ML20148F032

Rev 0 to Bwst

ML20148F032
Person / Time
Site:	Three Mile Island
Issue date:	12/08/1993
From:	Augustine R GENERAL PUBLIC UTILITIES CORP.
To:
Shared Package
ML20148F000	List: ML20148E999 ML20148F008 ML20148F025 ML20148F032 ML20148F054 ML20148F061 ML20148F083 ML20148F093 ML20148F101 ML20148F107 ML20148F122 ML20148F133 ML20148F145 ML20148F152 ML20148F160
References
DH-T-001, DH-T-001-R00, DH-T-1, DH-T-1-R, NUDOCS 9706040078
Download: ML20148F032 (19)

Text

_

. . - - - - - - . ~. . .- . . --

0 5 -) '* T/ *15 : 3.,9 : 04 *

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1 .' GPU NUCLEAR B/A No. 128108 W/O No. 95-552A-52108 i

i SEIBMIC QUALIFICATION No. SQ - T1 - p g{ -y _ o e o g REVISION 0 t

a 1 -

( COMPONENT: DN~ fD/ -

SUBCOMPONENT(S) :

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f.

4 Sheet 1 of li l

l-1 '

l EVALUATED BY2 / /; $

DATE /84-f3

) .i EVALUATED BY*

'DATE N ~ O-kl _

(

(.

9706040078 970528 i PDR ADOCK 05000289 p PDR

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'05 -(C4 - 9Y15 : 3 9 : 04 .

Status Y N U SCREENING EVALUATION WORK SHEET (SEWS) Sheet 1 of 2 -

,e .

).* Equip. ID No. DH-T-0001 s, Equip. Class. 21 - Tanks and Heat Exchangers

^

Equipment Description BWST Location: Bldg. YD Floor E1. 305 Room, Row / Col W-RB HATCH -

Man'ufacturer, Model, Etc. (optional)

~

SHELL CAPACITY VS DEMAND Bucklin capacity of shell of large, flat-bottom.

vertica than demand: k.hN U N/A tank is equal to or greaterMs>

'I kl ANCHOR BOLTS AND EMBEDMENT .

1 Capacity of anchor bolts and their embedments is equal . l to or greater than demand:

( g- Y N U N/A

( ,.

I" CONNECTION BETWEEN ANCHOR BOLTS AND SHELL Capacity of connections between the anchor bolts and the tar.k shell is equal to or greater than the demand:

hN U N/A bk l j

l FLEXIBILITY OF ATTACHED PIPING ,'

Attached piping has adequate flexibility to accommodate motion of large, flat-bottom, vertical tank:

[N U N/A h

TANK FOUNDATION Ring-type foundation is not used to support large, flat-bottom, vertical tank:

N U N/A i

4

-- - -- se

_- _ _ -_ 1

. l 05-1 -9 F15:39:04 SCREENING EVALUATION WORK SHEET'(SEWS) Sheet 2 of 2' 1 j

r" Equip. ID No. DH-T-000I Equip. Class 21 - Tanks and Heat Exchangers _

's, Equipment Description _BWST COMMENTS

+1os16 1

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Evaluated by: , ,  ; O/ Date: //1 4-93 -

b' /2 9't eu .)

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05-14-9715:39:04 .

Nuclear Calculation Sheet

• • • • cm a n.a m

(s - b l T-oo / bn-7-co/ o ne.

o e g,

$_ 0 -N a i?-3-8 YTAY - ,

Ne-92 -

Purp0Se b purpose of this Calculation is to "We'lly verify the C5nk add 515 anchorage.

Methodolory  !

The methodology to be used in this calen1=hnn is that detailed in the '

Gem:ricImplenadation Prdv (GIP).

References

1. ES-022, Seismic Design Cntena

2. Generic Implenentation Procedure (GIP) for the Seasnue Verificanon of Nuclear Plant Eymroest, Rev.2. , i

3. Gilbet Associates Drawing No. S-423-039 Rev. 2.

4. Gilbet Associates Drawing No. E-435-2Cl Rev. 6 .

5. Pittsburgh DAs Momu Steel Company Drawing No. E2, Reference No. 4692-27-1032.

6. Pittsburgh Des Moines Steel Company 1)rawing No. El, Babcock & Wilcox Dewing No.

\

6204 005, 6 44 028 01. ~

7. Pittsburgh Des Moines Steel Company Drawing No. ES, B&mk &.Wilcox Drawieg No.

620 4 005,36-44 023 01.

8. Gilbet AsW~ Bill ofMaterial TMI-RA, Shex No. 31-2. -

9. EQE ReportNo. 42105-R-001. ,I

10. ' Handbook ofTables for Applied Fnginerrg Science",2ndEdition, Bolz & Tuve.

11. AISC Manual of Steel Constntetion, 8thEdition.

12. EPRI Report NP-5228-SL, " Seismic Verification ofNuclear Plard Equipment Anchorage",

Volume 1, Rev.1. . -

13. ACI349.

4

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re M ENuclear Calculation Sheet

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/$-M3 $9E  % %g92 vu ) .

. CALCULATIONS -

~~ .

Per Referisce 8 the tank is constructed ofASTM A240 Type 304 stainless steel. P.et Reference 10, Table 1-57, page 104, the yield strcesth of Type 304 stamWs s.tecl is 35 ksi.

Per Reference 10, page 117, the modulus of elasticity is 28 x 106 pai, .

Decemune the height a' ' ~4 board c!carance betwece the liquid surface and the tank roofin accordance with Section 7.3.5 ofReference 2. For tanks with domed roofs, measure the fuwbu.id from the fluid surface to the point where the roof surface is at a distance of 0.9R ,

from the tank ceatadine

. The diagram and dunensions are from

. o.9R m178 7 . Reference 7, Sketch A. ,

198-178 2

= 19.8*

N

~

5'-813/32* Radius neebuigd = V68.41 2 - 50.672 = 45.96"

( v *;.A Y-HS-I

['

198-127.531 ( '

i

• M ~~) i27.531$ ' '

l q

Tank ~ j She6 l R = 164 = 198* .' -

1 I

t 8

Assume height of fluid at maximum fill level = 52'-01/4" = 624.25"

- From Referetxe 4 find the tank is arrksd with (39) type TB-1 and (1) type TB-5 nrrhnr boks. Per Reference 3 find the following Amaa iane- ,

,R 4" bb= 42" + 48" = 90" 42" v l

[ '

b 48"

, . 1

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t

, , 1" 'I

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t f l

M, -

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y L

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ca & M l 05-%4-97 '15:39:04 ( f' ENuclear Calculation Sheet c= m.

c '~. *M- ~7-- M/ bN-7:cecv no.

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, a Dw-wallowableshearandtensionloadsfora2"diametercast-in-placeanchorbokin -

accordance with the guidehna of Reference 12. Note that this is the wh matenal for the .

derivation ofthe allowable loads for cast-in-place anchor bolts in the GIP. The valuesjust were not denved for 2" diameter bohs.

The allowable tension and shear loads are based bn the nami=1 bolt area times allowable shear and '

tension stresses. These allowable stresses (17,000 psi shear and 34,000 psi tension for A307 bolt saaterial) are equal to 1.7 times the working stress design allowable given in Part 1 of the AISC ,

1 specificanon for Design, Fabocation, and Erecuen of Structural Steel for Buildings, Reference 11. -

I Per Reference 11, the tensile stress area for a 2" diameter bok = 2.50 in2 and the niinimum root ---

area = 2.34 in2, -

Pt= 2.5 ( 34,000 ps0 = 85,000 lbs. (conservative as tensile stress area < rnmimi bolt area).

Py= 2.34 (17,000 psi) = 39;780 lbs. (conservative as nunimum root area < nominal bolt atta). ,

5 Determme Mimmum F=*--? = Sn='4ae and Edne Dimam -

~

The F. ...;_r 4aA munmuin r;n' '- d lengths are developed by applying the Concrete shear-CQue -

theory put forth in Appendix B of the ACI Standsrd 349 (Reference 13), and assunng ductile failure mode in bok matenal rather than brittle failure associated with pulling of concrete cone. i The ACI concrete shear-cone theory gives the pullou'tstrength of concrete P, as:

i d

I P =44[s(L+ D)L where: '

b 4 = a capacity reduction factor = 0.65

(' = concrete compressive strength = 3,500 psi '

D = diameter ofbolt or stud (m' .)  !

L = embedment length of bolt or stud (in.)

