ML20203H044

Rev 0 to Calculation C-295-7.22, Seismic Fragility of RWST T-005 & CST T-121

ML20203H044
Person / Time
Site:	San Onofre
Issue date:	11/22/1995
From:	Kipp T, Nakaki D SOUTHERN CALIFORNIA EDISON CO.
To:
Shared Package
ML19317C819	List: ML20203G879 ML20203G901 ML20203G917 ML20203G931 ML20203G951 ML20203G976 ML20203H026 ML20203H044 ML20203H071
References
C-295-7.22, C-295-7.22-R, C-295-7.22-R00, NUDOCS 9712180288
Download: ML20203H044 (99)

Text

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TABLE OF CONTENTS SAGil0D Page No.

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Purpos.......................................................................................4 2.

Re sult s/C onclu si ons.................................................................

3.

A s sum pti on s............................................................................... 5 4.

De si g n i n put s.............................................................................. 5 5.

Me thod ol og y...................................................'............................ 5 6.

R e f e r a nc e s.....................................................................

7.

N ome ncl a t u r e...................................................................

C om puta ti on:.......................................................................

8.

Appendix 1: Excerpts from Reference 3..................................... 5 pages Appendix II: Spreadsheet Calculations for Mc:

Benchmark Cale and Variability Calculations.........11 pages Appendix I!!: Excerpts from Reference 7.................................... 2 pages Appendix IV: Excerpts from Reference 9................................. 2 pages V I TcTe L. H M 41 i

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1.

Purpose The purpose of this calculation is to estimate the seismic fragility for the SONGS Refueling Water Storage Tank (RWST, T-005) and the Cor.densate Storage Tank (CST, T 121) in support of the IPE:E program.

Location:

Tank Enclosure Bldg. El. 29' Equipment ID No. S21204MT005 (RWST)

Equipment ID No. S21305MT121 (CST) 2.

Results/ Conclusions The seismic fragility of the RWST T-005 bounds the CST T 121. The fragility is evaluated for the RWST and is applicable to both tanks.

Critical Failure Mode: Overturning moment capacity controlled by shell buckling.

Seismic fragility for the HWST T-005 and CST T-121:

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Da O, #; G o. 4 '2.

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HCLPF = j, e 1.65(pa + pu) = 1.4.lg The median capacity and the HCLPF capacity are both expressed in terms of the average 5% damped spectral acceleration over the 1 to 10 Hz range.

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Assumptions No general assumptions are made in the evaluation of the fragility. Assumptions made as part of the calculation process are noted w: thin.

4.

Design inputs The seismic qualification information is given in Ref6rence 1.

The median demand response spectra are provided in Reference 2.

5.

Motivadology The methociology described in References 4 and 5 for evaluating the seismic h

capacity of vertical tanks is followed in this calculation. The design basis qualification report and calculations as well as the IPEEE walkdown sheets are also reviewed.

The dimensions and other significant properties of both the RWST and the CST are reviewed to determine which tank will be more critical, i.e., with the lower capacity. A single fragility is estimated for the most critical tank. This fragility will then be applicable both tanks.

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References 1.

SCE Document S023-40713110-10, " Design Report for 245000 Gallon Water Tank," Brown Minneapolis Tank, Prepared for Bechtel Power g g,/qr; Corporation.

2.

SCE Dwg. S023-40713 54, SO23-407 57,23800-22,20009 2, 3

3.

" SONGS 2 & 3 IPEEE: Probabilistic Seismic Response Analyses of Selected Category l Structures," Draft, Prepared by}Shr, gering Consultants, Q.

QEEgi Prepared for Southern California Edison, N.

.994, iO 4.

" Methodology for Developing Seismic Fragilities," EPRI TR-103959, Prepared fc Electric Power Research Institute, June,1994.

5.

"A F4ethodology for Assessment of Nuclear Power Plant Seismic Margin,"

EPRI NP-6041 SL, Revision 1, Electric Power Research Institute, June, 1991.

6.

Bandyopadhyay, K., et al., " Seismic Design and Evaluation Guidelines for the i

Department of Energy High-Level Waste Storage Tanks and Appurtenances,"

BNL 52361, Prepared for the Department of Energy by the Tank Seismic Experts Panel and Brookhaven National Laboratory, January,1993.

7.

Guidelines for the Seismic Desian of Oil anri Gas Pioeline Systems, ASCE, 1984.

8.

Newmark, N.M. and Hall, W.J., " Development of Criteria for Seismic Review of Selected Nuclear Power Plants," NUREGICR-0098, May,1978.

9.

Valetsos, A. and Tang, Y., "Interad!on Effects in Vertically Excited Steel Tanks," Dynamics of Structures, ASCE,1986, pp. 637 643.

10.

SOUG, " Generic implomentation Procedure (GIP) for Seismic Verification of Nuclear Power Plant Equipment," February,1992, 11.

ASME Boiler and Pressure Vessel Code, Section 111 Appendices,1989.

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References (cont.)

12.

SCE Document S023-407-13-117-9, " Des!gn Report for 150000 Gallon Condensate Storage Tank," Brown Minneapolis Tank, Prepared for Bechtel Power Corp.

13.

Avallone, E.A. and Baumeister, T., Mark's Standard Handbook for Mechanical Enaineeg, Ninth Edition, McGraw Hill,1987.

14.

SCE Calc. C-295-5.08 15.

Rabbat, B.G. and Rusmell, H.G., " Friction Coefficient of Steel on Concrete or Grout," Journal of imm: ural Engineering, ASCE, Vol.111, No. 3., March, 1985, pp. 505 515.

16.

ACI-349, " Code Requirements for Nuclear Safety Related Concrete Structures (ACI 349-85), Amarican Concrete Institute,1985.

17.

" Manual of Steal Construction, Load and Resistance Factor Design," First Edition, AISC,1986.

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Nomenclature k

Median spectral acceleration capacity, expressed in terms of the

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average spectral acceleration of the 5% damped ground spectrum over the 1 to 10 Hz range.

Logarithmic standard deviation associated with randomness variability pg

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t L

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a 1.G93 _(6.5 x 46. 2. ) + ( 7 7.G,g x IG' 3 + ( l649

- 35100 k -f T GSTIMATE HYop.opulAMic. FLuto Fpe.ssup.s

e. mToM d,,

W1.N bat F Ef-E t b 4 ( H - 8 )

k

=.

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1. C'l EsF

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NES&L DEPARTMENT CALCULATION SHEET c,,

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o, ccN C4WVER2,0t

{ Projectof DCPMMP CaJc No. 0- M S

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Subject GOLL 2 M 'd lpegg, t l2.Vl ST Sheet No, l9 REv omoedTOR DATE BIE DATE REV ORIGNATOR DAM RE DAU fo\\ om

%In s

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kg

%2.l2.ot4TAL. (ANVEc-TIVE Moo 5 (2est"olJSE f-UhlPA M EN TA t.,

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he, I'D M5 '

tanh [le336N./g

{267 6 w

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To o.e x b O. 2 7 6 Y, bA H P Q. O, M N3 CO' APfEMPik L 3

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l' 59 h i~ o,c> 'l

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NES&L DEPARTMENT CALCULATION SHEET

"* L,,

,Ac, CCN CQrNER$CN:

Project or DCPMMP Cale No. C '"19 b ~ '7. '21 erN e CCN.-

subject euG< '2 4 3 iFEEE '. FWsT Sheet No.,D REY OR101NA1014 DATE ME DATE REY ORIGINATOR DATE NE DATE

/h OFH

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&/45f r

S,

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=-

%=

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=

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e NES&L DEPARTMENT CALCULATION SHEET PREtW CCN W PAGE C#

CCN CONVERSON:

- Project or DCPMMP Calc No. C '" M 6 ~ l a'E'E ccNm CCN-.

subject soAICes t i E iPPEE ' RWCT Sheet No.1)

Rfv Osuce6AToR DATE pet DATE py once4ATOR DATE 5tf DATE k

UT41

/M/H JEA 2//6M b

{

b b

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=-

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ger s p,

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NES&L DEPARTMENT l

CALCULATION SHEET

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em conconsasm Project of DCPMMP Calc No. O. "MD ~~ ~7e'2'2.

