1. The stresses in buried portion of piping due to various load including the loading due to relative movment between the soil and buildings are included in the analysis and the stress limits for various load combinations given in Subsection NC-3650 or ND-3650 of ASME Section III are satisfied. For the portion of buried piping in which- the pip0 is fully-restrained by the surrunding soil and can not be influenced by the non-buried piping, .the "pipe moves with the ground" assumption is used in evaluating the pipe stresses. The maximum axial, bending and shear stresses due to compressional wave and . shear wave are calculated separately using the stresses formulas presented by Nemark (Ref. 6 ERE and Yeh (Ref. 9) . Since the maximum stresses due to various seismic waves do not occur simultaneously, the maximum combined stresses are calculated by SRSS method using principal stress formula. Finally th'e com- bined stresses due to seismic wave motion are combined with the longitudinal pressure stress and compared with the yield stress of the pipe for normal, up- set and emergency conditions. For faulted condition, 2 times the yield stresses of the pipe is considered as the allowable. For buried pipe near the buried elbows, the friction and slippage effect are considered following technique pre- sented by Goodling (Ref. 1 6 2). ~ RESPONSE: (Cont'd) In addition to the seismic consideration, the buried piping are also evaluated for plant settlement and maximum thermal expansion stresses with proper con- sideration of slippage and friction effect (Ref. 1 6 3). The concrete piping tunnels have been designed as pipe sleeves. All applicalbe earth pressures have been included in the designd. The tunnel design also ac- comodate the loads from the pipe supports. The following literatures are referenced in the above mentioned calculation procedure which is in general agreement with SRP 3.7.3 criteria. REFERENCES: l. E. C. Goodliag, Jr. "Flexibiblity Analysis of Buried Piping", an ASME Publication 78-pvp-82. 2. E. C. Goodling, Jr., "Seismic Stress in Buried Elbow", preprint 3595, ASCE National Convention, Boston, April 1979. 3. E. C. Goodling, Jr., "More Flexibility Analysis of Buried Pipe", ASME Publication 80-C2/pvp-67. 4. M. Hetenyi, "Beams on Elastic Foundation", The University of Michigan Press (1946).. 5. M. A. Igbal and E. C. Goodling, "Seismic Design of Buried Piping", ASCE Conference (1975). 6. N. M. Newmark, "Earthquake Response Analysis of Reactor Structures", Nuclear Engineering and Design, Vol. 20., pp. 303-322 (1972). 7 R. J. Roark and W. C Young, "Formul-" for Stress and Strain", McGraw-Hill (1975) . 8. G. R. Tschebotarioff "Soil Mechanics, Foundations and Earth Structures", McGraw-Hill (1951). 9. G. C. K. Yeh "Seismic Analysis of Buried Metal or Conrete Pipes", April 1974. 'Task A-l, Waterhamer The potential for hydraulic instability is considered in the design of the Feedwater System and Auxiliary Feedwater System Piping. Routing of the feed- water piping is such that diaining of the feedwater line is minimized. The 32 ft drop in the feedwater piping immediately outside the feedwater nozzle and the existence of two check valves between the steam generator'and the feed pumps provides adequate assurance that th piping will not drain. Design provisions are incorporated into the feedwater sparger to prevent draining and are discussed in Section'.4. Task A-2, As mmetric Blowdown Loads on PWR Primar S stems The plant specific program for addressing asymmetric loads for St. Lucie Unit 2 is nearing completion; completion is expected'prior to issuance of the operating license. Results to date have been reviewed by NRC staff and have been found to be consistent with NUREG-0609 and are therefore acceptable (Sections 3.6, 3.7, and 3.9). Final results will be reviewed and reported in a supple- mentry report. Task A-9, Antici ated Transients Without Scram The applicant (FP&L) has committed to operator training and the development of emergency procedures for ATWS as stated below: (A) "Develop emergency procedures to train operators to recognize anticipated transient without scram event, including consideration of scram indi- cators, rod position indicators, flux monitors, pressurizer level and pressure indicator, and any other alarms annunciated in the control room with emphasis on alarms not processed through the electrical portion of the reactor scram system." r (B) "Train operators to take actions in the event of an anticipated transients without scram, including consideration of manually scramming the reactor by using the manual scram button, prompt actuation of the auxiliary feed- water system to assure delivery to the full capacity'f this system, and initiate boration by actuation of the high pressure safety injection system to bring the 'fac'ility to a safe shutdown condition." Task A-24, Environmental Qualification of Safet -Related Electrical E ui ment St. Lucie Unit 2 has provided a comprehensive description of the ongoing environ- mental qualification program for safety related electrical equipment following the recommendations of NUREG 0588, "Interim Staff Position on Environmental Qualification of Safety Related Electrical Components". Results of this ongoing program will be provided to the staff pending completion of the program. Task A-26, Reactor Vessel Pressure Transient Protection 'I FP6L is participating in C-E Owners Group generic efforts to evaluate the effect of high pressure safety injection on reactor vessel integrity in response to Item II.K.2.13 of NUREG-0737. Task A-31, SRP 5.4.7 and BTP,5-1 Residual Heat Removal.S'stems The St. Lucie Unit 2 Residual Heat Removal System (Section 5.4;7) has been reviewed and has been found to be in compliance with SRP 5.4.7 and BTP 5-1. The Shutdown Cooling System (SDCS) is used in conjunction with the Main Steam.and Main or Auxiliary Feedwater Systems .tc reduce the temperature of the Reactor Coolant System (RCS) xn post shutdown periods from normal operating temperature to the refueling temperature. The initial phase of the cooldown is accomplished by heat rejection from the steam generators to,the condenser or atmosphere. For a normal cooldown the reactor coolant hot leg temperature is reduced to 300 F and the pressurizer pressure is reduced to 276 psia. Then, the SDCS is put into operation to reduce the reactor coolant temperature to the refueling temperature of 135 F and to maintain this temperature during refueling. The SDCS is used, in addition to the atmospheric dump valves and the Auxiliary Feedwater System to cooldown the Reactor Coolant System following a small break LOCA (see Section 6.3). Operating plants with similar designs (with some generic"differences due to necessary requirements) are St. Lucie Unit 1 and Millstone 2. Assuming a loss of offiste power, the plant cooldown process to reach cold shut- down conditions is comprised of two phases of heat removal. The initial phase is accomplished by controlling. heat rejection to the atmosphere through the secondary atmospheric. dump valves. The Reactor Coolant System (RCS) is de- pressurized by the auxiliary spray system throughout the RCS cooldown while maintaining RCS pressure temperature requirements in accordance with the St. Lucie Unit 2 Technical Specifications and subcooled margin limitations. Safety Injection tanks are isolated when depressurizing to reach shutdown cooling entry pressure condition. Normally forces RCS flow is maintained during a plant cooldown. However, adequate natural circulation flow can be maintained throughout the plant cooldown while the steam generators are being used to reject RSC heat. Once the RCS has been adequately cooled down and depressurized, the Shutdown Cooling System (SDCS) is aligned and the cooldown proceeds by .rejecting heat to,the SDCS heat exchanger's. Assuming loss of offsite power, the most limiting postulated single failure is a failure'.