• To determine the embmiment lengths required by the GIP, the above equation was solved

~

by wtting P equal to twice the pullout capacity value given as Pt . Solving the equation for L in terms ofboh diameter for (' = 3,500 psi. yields a required embedment length of 10D. Thus for a 2" diameter bolt, the embedment length must be a minimum of 20". Page 2-77 states that the minimum spacing and edge distance requirements are 12.5D and 8.75D respectively. This equates to 25" spacing and 17.5" edge distance requirements.

( ,

• y

.. . . . . . . ... . . y

7 K ( *1 05 ').4*-9'i'15:39:04 . ( f' luclear .

Calculation Sheet

• • C= = Rev. m sh.et %

( D T O) h4 @/ kh of }&

• JN YD ( 2.~gL ff

) "V J .

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, CAPACITY IWDUCTION FACTORS,FOR CAST 4N PLACE BOLTS '

1 WITH NUTS OR HEADEiD STUDS

• I a

4 BORATED WATER STORAGE TANK .

Bolt Dio. (D) inches: _ 2.000 Concrete Strength f*e (psU = 3,000 Raquired Edge Dist. (Emin) hees: #

17.5 Actual Edge Dist. (E) hses: 78 Required Endeed.nent (i. min) inchee: 20 Actual Embedmont (U inees: 48 Required Spooing (Smin) hohes: 25 Actual Specing (S) inches: 23.8 Note: if actual embedmont,epecing, or edge diete ce exceeds minimum required ,

use minimu:n values for coloulation of redootion isotors.

! L' = 20 inches S= 25 inees E= 17k inchee

. ,l  ;

THETA (edge diet.) = 2 oos.1 (2EA2L+DJ) r = (2L+D)/2

=

M red -

=

21 f

~~

THETA (specing) = 2 cos-1 (SA2L+D))

~

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L . g.. ..

l

. I a

'E= 18.0 > = Emin, no puBout reduction factor required.

E= 18.0 b l

) > = 8.750, no sheer reduction factor required. '

I N

.'  : i

- Cenerete Strength Check I l GtP Table C.31 ellowebles are bened on e concrete etrength = f'c = 3500 pai.

Concrete strength < 3,500 psi but > = 2.500 pol. Strength reduction factor required. ,

f Reduction footor (RFp) = (RFs) = SQRT ( f*o / 3500) m .

iI i:

. Embeshnent Check: 10

• D = M 4*D= M L > = 100, no reduction footor requ* red.

q .

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05-1 -97'15:39:04 f ,

. I M' ENuclear Calculation Sheet w c= =

3 g _ p_. gD g b4-7:e/

o A.3 o,j(,

el m

()

O $5M3

_ Ak> A~' Y ~k V. 72-e..n

• i 1

Spesing Cheek 2*D= 4.00 -

~

. Actual spacing equals or exceede required spacing, no pullout reduction factor required.

~

Sheer ceoocity toduction factor for closely spaced castWsce anchor bolts - RSs:

R$e = .L92 for actual opeong (S) > = 2

• D h Mead ABc4 Leada Frorn Table C.3-1 of the GlP, the subject bott has thi foBowing fuD allowable loads: ,,

For D = 2.000 hohee, the eBowabl6 pullo'It ospeoity (Pu') = 85 000 lbs. and -

the snowable sheer cepecity O/u') = 12J89, be.

The revised puDout load = Pu = Pu'

• rep

• R"p

• RLp

• RSp -

i

, - )

(

= 78,695 be. ~

r {

The revised sheer load - Vu = Vu'

• REs

• RFs

• RLs

• RSs f

t

= m.

. . . 2, j

e i i i

.t  ;

i I l f

P P

L

- ,. .. _ _ _ _ . . .. . m - .. .. . _ _ m. -

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(m _

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W

. 4 N

VERTICAL TANKS - BORATED WATER STORAGE TANK #

h

". a 9 .

STEP 1: Detemdne the Idowing input date : flote tank le etsinteen eteet.

e '[ ,

W TANK MATEMAL FLUS . O diameter of tank (ft): 33 8 O

R Inominst tank radius) (incheet: 198 GAMMA Iweight donelty of fluid) OWh3): 0.036

• theight of tenk ehen I tit): 52 H theight of fluid et moximum 58 levet lineheel:_ 824.25

• 4 H' fneight of tank sher I Unehes): 824 .

h f theight el freebcerd above Guld surfenel Sneheet: 45.98 t adn (minimum shell eteknese along *.

N height of tenk)(Incheel: 0.26 __  %

ANCHOR ROLTS t e Imhirnum thk*nees of tank ., . g h thelowest 10% of height! Onefel: 0.421 N (number of behe): 40 .  ;

F y fyloid stronath of tank shes enet's tpe3: 35.0'00 d (diameter of belts linsheel: 2 .

b o theight of shaft conveselon rene h b leff. tength of eneher helt being stretched. .

et base of tank. woneRy fielght of cheirl lincheel: 36.00 unselly from top of choir to err 6edded platel enJ: 90 E e (almetto modulue of tank shd rnet11 freO: 28.000.000 E b telestie moduive el belt meterleg bog: 30.000.000 .

Ve toverego sheer wave velocity of soE Anchor Sett A#ewiele Tenoien Lead (Pul Shel: 73.095 for tenke toested et grade) (ftfe.ci: N/A Anchor Seft Atewable Sheer Lead (Vul Obel: 36.829 (Note: AEowables are with reduetlen factere e,pned) **

N p-- d hh o

• Yleks stress of w bolt meterialif y) (pe;): 30.000

• b O +

li Freen Figure 7-5 of the OlP find the fe9cwing dirnensione pnehem): *y N to i ts ** d= 2 l= 0.5 tb= 0.25 .

.T lE 7 k

P g, , N- Cf f 1.26 g= 6.6 k= 6.6876 stiffen r- b =; e e= 2 e= 2.76 ' , 6 i ,

e= e.6 h= 24 te= 0.421 m l ., "

.. n .ne,wr ,-r tb -

end tank shof it wl Sncheel: 0.1875 .

LOADING Tenk Tenk oreund reopense spectrum et 4% demping for awarturnbo moment and Base Weg sheer loadinge on tenke and et 112% demping far suid esosh height.

Oround response spectrum ZPA.= __ 0.12 g

{

g 4N %l O cc 4

iF ,

h. , e a -b '

g,. g 1

1 0, . s .,

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05 14-9715:39:04 i ,-

n. M M ENuclear Calculation Sheet m ca u wu

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w CHECK TABLE 7-1 REQUIREMENTS *

' _ Q Tenkhwid = Cerben, Steiniere Stoet,

, Tank Nht Centent = Water er sinder Alumnhsm febdeenel YE8 er NO leirete yee er nel, if no tank le en OUTLE 4

T o

, Nesninel Redene of Tank R= _ 108 hehoe OK, Table 7-1 requkemente enet. 60 bi >R <420 in S Height of Tonk Shot Wil = 624 Inchee OK. Table 7-1 requirmnente enet.120 bi >H <900 in I O ame I

^

Height of Fhdd at the snedmum Le.:d M '

to wheeh 'the tank wlR be fleed pg = _ _ 924.26 Inehes OK. Table 7-1 regubemente rnet,120 In >H <990 in l Minirrunn Thieknees tt el of the Tank Shot .

s in thelowest 10% of the shee Heleht = 0.421 biches OK, Table 7-1 eagdrernente met. 3/1e be >t e<1 In i

\

Effective TNeknese it ofG et Tank Shot Bened on

.. the eneen of the Averese Thicknees tt e.gt = 0.279 inehen OK. Teba o 71 requbemente met,3/16 In >t e<1 in N

Diemeter of Anchor Bolt Idl = 2.000 Ineswe OK. Table 71 requiremente met.1/2 in > d < 2 in

. Nurreer of Ancher Bake pel = 40 OK. Table 71 requirernente met, N > = 8 Tonk Was Thiehnese (at Basel-te-Tenk i

redus Rudo = tt eM = 0.002 1 3 OK. Table 7-1 .x are rnet. 001 < = t e f R < =.01  %  %

Effective Tank Well Thiennese.

• to Tank Reeve rette e ft effM = 0.001 Ott, Table 7-1 requirwnente met. 001 < m't off < .01 hehoo. E

\pg

- H#t = 3.15 OK. Tehle 7.1 regelremente met,1 >H/R <5 (18 E wF #

, STEP 3: Deterevene the fluid-structure model frequency for vertleet osebove steel tanke containing water:  !

R=. 198 t offIR = 0.001 . and HIR 3.163 '

From Table 7 3, find (F 6 = 4.01 Hz.