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- subject GotJC4 '2 5 % IFEFA ', EWC'T Sheet No. tt ntv oma s ton mis as mis nry anemion uvs inc un fo\\hs

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"" L j,A, o,

CCN CONVERSOt Project or DCP/MMP Calc No. C ~ Yi 6'7*1%

ysno CCN.-

Subject $ONGS 1 % 3 lPE '< f2WST Sheet No. CD REV ORIGINATCHI DATE ptE DATE REV OR30lNATOR DATE IRE DATE

/oh DP+1

'D/aq avA

<//u/esM h

b mm reem sumumi ess-e_

fv

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(&

4

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=.

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. = w e s.

NES&L DEPARTMENT CALCULATION SHEET PREtw CCN No PAGE Cf CCN CONVER$10N Calc No. C 26)6

~7.77.-

CcNm CCN-( Project of DCP/MMP suyect C.CtWC 4,(2 lPEEE *.12WGT Sheet No '2 9 REY ort 0NATOR DATE mE DATE REV ORIGINATOR DATE IRE DATE g

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1ME Avcto.c,e. tkpitow T A L crEcT rav y ESilMA16 THE EXPECTED McpFH CAPActTy to E6 AFf9 x E.1 X H16HrF-Tt"/ W tssE fx.Lowi% TM NcTrflon av gel: 4 1.1 ECTiHPrco su te uc Top.

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NES&L DEPARTMENT CALCULATION SHEET

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Calc No. C ? '15 - o 1. 3 a.

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Subject MG F-2 % '5 i9 E6 ' C-WST Sheet No. O nry onomuon oars as our ncy onomaron oars ias oars g

/o\\ Pr-H

"/l4/% JtX 2//&/%h 1 r N cWcy FACTon

)AP t> LAW I M P u LC i v t'.

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m

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.s, NES&L DEPARTMENT CALCULATION SHEET CCN CONVERSCet (7[

Project or DCPMMP Calc No. C - TD-M7 ecwe CCN-.

Subject god 65 '2 Yr2 IPEEE : FWsT Sheet No, E #

nsy owsecon oAu su oAn may oncoutoa DAu nas DAW g

pr-+4

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v NES&L DEPARTMENT CALCULATION SHEET DACE OF 1

PREtU CCNov3 CCN CCNVER$10N:

-[* ~

Project or DCPMMP Calc No. C

• ISC) 'I41 ccNwo CCN--

subject foLt(A '2 2 % \\PEEE IdVVsT Sheet No. O onewaren "

oars as om g

arv omomaron oars at cars my

/oh Ac4J -

'%9l% JM e///ts M r

Mope. cousNATiou nu

~t.o f y no jaco sgg or i H e v t. s i v e x eMvective, so oes

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(

s s

fss y, f Pg fuc, 4 7 M g.

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=

3 n

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.=

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v NES&L DEPA3TMENT CALCULATION SHEET Parte ceNNO CAGE Cr CCN CCNVER$0N; Calc No. C-M D ~ 7a O ccwwoCCN-(-

Project or DCPMMP

- suw cure z.t 3. mere 6wsT sw no. z6 s

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,m, C4N (4WVERSION:

.. Propel or DCPMMP Calc No. C " M 6 ' I'M ceuso f.CN.

(

suWeet GoWM 7 V3 IFEEE '. '?-VlC T' SheetNo. Il nev onomaton oats ins oats arv onomion cars ins oats O\\

()lc-t4 bbhq JtX 2//k/lSf6 k,

vg) vc Pri c.M.,

NESPoWCE. I At U.,UDOd IN 51 IO d>, G D 6 TAHN vqtpcA FFE.ZL = 11.1 fi)

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=

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14, o + 3 1 [ - 1. o'i ( B. 9 )

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=

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NES&t. DEPARTMENT CALCULATION SHEET Parou eew wo Pact or CCN COWER &lCWt

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Froject Or DCPMMP Calc No. C - 7.9 C) ~ l *U ccwem CCN-.

Subject SOkMS tl'$ IPEEE ! I-W IT Sheet No. bo MEV OftaGib6ATOft DATE IRE DATE REV CWteGD6ATOft DATE.

INE DATE h

Ja sp}sSA cy-a

'*AV14 A

A f, [. f y, t b ' - f2. P n ]

Ps, 4 Pr sig s

31. [ -I.oq (s.O - o.4 ( M. G) ]

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Project or DCPMMP

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• M 6

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Subject SMC 7 V 3 l PEE 6. ' MMT Sheet No, *s I MEV OsuomATOft DATE IRE DATE MEV Omptilp4A Toft 0418 IRE DATE k

DH-l 4/g JM-t//t.[15h A

A 4

Mlipt/ N CAPAC4TY EVALUA'TI o4

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NES&L DEPARTMENT CALCULATION SHEET e,.,

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Sheet No. 31 Subject Sct45 M S \\9T3 '. E-4.C T any onomaton oats me ons niv ono navoa ons ms oAis

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NES&L DEPARTMENT

. as CALCULATION SHEET

• attw ceN so Pact

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CCN CONYL WON

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Subject SO%f 1M tPOdE '. EWCT Sheet No. T4 nay onisaion oats me cats arv once aton cars ms oats fo\\ OH4

%l4% JnL 2/n{9ef v

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Subject SON (os 2 3 6 \\YEE6

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Sheet No. N subjxt % lfA '? L 3 i PO3' ', 4W/ CT asv oacuroa cava as oats niv oaumron can ms omis fo\\ mt

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CALCULATION SHEET

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NES&L DEPARTMENT CALCULATION SHEET

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,ac, _ o, ccN cowLrwe Calc No, C - TA 6 '7,'T7 ecNuo CCN-(

Project of DCPMMP Subject 60%S f. 4 S it%D '. f-V4 C'T Sheet No, b aty l

onomaton part ses oatt nty monaron part mt pair

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Tank Mornent Capacky Folkwing methodologyof EPRIm-103959 SONOS FfWST Medan Moment Capacity gs tWPWfI FET6% To F W 4 Tank Inout Data:

Tank Parametas R=

210 in Tank Radius WTE =

223.3 k Expected Total Effective TankWt Eqn U-12) detta oo =

1.5 in Permiselbie upilft Ebngatbn Es =

29000 ksi Tank Maternal Elaste Modulus ttw =

0.625 in Tank wallthickness Pcmin =

13.6 pal Mn pressurein compressbn zone @ man M Eqn 9-8)

Pcmax =

76.5 pal Max. pressure in compresebn zone @ max M Eqn 0 -8)

Cb =

7.0 k/n Tank shell cornpresshe buckling strees proceding shts

(

Anchor Bott Para.wters t'

72 Number of equally spaced archor bons ha =

36 in Depth to embedded anchor beving surface te =

17.9 in ht of archor chair above tre tank foundetbn Ab =

4.91 in 2 Nominal area of anchor bott a

Eb =

29000 ksl Bolt Material Elastic Modulus Tcb =

230.4 k Maximum Anchor bottforce proceding shts Kb =

3?c2.6 k Eqn U-23)

Flud Hold-Down Force Parameters Vn =

0 k/in Fluid Hold down force at NA Vo =

0 k/in Flud Hold down force at heel, theta = 0 detta Tt =

0.000 kfm Eqn P-21)

Calculations.

Estmate locaten of neutralaxis theta n =

0.789 rad estn sted angle to NA

<-- Trialinput Value meascred from heel, theta = 0 C1 =

0.720 C2 =

1.674 C3 =

0.376 Eqn U-20)

C4 =

0.978 continues...

2HD1200\\calcirwstrnc.wk1 g %,,

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NES&L DEPARTMENT CALCULATION SHEET pen v ceu.c not et oCW oJWLR&oN.

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Project otOCPMMP Cale No. C - CO '7 < 27-cewso CCN.

S/0)ect 60tifos ZE S IFE ' C W T Sheet No. O prv onomaron oats

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oars asy onomaton cars ms oars

/d\\ aank Mas %Is a ems/\\

1 r Anchor Bott Forem Bolt Trata i n botts Tbi Tbl*R*cos(theial) locaton No.

