ML20069F670

Forwards Response to 830222 Request for Addl Info on SER Confirmatory Issues Re SSI for Bldgs Not Founded on Rock & Vertical Seismic Response Spectra

ML20069F670
Person / Time
Site:	Catawba
Issue date:	03/15/1983
From:	Tucker H DUKE POWER CO.
To:	Adensam E, Harold Denton Office of Nuclear Reactor Regulation
References
NUDOCS 8303230269
Download: ML20069F670 (199)

Text

e-DUKE POWER GOMPANY P.O. Box 33180 CitAHLOTTE, N.C. 28242 IIAL 11. Tt'CKElt TE LEPitONE (704) 373-4531 vwn earmroen March 15,1983

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Mr. Herold R. Denton, Director Office of Nuclear Reactor Regulation U. S. Nuclear Regulatory Commission Washington, D. C. 20555 Attention: Ms. E. G. Adensam, Chief Licensing Branch No. 4 Re: Catawba Nuclear Station Docket Nos. 50-413 and 50-414

Dear Mr. Denton:

On February 22, 1983 the NRC issued the Safety Evaluation Report (SER) related to the operation of Catawba.

Section 1.8 identified a number of Confirmatory Issues which required additional information from Duke.

Attached is a response to the following Confirmatory Issues:

(6) SSI for buildings not founded on rock (SER Section 3.7.3).

(8) Vertical seismic response spectra (SER Section 3.9.2.2).

Very truly yours, M

Hal B. Tucker ROS/php Attachment cc: Mr. James P. O'Reilly, Regional Administrator U. S. Nuclear Regulatory Commission Region II 101 Marietta Street, NW, Suite 2900 Atlanta, Georgia 30303 O

Mr. P. K. Van Doorn NRC Resident Inspector Catawba Nuclear Station Mr. Robert Guild, Esq.

Attorney-at-Law P.O. Box 12097 Charleston, South Carolina 29412 8303230269 830315 PDR ADOCK 05000413 E

PDR

~

Mr. Harold R. Denton, Director March 15, 1983 Page 2 cc:

Palmetto Alliance 2135 Devine Street Columbia, South Carolina 29205 Mr. Jesse L. Riley Carolina Environmental Study Group 854 Henley Place Charlotte, North Carolina 28207 Mr. Henry A. Presler, Chairman Charlotte-Mecklenburg Environmental Coalition 943 Henley Place Charlotte, North Carolina 28207 1

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l Confirmatory Issue (6)

SSI for buildings not founded on rock (SER Section 3.7.3)

Response

Attached is an extract from Calculation File CNC-1144.09-01-0010. The i

lumped mass model used to generate seismic response spectra is shown-on sheet 137. Properties of the model are shown on sheet 156. The methodology of using four separate base acceleration time histories is discussed on sheets 157 to 159. Sheets 160 to 167 present typical analysis input data, and sheets 168 to 171 discuss generation of horizontal spectra. Sheets 172 to 189 present the analysis for vertical amplification.

i Previous submittals of additional information are discussed and explained on sheets 189.001 to 189.017. Sheets 189.018 to 189.022 address the relative regnitude of vertical and horizontal accelerations.

It is shown that the

. computed acceleration levels are, in fact, in the proper relationship to each other.

Extracts of computer runs "R2TOTSTK"," SPECTRA", and " COMPARE" are included as appropriate to support the calculations presented.

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Provide justification demonstrating negligible amplification assumed in vertical seismic analysis (interior structure, auxiliary building, and steel containment).

' Revised Response (Steel Containment only)

During preparation of the design report for the steel containment vessel, a detailed review of all design calculations has been made.

In the course of this review, it was found that the spectra submitted in the initial response to this action item had been generated using relative acceleration time histories from the lumped mass stick model. A time history of total accelerations is the appropriate input for generation of these spectra.

The use of spectra generated using relative accelerations results in the conclusion that the vertical ground response spectrum envelopes the vertical spectrum at each point. This, in fact, may not be true when total accelera-tions are considered.

Because of this, the spectra previously submitted are somewhat misleading and should be deleted from Duke's response to this action item.

A reanalysis of the vertical response of the steel e.ontainment was made. The containment vessel stick model was analyted for vertical excitation using an input vertical base acceleration time history identical to the horizontal base acceleration time history used in the horizontal seismic analysis.

All containment frequencies up to 33 hz were considered in the. analysis.

Using total acceleration time histories from this analysis, vertical response spectra were generated at the base and at mass points of interest.

b A review of the results of the analysis described above was conducted to quantify the amplification in the vertical direction.

Figure 10.1 depicts the methodology used in this review.

In this figure, Spectrum "A" represents the required vertical ground response spectrum, defined in the FSAR as two-thirds of the horizontal ground response spectrum.

Spectrum "1" represents the vertical ground response spectrum resulting from the input vertical base acceleration time history.

It should be noted that this spectrum enve-lopes the horizontal ground response spectrum shown in the FSAR.

Spectrum "n" represents the vertical response spectrum obtained at mass point "n".

At a given period t, one point on each spectrum is defined.

j For a given frequency or period, the magnification factor H was defined to be the ratio of the response acceleration to the excitation acceleration.

H = a /a The digital response spectrum data was reviewed for all frequencies between 0 bz and 33.3 bz and for all applicable damping ratios.

In the general frequency range of 5 hz to 20 hz, the magnification factor H_ was found to be greater than 1.05, indicating a 5% or greater amplification of the acceleration input at the base.

At some points, the value of H_ reached a maximum of 1.51, indicating an amplification of the input acceleration by 51 %.

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get/ 6 J7MM l-Z9-13 DES l-31-Fr Since this amp'ification wts felt to be potentially significant, the spectrum k=j data was further reviewed t) quantify the magnitude of the acceleration in-crease.

For an input vertical base excitation equal to the required vertical

• ground response (Spectrum "A"), the magnitude of the increase in acceleration is given by Aa = (a - a )a'/a = (H-1)a n

1 A 1 A

A pointwise review of spectrum data showed the maximum amplification of acceleration to be approximately 0.06 g.

When'this increase is compared to the constant gravitational acceleration of 1.0 g experienced by all attach-ments to the containment vessel, it is felt that the assumption of negligible amplification in the vertical direction is indeed justified.

k It should be point out that the analysis in question pertains only to attach-ments to the steel containment, not the vessel itself.

In the analysis of the containment, all vertical and horizontal modes below 30 bz were considered by modeling the entire vessel and applying shock spectra at the base in both directions.

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10. Provide justification demonstrating negligible amplification assumed in vertical seismic analysis.

Steel Containment Previous submittals have described the methodology used in assessing the amplification of input vertical seismic excitation for the containment vessel.

The purpose of this additional information is to provide more detailed data at the request of NRC reviewers.

A review of the results of the analysis described in previous submittals showed the maximum amplification of input vertical excitation to occur at the top of the containment vessel. The stick model data point at elevation 710'+11" (Approximately 10' below the top of the containment dome) shows the greatest amplification of input excitation.

Table 10.1 presents digital data used in assessing the amplification in the V

vertical direction.

Columns (1) and (2) present representative periods / frequencies

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on the spectra.

Column (3) shows the input base vertical spectrum resulting from four synthetic time histories applied to the st'ick model (Spectrum "I" from previous submittals). Column (4) shows the calculated spectrum at elevation 710'+11" resulting from these time histories (Spectrum "N" from previous submittals).

The structural amplification factor for a given frequency is the ratio of these two values and is shown in column (5). Column (6) shows the vertical ground response spectrum from the FSAR defined as 2/3 the horizontal ground response spectrum. The amplified spectrum at elevation 710'+11" is the product of the structural amplification factor and the FSAR vertical ground response spectrum and is shown in column (7).

The magnitude of the amplification is shown in column (8).

Figure 10.2 graphically depicts the results of the analysis, showing a comparison of the FSAR vertical ground response spectrum, the amplified vertical spectrum at elevation 710'+11", and the amplification of the input vertical spectrum by the containment vessel.

Figures 10.3 and 10.4 display the same information in tripartite format.

The frequency range of measurable vertical structural amplification is seen to be very narrow, and the maximum increase in acceleration of 0.06 g is negligible compared to the constant gravitational acceleration of 1.0 g experienced by all attachments to the containment vessel.

As a result of this analysis, it is concluded that the assumption of negligible amplification in the vertical directium is justified for all attachments to m

v the containment vessel.

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AMPLIFIED AMPLIFICATION n (g)

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1.15708 0.1820 0.211 0.029 0.1102 9.0744 0.3661 0.4437 1.21196 O.1641 0.199 0.035 0.0997 10.0301 0.2939 0.3703 1.25995 0.1516 0.191 0.039 0.0911 10.9769 0.2864 C.3744 1.30726 0.1412 0.185 0.043 0.0838 11.9332 0.2444 0.3348 1.36988 0.1322 0.181 0.049 0.0776 12.8866 0.2247 0.3238 1.44103 0.1244 0.179 0.055 h

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Attached is a copy of the stress report for the Refueling Water Storage Tanks.

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RZVISED 1/14/77 (D

ME-311 O,

CERTIFICATION STATEMENT This tank and foundation has been analyzed in accor h ee with Duke Power Company ' Specification CNS-1148.00-03, the ASME Soller and Pressure vessel Code, Section. _III, Class 2, ACI-318-71 and accepted good prar tice in' seismic stress" analysis.

