ML20148F025
| ML20148F025 | |
| Person / Time | |
|---|---|
| Site: | Three Mile Island  |
| Issue date: | 02/08/1994 |
| From: | Augustine R GENERAL PUBLIC UTILITIES CORP. |
| To: | |
| Shared Package | |
| ML20148F000 | List: |
| References | |
| CO-T-0001A-&-1B, CO-T-0001A-&-1B-R00, CO-T-1A-&-1B, CO-T-1A-&-1B-R, NUDOCS 9706040076 | |
| Download: ML20148F025 (26) | |
Text
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GPU NUCLEAR B/A No. 128108 1 W/O No. 95-552A-52108
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.e % SEISMIC QUALIFICATION
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- No. SQ - C0-T-OCC I'D REVISION O ,
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/ % t-TJCC 4MGv.sr/A/e 753tcoa 2/off4.- *ll l EVALUATED BY: - a4/ d M <-- ,
DATE I , l EVALUATED BY:* . DATE ~2 -f-9 st .{
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> DOCUMENTS NUMBERS /STA1US
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- VENDOR CATALOG / DATA / INSTRUCTION MANUAL INSTAL!.ATION SPECIPICATION sosue sun.,,1s,7,,, ,,,o n ,,e,te , _ Zllo (X-327 c- A M. -
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l CONCRETE OR PAD DRAWINGS. SPECS. BLDCK WALLS EMBEDDED STEEL DRAWINGS
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ANCHORAGE DRAWING /DETALS/ AIDS ! FlELD CHANGE DOCS /MNCR'S OTHER e W 1 S$' Yb YS O (o#YS 5 Ol[" b $ 2 --~SE EL M U V O 4 i 10 ~~
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- GENERIC ISSUES POTENTIAL OltruER BASE PLATE, PLUG WELDS f, -
OTHERS
- DISPOSITION NEED MORE DATA KNOWN OUTLIER SOSMC DATA ACCEPTABLE. CONFIMATION WALKDOWN ONLY
' ANCHORAGE CALCULATIONS: ,,,,,_ D0ST .' _,,,,,,, PERFORM N FELD --
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, Status Y N U SCREENING EVALUATION WORK SHEET (SEWS) Sheet 1 of 2 C-t.
Equip. ID No. CO-T-0001B Equip. Class 21 - Tanks and Heat Exchangers Equipmentbescription ' CONDENSATE STORAGE TANK IB Iocation: 81dg. YD Floor El. 305 Room, Row / Col N.W. OF REACT BLOG flanufacturer, Model, Etc. (optional) Chc: Ado 4AAf5 [/ eda / &- 9 SHELL CAPACITY VS DEMAND i Buckling capacity of shell of large, flat-bottom, - i vertical tank is equal to or greater than demand:
@N U. N/A
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666 'Ir774 friew r N l l ANCHOR BOLTS AND EMBEDMENT g Capacity of anchor bolts and their embedments is equal to or greater than demand: YhU N/A S ES k rAegsg,17 k $ Ou7tigt r - N CONNECTION BETWEEN ANCHOR BOLTS AND SHELL Capacity of connections between the anchor bolts and the tank shell is equal to or greater than the demand: hN U N/A bW. W A C d M W 7~ k-t FLEXIBILITY OF ATTACHED PIPING Attached piping has adequate flexibility to accommodate motion of large, flat-bottom, vertical tank: hN U N/A l TANK FOUNDATION Ring-type foundation is not used to support large, .I flat-bottom, vertical tank: YN Uh -! l l IS EOUIPMENT SE'ISMICALLY ADE0VATE? Yb C $6c bruer ;
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. . SCREENING EVALUATION WORK SHEET (SEWS) Sheet 2 of 2 )
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;, Equip. ID No. CO-T-0001B Equip. Class _E,-TanksandHeatExchangers !
Equipment Description - CONDENSATE STORAGE TANK.IB C0l9 TENTS ! 9
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05 -1A - 97\ ,15 : 3 8 : 17 , ) - ' . Revision 2 1 Corrected,6/28/91 . i. Sheet 1 of 2 )
- Exhibit 5-1 OUTLIER SEISMIC VERIFICATION SHEET (OSVS) _
I. DUTLIER IDENTIFICATION, DESCRIPTION, AND LOCATION Equipment ID Number & T- @ /O Equipment' Class 2/ i D Equipment Location: Building Floor Elevation 3D f
- Room or Row / Column Base Elevation 30I
[ Equipment Descripti' o n coa /ba/id7Er, $7DBM,E &" /S I ,
- 2. OUTLIER ISSUE DEFINITION I
. . i
, a. Identify all the screening ' guidelines which are not met. - (Check more than one if several guidelines could not be' satisfied.) Mechanical and l' Electrical Eaui-nt Tank:: and Heat Exchancars ( Capacity vs. Demand Shel' Buckling' t w \ Caveats Anchor Bolts and Embedm'ent g .1
- Anchorage Anchora e Connections [
, Seismic Interaction Flexibi ity of Attached Piping!
