ML20042C050

Forwards Responses to Action Items Re Containment Bldg,Per 820211 Meeting W/Structural Engineering Branch

ML20042C050
Person / Time
Site:	Perry
Issue date:	03/22/1982
From:	Davidson D CLEVELAND ELECTRIC ILLUMINATING CO.
To:	Schwencer A Office of Nuclear Reactor Regulation
References
NUDOCS 8203300110
Download: ML20042C050 (9)

Text

. .

I!!E i:L E V E L A N D E L E CT RIC IL L U MIN ATIN G C O M P A N Y ILLUMINATING BLDG e PUBLIC SOUARE e CLEVELAND, OHIO 44101 e TELEPHONE (216) 623-1350 e MAIL ADDRESS: P. O. BOX 5000 Sumng The Best Iocanon in the Nanon Dilwyn R. Davidson via Pnwsa>tuf g o 44 o SYSil M F 4 GIN ( E kl4G AP40 CONSf HUCflON

$O-4 'i (

z, g

• IJQf X xy s March 22, 1982 Q. x x

[,'l ,.

u 19 3 2 s -- '

Mr. A. Schwencer, Chief k h h',7h'p; Licensing Branch No. 2 k:

Q Division of Licensing N @

U. S. Nuclear Regulatory Commission Washington, D. C. 20555 Gjg3 \ \

Dear Mr. Schwencer:

As a result of a meeting held with members of the Structural Engineering Branch on February 11, 1982, several action items were identified.

Responses to these action items concerning the containment building are forwarded with this letter. These responses, together with the responses provided in a March 11, 1982 letter, completes the action items identified in the February 11, 1982 meeting.

Very truly yours, f-Dalwyn . Davidson Vice President System Engineering and Construction DRD: dip cc: Li Yang g/

John Stefano

.i Jay Sil'oerg, Esq.

Max Gildaer, NRC Resident Inspector

/ I 0203300110 020322 PDR ADOCK 05000440 A PDR

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

ACTION ITEM 1 DAWING VALUE5  :

Specification Sp-660 requires that damping values for seismic and related  !

dynamic loads be used as follows: I Operating Base Earthquake (GBE) = 2% of Critical Damping s

Safe Shutdown Earthquake (SSE) = 4% of Critical Damping In perfonning calculations for Perry Nuclear Plant Containment Vessel, NNI includes these damping effects depending on the type of analysis being J perfonned:

(1) For Response Spectra Analyses, the 2% and 4% values are used for

! appropriate cases. (Modal Analyses)

. (2) For time-history analyses the damping is determined by the l relationship for " Viscous Damping", C, in the Ghosh-Wilson computer

• program ASHSD2:

C = xM +(3 K 1

where: c< and S are coefficients detcrmined by the frequency of

__ the structure, C is the damping matrix Fils the mass matrix Iiis die stiffners matrix NNI sets the damping values at 2% (OBE) or 4% (SSE) at the dominant j frequency. For frequencies higher or lower than the dominant frequency the damping is increased slightly. A case is examined r 4

below as an illustration. i For all of our time-history analyses such as Safety Relief Valve Discharge, our calculations show that it'is only necessary to consider the OBE (2%) cases because higher allowable stresses are permitted for load '

combinations which include SSE, i.e., OBE controls the design.

Consider the case of the containment vessel with a frequency of 14.48 Hz (90.98 rad /sec), so that damping at other frequencies can be calculated. The relationship used is:  :

h( = .,

u

+ (3 which gives: )$/ = .02 or 2% critical '

damping atsdi = 90.98 rad /sec.

oc = 1.820 g = 2.198 x 10-4

, e - , w

Action Item 1 (Cont'd)

For higher and lower frequencies the damping values are:

i Frecuency. Hz Damoina. % of Critical ,

6 2.83 14.48 2.0 '

24.28 2.27 39.80 3.06 This is not considered a significant change. -

In examining other loads, it is noted that the peak spike of Chugging J

has a period of 2.3 milli-sec. or a frequency of about 217 Hz .

