ML20117C096
| ML20117C096 | |
| Person / Time | |
|---|---|
| Site: | Fort Calhoun  |
| Issue date: | 09/28/1992 |
| From: | Ahdabbagh A SARGENT & LUNDY, INC. |
| To: | |
| Shared Package | |
| ML20117B910 | List: |
| References | |
| FC06011, FC06011-R00, FC6011, FC6011-R, NUDOCS 9608270280 | |
| Download: ML20117C096 (92) | |
Text
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LIC-96-0121 ATTACHMENT 5 i
Question 8
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Calculation FC06011 and Sumary of Calculation for Blockwall No. 9 1
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SUMMARY
W ANALYTICAL METHODS CALC. NO.
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ANALYTl CAL METHODS CALC. NO.
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C#83 DESIGN CONTROL
SUMMARY
3 W
ANALYTICAL METHODS CALC. NO.
FCo 6 o //
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f reSS W C.,
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SUMMARY
ta ANALYTICAL METHODS CALC. NO.:
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n b,'c~?
seism;c Force h e se o m burden O8E:
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CLIENT: OPPD DESIGN CONTROL
SUMMARY
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g PROJECT NO.
775/,27 PAGE NO.
I1 i
Q CLIENT: C8MD DESIGN CONTROL
SUMMARY
5 ANALYTICAL METHODS CALC
- No.:
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,4 E
7hnk leng&l-23
= L.
T Sessmic lrusvee ach' kl< Ae<d 8 on VL a a
p#' #
h s
/vy j%
O/3 G QA = 0.08 f P, g =
d!- V K 23 S
x.og =
o.797 f31
/Yv JTy SS E,
Q,,
0 /7 f 04, 62-Yx &) xo.17
/.4 qq pS)
/v v
PROJECT NAME: $ I b ///dt4M REV. NO.: C PROJECT NO.: 7 77/- A 7 PAGE NO.8 RO f DESIGN CONTROL
SUMMARY
ANALYTICAL METHODS CALC. NO.: g{ g g g jj t
y loa o%} :
7 Co y tess a Governa Emfg a
a-;iC'cJ
%A
- 7. /
Hoop s/ ras 7~op Acryon d 1oad 2he 4, over-a-
baden $
vu HcJ s2&-;c We :
47zi
/b// men.Sof(zwq}
Ib/' I de,c fagl(1s ci) bW 2.go e
(
L\\ We 533
/ b / h n'ea r (vof 1
iSSE (ps4d}
W =
47zi+ zso-4c) 7 / I6[lin. bl.
?
OBE k
kTssE, 4 72/ f-6 3 3 = 52 54 lb/ I.;,.$,,t 5
n b.
Sid e VerbicJ %d 9
m A
A2 4 3 l0 Iln 'ob s
AEh
=
g ose f
490c lb [ hi %f
=
ggg
(
P 4 91 lb/'hh. fait w
o,5 g =
P" ss e =
m 16 / M. 6t
PROJECT NAME: ['bYd-b! #W REV. NO.: C SARGENT & LUNDY 7[M-27 PAGE NO.: Z/
,w PROJECT NO.:
DESIGN CONTROL MARY ANALYTICAL METHODS CALC. NO.:
ggg f g jj e
W 42 43+ 47 I =
4-7I 4 Ibl lth. bak ogg :
W 49 06 + 9 9 9 =
W lb/I,4. fwd 3sg,
C. G o vern,
Load 3 W
4 Cl 7/
Ibf I'E-bd Ib /
IQ foo[
hT s90s ssE
(
d.
shsse3 497I 497I E
r
' gg3 PS, 6 oes
~
i
,2 4 4 gqx,3,25
/
E h
&, s s e
=
5 787 p s)
=
JL4X 3116 A
J, 5
I m
PROJECT NAME: bd-bd*Ct*P REV. NO.: O SARGENT & LUNDY PROJECT NO.: 77tr/_7,7 PAGE NO.:cR 2 CLIENT:
C//D h
DESIGN CONTROL
SUMMARY
to ANALYTl CAL METHODS CALC. NO.:
$0g a //
a:
Ao >g, % di,,L/
s kess 7z
- a. S bess due t~o Sels m i e wave ti-(IL @
%oSE I S' 4G Psi 3Z8'G psi (lb 64) a,SSE
=
6.
S'frcss du to exh en d s.o; l d ka du._
e l
g rou.acl wd prcasure Ave sc;,I Pressure (sai+b n~i' **)
Y 354 psf ( Eb 6 C-)
l
[
A ve soil brdSdec (sgd + bynamic SSQ
\\
h 4 o9 ys F [ Ytt~ GC) i e
hve w ab.
IV D.
1)(62,yx 12 = 374 ps9 1
l
=
Press-c e
z a
f-6hs')
3 l.
A ve. s'ess<n o e.
m 39 P3$
E uZu. press art (o6E) =
A ve Ses A 'c f-(rb 6 6)
Cvd rcSSuir (SSE) =
8'3 {sf
{
f
=
4 6
PROJECT NAME: beb Glh0M REV. NO.: O SARGENT & L PROJECT NO.: 7757,g7 PAGENO.:/3 CLIENT: OppD s
DESIGN CONTROL
SUMMARY
ANALYT(CAL METH00S CALC. NO.: FCo so //
g Tol-J P ress u re.