- j Dther Other Cable and Conduit Racewavi ,
l Essential Relavt Inclusion Rules - , capacity vs. Danand _. Other Se$smic Performance Concerns j Mounting, Type, . Limited hnalytical Review Location Other j Other a I j - I Shell"backling and flexibility of attached piping only apply to l ) large, flat-bottom vertical tanks. !- b. Describe all the reas'ons for the outlier (i.e., if all the listed '; 1 outlier issues were resolved, then the signatories would consider this item of equipment to be verified for seismic adequacy):
-lrY W $=. N O W W M W W Y $V/WAECW 5-10 i
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_. 4 ef' t c, j 05 -T4 797..'15 : 3 8 :17
- Revision 2 i Corrected,6/28/91
, .h. , Sheet 2 of 2 - 1 l Exhibit 5-I (Cont'd) ; OUTLIER SEISMIC VERIFICATION SHEET (0SYS) ._ 3 Equipment 10 Number C ' 7 W O
- 3. PROPOSED* METHOD OF QUTLIER RESOLUTION'(OPTIONAL) ,
- a. Define ~ proposed method (s) for resolving ontlier.
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[ DC Q)L A17& ' 4MDWA TML th NB$MMAt.L V ' ' AbGG U A*7E. fA- R t A u 1 [io - - l- b. Provide information needed to implement proposed methodfs for ' j 3 resolving' outlier (e.g., estimate of fundamental frequency)).
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- 4. CERTIFICATION: ~!
1 The information on this OSVS is, to the'best of our knowledge and belief, correct and accurate, and resolution of the outlier issues listed on the l previous page will satisfy the requirements for this item of equipment to be verified for seismic adequacy: , l Approved by: (For Equipment Classes #0 - #22, all the Seismic Capability Engineers on the Seismic Review Team (SRT) should sign: . ; there should be at least two on.the SRT. One signatory should be a ' licensed professional engineer. For Relays, the Lead Relay Reviewer l should sign.) .
. h6s/$'Md? 1 3 / **Y~ Y Print or Type Name 'Signafured Date GaeM Tua Print or Type Name Ew Signa W C )
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Print or Type Name Signature Date I 5-11 j i
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Purpose The purpose of this calculation is to m itmically verify the tank and its -- anchorage. l Methodology The methodology to be used in this cal & l adan is that detailed in the . Generic hnnt-tation Procedure (GIP). References
- 1
- 1. ES-022, Seismic Design Criteria
) 2 Gilbert Associates Drawing No. E-435-201 Rev.6
- 3. Gilbert Associates Drawing No. E-423 039 Rev. 2
- 4. Not Used
- j i
k' 5. Chicago Bridge and Iron Company Drawing for Dome Rooffor 48'-0" diameter tank (4692-17-058-0)
- 6. Chicago Bridge and Iron Company Drawing for Dome Rooffor Anchor Bolt Chairs for tank ;
- - ^ 48'-0" x 20'-0* tall. (4692-17-055-0) i s 7. Generic Implementation Procedure (GIP) for the Seismic Verification ofNuclear Plant I Equipment, Rev.2 . t
- 8. EQE Report No. 42105-R-001 -
! 9. EPRI Report NP-6041, "A Methodology for Assessment ofNuclear Plant Seismic Margin: Final i Report dated October 1988."
- , l i 10. EPRI Report NP-5228-SL, " Seismic Verification ofNucitar Plant Equipment Anchorage", s j Volume'4 -
I l 11. EPRI Report NP-5228-SL, " Seismic Verification ofNuclear Plant Equipment Anchorage",
- Volume 1
- , 12. NUREG-CR-1161, "Recomrnended Revisions to NuclearRegulatory Commission Seismic i Design Criteria". Published May 1980 i 13. AISC Manual ofSteel Construction 9thEdition 4
- 14. EQE Calculation 50097-C-010, Rev. O, "TMI DB'S Time m neies".
- 15. Haroun, M.A., and G.W. Housner, " Seismic Design ofIlquid Storage Tanks," Journal of the Technical Councils, ASCE, April 1981.
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Determine allowable shear and tension loads for a 1-1/2" diameter cast-in-pbice anchor boh - in accordance with the guidelines ofReference 10. Note that this is the reference material for the derivation of the allowable loads for cast-in-place anchor boks in the GIP. The valuesjust were not derived for 1-1/2" diameter boks. The allowable tension and shear loads are based on the nomiant boh area times allowable shear and tension stresses. These allowable stresses (17,000 psi shear and 34,000 psi tension for A307 bolt material) are equal to 1.767 times the working stress design allowable given in Part 1 of the AISC specification for Design, Fabrication, and Erection of Structural Steel for Buildings, Reference 11. . Per Reference 13, the nominal bok ares for,a 1-1/2", *=* bok = 1.767 m *2 Pt =1.767 34000 i= 60078 psi l Pv = 1.767 17000 '= 30039 psi l . I (. Determine Minimum Embedment. Soncine. and Edge Distance ! l The recommended minimum embedment lengths are developed by applying the concrete shear-cone f theory put forth in Appendix B of the ACI Standard 349 (Reference 13), and assuring ductile failure j mode in bolt material rather than brittle failure associated with pulling of concrete cone. The Ad I concrete shear-cone theory gives the pullout strength ofconcrete P, as: i ( := 0.65 a capacity reduction factor l concrete compressive strength in psi fc := 3500 - diameter of bolt or stud in inches D .= 1.5 embedment = 10D L := 15 i l where:
, P := 4 4 d( fc ) s-( L + D ) L .
