ML20148F008
| ML20148F008 | |
| 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 9706040072 | |
| Download: ML20148F008 (27) | |
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C GPU NdCLEAR B/A No. 128108 1
i W/O No. 95-552A-52108 l
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- % SEISMIC QUALIFICATION D3. M .pt .
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No. - 'I~0oofA ,
REVISION O i
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- DOCUMENT 5 NUMBERS /5TATUS (
sews _
GMSa (TECHNCAL PUNCHONS DATA SUW _[
PNrten.DRAwmaiA urD, a .L , G 1- 4-4 7G 4 lo' n 4-es) { \
VENDOR CATALOS/ DATA /INSTRUCDON MANUAL _ , , , , , , ,
nsTAu.ATION SPECIP1CATON ,
.sE24mc ANALYSS/ TEST REPORTS /DALCS g / /6/ )(- 322 4, f4f.f /
CONenETE OR RAD DnAw es. sPuCS. auxx wnu.S 435-So/ _/
DeEDDED STEEL D8WMNGS ANC - D.A iD w ai . #w asy _ j nELD CMGE DOCS /MNCfrS Or,e .u . & Nf 7Gu (oo f pr ) A t 4n,1,e ;s, ,,+,sflo
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> GENERIC ISSUES POTENHAL OUTUER BASE PLATE PLUG WELDS .f ,
OTNERS.
- DISPOSITION a NEED MonE DATA KNOWN OUTUER, ,
SESMC DATA ACCEPTABLE. CONFIMATION WALKDOWN ONLY
- ANCHORA3E CALCULATIONS. . ,,,, EXIST _ PERFORM N PELD COMMENTS A4- / A'JD - A/AsAs tEr Ko4 - 7A' pJK 5/AT d4.M/8M*
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Equip. ID No. -CO-T;0001A Equip. Class 21 - Tanks and Heat Exchangers Equipment Description _ CONDENSATE STORAGE TANK 1A Location: Bldg. _YD Floor El. 305 Room, Row / Col S.E. OF TURB BLDG-Manufacturer, Model, Etc. (optional) C#icAGo BA/h&s ebb /Aed (_a-SHELL CAPACITY VS DEMAND Buckling capacity of shell of large, flat-bottom, -
vertical tank is equal to or greater than demand:
hN U N/A See inwr.a E ' -
ANCHOR BOLTS AND EMBEDMENT Capacity of anchor bolts and their embedments is equal to or greater than demand:
Y@U N/A
' 6gg h1rAcha;wr k $ O u rt > E M- -
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: @.N U N/A b6t?._Yt*17ht.JhWT I f i FLEXIBILITY OF ATTACHED PIPING .' -
Attached piping has adequate flexibility to accommodate motion of large, flat-bottex, vertical tank: hN U N/A TANK FOUNDATION Ring-type foundation is not used to support large, -
flat-bottom, vertical tank:
Y N Uh IS E0VIPNENT SEISMICALLY ADE0VATE?
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,SCREEMING EVALUATION WORK SHEET (SEWS) Sheet 2 of 2
{ Equip.IDNo. CO-T-0001A Equip. Class 21 - Tanks and Heat Exchangers Equipment Description CONDENSATE STORAGE TANK IA COM1ENTS G
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- Revision 2 Corrected,6/28/91 Sheet 1 of 2 Exhibit 5-1 OUTLIER SEISMIC VERIFICATION SHEET (OSYS) _
I. OUTLIER IDENTIFICATION, DESCRIPTION, AND LOCATION
. Equipment ID Number [O 8MN ' Equipment ' Class 2I Equipment Location: Building YD Floor Elevation ~306' Room or Row /Colunn Base Elevation _3DI Equipment Description COAlbfidSh7E STolMtaE, 72WK /b 'l l
- 2. DUTLIER ISSUE DEFINITION f
- a. Identify all the screening guidelines which are no't met. - 1 (Check more than one if several guidelines could not be satisfied.)
1 Mechanical and : l Electrical Eouinment Tanks and Heat Exchancers 4'
, Capacity vs. Demand Shell Buckling' \
L Caveats Anchor Bolts and Embedinent Y /
Anchorage Anchorage Connections I Seismic Interaction Flexibility of Attached Piping 1 1
Other Other Cable and Conduit Raceways I Essential Relays Inclusion Rules !
Capacity vs. Demand
- Other Setsmic Performance Concerns !
Mounting, Type, Limited A,nalytical Review.
Location Other l Other j I Shell buckling and flexibility of attached piping only apply to i large, flat-bottom, vertical tanks. ,i!
ll
- b. Describe all the reasons for the outlier (i.e., if all the listed .il' outlier issues were resolved, then the signatories would consider this item of equipment to be verified for seismic adequacy): lll bt. &b- l pes, ng/- #& Y . (2%P WVsWeb> bo '
5-10 J
_ __ ._ _-.. .- _ - _. ~ - _ - -
05-).469.7 15:37:06 G s t' *L'?
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- Revision 2 .
Corrected,6/28/91
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) Exhibit 5-I (Cont'd) 4 -
OUTLIER SEISNIC YERIFICATION SHEET (OSYS) _
Equipment'ID Number d O 4 N A
- 3. PROPOSED METHOD JF OUTLIER RESOLUTION (OPTIONAL)
- a. Define proposed mothed(s) for resolving outlier.
