ML20116B589
| ML20116B589 | |
| Person / Time | |
|---|---|
| Site: | LaSalle  |
| Issue date: | 07/01/1996 |
| From: | Kazmi S, Singh S COMMONWEALTH EDISON CO. |
| To: | |
| Shared Package | |
| ML20116B576 | List: |
| References | |
| L-000556, L-000556-R01, L-556, L-556-R1, NUDOCS 9607300133 | |
| Download: ML20116B589 (13) | |
Text
{{#Wiki_filter:.
- Exhibit C -
NEP-1242 R:vi:i:n 1 ( COMMONWEALTH EDISON COMPANY CALCULATION TITLE PAGE CALCULATION NO.: L.- o oO T S 6 PAGE NO.: I
@ SAFETYRELA~mD REGULATORY RELATED NON-SAFETY RELATED l
COMPUir.x PROGRAM MAINFRAME PC PROGRAM NO. VERSION / RELEASE USED7 YES NO CALCULATION DEI EvALva7ioy eF 5 4 " 5 YEEt- Pe/- Pass LIne - L A4's s caj;n n H-c u SE'- STATION / UNIT: [ A $A LLE [O SYSTEM ABBREVIATION: NA EQUIPhENT NO.: OF APPL) PROJECT NO.: ormu NA ]bbb 0lb REV: STATUS
, QA SERIAL NO. OR Cl{RON NO. DATE: l l PREPARED BY:
REVISION
SUMMARY
JD,,y/p/b,y,fj(<j/kg/}
' /
'~
DATE: 7[ //g l l j i l DO ANY ASSUMPTIONS IN THIS CALCULATION REQUIRE LATER VERIFICATION YES b NO T'EVIEWED BY $ ,hc # /Mb DATE: 7- / '7 [ l REVIEW METHOD: De[rsi( kuir M f COMMENTS (C OR NC): NO APPROVED BY 1" M , gAZ pf / W* u DATE: , _. / g ,
. l
\ [ 9607300133 960722 $l PDR ADOCK 05000373 - i' l P PDR , rS/
./. : ;q4 Y(
r Exhibit D
. ~
NEP-1242 R2visi:n 1 COMMONW !,LTH EDISON COMPANY CALCULATION TABLE OF CONTENTS CALCULATION NO. PAGE NO.
/_ - 0 0 0$ 6~ 6 PROJECT NO. f 0 64-- 3 / 3 2. '
DESCRII7 TION PAGE NO. SUB-PAGE NO. l TITLE PAGE 3 REVISION
SUMMARY
i l TABLE OF CONTENTS l PURPOSE / OBJECTIVE 3 ! l 3 METHODOLOGY AND ACCEPTANCE CRITERIA l ASSUMPTIONS 3 DESIGN INPUT 3 REFERENCES - 4 CALCULATIONS 8 f
SUMMARY
AND CONCLUSIONS y ATTACHMENTS NONE i REVISION NOi . t l 0 l l l .l J e
w
. Cric. No. L- 0 0 0 F54 Rav. O Proj::ct No. Cf D 6 6 - 3 / 2, p,g, go, 3 This Calculation has been prepared using i*.t".:ad Plus 5. S&L Prog r Number 03.7.54s-5 0 Purnose and Oblective
~lb A1;S&SS THE 57R e ruP-&t- .?DU2WW-Y O'F 5 4 Ad 61 - Pks 5 L in s ; o p. S sismie l}n b evsa (su R.Derj L OMS Methodoloav and Accentance Criteria This calculation shall be performed in accordance with the applicable documents listed as Design inputs below.
Assumotions (Che';k one)
% There are no unverified or unconservative assumptions used in this calculatiors There are unverified assumptions used in this calculation.