- . e NOTE: If the tank meterid is not emban eteel (Ee not equel to 30,000 beQ er fluid le not water IGAMMA not equel to 62.4 Rus/ft3) the frequency must be saliusted he eensedence with the GP STEP 3 es done below.

l ,

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F f le.0 = F f 180RT IE e 130.000.0008 = 3.97 Ha .

s

.t STEP 4: Determine the spectrel soceleration (SeO for the fluid-structure enodel frogseney.

Enter the 4% demped herleental ground er floor reopense spectrum for the surface en which the tank le mourited. with $

the fluid-structure snedd frequency detwm1 ped in STEP 3. and determine the enedrnum spectret meeeleretion (Se6 over the followbg frequency ren08:

.8'Ff < F < 1.2 .* Ff = .!dt Mr<F< 1 81 Hr N $ sP ,

- o.p.etr.1 - iseo = 0. 2 ...r- - Ng-00 ^

i ay 4 .

@ ~ _

= _. .

g- _,

._ _ _ _ _ _ _ _ _ - _ . _ _ . . _ _ m- _

' O' f

. , ~ - c: . .m .g_

s

, W J.

p = d

[ L' '

. STEP 5: Determine the beee sheer load (Q).

Enter Figure 7-3 with (H/tu and it eff/R) from above:

hat = 3,153 and ft eNint = 0.001 And find bene sheer lead eseffkdent (Q*) = 0.735 s O

, sheer Lead at Bottom et Tank = tal = 0'

• W

• set = e54.433 the . \

t e STEP 8: Detemdne the beoe overturedng moment (Mi'

Enter Fleure 7 4 with H/R = 3.153 and it eHI/R = _ C.001 V And and hr = 0.406 Cappute overtemine enament = M = M*

• W ' H ' Sef ~ '

= 293.903.102 It>1n N

STEP 7: Frem the oneher bolt teneNo Ioed cepecity. Pu. eenyute the sNowohle bolt strses (Fb): \N I

Fh = Pu7Ab c

= 25.046 Note 18 the Sentien 4 and Appendhr C erfterte are not enet for the enshorese, then the eenerste le sensheered

, the week Ibt in the lead path and the postuisted teRure mode is lettile. Determine m appropeiste Q k'==

eedue d easweblo ender boet etrees (Fri per oppseende eede requiremente.

g 3

, STEP 8: Check t6 bending strees in the top plate of the eAalt. If each of the enchorego conneeWon componente I meste the scooptance or!terle defined belowl then the beat tonelle espeoity detemened in STEP 7 le Ilmiting. I W

(

If. however, any of the componente does per meet these guidognes, the reduced oneher bolt tension cepealey l.

represented by the eedwalent value of oneher bolt alloweblo strees (Fel, es calculated here should be tseed. i

• ,  ;[

Note that if the top piele projects redlegybeyond the vertioni plates, no more then 1/2 inch of thle projecting ) '

, piste een be included in the dimension f used Is the fo#owing equemen. t^

l The n=6nw i benans streee in the te, psoie is: . I{

8 stoMA = 1 t 0.375

• e p t 0.22

• d iI

• Pu / t t

• e - 2 3 d

- 25.537 < f y, strese less theivield, top vote est

. I l.

5 A9ewebte ancher best strees (Fne from step 7 -

3 E 25.04e Ibn -

\

. - 4

. > 5 T 8' ,4 i CP N -

, 4 -- - . ._ .

p ,

t

1. 4

-.e -own

_ . , _ . _ . ._._m . - m . - - - - - - - - -' - - -

' o

. p, m v A

I

' w 4

9 P d

t m STEP 9; Check Tank Shen Stress g

I Chen streee = < F y. Sfwt Strees la OK

. 27.098 pel b

, T = 1 t i t t 0.177 's ' t b ' I t bit a l

• 2 314 SQRT t R

• t e i ll + 11 0.999 Q

t:. -

AWowable Anchor BoM Stroes = Fb = 25,040 lbe f

s ,

STEP 10: The vertfeel etiffener platee oro considered adequate if they sedefy the foRowing guldennes:

4 s! -

l$

1) Ik!ji < f 951I(f y110001

• 0.51) k is k 1) = 11.38 GuideRne No.1 Seesified 951((lf y 11000 l' O. Ell = 16.00 ,

2) ) > = 0.04 ' I h - e I and j > = 0.5 in.  %  %

4 j= 0.60 Guideline No. 2 le en CUTLIER Nt 0.04*th-el= 0.98 , M O C

Si i P.1(2 = k

• IlI < 21.000 Sei N' ~

Put(2

• k ') = 13,830 Guideline No. 3 le Setteified STEP 11: Check weld between the ter* chelt and the tenk.

tfa D

m E

Lead per Enear inch of weld = ww '*

=

Pu 'llt li e + 2 ' l4 )*2 + l e lle " h + 0.067 ' h

• 2 5 23*.5 '

= 1.498 lbefinch f. l-l A!!ewable lead per beh = (20.000

• t w II 80RTt2) Weldle adequete I

= 4.067 lbeAnch j

a STEP 12: Cheek tank we8 for elephant's foot buckring:

Enter F1gure 7-7 with the following parametere: Set = ' O.42 and H/R = 3.16 ,

e m e. ,p, e,eo.e,e_t~,= ...

ir The Guld pressure et the base of the vertied tank from elephant foot buckilrg type feedh = ' (Pol = Pe*

• GAMMA

• R tre0 "

b

= 27.80 poi h

&I ,

t

, g m ~

} N N ,0 sere _

l k_ _ . _ _ _ _ _ - _ _ . _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _.___T_ _ _ _ _ _ h _ . , _ _ - - - .

' o-

'J' m

, ( . ~,

jm -

, e.-

t e

-p i

9 p qt ,

F (n

. STEP 13: Determine etw elephent-foot bvokrmo etrees espeoity factor: Figure 7-8 is for carbon eteel, for steinisse steel '

the infophent-foot buckfing strees cepeelty factor is determined by using the following formula: ..

W S O. 6 *E , P.R 8# #.

1 6,000 pal cepeoity footer =

R 1- 1-1

)

o,t. , 1.12 + S ie 3

11, + 1  %

' sees

= 17.e7s ~ poi g sig g ~

' w.

St= =

g.

1.17e Q%

STEP 14: Determine the fluid prenure for diamond-shape buckEng (Pd):

Enter Figure 7 9 w!th the foBowice parameters: ND

• Ng Sol = 0.42 g and if/R = 3.153 1

d C

and find the preneure seefficist for diamond-shape buckEns (Pd1 = _ 3.26

• The fluid preneure et the base of the vertical tenk from diamondehspe buckling type lead 5g = IPd) e Per

• GAMMA

• R  % 2""

= _ 23.17 poi O'"'

- g t

STEP 16: Determine -the diamondehaps teokHng stroes cepecity factor: For stairdees steel use the following formule. D k e i

.o ,, -(0.sy + Ay) r. '

= 22.so per s M ~

\ -

i e4e,e: ,

y =1-0.73 (1-e4), o..sg . s i

5 a 1 888 f

16 t, fy = incresee factor ter inteW - ~**ure (from Figv e 7-11 of the OfPl = ' . O.11 e 1 R ~

g b Pe E , ,1, ; 0.1s3 s,

4

.- N I k l _ _ ...

D  % ~

een r ,. .. . . . . .

l p

_.___.--_m -_

o' y . .

T i

, 7-m.'

y 4

a w

9 Q l>

STEP 16: Select the elloweble buckHng strees, SIGMAo. se 72% of the lower value of the elephant-foot

( U1 er diamorul shape buckling Cepecity Footor:

, e

. Dephent-Feet Buchling Capooky Facter =

• Diemand-Shape Buckling Cepeeky Footer =

17.676 pel CONTROLS b A

22.802 poi g

Allowebe buekihg strsee = 12,727 poi

\

j $

, STEP 17: Determine the overturning moment copedty (Moep1.

, The overtuming rnament especity of the tera, pdeep),is dependow upon whe$er the pestuteted week link N failure made le ductile er brfttle. A duetWe feNure mode is defhwd es one in which the week Bnk -

le one of the following;

. Anchor bolt stret% 19tep 7)

. CheV top plate bandhg (Step 8)

. Tank shen bend!ng (Step 9l A brittle mode of failure te defined se ene in which the week link to one of the feBowing:

. Cenerete come failure (Step 7)

. Choir etiffener piste eheer or buckling failure (Step 10)

%p

-e . Chebte-tank wsR weld eheer feaure (Step 11) 3 g .