Soll hssure + W A fressure e sAs-tc e-4< ch s P,,, =
3gy,37,+ 3g 767 psp P__
4o9 r 374 -t fr3 Effa 6 Psf
=
s s e- -
l q-D 76 7 X l 2-G /V psi l
P, 0 8 G Et ivy x2x 3125 ei P,SSE
~
844 x 7 2-
\\
Y SS f
i
=
i
/wx z.x 312S 4
=
l h
C-
'7~o& J Slresses.
S 7
a:
Y tsy& t-Giy =
o?/ G o f si l
1 t
n
. os e N
I l
m Sz g-c e 6 93
- 3 780 /
- S' 8
Q, 5 S E,
m
}
i i
i!
s 9
PROJECT NAME: M Cal bogn REV. NO.: 6 SARGENT & LUNDY 7
ENGINEERS PROJECT NO.: 7 7 5'l 7!7 PACE NO.: M DESIGN CONTROL
SUMMARY
CLIENT: @@p D s
o T
S
((gggg E
Aw8E{Rb%0 hA ALC. NO.:
Lo a cls 1.
Soil o ver b u r cl e n pre. s su r e, We i
D Ese! 61) inhrrnd Nres sure j'P 2,
3
% erm 1 los Lkg d ue to - z o F d i ffue"hd,7 Se t's m ; c_ Loa d s (o 6 E & SsE.
4 Sa's \\ # tudergrou d w& )
O.
- b. Seiimic toaoe shesse.s L o ad iag Combindhs A*
l 1.
W + T+ oISE e.
2.
W + T, P + oBE e
s 3-We -t T-
+
sse
=;
4.
We + T+ P +sse Inc lu de_s cJ2f s eis-tc lo= d ik fg 0
f, %
heioM v r R e d s e d m lc_
p Iq s e
me S is % 'c ( l s k d o v-le0 ibidi44) 5 t
m T u si6 s4ruscs du e. h Re<mJ uc.
T ored w hen co m p ress W s bssea ue.
vf u dd.
ea i
)
I PROJECT NAME: F&rE Calhouq REV. NO.: O SARGENT & LUNDY PROJECT NO.: 77 f/-27 PAGE NO. A[
{
oEsiGN CoNTRotIu"IA$v a ENT: O PPD f
ACCEPTANCE CRITERIA CALC. NO.! Qg g g jj 2
A 11 ovJa ble Co pressib sbesses:
i (2_R
}z g
j (Af
_-ts.ur
_4g7g?te J = gg (r)2 i
r
~
r.2iLenr n=
r:.
radas op Gynt_ of bk skin se A R,
wk Rod As : t/t h-b.O MckMU b:
ton;t-le sg th a h b""h 230.4
=
L sy,a E_
- 2. 3 o_4 x 4 5 =
15 %
Y 0I / fM h500 hdm 06htACC 6 f#f
&~kYp<essl~ m' d 4e udl E
fn Q >soo is 9
~
i O
4.93 x to (9 35 p si
.e. =
- (%P
=
~
N O#7h/
6f/
d n es -en o&d by l
s f of.7.o as a ef a e n a s, fo r on J s,oarf aJK 935,
96 7 /osi U~~N.= ]A
~@a s-fe sAJ dm eardguJce
.s PROJECT NAME: Mrd fe MW" REY. NO.: O PROJECT NO.: 776/-27 PAGE NO. : 2. S DESIGN CONTROL UMMA Y ACCEPTANCE CRITERIA CALC. NO.: /"~d O 6 C //
E tr@- d = R b_7 xi.s =/450 Psi
\\
l~em R cA< enc e G
A-r Hele - 171 z. l. I
+d is a.,che J/wJtc k ;h d,,'d g
Slvc.s s alJ
' n e el ts f>i/ws :
i ts b
A rNcle IrlI f
C)
/,5 2 -o-Y73 y
=
= l 52 - o.q73 hog 23o. A = 0 A 3
10 1
(2 )
M.
VRE g her, f d13kn ce b h een I l a <3 f
g sepa j
=
s I
19,- 8.-
E 3 C
=
2 M,
Z3 6 49.75- >Io E
N 7zxE y
I6 M cf L =
- 0. 2 o 7 h M > 10 a
l The ln e er o T_ (j) g (g}
d ove
- s Wg
o 403 EKcqY Nd h%
Ftgare isti-i 4 Re9.c b
sleel wi Ek 9: 30,00o P S
o-3I (Mst )
N 9L
PROJECT NAME : Mrh O// lok /1 REV. NO.: O SARGENT & LUNDY 77F/ -2f PACE NO.: /7 PROJECT NO.:
OESIGN CONTROL U MA Y ACCEPTANCE CRITERIA CALC. NO.:
KgC g gjf 0:
f~r o e 17ll.l.l C
E&
QgL=
4
%,,.s q gal,;
3 Ive-s; x 2v to x FIS C p,,_ g o s g,,,
o_gg 72 O > I '
76/50 P si
=
Yke a ck -]
backlinj s/ress cui//
k & c.b ]
by
/A erfecf4 Obeqf be p
d <
m5e of Ede hc/rr o'
=. o. 3 f.