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The tank and foundation meets all requirenents of. the s;,ecification and is structurally adequate to withstand Nor:nal, Upset, J Faulted, and w

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SUMMARY

OF RF.Sl!1.TS

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2.1 Normal Component Actual Allowable Anchor Bolts Stress, PSI - Tensile 276 40,000 Shear 376 12,320 Concrete Compressive Stre<s, PSI 342 1,250

.S_upport Ring Stress,' PSI 16,104 27,900 Anc' hor Chair Stress, PSI Top Plate 192 21,750 Shell

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'27,900 Vertical Plates 176

'21,750 Bearing in Bottom Plate 472 27,000 Roof Pressure, PSIG

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.:v.,w,;.:..

,.4 by:t.,.*ir %r.,9s.. ; a

• J.., ~.w * ~ %. p. :N....

af..

5

m. *

• 1,My; ~3,.

y.].

.., c, p A,Jr:f:,m,,,., f, H y

~:p?.,.L 'Ws: f;.,; 4.,,.%; h$w ~+..,

,; ~ 2

...... P 4 n. i]v&, fjp.t.M;Th,?'p%,..q; cp.f.sp, f,i a

e

.:s,' q&&,.F 'M'.* :q;;,~2. A:; %n.

.'n;*-: Q g.s f.!'.y;5.u, 'T:

p?

p'i';*W e,;..V4pi?k.py

-s.; Q q,.1. Q i.

j

~

A '

?y,

ya :

g:- M:

..'t,:., n:;.W ; y c

,q.. -

w,,c.g - ' v.

A.O.;g W -:p~.;.ss:w.m ; w j;n w l n

.q y >.%

--p&, s.-. : r "$1(

.4'..PA s.4 '.

4..

g

~

.,.'e

. s...y

'. r c * /. t v,

. ::,:,,< p 6 -

~;. '.:' : & 5:* a. j.,

c..

3 *;.'ip :4,./;., y s t g ;,,

s, f.

e.j,k,. a ;f.

.....,,,,4e-f.

a

- :f f

h

,5 l f

s

~

.4 -

Revissd 1/14/77 2.2 Upset Cotponent Actual Allc.eable Anchor Bolts Stress, PSI - Tensile 15,718

'40,000

- Shear 5,736

.12,320 Concrete Conpressive Stress, PSI 342 1,250 Support Ring Stress,_ PSI 16,104 27,900 s.

Anchor Chair Stress, PSI 1

top Plate 10,933 21,750 Shell 6,321 27,900 Vertical Plates 10,004

' 21,750 Bearing in Eot toto Plate 7,208 27,000 Roof Pressure, PSIG

.23

.443

(:m Shell Co.::pr. ssive St ress, PSI a

./

Ring #1 2,818 4,688 Ring #2 2,186 4,219 Ring #3 1,786 3,281 Ring #4 1,319 2,344 Ring #3 617 1,875 Thell Tensile; Stress, PSI.

'10,856 18,600

,m Nozzle Stresses, PSI Mark A

).

a 44,124 55,800

- 's.

a3 Mark B

~

-32,075

$5,E00 Mark C 41,744

-55,800

. +,J.NMariq ). - >.

t

..c ll

1. - 'd e,". N 'k, i ' f,.

e. ~. m.. g q-,N, i [h

/p @,5.,,

. 55,809.'/ ? -

[,,*

.(

.r

....x

.c..

.n c -

.,,,,..., _ y:n. g.

.e 4,.

s s;

Mark.E-

.31,077

., ; - :,.:, (. ~. _.- ;

... a. -

~

155,'800

~_:

5

', Mark:G,,

-J 4-

.P

...... ~.

.-t..

' f.14 JF.so;i. -

'.. 1,

55,800.

s,..

ss p.

• 1.,; f f"A d, :,; \\..,:,.:-Q,32,04-1

...;.5 ;'.

y_

., ~, ' j.'

. \\ l *. z _

• %.:l A. 's %' ; : ; s,.. '

~,n ? '

• s,,,

.%f s

s o

o,.

2 in-.

t.

-Mark H? and -J li.!'7 713@42' Cy'53',800 f.[-

i

,l

't i-

. ~..*

[.. _Q,,,

gg.

e y

e a

,.*'..s

/

i e*

5 g g s.

• , - {. 'g" * ' #,5y', * ? a.

.. ^ ' k,'[. ~ se y?.

7 '.

..,-d

. s. g

' l7

?..

.$1<,

,, r;,

a.

,*e

,t.

• k < a e

. f =,%

4

q

'r.'{_,3 y '.

f,,y, s,

Q q^.~.

y,

,j.j 9; y&s:~;Awy;.,.y<,us.u.,.;,;n.p.,u:c.%.y.y

- ~.

.u, -

m

.n r,

-.m..

1.=

u. <

y

....7

,,t o. ~..

'v}..

/.',*,'

,W

/J

h.,) -

,,.4.

a 's

. ( hf

+

J., ;,c,

,,.,,g','

r.

,s",..

a

-S-

?cviscd 1/14/77 O,

I L'

2.3 Faulted C_ rep _on en t Ac t u, a 1_

AIlewahle Anchor Bolts Stress, PSI - Tensile 31,008 38,749

- Shear 11,068 14,784 Concrete Compressive Stress, PSI 642 1,666 Support Ring Stress, PS1 30,177 33,480 Anchor Chair Stress, PSI Top Plate 21,568 26,100 Shell 12,469 33,480 Vertical Plates

~ 19, 7 36 26,100 Scaring in Bottram P.I.,te 13,908 32,400 Roof Frersure.

.25

.53 8

She.11 Compressive Stress, PSI 5, 9 0 5,625 Ring #1 4.119 5,063 Ring #2 3,335 3,937 Ring #3 Ring #4 2,401 2,813 1,023 2,250 Ring #5

..._'.. N.,

14,630 22.,320,..

~

C Shell Tensile Stre=s, PSI 4,

Nozzle' Stresses, FSI

?..

58,902 66,960

-Mark A

<l

.. p.

+.

g.[,rk B

- ^

' ~

. ~.

-s 's 66,154..

.66;960 -..

52',180 66,960

~

" : Mark'C s

.. g :, %.. n[ y.y. : w,., m.. 3.e.7h$hlb".l

. ! Y..h.. ~h. 7. ~

'l m.u?. r.4*P i' v,A. r-

+

b]C., ;.2.. J.'.

',.y ; ls,'!.:

.4..+.'..

.t 42,594 '

66f960 n) -

u n, w:. vu.

N r

.. Mark E

~ "

.,.m

.q. myy.s, g.. ;: ' a.;. a.

,.,566,960'. *.-

W;'.~M.w. e'E ?.'.h.i' ;; :;i.%. 66,134

}. Mar

. V...

t k'G

.m,

....,.v

.s

...f.

. 4,p. s% t !.i r's,,b,. ~6,w;.t#4W;.,,k$s D.

,'.,9,w.?. g, ',

-.1*

d Wg. ' - :. o.a.,,.. -c

'?*..

.s g,...L.7.;, p. 1. m,, % oy; 4

~

' ? ;' *. +r "l M,i.: ** E 'm D$

.~.

pn.

7 8,.36 ;.

y Mark B and J'

.,.g,

...w.

^

i

..M..

T q,, n.

s m

g%.

,.k,

'.. ' ' A ** l ),

.,,*,f,'

, 'ep 7 s A

... 2...;.. \\ 1.T F. I. $"..

,l. 5. 4..,,'. d.., a.

• ,, f. 3.'.

Y w

s.

.a N+

s

.1 f * * *.

I.

1+

u. u,. :.-.

p :,,4.

g,... 3.uy,,;,. _, ',, ;,..

'_.,,.e, m.,

..g..m;43,..,y{(:gy...g

.[

(

p c

w.

j.p:gygggggg, ggijg'g;,;g. ggg g,lg,

(,

4..

7,N. 5 t c.,,

• ,r dMM8?qd.,,i!.. J- 'r' Zp

• '..J-4

, Revised 1/14/77 31,008 psi tensile 4(574305326) 60598 S

=

=

(

48(485)(3.1416) 48(3.I'.16)

/

s

(

)

11.,068 psi shear

_1669072

's V

=

=

48(3.1416)

The allowable stresses are 38,749 psi

t. nsile and 14,784 psi shear.

5.2 Concrete Compressive Stress The tank has a. support ring as s'nown below which transfers the overturning moment into the foundation.

l 1

'., - l 40' Dia.

->l 5/8"

._}

-,t;,.-

4.

q l

i... ~.

E

. _f 7.- - ---._._....

._ i 1

".....__yll l

5" y-i l

The loads are the w e as in Section 5.1 except the noz::le' leads,md scis. ic act duwnward and be.ow is,added.

..The concr.e. te. cot;: pre.s..s_iver..str.es: es/ are obtained,by.t.h...e-me.,thod 3,, -of Br.own,el. l,c.

m s.

and Young, "Trodess Equip-:ent Design'.', John '(iley & ' Sons,. First Coccected stres'ses are,S.yp.

.t, 7. ; :;., n...

U.-

also obtplaqd, but.5. tace.the Prin ti ng, f'hapter 10..The tor,hqr bo,1t

, :.,4 m

,:k,

~;

. ' y.;;h;..

nethod.nf.'ScNi'on;I '."1 is'sureU.Md5rv:ii'iVe~ for.diphNMIMYEoMs,' 3 fit? "J'T _ -

S rect >, mended.'that - the-stiessbs of ' Sec t.5 on. 5.11'be died for, the bol t s.