To determine the embedment lengths required by the GIP, the above equation was solved by setting . ' P equal to twice the pullout capacity value given as tP . Solving the equation for L in terms of bolt diameter foref ' == 3,500 psi yields a iqaliM embedment of 10D. 'Itus for a 1-1/2" dia=* bolt, J the embeduent length must be a minimum of 15". Page 2-77 states that the minimum spacing and edge distance requirements are 12.5D and 8.75D respectively. This equates to 18-3/4" spacing and 13-1/8" edge distance requirements. ,
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- Required Edge Diet. IEmh) behee
- 13.125 Astuel Edge Dist. IE) hohee: 3.00 j Regused Embedmont (Lmh)Inshes: 15 Actuel Embedmont G.) indue: _74.00 l
Required Speems (Emin) behee: 18.75 Astuel Spesing (S) inches: ?74,50 - i Note: If estuel ernbedmont, speams, or edge destenos exosses eninsnum required , use answnum values for coloulation of reduction footoes. f i ! L= 15 hohee s, 18.75 inchee
- E= 9 inches
{ . l THETA (odge Diet.) = 2 coe-1 (2EA2L+DH r = (2L+D)/2
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1-THETA (opeemg) = 2 ces.1 ISA2L+D)) f "
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O j E= 0.0 > =4D, but not > Emin, puBout reduction footor must be applied rep = Pubeut cepeelty Reduction Footer " r
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A(reduese = (PIX r*2) .5Hr*2)(THETA edoel 2rf sh (THETA edge 12)) ~
=
33Z h*2 Ainernhet .94tPU4)t(2L+D)*2)) >
= 2(1, h*2-rep = 9,At E= 0.0 > = 40, but not > 8.750, sheer reduction footer must be applied REe = sheer Coposity Reduction Footet = 0.0131 *lE/D)*2 I n
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. Cenerete Strength Check GIP Table C.31 showebles are based on e concrete strength = f*c = 3500 pai.
Concrete strength < 3,500 pel but > = 2,500 pol. Strength reduction footor required. Reduction factor (RFpf = (RFe) = SQRT ( f'o 13600)
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. Embedraent check: 10
- D = b 4*D= A&Q L > = 10D, no seduction footer required. .
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- 2*D= 1&2 [
i Actual spacing equels or a M required spechs,rio pullout reduction factor required t
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f Sheer cepecity reduction factor for & rely op ded castblece eneor bolts - RSe. \' q t. RSe = 1.00 'for sotuel specing ($1 > = 2
- D.
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. Rowleed Agowebee Loade
- From Table C.S.1 of the G1P, the subject bolt hoe the followbg full allowable loeds:
For D = , 1.500 inches, the stowable pullout cepecity (Pu') = *80,078 lbs.and the elloweblo sheer ospeerty (Vu') = 30,039 he. The revised puBout load = Pu = Pu*
- rep
- RFs
- 8tta
- RSp
= 49,168 bs.
The revised sheer toed = Vu = Vu'
- REe
- RFe
- RLs
- RSe
= 13,1SLbe.
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- y. i e e, ry VEftflCAL TANKS - CONDENSATE WATER STORAGE TANK '
[ STEP 1: Osterndne the faaewing Inset dee . to) oo TAfeK IWATUWAL FtUS h
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R Inendnef im* remuel thidieel 208 OAh54A (weight donelty of flehft (%An3t: RATS g h amm , Wielshe of tank sheRi teil: 28 H lheleht of Dund at snowinnen Es leve4 lincheel 235 H' pielght of tem dies I lineheel 240 [ t ads iminimurin eheR thlehnese along 8.28 h f thels'nt of freeteerd ab6ve Muid surfeoel Oneheel. __ . FES2 N heleht of ter*l Oneheet: g ; AffCHOR DOLTS N t e inedenune thlesmess of tank Iri she lowest 10% of heighel tieheef- d.28. _ N Inerseer of beltel: FW g ! t F y tyloid serensWe of tank shes wiet'4 feet:_M %# d idlemster e8 belli Oneheel F.se No t3 h e theight of shen - _ .aene b b loff. length of encher best beine eersedied. et home of ter*. esseesly belse st of chairl Ikiehesi: f2 usuefy from esp of shair to en6edded pleest OnJ: 30 3g g E o telesele needukse of est sheE snet*41 pet: 2A894800 E b tesseele modulee of best nimeerles (pet: 21ssasse ' We taveruse es iser wave weisehy of ens Aswher Delt Answskes Tenelen Lead hl Ref:- 4E788 E i for tenha leested et credel Indseel: Aloe Anaher Delt ARowsMe sheer Lead IVel Shelt fafJe E , r8 ***"*"'"***"*'**'d'""*"'* O y, vishi o.,eee of enehe, nen mate,ses er ,1 w: sa , y a I_ e _1 p. r, # w pi,e,e 7.s of
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g, ,- . f2 _ te= <L g { 4 Wold else between ancher sheer and tank shes it sul Oneheel R25 t/
- Tehk Tank - - '
toAoueS Base W ell . IW en teme end et 112% den,ene for mund elesh height.es ioid er is e roepense eyssenen et 4% den,ine for eventundna moment gfp s g l oreund eesponse enseinna 2PA = a #1 ' , h ! g g v
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g STEP 2: Calculete the following reeles and wolves: ' H/R = 0.016 t eat = 0 001 b h ,$ t avg. = thichnese of ter4 ehe# evereced over the Anoer heds of the tank eheil y a t suu t t ' h lllH' I t h teh ! $
= 0.200 hehoe i A25 88 20 -
ame 2 8.20 80 to 3 4 25 80 20
- 4 s og so =5UMteh .
t off = l e ave. + t min g f 2
=_ O.25 In *
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le effifR = _ 0.001 % I o Ab = Creweectional eroe of erew'ded enchor beft
= I PI e d*2 )l 4 l% 8
= 1,70 7 W2
% 9 y = e,or,we,e ei.es thiehnee. he,ing the e.no areae-o. eve.a -e. en the eneher bene ,. E.