. Ver DUCTILE failure. enter Figure 7-12 with the following parametere and find the beoe overtuming M eseffident 94cep*) = 0.19

. FIberr) = 25.046 pet hb= 90 00 he= 3g.00 Indwo Apoweble BuckEno Stroes = 12.727 pel e' = 0.10 t

, ffAroweble Buciding Stresel.8lFWl' th e Ih bl = 0.203

$ 1 l Af 93 7

For OfvTTLE fepure, enter Table 7 4 with the felt perometw and find the bene overtuming moment eeeflident SAcep1 = l O

,. N/A

{ (

c' = 0.10 and ((A8ewebie thdling StreeelltFbt)' th a f h bl = 0.203 9 .

% r Per Stope 7 to 10. the expected failure made le ' DUCTILE Use (Mooal value = 0.15 fer DUCTILE failwo.

Compute (Meept bened on the feifewing formule-Mosp = I Meep'l ' f 2

• Fb l * ( ft*2

• t e l ' t h b t h e l

= 392,712,2Sg lielnehes Of iF ut xl s

~

E u,

x a- +

I w N -

c.. . . . . . , . . _ , .. -.

, an e

. . . _ , . @ 8

. L. .-, -_ - - - - - , - - - - - -

O'

^'

r--

sq p f .

b e

W i

(? P ~

1 y . -

en STEP 18: Compere the overturrdrto moment cepecity of the tank (Meep) from Step 17 with , , ,

the, overturrdo moment (M) from Step 6. '

Meep m, . 392.712.258 bin > M= 283,903.102 bin . o The tant is solem8eugy adequate for ttdo loofing.

0

% gc~

g i w

( m STEP 19: Compute the beoe sheer !oed capsolty (Qasp) of the tork s k

. Oesp = .55 ' ( 1 - 0.21 " Saf ) ' W s 9 h

= 1.399,045 lbe ' l

t. STEP 20: Compare the base sheer load espeelty of the tank (Qomp) from Step 19 with the sheer toed (Q) from Step 6.

O

, Geop = 1.398,045 lbe > Q= 864.433 be *

, Sheer oepedty exceede domed. The tank is adequate for this food!ng.

"Y M

Q STEP 21: Compere the freeboard clearance to the sloeh height to enouge that the roof le not subjected to significent forces from the stoehing Ilquid.

E In estoulating the atosh height, th el. the spectrd stion, (Saft, enuet be obtained from the input demand k $

spectrum et the elashing mode frequeney, (Fel. and e demping value of 1/2%. Care chauld be owereleed in seeming that the spectrum vakree are accurately deEned in the eloehing made frequency range, typiceny for 0.5 Ha to 0 2 Hr. n O Q 3 Fe = { 11(2

• P1)l' ( SQRT I(1.84

• g ii R l

• tenh (( 1.84

• H l / R ll

=. 0.30 H k I b

Spectret meesteretters (Soft, from 1/2% deregned input toeporwe spectrum et the sleeh8ng rnede frequency (Fah NOT CLEAN.Y DEFNea -

I ,.e, Slosh height = h a = 0.837

• R

• See #

= N/A inches (U e

Attemotively,if the spectrum values (Soft are not wet defined in the tense of the eleshing made frequewy (Fol detemdne the elech height by entwing Tebte 7-5 with the tegewing parameters to find the elseh height, (h'el, of the theid in the teik for e ZPA of 1g at the bene et the tank w HfR= L1,1 and R= 198 g bichen

t. ,,,d o , = m -

Cornpute the etteh hecht th et,: ha = h's

• 2PA = 1022,2 , Inches, g,.

• who,e zrA is iro w,e .ter ree-se spectro,n - u2 a

- )g 7 I

I g ,

a-

, G ~

4 i e m: - . . . . _ . . . .

O

- -_--_- _ -___ _- _- = -- ~

4 o'

r . n

• , m. -

4 4 .

t

, l P

U1 STEP 22: Detemdne the eveilable freeboard above the fluid surface et the maximum _ level to which the tank wM be filled: , U

. u)

For eenleal roofe. mesewe the freeboerd hem the fluid swfece to the intersection el the well end the roof ( e distence -

fl from the tank eenterNnel. . O For tanks with a derned roof, measure the freeboard frem the fluid surfees to the point where the

{

roof swfees le et a distence of 0.9R from the todt center 5ne u 0 hf= 45.96 inehoe i{ -

Compere the eveneWe freeboord {h fl to the steek height of the fluid th et, from Step 21.

hI= 48.9e inches > ha=, .

10.22 inches 9

AveBeble freeboard exceeds espected elmeh heleht. This ter* le - for tNo condiden. l

~

m' = -

1 1

. M

.~

C Ih a H a

9 t

O -

pF  :

F s1%I

~

~

.a h 5 s i B s 2

,a, V l

e b_ _ _ _ . . _ . . _ _ W _. _g__ _ _ . _ . , . _ _ _ .a.,_

05-14-9'1'15:39:04 i O

Calculation Sheet er = cue m. m. m. s, re.

{ b 9- T- Cbo / b# F-m/ o ,4j5 a / 6

h. i YY3-fp $ ,- (L-efs -

-~ h r- S49 IO % y&cw) s-k((use pla.Qs,.{pe fe. a.,cLee. boI! -

d irs arw c lass /(=/ m. 5 ouMees. C.ke.cl ack I Whewve 54res:

, 1i. t , s

, L . 1 '.

i ,

l' g I A. .

4 d-Iie - (SE)(W ,3 = c.os% .

i 1

-gr.- ~.Z y

- '-(5 1

fi ) =

7 66 is 4 f 4, y sz. _.

,. g

}}' $[5 Nu ')' Z.34;l

, ,g. A 26+

0./Hin p

7 p c

C Cal t'$ g I.'a d b h e 6fi *u h by k Gvit.bor bo 0+

kd distrauw as, nol Imv a.In k ImA of da PIde bvi rs d'sltskle e c slm%v 14. of k pt.Je. b< Im 4 of +k 1 pkk. ull see. kH/e no Icxd % as %. 4c -

wede enmk % eksfravl<. A. te.J kn k &p cap pirle is, no+ .

5 a

Use- o. v Le of I. 0 - K lo dekim %. 6%

y ssive. s 4 n ,s : (Gdy<. k LL a J I. pLi< ~<

E t) )

1. o (su

,, f ~

J

• k-h

05 - jg- 91'15 : 3 9 : 04 ,3 #F(9 W Calculation Sheet MM Calc No.

< bN ~ ~P WI bl} ~Pwi Mov. No.

^

Sheet No.

Allo or llo

b. h lYy-95 Y" i,

Y2-2-?)

& 77dle. 3 - %, R=411 3 knel E= I4.9 * .-

Fm 54.e lo 6wJ aciv I we,ss..o sbs - 13. 6"'

)%.b 6 )4.f k OYy OvHu*a< .Racofu4 h (A/ D 5 MW f S- bI *

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,. Allou;JI ld d")(.7o7%a A5)(3o.6")6 "lQ

• 9 7 ' ( p .< p l J k . .

IueW or. Ly y ff .,/ -

[ l l

M hk Law. vary is jv/ gad 6 4< a 4. p AS 2 /cym. di% 5 pas .

hordC.LVW ed k hb M/ sYS c2.ocIory4. Cre Sc(smo,Ih d Qt/ek, ,f i

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05 ,1 97*15:3p:.04 ~

/ p$ 87

.C . '

I GPU NUCLEAR B/A No. 128108 W/O Eo. 95-5521-52108 i

SEI5NIC QUALIFICATION No. 'SQ - T1 p g{ .t e o e3 j REVISION 0 li b

f i

(

COMPONENT: DN~ fD/ - - -

SUBCOMPONENT(5)' t

.t -

Sheet 1 of I#f __

9 6

0

^'

svaLuaTrn an . - nArm /2-P-93 k.

4 4

~

2 8 ti

. I 05-f4'-91'65:39:04 .

.. Status Y N U SCREENING EVALUATION WORK SHEET (SEWS) Sheet 1 of 2 -

C'

(, Equip. ID No. DH-T-0001 Equip. Class. 21 - Tanks and Heat Exchangers Equipment Description BWST

- Location: Bldg. YD Floor E1. 305 Room, Row / Col W RB HATCH -

Manufacturer, Model, Etc. (optional)

SHELL CAPACITY VS DEMAND .

