ML20070L676
| ML20070L676 | |
| Person / Time | |
|---|---|
| Site: | Zimmer |
| Issue date: | 12/28/1982 |
| From: | CINCINNATI GAS & ELECTRIC CO. |
| To: | |
| Shared Package | |
| ML20070L669 | List: |
| References | |
| RTR-NUREG-0528, RTR-NUREG-528 NUDOCS 8301030254 | |
| Download: ML20070L676 (333) | |
Text
{{#Wiki_filter:~ - - . n) ( INFORMATION
SUMMARY
Attachment No. Description
- 1. Response to Item Part A, (b), RRC Bench Board
,2. Response to Item Part A, (d), Bailey Alarm
- 3. G.E. Document No. 328X227TU, Rev. 24
- 4. Required Response Spectra (SSE) for Zimmer Auxiliary Building at the Control Room Level
- 5. Transmissibility Plots for Zimmer Panel No. H13-P612
- 6. Accelerometer Locations on Panel H13-P612
- 7. Supporting Calculation for the Qualification of Bailey Alarm
- 8. Assessment Report of a Spent Fuel Storage Rack for Wm. H. Zimmer Power Station, Revision 1, NUTECH Engineers File 33.803.0962
- 9. Spent Fuel Storage Rack Calculations, Revision 0, NUTECH Engineers File No. 33.803.0551
( 10. Stress Analysis - Spent Fuel Storage Rack - \~ /) Conc. 2, by General Electric, Dated 10/21/77 (Reference 1)
- 11. Caorso, Assurance of Function, DRF 139F16-E002-BBL, by General Electric, Dated 01/20/77 (Reference 2)
- 12. Spent Fuel Storage Racks Horizontal Seismic Response Study, by Sargent & Lundy Engineers, Dated 03/13/78 (Reference 3)
- 13. STARDYNE Computer Output, Run No, MPV06JP, Dated 10/12/81, NUTECH Engineers File No.
33.803.0551 (Reference 5)
- 14. R. G. Dong, Effective Mass and Damping of Submerged Structures, Lawrence Livermore Laboratories UCRL-52342, Dated 4/1/78, (Reference 5)
- 15. General Electric Drawing 762E210, Spent Fuel Storage Rack, Revision 6, Dated 06/20/79 (Reference 6)
- 16. General Electric Drawing 829E422, Fuel Bundle, Revision 1, Dated 04/26/82 (Reference 7)
- 17. Sargent 6 Lundy Engineers Drawing S-421, Reactor Building Pool Liner. Revision K, Dated (f 01/2/80 (Reference 9) 8301030254 021228 PDR ADOCK 05000358 E PDR
I nutch San Jose, California Project Wm. H. Zimmer Nuclear Power Station File No.lE2h/.02oo Owner Cincinnati Gas and Electric Co. Chent Cincinnati Gas and Electric Co. Attachment 1
. . . _ _ . _ _ _ _ . . ZIMMER_.NSSS SQRT.; AUDIT _ QUESTIONS _ _
.Part A,(b) GE REAPTOR CORE COOLING BENCHBOARD
~~
- 1. -~ GE ' testi rep ~ ort' 22A4 315' for the' H13-P603 ' panel,~ ~ a hench- board ~ panel structurally similar to the H13-P601',
states that non-class lE recorders and the full core display module experienced severe vibration. The essential. _. function of the tested panel was in no way impaired.. The __. . devices for which ancmalies were observed were all non- _ _ _ _ _ , essential, and there was no indication of any type of-- - ~~~~ ~
- - ~ - '- ~ ~ ~
structural failure.~ - The P601 panel contains only a third as many recorders and -- - does not contain the full core display module, which is - unique to the H13-P601 panel. Not having the large cut-out . for the display module, the P601 would not have the flexing observed for the P603. Also, the' test vibration to a level-~ ~ l O/ of 0.75g at 13 Hz front-to-rear is much more severe than ~~ the required ZPA-for the Zimmer control room. -- - - - - - - -
~~ '
The class lE devices in the P601 are either already qualified.[___ to very high acceleration levels or scheduled for requalifica-ticin--~~ Most of ~th~ese devichs ~ are s~ sfitch~6s on ~the bench- secticin.
~
- -' ~ ~ ~
They are located in such a way that even a gross st: uctural- - l
- - - - - failure-of the recorders -in .the vertical section of the- panel would not affect the operability of the essential devices. . . _ - . .
. . _The analysis contained in_Sargent and..Lundy file EMD-021333 stated that the "g" levels calculated for all points, where safety reldted'dWices were mounted, kere" less 'than~175g"1n
~
all directions for panels H13-P601, P602, and P603. l . Analysis- and test data demonstrate- a high-. seismic-capability - l ..__ _, . . } _ for_. theyZ immer__E13--P 60 Lpaneljand_.alll.the_es s ential_, device s : , mounted on it. Table 1~1ists'the essential devices, seisthic
~ - ~ ~
- i
~ ~ ~ ~ ~ ~ capabi1'ity or test liiniU 'a~nd'qualificatidini status.~ ~ ~ Table ~2
~"
lists the~ non-essential devices, manufacturer,~ identifi~catibn"--~-
- and model numbers., ;
s . l 0 j l l l Revision l Page 11 Prepared By/Date h;t.p? 2. of 1. 3 I Checked By/Date N//.>-3-52 I
l I nutcch San Jose, California . 3 Project Wm. H. Zimmer Nuclear Power Station File No.14.24cl.0200 0*rer Cincinnati Gas and Electric Co. Client Cincinnati Gas and Electric Co. Attachment 1 l
SUBJECT:
Zimmer H13-P601 Class lE .. Demonstrated
~
Seismic 1 1 Identification Status Capability (g) Item # Name --- S-S F/B V l 002 Square Root 159C4486 Qualified (1) 8 10 10 J Converter by test 005-011, Switch 145C3040 , (2) 20 - 031,051, (Type CR2940) ; - . . - _ - _ . _ _ - _ _ 054 . 013_ Controller .163Cl392... __._.. _ _ ._
. . . _ (3)_ . .20 . . .8.5 _7.5._ l 1
014 & Switch 145C3230 Qualifie.1 by (6) 1.7 1.6 1.85 l 015 (Pushbutton) Zimmer test . ( 034 Switch 234A9329 Qualified (4) 25 25 25 I (SBM Control) by test 249A1892" " (5) 10 10 036 Switch
~~
10~ (Series 40) 038 Switch . _ _ . . _ 262A6023 .. _ _ (.4 ) 2 5___2 5 2 5__. (SBM Control) 262A7721 - - ( 4 ) 25~ 2 5~
~
049 Switch ~~ 25 - (SBM Control) - _ . . . - . .. L_ ._- 050.___.. Switch 16.3C1420 ( 5 L.10_10 _10 _._._.
~ ~
l (1) GE Report No. C61-P001 - T (2) GE ' Report No.,225A6280j
----~~-~T----------
. ( 3 )---GE/MAC-- Reportf No . 502 ;
_ _. (4) _ Ogden Testing Lab. Report No.70709 - _. _ _ '. (5) Acton Corp. Report No. 2020-01 . _ _ . . .. . . _ _ _ . _ _ _ _ . _( 6)__ Wyle Laboratories Report No._58685 _ _ _ _ _ Note 1: Per GE Document No. 328X227TU,.Rev. 24 _. _ _. . _ . _ _ Revision 0 l I l l P e 2 Prepared By/Date hht-3 84 l l of 1.3 Checked By/Date M//.2 3-A> l l
f_.-ll}.&_.lf..j. $Qf(( _.\ f'{ ll:f['*?ff k.] &l*:h%[.5;ffR:Q.g.l9 [.:; l nutech San Jose, California l i Project 'Wm. H. Zimmer Nuclear Power Station File No.lW.24cl.02fo O Ocer Cincinnati Gas and Electric Co. Client Cincinnati Gas and Electric Co. Attachment 1
- . . Tabl e 2 - - .. -- . . - - - . - . .. . ........-
Response to' Zimmer'SQRT Audit Specific Open Item Part A (b). A list'of non-essential devices on the Reactor Core Cooling Benchboard (H13-P601) are as follows:
'~~--'-~~ * - - ' ' - ~ ~ ~ ~ ' - - ' ~ ~ ' ~- , Identification ..