- ^
~b(- $hGCve-A17erl $d Wa 7%VK / s '5 E/$M icAr y k % 1!?G V k % d & 4 c A -
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- b. Provide information needed to implement proposed method (s) for j resolving outlier (e.g., estimate of fundamental frequency). ~
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- 4. CERTIFICATION: f d i - !!
The information on this OSVS is, to the best of our' knowledge and belief, l l correct and accurate', and resolution of the outlier issues listed on the j i- previous page will satisfy the requirements for this item of equipment to h i be verified for seismic adequacy:
4 i'
- Approved by: (For Equipment Classes #0 - #22, all the Seismic capability Engineers on the Seismic Review Team (SRT) should sign; ,'
i there should be at least two on the SRT. One signatory should be a
. licensed professional engineer. For Relays, the lead Relay Reviewer
- .should sign.)
Web. 6W$ % 46 Print or Type Name N4 ? lYY l ' Signature / Date
( N KsQ.+ & T M &my (-1E-M '
Print or Type Name Sighit'tfre 3 Date -
3 j Print or Type Name Signature -
Date j 5-II A
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0'5 -[14'- 9h 15 : 3 7 : 06 I -
Nuclear celeutatson sheet ,
, swese case No. Rw. No. Sheet No.
C. co -Ft:wik V 15 )
co pa:M h5 o or 19 N,00ns,da lYz44 b% Y - ,
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Purpose ne purpose of this ^=ka=:= is to wimmically verify the tank and its -
anchorage.
l Methodolerr ne methodology to be used in this calculation is that detailed in the-Generic Implementation Procedure (GIP).
- References i
- 1. ES-022, Seismic Design Criteria
- 2. Gilben Associates Drawing No. E-435-201 Rev.6
- 3. Gilbert AssociatesDrawingNg.E-423-039Rev.2
- 4. Not Used
- 5. Chicago Bridge and Iron Company Drawing for Dome Roof for 48'-0" diameter tank
-(4692-17-058-0) ,
- 6. Chicago Eridge and Iron Company Drawing for Dome Roof for Anchor Bolt Chairs for tank
~
48'-0" x 20'-0" tall. (4692-17-055-0)
( 7. Generic Implementation Procedure (GIP) for the Seismic Verification ofNuclear Plant Equipment,Rev.2 .
- 8. EQE Repon No. 42105-R-001 -
- 9. EPRI Repon NP-6041, "A Methodology for Assenament ofNuclear Plant Seismic Margin: Final Repon dated October 1988."
~
- 10. EPRI Repon NP-5228-SL, " Seismic Verification ofNucle#ar Plant Equipment Anchorage",
Vohnne 4 -
- 11. EPRI Repon NP-5228-SL, " Seismic Verification ofNuclear Plant Equipment Anchorage",
Volume 1 . -
, 12. NUREG-CR-1161, h+-=ded Revisions to Nuclear Regulatory Commission Seismic Design Criteria".. Published May 1980 '
- 13. AISC Manual of Steel Constmetion 9thEdition
- 14. EQE Calcu!ation 50097-C-010, Rev. O, "TMI DBS Time His ries".
- 15. Haroun, M.A., and G.W. Housner, " Seismic Design of Liquid Storage Tanks," Joumal of the.
TechnicalCouncils, ASCE, April 1981.
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J vu a Determine allowable shear and tension loads for a.1-1/2' dia=de cast-in-place anchor bolt -
in accordance with the guidelines ofRaference 10. Note that this is the reference material for the derivation ofthe aBowable loads for cast-in-place anchor bolts in the GIP. The
'valuesjust were not derived for 1-1/2" diameter bolts.
1 4
The allowable tension and shearloads are based on the nominal bok area times allowable shear e and tension stresses. These allowable strews (17,000 psi shear and 34,000 psi tension for A307 bolt material) are equal to 1.767 times the varking stress design allowable given in Part 1 of the AISC specification for Design, Fabricativa, and Erection of Structural Steel for Buildings, Reference 11.
I Per Reference 13, the nominal bolt area for a 1-1/2" diameter bolt'= 1.767 in2 ,
l Pt =1.767 34000 = 60078 psi 1
- Pv = 1.767 17000 = 30039 psi '
/
(. . Dggrmine Minimum Embedment. Soacine. and Edne Diet 2nce ~'
4 The recommended minimum embedment lengths are developed by applying the concrete shear-cone theory put forth in Appendix B of the ACI Standard 349 (Reference 13), and assuring ductile failure mode in bolt material rather than brittle failure associated with pulling of concrete cone. The ACI concrete shear-cone theory gives the puBout strength of concrete P, as:
f.