(rad)

(k)

(k-in) 1 0.0000 1

230.4 49766.4 Eon U-22) 2 0.0673 2

460.6 99154.0 Eqn 9-19) 3 0.1745 2

460.6 96020.7 4

0.2616 2

460.6 96141.3 5

0.3491 2

460.6 93530.2 6

0.4363 2

460.6 90207.4 7

0.5236 2

460.6 66197.9 6

0.6109 2

460.6 61532.5 9

0.6961 2

460.6 76246.5 to 0.7654 2

66.4 10453.6 11 0.6727 2

0.0 0.0 12 0.9599 2

0.0 0.0 13 1.0472 2

0.0 0.0 14 1.1345 2

0.0 0.0 15 1.2217 2

0.0.

C.0 16 1.3090 2

0.0 0.0 17 1.3963 2

0.0 0.0 10 1.4635 2

0.0 0.0 19 1.5706 2

0.0 0.0 20 1.6581 2

0.0 0.0 21 1.7453 2

0.0 0.0 22 1.6326 2

0.0 0.0 23 1.9199 2

0.0 0.0 24 2.0071 2

0.0 0.0 25 2.0944 2

0.0 0.0 26 2.1817 2

0.0 0.0 27 2.2669 2

0.0 0.0 26 2.3562 2

0.0 0.0 29 2.4435 2

0.0 0,0 30 2.5307 2

0.0 0.0 31 2.6160 2

0.0 0.0 32 2.7053 2

0.0 0.0 33 2.7925 2

0.0 0.0 34 2.6796 2

0.0 0.0 35 2.9671 2

0.0 0.0 36 3.0543 2

00 0.0 37 3.1416 1

0.0 0.0 3965.2 761250.5

<-- sum Cm' =

7.01 k/in Maximum shell compressfve forco per length Eqn P-to; 3

Mc =

1326975 k-in

=

110747.9 k-ft Max. Moment Citpacty l Eqn F-19) 2HD1200Walc\\rwstmc.wk1 g,,,,,..

NES&L DEPARTMENT CALCULATION SHEET

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CCN CCPfYf.R$CN:

Calc No.,C

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NES&L DEPARTMENT CALCULATION SHEET

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Pro}*ct of DCPMMP

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h Projectof DCPMMP Cole No. C - 1%~ 7. %7-ecNwo CCN-Sheet No. 'N Subject nry ono mron oats as para nry onomion cars ms pair

/h%Mau %In m. stahs/\\

O O

Tank ShellBuckling Capacity ECC8 Method per EPRI18103950 Tank Shelf inout Paramatars:

R=

• 16 in Tank Radius ttw =

0.625 in Tank WallThickness Et =

29000 ksi Tank Elastic Modulus p=

76.5 pel Tank Fluid pressure sigma y =

36 kal Tank MaterialYield Stress Calculations:

sigma cl =

60.6 ksi Classicalshellbuekling stress Eqn U-46) sNpma h =

26.4 ksi tank wall hoop stress Eqn U-69) alpha ao =

0.3712 Eqn U-61) alpha bo =

0.4899 Eqn U-62)

Fp =

16.9482 Eqn U-67) alpha p =

0.9996 Eqn U-66)

Estimate Ra' =

0.21

<-- Input TrialValue sigma p =

171.39 ksl Eqn U-71)

(lambda p) ^ 2 =

0.210 Eqn U-72) sigma ou =

30.16 ksl Eqn U-70) sigma su =

6.44 kal Tank Shell Buckling Stress Eqn U-74)

Updated RN =

0.21 Eqn U-73)

Match estimated Ra' ECCS Capacty Cb = sigma au

• ttw Eqn U-75)

=

40 khn E.RW NuM$s%f scecw to rc 4 l

2HD1200\\ calc \\eces cb.wk1 l

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NES&L DEPARTMENT CALCULATION SHEET PDElliJ CCN No PACas Ol' CCN COWL &%QN;

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Pro}ect or DCPMMP Calc No. C -7116-7,72.

ceN wo CCN--

sut>j.ci ccm.s t

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DATE ftfV OftIG NATON DATI 1RE DATE o

0>d R Jts

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NES&t. DEPARTMENT CALCULATION SHEET man w eew e PAor cv CCN COWLR&oN:

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NES&L DEPARTMENT CALCULATION SHEET partiu ecw wo rAct or CCN CONVER$1CW:

Project or DCPMMP Calc No. C - 2C 6 ~ 1. T 2 ccwwo CCN-1

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Subject CO kl G 5 t L3 IP66B ' 12 WST Sheet No. G#1 nry onomATom oAft RE DATE REY ORCMATom DATE Ntf DATE g

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NES&L DEPARTMENT CALCULATION SHEET

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,Ac, y

cCN coNYLRSOft

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ProjectorDCP/MMP Calc No. G - 7A B - M1 ceswo CCN -

SheetNo. 7 O Subject 66H M 1 fj.l PEtIE. ' SW fT RfV oRIONAfoR DATE plE DATC REY oROMATom DATE ME DATE O\\

bM N M k/ %

/N

/\\

• t Tank Moment Capacty Folkwing f.wthodologyof EPPJ TM-103959 SONGS RWST Moden Moment Capacky wth Pcmin Tank Inout Data, Tank Parameters R=

216 in Tank Radius WTE =

-51.5 k Expected Total Effectve TankWt Eqn U-12) detta ao =

1.5 in Permissible uplift Elongston Es =

29000 kai Tank Material Elastic Modulus ttw =

0.625 in Tank well thickness Pcmin =

13.6 poi Min. pressure in compression zone @ max M Eqn U-6)

Pcmax =

76.5 psi Max. pressure in compression zone @ max M Eqn U-6)

Cb =

15.0 k/in Tank shell compressive buckling strees preceding shts h

Anchor Bolt Parameters Nb =

72 Number of equally spaced anctor bolts ha =

36 in Depth to embedded anchor bearing surface hc =

17.9 in ht of anchor chair above tre tank foundation Ab =

4.91 in^2 Nominalarea of anchor bolt Eb =

29000 koi Bolt MaterialElastic Modulus Teb =

230.4 k Maximum Anchor bolt force preceding shts Kb =

3962.6 k Eqn U-23)

Fluid Hold-Down Force Parameters Tfn =

0 k/in Fluid Hold down force at NA Tio =

0 k/in Fluid Hold down force at heel, theta = 0 deltaTf =

0.000 k/in Eqn U-21)

Calculatons Estimate location of neutralaxis theta n =

1.4 rad estimated angle to NA

<-- Trial input Value measured from heel, theta = 0 C1 =

0.913 C2 =

1.632 C3 =

0.622 Eqn U-20)

C4 =

1,465-continues..

2HD1200Walc\\rwetmc.wk1 g %,,,

.ca s n as = ein

<g, s'

NES&L DEPARTMENT CALCULATION SHEET y

ccN cowvtasot

(

Project or DCP/MMP Cale No. d ~ bNd'I 1 ccNNo CCN--

SCW(iss III6 II'OSE CWST Sheet No. l l Sub M nry onomatom cats me cats msv onomaton cars as cats g

/oh QUk.4MA %l% #

r/h b

^

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k_

Anchor Bolt Forces Bolt Theta i n botts Tbi I Tbi'R*cos(thetal)

Lwaton No.

(rad)

(k)

I (k-in) 1 0.0000 1

230.4 49766.4 Eqn U-22) 2 0.0873 2

460.8 99154.0 Eqn F-19) 3 0.1745 2

460.8 98020.7 4

0.2618 2

460.8 96141.3 5

0.3491 2

460.8 93530.2 6

0.4363 2

460.8 90207.4 7

0.5236 2

460.8 86197.9 8

0.6109 2

460.8 81532.5 9

0.6981 2

460.8 76246.5 to 0.7854 2

460.8 70380.3 11 0.8727 2

460.8 63978.5 12 0.9599 2

460.8 57089.7 13 1.0472 2

460.8 49766.4 14 1.1345 2

460.8 42064.4 15 1.2217 2

460.8_

34042.2 to 1.3090 2

460.8 25761.0 17 1.3963 2

35.1 1318.3 18 1.4835 2

0.0 0.0 19 1.5708 2

0.0 0.0 20 1.6581 2

0.0 0.0 21 1.7453 2

00 0.0 22 1.8326 2

0.0 0.0 23 1.9199 2

0.0 0.0 24 2.0071 2

0.0 0.0 25 2.0944 2

0.0 0.0 26 2.1817 2

0.0 0.0 27 2.2689 2

0.0 0.0 28 2.3562' 2

0.01 0.0 29 2.4435 2

0.0 0.0 30 2.5307 2

0.0 0.0 31 2.6180 2

0.0 0.0 i

32 2.7053 2

0.0 0.0 33 2.7925 2

0.0 0.0 34 2.8798 2

0.0 0.0 35 2.9671 2

0.0 0.0 36 3.0543 2

0.0 0.0 37 3.1416 1

0.0 0.0 7177.5 l

1115197.7

<-- sum Cm' =

15.06 k/in Maximum shell compressive force per length Eqn F-18)

(

Mc =

2261745 k-in

=

188478.7 k-ft Max. Moment Capacity l Eqn F-19) 2HD1209Walc\\nvstmc.wk1 g m,,,,

.c u-. i...