Bucklin capacity of shell of large, flat-bottom. -

vertica$tankisequaltoorgreaterthandemand:k hN U N/A h&

' ANCHOR BOLTS AND EMBEDMENT . .

Capacity of anchor bolts and their embedments is equal to or greater than demand: (g Y N U N/A q 3

. _. u

( - - -

I' ' '

CONNECTION BETWEEN ANCHOR BOLTS AND SHELL a l Capacity of connections between the anchor bolts and (

the tank shell is equal to or greater than the demand:

hN U N/A hbk g . 1 FLEXIBILITY OF ATTACHED PIPING .'

Attached piping has adequate flexibility to accommodate  ;

motion of large, flat-bottom, vertical tank:

$N U N/A TANK FOUNDATION Ring-type foundation is not used to support large, 4 flat-bottom, vertical tank:

N U N/A - ' 1 l

IS EQUIPMENT SEISMICALLY ADEOUATE? NU  !

o

-o, Wpeae's se k

05-1 -d%A&: 39:04 ) .sf t%

r SCREENING EVALUATION WORK SHEET (SEWS) Sheet 2 of 2 r" Equip. ID No. DH-T-0001 Equip. Class 21 - Tanks and Heat Exchangers

)

l 's, Equipment Description BWST ComENTS

^

$1os)&

l

.i i

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}

c<

l .

i I

• c t

l'

.t .

e l

4 l

i .

. , / 1 e'. /O $-k3

$'& Su )

h-2-91 ^

I

j .

05-14-97915:39:04 ,

Calculation Sheet'

• '*" cue a nw. n mu i

() ~ ,

D & EN / bH ~7-CO/ D A. / or /6

/ .5~8

./ g-q3 a vv y a

~~

Purpose 'Ihe purpose of this calculation is to scismically venfy the tank and its anchorage.

Methodolony The =4adalogy to be used in this calenhwan is that detailed in the GenericImplenentahon Prde (GIP).

l References

1. ES-022, Seismic Design Cntena

$ 2. Generic Implenentation Procedure (GIP) for the Seismic Verificanon ofNuclear Plant Eqmpo-T Rev.2. ,

3. Gilbet Associates Drawing No. S-423-039 Rev. 2.

4. Gilbet Assocates Drawing No. E-435-201 Rev. 6 .

5. Pittsburgh des Maines Steel Company Drawing No. E4 Reference No. 4692-27-1032.

1

,. 6. Pittsburgh Des Moines Steel Company Drawing No. El, Babcock & Wilcox DAdng No.

} 620 4 005, 6-44 028 01. '

7. Pittsburgh Des Moines Steel Company Drawing No. ES, Bahemk &,Wilcox Drawing No.

6204005,3644 023 01.

8. Gilbet A=aciates Bill cfMatesi TMI-RA, Sheet No. 31-2. -

1 9. EQE ReportNo. 42105-R-001. .I

10. " Handbook ofTables for Applied Fngineering Science",2ndEdition, Bolz & Tuve.  :

11. AISC Manual of Steel Construction, 8thEdinon. -

12. EPRI Report NP-5228-SL, "Scumic Verification ofNuclear Plant Equipment Anchorage",

Volume 1, Rev.1. ,

.) l

13. AC1349.

9 i

l I'

05 14-97215:39:04 ,

ENuclear Ce!culation Sheet

. sw 17 . ._

DDI TODI l /Q

~

? OMzd .)

' /I+13 5& yv ,,)

R g.92

, CALCULATIONS -

~.

- Per Refenmoe 8 the tank is constructed ofASTM A240 Type 304 stamless steel. Per

' ~

Reference 10, Table 1-57, page 104,the yield strength of Type 304 stam1ms s.tcel is 35 ksi.

Per Reference 10, page 117, the modulus of elasticityis 28 x 10 6 p,i, .

- Detenmne the height of freeboard clearance between the liquid surface and the tank roofin accord cc with Section 7.3.5 ofReference 2. For tanks with domed roos, measure the .

Lducerd from the fluid surface to the point where the roof surface is at a distance of 0.9R .

i from the tank cantadina -

j - .

1 t The % d -- w h --

. 0.9R = 1787 . Reference 7, Sketch A.

~

198-178 2

= 19,3-

,tia b or freeboard = d68.41 2

- 50.672 = 45.96" l VI

{' T*

• 196-127.531 4.

'LS .

~

['

, " " ~l 127.5315

• 4 Tank _ l Shod R = 16'6" = 198*

Assume height of fluid at mmmum fill level = 52'-01/4" = 624.25"

. - From Reference 4 fmd the tank is ar--he with (39) type TB-1 and (1) type TB-5 nnehnt i boks. Per Reference 3 find the follomng A=-- *!= .

I'l 4" bb= 42" + 48" = 90"

]

42" o

i

[ di h .

48" ,

, , 1 s o o 4=

.W' ,

• * * * - ~ - - . . .. . . .

• • . y/

G f L%

05-14-9*7'15:39:04 ( (

ENuclear Calculation Sheet suem c m. ,,,,,

bH-2;-occi b y r- m e y 3 c. a 4 5 ,, x

! 2 / ~5-O ^

2 2 ~ M.*f f() > -

B Determine allowable shear and tensma loads for a 2" diameter cast 4n-place anchor bolt in ~

1 accenlance with the yNi- of Reference 12. Note that this is the refercoce material for the l derivation of the allowable loads for cast-in-place ancibor bolts in the GIP. 'Ibe valuesjust .

4 were not derrved for 2" diameter bolts.

i 4

The allowable tension and shear loads are based 6n the wwninal bolt area times allowable shear and '

, tension stnsses. These allowable stresses (17,000 psi shear and 34,000 psi tension for D07 bolt material) are equal to 1.7 times the working stress design allowable given in Part I of the AISC ,

s specification for Design, Fabrication, and Erection of Structural Stect for BnMmgs, Reference 11. -

Per Reference 11, the tensile stress area for a 2" diameter bolt = 2.50 in2 and th'c nummmn root - 'l

$ area = 2.34 in2,

{

l l Pt= 2.5 ( 34,000 psi) = 85,000 lbs. (conservative as tensile stress area < mmm=1 bolt area).

Py= 2.34 (17,000 psi) = 39,780 lbs. (conservative as nunimum root area < normaal_ bolt area). -

Determme Minimum hMb nt Soa int and Edne DLe*

I y The m. d ' muumum r=L L -+ icagths 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.matenal rather than t rinle failure associated with pulling of concrete cone.

The ACI concrete shear-cone theory gives the pullout strength ofconcrete P, as:

P = 44dz(L+ D)L g ..

$ = a capacity reduction factor = 0.65 A

(,'- concrete compressive s5'ength = 3,500 psi D = diameter ofbolt or stud (in.)  !

L = embedment length of bolt or stud (in.)

• To determine the embedment lengths required by the GIP, the above equation was solved by wtting P equal to twice the pullout capacity value given as Pt . Solving the equation for L in terms ofbolt diameter for fl' = 3,500 psi. yields a required embedment length of 10D. Thus for a 2" diameter bolt, the embedrnent length must be a minimum of 20". Page 2-77 states that the minimum spacing and edge distance requirements are 12.5D and 8.75D tespecdvely. This equates to 25" spacing and 17.5" edge distance requirements.

k .

W .  ;

h

-- . . _ _ . _ = _ . . . _ .

~7 oT 4 **

05-14-97 '15:39:.04 ( t' MNuclear Calculation Sheet 8* Ce No. R=. m snom wo,

(

N *-Y=@0) N ' F- et:;np / A4 or If.>

~ NA Gab j5y-93 Y$by

~

~~

y zey

-v s

~

CAPACITY IWDf'CTION FACTORS FOR CAST.INfLAW BOLTS a WITH NUTS OR HEADED STUDS '

1 BORATED WATER STORAGE TANK 4

h Bolt Dio. (D) inches: _ 2.000 Concrete Strength f*o (psi) = 3,000 Required Edge Dist. (Emini inches: 17.5 Actual Edge Dist. (E) hohes: fa Required Embedment (Lenin) inches: 20 Actual Embedmont (L) heae: 48 Required Spooing (Smire hohes: _ _ 25 Actual Spooing (S) inches: 28.8 Note: If actual ernbedmont,epecing, er edge distence =M minimum required ,

4 use mewnum venues for colouletion of redootion factors.

t; = 20 inches S=_ 25 inches E= 17.5 inchee

THETA (edge diet.) = 2 cos.1 (2E42L+DI) r- (2L +D)/2 t

• 1all red *

=

11 , 3

~~

letETA (specinal = 2 oos-1 (SA2L+D))

( = ,Lg2 red .