= llN ' Ablil 2
- PI ' Ril 'l Eb lee l O
= 0.015e E '
e' = eeeffleient of tank wee ehlehnese end lengehe onder strees E e = l t' f t e l ' t h e t h b l
- O'
= 0.02 3 W = weseht ei fluid in ta*
= Pt
- R*2 *H
- GAMMA 1 .
- I = _2.204.475 Ihe j g es 1 g
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O en h H CHECK TABLE 7 l REQUIREMENTS '
=
Tent Meeerid = Corkm. Beaineese Steet. Ahmenum leirces enet 1 co r Tank Fbl( Centent = Water er elender YES or NO leircle yes er not, if ne sent le et OUTLIER .. Nondnel Radius of Tank R= 288 hchee OK. Tobie 71 esqubwnente enet. so h > R c420 in I CH4 . Height of Tenn shes pf1 - 240 bidise 00 Table 71 regubemente rnet. O ln >H <990in om Height of FIL4d et the mesineen Level to widch the tank wat be Isied til = 235 inchee 0% Tetdo 7-1 requiremente enet.120 in >H <980 he W Mirdrnum Thlehnese it el of the Ted She4 N in the lowest 10% of the Shot Helshe = 0.25 Inchen OK" Table 7-1..,1 _. rnet. Site in >t a<1 In , Effemelve Thichnese it eHi of T=* Shen cased en . N the mean of the Averese TWohness it syg.1 = 0.250 bishes OK Table 7-1 requireniones enet. Site in >t e<1 bi Olevester el Ancher Best lag = 1.600 Inehme 0% Table 71 + met.1/2 h >. d < 2 tri , [ Nieder of Ancher Defte INI = IS OK Table 7-1 requirements met. N > = 8' e Tank Well TMeknese let Seset-to Tank O redles Rotle = lt eN4 = 0.001 0% Table 71 d. _ ere met. 001 < = t e f R < = 01 E. . O ! Effective Tank was Thishness. C i to Tank Radius reale = It effM4 = 0.001 00 Table 71.- . niet. 001 < = t off < .01 inches. I I t s+ H#t = 0.016 Table 71 r;,__ _ - not met. Deselfy se en OUTLIER and pseemed wit H f R not 1.0 to 5.0 ] 6** 3 i STEP 3: Deterrrdne the fluid-structure snodal frequency for wortleel eerben steel tanks centsledne waters R= 280 t off f R = ,&OO1 . and H f R 0.018 ' g I , From Table 7-3. find IF fl = - 8L 78 Hr. * ' NOTE: Il she tore ensterhile not eerben eteel IEe not equal to 20.000 kell er lluid le not water 10AMMA not equel to 02.4 Ihelftsi e the frequency must be adjusted in sesordance with the GIP STEP 3. I , I STEP 4: Determine the spectres acceleration fSoft for the fluid-steueture model frequency. 4 ' Enter the 4% damped herleental yound er fleer eenpenee speetrwn for the surtees en Nh the tank le mounted. with the fluid-senseeere enodal frequenay detwndned in STEP 3. and deterndne the sneelmum speeeral seeeferstiert 18efl over the feRowing frequency rence: , i
.8'Ff < F < 1.2
- Ff = J,1{ Ha < F < 1LZi Ha . .-. 1 Aseropeiste Spectral Aseulershanleeff =- eth a 5% dempine p
Ns g 2 ,4% denqueo = e es% 180RT16/ ell = 0.51 3 8 g l $ __
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*e D i Y' i
?
- p j k m ;
$7EP 5: Detemdne the beoe sheer toed 80). '
f; g m Enter Figure 7 3 with (H/R) and (t effs) from above: E-H/It = 0 916 and it effl#t = _ _O.001
$4 And and home eheer lead coolewe.4 mrl =
Sheer Lead et Gettoni et Tank = le = O'
- W
- Set e.se
= 718.541 the
% h '
STEP 9: Ostemdne the boos a --. 2..i, moment (M h a Enter Floure 7-4 with HR = 0 819' and it offim = _ 0.001 N ! and m.4 w = Conipute overtundne momer't = M = M' ' W ' H ' Sol e.3eu y
= 80.582.930 lui % :
i= ! N
- I STEP 7: From the enchor bolt tenene loed espeelty, Po, compute the eBowsWe belt etrees #bl:
Fb = pufAb Note: If the teetlen 4 and Appendia C eriterle are not snet for the enehorese then the eenerete la emieldered O - t
= 27.026 the week Enk in the lead path and the postulated funero esisido le brttle. Detonnine en appresstelo todweed ifleweble ancher belt etrees IFel poi appliseWe ende seguirenede.