Item #1 Name Manufacturer (PPD #) Model# 004 Fuse Cartridge Bussman 145C3039 MIN-1,2,3,5,10' 15,20,25,30
- 145C3232
- 016 Resistor - . - - -- - .-.
~ ~
045, Switch General Electric - CR-2940 001,17, Meter, Panel General Electric 157C4545 & Type 180 019-30 (Ammeter, 163C1746 Vertical Edge-047,58 Voltmeter) - wise Meter 044 & Recorder Bailey. 193B1484 732232BBAAlWAB n1R
~- -
234A9775 ~0777
^
039 Resistor '-~~ Ohmite~ 041- Conti oller - -- Bailey 248A9393 701002 AAAAl - -- 043 - The non-essentiality of these devices were established by the
._. non-essential classification-shown in GE Electrical-Device List (EDL) for Reactor Core Cooling System Benchboard (H13-P601). . - - . .
______(Document No. 3 2 8 X2 27 TU ,. _ Rev ;__24)_.fo r._ Z immer .. ._ ! __ a i I g
~
- t~o~~ meet Militify--~St'afidsrd- QPL';18 54 6-25-~by vdfibus maniif a~cturers .
Note 1: Per GE Document No. 328X227TU, Rev. 24 -- - -
- - ~
'-l l 1
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j t ' ; ! , , , , i
. .,.... _ . _ . . - .s . - . . . . . - _ . - - -.... _
Revision l 0 I Page 1.3 Prepared t3y/Date Mk/[14-SM _ l cf ,_1. 3 Checked By/Date M//.14/21 I I
nutach San Jose, California
- 're;ect Wm. H. Zimmer Nuclear Power Station File No.f 4f.24cl.01co
[]' c,. er Cincinnati Gas and Electric Co. Chent Cincinnati Gas and Electric Co. Attachment 2 ZIMMER NSSS SQRT AUDIT QUESTIONS . . . Part A,(d) , _ . . . _ . Bailey Alarm _ _ . _ _ _ _ . . _ _ _ . . . _ . . _ . . . _ . .
- l. Provide floor response spectra and an evaluation of the _
expected g level at the device location.
^ ~ ~ ~ ~ ~
Attachment 4 gives the SSE horizontal and vertical RRS it' 2% damping for the'Zimmer Auxiliary Building at the control ---- ~~ -- - -- - - - - - - - - - --- room level. - -- Using results of the H13-P612 test the following is the _. expected g levels at the device location: Accelerometer #6 __ _ .. . O Trans- - miss- Zimmer*.. Accel. _ . . _ _ .
' Axis ability
- ZPA G
- References _
Attachment 5 ar'e the'
~
X Fronti ~ 8.6 .45 3.87 1) _ .. . to Re a r "
~ ~~ ~~~
---r-~~~~~~"- transmissability
. . . _ . - - - plots- - - -
_ _ _ . _ . .Y Vertical 6. 6 - . .45 2.97 _ _ . . . _ . _ . . _ .
- 2) Attachment 6 is the Z Side to 6.1 .45 2.75 location of the Side accelerometers l . - - -
1 - - - - - -
- 3) Attachment 4 is the
_-. floor spectra for _- _. _ _ _ . _ _ _ _ _ _ _ _ _ _ _ _ . _ _ . . _ . _ . . _ . . .._,__.__..._.a_. Zimmer.. control. room __. l ' i -- I _.__._p. ! ! u ._ l ! i! This location represents the! highest' location these devices are
~ ~
'm'o unted "at Zimmer,~ wheth~er ~ essential ~'or non-essential.
The required g levels are below the demonstrated device capability. 2. Document conducting of resonance search test prior to malfunction Test Report #526 did not specifically state the order of testing i in the report itself. It does, however, reference seismic Test l Specification 225A5766 which addresses the order and type of Revision n' ! I ! I Page 21 Prepared By/Date M/p.3-$t I of 2.2 Checked By/Date $7t,/44-p2l l l I
nutech San Jose, California Project Wm. H. Zimmer Nuclear Power Station File No.lW.240[.0200 Ouner Cincinnati Gas and Electric Co. Chent Cincinnati Gas and Electric Co. Attachment 2
.ZIMMER NSSS SQRT AUDIT QUESTIONS -
~
Pa rt A,(d) BaileyAlar$51[ Cont'd) , _ , testing in Section -4.- Also,- it- is standard seismic testing - laboratory practice to run the resonance search testing prior to other tests.
~ '
- 3. Discussion of' correct function in side-to-side d'irection.' _
A. - Due to the printed circuit card- connection method,---- -- the alarm units are most sensitive to severe vibration in the front to rear direction. In this mode there was no malfunction and the mounting was normal. B. The test run on the same deyice indicated no malfunction up to and including the 9 g limit of the shaker.
. - - . C. The attached calculation shows that the expected g level
< at the rack location, evaluated above, would result in accelerations of the alarm device conservatively less
. than the 9 g level. Also, the sine dwell at resonance ~
~ ' ------
tends ~ to excite a response in~ that mode greater- than'-- that expected from random, multifrequency excitation- - _ . . . _ - _ at the same g level.. q
~ ~ ~~ -~ ' -
~ ~ ~ ~ "~ Note'~l: Per 'G.E.~~ Test Report #468.
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' WYLE LABORATORIES CUST0 FIR Mt/fC0 Job Ns. [ f 0 7 d Prgs No. 341 Full Scale /d 3 g Accel. No. /f [o Control (J) Response (g')
Operator F Specimen M / 3 - [ d / 7-- _q Date 3 - /d - 7/ Axis of Test f j 1 TRANSMISSIBILITY Y-
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nutsch San Jose, California Prcject Wm. H. Zimmer Nuclear Power Station File No.l5f 240/.#l.00 Over Cincinnati Gas and Electric Co. Chent Cincinnati Gas and Electric Co. Attachment 7 Bailey Alarm (745) in Rack (7610) Accelerations Type 745' Alarm
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H13-P612 PL382X512TU, Rev. 4, item 168 Model 761200AAAAl is the same as the 761000AAAAl (Type 7610) I mechanically, per the Bailey Catalog. 4 Assumptions:- The rack or card cage drives the alarm unit card with the O' y l. front fixed by the adjacent filler modules, the top and bottom fixed by guide slots, and the rear restrained by the elec-trical plug-in connection. . _ . _
- 2. In the side to side vibration mode the rack flexes at the ' - " - ~
bolted joints but hte rack sides and the inserted units - - - - - - - remain parallel.