.,;.. + :.. :.,

.$<..';* l ><';, n '.;

• ",:F.Thd. n6Mndt.a w.v".MMhac'?91 M.,e Jr.-

1=

M t

itMe REQe,ngdd.

t y q ;+.

,r. w;.:: v uy ;. w... m.n:v.,E M.+.._;g.v.5.m..p. w-g %.W e.

w-q a y ;. < ; p - g q.< ;,

.,y.. c? '

im y,-

' c.;

y u09.9".., "

' t

?

.10..'.'.2.t 1

.:.c _4S.,(3..f1_41'6T -

n

=-6; 3

.'.a c-

.]>;

,e..,

3R,14 l_6 (,485).-

c-m,.

.Vc :

..;p,.

ti s.:3 ;.,... y -._

4

.y

. r.

.g-3~

.. ~. -

, ^

... u. ]e,x.,. *m;p, 4..y'.y 7 g ;< %.

i 1s[Tiot :g' yen;pince;yitj.;f.s[tyjygl.( N,p.,p.!v J.

The-lnormalja g

.s t,

.,.a

..,.. ~. p;.., l W.;.,.:.;..

..s:3

.....v, c..,.M

.. %,4 _,s

...,q 4;.

c

,,. C -..

...:.m.m.-

1 :..

_ n,

-(a).pP3ee

',.?..-

< 9 5.;~,,. :.;;'.,~,..,: M ::. %.

s

.c e.:

.e,.

n.

,a

~.,yg9 fg.,,g...ar;E d6.9 ;ffj h.'.T7L.% 1.f:yfq.f,

~ C E 2211.2; "

.K*~=

.15; c. ^ 1.049; c

4

.'..n...* u. c.., ;..,.

t. I c. 2 9 70 R998 - ' 1804 2,?( d69)_{. ;485} WV.&,.6.~64 61t..h

-E.g.f;.o.,gV ;%pf;{ d,i;w.e4t ;.

e V 4 ';'l %.i. 4 5.t.n:...?s #

..c;y. ~ '

s

.. ? ^..

. l 'd..,, p. s. &,.w',;w W

'.T'KP

/

f-

~.

. e '. ".:, :

W :(c.,..;i-(e 771)(485).

^

. - ~.E c r..w ^,

'?,(.t h ci l

f

[

t G

U Revised 1/14/77

- l f,a-68 - -

10,288 psi

- -. 4 6 2 7 -. -...

f

=

=

s

(.099) (242. 5) (2. / 72) 684627 + 180427 = 865,054 lbs.

F

=

c 321 psi 863054

=

f

=

c (10 + 6(.099))(242.5)(1.049) 321(162.29/152.29) = 342 psi

.157 0.K.

f 1

=

Check:

k

=

=

emax 1 + 10_28_8

_6(321) c(b) Faulted 2.772; Z =.469; j =.771 1.049; C

.15; C

k

=

=

=

e c

1,414,514 ' lbs.

574305326 - 199455_(.469)(485)

=

Ft -

=

-.(.771)(485)

"Wk 0 u

21,255 psi

^ 1414514 f,

=

=

_(.099)(242.5)(2.772)

- ~~

1.,613,969 lbs.

Fc =..1414514 +

199455

=

c.

7.g. y

1613969, 599 psi fc

=

=

i (10 +

6(.099))(242.5)(1.049)

?

I 599(150.65/140.65) = 642 psi l

'.145 0.K,.

f Check:

k.=

1

=

=

emax

.'l + 21235_

t.

, s, m 4

,s 6(399) lThe. allowahle co.ncrete corpressive stresses for 5,000 psi.. concrete are 1,250

- :w

. -.; qi,$..,,[

u.<-

c

, ~

,n..o.iis.a. l hntLdps'etL andbl,6664. psifFdult.ed. per;.t.he( Al$C ;Co,de. '.. ~..

4 p..

psi N

..~e...-.

p.

m....

.we

.-,>.3.,

c;

..r.

. ~,

r.

-;c c

,75.3. Support Ring 1.St:ess.

~.:-:. W,:y.Q i G 'a r. %mlQC, &, Ik

• l,@, ?.Sh. ~.;;. tW,:.

4 *h;,-?. 4

.b n-

..l;,.J.va 4

,5. '.. I. ~

'.4 M, % $a L

^

v.

due.to.the.3.Q W 2 '!:

-[b

.y

^

- 3 i' ?M # T; T. he r.M..g :en $ecrios 15 i2y1s3:2j ecN. " to ihendinpf s;tr6s,^;y!

t.

... - y r

4.s q,

d v.c n s.;

.+

.(

n

..:1; N.

c u,. - _:.-

ressiori..Tne.st ressus act.:.as; shosm:4. low...,.., w :- +,4., ein. ?

e

- m,;...h. e..r. e.t..'e. ccmp/u.c,b _

M^r 4

' g.,M;v* % o. -

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, ~....

~.:n.

.?=K, s

.a

. w... C= :..fl.o.

.<~

..:*.s

=z q.

. 9fiq.; m, c

p...'s'u^

.a c

.qi&.y %

0. *...

c W. ! f h

' s4 f,

E.

3.3. '. E (

f I

.w-U.

m'.. A..

mb.. g. p'Ay ;h 4.;f %v ; s..w.

.1 g

Scft d,7 'm,,% ) % ta t

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.'? 4.;. A'.9 7 %,Y.M b.,.. - m.

c-:3m:. e $ng%'M.~., M..-. ;

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M ;bnfy

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....i

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.v.

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a e.., ; ;a_.e.;.v%.:n.@- : s. & + w. >

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. :4

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~, ff;. ( y'. -n..

sm ye.

=.. ;

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b l $ Y ',q 3..

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.'.'s'.f?- :.' *?$W?,x iv.'; W-m f u.. : n. %~ h

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$?

- y ; a ;.v..m. '; x :v...+s'. ~

.'w.d t.Q.4.-

y.'

2.m.a,, <.w & m,,1.... s... ;: ;p.; x:* * ; ~.

vi:

. ; : i >

L..

~

s.

1

. t..;..v:

v,.- J' '*s t.'.;o%pid'.K tf,. J. ff;9...;.o..

. '* ; 3

.<5, 3*' y.,,;' ;,. ( J 76.M.J,'),. pg;

.f,.

f. %..n..d,s,,. 'g%. y:n &.f.p-).ye,.j g s

.*j,

[J..;-

4 A (=

s.

r ), T.v,% ;

1

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r

--...a ny 9

5:.

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g..

t..,

y

' k..

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-f 4,..

- ~ s aa

. w t-'

..-r.-

p te V.: m;q h.

'y3

1..

. ]y.(.J J.

J i

4 t

u..

p...;.,m w,....

de..

'

• O ff Q;.g N.~;_nf. 'l ',.,U.,.

i' $. 6.J M g }, F

.'. d.. >

, ;s

• .;.. q.7%'.,'/, a,c, p.;,w.gg.J..

3 l

.: :g p;;;s,.g;., :.

7;

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g.

• L' <

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. - -. O,,':'.! j

• . l f 4 -

2 7 'j 3..-

y ;-L.4;;. g). W p; 3 :

4 gg. @ 'Y{JgM' *'*

o. rn *.4e,* p z;

.. - W nm

,7

/ r,t

.% : [. Qp. :

. wr.

i..~a j.:,y ;

- Q 2,'v :.. :^

, n

~: Q.w..t....:

Jg,.

1

.g}g gM 0*

2 r y..?g, p.qb;;,3,.(.:fpmly.f.d.rp[

[

0 q

.z.,

,,9

,.. 29.... <7. ".

c.

.ww.

6

.a..

a, u.

h;. 'f .'.

j e', 3 g'

.'i'

. '_k'. n :,_l..j-f.,?j I

1 w

c; '

l

,f

-.ty;h,y..;.y*t q't' w

.- c a.,e

. =....

. "1,;, u..

a e-

's 4

. f f.m;y; y;.=:* ij gr*,-},f % Q,) y h. y Q* %.

l y-f.y ;i@,':.i f y(

_3.

,jt((. ?.

.s

~'

a r.

~'

n

~

-16b-Reviced 1/14/77 a

D g

Thus, the bending moment in the plate per inch of width is:

5(f )(2,5) + (f max - fc)(27.5)(5)(2/3) where f and f max are the M

=

c e

c e

stresses from Section 5.2.

Thus the moments are:

5(321)(2.5)

+ (342 - 321)(2.5)(5)(2/3)

M

=

4,187 in-lbs.

=

5(599)(2.5) + (642 - 599)(2.5)(5)(2/3)

M

=

7,846 in-Ibs.

~

=-

The section modulus of the plate is:

2

.260 in.3/in

'Z 1 25

=

=

s

.6~

7-and the stress is:

.r... - s. N 3 -

's

+

S 4187 16,104 psi Upset

=

=

.26. =

30,177 psi Faulted

- 1.

a

'The allowable stresses are 1.5(18,600) '

2 7,900 psi Normal tand l'psett and

=

33,480 Faulted.

4 5.4 Anchor Bolt Chairs The anchor bolt loads can be obtained by multiplying the strese in

~.

Section 5.1 by the bolt area.

Thus' the loads are:

~

^

s L.

1.

m: y.:.

?-

L.., 2 h

, c.n'..;...~,.