„of one emergency power train. A loss'f one DC emergency train would effectively prevent AC power off one diessel generator, even, if operating, from being transferred to the onsite. electrical . system. This single failure disables one train of components associated with the atmospheric dump valves, chemical and volume control systems, auxiliary feedwater system, and shutdown cooling", systems. However, the plant can be cooled down to cold shutdown conditions with one emergency power train and one train of system components within 36 hours. Task A-36, Control of Hea Loads Near S ent Fuel NUREG 0612 "Control of Heavy Loads at Nuclear Power Plants" provides staff guideline to assure safe handling of heavy loads once the plant becomes opera- tional. Generic NRC letters dated December 22, 1980 and February 3, 1981 trans- mitted NUREG 0612 and interim action requirement to the applicant. The licensee has developed a program to implement the NRC guidelines. Results of this on- going program will be provided to the staff pending completion of the program. 4.-40, Seismic Desi n Criteria NRC regulations require that nuclear power structures, systems, and components important to safety be designed to withstand the effects of natural phenomena such as earthquakes. Detailed requi;ements and guidance regarding the .seismic design of nuclear plants are provided in the NRC regulations and in Regulatory Guides issued by the Commission. The applicant has designed the structures, systems, and „components important to safety following the guidelines of Regula- tory Guide 1.29 "Seismic Design Classification" (R2), 2/76. A detailed evalua-. tion of seismic design is provided in Sections 3.71 through 3.7.4 of this Safety Evaluation Report. Task A-'43, Containment Emer enc Sum Reliabilit The St. Lucie,Unit 2 containment sump is a large collecting reservoir provided to supply water to the containment spray and High Pressure Safety Injection Pumps during long term, recirculation. The design of the sump, which follows the guide- lines of Regulatory Guide 1.82, includes the following: -Trash racks to prevent large debris from impinging on the fine mesh screens which form a part of the sump. -Fine mesh filter screens are provided completely enclosing the sump. Sufficient wetted vertical screen area is provided such that, with a postulated 50% blockage, water velocity through the screens is approxi- mately .2 ft/second. No credit is taken for horizontal screen area. The applicant has added a fine mesh screen separating the redundant suction lines to provide functionally independent sumps.- \ -The sump is located outside the secondary shield wall thus protecting it from the direct effects of high energy line failure. A description of the different types of insulation used inside containment and an estimate of their quantity has been provided. The insulation types used are designed to remain in place following a seismic event. Thus only that insulation in the area of the break or in the direct line of a high energy jet would become dislodged. The types of insulation used have been reviewed and are not expected to adversely affect the operation of the sump in light of its con- servative design features. Following a design basis accident minimum of ll feet of submergence is provided for the sump suction. The applicant has committed to performing a scale model test to insure that this degree of submergence is sufficient to prevent the formation of air entraining vortices. Additionally, the applicant has committed to implementing any design changes whose need becomes evident during the model tests. Operating procedures have been described which will ensure that the containment is put into a "clean" condition prior to each startup and is maintained that way during normal operation. Plant operators will be required by emergency operating procedurs to periodically assess the status of long term cooling systems after the initiation of the recirculation mode. Plant operators will also be instructed in the recognition and mitigation of ECCS per performance degradation. In accordance with,the above the staff has concluded that the St. Lucie Unit 2 containment sump has been designed to satisfactorily provide suction to the long term cooling pumps under all postulated accident conditions. Task'A-44;'Station'Blackout The decision. reached by the Atomic Safety and Licenisng Appeal Board that the total loss of alternating current.(AC) power shall be considered a design basis event for St. Lucie 2 has been reviewed by the commission and a subsequent memorandum and order (CLI-81-12) was issued concluding that: "For the reasons discussed above, the Commission finds that ALAB-603 does not establish any generic guidelines for determining the design basis events to be used for plant design and operation and does not establish station blackout as a deisgn basis event .as that term is used by the staff". However, in consideration of the Commissions'oncern that there is a "need for'protective measures against loss of all ac power for some reasonable time" (Memorandum and Order CLI-81-12 Paragraph B item (2)), FPL is presently analyzing the affect of a total loss of ac power on the St. Lucie Plant. In the unlikely event'f a.complete loss. of ac power (onsite and offsite) for 2 and,'or the benefit of a conservative analysis, the simultaneous loss St.'ucie of offsite power and one (1) diesel generator at St. Lucie 1, th'e remaining diesel generator in St. Lucie 1 will be able to operate the minimum ESF loads such that both units are maintained in a safe hot standby condition. The present St. Lucie 'design Hoes not have the capability of electrically connecting the two (2) units offsite 4.16 KV buses 1A2 and 2A2 (1B2 and 2B2) through 4.16 KV bus 2A4 (2B4). This tie can only be done manually by racking and reracking a 4.16 KV breaker at 4.16 KV switchgear 2A2(2B4) under strict administrative controls. This trans- fer takes approximately < hour. During this time, operator. action in both Unit 1 and Unit 2, in accordance with procedure, load shed.all loads on the 'Unit 1 operating diesel generator not required for this event; verifies that all non safety loads on the 4.15 KV lA2 (1B2) and 4.16 KV 2A2 (2B2) are inoperative; and prepares for the manual initiation of the required Unit 2 loads on the onsite safety related 4.16 KV 2A2 (2B3) bus. Upon completion of the manual loading, both plants remain in the safe hot standby condition until the conclusion of the event or approximately four (4) hours. ) The analysis for the above event will be found in Chapter 15. Task A-46,'Seismic uglification of'E ui ment The licensee has developed a program to address the seismic qualification of mechanical and electrical components required to safety shutdown of the plant, as well as equipment whose failure could result in adverse condition with might ,impair shutdown function, following the guidelines provided in staff letter dated June 18, 1981; This program will provide seismic qualification for these components pending completion of this program, (by the first quarter of 1982). Task A-47, Safet Implications of Control"S stems The applicant has performed a detailed St. Lucie Unit 2 plant-specific review f 6 control systems whose malfunction could impact plant safety (see the response to NRC question 420.04). Included in this review were control systems which receive power from common sources and which receive input signals from common sensors. Results showed that the analysis of Chapter 15- enveloped the assumed malfunctions of these control systems. August 00, 1981 Hr. Robert A. Clark, Chic f Operating Reactor Branch 83 Division of Licensing Dear Mr. Clark: Attached are materials prepared in response to your letter request for additional information regarding evacuation time estimates for the area near St. Lucie Station. The responses, parallel the eight items outlined in your request. Estimate of Permanent Residents b Sector Similar to„ Fiqure 1'n A pendix 4 to NUREG 0654 Rev. 1+ An estimate of the permanent resident population used in the St.. Lucie evacuation time estimates is provided, in Figure A, which is attached. The figure is identical in format to Figure 1 from Appendix 4 of NUREG 0654 Rev. l. 2. Indicate How Estimates of Transient Po ulation Were Made ~ ~ Transient population estimates w ere compiled by field surveys undertaken by Environsphere.