- 3. The bolted aluminum structure.with cards installed has a-damping value for an SSE that is as great as that for bolte.d _
steel structures. IEEE 344 1975, Table 1 recommends 7%. __
- 4. The center of gravity for the alarm unit card with aluminum plate on the front is assumed to be located 1/3 D behind the---
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nutsch San Jose, California Project Wm. H. Zimmer Nuclear Power Station Fde NelK 240/.c2cv 0.eer Cincinnati Gas and Electric Co. Chent Cincinnati Gas and Electric Co. Attachment 7 Analysis - . .
- 1. Seismic Amplification for the Rack:
G.E. Report #526 reports that the rack has a side-to-side' resonance at 18 Hz. Using g from assumption 3, obtain the magnification factor Q R* QR" 2 " 2 (.07) =.4 fr e racM _ ,
- 2. Adjust to the Alarm Unit CG:
Justification of reduction ratio: The magnification factor of the rack (O R) is conservatively estimated as a single degree of freedom system with center Q of gravity at the rear. The alarm is mounted within the V N rack, and has a center of gravity (CG) more toward the front. Thus, conservatively estimating the alarm center of gravity (CG) at one third (1/3) the depth of the rack, means that the alarm experiences a factor of three less magnification of acceleration. ~(see' Figure below) ~~
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Project Wm. H. Zimmer Nuclear Power Station File No /W.240/.02M 04 er Cincinnati Gas and Electric Co. Cuent Cincinnati Gas and Electric Co. Attachment 7 Analysis (Cont'd) Q 1 R CG , 4" , g , = 2.38 OR 3 CG 12" 3... . __ _ . R +- S-s -+- l l } fu "f CG l Fig. 3 Plan View of Rack & Unit e'
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- 3. Calculate CG Acceleration:
From Accelerometer #6 of H13-P612 test side-to-side motion, one has: Og Transmissibility Zimmer-ZPA Panel Accel. Ampli. Alarm Accel
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33.803.0962 Revision 1 Assessment Report Spent Fuel Storage Rack For-Wm. H. Zimmer Nuclear Power Station Prepared by:
; NUTECH Engineers San Jose, CA O
Prepared by: Approved by: h b.fm 0 Mark Voutyras G. P. Chew Engineering Analyst Engineering Manager Checked by: Issued by: y- , h --. L& A. Javid V. J. Brocato, P.E. Project Engineer Project Manager l l l l O
REVISION CONTROL SHEET O " REPORT NUMBER: CGE-03-218
SUBJECT:
nt 1St$ageRack for Wm. H. Zimmer Nuclear Power Station M. Voutyras/ Engineering Analyst "i /' / NAME/ TITLE INITIAL l i A. Javid/ Chief Consultant f NAME/ TITLE IN TIAL G. Chew / Engineering Manager h NAME/ TITLE INITIAL V. Brocato/ Project Manager h NAME/ TITLE INIfIAL
- r.F TIN'c- PRE- ACCURACY CRITERIA Tibc- PRE- ACCURACY CRITERIA PAGE(S; REV PARED OfECK OIECK PAGE(S) REV PARED OIECK CHECK All O p,y/ * [
4, i, 1 ' [#/ j 11 l l l l QEP-001.1 GO
- Revision 0 issued without revision control sheets. Accuracy l and criteria checks were performed before Revision 0 issued.
i i
O REVISION CONTROL SHEET REPORT NUMBER: CGE-03-218 FILE NUMBER: 33.803.0962
SUBJECT:
Assessment Report Spent Fuel Storage Rack for William H. Zimmer Nuclear Power Station This page is a record of all revisions of this document. PREPARED CHECKED REVISION DATE BY BY PAGES REMARKS 0 /28 *
- All 1 / 4, i, 11 l
1 l
- Revision 0 issued with revision control sheets. Accuracy >
and criteria checks were performed before Revision 0 issued. ! 1 i
)
O : 11 1 1
. - . - - - - _ . , _ . _ _ _ _ _ _ - _ - , - - . . _ . _ _ . _ - . , , __l
O INTRODUCTION I Seisaic analysis of the Spent Fuel Storage Rack was performed for
- the purpose of SORT requalification. The two MRC concerns were
- 1) that the overturning moments in the E-W direction, and 2) that the seismic restraints were not considered in the original analysis. In addition to these concerns, NUTECH has also addressed the effect of added hydrodynamic mass of the water surrounding the racks.
METHOD OF ANALYSIS Analysis of Spent Fuel Storage Rack was composed of - two parts.
. In the first part a dynamic analysis was performed. The modal
) superposition method using acceleration response spectra, was utilized and the. dynamic loads on the system (shears and moments) were calculated using the computer program STARDYNE. In the second phase, the calculated loads were utilized to obtain the stresses at the critical parts of the assembly. The rack was modeled as a finite element model as shown in Figure
- 1. The simple components of the rack justified the use of only a beam element with six static degrees of freedom and three dynamic degrees (translations only). A sufficient number of nodes was included in the model to obtain an accurate representation of the system and to extract all applicable frequencies. Seismic O supports were modeled by springs at the appropriate nodal point.
The effect of the surrounding water and other racks was simulated by adding a uniformly distributed mass in both horizontal direc-tions. This added mass was conservatively estimated by assuming 7 that only one rack is free dynamically while all surrounding l racks remain stationary. In actuality the added mass will be
- closer to that of an in-phase multi-member arrangement.
RESULTS AND CONCLUSIONS Results from the modal extraction, along with the response spectrum used in the dynamic analysis, are shown in Appendix A. Resulting dynamic loads (also Appendix A) were used to calculate stresses in five critical areas, as summarized in Table 1. The only critically stressed area was found to be the bolt pad of the l base supports. It is shown to be 1.6% over stressed. However, it is considered acceptable because of the [ amount of conservatism that was used in calculating the water mass which is directly proportional to this stress. was made on the cross bracing ['Eur,gdditional stress calculationAg rs'to validate th ( that the vertical columns act together, enabling the rack to be l modeled using a simple stick model. This stress is shown to be l well within the allowable. l By using a six degree of freedom model and the appropriate ' restraints NUTECH has considered both MRC concerns mentioned () CGE-03-218 1 l l
O above. In addition, NUTECH has considered additional loading due to the hydrodynamic mass of water surrounding the racks. Dynamic analysis was performed using the appropriate response spectr& All stresses were calculated to be within acceptable limits / mt This analysis demonstrates that the Spent Fuel Storage Racks for the Zimmer Nuclear Power Station will maintain their functional integrity if subjected to seismic events. O O CGE-03-218 2
o O O O 7 O Table 1. Summary of Stresses Maximum Allowab}e Component (Stress Type) Stress (PSI) Stress (PSI) Column and End Channel 4Vif (Combined Bending & Axial) 3179 31000 g@ (Shear) 256 31000 Column-base Weld w , (Combined Bending) 6438 20000 (Shear ) 767 20000 s,; -- > Column-div? der Weld E-W (Combined Bending) 4141 20000 (Shear ) 875 20000 k 16000 N-S Dolt Pad (Bearing) 16262 Base (Compression) 5354 21000 Figure 1. Finite Element Model i
REFERENCES
- 1. Stress Analysis-Spent Fuel Storage Rack-Conc. 2, by General Electric, dated 10/21/77.
- 2. Caorso, Assurance of Function, DRF # 139F16-E002-RB1, by GE, dated 1/20/77.
- 3. Spent Fuel Storage Racks Horizontal Seismic Response Study, Project No. 4130 by Sargent & Lundy, dated 3/13/78.