9
=
7& is~o x d 3 / =
z *5 Go 7 psi Krr narm J cpe<~hk es n d:M (FS#ffa
- 2-a)
N T
2 S 7,
//703 ps; Q
hi d.:
a l
5, sye sudm
-e~< dpud<
1 0
l
// 80 3 z/. 5 =
/~f705 pst'
=
PROJECT NAME: Mrrd C4/I#MS REY. NO.: C SARGENT & L PROJECT NO.: ~/757- [
PAGE NO.: Zh CLIENT: C88D g
'!ES"v'Tc4the*Ts0os calc. No.: FCo G o//
E 5m Aef C N I C le
/ 7/2././(b ),(2) u d isti,
$be allow =Ale boop 5/ress dder&neN as S now s Nom IS/l, of
- 0. 8 o
&L 6am
/ 7/2. l. /.(b.).(2 )
Eb Y
r
-C Gel -
h e l. '
9h R
Y.
2 56 iRt
[7tx6 4 ci 75 > 3.5 I.My: IGSx72xj-380 l 4 >
5, C
o 92 o -9 i
~.
gg Pf _ o. 63(,
4975 oG36 p
f Cgg =
o.o l873
. a.
d 6
5 y
F
- U~
0, o/ f(73 X D U # 75 9et :
hel 72 m
I
= 2 558 psi Tbe kohd bucA luy s/re.gs wig be a,Cfefd
'~/ e9G N tA< y 4 use,,c f j 'a &
ble W
0-8'O 94
PROJECT NAME: M b Ca /I d u //
REY. NO.: O S E ENT & L PROJECT NO.: 775/-27 PAGE NO.: I-)
DESIGN CONTROL
SUMMARY
ANALYTICAL METHODS CALC. NO.: Fc c6 o //
oc q
=
z ss a x o.go
=
/886 psi 7%ls value a
cA se to
&Ae v~/u e e Jc A ld earliir of (135 psi.
We w)H use rg as
/B8' 6 Psi sih ce td e s'erkra cb fu064 f Nef C wj// be used ih 6b i s en /c gik.
p cAn-of 5 of,7.o Con s l dui a
~.,.] g a~i,9 co -d, w V*~~d.
'88 G 943 y st
=
- a
.2 Far saf-e sAu6a'own ea*thguoAe, ese et 3
%,,c,q
-f
,.s 4
/2[% -
/407 psi E
7 " d ~.-
O
]
/
/.3 4
~
m e
i
o PROJECT NAME: @g C/dou'?
REV. NO. O PROJECT NO.: 775/-27 PAGE NO.: 3C CLIENT: CPPD s
DESIGN CONTROL
SUMMARY
w ACCEPTANCE CRITERIA CALC. NO.: [CO 60//
2 A-il o m/a b l e Ten sion Ske sse.s e "3=
%o o P Se perkst1E es ;/e,4 Passa<e %sr4 C.de % w
- m. Di v u se L 7kble Z-7 i H< 'll~d/c Skess */u < S S = i 3,700 p s i 5,g 5
i3700 esi
=
=
=
Fw s~fe
.shd d ou n err & }u de-E C
0'd1 ~
- /3 700 x l-f t,
e,at E
z o sro P s
- f Y
S h
n.
E 8m
~3
1
=.
~
PROJECT NAME: 6'd b / 044 REV. NO.: O SARGENT & l.
PROJECT NO.: 77S7-77 PACE NO. 3l OESIGN CONTROL
SUMMARY
ACCEPTANCE CRITERIA CALC. NO.: f c o ggj/
6 divi af J shesseg ( f a op Z,,
add; bon 6
64e u
or / sng aha di;J ) en+tsfy iy
&A e la;ts base d m &Ju. al ove sa'/own 6/e s, the stemL eguJ 6, of Ar4cle 17/3. i. t (b) sAw a.ls a be
.sa./ishe'c/ cuden 4 o 64 s becses we i4 tonyrcer/m.
eg a&
,s W b <-lc%).-
Vep s 0 5 Wel Tes h l.o
- +
7 i
"pe t 5 (
"he L c
I'n bl: e a have aguN,
T 2558 p so' h e L.:-
%gt =
7 & /@ l'so
.'.=
7
% - Fs
- S
<;6 L N
g fg -
O PS
~
e Ji W
g GL E
T a c.lub Iongthdo50 k' hoofD cpi %
are s Fre-sse.s i=s n cJ-r< o F s4 ehy, = 2. o.for a sc,
= 1a4 4
ssE Q L.
O-3I
=-
U PROJECT NAME: /frd 6/ds4 REV. NO.: O SARGENT & LUNDY 5
PROJECT NO.: 77S/-2,7 PAGE NO.: 3 2.
ENGINEER 5 DESIGN CONTROL SUMMt.RY ACCEPTANCE CRITERIA CALC. NO.
gg g gjf ct W
- 0*
=
eL For d
e &Aer shess com f,hb af Q g q (ode < 64a,i 6o th compressik),
a 5e etc
/, n~ 9 c,;wie..
l9 l +I%
h kJ here
$ =
S,
=
is,7eo ps; p,,
a6E Cu dlhtbnS g
$ = I-ss-2o,,,o p,;
p e
k SSG.