- Figure B, which is ~ SCZ >4 attached, is a summary of the resulta nt data incorporated by HMM Associates in the evacuation time 4'stimates. ulations on an Institution b Institution Basis At the suggestion of the Florida Bureau of Disaster Preparedness, six categories of special facilities were evaluated for evacuation purposes in 1980. The categories are + Please note that NUREG 0654 Rev. 1 was issued subsequent to the submi'ssion of the't .. Lucie evacuation time estimates. schools (both public and private), hospitals., nursing homes, retirement facilities, mental disabilities residences (Department of Health Rehabilitation Services (OHRS) residences), and- incarceration facilities. All of these facilities have„plans for evacuating the building in the event of fire. A few facilities have more detailed plans for the evacuation of the building site. In some instances, an adequate number of vehicles is available on-site to evacuate the facilities in the, event of an emergency. Table A, which is attached, provides a list of all special facilities within the plume exposure EPZ. The table indicates facility locations by compass sector, the peak number of occupants, and whether or not the facility has a dis'aster oriented evacuation plan. 4. Re ort Roadwa Ca acities,and Characteristics b Roadwa /Se ment Attached are materials which describe the roadway capacities and characteristics of the St. Lucie evacuation network. Figures C and D show the network layout. Figure C shows the entire EPZ, while Figure D is a blow-up of the Ft. Pierce area. The figures show the location of each intersection and roadway link considered in the modeling of the various evacuation scenarios. This network was adopted based upon recommendations from the Civil Defense directors in. St. Lucie and Martin Counties. Also attached is Table B. This table is a computer printout from the NETVAC model that provides characteristics and capacities of each roadway segment in Figures C and D. 5. Use a Reduced Ca acit for Estimatin Evacuation Times under Adverse Condxtzons During the course of compiling evacuation time estimates two types of weather were assumed.. The first weather scenario was normal weather. In this instance weather provides no impediment to traffic flow. The second weather scenario considered is 'the "adverse weather". Decisions on appropriate "adverse weather" assumptions were made in conjunction with the County officials most familiar with local climatological phenomena. It was concluded that mixed rain and thundershowers of short duration are the appropriate adverse weather conditions in the St. Lucie EPZ. To simulate this condition it was assumed that all traffic in,the EPZ would be halted for fifteen minutes of severe thundershowers. -The increased travel times are used to account for reduced visibility and wet and slippery travel surfaces. Before deciding upon this adverse weather assumptions several other scenarios were considered and discarded. Potential for flooding..was considered, but local officials indicated that there is no reasonable potential for flooding the evacuation network. Hurricanes were also considered. Operating plans, however, call for shutdown of the plant in advance of an approaching hurricane. For this reason, there appears to be no potential for initiating a nuclear incident response during a hurricane. Lastly, long term rainfall was considered, but local officials discarded this scenario as extremely, unlikely. The result is that a penalty of 15 minutes added to normal weather conditions is the capacity reduction attributed, across the board, for adverse weather. 6. Identif Potential Bottleneck Locations that 'Ma Require S ecial Traffic Control North of the plant there are two types of areas where control may be used to prevent the formation of bottlenecks. The first is providing traffic officers at the'on-ramps to freeways (Turnpike and 1-95) departing the EPZ. Control may be particularly helpful at the Turnpike entrance -where the left turn into the Turnpike and the traffic signal provide potential for delays and queueing. In addition, free flow through the toll booths should be assured. The second area of concern is the densely populated area of St. Pierce, as shown in Figure D. In. this area manual over-ride of signals on the major arteries departing town would likely be quite helpful. Manual traffic control at the major intersections along Okeechobee Road, Orange Avenue, and Route 1 would, probably prove most beneficial. The major movement to the west will be to gain access to - ~ the Turnpi'ke ramp in Port St. Lucie. Manual control of access to the Turnpike could help minimize queueing. In addition, control of traffic at the major intersections on Port, St. Luci'e Boulevard, from Route 1 out to the Turnpike,- would help expedite evacuation movements to the west. Traffic control at many locations south of the plant could be helpful.. Key locations include the junction of Routes 1 and 707 north of Roosevelt Bridge, the Route 1/Flagler Avenue/Palm City Road area south of Roosevelt Bridge, both ends of the Densen Beach Bridge, and East Ocean Boulevard in Stuart. 1 I 0 ~~~+~ 7. TO BE HANDLED BY FPikL. 884YS E'>>»~~~ < D~+ ST'> 8. Provide a Thorou h Ex lanation of Methodolo ies and Assum tions Used in the Anal sis The evacuation scenarios were simulated by HMM using the population distribution data, and evacuation network data assumptions previously'iscussed. Evacuation was simulated using the EVAC computer model+. EVAC is a flexible, fixed step, macro traffic simulation model which uses traffic flow relationships to calculate and record traffic densities, speeds, flows, queues at bottlenecks, spill back where the network cannot handle the desired traffic loading demand, and other relevant information throughout the evacuation simulation process. At every simulation interval the model assigns traffic from links entering an intersection to the links emanating from it, thus advancing the traffic along the evacuation routes in the network. EVAC includes a dynamic route selection feature whereby drivers choice of outbound links, at every 'intersection, is based on two criteria: 1) The directionality of the outbound link (i.e., the degree to which it leads away from the plant). 2) The traffic conditions on the outbound links (i.e., speeds and queueing). The traffic flow leaving a link at any intersection is subject to various approach capacity constraints, and all the traffic assigned onto an outbound link is constrained by the capacity of that link. The roadway and intersection approach capacities calculated by EVAC are based upon the Highway Capacity Manual (Highway Research Board, Special Report 87, 1965) . Due to the dynamic route assignment mechanism, intersection approach capacities are updated at each simulation interval to account for the changing turning movements. The intersection control options which can be specified for EVAC include fully signalized approaches, uncontrolled approaches, a'nd secondary priority approaches (accounting for stop signs and yield signs in instances where they can be assumed to be obeyed). The input to the model includes link information, node information, and traffic loading information. Link information includes: + EVAC has subsequently been renamed NETVAC by HMM. The model has been used to estimate evacuation times at nine nuclear power plant sites. 1) Lane width, 2) Distance,to obstructions, Number of lanes, 'Roadway type, 5) Directionality', and 6) ~ Free-flow travel speed. Node information includes: 1) Intersection approach width, 2) Intersection priorities and controls coordinates, 3) Intersection location relative to the metropolitan area, and 4) 'raffic control. Traffic loading information includes a stepwise time variable loading rate which may be, specified at any node. Prior to any execution, the EVAC model computes all the traffic flow equations needed for each link and, on request, performs an elaborate series of checks to insure the integrity of the input data. The model output includes several types of information. These include pre-execution reports and simula- tion reports. 