- 4. CGE Spent Fuel Storage Rack Analysis, NUTECH File No.
33.803.0551, 10/20/81.
- 5. CGE Spent Fuel Storage Rack Computer Output, NUTECH File No.
33.803.0551, 10/12/81.
- 6. Effective Mass and Damping of Submerged Structures, R.G. Dong, Lawrence Livermore Laboratory, UCRL-52342, April 1, 1978.
l l O l CGE-03-218 4 t
1 i i g Appendix A
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1 l ,. i i i lO ( i l .i 1 i 4 i. t i 1 i 1 I ; l l i i ! i I I . I Attachment 9 ! i f iG i l l I 1 l l l l i. l 4 s lO 4 i i I i l___ _ ___ _ _ -..___ _ _ _ _ _ . _ ___ . . _ _ _
The following is a step by step summary of the attached calculation package which is used to address NRC concerns mentioned in assessment report of a spent fuel storage rack for Wm. H. Zimmer Nuclear Power Station, NUTECH File 33.803.0962 Rev. 1:
- 1) Moment of Inertia Calculation pp.1 to 4 - This is a repeat of calculations used in the original report (Reference 1). *
- 2) Effective Mass Calculation pp. 5 to 10 - This calculation addresses the total effective mass of the rack. The effective hydrodynamic mass is cal-culated by using two factors, one to account for a single rectangular member submerged in a fluid and another to account for a multimember arrangement.
Both factors are calculated per recommendations of Reference 8. It should be noted that any factor used for multiple member arrangement is expected to be conservative because it assumes that one member l moves while the others remain stationary.
- 3) Seismic Restraint Spring Constant Evaluation pp,11
('j'N s to 12 - The seismic restraints are modeled as springs having equivalent beam stiffnesses.
- 4) Stress Calculations pp. 18 to 26 - Simplified stress calculations are made using responses from STARDYNE run (Reference 5) , allowables from previous reports (References 1 & 2) and weld geometry specified on GE Dwg. No. 762E210 Rev. 6. Please note that for the most critical component, the base casting lug bearing, the actual yield and ultimate strength for the ASTM B108 SG70A-T6 material are 22000 psi and 33000 psi, respectively. For the upset condition (N + OBE + SRV +
LOCA) the allowable is 0.88 F = 19360 psi. For the ! faulted condition (N + SSE + RV + LOCA) the allowable is 0.7 Fu = 23100 psi. The loads evaluated in this analysis are for the faulted condition. 1 O nutR9h
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nutech San Jose, California Project Wm. H. Zimmer Nuclear Power Station File No.M 98LOM Owner Cincinnati Gas and Electric Co. Citent Cincinnati Gas and Electric Co. 57tdOS CALLULAT/0/L
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nutech San Jose, California Project Wm_H 7immer Nnete,r pn m o r (, , , ; n ,, file M bE0346II Owner Cincinnati Gas and Flectric rn Client Cincinnati Gas and Ffectric en WELb 3 /]T S/95 6 I ID.cc l) A .50 s' P*e5 (2d de9 7G LEalo) J 7 Prieriws Ar nac 1 r# __ _ __ __sg_x x, t
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nutech San Jose, California Project Wm. H. Zimmer Nuclear Pnwar Starinn File No_33 D3MI O Owner Cincinnati Gas and Electric Cn Cfsent Cincinnati Gas and Electric Co. t, , WecD5 d~ MEE Qi) . , -k;
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Owner Cincinnati Gas and Electric Cn-Client Cincinnati Gas and Electric Co. Bot T &b STLESS (Yg i F V[
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nutech San Jose. California Project Wm. H. Zimmer Nucle.,r Pnuer Cr,tinn File No; 33.903 NI Owner Cincinnati Gas and Electric en Client Cincinnati Gas and Electric Co. iso: Ar DivioeR (o.m +') A = .707 h d = 7042C) MOT &f I. /3 AfoJr Xz At6 Z 5 2 3hhd + >ih d O 25 " l 9.9 ' + 2s 5*+l3z$' xe L ot
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nutech San Jose, California Project Wm. H. Zimmer Nuclear Pnwar Eratinn File No 33.703.c50 Owner Cincinnati Gas and Efectric Co Client Cincinnati Gas and Electric Co.
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nutech San Jose, California Project Wm.H 7immer Nnela,r pnwar Re s tia" File No. 33.00 3.0% Owner Cincinnati Gas and Efectric rn Client Cincinnati Gas and Electric Co
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~ (. GENERAL k hefeer Energy ELECTRICDivision 00. '
Se 6INEERING DAT8CALCULATION
\ O O N Sd A N #I- .! I3D
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OESIG'l VERIFICATI0'l NOTES COVER SHEE)y /FMer#. #s/'46HEET
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Ec7 OF # S~pAca r A:~u d.c
- 1. Design of: SN c4 & c ae .c PFLf 84' f 2 2. - Eoo ~2 System, Equipment, Component Initial Design {DesignChange
- 2. Input to:
. f P A v f A /L. $ %; m f F A s FA 24 2/ D!**S'/ ECNI Uw ^~
i Title, Number and Currefit Reiviseq,,N,i_ugurr of Document g
- hSpecification ] Drawing Type:
3 . , Product Line: 67, [69, [ BWR 6 Other as applicable
- 4. Identification of specific design and engineering data sources.
_ } cd Cd u uL w o a S W7c4 7".5
- 5. Assumptions made for this design: . . .
p,s.n c,e e e a c.-,< cr.a .svmy:r _ 67 Qaulity, safety, functional requirements on this design: pu c < c ~.mo ~ sexxrs . . . 4 _L._. Acceptance criteria specified in-2 % & c C u c ' rro " "W77
- 8. Interfacing design units within NED:
_ . . $ /A ..._._-.. . . . . - _9 m Does this change requi new r revised calculations Yes No j /2/z.< c re r SitA ure m e A -D __ Organization responsible for calculations: /usr7tuer:v rrou rou<pr. "Acs/ca ua ir ts. xy y .
- 10. Manager's designation of verification method (s), and evidence v fication:
Design Review by: fl .f*M If ?'l , uk /59 g/ // Date yng Engr.Sig. Unit # l 11. Responsible Design Engineer: 7q1~1 b/ g.p.97 Manager's Acceptance: . e:Ls.c, /d - 26/ ~))7 . , _ , , .
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O ZIMER Stress Analysis Spent Fuel Storage Racks I.) GENERAL
- 1) This analysis is for the spent fuel 7, :ks for ZimerJ 2.)Variousloadstobeconsideredare: )
[ .- a) HoriytaLseismic and SRY. J 5 b) Vertical seismic,r5RV, and' chugging'.
, J (Note: Horizonta1' chugging *, vent clearing and vertical vent clearing are not applicable. See # 386HA625 and letter Farr/Zaner October 22, 1977, see Appendix # 6).
II.) APPLICABLE DOCLNENTS , l 1)Loadcambinationandacceptancecriteria#386HA625. 2.) Sargent and Lundy calculation No. SDD 030 dated August 16, 1976, for Project 4130-15. 1972-1973. 3} Aluminum standards and data l 4.)KaiserAluminumWelding.lstEdition. 1 l
, 5)DRF-139-F16-E002-B81.
6.)Roark5thEdition. ( 7.)G.E. Drawings: a) End channel # 117C2001 b) Ibbe # 117C2000 c) Gilde # 729E475 d) Column # 919D992 l O l .