- a capacity reduction factor (
- = 0.65 .
concrete compressive strength in psi fc := 3500 diameter of bolt or stud ininches D= 1.5 embedment = 10D L := 15 where: '
, P .= 4 $ V( fc ) n.( L + D ) L -
, To determine the embedment lengths required by the GIP, the above atuation was solved by setting P equal to twice the pullout capacity value given as tP . Solving the equation for L in tenns of bolt di=mer for f ' e= 3,500 psi yields a required embedment of 10D. Thus for a 1-1/2" diameter bolt, ,
( the embedment 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" spacmg and 13-1/8" edge distance requirements. -
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CAPACITY REDUCTION FACTORS FOR CAST.#i-PLAM BOLTS j WITH NUTS OR HEADED STUDS CONDENSATE WATER STORAGE TANK Bolt Dio. (D) inches: f.5 Concrete Strength fU(peg - _ 3,000 a Required Edge Dist. (Emin) hohes: 13.125 Actual Edge Diet. (E) inches: P.00 i Required Embedmont (Lmin) inches: 16 Actual Embodment (L) hchec: 78.00 '
?.oquired Specho (Smin).inates: 18.75 Actual Specing (S) inches: f 74.50 .
Note: if actual embedmont, specing, or edge dietence exceeds minimum mquired ,
use minimum values for calculation of reduction factors.
L= 15 indes ,S= 18.75 ' hohes E= 9 inches !
i THETA (edge Diet.) = 2 coe.1 (2E/(2L+ D))
r= (2L+D)/2 .
i
= lat rediene =,,21 -p THETA (specing) = 2 cos-1 (S/02L+ D)) q
= Lgl rediene -- l r
- Edge Dietence Check E- 9.0 > =4D, but not > Emin, pullout reduction factor twast be applied
- rep = Pu!!out Cepeoity Reduction Factor,
= A(reduced)/A(nominell A(reduced)= (PlH r*2) 5t(r*2HTHETA edge)-2rE sin (THETA edge /21)
= j.11 in* 2 A(nominal) = .96fFI/4)((2L +D)* 21) . .
= 24E in 2 rep = p.&&
E= 9.0 > =4D but not > 8.75D, sheer reduction factor must be appr.ed REs = Sheer Cepechy Reduction Factor = 0.0131'(E/D)*2
= 0.47
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. Cen.,ete et,-,ih Ches gip Toble C.S.1 sinowebise ere beeed on e concrete strength = t'o = 3500 pel. ,
Concrete strength < 3,500 poi but > = f.,500 pel. Strength reduction footor re'auired. Reduction f actor (RFp) = (RFe) = SQRT ( f'c / 3500) *
=
Rai .
. Embedmont Check: 10
- D = .kES2 .4*D= f.,0,q L > = 100, no reduction factor required.
. Specing Check' 2*p= g oo Actuel specho squels or exceode required spacing, no pullout reduction factor required .
f
.' Sheer cepecity reduction factor for closely opehd cost-in.pleos enchor bolte = RSs:
- RSe = 1.00 'for actual specho IS) > = 2
- D t
/ Revised ADowable Leedo L
Frorn Table C.31 of the O'P, the subject bott has the fonowing full eBoweble loads: "
?
For D = 1.500 inches, the snowable pullout cepecity (Pu') = 80,078 lbs. and the sRowable sheer cepecity (Vu,') = .90,039 lbe .. The revised putout load - Pu = Pu'
- rep
- RFp
- RLp
- RSp
- i
= 49,168 lbs.
l
.i The revised sheer load = Vu = Vu'
- REs
- RFs
- RLe
- RSs
= 13,130 lbo.
- f P
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't VERTICAR. TANKS - CONDENSATE WATER STORAGE TANK I
[ g STEP 1: Determine the sonowins input date : ' y TAMK 19ATEMAL FLUID de noter of tank (hl: 48
- gO R inominal tank radiuol fineheel: 288 GAMMA tweight density of f!uldilibAn3): .n s
O emme be:ght of tank she8 I (fti: 20 H belght of Ruid at merlmurn fin levd Encheel: 225 $ H' beight of tank eheR I Encheet:_ 240 g t min Emiromum eheN thicknese miene height of tenkt Oncheel: 0.25 h I belght et freeboard ebeve fluid surfacel tincheel: 75.82 N g ANCiton 80LTS N t a tminimune thiefmese of tank in the loweet 10% of height) Encheet: 0.26 Ninumberof beleol: ft g 8 F y (yleid stronodi of tank shot met'5 fpe0: 26.000 1 d idemoter of befi) lincheel: 7.60 No I
! h a beleht of sheE sonoresekm rarie h b left. length of enchor belt behie stretched. E st beee of tank, neuesy height of chW 9meheel: f2 sewally from tcp of chair to embedded se atel fin.): 36 3t g E e gelsette modulus of tort ehed ener0 (pell: 29.000.080 E b toisetle moduhre +f bolt metodell toe 0:. 21 800.000 Vs tererese sheer weve veloelty of emit f:r tanks Becated at gradel (ftfeent:_ At'A Ancher Best Asewable Tension Lead IPut gled:
Anchor Belt AHowable fiheer Lead (Vul Obel: 42 fet f3.7JO tb
, pd We: hablee are wkh Wh femtore W b
O y, viced strese ce enche, best matesei tf yi g,ee: 3e jf a l 1- a .I Pe - From Figwe 7 5 of the CIP. find the foAswing dimenelene lincheel: - pl e 'I N d= f.75 l= 0.5 tb= e.25 7 i s tiffe n e r } f= 0.475 e= 2.6 k= J.72 ,, l Pieto % lt k b= 6 ! *2
, e=_ 0.75 e= 3.25
{ ,
e= 4.5 h= 12 es= 0.25 m , t we d eue i,etweers .nc , ~ .mf t.r .t wi er.o el. . 1 Tank Tank W e!! M) + LOADWf6 Baeo , Oreund or Noor roeponse spectrum et 4% dorming for evertuming ww gnd sheer g feedings en tenke end at 1/2% demping for fluid slash Asieht. ' I
, g Ground response spectrurn 2PA = 0.72 g O *
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> 0g I
e 7 j i, , 3s
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$ ? H STEP 2: Calculate the fortowing rettoe end values: "
H#l=. 0.816 _ t om =, 0.001 h Iom t evp. = thicknees of tm* ehet overaged over the lineer heicht of the tank shell 1
= ( SUM t t ' h ll l H-I t h teh !