Deslan Inouts (Check where applicable " APP" or Not applicable "NA") APP NA
- 1) ,X_ l __, DC-SE-01-LS, Rev. 7, Structural Project Design Criteria
- 2) _ l 2 AISC's Manual of Steel Construction. Eiahth Edition
- 3) __ lJ_ ACl-318 Buildino Code Reauirements for Reinforced Concrete Structures.1983
- 4) __ l _,_ ACI-349 Buildina Code Reauirements for NSR Concrete Structures.1980
- 5) _._ l __ AISI's Cold Formed Steel Desian Manual.1983
- 6) ._ _ l __ DC-SE-02-LS, Rev. O, Seismic Response Spectra j
- 7) __ l __ DC-SE-03-LS through DC-SE-09-LS, All Rev. O, Hydrodynamic Response Spectra '
- 8) __ l __ Calculation 802-100.2, Rev. O, Pages 25-37, Peak g-values for Pipe Supports
- 9) ._ _j.__ Calculation 802-100.2, Rev. 8, Pages 4144, Peak g-values for Pipe Supports in the Drywell
- 10) __ l __ Calculation 802-100.2, Rev. 8, Page 40, Peak g-values for Electrical Supports in the Drywell
- 11) __ l __ Calculation 795, Rev. O, Pages 42-43, Peak g-values.for Cable Trays and Conduits l
- 12) __. ] __ DIT No. LS-EPED-0077-01 and Calculation No. GDS-3.6.6, Rev.1, Reduced Conduit Weights 1
- 13) __ l __ S&L's SD&D Report No. 78. Rev.4, Concrete Masonry Wall Design I 14)__l__ S&L's SDS-ES.0, Rev.1, Loads, Load Combinations, and Allowables l
- 15) _, l __ S&L's SDS-E11.0, Rev. 2 Hilti Kwik Bolt Design
- 16) .__ l __ S&L's SDS-E11.0, Rev. 3 Hitti Kwik Bolt 11 Design 17)__l _ S&L's SDS-E30.0, Rev. O Cable Tray Design
- 18) __ l __ S&L's SDS-E31.0, Rev. 2 Cable Tray Support Design
- 19) _ l, ,_ S&L's SDS-E33.0, Rev. 3 Conduit and Conduit Support Design 20)__l__ S&L's SDS-E37.0, Rev. 5 Pipe Support Design
- 21) _. l __ S&L's SDS-E44.0, Rev. O Embedment Plate Design 22)__l__ Calculation 802-104.4, Rev. 9, Pages 4-5, Design Equations for Embedment Plates
- 23) __ l _,_ S&L's EDSI-71, Rev. 02-09-90
- 24) _ j.__ S&L's EDSI-77, Rev. 02-09-90 3
- 25) __ l
- 26) __ l1_ S&L's S&L's GDS-3.6.3, Project Rev. 3Rev. 3 instruction LSNS-22,
- 27) _ l 1E-0-3093 series of drawings, latest revisions 28)XI Mwiy No M.,7 o Rev, c
%h St ruebef N i}
(Web i I Y) I4-) 2 9) - Henv~)d
%t e / 69Pn:tt %py POG No 1'_>-2V77(A Mo l
\
l
r
. . . h Calc. L-000556 Rev. O Page No. M ?!1/96 REFERENCES
- 1. " Seismic Analysis of Safety-Related Nuclear Structures". ASCE Standard 4-86. American Society of CMI Engineers.1986
- 2. " Design and installation of Steel Pipe". ,AWWA Manual M11. American Water Works Assodation.1985. -
l
!\
9 l J 4 il l 5 t I t l i e
I
\
Calc. L-000556 Rev. O Page No. 5 7/1 416 SEISMICINDUCED STRESS ANALYSIS 54" STEEL BY-PASS PIPE l l The purpose of this calculation is to verify the cepecity of the 54" steel by-pees line to support the loads imposed by overburden and seismic motions. The seismic stresses are calculated socordmg to the methodology of Ref 1. l The apperent shear wave velocity (C) for the LaSalle site is conservatively assumed to be 2500 ft/sec; the l appares compression wave speed (C) is assumed, again conserva#vely, to be 5000 ft/sec. (Note thest the pipe is below the ground water table, hence the compression wave velocity will be much larger than , 5000 ft/sec.). The formulas for strasw induced in the pipe due to seismic mollons are as follows (Ref.1). For axial strain: r, = y/gC where: l r, = maximum axial strain -
.. .V, = maximum ground velocity e, = 2.0 for shear waves
= 1.0 for compreselon waves C = apparentwavevelocity e For flexural strain:
r = A/(gC)2 where: 1 i y 5 h f t i e
. Calc. L-000556 Rev. O Page No. S 7/1/96
- r = maximum curvature in pipe A,= maximum ground acceleration a, = 1.0 for shear waves
= 1.6 for compression waves C = apparentwave speed The maximum ground velocibes for the site are calculated on the basis of 48 in/sec per 1.0 g of ground I