1 B < og
- O .
STEP 9: Check the bending ettese In the top plate of the chair, ff each of the _.f -,. connection oornporiente 3 q meets the seceptance otherie tienned below, then the bolt tonelle espeelty determined in STEP 7 le lir dting. ( # ! If, however, any of the compoaonte does not meet these guidelines, lhe reduced enehet belt tonelen oepoolty w, represented by the equivalent vehse of enchor belt eNowel;.4 strees (Fel, se eslouleted here should be used, g Q g Note thet if the top plate peeleets redsellybnd the vertleel plates, no more then 112 inch of tNo projecting pieto een be inehsded in the dimenglen f used in the fonowing equetion. ( l 3( j e+ i the eneelmum bending strese in the top plate lo: -, [ 800MA = 1 t 0.376
- e I- t 0.22
- d I l
- pu 1I f
- e
- 2 )
* = 80.588 > f y. Cepeelty reduetten feeter must be used. l '
floduettee Feeter = f y 1 SIGMA = 0.37 g Reeseed Ancher Belt Stroes =Fr = Fb
- ff y/540MAI = 10.200 piel N j
[ O g x . ? 0$5 l v og i ! I e - d. A ig
- i
~4
- , . . -v.- __ _____.___2T_'Z _ _ _ _ _ _ . _ _ me. w w.a u-- -se--- e . _ _ _ _ _ _ _ _ _ _ _ _
.-- - - - . . . . - . . - - . . -. _. - - - --. -...--.-m --m . . - - - -. ._-----.-..1.
' O
.m g - p 7# y . ,,,
a , s W
- g. .
o .
$ .U
. U1 W
STEP 9: Check Tonk Shea Strese
- that seress = 133.435 eel > Fy moductionlect must be apo sed t gy z = t ie.s.to.i
- .n n a e.t6*sinstes* ssisontanateisteil %
e .O t seemisen rom = r , a shat einess = 0.27 nedmeed Anamn een Ame we air = F, = 7.si3 pos-M I' i star to: The vertleet esffener plates me eensleered edeguete if they emeiery the fa#ewsne suWounea: \ I ki13 < t 95 f((f y i1000 I
- 0.881 h !
il o k fl = N Ide.1 Setir ged a 951(l I e y (1000 l' O.51I = g ['
, 21 1 > = 0.04
- I h. e I andI > = 0.5 in.
,= ,, n. . _e. ,
o.04
- ei. as = 9df -
. 9 !
t Si i Pu i12
- k
- j)i < 21.000 pel , d O ,
PuM2
- k
- 3 = 13.217 thddesne tee. $ le setielsed 3 *
- . l M
-{ i n y :
STEP 11: Choelt weld betwows the tardt eheir end.tlyjenk. N n a
- I g %
Lead per Eneer 6teh of weed = War E i g = Pu 'I tt s t e + 2
- hil*2 + t e l te
- h + 0.007 ' h
- 21*5*.8 !"
. = 2.027 theAnch '
. ]
Amewable Isad per inch = 130.800 ' t w I f 80RTia Waldis adequate .- s *= 5.400 _ IbeAnah t STEP 12: Check tardt weg for slepftent's feet insekling i i l
% i i
Enter FIsere 7-7 with the fasewine parametere Set = 0.51 eruf Hm = . _ 0.818' _ and sind she fluid prenewe eeerncient IPe*) e f.4
- i the field p see et the bee. et the vweleet to
- from eleshe+ feet bachane type sesens = IPe6 - Pe'
- OAsadA
- n tree
= 14.5152 pel s8 I y< -
l g 4 t N k - i t E d k . s or e . (g g !
-4 i
- =*m . ,.+--mie.-w e.e. am..w w m -'F *-
t- Dr 9 m *i'W7' - "
- 8' - -' $ '
_ .. _ . -. . - - . - - ~ - - - - . . - - - - - h o Ut !i
. e ,
t .i W o
- r ,
e {
- F8 STEP 13: Determine the elephant feet buek9ng strees espeelty feetor:
E'. to c=w n we 7.e whh m. fases*e.ww.io. ore. y E- t Pe = 14.5152 pel and teiR = 0.001 ! g And find the Carmeity Footer = f1989. pel
..-..-.-h..fm.-..
sier 13 in the or tw one eeuwesen fester. e;.4 "l STEP 14: Determine the fluid pressure for allamond-ehope buek'ing (Pdt: Enew Flowe 7-9 whh the feGewing parametere sof = 0.s f e and HM = 0.914 - N and find the presows coefficient for efemend-shape buesdng Per) = f.25 fP The Guld preeewo et the bene of the'verdeel tank from esemond-shape bucedhis type leadine = Pdl = Pd*
- OAMhtA
- R
= 12.98 pel g
g
~
O STEP 15: Determine the diamond-shape beelding strose,eepeelty tester C p
. Enter Floure?-to wnh the f newhis paramasere. .