'Pre-execution reports include items such as: 1) Echo listings, 2) Network listings, 3) Heading labels, 4) List of signalized intersections, 5) List of entry nodes and entry rates, and 6) Network diagnostics. Simulation reports may include items such as: 1) Total vehicles on the network, 2) Summary of departures through exit nodes on the EPZ perimeter, Spill-backs at entry nodes, Simulation completion report, 5) User-specified reporting interval, and 6) Link conditions for each network which list flow, queues, entry rates, departure rate, cumulative departures, and speed. Two auto occupancy factors were used in the evacuation time estimates. A value of 2.6 persons per automobile was used for the "high estimates". This number was provided by the Florida Bureau of Disaster Preparedness based upon their South Florida evacuation experience. The "low estimates" were based upon an a'ssumed auto occupancy factor of 3.2. Vehicles were allocated to nearest entry nodes for modeling purposes. Evacuation vehicles were loaded onto the evacuation network from each entry node at the rate of 15 cars per minute. As a result the cars were loaded over the course of about 25 to about 170 minutes, depending on the location of the entry node. ~ ~ 3665 N ~o HHI HHE 44542 ~o NI 0 NE 3619 t0 Mlt.ES 44362* SHS ENE ~5317 38 0 ~o 3492 1825 817 2 0 0 73 8 1170 20 1928 63 0 20 1 0 0 10 2710 0 5938 458 1957 Y(SW 840 ESE ~8908 ~o 2717 0 7607 * SS 2754 SE ~5447 6965 ~15 SSYI SSE. ~3594 9574 Total Sagment Population 0 to 10 Mlloa 7423 POPULATlOH TOTALS ING CUMULATIVE R ING, MILES R TOTAL MILES POPULATION ~ POPULATION 0-2 138 0 2 153 2-5 12083 0-5 12236 5 -10 78192 0-10 90428 * These sectors include population beyond l0 miles, but within the plume exposure EPZ FIGURE A 1980 PERMANENT RESIDENT POPULATION NEAR ST. LUCIE STATION 1819 ~o NHYl HHE 12807 ~o NI NE 1717 )O MILES 12638* EHE 102 ~o 958* 169 0 2 1447 p 0 252 4 367 13 640 4 0 0 0 889 464 ISVl 24 3331 ESE '1533 101 ~o 167 1585 * SI 12272 SE 1840 ~635 o I ~ SSYl SSE ~160 9 15603 S Total Setlmant Populatton ~36 V28 0 to'10 Mlles 1941 POPUlATIOH TOTAlS R IN IV RING, MILES G TOTALMILES CUhlULAT E POPULATION ~ POP ULATI0 N 0-2 21 0-2 21 2 5 6530 0-5 6551 5-10 32177 0 -10 38728 * These sectors include population beyond 10 miles, but within the plume exposure EPZ FIGURE B 1980 PEAK SEASONAL VISITORS AND PEAK DAILY TOURISTS NEAR ST. LUCIE STATION 'T. b BBI ~ 'X ~41. P~I LIICI IRI B"II 'r'j .«4qE, 'I ) ~ E ~ lz -',9„'O'-0»'O~o'~ rO ~ A N ll 'I .', .'.,I I I ~ I ~ ~ ~ ~ I I AA, 1 el:I gl X %lIE,S ~ 1 - ~ ~ I IR ~ I''AIr ~ 'I~I~ <; ttx ,, l~ '1II CEAII BREEZE t'I LPAIIK aae IIII~I (S. S AI SE ~99 L+ g I «y+ Il-.,r -.I '~QO ~ SEElygLL ~ ~ l b /" >sl . IE R, I R lA ~ ' sR It R B '.'» w w>BI~ slI 'g ' I $$3BI . w,gy l;-..a+W f .J ' ", 'r'sI ~3TUARTJ II 'I 'Qlsr I SS'|N'-:.;:,: ~ ~ ~ W»> ! L'fg 1 l (.~l,f I f. tB W..h, '., Lj .l ~ «.( IIIEtl I'ERE Ir ~ ~ ~ ~ ' ~ iW EE ..f, ~ = ~ I g,a 'f R (4 IEAIlltS A+ERE fJ ~~a I :T': -. f-r;-.... ~> ~ em I 'I .I .f.r p I I' RI4 f an«I sa.lB»EI RI ': .I:Il." 8 M I'. ~'4,";>I'IE ST LIICIE It((ET 1-.'!4;" ' ~', I ':-. '.i"~...=':a:.::,:,.<'g%'j STJ.TCVnIIK I ~ ".'. "gi::,,'.j'I ~ BIRR ~ I' LEGEND FIGURE C Links: Nodes:. Entry OSBE ST. LUCIE EVACUATION NETWORK MOOEL rnternai'Q> 9 LINKS AND NODES Exit QasE Exit'oute (Florida Turnpike, Route I-95): .".'~:>":> ~ I l I I ~ P I )61 ~ I'~ ll 9 I Sl s. I, SS u ~ ', -L— j= '~~8151 I«~ I < ~ "g)) ~ CA«II g:.)1 ~ II / ~ <00 see '. l l ~ Q re -'-'lgU 5 ~ Pq D 4. i ,'I ~ "<~" [ IA.~ ~ p s1 ' ! s <«~ . =khq>'lat .5 'Q 3„' « ..+) 0 IIIl ~ s I l>< < S '5N I ss '<. 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DIAC SPLT CAP FLO]t 43 <29 ?9 5000 ~ 22 ~ 10 ~ 4 ~ 2 2 7 2 F 35 ~ 199 ~ I ~ 00 1740 ~ 0 0 ~ 0 1396 31 0,0 0 ~ 808 0 ~ 0 0 ~ 0 0 ~ 0 0 ~ 0 ~ 7 '624 174 933 33 "aooo ~ ]2 ~ 10 ~ 4 ~ I 7 F 3r) ~ 199 ~ 1»00 1740». 32 0 ~ 0 ~ 28 0 ~ 0 0 ~ 36 0»0 0 ~ 0 0 ~ 0 0 ~ 0 ~ 73 937 37 r)000 12. ]n. 4 ~ 1 7. 7 2 F 35» 199 ~ 1 ~ 00 1740 ~ 0 0 ~ 0 1674 ~ 38 O'.0 0 ~ 36 0 ~ 0 0 0 0 ~ 0 0 ~ 0 ~ 77 ~ 4 ~ 7 F 3'5 ~ 1')9 ~ 1 ~ 1740 ~ -0 0 ~ 0 ~ 99 0 ~ 0 ~ ~ 0 0 ~ 0 0 ~ 0 ~ n40 40 4000. 2 7? 00 1396 0 0 .ono.'000 4 ~ 7 99 ~ 1 »00 ]'740 ~ 0 0 ~ 0 1624 ~ 807 0 ~ 0 0 ~ 0 ~ 0 0 ~ 0 O»0 0 ~ 0 ~ ID'2» A5 944 a 10» 4 ~ 2 1 7 2 f ~5» 99 ~ ~ 00 ],.740 ~ 0 0 ~ 0 1 396 ~ 219 0 68 1200 ~ 0 0 ~ 0 ~ 0 ~ 0 0 ~ 0 0 ~ 0 ~ 9A +4A 4A 5000 ~ 4 ~ 2 7 2 F 35» 71 ~ 1»00 1500 ~ 0 0 ~ 0 1512 ~ 47 0»0 0 ~ 49 0 ~ 0 0 ~ 0 0 ~ 0 0 ~ 0 ~ 63 "50 "ono.'n IZ.'O'. 4 ~ 7. 7 7 F 35 ~ 99 0 ~ 90 1740 0 0 0 1674 ~ 36 0 ~ 0 0 ~ 35 0 ~ 0 0 ~ 0 0 ~ 0 0 ~ 0 ~ '9 64 FOOO'. 12» ]0» 4 ~ 7. 7 F 35. 0»10 1740»'TR0 O.O 1624. 43 0 ~ 0 0 ~ 99 0 ~ 0 0 ~ 0 0 ~ 0 0 ~ 0 ~ 3r) o5] 5000, ]4» ]0 ~ 4 ~ I 7 2 F ~ 0 F 80 1 740 ' 52 0 '0 1624 ~ 0 0 ~ 0 0 ~ 45 0 ~ 0 0 ~ 0 0 ~ 0 0 ~ 0 ~ )0( '99 45 5000 ~ ]». ~ 10» 4 ~ 1 7 2 F 35 ~ '0 ]740 ~ 0 0 ~ 0 1624 ~ 0 0 ~ 0 0 ~ 807 0 '0 1200 ~ 0 0 ~ 0 0 ~ 0» bo a54 97 r,ooo 2 ~ ln ~ 4 ~ 7 7 F 35. ~ 0 ~ 80 1740 ~ 0 0 ~ 0 1624 ~ 65 o.'o 0 ~ 54 0 ~ 0 0 ~ 0 0 ~ 0 0 ~ 0 ~ 61 c,4 r,ooo'< ~ 4 ~ 2 7 F 35 1')9 ~ 0 ~ 10 ] 740 ~ 53 0 ~ 0 624 ~ 0 0 ~ 0 0 ~ 0 0 ~ 0 0 ~ 0 0 ~ 0 0 ~ 0 ~ ]2» lo '4 6? cooo ]2 ~ 10 ~ ~ ? 7 F 35» 199 ~ 0 ~ 10 ]740 ~ 0 0 ~ 0 I 624 ~ '0 0 ~ 0 0» 209 0.0 0 ~ 0 0 ~ 0 0 ~ 0 ~ r>000 ~ 7 ? ~ 1')9 ~ 740 ~ ~ ~ o'.n ~ ~ ~ 0 ~ 0 0 ~ 0 ~ 1]6 959 59 I f 35 0 »80 60 0 0 1624 o 0'.0 0 0 0 0 0 0 ]17 bo oooo. 4 ~ 1 7 ? )5, (99 ~ 0»?0. ]740 ~ 61 0 '3 16(4 a 0 0» 51 0 ~ 0 0 ~ 0 0 ~ 0 0 ~ 0 ~ 129 968 68 ")000 ~ 0 ~ 7 1 »00 t 60» 0 0»0 6 S ~ 804 0 ~ 0 0 ~ 69 0 ~ 0 0 ~ 0 0 ~ 0 0 ~ 0 ~ )r =0 . ] 3') 976 76 r)000 ~ 4 ~ I 7 2 F ]99 ~ 0»80 740 ~ 0 ~ 0 1624 ~ 803 0. 31 1200 ~ 77 0»31= 1200 ' 0»0 0 ~ 0 ~ ]4n 77 5000» 4» ] 7 F 3) ~ 199 ~ 0 ~ 10 1740» 78 0 ~ 36 1624 ~ 83 Ooo 0 ~ 70 0 ~ 0 0» 0 0 ~ 0 0 ~ 0 ~ nn] P ] ]4000» ]2 ~ ]0 ~ 4» 7 7. F 3) ~ 199 ~ 1»00 1740 ~ 80 0 ~ 0 1624 ~ 39 2 ~ Ao 1200» 0 0 ~ 0 0 ~ 0 0 ~ 0 0 ~ 0 ~ ] rJ 9)82 A2 "000 72» ]0 ~ 4 ~ 2 7 2 F 35 ~ 199 ~ 0 F 00 1740 ~ 0 0 ~ 0 1396 ~ 601 0 ~ 0 0 ~ 83 0»0 0 ~ 0 0 ~ 0 0 ~ 0 ~ r,7 '3 ] '.OOO. ZZ ~ 10 ~ 4 ~ 2 7 2 F 35» 199 ~ 0 '0 1740 ~ 84 0 ~ 0 1396 ~ 0 0,0 0 ~ 0 0 ~ 0 0 ~ 0 0»0 0 ~ 0 ~ 167 nA7 P.7 15000 ~ ]2. ]n. 4 ~ 1 ] 7 2 F 35 ~ 199 ~ 1 ~ 00 1740 ~ 86 0 ~ 0 1624 ~ 81 2»00 1200 ~ 0 0 ~ 0 Oo 0 0»0 0 ~ 0» I bn ~nr AR 10000 ~ 1? a 10 ~ 4 ~ 1 I 7 2 F 35» 1 c)9 ~ I »00 ] 740 ~ 84 0 ~ 0 1624 ~ ~ 0 ~ 0 ~ 0 ~ ~ Oo '. 0 0 0 0.0 0 0 0 0 ~ ~ ~ 4» ] 7 F 199 ~ 1 ~ 00 740 0 ~ 0 ~ ~ 7)')a) A'000 ]2 ln 7..7 3), ] 0 I e?4 84 0 0 0 0 0 ~ 0 0 ~ 0 0 ~ 0 0 ~ 0 ~ ] 9 99 <000 ~ 12» 10 ~ 4 ~ 1 2 7 7. F'35. 199 ~ Oa70 1740 ~ 0 0 ~ 0 1624 ~ 0 0.0 0 ~ 0»0 0 ~ 0 0 ~ 0 0 ~ 0 ~ 76 rooo ~ ~ ~ ~ 1 3r5» ] 50 12 10 4 2 7 2 F 199 ~ 0 ~ 10 1740 ~ 99 0 ~ 0 1624 ~ 0 0 ~ 0 0 ~ 0 0 ~ 0 0 ~ 0 0 ~ 0 0 ~ 0 ~ r~ooo ~ ~ 4 ~ 1 1 7 ~ 177 9 12 10 2 F 35» 199» 0 10 1740 0 0 ~ 0 1624 ~ 0 0 ~ 0 0 ~ 50 U 42 1200a 0 0 ~ 0 0 ~ 0 ~ RUtl I CIIECK T rC)tr = a LISTt]T 1 CXIT T F LO]tS T'~ ALt. i SIC I HAXDEtl i 225 ~ Ts»l o.lo RfPORT < 10» tt]1 T K 0 0 Tlth X c 6CO ~ t]LOAD ~ ] o AOVEPS i 1»00 LIST OF S]Gtlhl I2f0 ItlTCRSCCT IOtlS 4 20 36 STATE OF FLORIDA qEIE 0,1 S~j4~I W'ii DEPARTMENT OF COMMUNITY AFFAIRS DIVISION OF PUBLIC SAFETY PLANNING AND ASSISTANCE 'i+& '+ „4' CDDwgis BOB GRAHAM GOVERNOR JOHN G. BURKE JOAN M. HEGGEN DIVISION DIRECTOR SECRETARY May 19, 1980 Mr. Howard D. Johnson, II Box 529100 Miami, Florida 33152 Dear Mr. Johnson: We have reviewed the documents entitled "Evacuation Times Estimates for areas near the St. Lucie Power Plant" and "Evacuation Times Estimates for areas near the Turkey Point Power Plant", which were prepared for Florida Power and L'ight Corporation by HMM Associates. We find the documents accep- table and concur in the validity of the results. I Our comments and suggestions, as well as those of St. Lucie and Dade Counties, have been incorporated into the documents as promised. Information sources, traffic studies and simulation methods appear sound and give us no reason to question the accuracy of the estimates. Thank you for furnishing copies for the study of our use in completing evacuation planning in the Turkey Point, and St. Lucie areas. They will be most, useful to us. . Sincerely, Bureau Chief RSW/RK/nb ) BUREAU OF DISASTER PREPAREDNESS . 1720 SOUTH GADSDEN STREET, TALLAHASSEE. FLORIDA 32301 (904) 488-1320 0 =I;;.