acceleration (Ref.1). In the following, the site OBE ground acceleration is 0.1g and the SSE ground accelerationis 0.2g. l l l l AgOBE :=(0.1 g) AgSSE := 0.2 g I l V gOBE '
'A gOBE gSSE
- gSSE i
V gOBE = 0.4 A VgSSE = 0.8, --
- sec l
In calculating the maximum axial strain, the quantity a,C is equal for shear waves and compression waves. Therefore, the shear wave value is used to give the largest strain: a , := 2.0 C , := 2500 A aeC := a, C , sec l ' V gOBE V
._ ESSE 8OBE - 'SSE aeC aeC
~
OBE = 8 10' s SSE = 1.610 ' To calculate stresses, the strains are multiplied by the modulus of elasbelty. For the steel, E, = 29 x 108. Therefore:
. Ibf i P815 2-in _
n ,
Calc. L-000556 Rev. O Page No. 7 7/1/96 E ,:= 29000000 psi l Axial seismic stroes: IseOBE := E, c OBE IsaSSE :=E, SSE
- faaOBE =2.3210' psi fanSSE =4.64103 psi OK -
I The SSE allowable is 2.4 x Sh . Since Sh= 10,100 pel(material: ASTM A134 Grade A283C, per PDT l 002LS), the seismic allowable strees is 24,240 poi. The computed axial stress is less than 20 % of the allowable. Next calculate the bending stresses in the pipe. The curvature, r, is determined first, then multiplied by Er to obtain the strees. As in the caso of the axial strain calculatiore, the curvature will be greater when calculated for the shear waves,l.a. a C=1.0 x 2500<1.6 x 5000: akC := 1.0 C , akC = 2.5 103+1 see A @BE A gSSE r OBE ;* - (akC)2, "SSE - (akC)2 I l r OBE =4.2910' iri r SSE =8.5810' ui
, l 1
The bending strains are obtained by multiplying the curvature by the radius of the pipe: 54 . r,:= m i 2 IsbOBE := E , r, r OBE IsbSSE := E , r, r SSE { fsbOBE =33.59 psi fabSSE =67.179 psi Clearly, the bending stresses are negligible. The axial stress in the steel cylmder, for the SSE case is ! only about 20% of the allowable strees. l
, , l 4
l l
Calc. L 000556 Rev. O Page No. 8 '".. 96 Due to the short distance between the pipe and the wall of the screen house structure, the seismic displacement of the pipe and structure will be approximately the same, i.e. the rela #ve displacement is negligible. Therefore, the forces at the locations where the pipe passes through the wall will be neglipible. The same is true for stresses in the elbows that would result in case of differentiel movements of pipe and structure. Even with apphoshon of an appropriate strees intensity factor, the stresses in the elbows would still be negligible. The portion of the pipe within the valve pit.will be subjod to the inertie force, but not to the seismic waves. The fundamental frequency of the 54" pipe, with a 9' spen, is Judged to be greater than 33 Hz, and, therefore, considered rigid. Consequently, the load on this length of pipe is the dead weight of pipe, contents and valve multiphed by the seismic acceleration. For this part of the work, consider only the SSE case where the accelersbon is equal to 0.20 Unit weights of water and steel plate: 7 water := 62.4 lbf y pg,,, := 20.4 Ibf A 8 ff Weights per foot oflength: 2 w water "s 'Twater
- water = 992.429 A
+lbf wp;p :=7pw 2 s r, wp ;pe = 288.398
- w total : *we +
- pipe ww = 1.281 10' -
The maximum bending moment at the walls of the beam will be given by wl2/12: L := 9 A A gSSE 8 w wL 2 M 3 := M 3 = 1.72910' A lbf Ho$vy P J b f*g- ; The weight of the valve and operator is 9525 lb.(pe Dwg. No. C-1977). Its contribubon to the bending momentis: l l
- i