-en.,-.- ----~-.s.v-,- - - . ,--,,. . , , , - -- ..,,...w - c-,,. - - , - - . , -- -------y + , ,, --r ---,
_,=___. _ - - _ _ _. _ _ _ \ O J.) O 2-e) Divider # 112C3600 f) Base # 922D255 g) Arrangement # 761E957 Rev. 3
, h) Spent fuel rack # 762E210 III.) BASIC DATA AND ASSUWTIONS E
1)Uponexaminationoftheracksina' freestanding'conditionit becomes evident that the weakest section presented is that section which resists a horizontally applied load directly transverse to the width of the rack. O.) 2) Racks will be laterally supported by a continuous structural member extending the full width of the rack at an elevation 9'10" frca the base of the rack. 3)Loadsappliedinanytri-axialdirectionareconsideredmaximum,and are the resolved loads of A y SRSS loads.
- 4) Allowable stresses for 6061-T6 will be in accordance with 386HA625.
5.)Allloadsaretobeconsideredasstatic"g"loadequivalentsacting thru a point that will provide the most conservative results. IV.) CALCULATIONS
- 1) Spent fuel racks will be considered as a large fabricated beam with horizontal loading on a c N a beam with r' supporty +J SAu <a he.g. V-A csu rn.avsa.
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<-p--,g , , - - - , , - - , , - - - --
g ,,,,-------p
,,w- y m.,,, -w,,,,e -----w- w
, [.i *
)
O . onsiderations ' 2.)Theproblemcanberesolvedintotwoseparagbe pff* 14
,1. beam,*one end[ fixed,# set **r Aother,is' simple and,_2. cantilever beam, It is
@ sas believed that this is a simple but conservative approach. This is especially so when the loads are conside k concentrated at the mid-Poht L1, in the one case, and at the end of the beam, L2 , in the case.
of the cantilever beam analysis. 3,) B e m Sit e rt o a Museepsis (semua.arsa isxw ) l euo a n u a x c. : [?
*/1 Y, af'p efma) i
- p. h- .
,Q --
,g 4.78 A/z m .
! 1!
A [ hak - Mat'1: 6063 -T5 A1. Extnision Density: .099 lbs/cu.in. 4 - Length.= 168.00 inches
. Areas:
A 1 = (2.19)(.19)(2) = .83 sq.in. [J 5
- A2 = (6)(.19) - 1.14 sq.in. ' b - , k[
k . Total - 1.97 sq.in. O weight, c1.973c168)c.0993 = 32.76 1bs.
() O'
.,f=Neutralaxis~=Db
~
1.97/={ (6.285) .+ (1.14)(3.19) + f (.095) = 2.608 + 3.636 + .039 1.97f=6.283 ,, f = 3.189
., y = Neutral axis = Bip 1.97 3, = { (1.095) (+ (1.14)(.095) + (1.095) = .454 +.108 + .454 1.97 5 = 1. 016 . ', K = . 515
. = Element Ny Axis t
S8 .
'W/
n v _g - W,% ,M epa / -c i x gq- - fX .
.<a
, y = zy . -
l - J t_ a .-
-m &.a =.or ,
2 Moment of inertia (Ix) = Ic +Ad = Tra'n'sfer fornila Note: Symbo1s defined on page 3.
*I x g
= (2.19 .19)3 + (3.096)2 = .00125 + =
vt ,yr 3 I xA " I + (1.14)(.001)2 = 3.42 + 0 = 3.420 Z 2 ~ p 5 T7I 3, '] 7
)( )5 + k [c3 0,,,2 = .00125 . v e.,= x2 ,r O 'xy t 2
% EIx = w.uN i//, f7 f
- f..) ; *~y O
i ggb ,% \M 1 x,,=c19)g19)'.@3(.58,2.1,,.z,..,g , u,_
)3 yA lj + (i.14)(.42) = .00343 + .201 = .204 2 '
h\ I YA 3 YA 1
" *I' qp l Sll p
.- =1,estin4 Wide flange coltm.,.s- 2
/~$1 i.
[*l$ rb n .. p n r g 0 s q f /Zs '
. -- ,..L .
l
; y, /.
I , ,' b 5-i y e .
]~ .
l & . t
/"Ap y
F, f$ kf80
.t
.L -
fp d_ y - g k 2.22 Y./9 /7 9, Length = 168" Mat'l: 6063-T5 Alum. Density = .099 lbs/cu.in.
k
- . . ~ . . . . . . . . . . . . . . - . . _ . . . . .
' (['. t[')
O . Areas: A1 = (4.625)(.19) = . .878 sq. in.
.196
- A2 = (1.03)(.19) =
A3 = (1.00)(.62) = .620 A4 = (1.94)(.7 9) = .368 A5 = (1.00)(.62) = .620 A6 = (1.03)(.19) = .196 i l A7 = (4.625)(.19) = .878 Total = 3.756 sq ,in. i Weight = (3.756)(168)(.099) = -- s. 1-7 = Neutral axis = Bb 3.756 = (.878)(6.285) + (.196)(5.675) + (.62)(4.66) + (.368)(3.19)
+ (.62)(1.72) +(.196)(.705) +(.878)(.095) 3.756f=5.518+1.112+2.889+1.173+1.066+.138+.083
' 1 9 = 3.189" 3.756f=11.979 .. f =3 e
O
. 5)
O'
. = Element N. Axis ,
f , b [ >
- p F- .
E^ o- , .f,qpp 5$96
,.1 1'-
- j j ~
- 4. % bd7l
* " A$k,.
g Y)( ,g , x-l O ' Ag % v 1 2*49 4 ? g, e - 5 /e /8f 7' '
/ ~
r -. u I e
~~
l . . . . - l *i.< s t. / e . - .-. l Mnent of inertia (Ix) Using transfer fon:ula = Ix = {c + Ad CompositexI = E of I xO + Anareas: 3 bh Ic"I x f "#** E
- IxT A = Area ,
d = L Distance between the parallel axes.
~
~
ge ,.e -,..) O . I, , (4.625)(.19) + (.878)(3.096)2 = .0026 + 8.416 = 8.418 i 1 12 h I x3 C I9{fl.03)l + (+196)(2.486)2 = .017 + 1.211 = 1.22 ' I x = (.62}(1)3 + (.62)(1.471)2 = .052 + 1.341 = 1.393 W xg C* )
+ (.368)(.001) = .116 + 0 = .1L16
= I*If)2
, M I*A = (.62)(1)3 12 + (.62)(1.469)2 = .052 + 1.338 = _1.390 I
xA " (' }I1
- 3 + (.196)(2.484)2 = .017 + 1.209 = 1.226
- ! 1.h" /
7 I x = (4.625 (.19)3 + (.878)(3.094)2 = .0026 + 8.405 = 8.407 I M . EIx= 22.18.in 4 3 I " (4) (' }( 3 + (.19)(2.312)(1.156)2 = (4) .196 + .587 - yA 12 M = 3.132 I " ( }*9) + (.095)(1.03)(.047)2 = (4) .000074 + 0 yA,A4 (4) 1
= neglect O
1 l
D e.?') t O -
= lo -
l4 (?
$ V
+/-}$$t PGJX.)df4*/ fJ4Y Y4 7'Ad 3 ..