- Edge Dietence Check E= 18 0 > c Emin, no puaout reduction footor required.

j E= 18.0 > = 8.75D,no sheer reduction factor required.

l

,6 , l

. Cenerete evength Ch.ek  ;

I  ;

GIP Table C.3-1 ellowebles are t>esed on e conorote strength = f'c = 3500 pel Concrete strength < 3,500 pei but > = 2,500 pol. Strength reductkm feetor required. ,

!l I

'  !)

Reduction footor (RFp) = (RFe) = SQRT ( f*o / 3500) '

=

9.at *

. Embedment Check: 10

• D = 22&g 4*D= J.aq L > = 100, no reduction f actor requ' red.

'\.

t

• %sa .

' },

05-14-97*15:39:04 f .

(

[d0 UNuclear calculation sh t s

w+. . Qalc No-( - D # -T- C)D I b4-7=cr /

Rev. No.

o As 0,//,

Sheet No.

YD/kci4~- >

N'Ms E-hR- ~ .

72 e.g -

....:,e,s

~

. Spacing Check 2*D= 4.00

, Actual speone aquels or'exceede required spechg, no p.Hout reduction footor required. '

,J Sheer cepecity reduction factor for closely spooed cest-in9t eos enchor bolts - RSs:  :

RSe = Lg,Q for actual spacinc 05) > = 2

• D

=

. Revised Moweble Loads From Table C.S.1 of the GIP, the subject bolt hoe the foDowing fuD allowable loads:,

4 i

For D = 2.000 inches, the eDowebl6 puMout oppooity (Pu') = 85.000 lbs. and- l the snowable sheer cepecity (Vu') = IL212 lbe. I i

j The revised puDout load = Pu = Pu'

• rep

• RFp

• RLp

• RSp .

= 78,696 be. -  !.

l j The revised sheer load = Vu = Vu'

• REs

• RFs

• RLs

• RSs j

. = 36,829 be, e 5

l  ;

i a  ?

i ,

U f

O'

. U1 t.

(m , .

_ l  :~ , -D. pa t.

W

-J.

H VERTICAL TANKS - BORATED WATER STORAGE TANK E

(

STEP 1: Determine the fellowing input date : Note tank le etsintese steel.

TANK MATEfuAL FLUO , O diameter of ters (fti: 33 8 #

R kiorninal tank redluel tincheet: 198 GAMMA tweight donelty of th&O pbM3): 0.036

• 1 C theleht of tank she8 )(ft): 52 H the'sht of ficId at menInun fit leveg lineheel:_. 824.25 * "

H* (height of tenk shelll Dncheel: 824 ,,

i h f theight of freeboard above Euld owfeest Fncheel: 46.96 t erdn frrhlmum ehell thicknese along *;

beight of tenki(Incheel: . 25  %

3 ANQt0R 90LTS , . g t e Eminimum thicknese of tank

• In the lowest 10% of heighti lincheek 0.421 N Inumber of bettel: 40 F y fyleid strength of te* ehet rnat*4 treQ: 35,o'00 2 d teemster of beat tincheel: .

h e theight of shaft compreeston rene h b leff fe gith of encher belt being streedied. -

et bene of tenk treesity height of cheirl tincheel: 30.00 usueny from top of choir to ort 6edded pistel On.): 90 E e falserie modulus of tank shes enet't (peO: 28.000,000 E b telestie modutos of belt meterles Ipet: 30.000.000 -

Va toverego sheer wave velooky of set Anchor Belt ANeweele Tenoien Lead IPul shel: 78. Sos for tenho loested et crede) (ft/ sect: N/A Anchor Belt Alewable Sheer Lewi (Vul phel: 38.829 (Note: ABowables are viith reduetles festore appRed) **

N rd hh o

• b O +

yi.ig ,,,see of andwr bolt motetet if y) lpeil: 36.000 ,

h

1. I Frem Figure 7 8 of the OlP, find the fotewing dimewlene gneheel: @

% f 7 I

to l tg'N d= 2 j=_ O.5 tb= 0.28 e ,, g- cj ~

f= 1.26 g= 6.6 k=_ 6.0975 *(b .T f 4

at n y- .

b=

e= e.6

, .=

h=

2 24

.=

to=

m 0.421 m

g ., ~

t -

- ~r

{

tb ,

and tank shes it w* Gncheel: 0.1876 ,

f Lil>=1 ~

,LOADlMG Tank Tank / wround roepense spostrum et 4% deergang for overttening mernent and Base WaN sheer seedinge en tanks and at 112% demping for fluid elesh height.

0, - ,.e.eneo .ctr , m.=_ o.,2 g D ,5 .

sE N O4{ ce h';," E k i or 8

-C V '

3

• N-=m+---w4".--

': y O I

. , . -v ,

ma T

H

. a

i. t W

M e

9 i P h

> vn STEP 2: Calculate the foPowing ratios and values: ' '

i H/R = 3:153 t e/R = 0.002 t avg = thicknese of tank shell avweged ever the Eneur heleht el the tank shof A

= I SUM t t ' h ll / H*

= 0.309 inches i

1 t

0.25 a

104 teh 26 k g g e

i 2s 0.25 104 26 g

3 0.25 104 . 20 4

5 0.301 0.375 106 tM 31.304 30 l N j eg 6 0.421 704 43.794 192.068 =SUMtxh t off = l t eve + t rrail / 2

= 0.28 6

• f It effi/R = 0.001 Ah = Crose<ectionsi atos of endedded encher belt

. e ( PI x d 2 ) f 4 g

= 3.142 in

• 2 ,

t' = equivalent ehet thicknees beving the some cross sectional eroe as the enchor boite

= ( I N

• Ab l / ( 2 ' Pl

• R l l * ( Eb l Ee l ' h g"*

= 0.1082 .

g

=

. = esemeie ,t e, t.n wei, thic nesese .n,ien,th. t.d.r et,see k

= .

= l t' /t e l ' t h olh b l D 0 .

= 0.10 -

R 3 W

• woleht of fluidin tank

= n eR 2.n onuur k I .

= _ 2.767.842 lhe ..,,

( g l

tq

1 t

G Br -

- r 4 g i s' .

n_...-. -.. . . . . . -. .-._ w. l @ W \

3 ,

Li

. _ _ _ _ , . . _ _ _._m. _ . . _ _ . ._ . _ _ _ . _

j ..

- O 4 .

1;

(., ,.- _ , ,.

i  !

e_

i W l J e p j ,

U1 CHECK TABLE 7-1 REQUIREMENTS **

Tank-Meterlef = Alurralurn ickde end Cerben.

T=* Ruid Content = Water er einder Stelrdoes Steet.

YES er NO telrele veo er nel, if no tank la en OUT11FR 4

[

o

, Nominst Ihdlue of Tank R= 198 behes OK Table'7-1 requiremente met,00 h >R <420 in S Height of Tank Shet el*) = e24 inches OK Table 7-1 requiremente rnet.120 in >H <960In i O ame I M H.i.ht of nuid et *,. ,dnwm t es te whleh 'the tank win be fie d 99 = e24.26 behee OK Table 71 requiremente met,120 In >H <980 in k,

l Mirdmurn Thicknese tt el of the Tank Shot .

s in the lowest 10% of the 8hes Height = 0.421 inches OK TeNo 7-1 reqidremente met,3/16 h >t e<1 in Effective TNaknees ft effl of Tonk Sher Based en the mean of the Averses Thicknese tt eve) = 0.279 inches OK Table 71 tequiremente met,3/10 in >t e <1 in N

. Diameter of Anchor Bolt id! = 2.000 inches OK Table 7-1 requiremente met,1/2in > d <2 In

, Nurrbr of Anchor Be e 90 = 40 OK Table 71 requiremente met. N > = 8 N

?

Tank WaB Thicknees (at Bond-to Tenk redue Retie = ft eM = 0.002 OK Table 7-1 requremente are enet. 001 < = t e i R < = A1

% g""

Effeathro Tank Wen Thicknese-to Tank Redue retle e ft effM = 0.001

02. Table 7-1 requiremente met. 001 < = t off < A1 hiehee.

b W

H5l = 3.15 OK TeMe 7.1 requiremente enet,1 >H!ft <5 8

~ (18 N Df

, STEP 3: Determine the fluid-etructure model frequency for vertlosi certson eteel tenks contalrdng weten I R=. 19e t off / R = 0.001 , and H IR 3.163 ' "

From Table 7 3, find (F f) = 4.01 Hz.