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NES&t. DEPARTMENT CALCULATION SHEET c,,,,

c, CCN CONVERSION:

Calc No. C *TA 6 "'7,7 7.

p woCCN-(i Project or DCPMMP Sheet No. 71 Subject G,Did hC D 3 I dGI ' MIL T nry onneuron oats ins cars arv oncouron cars ins oars

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j NES&L DEPARTMENT CALCULATION SHEET PAC,8 or pantucewwo ccN coNVERSON:

Calc No. C " EW 7' T1 ccNwo CCN-Prokct or DCPMMP Subject bd 6<, T-4'2.s IFt"EE < 12.WST Sheet No. W nry onomaton pais m

oats aty oncuaron oats ins oats g

/N.w W- %s e gh/\\

Tank Moment CapacRy Following methodologyof EPRITR-103959 SONGS RWST Elristic Mcment at Median Moment Demand (w/ SF = 3.2) with Pcmin Tank locut Data:

Tank Parameters R=

216 in Tank Radius WTE =

-51.5 k Expected Total Effective TankWt Eqn F-12) detta eo =

0.061 in Permissible upint Uongation Es =

29000 kal Tank Material Elastic Modulus ttw =

0.625 in Tank wall thickness Pcmin =

13.6 psi Min. pressure in compression zone @ max M Eqn U-6)

Pcmax =

76.5 pel Max. pressure in compression zone @ max M Eqn U-6)

Cb =

15.0 k/in Tank shell compressive buckling stress preceding shts hi Anchor Bolt Paremeters Nb =

72 Number of equaty spaced anchor bolts ha =

36 in Depth to embedded anchor bearing surface he =

17.0 in ht of anchor chair above the tank foundation Ab =

4.91 in^2 Nominal area of anchor bolt Eb =

29000 kal Dolt Material Elatic t/.odulus Tcb =

215.6 k Maximum Anchor boltforce preceding shts Kb =

214.0 k Eqn 9-23)

Fluid Hold-Down Force Paramett:s Tfn =

0 k/In Fluid Hold down force at NA l

Tio =

0 k/in Fluid Hold down force at heel, theta = 0 delta TI =

0.000 kfin Eqn U-21)

Calcittatinng:

Estimate location of neutral axis theta n =

1.4 rad estimated angle to NA

<-- Trial input Value measured from heel, theta = 0 C1 =

0.913 C2 =

1.632 C3 =

0.622 Eqn (7 -20)

C4 =

1.485 l

continues..

2HD1200\\ calc \\rwstmc wk1 l

g __

l

...........3 l

l

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NES&t. DEPARTMENT CALCULATION SHEET Pact or y,y tad ecw e ccN cowvtnsoe Projectof DCPMMP Calc No _ C

• 2A C

'7,7. 2-ecww CCN-8 Sheet No. N Subject sc44G5 4.13 iPEEE ' 9-W CT nry onomaton oats or oats nry oncouton cars as ears fo\\ t%W4W 'lele see. 2/4s/\\

O O

Anchor BoR Forces BoR Theta i n bolts Tbl Tbl*R*cos(thetal)

Location No.

(rad)

(k)

(k-in) 1 0.0000 1

214.0 46220.0 Eqn F-22) 2 0.0673 2

426.0 91066.0 Eqn U-19) 3 0.1745 2

420.1 89369.3 4

0.2618 2

410.4 85624.6 5

0.3491 2

396.9 80553.8 6

0.4363 2

379.7 74322.2 7

0.5236 2

358.9 67133.7 6

0.6109 2

334.7 59223.9 9

0.6961 2

307.3 50653.5 10 0.7654 2

276.9 42299.6 11 0.8727 2

243.8 33847.6 12 0.9599 2

206.1 25782.0 13 1.0472 2

170.2 15377.7 14 1.1345 2

130.3 11891.4 15 1.2217 2

86.7' 6553.6 16 1.3090 2

45.8 2561.1 17 1.3963 2

1.9 71.2 18 1.4835 2

0.0 0.0 19 1.5706 2

0.0 0.0 20 1.6581 2

0.0 0.0 21 1.7453 2

0.0 0.0 2?

1.8326 2

0.0 0.0 23 1.9199 2

0.0 0.0 24 2.0071 2

0.0 0.0 25 2.0944 2

0.0 0.0 26 2.1817 2

0.0 0.0 27 2.2689 2

0.0 0.0 26 2.3562 2

0.0 0.0 29 2.4435 2

0.0 0.0 30 2.5307 2

0.0 0.0 31 2.6180 2

0.0 0.0 32 2.7053 2

0.0 0.0

+

33 2.7925 2

0.0 0.0 34 2.8796 2

0.0 0.0 35 2.9671 2

0.0 0.0 36 3.0543 2

0.0 0.0 37 3.1416 1

0.0 0.0 4413.6 786351.1

<-- sum Cm' =

9.22 k/in Maximum sheit compressive force per to:igth Eqn F-18) l Mc =

1488200 k-in

=

124016.7 k-ft Max. Moment Carsetty l Eqn F-19) 2HD1209) calc \\rwstmc.wk1 g%,

us n..n== w ein 1

w

n '

NES88. DEPARTMENT CALCULATION SHEET c,,

c,

,ao, ccu convtasm Calc No. C - 7A 5 - 7. T t ecu m CCN._.

(

Project t. DOPMMP sheet No. 7 5 Sub>ct Go M G s 'L t S I FEE I twsT nry onemnon oars as ons asy onomuon cars me care

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e NES&t. DEPMATMENT CALCULATION SHEET PRELM etN NO PAPE of CCN CONytRSr W:

Calc No. _C - 1%

• 7. tL cewuo CCN.-

(

- Project or DCPMMP Subject 60NG* C 1 E 3 WCCE. 5 M ST Sheet No. ~7 &

arv ono mvon oats an pr.Ts arv onomion cars me ocTs g

M Lk+@WN 'l* /w A

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1 CHF.Lf-GHEA F.

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2-f

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=

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NES&L DEPARTMENT CALCL'LATION SHEET

""L ms ccw ccmensoe

(~

Project or DCPMMP Cale No. C

• t% 'I 4L ccwso CCN-.

subject sotlGi fa 3 IFEEG ' 1. WIT Sheet No. [

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/oK % %lduk 4'{%

Jet s/s/s f d

/\\

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s II73'7CD E~FT Stear Foto: Capacities of Bolts 0 oTM ptMAWD Wadial =

16.6 klas V rraut =

195 Idps med Pult =

230.4 Idps Bolt Thetai n bolts Tbl Vt incation No.

(red)

M N

1 0.0000 1

214.0 72.3 2

0.0673 2

426.0 148.7 3

09745 2

420.1 100.2 4

0.2616 2

410.4 177.4 5

0.3491 2

396.9 196.2 6

0.4363 2

379.7 221.0 7

0.5236 2

356.9 244.6 C

C.6100 2

334.7 268.0 9

08961 2

307.3 290.6 10 0.7854 2

276.9 311.7 11 0.2727 2

243.8 331.0 12 0.9GG 2

208.1 348.0 13 1.0472 2

170.2 362.4 14 1.1345 2

130.3 374.1 15 1.2217 2

88.7 382.7 16 1.3090 2

45.8 368.1 17 1.3963 2

1.9 390.0 18 1.4835 2

0.0 OA 19 1.5708 2

0.0 0.0 -

20 1.6581 2

0.0 0.0 21 1.7453 2

0.0 0.0 22 1.8326 2

0.0 0.0 23 1.9109 2

0.0 te.0 24 2.0071 2

0.0 0.0 25 2.0944 2

0.0 0.0 26 2.1817 1

0.0 0.0 27 2.2669 2

0.0 0.0 28 2.S562 2

0.0 0.0 29 2.4435 2

0.0 0.0 30 2.5307 2

00 0.0 31 2.6180 2

0.0 0.0 32 2.7053 2

0.0 0.0 33 2.7925 2

0.0 0.0 34 2.8796 2

0.0 0.0 35 2.9671 2

0.0 0.0 l.