. -.. "l :

i. t lA'0, f?ls**f5y., m[. ;.,;) :h*.

'"Q.l'l*{.

kr..*

' zh'i;j,

. e:,.w -

c

., ;g..";

_y s

');!

jL

• • W!k. K'r.. va,

c c.., ; ',

..... : 3- ;

~

c.ce;.*

g-

,. = ' '

.a x

r L..

..e

.,... e

. rt '.

..'. q f q.'TT ? M --

<f C

'J'.T'.-..,. 2,

..'5

• Yw..

?'

- ? -

e.

.2

^1. & g.,,J'l q :,'Q.Q..,?.n'. %c. a.-+ Q., V../. Q ;L fQ,;;Q.?.,g. ip,'y:, ',. '. 'j >h' N. #2 + 7.,Q. *

.i s,.,,2;.

,, / ',y' *..:,.

r a'

.~

-..-a

,......,.,.gy g w.

m.,

.g.j

.s 7 p y

r..

e a

, r.

,.g..

r, e

s e

l e

I p

• f a l.44 r,,

_'(,

., i f' w w[.,,

+

ss 4

. ' 4'*

[

l

..'. h,-C. W_' u )&....

5*

y'9'5 lb *..hxk,P2e;n.y::;'. h.U.~..s.: &.,b, y_k. %.,i&lPl?&<:

h

$$YY

._n.. :

~

m,:.; 5.m.

4 k.-.

Q M % ~5,c.W@ f.Y.WWW Qff~'}1-wv...c.,.

y =-

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s-y ;.i, p..F** ?Q '"-

...s #

p g., W L,

e '

T'.,[

r i.

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1. .*[ 9 e,g 7..,.,.

\\ *'

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I'

?* jY ' *

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Q';.

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1. 7 y [.s t

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e*f O

• IT e

s; Gy.,*E X

,.0,,e. l'"j !

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...,. 2..* c '.o, *Q.c +;,.

• p

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+

q

.z

.; ( q.n qu

-^~.

3 $ Q'.N.*

y u i

..v

~.

. q,,.}

.p!

w 4s. q.v.....,

p

,,t.

g,.

9* -

_..D

. 'j; y_

.' [

',,q. }., -

• i#

• 7.-.

".h.f. 5; Ai.

,,e

..r m..., 7 ' 3.

=:..,..

.,.-q.,

,r sc.

..,,a w

. R;vic:d 1/14/77 i

(Q Thus, the stress is:

i

/

(O 176 psi Normal 2.5(867).

S

=

=

10,004 psi Upset 12.34

=

19,736 pai Faulted

=

.21,750 psi Normal and Upset and

'Ibe,allowfable. stress is,1.S(14500)

=

26,100 psi Faulted (d) Bearing.in Bottom Plate m ;:,,.:-

.c

.3 c

7 n,

The shearing load'in the' bolt imposes bearing stress in the 1 " bottoa*

plate. -This stress is:

Vc,=

R

.=

.R

.:., q :

+ -

".1.25(2'0):

V2.5.

472 ' psi Normal Thus V

=

~

7,?08 psi Upset

=

- 13,908. psi Faul.ted N

=

r, The allowable bearing stress per Appendix XVII - 2216 is.9(30,000) =. 27,000

(

psi Normal and Upset and 32,400 psi Faulted.

j.,,.

1.. s ?

[

'..;7,~

5.5. Roof Stresses

' ' ' ' ~

s s

a

The roo, f ~ mu.st; be. ch.ec.4 -ked.' fo.r, the compre9sive stres. ses. 'du.e ' to s.now,;....

v..,.. t,,.. '.

m.

<. w c.<., ~,~, n,.

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eights. c.,. ; > x:.p.; y.7.. t~. %.....and.Js,ir.,ismi.c p an. d. './..th.e. n.~a. 9

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+.

-induced vacuum.~ '. " n -

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,,,.,.y * :. -

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850 $./ y.y &g., W.,

m.y

.7 f.Q0 l7.g,'%m y ;@.

a.

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U,

'e af %

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', *~

N

!Q y

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==

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s

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, e.g....<. g,t,,

'i l

' (.c,.qh.

• '::a s

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1 ME-311 n'ps O

CERTIFICATION STATEMENT This tank and foundation has been analyzed in accordance with Duke Power Company Specification CNS-1148.00-03, the ASME Boiler and Pressure Vessel Code, Section Ill, Class 2, ACI-318-71 and accepted good practice in seismic stress analysis.

The tank and foundation meets all requirements of the. specification and is structurally adequate to withstand Normal, Upset, Faulted, and Tornado Loading conditions.

67 N 68acAArv 5/mh6 Prepared by: p. Appleton (fodndation, App. E)' P.E.

Ddte' t ik M'fdo-~JL9 6/zel7/,

O C. K. Mcdonald (Tank), P.E.

Date ecked by:

3. #. # d 4/w/76 Ch T. K. Hicks, P.E.

Date I

W%OA9 6h4l26 Approved by:

C. K. Mcdonald Date Mcdonald Engineer n Analysis Co.

W W

Approved by:

@ wson, V. P.

Engineering fate /

ichmond Engineering Company B

( --

.s

TABLE OF CONTENTS

(^}

1.

INTRODUCTION 1

L.)

2.

SUMMARY

OF RESULTS 3

2.1 Normal 3

2.2 Upset 4

2. 3 Faulted 5

i 3.

FREQUENCY ANALYSIS 6

3.1 Lateral Frequencies 6

3.2 Vertical Frequencies 7

4.

LOADING CRITERIA 10 4.1 Seismic Loading 10 4.2 Individual Nozzle Loadings 10 4.3 Nozzle Loads on Tank and Support 11

( f*5 4.4 Tornado Loads 12 Olh 4.5 Other Normal Loads 12 5.

DETAILED STRESS ANALYSIS 14 5.1 Anchor Bolts 14 5.2 Concrete Compressive Stress 15

5. 3 Support Ring Stress 16 5.4 Anchor Bolt Chairs 16 5.5 Roof Stresses 19 5.6 Shell Compressive Stresses 20 5.7 Tensile Stress in Shell 24 5.8 Stresses in Nozzles 25 APPENDIX A - Computer Input APPENDIX B - Seismic and Deadweight Loads APPENDIX C-References APPENDIX D - Frequencies and Mode Shapes

1.

INTRODUCTION

(>

This report covers the structural and seismic analysis of the Refueling Water Storage Tank and its foundation.

The tank is shown on Duke Power Company Drawing CN-1325-02, Revision 2.

A dimensional sketch of the tank and foundation g

is shown on page 2 of this report.

The lateral frequency of the tank was checked for both the sloshing and no sloshing conditions.

The no sloshing condition was the worst case.

The localized nozzle stresses are treated as nozzles in a flat plate by use of Roark's Formulas for Stress and Strain (Ref. 1).

This was done because the tank parameters are not within the range of Welding Research Council Bulletin 107, the usual technique used.

The flat plate approach is believed to be very conservative.

[g The soil structure interaction was included by the use of soil springs.

(,

The soil springs were calculated by use of equations given by Richart, Hall, and Woods (Ref. 5), page 350, Table 10-13.

The Poissons ratio of the soil (.33) and damping of the combined soil /shell first mode (5%), not given in the specifi-cation, was obtained by direct communication with Duke Power.

There are two Faulted conditions for this tank. These are the Normal + SSE and Normal + Tornado conditions. From the loadings given in Section 4, it is obvious that the Normal + SSE case governs for most of the stress calculations.

For those conditions where it is not obvious that the Normal + SSE case governs, the Normal + Tornado case is also calculated.

__z__-

W_

---

W

.M--

-n.

9 FIGURE 1 - TANK OUTLINE SKETCH r

rO d

40' - 0 Diameter

'%/

Roof Weight = 13,600 lbv

'1

,.Q

=^

,/

/

N)

A A

Ring # 5

'g Weight = 10,960 lbs

+

4-h"

~

]P n

~

Ring # 4 Weight = 13,700 lbs

+

< 5/16" n

3 b

v h

~ Ring # 3 b

Weight = 19,200 lbs 7/16" b(~) 5 E

~

'l y

a

,N Ring # 2 Weight = 24,600 lbs 3

n

_s Y

a Ring # 1 4

<- 5 / 8"

'E Weight = 27,400 lbs i

1 416,600 lbs Bottom - Weighty y

g a

i

( [48 - 2" diameter bolts on 40'-5" bolt circle I

--o i

m y

l Foundation - Weight = 638 000 lbs.

I 2

50' Diameter O

P~N

1) See page E-9 for foundation reinforcing steel

)

2) See pages 25-30 for reinforcing pad sizes required 2.

SUMMARY

OF RESULTS 2.1 Normal Component Actual Allowable Anchor Bolts Stress, PSI - Tens'ile 276 40,000

- Shear 376 12,320 Concrete Compressive Stress, PSI 20 750 Support Ring Stress, PSI 1,500 27,900 Anchor Chair Stress, PSI Top Plate 192 21,750 Shell 111 27,900 Vertical Plates 176 21,750 Bearing in Bottom Plate 591 27,000 Roof Pressure, PSIG

.21

.443 Shell Compressive Stress, PSI Ring #1 32'2 4,688 Ring #2 243 4,219 Ring #3 226 3,281

\\

223 2,344 Ring #4 Ring #5 196 1,875 Shell Tensile Stress, PSI 7,085 18,600 Nozzle Stresses, PSI Mark A (4" Nozzle) 19, 4

55,800 Mark B (24" Nozzle) 27,694 55,800 Mark C (6" Nozzle) 20,872 55,800 Mark D' (4" Nozzle) 19,564 55,800 Mark E (3" Nozzle) 13,042 55,800 Mark G (8" Nozzle) 27,685 55,800 Mark H and J (1" Nozzle) 8,575 55,800 lO

(

(__

L

=.