~.g ps{}URGES z/ awtnzznt Klsastew J™vzPawzclizzss '1 of SE,P )98) 6000 XZ. Voivzx %vive - DEuavI, 3Lovida ggpgg SUNCOM 419 1223 PHONE (305) 287-$ 652 C,CiUi"dV'f 'QF 't<1AR.'71N l .. "~, . BYATE QF FLDRi'DA 1 August 26, 1981 Ser. No. DP-81-244 Mr. Howard Johnson Florida Power & Light Co. P 0 Box 529100 Miami, FL 33152 Dear Mr. Johnson:' have reviewed,and used the Evacuation Times Estimates for areas near the St. Luci» Power'lant over the past several months, and would like to thank you for providing this information to me. Although I am„not qualified to evaluate the reliabil"ty of the information in this study, I have found that the estimates appear ta be realistic for the present population factors. To provide for future planning I would suggest an estimation of evacuation times for five years from now. Thank you again for providing us this information to use in our various planning efforts. Sincerel ill3.am F. Director WFOB/SJW/ku - J Lnuuing f'o. ~oiuo-oiv~ ~i.n.tc-.. ~oJng ~ r ' Cr". I 1 ,r P A .,I L'J L*,C ~ I C~: I ~ .5 fr.).cvJcf— ', }'I ah'L3 r- I .I ! vi.~ Cil~, ~«1 h ~ ~CATV i Q> ~ ASS I Cff»$ I's C 01 Q 6-' 9 .< { ~I I-.P.- r. 00 ~ w» INC CMb 0 (,sh A f}(S) I ~ a)r 0>v tA ~ 3 JM lrlh lhf Jl'LF4cTY Q',i, q !MlFCTIOM 0 Aaf ))1 5 4'r ' rsxTY (L(tEcT(hg >I XD~ f 0 C t ~ ha flia!A'r( fr>3< I ~0)J Al kt. 7<<-g (c=»I5]3:.~) J C..«r>T (-"I" "~))5 0 J rhr)) ~ tr l,~~~ a"..r ~ -': 5 »L)fChl}SS 4") ~>P jJ )Qt'" g'"~, „: h I f>h< ~«»r» P< rp hrv L. r )Crt vl CA Nh).'CTC)ICACC lit 3 /Ar»p S C.CCN Crlrb)L)ar l S, 1 s »'t~ 2 ~v> 1 1 1 'I'."J 4"-co'g"'- ') c". C«SN Qvp QP~»vi (~a> l»V LQ jP I >»A5 c>vw ) > ~ '«LH 'L> «C(tl 45:SAT H'«>S>'35.:~~ ~l I'C r'e~ )i)i. I 5'res) « Qi,) r' I I(Q* --I4 >2) ! +~s ling(] sv ~>» )QL cJL>eccl»>H ~ v oeec >n.s ~v ' ! 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(~~«) I> I ~ It ~I% 45 rvls ~ t 4 JV' ~ t 4 44411 Ir ~ 14 =.{ 1 ~ 4 v «s ~ A 0 sit'>KI)ro )( 3~ A I I ( 4>pF I 'Qii~ )i Ls)i ~ 44 Ss) Cv 4) IS~ 5 8 '" ,'(."~ ~ ---:"9.. '".. "I'l A1 !0 0 -.:-;9 rc (:i".43 J Ij„=L=V'--,' S .'",,, lr e- V ts 1 O I{A)I -.I,... pI lg II I 4'Lli \ I 44141 I ~ 4 0 1>sv I{; It ~ 4 >I 1 - I:IJ .'l Ifj'3 (rrvss 1 {;;,;:„{{,c fll I I.,-t .5) ..„e.l5t))2..')IO I5I ~)l {J ') .1 l Jy Tr Op{) t'i) > w. ,a 5-) QL g Jrq 1) )yqpga ~\ 'sr r. 4 1 r.' ~r~a~> ~ II ~ >4+1 'Li' I-'., ~ "'~pg{SIL E 1'As j 4 gfj ~ )t» r ~ 441> I «t il ~ '4 pr ~ J 1 lf ( i PRL%QH" COODiHT SVSTRf 7R'HSSURR XSOLATKO'i ~JAT=VHS Tao iolledxg pr4»ssvxe isaL~eion valves have boca ideatLCXeh as Event V iso&"Sea wolves ~~ sbalL be incleled, ia the St, Locke Gait Ro.Z Prt~xy Coolant.System X~trgxity Testi f. P Header A Valves Ha. Kaap .M.I. Loop 2A2 V-3217 V-3259 C P Heaves' Valve Ão- IAog 2Bl V-3237 V-8260 L'oop 282 V-3247 V-326K HOT K~M XNJKCTXOH HPS~ER Valve Bo- V-3525 V-3524 V-3527 V-3526, LWX Po - Saetion Valve %- Looy 28 Xe Xfen of e caatineans le&< rate, a canttexoue @rassle,,sn veil.'Lance test'@l4i to 8t- I.vsse Gait -7~a 1 s'oa}X be used tc conditae.',yressem isolation valves an St- Xei=ke Quit ~o- 2- .;; C.. h The faXl~ag wm=ves aha" X'5e ~ni.tore@ cantinaaeaiy ana,.',ei.ther hme or vill I've instnmentat~a.. on the 1're'esne siHe. A~anna'eke, provided in the Contra'1 Raaa ~ MH. annunciate e.,aigh yresanreh ca&Xt~oN I ~ t ~ '" ~ t X, @alee BNN t, Nt V-3227. I Xnstzumentatb)n ig pr'absently availnb3e " ( I II < 'g ~ V-MLV I far these valves j;:( N' . pv V-3247 , v-3237 V-3527 " 0-m5 XX , 'Z-3258 Eastm~ntatkan s$'~X be installed on V-3259 the 1o» pressure eke?e of these vaXves- 7-3NK 9'-3269 . V-3526 V-3524 The Eo Laving ~w1ves sha3.L. b eonttarek fox leakage after. a co& shutd~~, end shak% have Xnstx~ntatiaa.%astral.l.ed Racily an tice la~ F'e'essure side of each v Xve t Valve Fa. I 7,«3486'.; -;, '',: . ~ ".'.....,.;; .. ~.... t;";'';" ~. '...." ",.* ".V-36Si '-": Xa the eventt af a px'ensure iac ease the'annt'.gf .leatase sh ,',....„The 'Xf=-%ting cond/.ifaas af 'cjaxatian ghee.3: be "/der,. to:the St- Lucio: Unft Ko- 2 technical epecf kkcntfan,~Rich vie un4ar'eveLop~t ": " „'A-reiiei'af St."~le Bait'%o 'X ayexh in@"'remi'Is'has'nat'lave LcMe@s with the'n'bisect @heck valve+ ~ 'jH;" Wee utmched dr~%ago sb~ tne Mph yrhessuxe=pgye and valves in bIue ana tbe 1'ressvza Xn p&lk- (j $ ::f(i: p pf;,; Chapter 8.3 — SER item — Isolation Devices Non-class IE loads connected to the class IE power system will either be isolated with two fault protection devices or be'ripped from the IE buses during an SIS or under voltage event. Since these changes will require new hardware and engineering changes which can not be accomplished prior to fuel load, these modifications will be installed on, or before, the first refueling outage. J' p» t p ') Ir I, 0 The following is a response to the requirements stated in PSB 1 with respect to the adequacy of system voltages for St. Lucie 2. The response considers the maximum and minimum steady state voltages, motors started under accident conditions, transient voltage conditions during large motor starting, equipment ratings, optimum transformer tap settings, and under voltage relay settings. The analysis considered the 'A'ide distribution system as depicted in Figure 1.0 attached, the 'B'ide distribution system is critical for all practical purposes. Stead State Volta es This analysis considered the impact on the electrical distribution system for the expected maximum and minimum switchyard voltage swing,'44KV and 230KV respectively and the expected maximum and minimum generator voltage swings 23.1KV and 20.9KV respectively. The analysis consider'ed worst case loading conditions for the plant buses in the operating mode. and the lightly loaded mode. To simulate the light load condition, only those motors running during shut- down/refueling were "turned on" such as the LPSI pumps and HVAC loads in the refueling building. If there was any doubt as to a motors condition during refueling, the more conservative approach was taken, i.e. it was "turned off". Static loads were arbitrarily taken,,to be 30% of full load. Ve i3eCe~ine lea6fng xax ~&a vera', zeai vaXtage 8, op stu8y;;. '.. aXX'otaz'a xunaKmg. amSrLp Zv3,X Zoag OpixeiScn we~ eanai8kri&.,'.:.'- „... QAw XA-~~RSCS %5828 R XOQQ ~f0'.5 %6KQ fC4„&H,Q fÃCXN S» 348 "~~8 gee PX'0&i B BQQg 'b044'MCZ'& UQQQXf28ZBG p&ntXSVOQBXp . LPcBXB'gg . P6 CKO8$4 %f'QQ COY GQ XCX XRCQPC~QQjj Rtj. 9 At C~KC MQ1kC SAOQCXS W'CXS coll@~ ~+ex'~8 xQIlQ3 Qp QQAtixvDoQQ3 p'o - ActQc 3- 8R54Lc LQPo@ A4~@'~P4 .' @hexa aver,3.able> oChew isa ceoaonah1e aevserva™"ice essu-.gt'cpa" 0"8XC I Besul~s ' ~ r ~ .Vha@ted. erupts af the,.analysis aTe as ohmic .an. Mzbles X ar.G. 2.'~..;',;.':i Oaeratkaa Fr~ ™~he Unit.'EimciX.i ~ Vraa>axe~ ~ af A xeaSew e~ t~b3.e 2 in83eatee cuba~ ~hea @ha genetue~aW.i@ ar,. "-.'-," che aalu~>~ vo~hago "3aa8 v, '.'- ~Ger 6am,ga the.~03.%age ag 490V. ""'us Le no~ L~qher;.Bren 508 VoXts.- A xavier '6f..tah|e 'i. '' 'n8ieeees chat.. +hen aansMkeiaj eibli>; voyage'6raps'. the maximum. @@Hayes e~pex~enze6 an--the Sv~ei:":.:;,'!',. ~ RxckxA 7+46„, hMxxfAlQG'4plkgAQIlk vQXC@gPs Vhen the generator is at its minimum voltage as shown on table 2.0 the lowest steady state voltage expected on the 480 Volt system is 433V. Since all safety related motor feeder cables have been designed for a maximum voltage drop of 7.2 Volts, the worst case steady state motor terminal voltage of 425.8 Volts is well above the minimum design motor terminal voltage indicated in table 1. The 480V battery chargers are located on 480V MCC 2A5 which is at 437 Volts. The cable to the battery charger limits the voltage drop in the feeder cable to 2.0 Volts. Therefore the voltage at the battery charger is 435 Volts which is above t1:e minimum voltage of 432 Volts as indicated in table 1. 0 eratin From the Start-U Transformer Table 3 indicates the maximum expected bus voltage under light load with maximum switchyard voltage, and the minimum expected bus voltage under max'imum load with minimum switchyard voltage. A review of this table indicates that the highest expected voltage on a 480V bus occurs on the power centers (511 Volts). However, again no safety motors are powered from this bus under light load condition. Static load on the bus at this time is insignificant and is not safety related. 7 'Vh~~ the avitchyar4 is at ith minimum valhaq{ .'eaX9e.: Ms;X{-vesv; 480 Vo3.8 @vs vc>3. eye ty 43~. Reviee~g Cable X..C in ted acme . eaaa{2." ns; c"aa 8o.".6 Xa the w~iajyrxs gox wze vedic,z~v'rx~iRzp'ÃBa~~; ~ YORi~:p.G opBa fQ~ggi~ 9.DQxcP 568 gl4t 'NQ cz33v 'Q'gQB.pccBD5 @B~g,i'.