36 3.0543 2

0.0 0.0 37 3.1416 1

0.0 0.0 4413.6 46G8.9

(

7 2HD1200'c.alc\\rwstv.wk1 Q % --

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NES&l. DEPARTMENT CALCULATION SHEET Pact et parou ecuso CCN COCER$CN; Cale No. C -TA 4 - 7.t1 ceuwe CON-(

Project or DCPMMP Sheet No. 'l b 4 Cot 4GC t t 3 19E6' 6 ' RW C'T~

REV OsucMATOR DATI IRE DATE REV ORCDeATOR DATE BRE DATE fo\\ r)aNh */4w ae zA,/9sA b

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' NES&L DEPARTMENT l

CALCULATION SHEET PDFtW CCwNo PACE Or CCN COWERSOt Project or DCPMMP Cale No. C 'l4 6

'I,12-ecN wo CCN-Sub}ect 50bl65 1 \\ 3 IPEE.6 ' M ST Sheet No. M nry oniowATon oats mis pair my onomaton cars was can g

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CALCULATION SHEET c,

,,c, ccN cONVERSON:

. Project or DCPMMP Cale No. C - 2'1 S

'7 I'L ccNm CCN-k Subject SON 6S 2 Y 1 19ET ' NW5T Sheet No. 1'l nry onessATon o4TE ms ears arv oncouron cats ins oars g

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I9e Frequency (Hz) y I 9

dN Notes:

F All floors between Basemat and E1. 60*

Applicable to NS and EW Directions M

BETA calculated on 5% damped spectra

--t t4 i&

TANK BUILDING: Basemat to El. 60*

Log Std Deviation of Horiz. Spectra, 2xSSE Leve]

cia 2s.tok

71 m%E.4 gUUE2c53U~

gg@oOUj g~m~"

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,V c

, p-8

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10 so 10 XQ Frequency (Hz)

OI Legend:

Notes:

9 Center BETA calculated on Zi; damped spectra h

At Large CST l

At Small CST p

d I

At East RWST At West RHST H

t O

TANK DUILDING: Basemat Log Std Deviation of Vert. Spectra. 2xSSE' Level cab 2s.tnk

NES&L. DEPARTMENT

" ~ ~ '

CALCULATION SHEET c,

y ccN oowansm

- Project of DCPMMP Cale flo. 6

• 7A h

• 7 11 cCN m CCN-

-. mu.s 2, s Swsc

.i n o. 1 - i av o w.maron oata

=

cava niv onomion cars

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l n

V l

l l

,n

f' NESat. DEPARTMENT CALCULATION SHEET c

, e.,

o, con owaum Csic No. 6 - M #2~l*

ccN e CCN -

Propc1or DCP/MMP subject f4N(4 t ( ?> IFEEE 1 E-WC T Sh'et No. TT 4 uv unomion osis

,is oats niv oaowtoa cavi m

cats g

fo\\ cm Ww

1. b /\\

m b

b Tank Morrett CapacRy Following rnethodology of EPRI TR-103959 Example lank in EPRI NP-6041 -OL and EPRI TR-103959 4'@ C Mi# W<-

Benchmark calculaton: Median Morrerd Capacty in TR-103059 w cat,,C t/L/ T IGN Tank inout Data-Tank Parameters R=

240 in Tank Radius WTE =

63.2 k Expected Miri Total EffectNo Tank Wt Eqn F-12) detta oo =

1.5 in Permosable uplift Elongatbn Es =

27700 kol Tank MaterialElastic Modulus ttw =

0.375 in Tank wall thekness Pcmin =

19.4 pel Min, pressure in compreselon more @ max M Eqn U-6)

Pernax =

27.6 psi Max. pressure in compression zone @ max M Eqn U-6)

Cb=

6.0 k/in Tank shell compressNe buckling strees preceding this b

Anchor Bott Parameters V

Nb =

8 Number of equally spaced archor bolts ha =

26.5 in Depth to embeddeo anchor bearing i.urface he =

24.75 in ht of anchor chalt above the tank foundaten Ab =

3.14 in^2 Nominal area of anchor bott Eb =

29000 ks' Dott Mater 6al Elastic Modulus Tbc =

144 k Maximum Anchor boltforce preceding thts Kb =

2565.1 k Eqn U-23)

Fluid Hold-Down Force Paratteters TTn =

0.14 k/in Flud Hold down force at NA Tio =

0.065 h/in Flud Hold down force at heel, theta = 0 detta T1 =

-0.021 h/in Eqn U-21)

Calculatons:

Estimate locaton of neutral axis theta n =

2.55 rad estutated angle to NA measured frc.n heel, theta = 0 C1 =

2.551 C2 =

0.757 C3 =

3.727 Eqn U-20)

C4 =

1.646 continues...

?HD1DO9waletrwstmc wk1

~

g,,,,,,, %,

ses ei 4 s s.:w eres

. ;e l*

NES&L DEPARTMENT CALCULATION SHEET

""" l c,

, c.,

o, cca ccmtum Cale No. C " 79US " le 7 'i.-

cewaCCN-

{~

Projectof DCPMMP Sheet No, I~ 3 Subject 60 4 M T ( $ I FF6 G ', SW G T mtv ono maton oast ma can arv cacmaton oatt me oats

/hN nui

%M Jn 4& /N 3

Anchor Bott Forces Bott Theta i n bolts Tbl Tbi'R*cos(thetnD

_Lo_caton No-

- (red)

(k)

(k-in) 1 0.0000 1

144.0 34500 0 Eqn U-22) 2 0.7854 2

' 268.0 46875.2 Eqn F-19) 3 1.5706 2

268.0 0.0 4

2.3562 2

286.0

-48075.2 5

3.1416 1

00 0.0 1008.0 34560.0 Cm' =

6.47 k/n Maximum shell compressNe force per length Eqn F-18) 1 Mc =

323800 k-in

=

26984 o k-ft Max. Moment capacity l Eqn U-19)

V h

p1209Walc\\rwstmc wk1 g,,.,,,,,,,

na no ene new stee

,.>f*

NES&L DEPARTMENT CALCULATION SHEET.

"~ ~1,,,

,x, o,

ccN cosvt.nsov

(

Project of DCPMMP Calc No. C * '2% - h TT ccwv) CCN.

Sheet No. T ~ h Subject CoH(oS

'2. # 3 i PE6, t f?.Vl<1 nry onomaton oats as oart any ono maton oats sns oats

/cNawsA %

at eMe /\\

j 1 r Tank Moment CapacRy Folkwing rnethodology of EPRI TR-103959 BONOS RWST l

Variabilty Study; Reduced Cb Tank Shell Buckling Capacty Tank Inout Data.

Tank Parameters R=

216 in Tank Radius WTE =

223.3 k Expected Total EffectNo TankWt Eqn F-12) delta eo =

1.5 in Permissible uplift Elongaten Es =

29000 ksl Tank Material Elastic Modulus ttw =

0.625 Ir-Tank wallthiclwss Pcmin =

13.6 pal Min. pressure in compression zone @ max M Eqn 9-6)

Pcmax =

76.5 pal Max. pressure in compresabn zone @ max M Eqn U-6)

Cb =

4.5 k/in Tank shell compressNe buckling strees preceding shts h

Anchor Bolt Parameters Nb =

72 Number of equally spaced anctor bolts ha =

36 in Depth to embedded anchor bearing surface te =

17.9 in ht of anchor chalf above the tank foundation Ab =

4.91 in^2 Nominal area of anchor bolt Eb =

29000 kal Bolt Maternal Elastic Modulus Te.b =

230.4 k Maximum Anchor bott force preceding shts Kb =

3962.6 k Eqn (7-23)

Flu 6d Hold-Down Force Parameters 11n =

0 h/in Fluid Hold down force at NA Tio =

0 k/in Fluid Hold down force at heel, theta = 0 detta T1 =

0.000 k/in Eqn y-21) palculatiorm:

Estimate location of neutralaxis theta n =

0.526 rad estimated angle to NA

<-- Trial Irput Value measured from heel, theta = 0 C1 =

0.675 C2 =

1.636 C3 =

0.236 Eqn P-20)

C4 =

0.661 continues...