Co n dik ks a
k N
5 N
A a
I' m
- 3
-l' j
f EcT NAME: $/ &/f#su7 REV. NO.: o R
SARGENT & LUNDY PROJECT NO.: 775/-A7 PAGE NO.: 33 ENGINEERS DESIGN CONTROL
SUMMARY
COMMENTS CALC. NO.: g3g g fj g
h COMMENT A-Ce n ser vedr've a.pproa e ir
~
d e4.,
is dke co m bik e of sb-<.SSc5 ho
\\
0^ U t5 l
C7SSure f-b e adeguMC o{ $b e h#1k l
knder seis mic o no6'h'en s.
i
&nSI YC'C h
,7 T~be bkerm 0 3 b-cSSes cwe.
c~/czJ&.;
m <oau~,
]
w y ia
&Ae
&cnsik shesses. 747 are ijn.,e d j
064acuise c~leJLy Ls<k Asse s 3
En su <<ou, diy so; /
pressa <e 6
6Ac l}nored.
e*
9>
h aw m
'J
FORM SAS-22.15 REY.O (II-l8-91)
PROJECT NAME:h6 Oet/dsuer REY. NO.: O ESIGN CONTROL
SUMMARY
PROJECT NO.: 775'/_X7 PAGE NO.: 3Y,
SARGENT & LUNDY REFERENCES CLIENT: M/4 z
ENGINEERS CALC. NO.: FC o C,o//
NO.
TITLE / IDENTIFICATION REVISION DATE TYPE DESCRIPTION OF DESIGN INFORMATION y
c kep% z.A " Lc4s en Uhroud C-nda:ls"
,,So. l End'neering,,, 63 Se e d Ni-1 4IcM M eb4 W% M M 6. s a n le<, zn 1 ed A. Edihin book e
I do Ed Textbt co.
1)pchled sq An,I su g.
2 g
Regat, %b C,\\ hm SW c rre,,t-
- W
- C*3 C"'" bi n M,
u Unit no. i, A ppeadix F 3
UL 58,' Skndard 6 A Uom a b le Tn, k tNches3 Steel Uniwromid Thks 8 0 5 6.,4 4
- Agnlis,
& FlammIbic d db 6 86 Co b us+; bIc Li gums'h Appmwa 23 msr/m_ sr_
[985*, dch 2'E I9ES s
Feism tc Anqs,'s to,,,,:h Ascc a,_fuio Sr CJc J & g s k fk&."] fags sas ;e Respone o f-I9 h AUa'ck
', fJ & L g
.(
unca Piper 4 str4Q Co mpo r, el-s,",9 g 3 "naulsooL 4 s+raa.
and C Qter 3, ScM 64 6
Dradge & Hghwg lye pipe.
( *' ~1 '
'" " f "' ~
3 k sr on Co tsbuh Pr duch, ed; %
Pabl;sbd b3 ArsI I
a 8
. ~.
FORM SAS-22.15 REV.0 (l1 91 )
~ $
M r b Ca/S ottr7 REV. NO.: C7 PROJECT NAME:
DESIGN CONTROL
SUMMARY
PROJECT NO.: 7 75 / _ Z7 PAGE NO.: 37,
REFERENCES CLIENT: OppZ) z EMEM CALC. NO.: g o Qf/
C NO.
TITLE / IDENTIFICATION REVISION DATE TYPE DESCRIPTION OF DESIGN INFORMATION y
(p.
Cases of AsHE Boiler v*!'I Code Cy ll, drical =r4 et/
6uck//3 sire-sses lek:Jn 4 P,essarc Vesset tode, swea~ d:
Case ink co,,.,,'de,k i%pe,pck gee S 7-3o,2 a,, g _. y R y.ts*,70
Denlopm-6 of Cr;trAir.
Pa riic/c ve /o ci b 7
kkweh of s. lea U
for Sea.
sm ac Huclear Power Planl-/,
g0nU NLIREG-CR-Co9g vepoocd ll*3,1178 6"'0' p
hre Me A/AC 7ttay 1978 8
"wde, P, ssu<cs o, bam, m,,,,,,,
y
- c g
'fs'useL,fude, AScE During arlh G
v' l.98, Oc/-
Oc]- l13 3 P=Pc<
o 1933,fP4/8-Y331hieass;om
/
pp 439-47 z.
g Welclig Eesenact ronmil g<d
~
~
Q[
g
&alletG l07/t9&y p,;,, /,,,
I972.
6"lieIo,_
,e,
,z q i;n d<;cd S A e4 dz< e k si-33 <
t l ds & pre-s.stue -
Desbn of Earbh ReLinio Stn<chvcs fw b v1 6c Lo.ds]
Journd SoII s U E A d d "o miC pm SSvt y
y ba H. Bob Seed 4. R v-
"'1c '17o PaPe" f"' d
'O 8* *' ' * " ' "I -
Whil-ba,iq7o Asce spei.th i
C,o @ cact,og Lsteral stremeg, the Crround W DeShn oh62 S Rt.s ts\\-k Shpeg'*, q,'/-
3 ns 22.-tet, tilo f Ifb4 C4/ N-
me g
,h e
FORM SAS-22.16 REY.O (11 91 )
w DESIGN CONTROL
SUMMARY
PROJEC NO.: 7 7F/_27 PAGE NO.: 3 h, sancENT & LUNDY UNVERIFIED DESIGN c
M ERS INPUT / ASSUMPTIONS
SUMMARY
D 0
CALC. NO.:
FCo6o//
e SOURCE OF DESIGN INPUT AFFECTED CALCULATIONS VERIFICATION STATUS h
DESCRIPTION I$
NO.
TITLE REVISION DA NPU E[tENCE REVISION MM OISIM y
OAT no u-u;, :,;J
- >,,o J /a srampu ned
~e a
c.seuo, cm.sz. FCO G 6 //
SARGENT&LUNDY avo o*
.=~ ~====-
x s.,eer.nei.ied won.
eiy.nei.ied pe. 37 o,
Client 4883 Prepared by Date Project Md b hOzu7 Reviewed by Date Prol. No.