- s e a

NOTE: If the tank meterial is not carbon eteel (Es not eqeral to 30,000 keg or fluid is not water IGAMMA not equel to 62.4 lim #t3) the frequency must be ediusted in socordance with the GP STEP 3 ao done befew. l s

F f fe.0 = F f 180RT (E e 130.000.0001 = 3.97 Hr i

I STEP 4: Determine the spectrat socedstion (Sof) for the fluid-structure rnodal fregency. f Enter the 4% damped hertrontef ground er floor repense spectrum for the surface on wNeh the tank le mainted, whh *[

the thAd structure madad frequency determined in STEP 3. wul deterwdne the madrmen spectrel sceoforetion (Safi over the fcRowing frequency range:

.8'Ff < F < 1.2

• Ff = .3dQ He < F < 4_!l H N =

~

Appropriate 8pectral Aeoeleration 48 eft = 0.42 g 4% demping ' '

O f ,

4

@ ~ -

me , .. . . _ ..

= _ _ _ . . . .

}

r- p

._____._.__.__._-___._.il 2_ -' -S_7**- - - - -"-T'"'" -' "'M N' " -~-'

.. . O y .

T

, ,e .-

g ;-.- - pA W.

4 O y e f  ?

. STEP 5: Determine the beee sheer toed (Q).

m Enter Figure 7-3 with (H/8) and it off/R) from abo"ve:

Hm = 3.163 and te affliR = 0.001 And find base sheer lomi eseffident MY) = 0.736 i O 7

. Sheer Lead et Bottom of Tank a (0) = Q*

• W ' 8ef = e64.433 the .

1 -

STEP S: Determine the base overtuming rnoment (MI' '

• Enter Reute 7-4 wkh Hm = 3.163 and 3 offi/R = _ 0.001 v And find M' = 0.406 Carryute overtumine moment = M = M'

• W ' H

• 8ef ~~

= . 293.903.102 Itrin

'N STEP 7: From the anchor bolt tonelle load cepeel*y, Pu, compute the alloweble bolt strees Fb}:

, W 5 '

Fb = PuiAb Note: If the Section 4 ene Appendu C erfterte are not met for the eneherese, then the eenereto le serioidered I c

=

= 26.046 th r e .eed week.Ilr*

the lead path and the postulated e e.e Inie er+r i.e., stre.e w,i - sp,.teilure made le brittle. Determine en appropriete eede ,e,*ern.nte.

(%

y $

e.

g 3

, STEP 8: Check th'e bending e*rees in the top plate of the chatt. If each of the anchorage connection componente I @

meets the ecooptence erlierte defined below} shen the bolt tonelle oepooity determined in STEP 7 la lirniting. k 1* f

(

If, however, any of the componente doseseg meet these guideRnes, the reduced onehor bolt tenelon cepecity represented by the equivalent value of onehof boit,alloweble strees (Fr), es calculated here should be used. 4l-I. g ,

Note that if the top plate projects redleNy beyond the vertical plates. no more then 1/2 inch of thle projecting I

, plate can be included in the dimenolon f used in the following equehan.

• t^

The mexbmen band're strese in the top plate lo: I

~

t SIGMA = 1 f 0.375

• el t 0.22

• d ))

• Pu / t f

• e " 2) .

= 26.537 < f y,8 trees lose then yield, top piste 000

. . i.

y D *E Alloweble ancher bolt strees (Fbi from Step 7 = 26.046 Ibn b

_ g 4

. f I e T R~ .1 i Ep N -

i

..._.__6._- . - . . . _ . . . . . . _ _ _ . .

p .e t

. _ . ._ . -.. _ . . _ _ - __ . . _ . . . - _ m . _ _ _ . . . . _ _ _ _ _ _ _ . _ . . ._. _ _._ _ _ _ . _ _ . . _ _ . . _ _.

' O' p., . (y , ,

' w 4

H U1

((0 L

. STEP 9: Check Tank Sher Strese 5, SheH 8 trees = 22.096 pel < F y. SheE Strano le OK S b Z = I t t t f o.177

• e 8 t b ' I t bit e l

• 211t' SORT t R

• t e lll + 11 O.ees

• O ANewable Anchor Bett Strees = Tb = 26.048 Iho

' \ ug STEP 10: The vertfoot etiffene, plates are conaldsred adequete if they setlefy the foRowing Guidelines:

d  ! -

il i k /jl < ( 95 / t (f y110001 - 0.51) t Il = 11.38 GuhfeRne No.1 SeWelRed 95 f(!(f y 11000 l' O.531 = 18.06 *

• 23 l > = 0.04

• I h - e i and j > = 0.5 in.  %  %

e j= 0.50 GuideEne No. 2 le en CUTT _lER Nf .,,,

0.04

• th - cl = 0.88 .

g 31 i Pu / (2

• k ' j i l < 21.000 pel '

N I Pult2

• k

• 3 = 13,836 Guideline No. 3 le 8stleified e g 8

^

STEP 11: Check weld between the tank chair end the tenk.

tiu E

u>

E Lead per Eneer inch of weld == Ww N f d 1 8 og

= Pu '(11/l e + 2

• hi l*2 + t e lle

• h + 0.e67 ' h

• 21*23*.5 0 '

= 1.498 lbethch .

/

• A3eweMelead per b,ch = (30.800

• t w I # 80RT(2) Wold is adequere I

= 4.067 IheAnch [ i STEP 12: Cheek tank wsR for efephant's foot buck 5ng: s

..,=

E,,te,n,we7. - t,,e, e - : O.o e,d . = 3.2.

g .l' r

e,d me -. ,~ ,. l = ...

T,e w ,,eesu,e et the ..e ei t),s .e,tica, t.* ,,e e.,, ant.,est i,.e e is :. :. rol = re aw -

= 27.80 poi

[ v

~

&F ,

w

, s ~

. c._.

N N A

. . . . _ . . . . .~

, e- .

.... . . . ...l. . .

. . . - - -- - - = - .  %,. _ r%-- A

O'

'(

^

(.*~ (v- -

^

w i

Q 'P P

n. <

. U1

. STEP 13: Detenrdne the elephent-foot buckfirtMrees cepeelty factor: Figwe 7-8 is for oerbon etect. for stelniese steel the 'efephent-foot buck' leg strees cepeelty factor le deterrnined by using the fotfowing formula:

y N/ ..

r ,e -

% E S 0.6 *E, P,R S+ r 6,000 ps! < 1 cepeoity factor = 1- 1-1 1 1 O em.

I t o,t , 1.12 + S,.,,

3 S,+1 g

g

= 17,676 ~ pel

- og

• R

• Si=

= 1.17e Q%

STEP 14: Determine the fluid pressure for diamond-shape buckling (Pd):

Entw Floure 7-9 with the fotowine parametere:

N Sol = 0 42 g and il/R = 3.153 i

d e

end find the preneure eeeffident for d .e .' 3.25 buck 5ne (Pd') =

The fluid pressure et the base of the vertical tank from domendehope buckEng type feedng = IPdi = Pt

• GAMMA ' R  %  !"!L

= ___23.17 pai

, {

g

') V, D

=

.'. STEP 15: Deterrnine the diamond-shape buckRng strose cepecity factor: For eteltdoes steel area the following fermu!e. 7 a ,e = ( 0. 67 + Ay) R

.. r- " ** >= 1 L

e s

www.: ,

y =1-0.73 (1-e 4)s . o..s. . s i

1 R

.' i 1 888 f

16 t, ,

E fy = Incrocee factor for Intemet preeeure (from Figwe 7-11 of the GIP) = 0.11

• r 32 0.183 M E , t, ; N  %

L_...._ m i a s -

a p

__ __ _= _ _

d

.. .- - . ~ _ . - . . . - - -~ -

O

y. ,+ ~.

q i

m ,

b i.

D i

. p ,

P 9 U1 STEP 16: Select the enoweble buckling strees, SIGMAo, ee 72% of the lower value of the elephent-foot **

or diemond-ehspe bookung Cepeelty Footor: , s w

. Dephant-Feet Buchung Capocky Feeter =

• Diamond-Shepe Buchpng Capacky Feeter =

17.076 22.802 pel pel CONTftOLS b A

• g 12.727 pel ARewebe buckNne otrose =

N

) h

==

STEP 17: Determine the owrturning rnor, erit cepecity (Moep).