This would result in a damping = 15% of critical which is to high. ,

Therefore, NNI will handle this by deleting. damping when considering >

the spike (only) or reducing coefficients for the special case.

i

l t

1 4

i t

j I

i-P

ACTION ITEM 2 It is our intent to resolve any increases in stresses above the required allowables as presented in the FSAR as a result of the reanalysis of the containment vessel for new loads including steam relief valve actuation, condensation oscillation, chugging, and pool swell. We will also resolve any increases in response on equipment qualification. Final results of these analyses will be presented in the FSAR for the affected sections.

i i

I i

ACTION ITEMS 3 AND 4 RESPONSE TO QUESTIONS ON CONTAINMENT VESSEL FLAT DOME " MARC" ANALYSIS FOR BUCKLING During the March 11, 1982, NNI presentation several questions were asked

regarding the MARC computer buckling analysis for the flat dome. The flat dome has a 6

1 elliptical shape extending the center to coincide with the worst case tolerances permitted for dome construction. (The actual dome for a Unit 1 is very, very close to the ideal 2:1 ellipse.) The questions asked and answers are given below.

i

1. How are loads determined for each node point?

Anrwer: NNI had noted that loads rather than displacements were used as input data for this problem. The MARC program is run by ,

incrementing the load and using the previously computer deflected '

shape (s). Bifurcation points are determined by plotting deflection vs load. The load was incremented in steps of 10% of design load starting at 20% of design load. A copy of the deficction-load curve is provided herewith, which was presented at the conference, and the curve shows that snap-through occurs at about 50% of design load but that buckling failure will not occur until some load value well in excess of two times

! the design load.

To determine the design loading case, NNI examined nine different loading conditions: Construction, S.I.T. Test, Normal Operation, Extreme Environment W/0BE, Extreme Environment W/SSE, Accident W/0BE, Accident W/SSE, and Post Accident Core Recovery W/0BE. A comparison of these loading conditions (forces) was made and two cases were determined to give the highest forces: Construction Loads and Extreme Environment with SSE. These two load cases were run a structural

' analysis finite element program to determine, on an elastic basis, the worst caso deflections. It was determined that the Construction load case causes slightly higher deflections in the center of the dome than the Extreme Environment W/SSE case which produces slightly higher overall stresses. This result occurred because of the flat shape of the dome and the fact that larger loads are present in the center of the dome for the Construction load case than are present for the Extreme Environment W/SSE case. Also, it must be recognized that the concrete loads are significant loads as compared to SSE and external pressure, and for the Construction load case all loads are vertical. For analytical verification and justification purposes, both the Construction load case and the Extreme Environment W/SSE case were analyzed for buckling using

' the MARC program and the Construction load case produced the larger displacements.

A specific example of how a node load-is applied on the model is shown E on an attached sketch. The total design load on the 360 degree ring-for Node Point-36 = 97,615 lbs. The sketch of the arc of this ring element shows the node load and the weight calculation for the ring element.

i i

l

Action Itema 3 and 4 (Cont'd) Pg. 2 As was noted above, the buckling MARC run was executed by starting at 20% of the design load, computing the deflected shape and determining a new stiffness matrix. An additional load of 10% of design load was then applied, the deflected shape was computed and a new stiffness matrix was determined. This process was continued to twice design load. The deflection at the centerline was determined to be maximum for this case.

As part of this question, circumferential stresses were calculated but these are of secondary interest compared to the overall buckling problem.

2. Advise on the boundary conditions (b.c) used for the center of the dome.

The b.c. applied to the center of the dome was to permit the center to displace only in the vertical direction. This b.c. was chosen to be consistent with the axisymmetric modelling of the dome.

3. Provide copy of MARC Manual to NRC.

Revision J, (11-15-77) has been provided. This was the revision used by NNI and is the current revision. There are three volumes of the " MARC-CDC General Purpose Finite Element Analysis Program User Information", bbnual, and one copy is attached.

Verification of the MARC program has been done by Control Data Corporation under their QA system and by the sample problems demonstrated in the manual. In addition for this specific case, NNI used MARC to check the snap-through point by verifying the Belleville-Washer case. Figure 7 of the NNI report which shows agreement between: MARC, " formula", and test for the Bifurcation point is included herewith as further verification of the MARC program.