_4

-x

~

2.2 Upset Component Actual Allowable Anchor Bolts Stress, PSI - Tensile 15,718 40,000

- Shear 5,736 12,320 Concrete Compressive Stress, PSI 179 750 Support Ring Stress, PSI 13,428 27,900 Anchor Chair Stress, PSI Top Plate 10,933 21,750 Shell 6,321 27,900 Vertical Plates 10,004 21,750 Bearing in Bottom Plate 9,010 27,000 Roof Pressure, PSIG

.23

.443 4

Shell Compressive Stress, PSI Ring #1 2,818 4,688 Ring #2 2,186 4,219 Ring #3 1,786 3,281 Ring #4 1,319 2,344 Ring #5 617 1,875 Shell Tensile Stress, PSI 10,856 18,600 Nozzle Stresses, PSI Mark A 44,124 55,800 Mark B 52,075 55,800 Mark C 41,744 55,800 Mark D 44,124 55,300 Mark E 31,077 55,800 Mark G 52,041 55,800 Mark H and J 13,842 55,800

~5-rA

(

2.3 Faulted s_-

Component Actual Allowable

~

Anchor Bolts Stress, PSI - Tensile 31,008 38,749

- Shear 11,068 14,784 Concrete Compressive Stress, PSI 337 1,000 Support Ring Stress, PSI 25,278 33,480 Anchor Chair Stress, PSI Top Plate 21,568 26,100 Shell 12,469 33,480 Vertical Plates 19,736 26,100 Bearing in Bottom Plate 17,386 32,400 Roof Pressure,

.25

.53 "5

Shell Compressive Stress, PSI

[D'i I

Ring #1 5,290 5,625 Ring #2 4.119 5,063

' ~ '

Ring #3 3,335 3,937 Ring #4 2,401 2,813 Ring #5 1,023 2,250 Shell Tensile Stress, PSI 14,630 22,320 Nozzle Stresses, PSI Mark A 58,902 66,960 Mark B 66,154 66,960 Mark C 52,180 66,960 Mark D 58,902 66,960 Mark E 42,594 66,960 Mark G 66,134 66,960 Mark H and J 18,361 66,960 De Y^

?N?N? aa-i-

.z--

^ " ~ ~

~ ~ ~

M*

,r; r s e

1 I

3.

.U FREQUENCY ANALYSIS 9-

.e 3.1

?

Lateral Frequencies

(

(a)

Completely Filled Condition s

,U The completely filled condition is analyzed b i.

}; i y use of the stick model shown on page 8 and the ICES-STRUDL code.

'-7 use of Table 10-13, page 350, of Reference 5The soil 9

?

These are:

G

,.j 70,000 psi

=

u =

.33

}.

yertical or = 25' = 300" l

Ky 4(70000)(300)

=

1

.33 125,373,134 lb/in.

=

_ Lateral

' f.,

K

=

32(1

.33)(70000)(300) x

. p 7 - 8(.33) 103,266,055 lb/in.

=

b

_ Rocking j

Kgg

_8(70000)(300)3

=

3(1

.33) _

7,522,388,059,701

=

in-lbs./ radians I.

The weights are based upon the tank being fill d i[

e see page 2 for dimensions.

to the overflow nozzle, Additional weight was included for nozzles

4}'

etc.

, chairs, No soil weight was included at Joint I for lateral motion but since it is believed that some soil will move with the found ti a

amount of soil was included at Joint on vertically, a conservative i

I for vertical motion.

The computer input data is includdd on pages A 1 & A 2 The frequencies are given below.

The lowest frequency is seen to be 5.99 cps ElGE AVALLE S i

M 00E ------ E I d f >4V t.LU E------- FR tQU Eld C Y---

I

- ---PERICD- -/

L 1.5344720 Cl

(

2 4.013 74 LD C 2

5. 9 6 7 J4 oD CO 1.o7C273C-01 3

1.L523210 03 2.0193510 Cl 1.94EC27] C3 4.3945uuD C1 4.9345350-C2 4

4.clau4oc 01 2.945067C-02 S

2. bO7CdC C3 e

2.2657010-0?

7 4.227t7?D G3 S. 3-e 8 79 a0 Cl 6

1. S 69 59 7C-1.0 9 0 3 9 E C 'i 6.30ln dD 01 1.; W S

C2

- ~ ~ '

r The mode shapes are given in Appendix D.

O'~}

(b)

Sloshing Condition Sloshing is checked per A.E.C.

T.I.D. 7024 (Ref. 2).

The nomenclature is per T.I.D. 7024.

(1.84)42.5 1.84(hl 3.91

=

=

R 20 Tan h(3. 91)

.992

=

4 2

1.84(32.2)(.992) 2.94

=

w

=

20 f

.27 cps

=

The spectra curve shows that this low frequency gives a much lower seismic load than is obtained by use of the no sloshing case.

Thus the no sloshing case is the worst and is used henceforth in the analysis.

3.2 Vertical Frequencies (fO

(

)

The model, page 8, used for the lateral frequency analysis is also used for the vertical analysis. However, the roof much be checked for its frequency.

The equation for the lowest mode of the roof.is given by Kraus, Ref. 6, pages 316-319.

Thus:

R/a 2

=

2

.97121E w

=

p R2 l

l E

6 29 x 10 psi

=

.285/386

.0007383 I

=

=

p 40' 480" R

=

=

l l

Thus:

64.76 cps l

f

=

= w 2n I ('%

and the roof is rigid and can be included in the stick model.

As mentioned previously, an amount of soil is included at Joint 1 for l

l

i.

~-

p o

O 4

2 u

O gp o

2 0-e 1

4 O

p 0

2 0

u 1

o.

O p

c 5?rg E 2

h+

0 1

4 c

, ZSr; b

E 2

o 0

1 4-O 8

-P

,o 0

O 9 2

1 i-

/

/

N

/

/

e

/

sN\\~l y-NxNxx

)g

-9 the vertical analysis.

The weight of noll was selected conservatively since some authors do not include any soil weight in the model and other authors 7 ~s include various amounts.

The computer input is given on pages A-3 and A-4'and the frequencies are given below:

E I Cf NV All;t S f

ri O D E ------- E I G t.N V A LM ------- E h t G U E.h C Y--------l' E P I C C--- /

1 2.535433C 02 1.5923toD Cl C.2eC2CLD-C2 2

i.6174900 03 J.727d24D C1 L. l4 5 7 610-0 2 3

4.1040190 C4 2.lutB75D C2 4.610655J

^3 4

1.3699620 05 3.6/9949D 02 2.7C274CD-C3 t

2.3557520 C5 4.96441u0 02 2.0472270-03 6

2.3938(70 C3 5.325u3sD C2 1.71055CC-C3 7

1.10e37dC 06 1.032792D C2 S.45E55tC-C4 E

1.3d51170 C6 1.1709.u 70 03 S.,9694SC-Os The mode shapes are given in Appendix D.

t' %

s 43W h

4.

LOADING CRITERIA A

4.1 Seismic Loading The seismic loadings obtained from the spectra curves are:

Lateral OBE i

Mode Frequency Loading 1

5.99

.3g 2

20.2

.13g 3

33.95

.13g 4

44.13

.13g 5

53.5

.13g Vertical OBE 1

15.9

.12g (b

2 87.3

.09g The SSE loads are twice the OBE loads.

The computer input for the ICES-STRUDL analysis (IBM 370/158 computer) is given in Appendix A and the output in Appendix B.

4.2 Individual Nozzle Loadings The nozzle loads are calculated in accordance with the specification.

The attached piping is assumed to be of the same schedule and size as the nozzle pipe. The loads are:

Nozzle No rmal Upset Faulted I" Size F, F, F, lbs.

128 256 320 x

y z

Mx, M, Mz, in-lbs.

322 644 805 y

3" Size Fx, F, Fz, lbs.

446 892 1115 y

Mx, My, Mz, lbs.

3448 6896 8620 U

w Nozzle Normal Upset Faulted b

4" Size Fx, F,

F, lbs.

634 1268 1585 2

y Mx, My, Mz, in-lbs.

6440 12880 16100 6" Size F,F, F, lbs.-

1116 2232 2790 x

y 2

Mx, M, M, in-lbs.

17000 34000 42500 y

z 8" Size

. F, F, F, lbs.

1680 3360 4200 x

y z

M M>M, in-lbs.

33620 67240 84050 xi y

z 24" Size F,F, F, lbs.

5560 11120 13900 x

y z

Mx, M, M, in-lbs.

323800 647600 809500 y

2 O

4.3 Nozzle Loads on Tank and Support Since Unit I and Unit 2 has different nozzle orientations, the worst case orientations for resultant overturning.of the tank are assumed. The resultant shear on the nozzle is assumed to act upward (downward) for the worst case.

(a) Loads on the Support The Normal loads are tabulated below:

Mark Resultant Shear, Lbs.

Axial Load, Lbs.