, The overtuming moment cepeeky of the tank, tpAnopi, le dependent upon whether the postulated week Enk N failure made is ductHe er brfttle. A ductRe feRure enode le defined se one be whleh the week Snk le one of the fe4 ewing: \ -

- Anchorbeltstretchhg (Step 75

- Che'r tap plate 1% tetop sl

- Tank shot be ufng (Step 9) .

0 g

A brittle made of failure le defined as one he which *he week Nnk le ene of the fo5 ewing'

- Cenerate cone feiture (Step 71

%p

, - Choir etiffener ple*e sheer or buckRng fegure (Step 10) g

.e - Chair-tertent was wohl eheer feihre (step 11) g For DUCTEE fenwe. enter Fleure 712 with the fellowing perametem and find the base evertwning M coefficient Meep*) = 0.19

. F 8e or el = 25.04 W pel hb= 90.00 ha= 38.00 income ANoweble Bucktmg Strese = 12.727 pel s, e' = 0.10 Mllewable Seek 5ng 8eroselAFbi)* lh a / h bl = _ 0.203 l Qf U3

,, For Ofv7TLE feMure, entw Table 7 4 witti the follegperameter and find the bene ovoqursdae moment coeffident (Meep*) = N/A .T s' = 0.10 and ((A8ewable Buckling StroosillFbil' th e i h bl = 0.203 y s P

Per Stepe 7 to 10, the expected failure modo le ' DUCTILE '

Use (Mospl value = 0.19 for DUCTILE failwe. .

8 Compues (Meepl beoed on the feNowing twmula: -

0

.- Moep = *

(mMoep*

.7, l,' t .2. *nch.s r.b l a t ti 2

• t e l a s h b / h o l .

g,f

= .

• N erYg N %g u,

& a- t t

4 w N -

y n. ... . ... . . . . s ac =

Q A A_. _ - . . _ . . _ _ _ _ _ _ _ .

_ _ _ _ _ _ _ . _ _ _ _ _ _ - _ _ _ _ . _ _ _ _ - . _ _ _ . m _ _ _ _ _ _ _ _ _ _ _ _ _ _ ___ _ _ _ _ _

s

" o r rv

^

s.3

• fg ,

O e.

. W 9

9 e ,

(J1 STEP 19: Compere the overturrdng moment cepecity of the tank (Meept from Step 17 with .

the overturrds moment (M) from Stop 8. ,

Memp =, 392.712.250 lb-in > M= 293.903.102 It>ln b

. The tank is weismloegy adequets for tNo loading.

0

t. c-g w

l ( "

. STEP 19: Compute the beoe sheer lead oepoolty (Ocep) of the tork '

\

Geen = .56 " ( 1 0.21 " Saf l ' W s 1.398,045 lbe

.h

= '

f. 8TEP 29: Compare the beoe sheer toed ospeelty of the tank (Qoept from Step 19 with the ehest Boed (0) from Step 5.

O Ocep = 1.390.046 lbe > Q= 9'64,433 he

. Sheer especity exceede demand. The tenk le adequate for thle toeding. ,

~

STEP 21: Compere the freeboard clearance to the eloch height to oneute that the roof is not subjected O to significent forces from the sfoehing liquid.

g

. in e - t.,es h .pe . e. n. Sof..r et o ehtel,m, - - w &

spectrum et the eleshing made frequeney. (Fel. and a demains voies of 1/2%. Care eheutd be exercised in esewing that the spectrum values are soeurstely defined in the eleshing mode frequeney rangs typicesy for 0.5 He to 0 2 Hr.

O

@o 3

' Fe = ( 1/ f2

• Pf f l * ( SQRT i (1.84

• s i t R I ' tenh t ( 1.84 ' H l / R il  % E

= 0.30 Hz I I Spectret seeelerstlen. (Sof) from 1/2% derrgsad input toeponse spectrum et the eleshing mede fregemy (Fel: NOT CLEARY DEFffED I h eem Siceh helsht = h e = 0.837

• R

• See . #

= N/A Inches (

y Attematively,if the spectrum welues (Seft are not well defined in the ranyo of the stoehing vuode freguewy (Fel '

detemene the eloch height by entering Table 7 5 with the following parametere to find the elesh height. th'eL of the w fluid in the tank for a 2PA of 1g et the beee of the tank:

e HlR = M and R= 108 inchee 0

- l

}

to ,d ., o, =

Con,,ute se sioeh 6,eWit th el. :

an he - h's*2PA =

10J , inches, g "

f

-. .. .em m

, _e .p.etr_ = .

g'w, ,

n '

+

, 4 ,

- - . _ . . . _ . .i f '

.I

. ..,.--,a n

. . . . . . _ _ _ _ . _ _ _ . . . _ . - - - - - . . - _ . . _ . - . . . - . . . - - . - . - , . . . . - . . .__...-....-_.-.-m. _ . .m _. __-m - . . - .

o-

• T' m- e 6 .

s.

W k

! P Ut STEP 22: Detemine the eveRoble freeboe d above the fluid surfees et the mesimum. level to wNoh the tank will be filled: , .

h For earkel wfe, mesewe the fresbeeni from the fluid eurtees to the Interemotion of the weg and the reef I e distence w  !

ft from the tank eenterlimel. , O For tune with a domed reef meenwo the freeboerd from the Asid surfeee to the peint where the reef eurisee is et e distence of 0.8R from the ter* esmeedne {

Q O \

m ht= 46 96 inchee

. {

Conyere the ovellable freeboord th fl to the sleek height of the fluid th et, from Step 21.

hi= es.se inchem > he-g 10.22 inchee N

. Avelladste freeboard eseeeds espeeted elesh heleht. This terh in e6 for this sendletosi, ,

=

t y

• M 1

. \n

• N

. .~

C Ih a H e

~  :

4 I.

gf v

• 4 i h E 9 t

' a se '

?

a

~ ~ ~ " *"" , + -

05-14'-91'15:39:04 i i

t of IL -

Nuclear Calculation Sheet sc e.= =.  %. m. %

,{ b W- T- CDC / b// /:-ce/ c) Ajror /6

$. .)

Yh-fp $Y- <~ 12.-243 ~

~ h r. ,s4.p to +6. v ctc.J 5-k//u c p kks k ne. a.,ck. koll C Lairs n.r= c l^ss /(d a. 5 ovMees. C.he.cl ac-Jv I %+wve 5-Iress:

2 r 1/: 4 , [

, 1  :

5l, *

(S""*)( t)* 4 Z, = 0. 05*) u  !

v J ~~

ex, , - 1, - E[S pk)3 7, t,(,, a #

}}-f,(5L')~334u' .

i .os9 ,

,r fy ", t 3,3 f 0,/ g g 3

t

' tie I Wdiskkw rs 9 etList no/ b &hnw 6k(~e- '

Jcead -

almLe +AMs Im A ly of .&. >< lor buhlors#. Tbe.

d~sk Mes sfm %e. v 14. of k pl.Je. Tb A Impkk %. of +k plo k. wol see. /, #/c no / cud,4 a 5 &_ 4ep 9 p/~te , s no+

wrde enmk +o diskkl< &. Id Avn k L .~

u va a vava. ot 1.0 - K +o dekia L.o.Ilmh cmss,va. s,tms : (Ge4<. k LL o J l- pa ~<

s< a su >

j

• T ~ >. . < s a.tw ' O 3 ~

x

, , ,, g . . . * * * * ***

1 Ii

• 05 14^91'15:39:04 '

Nuclear Calculation Sheet W ' Calc No. Rev. No. Sheet No.

1) A ~ ~'p Ct:Cl b l} ~ F o c C / c> Alle of llo 4 (( on. m om.

%$b <

/2-F D (5uvYw '

12-8-?]

% 5dle 5 - % , E d fl, Nnd Qm 14.8*" -

% S4 9 oI fmd achunt mwa..w. sks. - I3. W"

)3 b"' 614. fl it. OX, OvH,a.c .Racolv4 C hr tk.~ tueld of s-h M.< pk4e 4e % Ls -

~

,. Allelle. lo.J 8)l.707M24)(3o.6") 62 ~ld.

9 7 ' (p=,.c pl.Je.{ , -

I kl d OY-. Ny jdf -n l --

[

l Wo75 y &

l Ye. andor L k L Lase. b/h arm. sol eywHy Very ly /9 2 d'epre-s. T

'eswll @his spaci%

is jv/p/ 6 4<. a eyede.

b CorJc-t osuoa : T% %L Md i+s welw4e- are setsu.nlly alequal<,

e l

l l

/9 0 e

.