= 0.250 inches 1 0.28 88 20 @
2 m 0.26 80 20 3 8.25 #0 20 4 5
'1 eo = SUM t u h .
t aff = ( t eve. + t min t i 2
= _ . 0.26 In N
tt efflM = 0.001 . I , a = cre.e- wes ef
= I PI x d 2 ) f 4
=_ 1.767 In
- 2 edded ene , h. -
4I A i
= ee*esent ehen tu*nese havine the earne cas.eeetioner wee es the encher has F
= t I N
- Ab l 18 2
- Pl
- Ft ll
- I Eb IEe l 0 -
= 0.0150 C c' = coefficient of tank well thicknees andlengthe under strese 5 g,
) = l t* f t e l * ( h e t h b l
= 0.02 7 p O
"3 W = wetoht of fluidin tank
- Pt
- R*2 *H
- GWMA
= 2.204.475 the ' j 9 g
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i < 9: - eQ' O si CHECK TABLE 7-1 REQUIREMENTS - Tenk Meterial = Carbon. Steinlose Steet. Aluminum leirde enel I, . Tank Fluid Centent = Water or ohnitor - YES or . NO leirces yee er not, if no tank le en OUTLIER . o Nominal fladius of Tank R= Helche ei Tank Shot (H*) = 288 240 inches Inchee OK. Table 7-1 rectuiremente met 60 in >R <420ln OK. Table 7-1 requiremente met.120 in >H <960 in hb I one Helcht of Fluid et the maderum Levet 1 O fth
. to whleh the tank wEl be fi8ed H = - 235 hches OL Toble 7-1 requiremente snet.120 h >H <960 in or
-( M MWr fhicknees it el of the Tenk Shes s .
b the .; w 10% of the Shes Heigte = 0.25 hebee OL Table 7-1 requirements met. 3/18 h >t a<1 h 4' Effective Thicemee, ' e rft of Tonk Shot Based en the mean of the swarege Thicknees it evg.) =
.N 0.250 inches OK Table 7-1 reguremente enet. 3/18 h >t e<1 et i
Diemeter of Ancher Belt kg = 1.800 hebes OK Tebte 7-1 requiremente rnet.1/2in > d <2 he l % . I !! Number of Anchor Beste N = 16 OK Table 7-1 requiremanes met. N > = 8 T . Tank Wall Thickneen let Beestte-Tank O I-redue Rotle = ft emi = 0.001 OK Table 71 requiremente are enet. 001 < = t e 1 R < = At E o Effecthre Tera Wat Thichn ee- C te-Tank Reenue retie = lt offml = 0.001 OK. Table 71 tequiremente enet. 001 < = t off < .01 inehen. t E. [ Hm = 0.816
- Table 7-1 requiremente met met. Olereify se en OUTUER and proceed odt 1,
H I R not 1.0 to 5.0 , 6* o 3 I l (f) STEP 3: Determine Jhe fluid-striteture model frequency for verticel corben eteel tenks contalidng water: R= 209 From Table 7 3. And (F fl = t off l R = ' 'h t Md Hr.
, and HfR 0.018 (b g I M j NOTE: If the tank ensterld le not eerben eteel IEe not equel to 28.000 ke8 or fluid le not wwter IGAMMA not equel to 82.4 lbe/ft33 e a the frequemy snuet be acquefed h sceerdance with the GP STEP 3.
STEP 4: Determine the spectret accehretion (Sof) for the fluid-structure model frequency. 4 Enter the 4% derriped hortrente ground or fleet response spectrum for the surface on the tank le mounted, with ' the (kdd stnreture medal frequency determined in STEP 3. end determine the monimum spectrd ecceleretion 15 eft ever the N
.8'Ff < F < 1.2
- Ff = 2,92 He < F < ILZ4 He .
Appropriate speoiret Acceleration Iseg = oAs e 5% dempine Ns p 3 g E e 4% de*e = . e6% 180RTis/411 = 0.5 t a ' 8 8 $
- 9 i s4 m! s
. u
, t
. - - , , + , , . , _ .....e ,,-
.,_m . . . . __
' o.
U1 e,
, , , /' '
9 . ' .' h+ * ' g .
.W q.