Pd = 12.00 pel and tei A = 0.000 9d ' 3
. L j '
03 And snd the espeelty fester = fasse pI
% V ,l ,
{ i g ses*e: The above cepedev Feeter le far eerben eseef. Il the tank balne evolussed Is of eenee other vnmeerial, see STEP 15 In the O!P Iw the comwelen festerlm ( ,
> gE I
e Nt
- STEPIS: Seleet the elleweble buckling strese, SIGMAe. es 71% of the lower value et the elephant-foot f
or eBomond-shape bookling Cepeelty Feefer:' h Elephant-Feet BushRng Cepeelty Facter = 12.000 pel CONTft0LS Diemand-Shape BushEng Cepeelty Foster = 12.000 pel- CONTfq0Ls
. 8
- Asswebs.busemneetrees = e.e40 pel N
, J r g .I c a
t
~t
- l. . .. 1 4 k[, D e
4
.._.__..____...m.._..__.___ _ . . . _ _ _ _ . _ . _.m . _ . _ . _ _ . . . . .
O I - U1 l
. a W
m3
- i o <n .
STFP 17: Determine the overtumin0 moment cepecity (Mespl. % 02 g. C (p the .swennine manw.t es,eerv . Se tw*. tMee,s. to d.,wwe.,i ,=s whom, m. ,estseied week s,* fenwe enade is ducune er heettle. A elverde feiiure modo le defined as one h which the week Enk $A M* EO g 4 Ic one et me feW
. Anaher best ettetdting 19tep 78 % O D D g iner
. Chair top prete bending fStep 31 l ME
. Tw* shes sendine (Step 91 l
]
A brittle snede sf feuwe is denned se one in wides, the west Enk le one of the fee 4 wing:
- N
. Cenerste eene feAere 18tep 78
. Cher etertoner peste sheer er buetan, tenne tetop 101 %
- Chair *tenk weR weld sheer feBee fStep t il g For DUCTILE failwe, enter Figure 712 ufe the te% parwneaere end the es bene overteming mornent eestedent IMeevl ** 9.08 F Ib er el = 7.513 pel hb= 36.00 he= 12.00 inchee '"""O j
-ow.h.o n. w = .0 ,ei
- e. = . 0, - s.1,,,,lle ,t e , , bl = 0. , +
, p For ORITTLE tenere. enter Table 7-4 with the tenewine parameter and Nnd the bee . a_ , enament esoffielent (Mosp'l = ABI4 h
~
e' = 0.02 eed llAgewable SuskGng Stremel/(Fbit* lh e ih bi = c. ass D 2. O Por Stepe 7 to 10. the expected failure enede le OtMFEE 3 f M Use IMeept value = 0.08 for DUCTN.E tellwe. . 9 d es llF
% e i
I
.m c '
f e+ teete: Pb le ibe onesset of rh han sese 7. Fr han Step't, es s
, Compute (Meepl bened on the fellowl.,g femuAe: Fe from step e = 7.513 Ideep= 1 Mose* 1
- t 2
- Fhl
- I ft 2
- t a 1
- I h b ih e i "
-* = _88.084.244 ArInehme
,. I step 19: Conipero the a._.. . moment cepecity of the tenk (Meept from Step 17 with the ovettuttilng meenent (M) from Stes 6. ( {
A Meep = 50.004.244 lbin < M= _ 80.882.930 _ ll>lre .' The tank is not molendoser adeguate for this leading and musst be eleselfled se en 0UTLIER.
- proceed to Section 8 OUTLER ftESOLUTION after complethe the rememder e6 the evolueelene. m sJ _gf a I k t a i
1t :' 'o h- e a w g q e k
- ~ . . . . . . _ _ - . - - - ~ - - . . - - -- --
o
' U1
.m. '
m , pr I
,O .D.
a D
+ '
f F e STEP 19: Compute the treee sheer toed cepecity (Cop) et the tank E Y O
?
ce, = .se a t i .e.2i 'see s
- w
= t.oes.cor_ n= h- p g i E .".a STEP 20: Compero the t>eee sheer lead especity of the tank (Cept from Step 19 with the sheet lood (0) from Stop S. \f b o O'"
Cap = 1.002.007 ase > 0= 718.641 lhe . g ! se e. es,eshy .se.ede demand the tank is ode,,, s- two somen.. M% M STEP 21: Compare the freeboard eleerenee to the otosh heleht to ensure that the reef le not subjoeted ' to algnificent forces from the elochistCliquid. ' ht celeidating the sleek heleht m et et t e eisow m e Si i.eel,e.,ey. the spectral wei. e seesleroden.
- e. n. e se(S.erl, ei m.enuet care be obtained e e.u frene the input sterned be eso,.se. - et h
the speeterm vehsee -e seewetely defined h, the elseNng mode frequeney raise. typtmeny for 0.8 He to 0.2 Hz. 4 y
~
Fe = (17 82 ' pgll
- l 80RT { {1,94
- g l j R) ' tenh (11.e4 " H llRll O
. = 0.24 H ~ O Speeteel_. .-- . ISof), from 112% de.nped input response specteam et the stesNng snede frequeney Fel:AfDF CEE4fEYDdFWWED C , Slesh beleht = h e = 0.837
- R
- See
. E c+
e = NJA inches
~
] $
Ahemedewy. u v sp.,t n esiees is.n -e ei wan dea d in e rene. se o sieshin mede .- res I determine the elesh heleht by enteeing Table 7-5 with the feSowing parametere to IInd the steek heleht, th'el. et the , fluid in the tank *w e 2PA of le et the bene of the tank: I #
- g HIR =
D- g
, O_J2 e uf **R= 23g Inches g ,,
to find 9,'el = fot l q Canyute the elesh heleht th of. '
"h U he = .
h*e*2PA = ILgg bishee ~ where ZPAle from he.Isentairesponse spectnen = g g ' g
< e s N
h . s I e
% -- e 1 .we I k 'i &
k* C 4
_. ._. _ _ _ _ _ . . _ _ _ . . . _ . . _ m.._ . . . _ . .. . .. . _ . _ . . . . .-. . _ . . . .._ . . . _ _ O Ut
. I
*O A . hf -
0 8 b . 9-W v STEP 22: Determine the sveilable freebeerd above the fluid surface et the memirnumloved to which the tera will be tviled: J 'I 2
..r. ~ e.e.m It from the tera eerwortinel.