77$/ 27 Equip. No.
Approved by Date L
e
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f' I dNI i
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Calca For Cric.N2. [7C $ o/[
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e SARGENT&LUNDY aev-o om emmus p( Safety-Related Non-Safety-Related page ~3 $
og Client
$((h Prepared by Date hg &/[oM Reviewed by Date Project Prof. No.
f'75/
gf Equip. No.
Approved by Date a_.
Tank G-pt3 CBE Con C tio c,
Co n s i d er verHc.) ud lo ng,% d ad susmie :
,vs (HS i
I
(
5=
66 3 psi
( Se ciJn 7. l. d )
( 9y3 esi a.llow 4 )e o.k.
,tlGo P si
( S c M
'7. z. c )
T4=
{
11 8 o3 P si a llewa ble c.k.
Chul Compress,6 Intuah cgaM C
z.3 s 8 P si
=
j htL i
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76 15o Psi s
Y 5'PG AIG0X2
/ 3 935~ p s)
N
- 6. 3 /
Ye - Ps -
"3X ?
i&sg ()si vSS
-- o - 2'
^2 x D-L W36ee001 too PF01001
cei o.ror ca.u.Fco 6 o/ /
SARGENT&LUNDY a.o Da x as eir.neisied woo...e,y.neieied pe,e 3q
.=~a=====-
o, Client C/>g y Prepared by Date Prole t h[ Cg /[3(tr)
Reviewed by Date Proj. No.
776/_27 Equip. No.
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$5 9
hel. 5 %L heL 2
~
/3 93 5-o Sv' 2 35 6' t
/658 1 76/s o o-5X Z35F 235SJ 0
& &'I d I. O o.lc -
8 A$1 CF CF l(
b
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l e.
l/Cr b~l C S C /$ try C L.
j joro dKCe
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&c s psi.
7L /4J seis-te ejpc/s pr-duce a
.- -. fSI YW k h 3_,,
c 52Ty S NeS3 0%)4" l
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h e p s k ess sbys
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/Ncla dt k 5lrcsS du t h Sets t'C Sh&.
i C.
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Calc 3. For Calc.No. W O b O I SARGENT&LUNDY Rev. C Date
'ENmNasme Safety-Related Non-Safety-Related Pagefc of Client jp[)
Prepared by Date Project h [ h /; Ov.t.p7 Reviewed by Date Pro l. No.
775/_ g, }
Equip. No.
Approved by Date
- b. 7% k GmpG h
&ndshkis..
Cons;de, ve<L,tcJ J Loyih<dm f SG nic
,g =
78 7 psi (Sch 7 l.d) r c' 14 07 p.si allewd/e e
le -
q =
8 9 8 0 psi
(.fe b 7-z C)
)7,7or rsi addr~dle 0 Ic-CL.ec) co-pressik kler S ege<} i :
D~~
W Fs 3980x! 3'l l ? eoy ps;
=
c<qc e-3I Cr~.
Ye--f'S =
787 xl-39 :-
l318' ?.si 95-
~
ct of g
0 -5 Q j
uj5 yf 0
tr'~~
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i a,.ARGkNT&LUNDY23V11 ID:312-269-3753 AUG 07'96 16:50 No.011 P.03 l
SUMMARY
OF CALCULATION FOR BLOCK WALL NO. 9 e
t 8
f 1.0 PLIRPOSE i
The motor control centers MCC-4A2 and MCC-3C2 are located at elevation 1007'-0" adjacent to Block Wall No. 9. The ponion of Wall No. 9 which may potentially interact with the motor control centers during a seismic event extends from about 12' east of row line Q to about 12' l
west of row line Q (see Figures 1 & 2). The purpose of this report is to summarize the evaluation for this portion of the Wall No. 9. This summary is prepared by extracting relevant information 4
from the original Calculation No. S775305 A, which includes original evaluations for several block walls, including Wall No. 9, which were performed in response to Generic Letter GL 80-11.
j 2.0 PHYSICAL DESCRIPTION OF THE WALL 1
As shown in Figure-1, Wall No. 9 runs east west and it starts from row line C and continues west i
f to about 12' west of row line Q. It is located about 13' south of column line 8a. The wall i thick and extends vertically from floor at elevstion 1007'-0" to the bottom of slab at elevation 1025'-0". For a small portion of the wall, at 6'-8" above the floor level,2'-8" of the wall height is reduced in thickness to 4" and a structural facing tile is constructed to fill the 2" gap. This
/
arrangement runs for only 11'-2", starting at about 2' cast of row line Q and extending toward row line P. Figure-5 shows the cross section of the wall within this zone.
As a result ofI.E. Bulletin No. 80-11, Wall No. 9 was reinforced along with several other block walls in the area. The reinforcement included the installation of two W10 x 60 lateral supports which are attached to the wall, to the ceiling, and to the reinforced concrete wall on column line 7a. Figures 2 through 4 show the plan and details of the reinforcement. In addition, the top of the wall is anchored to the slab above using 3"x3" angle and expansion anchors.
4 1of10
)
', RRG',NTBLUNDY 23V11 ID:312-269-3753 RUG 07'96 16:50 No.011 P.04 P
3.0 CALCULATION
SUMMARY
The ponion of the Wall No. 9 which is adjacent to the motor control centers was analysed f
j calculation S775305A using two different analytical models. The ponion of the wall between Wall No.10 and row line Q was analysed as one way slab in the horizontal direction. The ponion of the wall between row lines P and Q was analysed using a finite element model. The details o these analyses are summarized below.
i a
i 3.1 Pan of the WallWest of Row 0 The wall west of row line Q was analysed conservatively as a slab with single span and 4
simple suppon condition.