1,

(  ;

a 1' . ' - _ .- .s. .. . . . . . . . . - ,

.L- . ._. ,

. t '

4, og 5.p i 1 t

• f a - 4-

g. I  ; I

a. .- 2  ;.;._s

. . .a. . : ' '. .. .. . .u . . l. . .. . L' - ..

.; _ : r- . . .4 - . - .

I:  : *

.a.L;. ..I . . .u.; =.

. . I

. ! _; .. . . :.u m__

" ~ . 4_. 2._ a. ;._ ;...

_ . p. ..} . . .. . ~ .

h a q:, v.m.y! -_ - r- -??Q 'W.% ..-__-. l-t _ . :.'.~.* .' . . _ -- . r .~.?. - _2- .::.n _ - 2 .e.. [f. :li.. : :

4 n L

a.  :

i: .

--.-,:-- -+. 1 . ":y , - - j = --

i 2. ,:,naH'-+-

e

f. :--- =7:.; H: pl "---. h --- 2;y

- .7 . 7 -M2 q: r+iffii :'

i

2. t

)

. . _ .  : 1 i 'j: >

y2 .p:  : j.- .

• a ' - :--n a hi- r + -- + 9 - - M - +-:- 24:= E -h-;

l + " %+-- -..

- 3  :----- n --- q:-

l

l. .

---

)

- c h.: ,,.!

.I  ::. . ._:. . ; . .

- - . aa. . . . . . .._.: . _.  :

M! .

_._n .) '

u _a _.. . :; a:a.r

. l . " .: A l_... i . :. . : 4

..+ -

.i

...r.=-  : F . r. . . l r. ~. ::n.en.

-If

2. .: ._

..==_

u.- =.p :. .  : . . u.a.:

. :.=.: . .: =_ . =.

.:+ 1 : _ n p- - . t . &=: r - p~-

an .a.1=. ni : ...a:=.,. - - -

.._.L'=..==.

_ .n.= ..=. :.-:. ;- a_  : a.:- 1 -m rp-n: . :- r.

_ . -y . .

,x :: m e= =:

..: ..=.- - - -

rr . ...::k...

l

. .  ; -- : r -m .

-~====:

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

. . . . . ;i .. -

. . . : =. . .;:. .c. _. ;. . pa.r. ;.. ... . -z i . . . ._ _.;. = 4. ::

n.yr.. a. . . .:.::

. . -en. . . r. u._. n:r.,

' 2. ;;

a.

_;2 m .r.r.n.. _ ._; ._;_;,u...u.7;_ _

,_,.r .. .

r. . . :n :=_.r

. _ .a r . .r. . - - . ,i .: .x

. a. . . .u. r,.3 m .. i .=. . . - e. . 7. . . .r r .: . . mr.. .=,.: , . ..=. :.x._: .r.c. g .

c au .a.._ @., n:n n- .

-_. .t.r ; . _:n.; .: . _._e. c. .. . u_nc.,:

10 -

=

1: 2

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

...::::: . : .. n . :_=.3. :. . ..: gwr::: *.. .. .. ;- -

n. .-:! . =::.;. ,,.n-+.:..... . m = z = == . - .=n= a a: ==;

rJ

2. nz:! : u.: - n2:nr =_:e n: tra---

i , . r . . . .

• n. r.tz. ...::4::. ...!...-.,.