Result. Bending Mom.,in-lbs A

634 897 546,921 B

5560 7862 2,627,028 C

1578 1116 1,095,795 D

634 897 230,397 E

446 631 382,753 G

6720 9502 2,757,006 11 384 543 139,673 J

384 543 143,513 p

SRSS

.8867 12J37 4,030,128 Upset and Faulted are 2 and 2.5 times the Normal loads.

(b)

Loads on the Upper Portion of Tank Nozzles A, C, and E impose loads in the shell above the first shell ring. All other nozzles are located in the first ring.

The bending mom-ent is as follows:

674,860 + 2658 X in-lbs.

M

=

2644 lbs. axial load P

=

X is distance from roof /shell intersection, inches.

4.4 Tornado Loads The tornado loads are 60 mph translational and 300 mph rotational for a total wind load of 360 mph.

This is equal to 324 pounds per square foot of projected area (using a.60 shape factor). Thus the tornado wind loads are as follows:

(a) Loads at the Support 620,266 lbs. Shear 324(40)(47.86)

V

=

=

178,115,585 in-lbs.

620266(47.86)(12)

M

=

=

2 (b) Loads on Upper Portion of Tank 2,234,014 + 540 X2 + 69466 X in-lbs.

M

=

distance in inches from shell/ roof intersection.

X

=

In addition to the above loads, the tornado induces a 3 psi vacuum.

4.5 Other Normal Loads (a) Atmospheric pressure at 120 F.

(b) Snow load of 20 PSF on projected roof area.

Total snow load.= 20(.785)(40)2 25,120 lbs.

=

(c) Wind load of 95 mph at 30 ft. above ground.

For simplicity a conser-vative 25 PSF is used for the length of the tank.

Thus the loads at the base are:

V 25(40)(47.86) 47,860 lbs. shear

=

=

.. 13,743,478 in-lbs.

47,860(47.86)(12)

M

=

=

@C 2

172378 + 41.67 X2 + 5360 X (X as in Section 4.4)

M

=

f l

l l

l l

l

~

o 5.

DETAILED STRESS ANALYSIS O

5.1 Anchor Bolts The anchor bolts are checked by Equation 43, page 26, of Reference 3.

The loads on the support are given in Section 4 and Appendix B.

There are f

48 - 2" diameter A-325 bolts on a 40' - 5" bolt circle.

(a) Normal (Wind + Nozzles + Deadweight) 17,773,606 in-lbs.

13,743,478 + 4,030,128 M

=

=

8867 + 47860 R

56,727 lbs. shear

=

=

P 117,460 - 12,537 104,923 lbs. Down

=

=

4(17773606) 104923 S

=

276 psi tensile

=

48(485)(3.1416) 48(3.1416)

V 56727 376 psi shear

=

=

48(3.1416)

The allowable stresses are 40,000 psi tensile and 12,320 psi shear per Appendix XVII.

(b)

Upset (Normal + OBE) 2('4030128) +

13743478.+ 275,243264 297,046,998 in-lbs.

M

=

=

2(8867) + 47860 + 799522 R

865,116 lbs.

=

=

117,460 - 2(12537) - 12760 P

79,626 lbs.

=

=

4(297046998)

S 79626 15,718 psi tensile

=

=

48(485)(3.1416) 48(3.1416) 865116 V

5,736 psi shear

=

=

48(3.1416)

~

The allowable stresses are 40,000 psi tensile and 12,320 psi shear.

(c) Faulted. (Normal + SSE) 13743478 + 2.5(4030128) + '2(275243264)

M 574,305,326 in-lbs.

=

=

2.5(8867) + 47860 + 2(799522)

R 1,669,072 lbs.

=

=

P 117,460 - 2.5(12537) - 2(12760) 60,598 lbs.

=

=

.s 4(574305326) 60598 S

31,008 psi tensile

=

=

($>}

48(485)(3.1416) 48(3.1416)

I

11,068 psi shear 1669072 V

=

=

48(3.1416)

,The allowable stresses are 38,749 psi tensile and 14,784 psi shear.

5.2 Concrete Compressive Stress i

b The tank has a support ring as shown below which transfers the overturning moment into the foundation.

40' Dia.

4 5/8" __g, 4__

in Bottom j

e

\\

it j

h 5"

5" y

The properties of the ring which imposes stress into the concrete are:

2 15,072 in.2

.785(4902 - 470 )

A

=

=

4 1,773,397 in.3 3.1416(4904 - 470 )

Z

=

=

64(245)

The loads are the same as in Section 5.1 except the nozzle loads and scismic

.act downward and snow is added.

Thus the compressive stresses are:

17773606

+

155130 20 psi Normal S

=

=

1773397 15072 179 psi Upset (Normal + OBE) 297046998

+

180427 S

=

=

1773397 15072 337 psi Faulted (Normal + SSE) 574305326

+

199455 S

=

=

1773397 15072 The allowable stresses for 3,000 psi concrete are 750 psi Normal and Upset and 1,000 psi Faulted per the A.I.S.C. Code.

O 5.3 Support Ring Stress

( j, The ring of section 5.2 is subjected to bending stress due to the concrete compression.

The stresses act as shown below:

5"~

<c i

h A

A h

P Thus the bending moment in the plate per inch of width is:

5(P)(2.5)

M 12.5 P where P is the stress from Section 5.2.

=

=

Thus the moments are:

12.5(20)

M 250 in-lbs. Normal

=

=

12.5(179) 2,238 in-lbs. Upset

=

=

12.5(337) 4,213 in-lbs. Faulted (Normal plus SSE)

=

=

The section modulus of the plate is:

(1)2. in.3/in.

Z

=

6 and the stress is:

S 250(6) 1,500 psi Normal

=

=

2238(6) 13,428 psi Upset (Normal + OBE)

=

=

25,278 psi Faulted (Normal + SSE) 4213(6)

=

=

The allowable stresses are 1.5(18600) 27,900 psi Normal and Upset

=

and 33,480 psi Faulted.

5.4 Anchor Bolt Chairs The anchor bolt loads'can be obtained by multiplying the stress in Section 5.1 by the bolt area.

Thus the loads are:

J

17-Normal Upset Faulted (Normal plus SSE)

P (uplift), Lbs.

867 49,380 97,415 R (shcar), Lbs.

1,181 18,020 34,771 The chair is as shown below:

2.5" 6"

23r." Dia, llole t

4 3

\\

3

=

5 0"

3/4" 4

3/4"

--p 4

4 d-5/8" h

f f

3 1

k' Ivt (a) Top Plate The stress in the top plat a is given by:

P((.375)(3)

.22(2))

.2214 P S

=

=

1.375(1.5)2 Thus, the stress is:

192 psi Normal S

=

10,933 psi Upset

=

21,568 psi Faulted

=

21,750 psi Normal and Upset and The allowabic stress is 1.5(14500)

=

26,100 psi Faulted.

(b) Shell The stress in the shell is given Equation 46 of Reference 3.

.9P(2.5N240(.625)

.128 P S

=

=

18 {6-(12 +.625)2 Thus, the stress is:

S 111 Psi Normal; 6,321 psi Upset; 12,469 psi Faulted The allowabic stress is 1.5(18600) 27,900 psi Normal and Upset and

=

I.

'^ '.;

33,480 psi Faulted.

'wj' (c)

Bending in Vertical Plate The bending moment in the plates is:

2.5 P M

=

The section modulus o'f the plates /shell composite is:

.625" 19.5"

>l 4

v A

JL y

V 5"

3" 4

3 (b

V

+-

+. 75 ~

+

19.5(.625)(.3125) + 2(.75)(5)(3.125) =

1.384" y

=

12.1875 +

7.5 2(.75)(5)3

+

7.5(3.125 - 1.384)2 12.1875(1.384

.312 )2 1

+

=

12 52.36 in.'

=

52.36 Z

12.34 in.

=

4.241

(

19-h Thus, the stress is:

[D

~'

S 2.5(867) 176 psi Normal

=

=

10,004 psi Upset 12.34

=

19,736 psi Faulted

=

The allowable stress is 1.5(14500) 21,750 psi Normal and Upset and

=

26,100 psi Faulted i

(?) Bearing in Bottom Plate The shearing load in the bolt imposes bearing stress in the 1" bottom plate. _This stress is:

V R

R

=

=

1(2.0) 2.0 591 psi Normal Thus V

=

9,010 psi Upset

=

17,386 psi Faulted

=

The allowable bearing stress per Appendix XVII - 2216 is.9(30,000) = 27,000

, (f*$

psi Normal and Upset and 32,400 psi Faulted.

I v

5.5 Roof Stresses The roof must be checked for the compressive stresses due to snow, deadweight, and scismic, and the tensile stress due to the 3 psi tornado induced vacuum.

The allowable compressive stress is obtained from ASME Code Section NC-3133.4.

480 1,920 R

=

=

T

.25 From Figure VII-1102-4:

850 B

=

850

.443 psig Normal 6 Upset Thus Pa

=

=

(m3 1920

.53 psig Faulted

=

(a) Normal 20 Snow

.14 ps4

=

=

144

~

Deadweight

.07 psi

=

Total

.21 psi

=

(b) Upset Seismic (.25 g)

^.02 psi Normal

.21 psi

.23 psi (c)

Faulted Seismic (.5 g)

.04 psi Normal

.21 psi

.25 psi In addition, the tensile stress due to the 3 psi negative tornado pressure must be checked.

3(480)

S PR 2,880 psi

=

=

=

2t 2(.25) h The allowabic tensile stress is 18,600(1.2) 22,320 psi.