2HD1200\\ calc \\rwstmc.wk1 p. _,,,

m.........,..

,.*{'

NES&L DEPARTMENT CALCULATION SHEET

,so, o,

ccN coNytuse:n t: sic No. C " Z%

'le'l7.

ecw uo CCN.

(

Project or DCP/MMP Sheet No. E ~ b Subject %Jc G 14 % IPtiEE ' F-WG'T asy oncesaton oats es oats aty oncesaton pais we oars g

foRQdskbid%* '(v(s sgp $figf

~

A O

Anchor Bolt Forces Bolt Thetal n botts Tbl Tt#R*cos(thetaQ Location No, (red) _

(k)

(k-in) 1 0.0000 1

230.4 49766.4 Eqn U-22) 2 0.0673 2

460.6 99154.0 Eqn F-19) 3 0.1745 2

460.6 96020.7 4

0.2616 2

460.6 96141.3 5

0.3491 2

460.6 93530.2 6

0.4M3 2

460.6 90207.4 7

0.5236 2

126.6 24047.3 6

0.6100 2

0.0 0.0 9

0.6961 2

0.0 0.0 10 0.7654 2

0.0 0.0 11 0.6727 2

0.0 0.0 12 0.9599 2

0.0 0.0 13 1.0472 2

0.0 0.0 14 1.1345 2

0.0 0.0 15 1.2217 2

0.0 0.0 16 1.3090 2

0.0 0.0 17 1.3963 2

0.0 0.0 16 1.4835 2

0.0 0.0 19 1.5706 2

0.0 0.0 20 1.6561 2

0.0 0.0 21 1.7453 2

0.0 0.0 22 1.6326 2

0.0 0.0 23 1.9199 2

0.0 0.0 24 2.0071 2

0.0 0.0 25 2.0944 2

0.0 0.0 26 2.1617 2

0.0, 0.0 27 2.2689 2

0.0 0.0 26 2.3562 2

0.0 0.0 29 2.4435 2

0.0 0.0 30 2.5307 2

0.0 0.0 31 2.6100 2

0.0 0.0 32 2.7053 2

0.0 0.0 33 2.7925 2

0.0 0.0 34 2.6796 2

0.0 0.0 35 2.9671 2

0.0 0.0 36 3.0543 2

0.0 0.0 37 3.1416 1

0.0 0.0 2663.0 550667.3

<-- sum Cm' =

4.51 k/in Maximum shell compressive force per length Eqn F-16) h 1

Mc =

695015 k-in

=

745646 k-ft Max. Moment Capacity i Eqn (7-19) 2HD1200'calcirwstmc.wk1 Q en.w = =w=e m

.cs. n as=ene

s NES&L DEPARTMENT CALCULATION SHEET

,Ao, o,

CCN COtVLrisioN:

Cal: No, C " Dib ~ 'I 4'2 ccw e CCN.

Project or DCP/MMP subject 5oH c> s ? M IPEE6 < @ CT Sheet No. II - b AIV oneGINATo4 OATf IRE DATs RIV oRChaTon 0 ATE IRE DATI

/o\\p u;<\\ 4 M a k(Yr JU. t/n/% f v

Tank Moment Capacity Foikming rnethodologyof EPRITR-103959 SONGS RWST Variabilty Study Reduced Tcb Anchor Bolt Tension Capac_L Tank inout Data' Tank Parameters A=

216 h Tank Radius WTE =

223.3 k Expected Total Effective TankWt Eqn U-12) detta eo =

1.5 h Permissible upilft ElonDation Es =

29000 ksi Tank Material Dastic Modulus ttw =

0.625 h Tank wallthickness Pcmh =

13.6 psi Min. pressure h compression zone @ max M Eqn U-8)

Pernax =

76.5 psi Max. pressure in compression zons @ max M Eqn 9-8)

Cb =

7.0 k/in Tank shell compressive buckhng stress preceding shts Anchor Bolt Parametws

',r Nb =

72 Number of equally spaced anchor bolts ha =

36 h Depth to embedded anchor bearing su, face he =

17.9 h ht of anchor chair above the tank foundation Ab =

4.91 h^2 Nomhal area of anchor bolt Eb =

29000 kal Bolt MaterialElastic Modulus Tcb =

202.3 k Maximum Anchor bolt force preceding shts Kb =

3962.6 k Eqn U-23)

Fluid Hold-Down Force Parameters Tfn =

0 k/in Fluid Hold down force at NA Tio =

0 k/in Fluid Hold down force at heel, theta = 0 l

detta T1 =

0.000 k/in Eqn P-21)

Calculations:

Estimate location of neutral axis theta n =

0.875 rad estimated angle to NA

<-- Trial input Value measured from heel, theta = 0 C1 =

0.739 C2 =

1.681 C3 =

0.425 Eqn U-20)

C4 =

1.067 l

l continues...

2H01209\\ calc \\rwstric.wk1 O~=-,

l l

l' s

NES&t. DEPARTMENT

" ~ ~ '

CALCULATION SHEET

,Ac, o,

CCN COWLRSION:

Cale No. C ' TD ~ 7. T'I ccN we CCN -

Project or DCPMMP Subject S W G 5 E T 3 IF E E ', ft W s i sh. i wo. T -1 MEY OMEGMATOR DATE mt DATE MfV ORC NATOR DATE ME DATE fo\\ 9444u %

sa *A/rc/\\

r Anchor Bolt Forces Bolt Theta l n botts Tbi 1bl*R*cos(thetmQ Location No.

(ead)

(k)

(k-in) 1 0.0000 1

202.3 43696.8 Eqn U-22) 2 0.0673 2

404.0 87061.0 Eqn U-19) 3 0.1745 2

404.6 86065.9 4

0.2618 2

404.6 64415.7 6

0.3491 2

404.0 8J123.1 6

0.4363 2

404.6 79205.5 7

0.5236 2

404.6 75665.1 8

0.6109 2

404.6 71588.6 9

0.6981 2

404.6 66947.4 10 0.7854 2

404.6 61796.6 11 0.8727 2

39.5 5488.7 12 0.9599 2

0.0 0.0 13 1.0472 2

0.0 0.0 f

14 1.1345 2

0.0 0.0 V

15 1.2217 2

0.0 0.0 16 1.3090 2

0.0 0.0 17 1.3963 2

0.0 0.0 18 1.4835 2

0.0 0.0 19 1.5706 2

0.0 0.0 20 1.6581 2

0.0 0.0 21 1.7453 2

0.0 0.0 22 1.8326 2

0.0 0.0 23 1.9199 2

0.0 0.0 24 2.0071 2

0.0 0.0 25 2.0944 2

0.0 0.0 26 2.1817 2

0.0 0.0 27 2.2689 2

0.0 0.0 26 2.3562 2

0.0 0.0 29 2.4435 2

0.0 0.0 30 2.5307 2

0.0 0.0 31 2.6180 2

0.0 0.0 32 2.7053 2

0.0 0.0 33 2.7925 2

0.0 0.0 34 2.6798 2

0.0 0.0 35 2.9671 2

0.0 0.0 36 3.0543 2

0.0 0.0 37 3.1416 1

0.0 0.0 3883.2 744074.5

< -- sum Cm' =

7.03 k/in Maximum shell compressive force per length Eqn F-18)

I Mc =

1295072 k-6n

=

107922.7 k-ft Max. Moment Capacity I Eqn F-19) 2HD1209) calc \\rwstmc.wk1 o

. ;.. e' '

NES&L DEPARTMENT CALCULATION SHEET

""" L oci y_

ccN cowvmoN; Csic No. C - M6 - 7. T2 ccem CCN--

(

Project or DCPMMP Sheet No I'O Subject SOHc,c t & S IFEE

• F-W S'I' nry ono mion oats ns oats arv onomion oars iss cars bbb

/k5 M 2[/ 15.