(.'sMQ Qf its s~~hixieQ"~ Mg{ .'3,< the Jmhtexy eha~gei.,'.>Cia{ x'';: 'vc3% "Xo&c e ~~+7k'~&iB '.If lÃML5!$P@c~'~ .! ~b8 vol~QQ8's'A3,P 'QQP g.) ~ g+Qg ~gl{p9 (4+2 jQg ~ Q<),,@pgg.'Q g gjQ +Q~QtQ{R +Q @'gpss /pe QQ+$ QMQcC. QR Ms. QQFFQpPNQco,c4. the'440~gc'~ ",, ',:f~i, ':,. '-. '„ "i'96G46J. * ' - ~ ~" *i ~'5 ~, a', ',!' ~ ~ "~ '~, ~ I '»'"i',<' COjlC1%8iOA '': 'I l. . ',~, g 't ~ ' The"efp"e P~ inc'{uC@8. th3t m@e- Stiei~ -:@@pic iaac{j4i~iq,"; caisMere6 sv~sti' aa"='6 Vaitapes a@8, bus 3;0 '8ih96, M~+aa4e yaXtac c s,I ".i chal@ pihi~PRiF)64 QB.~~he -DDg 4~ 'buQCSi: ' s '„-"'„. '. '.''...' AP.ÃP S dx.: @~Yarn 8~Y{;8~ G><>Z';A~<{~Oh< . k::;,;. Ti The x sz~QjeX,U>jv pn~~XpvXs a"e os ahcxv.:,yn 'Zabte.4~0>' '., ";!',''-.::,.!' ~\ / ~ . /) ' * ~ V I / ,/I / ) ~ ~ '< i'i~ The'or~t case Li chen the eyietipg-system ia b Xhg X'nil..f=.om - ~ I eke 8taz|:.-vp Mansxa~ee, ~MktWyazQ -yoXbaqe 9.s at. ~30;".V : ''n6 the ixaz:sio~si.''.tap 23QKV ~~i'-rem RQtga A e -t~~Cea «~a is i/ :" R" ah@ 4.Z.GKif 3.av@X':-;S~n,uleM~n Ous2yt ~ha BPSX, Cbs XPBX'an8.- ~~Q$"Q~, Kkie COQCBX~AQNh'px:ag pg~ 'ggO~~O~@» ~A, Q WQXQyLgg'l+ 8&8 tQX&iLXLG3.8»LBV&X„dipi59" C4 90y GgQ S5~cb ~568@ 8XC 759 A~@5G=S~ 'VOlCa 8 BE3,808 Q qgzgj 3.g BgceX@g@te th886 XQQfi6 ~ '8~0448 xateC SPRAT,.'.::, = A x'aviate af 49QV a~e5y'.3,qg@g yqll -'Qhc3.UBKOA. '' /.w -/ '=Lk can Sa Therefor& conc3.@der that vaQex'he Rrhn83.eat.'discussa8.'„MOVGg I ' ~ 6"0 -~~0%48g86''QA Ch8 CBGitQ Qgg+~ehl GXa'P&QQBRQ~, Y ". } t ',XXX..; Tznn»5nnn Vn.inn e Cnn6iMnnn Under X nn n .Ymnnx S~nnn.tin ,j.„.'; '... ~ .," p,'Ch4ar a»ia'l»vaC»n «'w»/)».e44~«» 4. » ~~~a~~4~» F»~~ 'X~«~~/ a, «nn ~».-~~,4»~~/«.. ~ r I" 'A»na»» Va4 ~ //Iwg»»+W,'VPQM4Ehvttv'» %Inn 0'Q 44 N4 4Q$ $ '&$4% AQk/pQnn 0 ' 4 >) V4+ '; 4.'16KV.8'~stem;,; vM.M Me p1.ant. Maa gL;2.3.y Leaded aM op=.r~. ~>g: .; ../~os &e 'Uni~:.4~.ax@ zxamsfoxaez", '= The Xaxges5 notox; eu:~a- :;.4 XGW'pat~";X@ the'- 4000 HP cgndaniaie Pu~ Ho+a . Xa ~ . ':,',;unlikely event'et;,' IV. E ui ment Ratin s See Table 1.0 V. 0 timum Transformer Ta Settin s The St. Lucie 2 electrical distribution system was analyzed to determine optimum safety related bus voltages when operating directly from the grid through the start-up transformers. The analysis considered variations in switchyard voltages ,along with maximum and minimum expected plant load on the 4.15KV bus, the 480V power centers, and the 480V motor control centers. The results of the analysis have indicated that to optimize safety related bus when operating from the grid through the startup transformer, the 'oltages start transformer. tap should be set at 230KV and the 4.15KV — 480V power center transformers at 4056V (one tap lower than center tap). The first level of protection is provided on the 4.16KV bus. Upon loss of voltage on the 4.16KV bus, a bus undervoltage relay will drop out, start the diesel generator, and loadshed the bus. This relay is a Westinghouse CU-2 relay set at tap 105 and time dial l. In addition the 4.16KV undervoltage relay will provide a time delay if adequate system voltages has,not been restored. This time delay will automatically separate the Class lE distribution system from the offsite power system thereby limiting the amount of time Class 1E loads remain connected to a degraded system should the operator fial to quickly re-establish adequate voltage following the alarm. " The second 'level of protection consists of an under- voltage relay on the 480V bus which will dropout upon the existance of an under- voltage condition. The subsequent occurrence of a safety injection actuation signal (SIAB) will immediately separate the Class 1E distribution system from the offsite power system. This relay is an ITE-27D set of the 110 volt tap with a 1 second time delay. All equipment (relays, etc.) shall be Class lE and housed in lE 4.16KV or 480V switchgear. '"igsR~M'~i 4A":--~ '.pi.$'t Mia3 zv M6"y - ~"'~~- ~ p~ ly:":-~-„M"m'en~-."'='-~e-8='- 's...gi)8 «,6gg~~s>GA'i'((>3'4~8+xjfQ3~~5A>~'ii>QQc~~:~: ~".$%PK'cfgg&"jgxtp;.'84K~'@4k~„'i."' ':~" 't„'~I~A; Pe kjVQW~Qha~. p>+jj'M~/%~.'"~QSQGGXRQ'r'4@i C li'42 XZgh 8'~6~~ The circuitry will have the ability to be tested and calibrated during .power operation. ll S~x XQCXg, I ' STUDY GTA~~ VOLTAGES UBXT MXXX,TARE TRABSFO&KH 'C XAAM 2.0 I KL~NAD Generator VoiC@~~e 23eX KV 20.9 PiV 4.3.6 KV Has 252 4-495KV .3 943KV 4 3.6 EV BuS 2' 4.assmr 9 &37ÃV 3.5 RV BCS 4. 399KV 5 9378M 2'89V PC 2AR 5C3.V , 499V PC 255 508V 452v 490V PC 2kB 690v 444v, . I 480V HCC 255 494V 43VV I t r 680V MCC 2M 503,v 444V ). aeov ace ~at 4&av 4ssv C 480V HCC 2AB- 496v 439% 480v Km 2m - 49sv 439v 0 'V P C 3.) 91lit AU&iH.BXyTXanstaxmex Tgp ggg - QQ.Q ~- 4 2) 48QV Static Germ.ce TzansZcxer>re 2A2 5 2%5 Tap Set, —4056@ f Bus 4.16KV 2h2 - Kcm-Safety@ R t I 4 ' I' 'Z 0 '; "Jr':I I I'!k~ ~ I tht- ~ ; ~ ~ ~ I, / k I e ' I ~ 5 It I k Ite ~ I 99 ~ I ' ~ '1 l')"I' ',, ,\ '. „.":.(': "„ F 1 E E ~ IJ (panic-"-gLQQ&0 JQgt%&4 cA Voftage 'Binge, egg '@~4 '"xQ$8p ' " *'2ktMKp 1't — ~ „'" ~ CJ1@xgGN . ..„...... X2,05 "I ~ -" 90/ ~ tj f f ~ I' ~ ', t ) ~ t V 4 S „=( ' l I E t ,1 I f 1 1 '' i Ij ) * ')MX mvitchqeac xe, aoatxeXXed ~th 3.259 GQ t t t, E $05 8 5 @OP 0'UR''h 750 vQ Mcfe "C ;::- - I t:. *~ ". Some, safety x'elate@ ~sMumentati.on's ~uppX'e 4 txczL' vPXMQ~~ xega3.ate8 bgs at XQO+ 58 go greaKee xe3.kahn,l~ CX18 )~6 6 CQQXP ~'+ ') ~ ~ 1 4, I t t 'i ll I I E Jr I I I '4 „4 j) 4' hl ~ '1 I ~ 4 4 I ~ r ~ I" i'I I '1 ~, 'I \ 1'l t " I h. Et 1 t'' 4 ) ~ l .'I ~ ~ 4 .~ 4 .1 , I ,I I I 1 t., j .', 2. )1 4 t ). : ~ ~ 5 I '\ ~ 1 / II~ ~ t ,EI ~ Il ll -'' ~ ~ j, ST McxB UMxT 2 SUB ~8'RSPBR QATAR, SXM 9VBLS 4.0 /i BUS 08 SH'AREX88 MZ .aorta Xnzrv.TED STMNXH9 AX@ AUVG XIX'ZXATEQ K(CA/. NGTQR N(Mi XAh>GS(vv(vw((vvvL'54~v((wvwW((v((WWwSXMUXgMMUSXY 8 '5(Yg Di((((o) O(1 a'(.ansfer uuey 879 I . 423V g Q Kl'. Xl"XG 4ZSV 4R6V NV-14 20 426V e:enP 'Qwg 50 Q 42%V BCV-3615 386V 423V 4llV 423V Rcv 3647 393V 426V 419V HCV-)62.7 39:3V 426V V-38M . 424V 388'MU %-08 Q. 427V ~ H C'v ( ~ ~ v l v>lv.>-vhav(vE-(Jv(v>$ ) M'QCXE GMT R 808 'TaVBBPEH Q~JDBB SDWS TXAKP 4~0 'I fi STARTZRf6 MK BQTC XRXTXMRQ gTARHMQ AM FiQM XBZV'XMgG VDM EMERGENCY ~8 SXJlNE'PP24HQUBXT SXRlMBBZGQBM~5fXKS IF~V fSQTCHS V ltege V~l.". q Voltage VOX,Ceps PFkCC'5 9L)L".frig Q~XGg Mtex'ha~hf.o Shm~hLa stax~hin SCaLL"@~A ~ 406V 436v 4aov 4069 43Qf 43bv ~ HC9'"3625 ~ -398V 438K 42RV 0 QQ+wpgg/ 496V 43%v 43GV C QQp» pQ 466V 4357 43GV *HCV»36 4 4CQV 433v 42&V ~ i'-a>-m 408m 4NV 432V 408V 43lv 43RV 407V 437m 43lV k ')Aw'aalu:s ! ~ e 4 sP ~ k W ~ II 'q+ 'l $ (;,Hrt r1Pq,/ ~ ~ qf->pl ga i diVA, w t%u e Jl Voltage Hixxkeoe Peia~. ta Quxxag StYixh 'SKMLSXQBC— CenegaCo Voltage 20 ~ 9'' .;=,4.16', Bus 252 3.9asxv 4.l6KV Bus 2A3 3 992~ '4.16KV Bm 3.992RV PC ZA22'8QV 453 V 48GV PC 2A.S 459V 48GV PC 2AB 45DV 480v HCC 2a5 444v 480m Rec 45lv HCC 2'80V 443V HCC PAB2'99% 446v 490M B.CC RIB Q$ $Q C' ~ KV ~ ~ 'I ~ '2 ~ ~ I p')($ v I'Ai "P4 Re 1 to'item f/4:''Containment'Electrical"Pea@~ons '- *=.=„ The addition of backup protection tothe 6.9KV-~KKV'and 480 V MCC's will require additional hardware which can n~Rmbtair~ed=prior to startup. Therefore the additional equipment ~iC~f e insta1$ ed prior to, or during the first refueling outage. Conax Coporation is the supplier of.all elect.r a. Bedizen Voltage Pamr Circuits b. Ecw wattage Pomr Circuits cs'ca( axe'c,.Ca+at).vl Caazgf p d. Xastn~tetion ~coitus 'e specific ec.thods utilized to meet position, C~Vo I'X%3 revision 2 (ie, "electrical penetration assemMy should be'~gaed '-a withstarA, wXtb out Ross of'echanical integrity, the sea=imm snurz~~xcuit vs t~ conditions that cauM occur given siagle raa8oa,failures of:cist overload protection devices" ) srediHerentM accozdanceM.th.the eXjctwi'ask.service class (ie, a, b, c and d above) and the function-ef.The cigcqMga.p . certain circuits asy not be energired except during plant coM shutdirm'orwefv&ing verde)- The single failure concern of position C.X (OSRRC-Ki"'L6~"-Ref 2) mg be consMezed credible; however, the follearXng desXga„-,„'inst"IXat&n, md quality assurance features utQM„Qr St, Xacie 2 pro~Cdv:ma6dea.e tuat such, an event. iq, finder, unlikely. 