=

5.6 Shell Compressive Stresses The seismic, nozzles, and wind overturning moments produce compressive buckling stress in the shell.

This stress must be computed for each shell section since the thickness is not the same.

The overturning moments due to seismic are obtained from Appendix B,

those due to wind from Section 4.5, and those due to nozzles from Section 4.3.

The seismic axial loads are obtained from Appendix B and the dead-weight is obtained from data given on page 2.

The shell ring numbers are given on page 2.

Ring No. 1 (a) Normal 13,743,478 + 4,030,128 M

17,773,606 in-lbs.

=

=

117460 + 12537 + 25120 P

155,117 lbs.

=

=

17773606 4

155117 S

322 psi

=

=

942 A

113097 The allowable compressive stress is S I800,000R(.625) 4,688 psi

=

a 240 from NC-3922.3.

(b) Upset 2(4030128) + 13743478 +

275f43p64 297,046,998 in-lbs.

M

=

=

117460 + 2(12537) + 25120 + 12760 P

180',414 lbs.

=

=

_297046998

+

180414 S

2,818 psi

=

=

113097 942 The allowabic is 4,688 psi.

(c)

Faulted (Normal plus SSE) p..'

2.5(4030128) + 13743478 + 2(275243264).

M 574,305,326 in-lbs.

=

=

,. A

(

117460 + 2.5(l'2537) + 25120 + 2(127'60)

P 199,443 lbs.

=

=

574305326

+

199443 S

5,290 psi

=

=

(b 113097 942 The allowabic is 1.2(4688) 5,625 psi.

=

Ring No. 2 4

(a) Normal 41.67(408)2 + 5360(408) 674860 + 2658(408) + 172378 +

M

=

11,055,137 in-lbs.

=

113,824 lbs.

86060 + 2644 + 25120 P

=

=

243 psi 11055137

+

_1_13824 S

=

=

101788 848 The allowabic is 4,219 psi (Note:

Is" plate was used in computer analysis but had to be increased to 9/16" here. )

(b)

Upset

/

11055137 + (674860 + (2658)(408)T + 194.535680 207,330,141 in-lbs.

M

=

=

v s

86060 + 2644(2) + 25120 + 9766 126,234 lbs.

P

=

=

2,186 psi 207350141

+

126234 S

=

=

101788 848 The allowable stress is 4,219 psi.

i (c) Faulted (Normal plus SSE) w/

11055137 +

1.5(674860), + 1.5(2658)(408) + 2(194535680)

M

=

402,765,483 in-lbs.

=

86060 + 2644(2.5) + 25120 + 9766(2)

P 137,322 lbs.

=

=

402765483

+

137322 4,119 psi S

=

=

l 101788 848 The allowabic stress is 5,063 psi.

Ring No. 3 (a)

No rmal 674860 + 2658(306) + 172378 + 41.67(306)2 + 5360(306)

M

=

7,202,558 in-lbs.

=

61460 + 2644 + 25120 P

89,224 lbs.

=

=

7202558

+

89224 S

226 psi

=

=

79168 660 The allowable stress is 3,281 psi.

(b)

Upset 7202558,+ (2658)(306) + 674860 + 120837184 M

129,527,950 in-lbs.

=

=

61460 + 2(2644) + 25120 + 7215 P

99,083 lbs.

=

=

129527950

+-

99083 1,786 psi S

=

=

79168 660 The allowable stress is 3,281 psi.

f]

O (c)

Faulted (Normal plus SSE) x9 7202558 + 1.5(2658)(306) + 1.5(674860) + 2(120837184)

M

=

251,109,238 in-lbs.

=

61460 + 2.5(2644) + 25120 + 2(7215) 107,620 lbs.

P

=

=

l S

3,335 psi 251109238

+

107620

=

=

79168 660 i(/

t The allowabic stress is 3,937 psi.

w

l

~73-Ring No. 4 W

(a) Normal M

674860 + 2658(204) +.172378 + 41.67(204)2

=

+ 5360(204) 4,217,049 in-lbs.

=

P 42260 + 2644 + 25120

=

70,024 lbs.

=

l S

_4217049

+

70024

=

223 psi.

=

56549 471 The allowable stress is 2,344 psi.

(b) Upset M

4217049 + 2658(204) + 674860 + 59807776

=

65,241,917 in-lbs.

=

P 42260 + 2(2644) + 25120 + 5166

=

77,834 lbs.

=

S 65241917

+

_77834

=

1,319 psi

=

56549 471 The allowable stress is 2,344 psi.

(f (c)

Faulted (Normal plus SSE)

M A217049 + 1.5(2658)(204) + 1.5(674860) + 2(59807776)

=

125,658,239 in-lbs.

=

P 42260 + 2.5(2644) + 25120 + 2(5166)

=

84,322 lbs.

=

S 125658239

+

84322

=

2,401 psi

=

56549 471 The allowable stress is 2,813 psi.

Ring No. 5 (a)

Normal M

674860 + 2658(102) + 172378 +

41.67(102)2

=

+ 5360(102) 2,098,609 in-lbs.

=

P 28560 + 2644 + 25120

=

56,324 lbs.

=

1 S

2098609

+

56324

=

196 psi

=

45239 377 The allowable stress is 1,875 psi.

(b)

Upset (D

(}

M 2098609 + 2658(102) + 674860 + 17352448

=

20,397,033 in-lbs.

=

28560 + 2(2644) + 25120 + 3485 P

=

62453 lbs.

=-

20397033

+

62453 S

617 psi

=

=

45239 377 The allowable stress is 1,875 psi.

' I (c) Faulted '(Normal plus SSE) 2098609 + 1.5(2658)(102) + 1.5(674860) + 2(17352448)

M

=

38,222,469 in-lbs.

=

P 28560 + 2.5(2644) + 25120 + 2(3485)

=

67,260 lbs.

=

S 38222469

+

67260

=

1,023 psi

=

45239 377 The allowable stress.is 2,250 psi.

~

5.7 Tensile Stress in Shell

. (f"5 P) '

(_,

The maximum tensile stress in the~shell (Ring no. 1) is checked here.

(a) Normal-P 42.5(62.5) 18.45 psig

=

=

144 Pjl S

18.45(240) 7,085 psi

=

=

=

t

.625 The allowable stress is 18,600 psi.

(b) Upset 18.45(1.25) + 40(62.5)(.3)

P 28.27 pshg

=

=

144 28.27(240)

S 10,856 psi

=

=

.625 The allowable stress is 18,600 psi.

(c) Faulted (Normal + SSE)

'5 P=

18.45(1.5) + 40(62.5)(.6) 38.1 psig

=

V 144 S

38.l(240) 14,630 psi

=

=

.625 a

I.

The allowable stress is 22,320 psi.

Ih j

(

)

5.8 Stresses in Nozzles

'~

The nozzles in the tank are treated by cases 5 and 4, page 217 of Reference 1.

The nomenclature is that of Reference 1.

In this case a > > r.

Thus the equations reduce to:

l Case 5

?

.454M S3

=

2 tr Case 4 S3+S4

.1434W (3.33 + 4.33Ln d)

S1

=

S4

=

t2 r

Resultant Bending Moment Axial. Force M

=

+S;W Sb S1 2

=

=

r = outside radius of plate thickness b

=

t =

nozzle I

S2 = Internal pressure stress 4

distance f rom edge of shell/ head or shell/ bottom junction.

(((

d

=

/

i I

t_)

The shearing stresses are:

M

+

R V

=

_r Z

2nr t nrt Resultant shearing force torsional moment R

=

M

=

t The stresses are combined by the maximum shearing stress theory.

\\f(2V)2 + sb S

=

The nozzle loads are given in Section 4.2.

The nozzles in the shell should be analyzed by Welding Research Council Bulletin 107.

However, the shell parameter exceeds those covered by WRC 107.

Therefore, since it is known that the flat plate is more severe than the curved shell (for stresses) the nozzles in the shell are treated as being in a flat plate. This is believed to be conservative.

Note that the bending t.

stress is independent of a for a > > r.

%wa

.' b -

1" Nozzle 30" r =

.875" t

d

.625"

=

=

.4'4Y3222+3222

+

.1434 (128)(3.33 + 4.33 Ln 30 )

5 Si

=

(.625)2( 875)

(.625)2

.875 1,480 psi Normal

=

2,960 pci Upset

=

= 3,700 psi Faulted S2 7,085 psi Normal; 10,856 psi Upset, and 14,630 psi Faulted

=

due to internal pressure.

Thus:

1480 + 7085 S

8,565 psi Normal

=

=

b

= 13,816 psi Upset 18,330 psi Faulted

=

fl282 + 1282 322

+

V 212 psi Normal

=

=

2(3.142)(.875)2(.625) 3.142(.875)(.625) 424 psi Upset

=

530 psi Faulted

=

(

(2(212))2 + (8565)2 8,575 psi Normal S

=

=

13,842 psi Upset

=

18,361 psi Faulted

=

The allowable stress per Appendix XIII is 3(18600) 55,800 psi for the

=

total localized stress for Normal and Upset and 66,960 psi Faulted.

3" Nozzle (in shell)

An 8" 0.D. x !s" reinforcing pad is used.

r = 1.75" d = 4.75" t =.5" o

.454Y34482 + 34482 +.1434(446) (3.33 + 4. 33Ln 4. 75 )

Si=

(.5)RI.75)

(.5)4 1.75 7018 psi Normali 14,036 psi Upset; and 17,545 psi Faulted

=

The pressure stress is O psi Normal, 5000 psi Upset, and 10,000 psi Faulted for this nozzle.