• ._ ..!..... . . _ t M"

. . ~. . . f- :: :'.:".:".*.:...' - . .. . t.. :::: . .- {F. .; . -:. .:.'. . . . ~r"*r.*'=.._~.2'..2. . -.-'_........-...~.;

t.r.: . .. r. . : :

. . . . ... r.:r. eJ . . . . . -- :u.::. ...T, . '* " - " - * , . - ' . ~ ' . .~~ ~. ~ ~ . . . ~ . . . ~

. . -.-.-~

!4

. :.i 2;%S T :L".n- . . ..;;r L :.

m'a

! =. :r nz: .. .. . /.;;;:2.j;m.J.;i Q. r: .'Ior  : ... !;;. n .ri .C I: :r-- :n- .* r _.._ ---t.... .- -.......172._-' '.;r:~* 1

-- . =r :; = 2 . .--

n n =:gj.: :--- . . .:;'L**.~y:c*

r - r, ne:r/

u:: t. :e n: e r;-- -~~; ',.J=:

. '.* L-'.!*:;*!*: - i t---** *'- .0 C' * . 2 --.;M. _ ;..r......:-~~~t-**.....

d.g

.;. ;; r! t. '

• Z..:"

2.  ;. .;;. .'?..; {.C.2. .. $' ~* _--- f ~ ; .b:.;ri..lu. ..--*.-.)..-.. . . .... . _ . .

• -~-

. q * **-". *_:J. .:;::. :. U. . '

" : ~a. . . ***-~d..: ' -..::: *:2.

. .  : - *!**--* : _ '1.; . i .;.:

_".".-~.."a..*-*".'.'.'..'}~ ..' t..' :;;..;. M. . C.

• r.'.~. :_. . 2. _0; l . . *"..g ..; ;;. '.:,.*l.' l. Z. . .*.1. ".*J

!* _tr;. c

7. :n;::.

r

-- n;;p. _;.. .. . u r n. .

. . ;: unr .t. ... ...:...i.. ..:/ + ;. . r. :. * :. . . . '

" '*

~ ~ '.- h. f ;!::: '**

-!!*l.!U*~ ' * !r' n:4. :. a u s. :.- r;-

-,! * : ' ' *- n : . 8.1--~::~.r * * ~ * : -"; -! *

.- . .__., '. !;i::-C..,......._.. - :.'+*

r.:;*r. *.*

'.~...C*

• Lar l .. ::t " -- *' "

!!".:;!:;fu* !:-*: .' !:.:r.:.J.nr

-*.*-* ;*.*.**j . ..**Z: .: .n 2. /

.. i A ._

.e,

.g._....., a

~*Z.T..

.....;._...g_:-._..

~ ;~. .: G.. .. . ?..  :'.42'. ; W.: ::. .1. 7.;M. .*.C.; ..-* : d. *.;t. ;. ;_; r.C.* .': .F:1_4.g::;; : ::._:;;i- t.. r. r.t

.. - . . .. . . . . . . . . . . z_. ._ g.;.. '._.-- ' . 7. . . .-! r..::;

....._.,.1-.. . . . . . *C.*..*.C._.. . ..~,..".._.7*.C

.. . g! .. :*C. . . . .Ta. ' .". J. .*r_ :;l. .: ~.~ 7. C. '

I T-N;hb .I.'~hb:-bk .h.I'

• 5. : b b-5NN.b b k N h7 d. t i N.b.hi b -

g

. .;' .' .. .[. J. . .. .;.* . . . .

.._.,....J _ . . . - . . b_ . .b. r;t-* *h._.g_._'h . . .

.r*

-h1[ - .:h5 T. 2. - ::.. ._. -*" . ../*::.n.;*r; . * * .J. .;2::;r ..p..

d ~ r: _ .it r *: J.'--I n..*n. .;r..2: . . :J.. :CL. Il_. C.1;:_:.***. ;. - :.;*;;;2. _ . . . . , . . _ _

i. r.n. i .l.i. L. -.. f . -".. . ; *; 7.. . . . .

...t r,

. . . . . . .. . _ . - ... g. . g...._._..;n.. . . . . . . . ". ._

=

. . . .._ ... .. .. ... ' g,4

. . .7_7. . L =. .

._..p.

. q...

. . _ . . _ ' _ ._g..,...,.

. . . . ; ..; . ; ;y , . . .

. . . . . _ . _ .. . . . _ . . .,..g. . _ .,. . . . . _. .;. .. . . .g. _. ..

,...,  ;.. ,;.7...... . ,

--.g g,.

- .m ;- j:< h;;r.tnttr: - p --- :

,i .ur,n:g;.r.f.:.:.- J . * ~le, .u.