Maximum horizontal span - 8'-0"-96" (see Figure 2)
Moment ofInenia of the block wall:
4 1 (typ) o T
i f
I tn 1
er
/5 Vs 15.625(5.625)' _ 12.625(3.625)'
I=
12 12 j
1 l
= 181.6 in' per 16" length of wall 1 = 1816 112 = 136.2 in per ft. length ofwall d
16 i
Modulus of Elasticity, E = 2.5 x 10' psi (based on ACI $31-79," Building Code Requirements for Concrete Masonry Structures," Table 10.1)
Weight of wall per square foot of the block wall 3
2 ofl0 a
,ARGklMTBLUNDY23V11 ID 312-269-3753 AUG 07'96 16:51 No.011 P.05 12 7,, [2(15.625 + 3.625) + 3.625}rl" x 125 pf x
= 28.08 psf 144 15.625 Adding mortar weight, conservatively assume W. as 30.3 psf.
Additional 5 psfis assumed for wall attachments:
W = 30.3 + 5 - 35.3 psf Column added for lateral reinforcement is W 10x60 (see Figures 2 through 4) 344 in' 16
=
60 lb/A = 5 lb/in W.
=
29 x 10' psi F4 13'-3" = 159"(see Figures 3 and 4) t, Freauency of Wall and W-Section Wall:
~384EI'E (8 mP y supported beam) l f, = 3.55
_ 5Wl'.
.y 384 x 2.5 r 10' x 136.2 f, = 3.55 35.3 Sr x 96 12 f = 36.3 cps W Section:
~
~
8 f, = 3.55 5Ws,' _
t W = 35.3 x 8' + 60 = 342.4 lb /f = 0.0285 k /In f, = 3.55, 5 x 0285(159)*
f, = 23.02 cps 3 of10
,EARG'{NTSLUNDY 23V11 XD:312-269-3753 AUG 07'96 16:51 No.011 P.06 System frequency determination:
Use Dunkerley's equation:
1=I I
/*
f.' + />*
2 23.02 f = 19.4 cps WallSitess Computation The ground response spectra (Fig. F-2 of Appendix F of the UFSAR) gives an acceleration of 0.17g for frequency of 19.4 cps. Per Figure F-29 of the same appendix amplification factor at elevation 1020' of the Auxiliary Building can be calculated as:
f, = 0.257 = 1.512 0.17 Conservatively, a value of 0.2g was used for horizontal ground SSE acceleration. Using
- that, a, = 1.512 x 0.2g = 0.3024g will be used to qualify the wall as shown below:
W, = 0.3024 x 35.3 m 10.7 psf / foot i
For the portion of the wall under consideration, the moment and bending stress are shown below:
M, = 10*7 r 8' = 85.6 lb -Jt Ifoot 8
f, = 12 x 85.6 x 5.625/ 2 = 21.2 psi 136.2 4 of10
ARGE;NT3LUNDY 23V11 ID:312-269-3753 AUG 07'96 16:51 No.011 P.07 4
i The compressive strength (fm') of the mortar was determined from onsite test to be 2551 psi, therefore, based on Table 10-1 of ACI 5312-79, an allowable stress of 1.0h = 1.042551 = 50 psi is used for normal conditions and 1.5(50) = 75 psiis u for SSE conditions.
I. C. = = 0.28.
The I.C. for the 8' span of the wallis 75 The above calculation summary shows that the portion of wall No. 9 west of Row Q is adequate under SSE conditions and the marginis k28 = 3.57.
3.2 Part of the Wall Between Rows P and O 4
The wall plan view and cross section through the portion with the tile facing are shown in Figure 5. Figure 6 shows the wa!! elevation including the part covered with tile, the door openings, and the perpendicular walls.
In Calculation S775305A, a finite element model was used to model this part of the wall. In this model the walls perpendicular to Wall No. 9 were modeled as lateral truss members. The truss members were limited to a height of 9'-4" which is the actual height of these walls (all walls north of Wall No. 9). The WF10 x 60 columns were not included in this model. The four sides of th model were considered as simply supported. This consideration is justified since the bottom of the wall is embedded in the 2" concrete finish and the top of the wall is anchored to the slab above by 3" x 3" angle anchored to the wall and the stab. In addition, the modelincluded the two door openings and another opening for a tray passing through the wall. Figures 7 and 8 show the truss
,1 and plate element details of the finite element model. The frequency analysis orthis model resulted in a natural frequency of 20.08 cps. This frequency is comparable to the combined frequency (fra 19.4 cps) calculated in section 3.1 above.
4 5of10
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- ARG'ENT3LUNDY 23V11 ID
- 312-269-3753 AUG 07'96 16:52 No.011 P.08 J
4 i
Moment ofInertia of wall with tile facina:
l 9
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i Th s ratio of the elastic modulus between the block and the tile was considered to be:
l 2 x10'
= 1.818.