..~,re _ .m,h. ....co..~ e-o. .h.w d..r.efo ,_.
%- a r. (J For
,e tenke wish is eiaedemed.t er,ce roof.
- e. .. meamwe ethe.te, freeboard ee.ter e. from ,he fluid surfmee to the point where 1F4 e.,..ee i,s ~ t .h he e is.s2 %
Carmere the eveashle free 6eard th fl to the eloeh height of the truld (h al. Irem Step 21. og hI= 15.92 inches > ha = 12.98 behoe - AveWeble freeboard exceede expected sleek height. This ter* le adequate for this eendMen. @ N
~
%o h -
45t i O n s E I
. C.
O I :3 i I s i M , o :r ! 5
.... 8 t
. L I * +
'- y\
n1 f (, I N h - e i NE i *
= b- -
o I b QE i.
' +- e, i
i R ,j P l
. o, .
g
- x a
.ww.-.- - ..- - u--__ - _ - - - - - - - - - . - - - - - -
'05-i4-9h15:38:17 ENuclear %m i
- ce m. n . m.
C' **C.O-T-- 000/A h\% e ._> FccurA t I L o si m.
)Q m )@ .
0 $An Id ?k % .tg.y
.) ,
c'c / - STEP 2 OUTLIER RESOLUTION - 1 Per Step 2 of the GIP evaluation the tank is classiSed as an OUTLIER as the Height / Radius does l not meet the class inclusion guideli== W Height / Radius ofthis tank = 20' / 24' = 0.816. The l minimum ratio per the guidehnes is 1.0. Page 2-3 (R.O..Jee 10) states that the range ofperameters for the datahnee tank are Diameter from 10' to 70' and a Height from 10' to 80'. The Condens' ate Water Storage does not meet the ratio guidelines but does meet the parameter range (diameter - 48' and the fluid height = 20'). As such, an explicit tank evaluation is required. - The input parameters used in the G1" P evaluation were taken from a H /R value equal to 1.0. This is conservative as the overturning moment calenlatians with a H /R value equal to 1.0 will be larger than a H /R value equal to 0.816. - To verify this assumption, each step in the GIP evaluation will be chaelrad to ensure values ofH/R = g 1.0 are conservative. __ _ Ib STEP 3: For constant values of tef / R, as H /R decreases the corr =;- =+g'ampulsive mode ' frequency increases. Therefore, using the frequency for H / R =1.0 will yield a lower impulsive mode b frequency than the value ofH /R = 0.816 would. STEP 5: The curves shown in GIP Figure 7-3 show a decidg Base Shear Imad Coefficient as the value ofH /R decreases As this value decreases the ccm; ,= ' g actual base shear load also decreases. Therefore, using the Base Shear Load Coeflicient fp H / R =1.0 will yield a higher actual base shear load than the value ofH /R = 0.816 would. STEP 6: The curves shown in GIP Figure 7-4 show a decreasing Base Overturning Moment Load Coefficient as the value ofH /R decreases. As this value decreases the corresponding actual base overturning moment also decreases Therefore, using the Base OwariAs Moment Load Coef5cient for H / R =1.0 will yield a higher actual base overturning moment than the value ofH /R = 0.816 would. STEP 12: The curves shown in GIP Figure 7-7 show a decreasing Pressure Coefficient for Etaph=at-Foot Buckling as the value ofH /R decreases. As this value decreases the corresponding actual fluid pressure at the base of the tank from elephant-foot WWg type loading also decreases. Therefore, using the Pressure Coefficient for Elephant-Foot Buckling for H / R =1.0 will yield a { higher actual fluid pressure than the value ofH /R = 0.816 would.
, - , - . - -~ ,
05-1~ -97"15:38:17 't ) *b M
. $ Nuclear % ,w 8*** ce me. nw.m. ari.e n.
-{ G.9 _1-Ca>h g I%
, co-secoM4IS o I7of k
~,J 24-45 '? , 7 . 2 94 b kn?) .
v" ) . STEP 14: The curves shownin GIP Figpare 7. 9 show a decreasing Pressure Coef5cient for - Diamond-Shape Buckhng as the value ofH /R decreases. As this value decreases the corryaNag actual fluid pressure at the base of the tank from diamond-shape bucidig type loading also decreases. Therefore, using the Pressure Coahiant for Diamond-Shape Buciding for H / R =1.0 will yield a higher actual fluid pressure than the value ofH /R = 0.816 would. STEP 21: The values shown in GIP Table 7-5 show a Slosh Height ofWater as the value ofH /R , decreases. As this value decreases the wM slosh height also decreases. Therefore,.using the Slosh Height ofWater value for H / R =1.0 wB1 yield a higher actual slosh height than the value ofR /R
= 0.816 would.