.

: . _. y: . ::: :. '.- . u- ..

.nJ a  ; g; i-. .  ; . _, , ._. ....;::::; _.

,: :r.;  :  : j n: = .

+-

_ , 7. n . .

n =. . .,.: _;;:(g: -+... , ..; . -;, .;; ..r...-. . . .n. q ._.;. . L_.--:;:.n:.

. .+nh;:.::. ;. ;. __.=. ;-. -

. .; . ..ua  ; m n . .: .;..a =

'1 1 :* .: .:.:, .!:. ..:_.n- '; ::r a  :=g.-.. .~  : .:

. r 2, . . . r_ ;

.:_ . c  : u;_ : ;.;: . _ t - ; ;n ::. t. - :.:: c.. c 3 <

-' * :M..--~.T..

t.:

r.: . . ~.t -- ".T; s . ":7.*. t.T_-*.r rp t _.  :: -. a. :z_$- _t .rs r. :::::.t:-_; -- :.--= :-- r + : . .;q. . :. ur y _ :::7 t. --*:: a*:r . :

. ,7 '.R..  ; . .. ' . ; *T. . '......_;;- . '- ":. . : :. .: :r.p. ,;

.;:1  ::j.:

. ;r.I:2.:.;;. -  ; .  :.-.  :.

nn- .  :;. .l

., , =. . ,*g;;:.:.;.

4 j....p .  ; .; ; . _-. :;._ .; ::- .r..::

. . . - .. . y ; , y . .. ._ g ;. _

.....,g_.,.  ; : ::; ..:.ne,p;*. :..- . .;;;;; n: ' .

r.;.* rN;.r 8 7 n:. : r.; .: r . _;nn,.  ; ;, u . .. . .

- ' ' :.:.: . :n ;;-- ..:q;u. .L . . . ; .- . ;..1:;- c -- t; ;;;- .; n l:;g;

. t. . . . . - .

..; .:.:_. *_.:- n. .'.:. . ., .: : ;;* C :_: _....' . n_r . c.J ,.. :.; u :;c;; ; g. .:- : ;; .:r-

'a,. -g r '_ . .V '

t_. r. .:: r .: ;y.;; :- :_

.:n t- . 8 - r *: ;r:n- tr.,/.,,. ;*.n:gr :2 P.n:- 2; .-- ;.n:: g; - - _~ ~ :r-:- ::. _. . : '. :- u;=; .n t_ - : ::. : s u--- :-

. '* . 2_2:*.L:;. T. '..m

-  :;. .",....7,0.. j 30;. -. {l.:..:.;n: ,,_p

- ';;. 2;-M--- '. j * .r - :;4.::!; :'

p: - --

- ;-" : r ;- . :q ;! . .;- --- gn :; . . . . "_ . ' .

:i . --- ; . : . -  : tr t- .

h . ,, .

y ..; . /:- . : . 3 ..;.;. .; .:, u.. g.;; . n. , . g;a ._;.

. . . . . .. .it us D.LUL - - -

.;.g;; ,..{.ga; 7 . - _. .. a.q Q:q f - - + - - -

k) :'.Al. iy - .- . .}

_ ~. _a i _

.L  ! . : . .f g.".= p- g. jtjJ .1 r.I.:n. ; .-[igi-ig .'FIGum_7 g - . 2 9_... . .- r.

4

. - - c . t .- .t

.:.;r .g. . an m... / 5, ...u r r - . -. 12. ru :.

_,g  :  :: .. t -r rafi.,  : g _.y - r.. . . . c: . . . _.4:.: :. .. L -. .. nx u. a;c :.. . . . . ~. _

. -- -- M -

- M  ::

nc.-((/g -p ; --- J: c.r- eggy- .;W.en. 1:.d  :;; ; . gq, .:-"g.. _ r. ..

a-

. . . . .t ri : ' . : . ' ;: r . ] . . -.DC TLE W D PJ.. Ct.A RV E. !.~ ;~~ - ~T * ^'

_J .._, 7: 7 gr _ I': .. ::7. * "- ~ -~;.-

ri-f-. .:2.

f.. . . . . n . f .

g.gp p .:g..,gg g ;ag: q.) g f;.

l < . :% ;,^[ *, '

3- T  ;;[.l-f r 5. - ;i;i {. l :.