-l..I x 10' Calculate centroid of the composite action:
Area (A)
Distance to Ton (v)
M 0.75 x 12 - 9 0.75 3.375 2
29.250 0.75 x 12 - 9 3.625 -.75 = 3.25 2
18.319 r 12 = 4.356 3.625 +.25 + 66- = 4.205
'66 1.818 2
r 12 = 4.356 3.625 +.25 + - x.66 +.44 = 5.305 1.818 2
11.25
.25 x 12 = 3.0 3.625 + 25- = 3.75 2
Total:
29.712 85.305 85.305 = 2.87" y = 29.712 6 ofl0 t
- ARGENT 3LUNDY 23V11 ZD:312-269-3753 AUG 07'96 16:52 No.011 P.09 l
Y, = 5.63 5" - 2.87" = 2.765" Ia2x
+9 2.87 -
+ 9(2.87 - 3.25)' +.25 x 12(3.75 - 2.87)*
I 12
(
2s
+ b x 12(3.75 +.33 - 2.87)' +.66 x 12(3.75 +.66 +.44 +.33 - 2.8 l.818 1.818
= 94.083in* Ifoot 083 Block wall section modulus, S. = 2.87 = 32.8 in' / ) bot Tile section modulus, S, = 94.083x 1.818 2.765
= 61.9 in' / foor 5 62 in'Ifoot The allowable stress in the block perpendicular to the bed joints was considered as 25 psi x 1.3 = 32.5 psi. The 25psiis obtained as half the allowable for the parallel to the bed joints based on Table 10.1 of ACI 531 79, and the 1.3 is an SSE increase factor.
The maximum design moments in the 6" block wall obtained from the finite element analysis were:
My = 635 in-lb/ foot e
M. = 913 in lb/ foot My = 399 in lb/ foot 7 of10
ERRdENT8LUNDY 23V11 1D:312-269-3753 AUG 07*96 16:52 No.011 P.10
~
1 Conservatively add My to % and My to obtain the design moments in horizontal and vertical I
directions, respectively:
% = K + My= 913 + 399 - 1312 in lb/ foot M = Mn + My = 635 + 399 - 1034 l
4 Then, for the direction parallel to the bed joint:
i i
f,, = 1312 x $'625 = 27.1 psi ( 75 psi SSE allowable 1
136.2 x 2 4
and, in the direction pegendicular to the bed joint:
i f, = 1034 x 5.625 = 21.4 psi ( 32.5 psi SSE o!/owable 136.2 x 2 1
l The maximum design moments in the composite portion of the block wall computed using the l
i finite element analysis were:
M = 627 in-lb/ foot y
% - 872 in-lb/ foot M, = 130 in.Ib/ foot e
% = (R + My) = (872 + 130) = 1002 in-lb/ foot My - (My + My) = (627 + 130) - 757 in-lb/ foot These moments were increased by the factor 1.05 to account for variation of clastic modulus in l
the tile and block: The final design moments used in the evaluation were:
I j
% - 1.05 x 1002 = 1052 in lb/ foot i
My = 1.05 x 757 = 795 in-lb/ foot 8 of 10
, 'RRGENT3LUNDY 23V11 ID:312-269-3753 AUG 07'96 16:53 No.011 P.11
\\
i Stresses in structural tile:
f,, = 1052 = 17.0 psi (4le psi (parallel to the bedjoint) 62.0 795 (perpendicular to the bed joint) f, = 62.0 = 12.8 ps/ (17.D psi See allowable stresses calculated below. Tile SSE allowables were calculated based upon a mortar strength of 750 psi:
ff =.54750 x 13 = 17.8 ps/ for stress perpendicular to bedjoint.
f4 = 1.04750 (1.5) = 41 psi for stress parallel to bed joint.
Stresses in block wall:
1052 f,i = 32.8 = 32.1 psi ( 75 psi (parallel to the bedjoint) i l
l 795 (perpendicular to the bedjoint) f, = 32.8 = 24.2 psi ( 32.5 ps/
24 *'
I Based on the above, the maximum I.C. for the wall is
= 0.74, which is the result of flexural l
32.5 stress in the 4" thick part of the wall perpendicular to the bed joints. Therefore, there is a minimum margin of 1/0.74 - 1.35 in this wall.
3.3 Jteview of Seismic Stresses in Steel Column _Wl_03_60 1
Seismic load / unit length of column - contributory dead load per unit length of column x seismic acceleration 4
9 of10 4
ARG'E,NTBLUNDY 23V11 ID:312-269-3753 AUG 07'96 16:53 No.011 P.12 Using 0.0285 kfm for the colunm contributory dead load (see page 3), and 0.3024g for SSE acceleration (see page 4),
Seismic Lond/in = 0.0285* x 0.3024 = 0.00862 k/in
:00862(159)', g j y
8 8
S = 66.7 in' for W10 x 60 column 27.24 Stress =
= 0.408 Ast (very small) 66.7 Steel column has a very high safety margin.
4.0 CONCLUSION
The calculation shows that the wall is qualified for design basis earthquake using a conservative approach.
l
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1 10 of 10
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LIC-96-0121 ATTACHMENT 6 Question 16 i
Sunnary of FCS Review of USI A-46 1
Safe Shutdown Path and SSEL R/5 k
?
S I
I
1 Front:
J.K. Mathew x6652 (FC2-4Admn.)h C*
To:
G. E. Guliani x6025 (FC 3-1 Trg. )
J. F. Friedrichsen x6827 (FC 1-2 Plant)
J. D. Kecy x6794 (FC 1-1 Plant)
Webe.y x /2.80 Po (W. O.
K. C Holthaus x7275) (FC 2-4 Admn. )
R.F. Mehaffey x6505 (FC 2-4 Admn.)