1 tM 1W Al~ ' h "~ * 1 a) The Eov voltage and medium voltage pamz syst~ ($e, noriual ABOV Ac~ 4.3.6'kV hc, 6.9kV Ac) are high impedance grounded ge ,connected to station ground through an impePmce vaEue sieed to limit line-to" ground faults to less ih~ appzozinately 30-15 vmpezesj. Mhen an elec- trical short circuit fault occurs, the predominant fault eo6e is typically a single line to ground fault as doc~ntcd, in XEEE Std 500-1977, "XKHE Guide to t'e Collection and Presentation oi Electrical Electronic and Sensing Component ReliaMU.ty Qata for'uclear-Pover Generating Stations". A high impedance groundiag system; limited ground fault current ~ula not result in unacceptable depradatiou of the penetration assembly (e.g-, the additional proud current of 10-3.5 amyezes to the 50 amperes fuL~. load current of the 400GV CKDH drives, has no ~ct ou the penetration which has a 500 opere continuous current capaMUtV). XhM aliens continued systes. load operation under single line-to-ground fault ~Mcus for C3ass XK circuits provides a mrSin above the sinmle failure criterion to promote cooti'Dui'ty of e4'-rvice» The failure rates for copper conductor poor caL'e reporteR 9a Chapter l0 of XEZI".- Std- 5OO (list~ M.l.l.l Pox r) ~ould itic te tlat tI re ~y b no ~at~- phase shores for @over cables in containment over tbo licensed life. y?ant b) The 3c Poser Mstrfbution Systems axe designed for ungrounded operation (ie, without any intentionsX design cozmectXon to ground -except through very ktQ impedance maasur~~ t and ~ounce Mication circuitry). Con- sequently, a sinsle line to~round fault wi11 result in virtually no ground fault current flo~ c) The plant cables W$ch connect to the penetxstixm assemMies are Class lE whether the eence is Class 38 oz not. Consequeatly, a failure of tbe qua1ified cable itself (un3.ess it is a consequence of a ~iso EasM Event such as XQCA ox YSKB) be considered I'ailuro. / xmas the single d) ALA cables me instsDe6 md docent against controlled i~taklation procedures and verified by ~sty control procedures. Hach power cable has its insulation resistance tested after instaDation to verify. intCRTitgg, e) Protective de-Lees (e.g. relays, overload elcuents, etc.) aze pxovida4 Xu the three phases of the three phase power syst~. The high ~c- dance grountKaF, limits the destructive short circuits to Xtue.-to-linn and lfne-to-ltae-to-3.ine faad ts. Ccmseguently, s single failure of pro- tective reXaykag or overload el~its eiH. rut pxccXude tripp&@ tbc circuit for a Kine-to-3.ino faucet.. Tow failures oK zelayiosfover3.os , elements will~t preclude tzippkng the circuit Sot' viue-to-line-to- line fault SCzingeot des~ yzov9sions for in~ontain~mt equ'yment, as described Sn chap~~r 3, of tMa SAR mXatuime damage potential oue to seisaicallv induced failures, uLissile generat&m, ctc. The failure xmdes, of tbn circuit protective devices ($ e, the failure to open the circuit under caxQnrm overcurrent conditions) have 8 X~ failure rate as identified ia KKiX Std 500. 'L ~ ~ ~ \ I I Il ~0 ~ I I ~ ~ I I ,I 'I 'i i', \ I 'I I ' ~ gas ct C vne Xn «Z@, fwq cigar. l tctltte pgrietr p~~octp C»c q r i OII O, g ggetg„ lg++> g I 5R'V (deais:~~tee f7P-~)'ud one c3, aa .'xstea 3.5x V gc.sXguib.u f-:P=:.~) The v."ethos Qf co."'p3,48uce X >v GU (.i". Tzith PS u3'4'v i. po X~.nfl C X 'i ~ fQz the No ckassea c";,~. eQvk 'voEKQG-; oleutYXc~-. z Net" ak.'= G~l a~'s f;-.'..N t".~"-';. C I,'E'I>~ ~e —'-a ') 0' I, \ ~ ~ I '.,iZ» ~ $ 6965xstioa assi:=,wMiea Bxa Px09iclwt~ QQSQQKAtf~a'ILY AZ 69'i6y'5 "I,, ">I'i.i ~ ';~ i pxo~e pmwx. %ox ~ II I ~ 'The »I/g contre fee,,;bxeaRex +re) Mirage &j'RP5V 4c momus "XxM;CLa~s'.;:,.'!- I - 1K I4 Ij p dc huaca. ,I ;.(I: 'I I'I .t I ".JI I 0 ,i ii Ea&.-uy 2) Pxotectf on. Meetinghouse Type CO.-S'(ae»See SG/53.) . ~e>>ye V™~A,SF ", EP'Qe g".gtchx'c&x ggccuft c-',~ px~cf Qreap~y-g~fo3.Q Arc set' '- ~ 'I 'I ~ , I I, I \ 'I'I tl II It I III, Ei,, I'l . ~ I ;; 3) Fau1t-current-versus-Wee coax6Qm won: . i t I The Largest short-circuit cuxxeat autic~pateci 8w~istxem of'hk p"-.,~ I* „ItI afAQVMg-'i8 @ppxo~Lw .Keg'Q,QQQ ~~»ttkge8 ~g."~~txjgwg, «8 'rat~on on HQQYG 3, Qttc>eh@Co PZXPMp Qxotdc&oa %8'provHv5 5g 8 C~ , xe3.ay (tM=mvrrent plot 3,}»Mch has Lts ibstent, ueoua setQ>g at ", >'". g -I ~ I I, 6m3ie'~a XuQX load, current oR t3ie. astor'eppxozii+te3y,„Crise 3or.'~@l4 'ato 'cuxrmt3o,''',' \ Ii,t i. =I'Ig,.II * I I'I, ~ i, ~ 'I\ ~ I —, 1 gg jgtex uyggggv g~~ of (Qe @pe)~ yp3.tape gp)ggghg gx ga 'p~g) q~y$ y ' 'I 5+5 cgcX@Sg we'll'Lcu XDC3986a xe3Q~) pickup targe~ CKNQguentg.'0„ the p>;4";,, 'I ' .'}l I ~ +SLG Rsvp pxotoctiM cle@x wp fault YMHA 4GXRMs appxohG:J'MXp g>~~9 "','. -I aaperes 'Ai 5. "gclea. SmQer feu76 or overload mxeat.-'-, .d.~2 x<,' III XV%). 'I 'I ~ I I ~ ~ ~ I I 'I'I 'I I il i> \ I " ~, g ~ Sack-up protection provided oy n CO-5 relay,(tom~-current plot 2) operited fxoaa current transfoxmei ~4ich is in a physicaUy separate -ctal-clad section of the switehpear cubicle from the 'px~xy pro- tection current transformer. Xne independant (electrically ar4 phy- sicaDy) backup re~s are located in the svitchmear inco.ning circuit breaker cubicle. The. hacky protection (device 50) ~1 open the backup circuit breaker is approx&atel= A2 cycles (9.2 seconds) for short cir"uit magnitudes in excess of approximately 770 apexes upon the failuze of t'e or&mzv ~rotection. A Ccneral Electric dc Ti~ Delay Relay, Type SAR (device 62), delays tripping for appxoximatley sB; cycles after receipt of an instantaneous trip sisnal to Nlov the primary protection to clear t'e Sault (rime-current payat 2). h. sm11cr fault or overload current eiH. resuIt in circuit opening M accordance Mth the inverse time element Qevice 5E) of the backup protective relay (see time-current plot 2). b) ~~ V~V-a Four penetration assmsMies are provided, designated h3, A4, AI, A8 to service 6600 volt rated, 6500 bp Reactor Coolant Pmp Rotor Drives. l) Primary Protection: Westinghouse type GH-5 (device 50/5E/83) are pmvided for all tnree phases of each xnotor feeder. cizcuit. Xn addition, westinghouse type SA-E differential relays (device 87) are provided to trip the circuit fox a differential cd'eat. The differential current protection.includes the penetration assemblies. These relays are mounted on their respects.:e 6.9 RV mtal clad svitchgeaz cuMcle. The .control (ie, breaker t&p) voltage is 125V dc nominal derived from Class IZ dc buses. 2) Backup Protection: Hestingbouse ty~e C0-5 (device 50j5l) .rej"ys .prodded Mich are set to backup the primax7 Hestingbo;me - type CGR-5 (device 50/5'i/83) relays io a coorRCnot e8 ~~ex desci~~ed gn aubparagra h (3) below. ~Ax ~gK~~~~+~ s' +'~~~~": -"..~ ~ .. -'8< ~~m~~~ QsurJ~ ~~3} . 'ault current versus tom coordination': pf'. Ai'gr~ The largest s1mrt circuit current antic a e oowaatr~ ox t penetration assem>ly is approximatley 3L,GOO axaperes symmtrical as sham on figure 2 attached. Primary protection is provided by a ~5 relay (time-current plot I) a8iich has its instantanmxus (50) setting nt approximately twe3>m tinea locked rotor current. The interrupting tiae oX the medical voltase svitchgear & approximately 5.5 cycles> w@icb &cl+deo relay pic /is described in paragraph 8.3.I.I.4, "489 VoLe System lov, volt~e power circuits are protected by 480 volt suitcbgcar o'r ~i8GV-Mtor Contro1 Centers. The foU.md'escribes the ~~ical methods utilized. The only power circuit penetrating the contain ~t oogered directly fr~ 480 volt switchgear is the Reactor Contaiameat HyiMiog Polar Crane. 'She penetration asseuhXy, designateg 82, provide@ so~ca to the Reactor Contain.~t Su%wins Polar Ccane at%3.1aed &0 bcmf conductors., As the polar crane mnid not be required during pL>at operating andes USMC Regu1atory Ovine X.63 Raw 2 position C.T, ~muM be eat by a8- hmence to Um Tecbnicai Specification lie tntion on paver de&em~ ro me poj.ar crane (e,g. breakir'acked out<. 