.~ } .!:,***

^

a

u. .: .2.:. , .:

F- t--- e--  : -

...a..=.t.=_...- .._.u.._ .;.=. .; :.u.=, :/ * ..1.__ _-' f':ziii .j 2 ;; ; y{ --ji,. m. .

n'. . p ..

":.-*;:. A m.. .w.4 . -n.-t or l .teccry s.m. .s . , . c.w _ . - ,i ;;"C ..

g' ~ - - *gc.-

. .:. . _ ..y.

.. P - c i -M. :*. ;-~. .

2. - .J ;

• g L./J

_._(..........,_.tr

. . . - . . .s .

1-g'y'

• c* "y- g - -- T;; : n. ;7 . .

~n . .:

.;... ' n .. . . . _ . .

...-...y_: _ ; . . . . n. :? :;; ;; ;;; . . g; ; . .. , .g . _;; . ; . ; -- --

.'yl.._.2,,p . . !. j. ]..i. _'- ."{..y. ]. .l ;

7L._' ..

.g:4.Eg ;;g- ME .. m tm owrsy ~ 2h r;;g.. ;...  : El_PnT: .. , . ,_

g

.... . . . . . . ....g.......

l. . l' . . . . . . . ,. .

...p...._....._.g,..._..._. - . . . . . , . . _.. . . . .

. 1.,.,..s ..g .

j ...f '*

- :- $n g h '_ . . , , . . ,

• g .' .p . 2 .r.: .; . . . . . . ., - ; q . g- .; .-l

. :I4. .. ;. . . ; ;. ' ,p. .. ...J.;~.# WCM.t.W.NT5f.

. . .dE. . !..,.J.

.{i. d.2.21.n,'.;.1.j -- ._ r. ; +:-EihiM.. .CDTE g ..*:.3.17. 5. . g l.. .~.I.

,. . . . , ,g; t y. .. ... -

.. . . . _.-. ..,,,,... R CULE TM. . N M* f:#3L&, .D .. . . ._

,, , f .***-

l.

. .., . ~ ,. ... l ..-WY CRO 5*W.

,: == l .=

WAl .SOO 1

.j.....,_.. . . . . . . . . t.. '. . . ; ' ....

?."99".' .--  % is,2 22" - . Q t s nr w e, i r " ~

., 1, . ;

.. .r 1 -

u = -= . ,,,, .,,,, ,t_ p. r.-- .4 4 ;=n d '

.9

'l.211i!_.n cp - tM*UOT.m tW 2.5co tR, 5l~,. . t _

4 ; p ;, . 1; . 'r f . . .; .;. ,_

.: ._ .A ?.

mmg3 - n._ ..

... 3;i;.. J t . . ._ . , #. _:. . - 2 ;g,;< :g.

. . . _v j ; . g - ;;

; ,;; , ; - ;..re _;:_ . . . ; . - . ; -; : ;.,,

,;,7, . . j .,. !_ ;

....M.._:.*-

_, : . - g -- ,, / *- ; ., j . ,.;-

g  ;, , p ; ;, g - , , . , , , - . ~ + , , -

i

-=~ g + { ;;;1-. 3  ; ;----+ ; ; +

j g....!:*---._.. .  ; T.! ' '

. j * * ;'[. . . . _ - .; _-;-.n_ - --

• .- 2;; n. {.,.f .;;- } : . ; : j . . .-

) -/

-  ;--_,.....,  ; , ..-y..-,.-.-.. . . g . . . .. -.g...

. .t;-. ;;; - i.....;...y. , .;;, . . . .:; _. ,. ; ,;.._, r u..

g.

.' f -- -y:--- i

.) ,,

.] -

- {* . .