- 17 * *
' ?^'
A t / hf 6 - f/ ((ld
)., Y, fhfbuy l'4A
( i a a o e f n-n ut ocn 2 Y I
= c4) ()f;3) + c.31)(1)c.1553 = c4) .0025 + .007 = .o38 r
3,
--'2_rl 3
I yA "W i + C M G N- "W "+N"" 4 M 4 I = 3.17 in y
.-y i
a . _l 6 31 -
>d, s ,.ir yy w , +g - - - - - - -
L _go
.c. c .- -
h {:
- X, -
~ . .
L. _ _ . _ J.~ . . . - -- U End channels d = 3.19' + 2.75 = 5.94" i Ix} = 19:42 d'
=
2 , o 4 + Ad _. / {,[ 77 Ix = ,i& :A r + 1.97 (5.94) x 2 = M (1 pair) O
~
l i.DT 1 l
' , .)
. hb)
O Wide flange coltrm IxJ=22.18 2 Ixo =Ix)+Ad Ix o = x,2 = 309.41 {22.18+3.756(5.94)2 Total Ix o Ixo = 2 Ixy+9h2- 2 pairs end channels
= 2(1,), Ik .'.))) + 9 (309.41) 9 easir W.F. columns Ix o PA ts.1
.32.3, 5 Ix o= M S-+ 2785
{. 3 108 4 h o =Wh
, Note: Exterior and interior box beams are not considered in the analysis, thus the results are very conservative.
4.)Appliedloadings l Detemine approximate elevation of C.G. of spent fuel with reference to
- l. refueling floor and relate this to the Seismic, SRV, and IDCA curves f provided by Sargent and Lundy. Appropriate "g" accelerations can be i
I obtained by assuming those values at elevations very close to C.G. of spent fuel, or, by interpolation. Seismic (Seeappendices#1and2) Refueling floor = 627'9" Floor of pool = 588'0" . Height of C.G. 3+ 8'0" Elevation 8 rack C.G. = 596'0"
. y. . . . . .
/;':, .
.' ~
3 Q:.: . .,a O- '. .
~~--
j Mode at elevation 593'6" is closest to rack C.G.
~ - .
( First natural frequency of rack = 258 LHz /see Reference # 5) 0 l
~
E, ...' ~ l Seismic "g" ac'celeration 8 258.LHz and N-S = .34 ( M u. . I < h > b - -' e d*> :
- u. s ) 3,.,,
Seismic"g" acceleration (8258'1HzandE-W=.36 Hydrodynamic weight of fuel-el
< ~
t = 840# h ' ' * ~ / - - -p< (-
- Hydrodynamic weight of rack = 2020# (see Reference # 5)
N s t l'on tN i@ is in the E-W direction and isz!3trathaiM Load generated Seismically = .36 (N6-x--2&EG) = 6775# /
-:iKV waaI% (see Appendix # 3) (3 Y#OO *
- Refueling floor = 627'9" Floor or pool = 588' 990%. . .
+ 8' (peier to C.G. rack) I*,,
g e # 596 Node 601'7" is closest to C.G. rack elevation. SRV at this elevation 1 4~ (At first natural frequency = 258.1 Hz "g" loar3 this point = TJ!r"It"'3 7- load generated = .05 x (843 x 20 + 2020) = 941# LOCA loads do not appfy't~o spent fuel storage r'acks for Zimer per/
~
/ .
1 . ! 5 <="veces m eF Med e k Evsar,10/14/77 (see Appendix # 6)_./
- 5) Total loading (horizontal maxinum) \ 4
= a + ) (scram)2 + (SRV)2
=
[ (67757 + (941)#
=
/ 45,900,625 + 885,481 l
=
/46,786,106 f. m b t
l
. _ . (
= 6840# -., c , -,.g p .
l
l i m: . a.., . . . . . . . .. .- . . . . . ..-.- _ ,.._.-... . .. (l/ (.iI l l 13 6.) Application of load to simlated beam nr .e
/
e - e f
,/
(
. I 4 \
ll$ -- ; do "' " i 6840 j: ~ _ n.S Jf - - l Load per inch = R= 32.426#/in <5 Load beam X 1
= 38.426 x 118 = 4534.268# 5os" .;-,
I Load beam X 2
= 38.426 x 60 = 2305.56#
i - . \ ' 6839.828 j:rv Use 6840# , l 7.) M e mtea r$ of both simlated beams [\
- +
l v L1= 4534# (( -- I l 2 "--
/k ,,
~
f -: : Beam X y Load assumed conseIvative in the interest of conservatism. . , 4 O b
- wsu....... .: - . w.;..: .
. . _ _ . . _ ... . . . _ w .. .
(..;3 f. i O
- 14 -
M = T~ = 45344 x 118 , 535012 4 M = 133,753 lbs. in. f - s a>/ Y A j/q
,7 2.'
2 = 941
- C o ,,
b -i Chti.A M. Wt i l Load assumed concentrated at the end in the interest of conservatism. M = S. = 9 6 x 60 = 5646,0 gas in3 o, 13 M = m$hc9solbs. in. 8.) Stresses (maxinum outer fiber) both sinulated beams y 3Ib l
- Ixo = 3140-C = 6.38 + 2.75 = 9.13
-Y<- _
Sm = maxinn stress
. 0 ~
TP K -- l .
- - _- _. y o .
^ ~ ~ ~ ~ -
i f { F g O 7 ~'~'- [ r I
.'w'--- -* * #
6
- m. ,. ....s........_.._,,_.,%._.._..._- . .. . . . _ . . _. .
~x
. 'A
)
C - l
\
For beam X i S E , 133,753 x 9:13 , 1,221,165 m ,I .W4& 3Mtr$ 3 '# 2 3 fos ) S,=39L 389# % For beam XE ,, ,, E fn , Y g 4 2 xM49 9.13 f /Z .He e Go M6 3 tot' 5 tot S, ME 9.) Base weld in shear /Not/F1
+5 5 4-
> ] s W
l 4534 R = = 2267# l 1 I !O l l l l l l
l w ..., y ,. . . . . . ,, . w . . . . . . . . . . . . . , _ . . s .- .. . . - _ _ _ .
. O e 0-16 -
s1 1/4" welds Weld [ = 4(2.19 + 2.19 + 6.58) ' = 43.04" 4 2.t 1 + ' h T_ ' -
- 1 1
4 v6 s. u
. L --- .
Weld I = 18(4.625 + 4.625) ;
= 166.5"
!g
/3 Total 1/4" weld = 166.5 + 43 = 209.5" NY Weld shear area = .25 x .707 x 209.5 = 37.029 in 2
Stress applied = 29
=61.22#/M 10 Base welds in vertical shear
- Note upwald vertical seismic will not be considered due to the low
~ ~ ~ ~
~~vanen. .senmc c * +t f C Lass rwu SY)*
magnitude of the vertical upward "g" response.M Upw.rd vertical SRV will not be considered due to low magnitude (Reference Sargent and Lundy, page 73) = .07"g" (less rwm .1 g) 7_*e-;tnar reirig 110t'festnined bE"<=i==iXJ2racimE mivt iO&;[rieQ) l 3 a<.wranny s y . ' .. . . - 3
. .y 4-5 : 6.375 + 6.375 + 5.5 = 18.25" i l
l
)
L = 6840 l h
l 4 3
' , -l -/IN. .]; }
/
~/ A o .m '
l Ill ' f, r -
~
f 9 _;A B
-37 _ \ \
st a #
} Aistrassume*t load,4=nea.O g tc rs its force thru the point at which the r- n seismic bracing would nonnally contact - rack,will tend to r me > w s *,: __
- _m _. ..
rotat,:. ?.v:ut point "B" with * ' -~ restraining-forcewaidawNM#* p N-- _,,,chs r full length horizontal along the base. All other u j tu EM5 enter into the restraint condit' ion but are not considered at this time as amonsesva uyi approach. l l l O
we;....=.m.~........~...v..~,...w....----.-~.-...--.u. - - - - .- C., . y \
~
18 - , 11.)Weldsondiagonalbracing Consider one side only and only the full length bracing. W4.fl(4 IA C $$
._. .. y v_
l ~J
\l l
/ \ v,'$ '
/l i e ,
.. .,-,.9.. ,.