The use ofH / R values equal to 1.0 arejudged to be acceptable and the OUTLIER is considered to i be resolved. - I 4 . STEP 18 OUIUEn RESOLUTION __ f Per Step 18 this tank is classi6ed as an OUTLIER as the 9- - ; = 1 overturning :noment h greater than the computed overturning capacity. Per page 2-5 (It' s 10), Reference 9 was used to determine the overturning dammad ofvertical steel tanks. Page H-3 (Reference 9) states that the i' overturning moment demand is only summarired and that Reference 12 can be used for a more detailed overturning moment demand calculation. Per page 115 (Reference 12) the minimum eem-Usle ==ly.is inust incorporate at least two contributors to the horizontal mode. These are the IMPULSIYE mode where the response of the ! tank roof and shell are coupled together with the portion ofthe fluid contents which moves in unison with the sheD and the SLOSHING mode where a portion of the tank contents moves ind==adent of the tank shell , j HORIZONTALIMPULSIVE MODE I It is necessary to estimate the fundamental fiwf of the vibration of the tank including the . .
, impulsive contained fluid weight. From Steps 2 and 3 of the GIP analysis it is found that the SSE free field acceleration at 4% h - ;1=; for the fluid-structure modal frequency is 0.51g. O l
- l
\
05-14-95 15:38:17 , 4*N Nuclear Calculation Sheet aw o , ,,, , , , , ,,,,,,, g { *s O'~7-N4 h I 6 C o *7~-ocp M 4 I B o. / g of /j 1-?A 4 / -2.P - 9c} , ) rv - . SLOSHING MODE The fi=A=mantal convective (sloshing) mode frequency can be animated by from the following equation f from page H-11, Reference 9: j , H g := 19.58 feet R := 24 feet F-
'1.5 Hg
] fs := fs = 0.24 Hz 3 -Rtanh 1.835 R 4 I l From Reference 14 for a frequency of 0.24 Hz, find a OBE eneleration with 5% damping = 3 2 acc OBE 5% .= .123 fs + 0.207 fs acc OBE 5% = 0.010 g
- i. . .
ace _SSE_S% := ' 2 acc_OBE_S% ace _SSE_5% = 0.020 g 3
- Using the guidelines of Section 4.4.3 of tbc GIP and assuming the free-field response spectrum is 7
the input sicuel, convert the 5% damped a~*1amtion to 1/2% damped: L - 1
\
j acc_SSE_05 := acc_SSE_5% g$ ace _SSE O5"0W 8 i
' Reference 10 states that the overtuming moment demand (M) of vertical sorage tanks is a combiration of the mass of the contents (m), the sloshing moqe mass of the content:; (m3), the impulsive flexible mass (mf), and the rigid motion mass of th$ contents (mr) being applied at the the ! respective heights, (H) height of the fluid level, (h3) height of sloshing mode, (hf ) height of the . impulsive flexible mass, ad (hr) height.of the rigid mass.
From Figures 3 to 9 of Reference 15, find the following ratios: SLOSHING: m3 / m = Ms := 0.50 hs / H - Hs := 'O.57 IMPULSIVE FLEXIBLE: mf/ m = Mf := 0.48 hf / H = Hf := 0.41
. IMPULSIVE RIGID: mr / m = Mr := 0.48 by / H = Hr := 0.40
'L r or Lt 05-14-9'*15:38:17 3 7 j
NNuclear Calculation Sheet - 3
-(' C C 5 ~'C DCYA N I O om m.
CO~T-t2;ct/$/B nw. m. D m m. ( q at l9
- hise'b ?.A $b_. 5w.y9-8
). m -
The following values have aheady been definad in the GP part of the analysis: - i
. Weight =W := 2204475 lbs H in := 240 , ,
- l l
4% dau.# acceleration =eco4% := 0.5% ZPA := 0.1's ' j j From page 2-7 of Reference 10 the wou..J g inoment is dafinad as follows: l i M= 2
)(Ms Hs acc_SSE_0 5 ) .+ ( Mf Hf acc4% )2 + ( Mr Hr - Mf Hf.)2 ZPA W .
( M = 53960924 lbin - i Per Step 17 of the GIP evaluation, the tank has an v~wuJug moment capacity of 56,084,244 1 lb-in. As the capacity exceeds the damand, the tank is seisnucally adequate and the OUTLIER is adequately resolved. ( ~ l CONLCUSION: The Condensate Water Storage Tank is malamically verified.
. I e
- l:
l' ,
'~
81-26-1994 63:39PH Fit 0N g sreg To 12e13167B14 P.a2 05 'T4 -97'.15
- 3 8 : 17 t 4 *f 2.4 4
i ! January 21,1994 To: Mick Augustine h - 5%em: PhIHashimoto 1 hows sedeweG Mur A 46 evaluelit,s o( 1heThres sale Island condenants storses l tank. I conow with the teciudcol oppmedi adopted. includng that used for osager i i seestupen. and have wunhed shot the resides ohnined are correct. 4 1 i a i ~- i . ( q .. t 4 i e
- e' i
i i e 1V - t' TN AL P.82 _}}