. . - ., f t * .;ldi; , **

L,,: ~.] ' * ~ . E b .* k . i b~55^ 52:

J. ' .,u.--. W -. . [ o.im. .)

.. . .s . : .1

/ .

- ~

---'#+-  :- : .i. ---*: ~B: d. _'F.. . .. .W.. . . .~. . .......2-- ., -,j,d }, ".. 'y * ~.i=4 ' . l:.!:!P9. *.:,L F 9 .= l. ==. . t. . . .

-t

=^ !". :., !, . ..

e "'-"l- (  ! ,' . f.

. %,;f _ ;_,

..'l , * *;;*;: ?.

4 m-....-- g m -:.'._ g 7.. ;...'

ua. : 2 . {  ;[;,,N ;- .

y._ . g. . .g_.

J;;; I

. ' ' ,- 'i M.'-

2 7.i; ._c I

1  ! .. /' . . , ,

4 t- -t. t:- . ,f  ::- ;-  ; , 1, ;2=....;;: .

d. ..

a.]l+--e .

. In :. .

) ** -E  ! ,[1 .-.,f , ; l .g .  !. . 4 4 .;..

t j-...... ..y. .... ,

_,a.,.._;.._ . .-

J' .: .

' yg .

na2 ;.. ; .3u,.*c.c4.-...,_;_ , ,,g__t_ _,, ,, _a;a ,_ .;.g

. . . . , g-F g,,,.4 , ,

f/

-4 g jg, ..; +. .-....,,_ g; *-

-.1.;-._..L..- g,

, p -~~~ ; . - ~ ~

,_p '3  ; '

^;

ET, -

/; . :

^ 7- - ~ - '

• - '.~ . *;; .. .@( J; . ..;.; ;.* .. .;. I ..;  : g ;. .. . . .. ._ ;'

.'..{.

,a;

..t

__p y -

. . . .~~~

- -,,a.s;j;;;;, a _.-' *

. , ,, { ',[_~~ { . . -

4 4

• l _

. . /q . , e

' l ,^

.,:- ~

-. s .- r , a::t- 'm : - - - -

l . j i

_ j ...

2

.n y,

f' /. .:. . _ .g.=. e a :.a , . ;_4 .g

2. 2. . _,j .. :

. !n. . : . . . _; __ r s . . . . -

s

.g

-. l . 2. ;_ u..;; i. .u._.

a - f. . - -. _ *

. .. ;f

+ . ~ ~.t#' {._ _ *t*- -

- I_

e .

~

I '

4. I

, / '

a 8 . .. ; n

.l.. $.- 7. .

.l: - , . .; .

j 2 l . . ; ., / .; , .*. m l * 'g.. . .

t' .

.-:-- . . - e n. . ., t . . . ; g - . , .

1

./ -

• '] , ,g, **- '

,g,;- ",

• 2.**-

4 . _

g .  ; -

{*

I b $ (y [ Q

$ KPCH(bOES hmm.e m- c . _ _ . _ . .1 -

pn.

."~~ *-~Wm n .** W.? =l.+:~~ ~~~.- :; p . :g.-?.';Ktv *-*y.*7? *?p~rf.xm.a.  ;~ 7 r,e,.7 ;~ . . :e~ .-..-_

) .-s, p,ag G.1 og

,a

f. . .w.~ ~. .ep.-M.y.nt'. G:._ - -

---e._.

.; : m;.:.c ;.::.: ~:;a 5 pr. .c y - y ; ; .~.y

,. , gi.~.*-:.gy~.: , _

,..._m. . . _

. .. t Newpert N:ws Industrial Corporation w co  !

Subsidiary of Newport tJews Shipbuilding MANUAL CALCULATION FORM ,

j A Tenneco Company ,  !

1 RE F ER ENCES: l 2

L= d"6"S'* " [ I'c!2f'fd d i)f - 3 g a 3 i i

4 I I 9E/5 Les.  :-

s >

NObE 3l, RING ELEMENT  ;

Y 1.

-TCbr35- 7," e C[_

1 ,

r i e

• 9 Nob 6 3 Co RAb!!)s 420$ ~~Xg ..  ?