Thus:

Sb = 7018 psi Normal *, 19,036 psi Upset, and 27,545 Faulted

(f V = 3448

+Y4462 + 4462 588 psi Normal

=

O 2(3.142)(1.75)4(.5) 3.142(1.75)(.5) 1176 psi Upset

=

1470 psi Faulted

=

[(2(588))2+(7018)2 S=

7,116 psi Normal

=

= 19,181 psi Upset

= 27,701 psi Faulted At edge of Pad

,454 Y34482 + 34482 +.1434 646 )(3.33 + 4.33 Ln 4.75) l St=

_ (.25)2 (4)

(.25)2 4

- 13,024 psi Normal; 26,048 psi Upset; and 32,560 psi Faulted Sb = 13,024 psi Normal

- 31,048 psi Upset

= 42,560 psi Faulted 3448

+Y4462 + 4462 V

=

338 psi Normal

=

2 (3.142) (4)T.25) 3.142(4)(.25)

Y(2(338))2 + (13024)2 S

=

13,042 psi Nomal

=

31,077 psi Upset

=

42,594 psi Faulted

=

(O 4" Nozzle (Mark A - Mark D does not require a pad)

This nozzle has a 9"'O.D. x Is" reinforcing pad.

ro = 2.25" d = 4.5" t=

.5" S1 =.454Y64402+64402

+.1434 (634)(3.33 + 4. 33 Ln, 4.5) 9,652 psi Norma.

=

(.5)2(2.25)

(.5)2 2.25 Sp 0 psi Normal, 5,000 psi Upset, and 10,000 psi Faulted.

=

Sb=

'9,652 psi Normal; 24,304 psi Upset; 34,130 psi Faulted Y6342 2

_6440

+

V

=

+ 634 659 psi Nomal; 1,318 psi

=

2 (3.142) ( 2. 25)'(. 5)

. 3.142(2.25) (.5)

Upset; 1,648 psi Faulted

= (2(659))2 + (9652)2 - 9,742 psi Normal; 24,446 Upset; and 34,289 Faulted S

At Edge of Pad 4.5" t =

.25" r =

~

.454 /64402 + 64402 Si

+.1434(634)(3. 33 + 4.33 1,4.5)

= 19,543 psi Norma

=

(.25)2 (4.5) 4.5 6

- 2 f.-

Sb=

19,543 Normal

'f 44,086

. Upset

=

58,858 Faulted

=

Y6342 + 6342 V

6440

+

=

456 psi Normal,

=

2(3.142)(4.5)2(.25) 3.142 (,4. 5) (. 25)

=Y(2(456)) + (19543)2 S

19,564 pai Normal

=

44,124 psi Upset

=

58,902 psi Faulted 6" Nozzle This nozzle has a 40" 0.D. x I" pad.

t ro=

3.31" d=

24" t=

.5" Si=

.454Y170002 + 170002

+.1434(1116)(3.33 + 4.33Ln 24 )

(.5)2 (3.31)

(.5)2 3.31 20,811 psi Normal; 41,622 psi Upset; 52,028 psi Faulted

=

The pressure stress is zero. Thus:

Sb=

20,811 psi Normal 41,622 psi Upset i

=

52,028 psi Faulted

=

+[1116 2

2 17000 V

+ 1116

< 797 psi Normal

=

2(3.142)(3.31)2.5) 3.142(3.31)(.5)

- V(2(797))2

+

(20811)2 S

20,872 psi Normal

=

41,744 psi Upset

=

52,180 psi Faulted

=

At edge of pad 20" t

.25" r =

=

g Si=

.454 170002 + 170002

+

.1434(1116) (3_. 33 + 4.33Ln 24)

(.25)2 (20)

(.2512 20 19,279 psi Normal; 38,558 psi Upset; and 48,198 psi Faulted

=

The pressure stress is zero, thus S 19,279 psi Normal.

=

b 17000

+Y11162

+ 11162 V

128 psi Normal

=

=

2(3.142)(20)Z(.25) 3.142(20)(.25) 356 psi Upset

=Y(2(128))2 (19279)2 S

19,281 psi Normal

+

=

38,561 psi Upset

=

48,203 psi Faulted

=

1 8" Nozzle f

d = 36.25 ro = 4.31 t

.625"

=

.454\\/336202 Si

+ 336202

+.1434(1680l(3.33 + 4.33 Ln 36.25)

=

(.625)2 (4.31)

(.625)2 4.31 20,560 psi Normal ;

41,120 psi Upset; and 51,400 psi Faulted The pressure stress is 7,085 psi Normal, 10,856 psi Opset, and 14,630 l

psi Faulted, Thus:

Sb=

27,645 psi Normal 51,956 psi Upset

=

66,030 psi Faulted

=

33620

+Y16802 + 16802 V

742 psi Normal

=

=

2(3.142)(4.31)2(.625) 3.142(4.31)(.625) 1484 psi Upset

=

1855 psi Faulted

=

=\\[(2(742))2

+ (27645)2 S

27,685 psi Normal

=

52,041 psi Upset

=

66,134 psi Faulted

=

24" Nozzle 72" 0.D. pad " thick

(*~%'

d=

32.25" r = 12" t=

1.125"

(

i

.454Y3238002 + 3238002 Si=

+.1434(5560)(3.33 + 4.33 Ln 17 ?si (1.125)2(12)

(1.125)4

~ T2-18,481 psi Normal; 36,962 psi Upset; and 46,203 psi Faulted

=

The pressure stress is 7,085 ps'i Normal; 10,856 psi Upset; and 14,630 psi Faulted Thus:

Sb 25,566 psi Normal

=

47,818 psi Upset

=

i 60,833 psi Faulted

=

+ \\[55602 + 55602 323800 V

503 psi Normal

=

=

2(3.142)(12)2(1.125) 3.142(12)(1.125)

=y(2(503))2+(25566)2 S

25,586 psi Normal

=

47,860 psi Upset

=

60,885 psi Faulted

=

At edge of pad r=

36" t=

.625"

.454 \\[3238002 + 3238002

+.1434 (5560) (3. 33 + 4. 33 Ln 32_._23)

Si=

(.625)2(36)

(.625)Z 36 20,607 psi Normal; 41,214 psi Upset; and 51,518 psi Faulted

=

C

->v-l Sb=

27,692 psi Normal f*%

52,070 psi, Upset

=

. /**,

66,148 psi Faulted

=

t,

323800

+ \\l55602 + 55602 V

=

175 psi Normal

=

2(3.142)(36)2(.625) 3.142(36)(.625)

\\[(2(175))2

+ (27692)2 S

=

27,694 psi Normal

=

52,075 psi Upset

=

66,154 psi Faulted

=

7~T

/

~

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l APPENDIX C - REFERENCES i

l 1.

Roark, Raymond J.,

" Formulas for Stress and Strain", McGraw-liill.

2.

U. S. Atomic Energy Commission, T. I. D. 7024, Nuclear Reactors and Earthquakes.

.h, 3.

A. I. S. C. Steel Plate Engineering Data - Volume 2, " Design of s 'a.

Plate Structures".

ff '

i9 4 4.

Blodgett, Omer W., " Design of Welded Structures", The James F.

q' ' [

OS/

Lincoln ARC Welding Foundation chi,j ty:-

5.

Richart, llall, and Woods, " Vibration of Soils and Foundations",

Q; (@' '

m pp Prentice Hall, New York

.c

{g{'

6.

Kraus, liarry, " Thin Elastic Shells", John Wiley & Sons, Inc.

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APPENDIX E - FOUNDATION ANALYSIS r

BY

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J.H. APPLETON PHD., P.E.

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f 7: s. ~/

i

( o w/<e A-us)

-/Ve/rfrrcs.-l 077cre /e 0e-s yrs -

MI'3/9-7/

[c' = 3 0 60,,9s/

6en/d d 0 rz+r,s he c:+>1-:

7~,n A Wa y /S cf/ds66 A

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t o - J

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f e o, 00.2 y.-) /)

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=

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=

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A?l?

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sq = o.39:r(so)^ = 997 5 Z = 0./05 (as)* = + /, p/6 3333.2.

g, g g 9a!

=

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r

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$Y

MCDONALD ENGINEERING ANALYSIS COMPANY PORT OFFICE BOX 9535 BIRMINGHAM, ALABAMA 36215 PHONE (20s) es4 0718 ADDENDUM NO. 1 to REPORT ME-311 i

July 11, 1977 This addendum is issued to cover the change in anchor bolt material from SA-325 to Specification SA-320 with SA-193 Grade B7 bolts.

The SA-320 Spec with SA-193 Grade B7 bolts is acceptable based on either/or the following two criteria:

1

1) The SA-320 with SA-193 Grade B7 bolts is a higher grade material

.t

{l' than the SA-325 and it has higher yield and ultimate strengths. The I-mechanical properties are at least equivalent to the SA-325 bolts.

2) The SA-320 with SA-193 Grade B7 bolts has a higher allowable stress

, t.

gd than the SA-325 bolts when the criteria of ASME Code Case 1644-5

,I e

h (/ ))

is applied to both bolts. The SA-320 with SA-193 Grade B7 bolts e

has allowable stresses (for-both shear and tensile stresses) given by ASME Code Case 1644-5 which exceeds th.e actual stresses in the bolts.

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