I o h P STEP 6: Determine the base sheer load (O). * [ Enter Moure 7-3 with (H/R) eruf (t aff/R) from above:
- Hm = 0.819 and it off3m = 0.001
'h '
$O And and bene sheer lead escfficient (Q*) = . 0.88 g
Sheer Lead at Bottom et Tank = IG = 0' ' W
- Sof = 710,541 8be STEP 6: Determine the beoe overturedng moment #4 hM 4
og Enter Figure 7-4 with lim = 0.910 and it effim = 0.001
.rel.n m . %
, Cen,ute overtumine moment = M = M'
- W
- H
- Set g
= 80.582.030 lb-h j ' %l=
STEP 7: From the anchor bolt tensile leed capooity, Pu, cornpo's the eMoweble bolt etwees (Fb): f Fb = Pu 1 Ab Note: If the Seation 4 and Appendix C ediede are net met ser the endierees. then the eenerste la eeneldered O
= 27.826 the week link bi the lead path and the pastulated failure made le brittee. Do4emene en appropriate C toduced eseweblo ancher belt etrees Fd per appliseMe sede requiremeres, i
STEP 8: Check the bending strose in the top plate of the choir. If each of the anchorage eennection componente 6' 4 f 3 meets the seceptance erlierte defined below, then the belt genelle cepeoity sistermined in STEP 7 is limiting. i. M
!' If however, any of the eernponente does not meet these guldsenes, the reduoed encher bolt tonesen cepecity a,
( repreeanted by the equivalent value of enehor belt aseweMe etrees (Fri, se calculated here should be used. q I [5 ( g j Note that if the top p!ste projoete reesily*eGycM the %el elatee, ne more then 1/2 Inch of this projecting , l 8+
, plete can be included in the dimension f veed in the fo5owing equation. '
%gJ The me bending strose in the top piste lo: --
I elohm = i s o.37s as i. c o.22 e d i s = re f e f * . 2 : t = 98.590 > f y Cepealty redestien fester rnuet be mood. .- l @
; fleduellen Feaeor = f y f StGMA a 0.37 4
nea.eed Ana.or som strese =rt = Fm e et visaw = so.mos M, N b O
~
V J' x
? 0*
I u ? co - % . I 4 a - l A
.. [p 3 4
W* ~
- e. _l. q % . "'-
e o.
^
- l. [' i). h*
2 4 - l 0.* m
.
- H g .. .
I W STEP 9: Check Tank Sheit Strese .Y Enou 5 trees = 133.435 poi o
> Fy, Reduction feeter meet be apemed g m Z= 118 ( t o.'177 ' e ' t b
- t t b it e l
- 2 l f f s0RT I R
- t e il l + 11 0.977 % $
men Reduction Factor = F y iSHELL STitEss = 0.27 $ Nduced Anchor Bart Anowoue serere = Fr = 7.513 pet 81 STEP 10: The w&oel et!!fener pfatee are conaldered adequate if they setiety the feitoning gukfoRnes: \ 11 ( k /j i < t 9511 ff y 110001
- 0.5ll \
I o k Ii = J_d4 Gth No.1 Sathifted
, 951(((fy/1000l* 0.61I = ILg2 g g 21 i > = 0,04
- I h - e'l sad l > = 0.5 in. O as
} }= Q.}0 Ov!dh No. 2 Sethined 5
0.04 ' th. es . gas h g , si ( Pu l t2
- k
- ll ! < 21.000 pel D O
PuM2
- k
- 9 = 13.217 Guidehne No. 3 le setioihd f 3 Li s ' k. ,,n .U STEP 11: Check we'd between the tank chair and thedenk. O g
to.d r e., w ., weid = ww . m
= Pu 'I tt it e + 2 ' hll*2 + t e t te ' h + 0.067 ' h
- 21*21*.5 '
= 2.027 theAndi '
Allowebte lead per Incti = (36,000 ' t w I f SORTt21 Wold is edequete .- 2 i = s.40e Ibewei - 6 STEP 12: Check tera well for elephant's fo t boolding: Entar Figure 7-7 with the followeg parameters: Set = 0.5 and H/M = 0.816 end find the mid preneure eeefficient GPe*i = f.4 * '
'J The sud - es it:e we of the wwtices tank from etaphent-som backsng type seesno - (Ps3 = Pa' ' OAMMA
- R fpet
= 14.sts2 poi gE= go I
g t, t Iw at e 6 0F 9 d (g
+
_ _ . _ . _ _ _ _ _ . _ ________._mm_._..__ . _ . .
-~
w_h'._
- O '.
. (11
(^ ~
'h
- t
'O .
- 4 f E P STEP 13: Determine the elephent-foot buckfing strees cepecity fe: tor:
M
- I j
ent. n r. n wih #e foneen,ete,e q E *6 Pe = 14.6152 pe? end t e l 'R = 0.001 And find the Cepecity Feeter = frece poi x q o o esse Note: The above Cepecity Facter le for carbon eteet. If the tenk beine ovesueted le of some other meteriel, see 1 N STEP 13 in the GP for the eenversion feeter. '; 4 '1 STEP 14: Determine the fkeld pressure for diamond-shape buckling (Pd): Enter Figure 7-9 with the faNowing peremetere Set = 0.51 g and HM = 0.816
'N and find se prenewe eseffielent for dl -....J - __ tscWine IPdl "
fe _ F 25 The fluid preescre et the beneof the trerdeeltank frorn diemand-shape buckling type leadine = Pdi = Pd*
- OAMMA
- R '
= 12,96 pel N g l g i
STEP 15: Determine the diamond-stape boektne strees cepeelty factor h E e g j Enter Flpuro710 with the fo& eving peremeters
- Pd
- J2.96 pel and .ta f R = 0.00 f And find the especity fe:ter = fleep poi yC
- Note: The above Cepeelty Feeter k for eerbggeel. If the tank b% ovolueted is of earne othw meteriet, see STEP 15 in the GIP for the conversion feetar.