, 10  ;

! PJobF 37 ~X5

• bWL 11 ,

i 12 t R\nc tastwr = 217 0.s) (.te3s) L xz = 2.:7e (t) x, - espie iss. i 13 *

< L j 14 I t

15 ,

16  !

17 1

4 la 19 i, L

20 ,

l 21

, 22 23 l 24 ,

25 I 26 >

< 27  ;

i 28 '

' 30 i

31 =

, 32  ;

33 AnAcaven B (~'"Y 24 h ** " ' j l 35 '

' 'u"'cc' = KETCTnFTOD:.% nf.

2= 3b IELUbE & Ci;i.CCLLT!Di; .':*- .:

0: bEBb LD2D - 19RC_boYE__3'.'cu.EG PREPAREDSV OATE DRO.1 :lv.

REVIEn ED 0Y .

DAT~

[. c o. u . ' y/i/ w / / ,

I

' A PPMovED ev O A T E. - FILING COOF 1-40 8 -

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

~

..,. ... . c -~ ... .,

+- .

... -%. v.s .

.., * "* y ,

. ] i

w. \ ,. . . . , - o v, - ['

ty-

s. .

s.

, 2 .

}; . .' N . ,:

i:[ g,s 9 's%

g

,'s.s t , . .

9 - .

_L

a. -s.,

• rr M

. n%

.-- t9 s* g s.

r

. o,/ l o so 4.. g 9*.

!. . .. , i . ~e 4s.

..'. ' i' . ,s u i *

,. .s +

,.LO .

, \.,\ s i.. .

.UsN 'd '

A . ..

.. t i .

.' y,g -

p. ,

f.

4 i.

i- -

r. ,

' - .s g

..- - . . .. - - 7 9,,. . . . .. gg i :q:8. ' '

I d ~U .o

.l

• \.,

v.: -

'**i.  ; . .

.,t-,--

- .~. l g .

3  % -"

c')

. 3 .

i

,u t.) -

.. :. . .. . . .. l .

s,,o.

.. .y . u.

...p.--

i * . Es:tu D . . :n : . . _ .

3 5 ., .

7, g ,

.. f.,

e r w a .

o. -

t t

- > y

< . r ,i

,5  % .* ,4

.* -e.

.. n

g. .

.; .. . .. .; .. I

.- 4 g

q

. .:, .. . . . . .. n . :.' .

.. 3. . e 4

.,4,,

.gi

/ c. >

. . eq

,. p .*  : .y ., , .: -

--; L.

' g

'I; , i.

'~

-~ .

g 7,_

/

]_x q ,

o .

/ , . , -

t i

. .' ..p. t a

f i y

g

i. _ . . ,

.: , g N

. %s j .

_.... ~pe , , s. . . . . . .. ..-- . ..

y

• l

, I- ..

'%f c

.... s-ed ' . ...- s 5

. ) ,' / '

a g

., ... . . '. ( *,

i

• f.

. . g,. ....-.

I

,/ ,

s

a. . .N

.s

. . . . i *t .

.g / . . q:rg .N N g .

• a . ,

+

. of ~.  ;

. . . ~ %, . '

<. .. .-. . .'

.:, .. $a 4

s

~ .

,4 a.,

.1  % :,  ;

g st .

.~? s '  %,g -

• iQ -

&' 3-Q'Q t .,

• ./

[,t n g -

5%

-Q d

I j'

. ~.

e . ,, .a 4 r g3. # 8 \ .. .

. . 1 .

O g

s s, .

v.

i. s o -

g sb

. g. . -! .

O .. .

. O. '

i \

' j.- [. ,

.,A. N%e %fd '

g s2 4*

==%4te -

• g

%. 8 A. t, Q..

=.1

.J . s. .

.._I t

% N 4,. * * .

.. w ... s

' _n _ . .

v. . . .

.i- \;* ,

. .J.; ,.,g - - g NT ..o s.

s.

. . .e 'i t,* %N

• e. ' s . . - - - - -. .. ., --

,, , ,, *. ' . l' * * - %s v

t.x .a.

c.M If

_- . _