480 Volt Pressurizer Heater Sue Power circuits penetrating contaixexant (throu@ pcnetratioas 35 aud Sl0) serve ~ntahment power ~n3,s wMch d~tribute power to the heater circuits fom the Hrst Revel ox protection for a shoW» circuit at the heaters. The field cable Xs 2-4jo f~38 conductors per phase.and the peact~tion conductor'izes are tom 350 F~il conductors per phase. In the unlQ~y event of e faults; downstream at the penetration assembly the pressurizer heater dNtHhution panels prX~ry and backup mmrcurrent protection is provided as Q.lustrated in current vs t&e plots of &gare The 480 Volt Pressurizer Heater Sus 9reaker is a Destiny'house T>~e Lh Tnmael Pagnetic molded case circuit breaker. The. incozdmg power to the Pressnr~r Heater Buses is derived through a 4I69f480 Vo'Lt 7M/ 915 RVA transfoener from Chess lE Svitchgenr as shove $n &pure 4. The 8estinghmme molded case circuit brea~r reouires no external power supply to trip the circuit on overcurrent. e'he ul Pze~nrixer Heater Buses are supplied iron Class 1E pm'.%fied 4.E6 c-7 Bvitcbgear 2h3 and 283 for Prmsurizcr Hester Bus, buses 2A-3 and RB3 respectively. Zm indicated as tice vs current plot (3) the Class EZ GMitchgear breaker relay, Westinghouse <~ ($ -9 {date 50 /51) vGL backup the 489 Volt P".easurXzer Beater Rua Breaker and vtD. opea the circuit prior to exceeding the @~ II Four Containnxmt Cooliag Pan Hotore, (125/83 hn) %seated in con- tainment= are served by BL%L, Give 5 co Mrxatioa starters ~@feb yxovMe the necessary tao-speed tMo~Cnding control functions. BecIh starter individually served by a 480 volt ~tchgezu," breaker. FLguxe 5 provides the time-current plots Mich demonstrate that the penetration integrity is protected fifth tm &dependent tripping devices. Primary protect&a & provicted by e Ceaerel SIectric type TJK thermal.. uapMtic cix'cnf.t breaker vMch Xa SacRed ap by an XTE there>X magnetic circuit breaker. All protective devices are Class lE comM.nsuxate with the safety function of the Conteinneat Cooler@ Fan Hotors. 480 V Ac khtor Control Center Circuits J Sesll 460 volt Ac rated 39 mtor loads (eaxinrm cmtox Load be&~ 40 hp) and 4M volt hc static or &term'ttent Loads (eg, ~r mceptacXes) are powered from 489 volt Ac ~>tor Control Centers as described in paregxaph 8.3.E.1.4. of the ZSAR. 'I ~he circuit overload protects-.c devices ead the VRC's 'theme]ves which supply circuits ~a%eh penetrate comahumnt are Class LZ. E) Rotor Circuit ~< Q'fAj)Q, Pgg)~~5,— &'K&K C.IRC4 tTS < >~~ NE. PRcrrEc~~ vJ re wWo ' *r L ~ b 2) Bozo;.2/Beergency Sandie E Qhting, oystcms and other &on-Class 1E 2082'112GV nc ayotma ~Mc'i-, derive "ezmr ency power fxrz the Class kF. povcr aiotr&ution syat~ for personnel safety (eg., safe egress from contahncnt upon 3oss of plant GoxREl Dr pxoferr4A pgv8x) Qxo "go'cfered fry Pouer PBZLH 9 PP 210 ox Z14. Wxese panels derive Choix'acer thro~h a CRass KE 45 tVA Txansfonwr Mth RE primary ad% ~ qualified dry type CL~ secondary breaker protection. A faQuxe of either the g~mry of secondarv h eaux, device 1 and" device 2, resp ctivel7 ns described in figure vQL not gxcvcnt the alternate circuit breather to open the p~etratiou circuit Mth- out violation of contadaz~t Xntexgrity. S TX. Control Circuits ~ ~ > Gontxol circuits which penetrate contempt typically utilize a 015 ABC condnctox Sar He1d coMe and 88 NQ e'pa conductor. The contxol circuits axe typically provided with fuse protection; Fzxthexcexe, 9 Cont~i Circuits for contxol valves aud similar devices have several levels of circuit protec- tion (e.g., 2-6 ~ere fuses backed up hy 15 aupexe the~ nsgnetic"5r~re). Ac control circuits (e.g., IRC contxol circuits) ~Mcb ~~to coqtai meat ~ ~ .J- util&e fuses rating 6 apexes or less fuses one end one for amative t ~ 9c contxof .circuits utD.Sate tao (ia, for positive 'eads) so that a e&gle fuse failure to clear the cir'cuit ~ not prevent the. „ 'ne- . second fuse to clear CBe circuit. Furthermore, a ground fault vi'll produc'e n ,'g3.ignoble currents. Ic Ss earth notens'that failure of n ruse to ciegx a circuit when properly installed mzehR be an incredible event (ie, XKKE 500 ..does not indicate any faQuzes other than xaisapp3.ication). th' *~ Sim construction verificatioa exHf~e-operatfonnX vexftieytf~ensurc 'fuse as specified %5installed. Ac control circuits, derived Eroa~~ control "circuits hm~ cm:6%1 trmmforeer sizes of l59 through 500 Va ao4 emdmun secondary fuse'f sm ~mes. In the extremely unlikely event of fuse failure the impedance of the circuit elements (ie, magnetic only circuit breaker, control transformers, and con- trol cable) would limit the maximi.~ fault to less than the mechanical inte- grity limit.of the penetration assembly. Instrument Circuits These circuits supply signals from devices such as transmitters (eg, pressure, flow, etc.), ::thermocouples, annunicators and other limited energy circuits. These instrument circuits are typically DC, low voltage circuits derived from current limited instrument power supplier. 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I)-f:-'how P>J4PC . P. 0 0RK2555 $ g $ $ QP faaa aaa aaaclalala: cvwka ( ~ c. J .I »» I ~ I 2IC2d 9»ti DA 4 %2cattact... ~ I ...„M~ ~ I Ioa~ ...—..a» a — ...Ca»1 Iac II a»»c I I,L ~M9tt212%,....TCCCOCtt«t~tCJ2tartttCCC49 tet I ' Tat craacaa» «acct JC ICO %AM J ~»a acta~~ Jraa ct gian, ~ C F M I' ~ "CC I,, 0 g &ay@ /Dr Bee ~ ~ ]gyp ~)~ ~++ 6.~ oTQ ~h~~~~" el~(sl ~mvide &e stress linits and crite ia to li~t deformation and assure functional capahi3.ity for Class 2 and 3 aust<~itic p'pe bends anQ eWovs. 513. ASHB XXX Class 2 and 3 austenitic stainless steel pipe bmds and elbo~ vere revieve6 and evaluated for functional ca~ility Msei on General glectric ~~ical Rcport NEPQ- 21985. M.X systems have b en verifi&to 3oo acceptable e..capt the"-e noted helen. The stress XQmit of 1.5 Sy v,as exceeded hy a piping alb-~ in ho& the Con&hment Spray Syste- aM We Fuel Poo3. CooUag System. The restraint/support system for these pipirig sys- tems are iri the process oS rcdesigri to comp1y with this stress criteria+ > q~ ~~~ ~,+ ygccrwPcQ gy~ Tvo different e33)RQX(Cia~76 and CA 77} have 0 Do/t x'atio GYi~ ceeded.rig the limit listed in the GE xeport (120~EGO}. However. the fo11cming irifoxnation is pravMed to verify the adaymcy of Ass existing piping 6».gn: l} ™ne coefficient: of 0.75i used in the original stress caXcu- 3.ations is 6.445. The modified coa ficient value based on REED-21985 fcr Do/t>50 is 19.98. The primary Stresses under faulted. conditions calculated sd.th the modiH.cd co- eHicient of 19.9S are 23.,816 psi and 18,142 psi for the 30" lines (Cif 76 and Cb-77, espectively) . These are well belief the allowable stress of 3..5 Sy (i.a., 41,850 psi}. Based on the low stresses in the eXbem, rio dcfozmation is ~psctc4 e 2) Zach of Qe XCA'.ines (CH«76 and CN-77) contains a restric- tion orifice which limits the Slow for p~ protection. The restriction orifice inside diameter of 32.25 inches represents a reductiori in a"ea o approximately S4 percent mhiob is expected to be far areater than the area reduction induced by the piping stress at any bana or elba@. Thus, the restriction orifice is corisidered to be the 1imLting element to +1m in the piping system. Therefore, since the calcu1ated s~~ss axe vela belo~~ the allovebke stress (i.e. 23.,816 vs 41~850) and since the system orifice is a more critical eanponent for f3.m restriction Wan ~We the potential deformation of pipe bends or eXbmm,' the functioriaL capability af the system is assured. St. Lucie Plant — Unit 2 Docket No..50-.389 1983 — 890 MW(e) Extention Containment Minipurge Valve Qualification Reference:= . a) NRC letter dated September 27, 1979 to all light water reactors. b) FPL letter L-81-384 dated September 3, 1981. This attachment is written in amplification and clarification to reference b. Flordia Power 6 Light Co. commits to comply to the interim position given in attachment" 1, paragraph II.E.4.2, of NUREG 0737. This commitment will be made by the operating license date. FP&L also commits to full qualification of the minipurge valve no later than the startup following the first refueling outage. K. Chan e of Letter Number On September 8, 1981, Flordia Power & Light Co. submitted a letter numbered L-81-381 and dated September 2, 1981. The above letter should now be numbered L-81-381A. L. Geolo ic Concerns with Huthinson Island Area A package, concerning geologic concerns with the Hutchinson . Island area, was hand delivered to NRC reviewer Mr. Richard McMullen. l C \ 'l i III'HA4fft5 gga JC C,-gOt '. ~gp IAAF .
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