( {9 2 k ! STEP 16: Select the es!owable buckling strose, SIGMAo, se 72% ei the lower value of the elephent-foot or memond-shape beteki!no cepecity Footor: .- n Elephant-Foot Bucking Cepenity Feater = 12,000 pel CONTFIOLS pj olemeshape seeksne cepeepy rector = 72.000 CONTROLS !
- % ete.ee = 0 , .
s
- u se r f x 5
5 & 4
] .
. or .
I d t., v e 4 ii
-- m _:- - -
o, t c, . O ~,'.- A *
.u) 4-O 5 p STEP 17: Determine the overturning moment cepeelty IMempi.
NL <g, m g
.Th.e
. we overtu.mino.msm..ent r e is se. or r.,, . especky le one of the fellowing:
m ,ef.~e of mtheiedere tank. fMempt. is depomient
..r,. - th..e.r evert whether the postuleted week link L( Di ga o
. kohor belt stretehing (Step 7)
. Chair top plate beredng (Step el
.lD h
"'8
. Tank she4 bending tstep s) 8
. I A brittre mode of f afture le defhed se one in whleh the week Enk le one of the folewing: i
. Cenerste eene failure fStep 7) -
Ch.oirtwtstiffener plate eh,eer or buciding feitwo (Seep 10) % C,. g
. we. w. e.,ee, . ure c te,r iil <
For DUCTit falure, enter Figure 712 with the femewing parernetere and and the base overturning reornent coefficient #4 esp 1 = 0 of i F (b er r1 = 7,513 pel hb= 36.00 he= 12.00 hehee '"o ANewable BuckEng 5treme = 8.840 pel g e' = 0.02 (IAllowable Buelding StroeslMFbil' th e glibl = 0.383 N For BRITTLE f e8we. enter Toble 7-4 with the following parameter and find the bene overtumins enement esefilelent (Memp*l = AIM t == Q s' = 0.02 and (IAlewable BuchE g StremelMFbil' 9 e ih bl = 0.383 E I C.
' , O Per Stepe 7 to 10, the expected fe(lure made is DUtmEE ,
- 2 Use (Moept watue = 0.06 (A
for DUCTLE feikre. 9 n 3" g 4 es g R Note: Fb le the emellest of Fb hwn Step 7. Fr from Step 8. er s Corripute (Mespl beeed ori the foBowbig formute: FT f em Step 9 = 7.513 j Meep = ( Meep* l * ( 2 ' ib t * ( R"I
- t o I * ( h b t h e l
= 60,064.244 binehoe
?
l STEP 18: Compere the ovetturning moment cepecity of the tank (Meepp from Step j7 with the overturrdng moment (!Wil from Step 6. I I- A Meep = 50.0e4.244 lb-in < M= 80.se2,s30 avin The tank le not solemiseBy edeauste for this learfne and enuet be ademetsed se en OUTLER. proceed to Sectlen 8.CUTLIER fESOLUTION after eompleting tive esmainder et the evolustions. 2 Dfg
- A I -
4, 1 e t , +
) 4 o 7 OF 9 q y ;
-%, -~
"" ~~^
o1 tn m O.
- 9
.sg*
~
. . 4 S H e $ m STEP 19: Compute the bee'e ehest load cepecity (Cep) of he tank ts Q j cap = .ss
- i 1 0.21
- seri = w
= 1.os2.co7 n. - '
D- % EO f- g Ci STEP 20: Compare the been sheer Iced cepecity of the tark (Capi from Step 19 with the sheer load (Q) from Step S. \
% o j
j Cap = _ 1.082.007 the > 0= 718.541 the ' k Sheer especky eneeede demand. The tank le adequeee for this tending. N l STEP 21: Compare the freeboard clearence to the eloeh height to ensure that the roof is not subjected to significent forces from the eloshing Nguld. I g tre eeleulating the elesh height. th el, the spectral acceleration. (seq. must be obtained Irem the input demand spectrum et the stoeWng snede frequency, IFel, and a dernping vehre of 1/2% Care eheuld be euereised in esewing thh yo - the spectrum values are occuretdy defined in the eleshing rnode frequency range, typically fer 0.5 Ha to 0.2 Hr. 4 p Fe = (1182 " Pill
- i SQRT i tt.84
- gi f RI
- tenh t i 1.84
- H i f RI) O I = 0.24 He I $
O 5pectral ecosteraties (seq. frem 112% dovgsed input reopense spectrum et the elashing mode frequency (Fel: NOT CEEME YDEFIRIED C
~
Sicah husht = h e = 0.837
- R ' See 0s
] M
= N/A inchee
] [
3 f Ahemativdr, if the spectrum vehee. (seq are not well defined in the range of the oloshne made frequency (Fel 7 l determine the elamb helebt by enterino Table 7-5 whh the foRowhg parametere to find the elash height, (h'el, of the a g l ; fksid in the tank for e ZPA of Ig et the bene of the ter4: y
] g.