Tank Moment Capacity Folkwing methodology of EPRI TR-103959 SONCS RWST Variabilty Study. Increased Fluid Pressure Pcmax Tank inout Data:

Tank Paramotors R=

216 in Tank Radius WTE =

223.3 k ExpectedTotalEffecWe TankWt Eqn F-12) detta eo =

1.5 in Permmelble uplet Elongation Es =

29000 kal Tank MateralElastic Modulus ttw =

0.625 in Tank wallthickness Pcmin =

13.6 pel Min. pressure in compression zone @ max M Eqn U-8)

Pcmax =

64.5 poi Max. pressure in compression zone @ max M Eqn U-8)

Cb =

5.2 k/in Tank shell compressNe buckling strees preceding shts

(~

Anchor Bolt Parameters Nb =

72 Number of equally spaced anchor botts ha =

36 in Depth to embedded anchor beanng surface ho =

17.9 in ht of anchor chair abow the tank foundation Ab =

4.91 in^2 Nominal area of anchor bolt Eb =

29000 ksi Bolt Material Elastic Modulus Tcb =

230.4 k Maximum Anchor bott force precedireg thts Kb =

3962.6 k Eqn U-23)

Fluki Hold-Down Force Parameters Tin =

0 k/in

'lud Hold down bree at NA T1o =

0 k/in Fluid Hold down force at heel. theta = 0 dvti 11 =

0.000 k/in Eqn U-21)

Calculations.

Estrnatelocation of neutralaxis theta n =

0.613 rad estimated angle to f4A

<-- Trial input Value measured from heel, theta = 0 C1 =

0.688 C2 =

1.650 C3 =

0.279 Eqn U-20)

C4 =

0162 continues...

2HDt 200 talc \\rwstmc.wk1 Q w a =.ma ss.

as e... e

.re.

_s--W w

J

• • . ej*

NES&t. DEPARTMENT CALCULATION SHEET

["c'_

,ao, o,

ccN comasow h

Project of DCPMMP Cale No.C ' VO

• 7. El ecw wo CCN--

Subject #_4l45 b l 3 IP*9E

• 4* W G I Sheet No. I ~$

once.aton oats ms cat nn one avon osts sw cars an

/h0MMa *sts

• M+c /\\

/\\

/\\

l3 e

Anchor Bolt Forces Bott Thetai n botts Tbi Tbl*R*cos(theinl) locatr>n No.

(rad)

(M (k-in) 1 0.0000 1

230.4~

49706l4 Eqn U-22) 2 0.0873 2

460.8 99154.0 Eqn F-19) 3 0.1745 2

460.8 90020.7 4

0.2618 2

460.8 96141.3 5

0.3491 2

4608 93530.2 0

0.4363 2

460.8 90207.4 7

0.5236 2

460.8 86197.9 8

0.6109 2

53.4 9444.6 9

0.6981 2

0.0 0.0 10 0.7854 2

0.0 0.0 11 0.8727 2

0.0 0.0 12 0.9599 2

0.0 0.0 13 1.0472 2

0.0 0.0 ol I.

14 1.1345 2

0.0 0.0 V

15 1.2217 2

0.0 0.0 16 1.3090 2

0.0 0.0 17 1.3963 2

0.0 0.0 18 1.4835 2

0.0 0.0 19 1.5708 2

0.0 0.0 20 1.6581 2

0.0 0.0 21 1.7453 2

0.0 0.0 22 1.8326 2

0.0 0.0 23 1.9199 2

0.0 0.0 24 2.0071 2

0.0 0.0 25 2.0944 2

0.0 0.0 26 2.1817 2

0.0 0.0 27 2.2689 2

0.0 0.0 28 2.3562 2

0.0 0.0 29 2.4435 2

0.0 0.0 30 2.5307 2

0.0 0.0 hI:

2.6180 2;

0.0 '

O.0 32 2.7053 2

0.0 0.0 33 2.7925 2

0.0 0.0 34 2.8798 2

00 0.0 35 2.9671 2

0.0 0.0 36 3.0543 2

0.0 0.0 37 3.1418 1

0.0 0.0 3048.6 622462.5

<--sum Cm' =

5.21 kfin Maximum shell compressive force per length Eqn U-te) 1 Mc =

1023364 k-6n

=

85?60.3 k-ft Max. Moment Capacnv I Eqn F-19) 2HD1200\\ calc \\rwstmc.wk1 O

. ls. e' '

KES&L DEPARTMENT CALCULATION SHEET

"~~;,.

m, o,

OCh GOWLREON.

h Project or DCPMMP Calc No. C

• Z16 - 7. I2.

ecw e C C N..

subject f otlM 'Z r_ $ i9Enn s gy/OT ss,,, yo I - 10 arv ono mion ears

=

oats arv oacmion oats ins oats

/%w%

'Ive sw sk/s/\\

/\\

/\\

b3 Tank Moment Capacty Folkwirq metrodologyof EPRITR-103959 SONGS RWST Variabilty Study; Reduce ( Max Uplet dehn so Tank input Opta:

Tank Parameters R=

216 in Tank Radius Wl'E =

223.3 k Expected TotalEffec#ve TankWt Eqn F-12) detta oo =

0.54 in Permissible uplift Elongation Es =

29000 kal Tank MaternalElastic Modulus ttw =

0.625 in Tank wallthickness Pcmin =

13.6 psi Min. pressure in compressnon tons @ rnax M Eqn U-8)

Pcmax =

76.5 pel Max. pressure in compression zone @ max M Eqn U-8)

Cb =

7.0 k/n Tank shell compressive buckling stress preceding shts O

Anchor Bolt Parametus O

Nb =

72 Number of equalY spaced anchor bolts ha =

36 in Depth to emtedded anchor bearing surface ho =

17.9 in ht of enchor chair above the tank foundation Ab =

4.91 in 2 Nominal area of anchor boll a

Eb =

29000 kol Bolt MaterialElastle Modulus Tcb =

230.4 k Maximum Anchor boltforce preceding shts Kb =

1426.5 k Eqn U-23)

Fluki Hold-Down Force Parameters Tin =

0 kfin Fluid Hold down force at NA Tio =

0 h/n Fluid Hold down force at heel, theta = 0 detta T1 =

0.000 h/ln Eqn U-21)

Calculatione Estimate location of neutralaxis theta n =

0.795 rad estimated angle to NA

<-- Trial input Value measured from heel. theta = 0 C1 =

0.721 C2 =

1.674 C3 =

0.378 Eqn U-20)

C4 =

0.955 continues...

C 2HD1200\\ calc \\rwstmc.wk1 o

..,=. -

NES&t. DEPARTMENT CALCULATION SHEET

, e e,,,

,ac, o,

CCN CONYLP&ON:

Cale No. 0

• M ~ 1 M cew e C C N..

(~

Project or DCPMMP Sutsect 3CH Cd 1Y3IVn15FWST Sheet No. U

• II nry oniowton patt sw Datt nry orc mfoR DATE mE DATI g

/oK 9wMli+Adi 'It sI% Ja. sp/uA 1r Anchor Bolt Forces Bolt Theta i n bolts Tbl Tbl*R*cos(theta $

_ l.ocaton No.

(rad)

(k)

(k-in) 1 0.0000 1

230.4 49766.4 Eqn U-02) 2 0.0873 2

400.8 99154.0 Eqn F-19) 3 0.1745 2

460.8 98020.7 4

0.2618 2

460.8 96141.3 5

0.3491 2

460.8 93530.2 6

0.4363 2

460.8 90207.4 7

0.3236 2

460.8 66197.9 8

0.8109 2

460.8 81532.5 9

0.6961 2

460.8 78240.5 10 0.7854 2

64.9 9918.8 11 0.8727 2

0.0 0.0 12 0.9599 2

0.0 0.0 13 1.0472 2

0.0 0.0 14 1.1345 2

0.0 0.0 7

15 1.2217 2

0.0 0.0 16 1.3090 2

0.0 0.0 17 1.3963 2

0.0 0.0 18 1.4835 2

0.0 0.0 19 1.5708 2

0.0 0.0 20 1.6581 2

0.0 0.0 21 1.7453 2

0.0 0.0 22 1.8320 2

0.0 0.0 23 1.9199 2

0.0 0.0 24 2.0071 2

0.0 0.0 25 2.0944 2

0.0 0.0 28 2.1817 2

0.0 0.0 27 2.2689 2

0.0 0.0 28 2.3562 2

0.0 0.0 29 2.4435 2

0.0 0.0 30 2.5307 2

0.0 0.0 31 2.6100 2

0.0 0.0 32 2.7053 2

0.0 0.0 33 2.7925 2

0.0 0.0 2.8798 2

0.0 0.0 34 i

35 2.9671 2

0.0 0.0 36 3.0543 2

0.0 0.0 37 3.1416 1_

0.0 0.0 3981.7 780715.7

<-- sum Cm' =

7,02 k/in Maximum shell compressive force per length Eqn U-te) l Mc =

1329142 k-k1

=

110761.9 k-ft Max. Moment Capacay l Eqn F-19) 2HD1200\\ calc \\rwstmc.wk1 o---

NES&L DEPARTMENT CALCULATION SHEET coniu eew en Pact er CCN CONYL 84ON:

Calc No. _C

• 7A6 ' 7 'N ecwie CCN-(

Pro &ct of D(,PMMP Suyect CCPNG.<, 7, r, W t PEEE. F W5T Sheet No. 3 " l _

nry onomaton oars a

DaTE mv cacmatoa DaTE W

DATE

"/% =

ehs/\\

j fo\\

14 9 A

A u

hPV6H QI s' g

W ccY PT Ftzo M 1EFEF4NC6 7

'l PMGs INCL.

covqt cHT l

l o.

i

p,

+

w 3;3 susnic inKPI(A "stil3N'i SMTIM UQUID STURAGE TANK 5 3:3

,j 1971; We et al.,

1975; Yang, 1976; veletsos and Yang. 1976, 1977;

• I 1

Kalcins,1978; Haroun,1980; Haroun and Hovsner, 1981, 1982a, 1982b; Tedesco and Kostem, 1982).

Several different techniques have hen ee3 oyed for this purpose, including different variants of tre finite 1

ete.ent method and the aayleiguttz energy procedure. The res=1ts

- 8 W

k obtained by the different approaches have generally been in good I

agreement.

j c)

• • o

{

5 g-

. 8 4

y 9

g

)

hc

?

~

E The fundamental natural frequency, f,,

may conveniently te

]

r expressed in the fore j

~

E C

5 O

a T

t1 E (T-W g 5 $

g d

f, yf y,

~ 4 y5 In which E 1s Young's modulus of elasticity for the material of the tant

. $ h g,_

,1 i,

I E{ E wall; p is its mass density; H is the depth or height of the liquid; and j

~

~

g E $] *

~

C, is a dimensionless coefficient that depends on the tank proportions, t-3 y" %

{

-I

- 8 H/R and h/R, Poisson's ratto for the tank material, v and the relative,

mass densttles of the liquid and the tank wall,o /p.

- g g 3E E

'i 2

E g

a ww 4

=' 4 I

}*

The most comprehensive numerical data for the coefficient Cg

- 3 ;5

• ~

have g

[g {

j been reported by Haroun and Housner (1981), and they are reproduced is

[

~ g Figure 7.18.

Complementary data vere obtained recently by V:letsos and

$g

{

2

~

Tang (1983). and are listed in Table 7.4.

These results are for

- 8

{5

]

rooftess tanks of uniform wall thickness with w

• 0.3, full with ligsid

- 6 g

3 0.127.

These conditions are of relative mass density a /a g

representative of steel tanks filled with water. If the value of C I

~

- 3 t

3

[

[

t.hese conditions is denoted by C,,

then the value for an arbitrary so o ers a

n f

c-liquid may be determined fras f[

E D

3 *3313WY3V4 AJit3n0333 O

C, C,

(7431 c H

((

in which p,* the mass density of water, and e

• the mass density of

• q the liquid under consideration.

Equation (7-53) is based en the hh f

asswrption that the mass of the tank itself is negligible in carparls A (

N

]u N

I to that of the liquid, a condition normally satisfied in practice.

a 4

Y h

,~

NES&L DEPARTMENT CALCULATION SHEET ec

,ae, o,

Project of DC,PMMP Cale No. C

• 766*777.

cewe CCN..

('--

gdject Gote 5 7 i S I W EET '. N S T Sheet No. 3 ~ l niv ono maton oats as oats nry oncesaton DaTs as Dats g

foK 04q llyh'a If%ff Jgg tltglgA

/\\

/\\

l l

fEF 9 EXC6FP T F1-6 M 1.

f'/-cot s l y c,t,,, kv61L m T.

o ___

O i

638 DYNAM3C RESPONSE OF STRUCTURES VERTICALLY EXCITED STEE1. TAM 635 ble tank may be significantly greater than for the associated Table 1.

values *f I'equency Coernclent. C

• C,. M W g

,

• 0.3. e t,

• 0.127 g

With the magnitude and distribution of the maximum valves cf the 3

hydrodynamic well pressere estabitshed, h/a 0.0005 0.001 0.002 0.003 0.005 the displacements of the tank wall and of its internalthe corresponding valves of H/a I

fortes may be j

determined by static analysts. Sf ace the distributions of the !>ydro-0.0611 W 75

0. W AW 0[0427 dynamic and hydrostatic pressures are identical for the assweption I

O4 O3 0478 0.0682 0.0974 0.1197 0 1581 made, the maximum effects of the tw presswres will be proportional.

l 0.5 0.0518 0.0738 0.1053 0.1294 0.1675 the proportionality ratto being A/g. In which 9 is the gravitatlonal 1

acceleration.

Although the contribution of the radial inertia of the 0.6 0.0550 0.07s3 0.1116 0.1372 0.1776 flexible tank wall 0.7 0.0576 0.0819 0.1167 0.143a 0.1857 is not considered empilcitly to this approach. It 15 provided for feplicitly in the computation of p(z.t). as indicated 0.1,922 in Refs 4 and 5.

0.3 0.0596 0.C843 0.120 0.1483 0.9 0.0612 0.0870 0.

3g o't$72

,,g 73 i

1.0 0.0625 0.0389 L1264 0.1554 0.2018 The linear wartation of the hydrodynamic wall pressure represented 1.2 0'I

. 30 0$ 1 Dy Eq. 2 is strictly valid only for very stiff i

tants. for the tant I8 y

,9 0.

proportions normally encovetered in practice, an improved approximation j

is given by the espression.

IS 0.0666 0.0946 OM4 0.1 m 0.W I.8 0.0673 0.0955 0.1356 0.1665 0.2158 I

,0 0.0678 0.0961 0.1365 LIM EM pir.t) = 0.8 [ cosy je N A(t) g (3) 2.2 0 068 1

0 which 1* ads to essentially the same tot'al wall force per unit of cir-0 ctefertattal length as Eq. 2.

1. iowever this refincuent is esardly war-2.6 0.0686 0.0973 0.l C.1 ranted in p'actice because the tank forces and displacements for the 2.3 0.068s 0.0975 0.g o1 0".2198 presswre defined by Eq. 3 cannot be evaluated as readily as those for 3.0 0.0689 0.0977 0,1385 0.1700 0.2202 Eq. 2. and becawse these effects are not partfewlarly sensitive to var-fations in the dhtribution of the wall pressure.

1.0 Noteral Frequency of Tant-Liquid System The fundamental natural frequency of axisymmetric vibration of the tank ligvfd system may conveniently be expressed in the forn 0.8-C g

7 f

• y, W h*0.0005 (4) y, &

C.6-

[

in whirs f is in cycles per unit of time and C coe'ficient that depends on the valves of if/a. h/a.,pis a dimensfontess Ip g/e and v.

E T Ut A.001

~~ O and e / = 0.127) ar[ 11stedThe values of C - for steel tanks filled with water (f.e.. v

• 0.3 0.4-yO of H/$,and h/a.

in Table 1 for several different valves j

Identf fled with the syw6ri C, these reswits were ob-ro.002 P

j tained by appilcation of the Galerkin method using an appropriate cen-g figuration for the radial displacement of the tank wall. as f adicated 0.2 "

N*

,a in Ref. 5.

One observes that C is apprealmately propertional to the N

square root of h/a. and that fo7 valves of M/a in exce.s of waity. It N

i is relatively insensitive to variations in It/a.

O e

Iff th the walxs er C estableshed. Ifwa valese-s et C t err tants g

q O

1 g

I filled with ligwid of arDairary mass density.

mur IE determined from fl6. I volves of CoefIIc3f"I CT I" E'**I'" for l*.

C

-C fundamental Motorcl Period, T. of Sigidir g

(5)

Sucoorted Steel Tonats Filled with Water i

g