Subject:
Review of'USI A-46 Safe Shutdown Path and SSEL R/S The purpose of this transmittal is to request the documentation of the acceptance of the Seismic Safe Shutdown Path, Safe shutdown Equipment List and Associated Relay List Report, Revision-5, generated by Vectra (Impell). Please forward this report to the next review team member after you have placed your signature.
j The Generic Implementation Procedure (GIP) was generated by Seismic Qualification Utilities Group (SQUG), and has been endorsed by the NRC in their SER as an acceptable method of resolving the Unresolved Safety Issue (USI) A-46. OPPD in their response to the Generic Letter (GL) 87-02, Supplement 1, committed to use the GIP methodology to resolve USI A-46 at Fort Calhoun Station. The GIP
{
requires that the plant operations department review the SSEL to confirm its compatibility with the plant normal and emergency operating procedures.
Section 3.7 and 3.8 of the GIP which delineate this requirement is attached for your information.
Over the last two years, during the development of the SSEL, as part of the SQUG technical review team you have participated in the reviews which meets the intent of the GIP plant operations department reviews.
All the comments provided have been incorporated in the various revisions to the SSEL. The various review cycles including the last one with your initials are documented in Attachment G.
Please document your review and concurrence to the incorporation of all your comments on the SSEL by placing you signature and date next your name. This review page will be dd to phe Attachment-G G.
E. Guliani (OPERATIONS TRG.)x -
'I
/ 7 J. F. Friedrichsen (SYSTEMS ENGG. )
/ " 17. 9!
J. D. Kecy (PLANT OPERATIONS)
//~
/
W. o. Webey
/ !!L N I
K.
C
- cith.:r-(NUCLEAR ENGG.
R.F. Mehaffey (E/I&C ENGG.)
fM
/ 7 42 k
J. K. Mathew (MECHANICAL ENGG. )
'E.
a EtAD
/
.l
G1P Revision 2 Corrected,6/28/91 C
i Print out the Screening and Verification Data Sheets (SVDSs).
(The SVDSs are described in Section 4.)
Use of a computer data base management program is optional.
3.7 OPERATIONS DEPARTMENT REVIEW 0F SSEL' The Safe Shutdown Equipment List (SSEL) generated for resolution of USI A-46 should be reviewed for compatibility with the plant procedures for shutting down the plant. The purpose of this section is to provide suggested methods for performing this review by the plant's Operations Department.
Note that the individuals performing this review should be familiar with the General Criteria and Governing Assumptions contained in Section 3.2 and the Scope of Equipment for the USI A-46 program contained j
in Section 3.3.
I l
f A review of the SSEL by a representative of the plant's Operations l Department is required to confirm compatibility with the plant normal and l emergency operating procedures.
The intent of the Operations Department review of the SSEL is to verify that a trained operator, following existing plant procedures, will eventually be directed to the use of the safe shutdown equipment and instruments even though the operator may have first tried to shut down using equipment not included in the USI A-46 SSEL.
It is Eg1 the intent that the operator be directed to use the USI A-46 shutdown path as his first priority or to change the symptom-based emergency operating procedures.
Rather, this review is to ensure that the shutdown path selected for USI A-46 and included in the SSEL is a legitimate safe shutdown path consistent with plant procedures and operator training.
One method of reviewing the SSEL against the plant operating procedures is to do a " desk top" review of the applicable procedures.
Using this method, the normal and emergency operating procedures are reviewed by an b
3-45
i Revision 2 i
Corrected,6/28/91 C
experienced Operations Department representative to check whether all equipment called out in the operating procedures for the selected path are included on the SSEL.
This review should also verify that there are no paths from which an operator could not recover with the selected set of SSEL equipment.
For those steps in the procedure which rely upon operator training (i.e., steps which only give an overview summary of the actions to be taken; detailed steps are omitted), the reviewer should mentally walk through the actions an operator would take and verify that all the equipment needed is on the SSEL.
Another method of reviewing the SSEL against the plant operating procedures l is to use a simulator. A loss of offsite power could then be simulated.
An operator could go through this simulated transient and be observed and/or interviewed to determine whether any problems are encountered.
Another method of reviewing the SSEL against the plant' operating procedures is to perform a limited control room walkdown in which an operator talks 1
and walks through a plant shutdown following a postulated loss of offsite power.
This could include not only the actions taken by the operator in the control room, but also operator actions taken in the plant where the equipment is operated from a local control panel or station.
The Operations Department of the plant should decide which of these approaches or combination of approaches would best accomplish the review of the SSEL against the plant's operating procedures.
T. 8 DOCUMENTATION' 3
A summary of the systems selected for shutting down the plant following a Safe Shutdown Earthquake (SSE) and the basis for selecting those systems should be documented.
This summary can be similar to the generic summaries l
contained in Appendix A for PWRs or BWRs.
L 3-46
i,.
s' l
Revision 2 Corrected,6/28/91
(
The scope of the equipment included on the Safe Shutdown Equipment List (SSEL) for each of the systems used to shut down the plant should be identified; this can be done using marked-up schematic drawings (P&lDs, electrical ore-lines, etc.).
l The Safe Shutdown Equipment Lists (SSEls) should be retained along with any j
special explanations for including or excluding certain items of equipment.
i The method used by the plant's Operations Department to verify thet compatibility of the SSELs with the plant operating procedures should be-documented.'
Section 9 summarizes the type of documentation which should be generated and that which should be included in the report submitted to the NRC.
L 3-47