HfR= QJ2 and . ,D = 288 incbes D- 3 g
- to find ih si = =
l
~3 xU Cormpute the elash height th el. s he = h's
- 2PA = j.L91 inches I
where 2PA b from herfrontet reopense spectrum = G g
. t i
t 1
, r s
h . 4. z N c t Q", a ~ + 3 i swe i A
$. Ns.
lmg 9 a
'
- e N.
. o .,
y, U1 -
~ , O .F' O .a E* .
l' *
.D 4-
? ? P Y lI ?
w STEP 22: Deteemine the ovelleble freeboard above the fluid surface et the maximumlevel to wtuch the tank wie be fEied: , 4 Fer conical roofs. meeswa the freeboard from the lluid surfece to the Interseeden of the wet and the roof I e estence R from the tank eentwunel. g* r., t,s o .h . de,r.ed ,eef. e, esso,e ti,e fre.ee,d ie t .e fim owfece to e .,ei,,t .ls.,e .e roof surface is et a distance of 0.9R from the tank centerline. b l h kI O assi hfa 15.82 imeme Compare the eveRoble freeboard th 0 to the eleek height of the bid th el. from Step 21. 81 hf= 15.32 inches > ha= 12.03 Inchee . Avefew freebeerd exceede expected aloch height. This tent is adequate for this candden. O
- - '%o h As' a -
o C
,a+
'1 5' i k ! 3 l ~- l
- 7 :#r
. g e
.~ e
~[ Y
- n g - .*
- g. t i -
g N h -
} NF 9 E
i z . 68 w (l M @
+ . e, h L. o y e ore
{g 4 ' a - , v 1 , . W :
. . .. "t x oV nn 05-2N-97 15:37:06 '
ENuclear 1 Calculation Sheet l c* W. nw.m. sw m. g{' (O-7~-OOt?/A h \b i~n ~FocerA tiI!L o j Q at g
)
W ^ 1.F N ou STEP 2 OUTLIER RESOLUTION --
, Per Step 2 of the GIP evaluation the tank is clan =Wd as an OUTLIER as the Height / Radius does not meet the class inclusion guidelines. The Height / Radius ofthis tank = 20' / 24' = 0.816. The minimum ratio per the guidehnes is 1.0. Page 2-3 (Reference 10) states that the range of parameters .
for the database tank are Diameter from 10' to 70' and a Height from 10' to 80'. The Condensate Water Storage does not meet the ratio guidelines but does meet the parameter range (diameier = 48' c and the fluid height = 20'). As such, an explicit tank evaluation is required. 1 The input parameters used in the' GIP' evaluation were taken from a H /R value equal to 1.0. This is l f conservative as the overtuming moment calculations with a H /R value equal to 1.0 will be larger than I a H /R value equal to 0.816. 1
- To verify this assumption, each step in the GIP evaluation will be ch-kaA to ensure values ofH/R =
- 1.0 are con's ervative. -
$ - STEP 3: For constant values of tef / R, as H /R decreases the corresponding impulsive mode frequency increases. Therefore, using the frequency for H / R =1.0 will yield a lower impulsive mode frequency than the value ofH /R = 0.816 would. - STEP 5: The curves shown in GIP Figure '/-3 show a decreasing Base Shear Load Coefficient as the value ofH /R decreases. As this value decreases the corresponding actual base shear load also decreases. Therefore, using the Base Shear Load Coef5cient f$ H / R. =1.0 will yield a higher actual i base shear load than the value ofH /R = 0.816 would. STEP 6: The curves shown in GIP Figure 7-4 show s decreasing Base Overtummg Moment
. Load Coefficient as the value ofH /R decreases. As this value decreases the corresponding ac:ual base overtuming moment also decreases. Therefore, using the Base Overtarning Moment Load Coefficient for H / R =1.0 will yield a higher actual btse overtuming moment than the value ofH /R =
. 0.816 would.
STEP 12: The curves shown in GIP Figure 7-7 show a decreasmg Pressure Coefficient for Elephant-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 buckling type loading also decreases. Therefore, using the Pressure Coefficient for Elephant-Foct . Buckling for H / R =1.0 will yield a higher actual fluid pressure than the value ofH /R = 0.816 would. e s 9= e
2.s of sy 05-14 95 15:37:06 ENuclear Calculation Sheet e- 8* cm a nm CO5MA p$ e,,,, m f CO4cw/h N 15 c> l7e f b hhmb ) 24-% YY av j 18 94 STEP 14: The curves shown in GIP Figure 7-9 show a decreasing Pressure Coefficient for -
- Diamond-Shape Buckling as the value ofH /R decreases As this value decreases the corresponding actual fluid pressure at the base of the tank from diamond-shape buckling type loading also decreases.
~ , Therefore, using the Pressure Coefficient for Diamond-Shape Buckling for H / R =1.0 will yield a higher
- actual fluid prwum than the value ofH /R = 0.816 would.