.t
- c c .-I1.f ,
n L ,' u. ..
//c ..
. .... , ' " .'<'-.1.* ,8 }.
s ,--t ..r . : , ,- ,
' 7 7' u- .< :. -
. 5 , a ,, ,{ ~ .,, .,
. I
' {l '
O p - _. l ll If w -t l
's l--. t ?.T
\
-- t
& \4.4 C 6 G , ') - :
I
* * = .Lh4 , fsv c+c E 1.4
'#' " side ote.
- N yP. Ac ).$ f4
A 625 Nyg. = 9
= 11.15" Examination of Dwgindicates that this weld occurs on 5 columns.
Length of weld - (11.15 x 2) x 5 = 111.5" 2 Area of weld = .707 x .25 x 111.5 = 19.7 in AhiEedstress=389# h 2
,f >1 / Weld allowable F5 " Prox. 40 Sy = 5600 #in l
. Weld is adequate. ,
l O l , 1 1
. - . . - . ~ . . . . . . . . . - . . - . . - -
- m. - .: . .> . v . . . . - . . -
h - r et , i l l C pP I 7- , L - p' g d J t 6840-x-418 , 807120 = 44,226# - ' I L 1 y; 18 4 ,
/ // ,
i Length of weld = (2 x 2.19) + 9 (4.625)
= 4.38 + 41.625
= 46" -
3 Shear area of weld = .25 x .707 x 46 =.8.13,1 in Stress applied = 44,226 ,15
= 5439#/in2 When it is considered that seismic braces are in effect the rac$is very safe.
[2,) Floor bolt lugs 3- , L1= 6840 l
- L p s
L I t [ ,, R < r s ri _r 1 1 l
> '. -21.*737 l-- - ,
~...3 ,A '
p , 6840 x 118 , 807120 = 36'793# 1 21.937 21.937 I N 1~' Each of (2) bolts has 36,793 = 18,396# 4/'f 6M4 4 4 7, I , ,, ;; - .
- e. .
; .-3 ,
,I O
...:., .... e . u . a . a _ , ..,...c.,, e ae _ - --
+ = - - -
- - - - m .:- . . . 2
,. . 4 -3 i ~
i " A+ 'B +
\
c l l I
. r ,
= ~-. = .= .1= =o=. =l _.=. 1 .
. .42 l "-
n % I 0l9 I f - fofu - r . m l [+ . t 1 l '
-l - -{- - ..
r l l
- (t l
q Q fJ a l y - 0, s .,4_
.1 ( L JJ
. -j u >
- . .3 - ,
ID.-r
~
l N] + p .81 J
-*l W '
?
2 09, ' 4 f'f 289j %)
' ui
~
'#E*
f ,-
,. 4 Ass c t .
. gig ,= " Af iq ,1
~ . , , ~ , , ~ .'-- 7- ef:-- e ,~,~: . ..' ,
m rA.9 . 6
'l *'Y '/f ~ .' .21. ,s], , , . p'
= A bd.SC == ;
e ,ec-
.wr ;7 . . ., ;.. '
j
., . .- m , , - '
i l
/m
/, N.
\ " D t A-
. -) /
V) 7 - fW" . Lp s - Y,. ; .. i g-, - i
% l l .g _
a o 1
- y. /,t.-r y 2
i Area = approximately 1.29 in (see h /. d5~, P ** E / 3 ) /.
...A Bearing r ;
~
F ,,,> [o-'u- .. ! ,, M / " a = 18,396 1.29 = 14,'.60#/in' i 2 - ,
~-
()
' ~
gu,o a t E 135,000x.6=21,000#l
.k
O O C Lug in shear / Area of shear =(cire. of 2" circle - Gap) x thickness of lug Area = (6.2832 - 1.25) x 1.5 = 7.5498 in v = 2,437#/in2 / Ss"754 Fs = .40 x S 7
= .40 x 30,000#/in2
= 12,000#/in 2 0,g , Afc Note: When it is considered that lateral seismic bracing is in use, the lugs are very safe.
13.} Strength of seismic restraints (WF for bracing) r
/ " n da.u W5 5~-+8 l l
Flange thick. = .50" m /S >)y \ gg Web thick. = .50" i v v checking W.F. only - 7[ l r t ..
- z. n 2w
[]- 9 1 i _ I l
- / $ " /* 7-3
O O O .
- l As. A e no7,c ,,,,e 73 , ,,
l ki } t, O' p=sf V AS ~ Xe [ s >e Q, . 1 9 Ir- - _ f A s. _] F s.o R 2 Ay =A2= .5 x 3.00 =' l.5 in 2 A3 - 4.5 x .5 = 2.25 h Ix 1 = h [ = 3 x (,5)3 .375 7 12 " T = .03125 t Ix = Ix 2 Ix 3 = bdy = . 5 x (4. 12 5) " 45.5625 12 = 3.7968 Transferring Ia y and Ia t Xo 3 - .
+ + (0)2 Ix
- I 0 " . _(*1 * ^1 ( .50) 2 , _. 2*A2 (2.50)2 Ix g = .03125 + 1,5 (6.25)] + {.03125 + 1.5 (6.25h + {3.7968}
j Ix o= 9.40625 + 9.40625 + 3.7968
~
- _g4z[('fgE5NrcE7 / Z-)
0 g ^'$ W* A' Load applied = .,R, ;_c .;h;;I W) us ea6 F# c ' * ^3 'S ##I z.., Lad as applied is equally divided between the (2) ends andg = !.2LO . x 2.25 , 9l.o,Y. 7 M=j= ... - S=h=22.6093
" ' ' O Bearing loads at bolt heele//oc.tr o
Assume oNE bolt holding /u# Tic 4 P
- 7 Tw 6 2
A = 1.00 dia. x .5 thickness = .5 in
/
/
O. . . I710 po 2
,S=k= = 30ee#/in Fa = \.6 x 30,000# = 18,0009'in 2_
#' *('
F.S. = 18 000#g, = M B +20 14.)Strengthoflowercastingasaflatplate Strength of top surface of casting can be considered as a rectangular flat plate support on the two long sides snd unifomely loaded. RoArt A (Reference Pexak Sth Edition, page 26, (ASE6). O la /c < c 177 ~ of /'ut% t [
~ / h2 -b-td b
' - /
Q-<t b ,C ,2 /
/
Hydrodynamic weight of fuel = 840 Ten fuel bundles -~10 x 840 = 8400# y pEIA-Vertical colu:nns are not considered as .the support is vested in the vertical sides of the casting. The weight of flat plate portion of casting is not ccanputed as the results areggGutsScf nic'igi_le - only the weight of the fuel need be considered. First natural frequency 6 7 r>Yc wn.uvse R-.n e n assa mec y 4)
- (see Reference # 5)) . p. 22. .y(:.
su m-1veis7,en (-e.9 y,g,ep
. g) .
a ,, Tanc 4 s oenc, wec< n n.
- e rn ea s o a y s& SS M trne o so.s <a c Msn u A c w o,(srnric waiwrf pcus .ssig u ,e * * ) e xp,
,Le e.g w a anc. Do ac u . .,. y r,,
Pt os # zin n , a, v "g ",.,l a v , a,. c u ,: r , n ,. g
,_ p , ,*
theo as ps n su e u 8a oSSD PKn. S H Ud&LS~ AS Fo LLecaS . k &9 = 37377 c. Wo 1' 7" + l (sseswe )'~ + (,.S/W)' r
an, . . .- . . .:. . . _. , s . ...:....__...._-,._ . .. .
,' (kh
,.)
\.
'. \
- 24 -
Nonnal static weigh . O D.- Seismic = .4 x 8400 = 3360# SRV = .125 x 8400 = 1050# Note: ,LQCA is not considered as the first natu*al frequency is p. sohighthatcorresponding"g"accelerationsarenegligible.hV#d,
. . .y g:ClY' Vertical upward load is not considered as the sumsf of seismic and SRV =
I - o..i - sus
.525 "g"-L' 1 "g".
Vertical downward load: ,
+ (SRV) ..'A;:
L = Nonnal + v (seismic) L = 8400 + [(3360)d+(1050)P L = 8400 + [11,589,600+1,10',500 L = 8400 + 3520 1r;"- L = 11920# rm y 1 i Stress on top of casting (see Reference # 6, page
/[ O*) ' 7., 4.
u M w?, // f f cl, . b cc 1
=t a enesc.scoa 'g$
t . s 2.' g y
. l ff "'" '
Sufface leed = 119 = 29.78#in .'3I 6x0 1, t tup 66.7 O l (,1
sfe e w n e z C d A n. r.t :- / ~g ,CCASy Q p,,.ccxso,eQfu u
,, . a.n -p Q _
u v4
.,,,,,-c.~,- c -
- ,- ~
.cc .,r ,, .;
,, - '<~
a
,- y 4. L
% -_ - - ~ rs ar a , < es,, . j,, , _,or, y,,, __
g o e- ** r A-a s w<ma=- -- n ,- s,.n , w _ , _ l-f," = l " " M O lb Y M (LA r >=gwwm , __
- Lb -
S= <0 $ b h = .5 t' S = .5 T29.78)(' (.62)- (6.00)2 2 T = Surface load = 29.78#/in b = 6.00 NW$ S = urM6#/in 2 [ = .62 If.) Casting as a beam (load in ~"Y" direction) 3 ,u gt.y .5 s pretv-7 E n 8% In this analysis the casting will be considered as a r ife r ily irrd M we re a c.,uun w rx.a w o. Er ,s'i ly = r +M. No consideration will be given for the beneficial effects of the superstmeture comprising the coltamis and end channels which are welded to, and form a part of, the lower casting. -
~
p (' observation reveals that only slight effects may be gained as the columns and end channels are not welded together to form a relatively homogeneous stmeture. t 4 .
/l, -@
.d p.g f26 - h f .,' -
7: if ar/ -
/ -
L 1 3
~V
.C l 2 .t- _& -
Areas of section
./ -
- 9. cf / 3' ;
t- .1. n 4 ' 4*M l s.u - u y.-j, o,,
; g f -
o ? . u.T- 2 -
.m L-:
v j
. 1.
- L_.. I
( _ - _ _ _ _ _ _ - _ _
'g. ,
7' ( - l 7 4
. - ~ . q, ,j fl'- "
+
,(l) ,;;
y, , s
$ - ; (sn $rA,
. I ,,
# -a ..i; O e >a ; ,
f 1 .
. ~ s ,
,l 2 , b ,;
~
s lr ,/ . t f +
/ </
p, ,'
,. es* r. ;
.. p !.. '
' ' A^'
' a 26 -
,. I t. , ;.g
...,
- f ', , .r.
gj, i . , ' .. ' p , i~. l ._- ,.# w*t 4 N ,. i y2.o? A T'+- .
~ ._ --_
4 - * ,r
'_ )
T
.l 4 z.
F ,m l flT '
,-- j @r- , -
! . c. ? j . i2. 6 A -. -
. , ,' J ,77? .. ./ , , o ,,1/
l
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A =
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.625 .625) = ' 4.931 A =
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.5 -
A = $ ~6.194 6 .625 x 9.91 $. l ~~
,c ,,
',. + 18.249 in2 Se Determine neutral axis' *
, /
s 18.249 = 1.293 (8.827) + 2,775 (8.827) + .972 (7.738) ~'I.084 (2.292) ,, f -* -' f
.J{l
+ 4.931 (4.57) + 6.194 (.3125) <
l - s
= 11.413 + 24.494 + 7.521 + 4.776 + 22.53 + 1.935 4
18.249 18.249 = 72.669 /
/
O = 3.982" t 7 d I
(, .. . .- _ !. +> Detemine moment of inertia
,2.07 .625)3 = .042 in4
-_ v A
'f
= 4.44 .625)3 .090 in A.,
3
= .195 in 4 d[ = bdTT , 12.625 (1.555)3 ztt?~
+
I n: As lls 3 (' , f= bd , .625 (3.335)3 = 1.932 in4
,e s -
3
, .625 (7.89)3
/, bd " 25.581 in4 1
A 6 3 ,4 gbd= 9.91 g(.625)3= .201 in 4 28 041 in j . I ~
]_ j [,721 q-
G V .
$,I aaoor neutral axis IXo " II*1
- A1 (4.533)23
- II*2
- A2 (4.533)2) 77*3 + 3A + (3.756)b
+ [Ix4+A4 (1.6,9) ] +[Ix3+A5 (.68)2) g y*6 + A6 ( .669)2)
Ix , = 26.61 + 57.11 + 13.91 + 7.88 + 27.86 + 83.58 Ixg= 216.95 in 4 Maxinum load = Metr + weight of columns + top casting 19t*
= S M8 + 562# + 85#
11,5(.'?
= S25 p FL ,ILSG 9 M x 51.25 M=4 4
. li f OIS
- M = 124,^ % lbs. in.
Maximum stress (outer fiber) 3,MC,!YN55x3.982 7 216.95 2 S = 222& /in
- 17. Casting as a beam (load in "I' direction) l In this case 'ecmes obvious that the section modulus will be greater I in the vertical axis and with lighter loads (see page 9) it becomes unnecessary to calculate stresses in this direction.
V. MISCELLANEOUS IDAD CONSIDERATIONS
- 1. Load in "Z" direction are not considered as the relative strength of the
~
rack in the "Z" direction is nuch greater than in the "I' direction.
- 2. Loads in the +"Y" direction are nuch less than in the "Y" direction due C to the fact that the fuel elements are not restrained by the rack.
O L) ' 29 - VI. StBfw1ARY
- 1. The spent fuel rack is adequate with regard to its capacity to withstand all external loads that would present a critical array of the fuel elements.
- 2. Points considered and maximum stresses 3N 2 a) Vertical columns = W /in b) End channels = /in 2 2
c) Welds (base to columns)= 61#/in 2 d) Welds (diagonal bracing)= 389#/in~
/39&J
'1,:234/in 2 e) Base (top surface) 2, *t s.T ,
f) Base (maximum flexural stress) = h464#/in' , g) Lugs (shear) = 2,437#/in 2 ^ t .. , : c n < . . ,y h ,4, : ; 3 =< V2' h) Lateral beam (flexural) = 219#/in
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