STEP 21: The values shown in GIP Table 7-5 show a Slosh Height of Water as the value ofH /R l decreases. As this value decreases the corresponding slosh height also decreases. Therefore, using the Slosh Height ofWater value for H / R =1.0 will yield a 1sgher actual slosh height than the value ofH tR . = 0.816 would. l - 1 The use ofH / R values equal to 1.0 arejudged to lie acceptable and the OUTLIER is considered to be resolved. 4 l STEP 18 OUTLIER RESOLUTION ___ d l ' Per Step 18 this tank is classified as an OUTLIER as the computed ovmiuuJug moment is greater I than the computed overtuming capacity. Perpage 2-5 (Reference 10), Reference 9 was used to determine the owsunJug demand ofvertical steel tsaks. Page H-3 (Reference 9) states that the
- overturning moment demand is only suuawM and that Reference 12 can be used for a more ,
3 l detailed overturning moment demand calculation. l Per page 115 (Reference 12) the minimum acceptable anaIysisplust incorporate at least two j l contributors to the horizontal mode. These are the JMPULSIVE mode where the response of the ' 4 tank roof and shell are coupled together with the portion of the fluid contents which moves in unison
- with the shell and the SLO 5HING mode where a pottion of the tank contents moves independent of
{ the tank shell. , HORIZONTALIMPULSIVE MODE It is necessary to estimate the fundamentaI frequency 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% damping for the fluid-structure modal frequency is 0.51g.
)
l t 0
_ _ _ . . _ _ . ~ _ . - _ _ _ . . _ _ _ _ _ _ . . _ , . 1 ! 4 05.14-S7,15:37:06'
- 2. + - eP L>
ENuclear l; calcuistion sh e :
- = o. n, m.,, , !
}( M4N4 IE CO-7Ct2M(I 16 o / g of /j
' 1 04 }-I.M 4 j / -2.P ,9(/
.) v L./ ,
l ~ 1 SLOSEDIGMODE
- *Ihe Amdamental convective (sloshing) mode frequency can be antimated by from the following equation fmrn page H-11, Reference 9: ,.
; H g := 19.58 feet R := 24 fact
~ 1.5 Hg i is := fs = 0.24 Hz j 1 R tanh 1.835 R l 3 From Reference 14 for a frequency . of 0.24 Hz, find a OBE manalaration with 5% *--;:--g = --
-i
- 3 2 acc_OBE_5%
- = .123 fs + 0.207 fs acc_ ORE _5% = 0.010 g f
- l I . . l 4
ace SSE 5% := 2 ace OBE 5% ace SSE 5% = 0.020 g
- i. .
- Using the guidd= of Section 4.4.3 of the GIP and assuming the free-fieldlesponse spectrum is l
, the inpit spectrum, convert the 5% dmW acceleration to 1/2% damtal: i s .
i T ace _SSE_05 . := acc_SSE_5% ace _SSE_0 5 = 0.M g
. 1-7 ,
i Reference 10 states that the overturning moment demand (M) of vertical storage tanks is a :
) combination of the mass of the contents (m), the sloshing mcpe mass of the contents (m ),. the j impulsive flexible mass (mf), and the rigid rnotion mass of th'e contents (mr) being applied at the the respective heights, (H) height of the fluid level, (h,) height of sloshing mode, (h f) height of the
, j impulsive flexible mass, ad (hr) height of the rigid mass.
From Figures 3 to 9 cf Reference 15, find the following ratios:
.l SLOSHING: ms / m = Ms := 0.50 ' h s/ H = Hs := 0.57 IMPULSIVE FLEXIBLE: mf/ m = Mf := 0.48 hf / H,= Rf := 0.41 -
DdPUISIVE RIGID: mr / m = Mr := 0.48 hr / H = Hr := 0.40
<=
h 4
05-14,97 15:37:06 2.7 of L> Nuclear Calculation Sheet C cac No. Rw. No. Reg h. z
% C Y' T"CCCYA IO Co ~F-@// $/B D 'f g at lq r *
?MV r w.7c}
} w - -
The folkming values have already been defined in the GIP part of the analysis: - Weight =W := 2204475 lbs H in := 240 1 4% damped acceleration =acc4% := 0.51g ZPA := 0.fg From page 2-7 of Refe:: ace 10 the ovwhurlug moment is defined as follows: a l M := (Ms Hs ace _SSE_0 5 ) .+ ( Mf Hf acc4% )2 + ( Mr Hr - Mf Hf)2 ZPA W H 2 M = 53960924 lbin Per Step 17 of the GIP evaluation, the tank has an overturning moment capacity of 56,084,244 lb-in. As the capacity exceeds the demand, the tank is seismically adequate and the OUTLIER is adequately resolved. ___.- [ , CONLCUSION: The Condensate Water Storage Tant is seismh]!y verified. l . ( i
. . 81-26-1994 ess3!IPM FROM EDE ENGIEERiiG TD 82B13167B14 P.82 05-14-97 15:37:06 .
, ,. . > 1L sif D i
Jenary 21,1994 To: Risk Augustine Fawn: PhD Hashimote i w repenwed *pr A4s evolustion of the Thres Mlle Islerd condensets morset d I conser with she technical approach adapted, including that used fw
- tesolueen. and have W shot 1he reades ehemined are correct.
I . . d ! C - l i . t I l c 1 I! f I - O a
- e e #
[ m mesuraL
\,.
TOTAL P.82 4 4 I l
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