j . Calc. L-000556 Rev. O Page No. 9 7/1A16 l Wg := 9525 lbf a := 3.5 A b :=L- a b = 5.5 A W g ab2 ; M2: 2 M2 = 1.24510' 4lbf , L ! l l M :=Mg+ M 2 M = 1.41810' 41bf The section modulus for the pipe is: l l t ,,33 := 0.5 m j l Sp;p ,:=nr ,2 't wall l l i I Compute the bending stroes* M l bend;*S ' bend = 148.589 psi PiPe The flexural strees is only about 3% the adel seismic strees and is negligible. Even with apphcation of a strees intonellication factor appropriots to the valve-pipe intersection, the inertie induced stress is negligible compared to the allowable. The cepecity of the pipe to support overburden load and deflection are computed on the accompanying Spreadsheet calculation. Methodology used is provided in Chapter 6 of Ref. 2. e - The hoop stress in the pipe due to the design pressure of 50 poi is: l p := 50 psi l P r, l c 4 := c 4 = 2.7 10' psi <10,100. OK wall 4 i i l l l
J Calc. L-000556 Rev. O Pa9e No.__ l0 7/1/96 h, ft 36.25 LaSalle l l { hw, ft 30 Pipe calculat6on: D=54"; thickness =%" P., psi 0 Depth of cover =36.25' Y., pcf 120 AWWA Manual M11; Eq. (6-7) w.,,, psf 0 g = (1/FS)[32R.ErE'(El/D')]" D, in 54.0 E, psi 29000000 3 1 = 1/12 E', psi 1000 W., pil 1631.250 , Handlin0: 6 =D/200+1/16 FS 3.0 R. 0.727 6 ,in 0.3325 B' O.725 E/12D' 15.347 Qw, psi 34.948 ! t,in 0.5 l
%, psi 59.960
{ OWS 0.582856 <1.0; OK I D, 1.500 i K 0.1 r,in 27 W, pli -1631.250 Deflection Crieck, AWWA M11 Eq. (6-5) Ax, in 3.204922 Ax/D 5.94 % 1
/A = DlKWr'/(El + 0.061E'r')]
f I l Page
Calc. L-000556 Rev. O Pape No.11 y F i M 7/186 5" Soil Pine Around the Valve Stem: Henry Pratt Company Drawing No. B-2877 and Drawing No. M-770 show the conll0uration of the valve pit and 5" soll pipe. The steel pipe is furnished in 10' segments which are connected by double hub adapters. The lower 1'-8" length of the soil pipe is anchored to the valve pit at Elevation 802'-8" with a %" x 1" steel ring. Since the soll pipe is buried in soil, based on the buried by-pass pipe calculation,it is concluded that the seismic induced strain in the soli pipe wlil be well within the allowable. Hence the 5" soll pipe will sustain the imposed SSE loads. CONCLUSION , The seismic stresses induced in the pipe are very small compared to the allowable. The overburden load imposed on the by-pass pipe is approximately 56% of the capacity acci.,,as to Eq. 6-7 of Ref. 2. The deflection calculated by Eq. 6.5 of Ref. 2 is less than 8% of the diameter of the pipe. . All quantities calculated are considered acceptable and, therefore, the pipe is able to sustain imposed loads safely. v, , l i t i i e I i i i
.. g h: '
. ..~ - - :
r .3 1
....i-
. o ,
3 *- *
- EOM l'.0fM l -* ctosa vatve e teessusEEL taeust Mygg ode:MunG2 CJGCaf i
.-{
g4i , oe ....g_.. i hy m ,y m .
)
r0
- n ,.
*N O )
L O O O ll
- __ . s o NO c
y 1 m l
. E '!. .
. , , , . s m Ul g a. s _ . . . .
!g gJ g sanC4 semants een - .e - . . .-. ge squrt ,,ges .... .
pg i.aust atasse cowsm arasset . ,
. I E pe - -_. . .. . . . . ,e a s . . . . __,
. 25 i ;D
. .J " .
-F Z .
4
-1 I . )
7 II , f 'A .- _ h' _ y .y
$U3TOU I
I g
- -k MH k. . .
I' CUSTO:J g n hl-75 %g., .q.m. '. A - 1._ . . . . _ _ . . 00 W R.,,L , , STsIL
,,, , om.7, in Ana payy
, k er TkW 'k OfSe Wstat.lTL.TvPt 304 Eer,g E0JIC' D ptv..catt APP ntv .oatt av APP U
- l. (N il HENRY PRATT COMPANY SHAFT SM.1R.14-8 ME 3%
e, N ' ___ avaossa su.. EA* " ' ' h 8
- SEttDIAL ARRA8KeEMENT NYE N ghga TNW '
. 8 t 8- WELDOS X LDEND *
* - I HSC ( YOA .
S1 r ; i C I wm NONE.,____.__o,, 10 7 2 - . 4 7o ', h,b , aanwu er 9fCt.AAC._curcato es JET
% l l**M MnK.S KlT9 I '
- .. g 4 c -
9 L-wk e .
. . s.. . . A :..s..., ~ .
.....w.....
. . . s
e ... .: u yQ y .' < .
< i %'."g pp.J.t W - '
a .. ?.: .~ . .w - .
-9
. r ,'
. pi '. ._ ;3 '~
; s . . y-m g , _
- c. . . . ' , .
p, p p gs .
, f ~r.,f$hf D O M N~
O O
*Ekm - ~m o ze y, <m-i -< ..
. g. %
O Z -4 -4g 5 'o C O" 8"m :=$ Z o MCZ N [fl w mo op a,>X Z e'df
=O 2 ,c o, r.O x2> O o o
>o"eZgh
- vsxo
*- c.a m ...o u> p h. m>z
.o m to gy 2 r -
2 -j owt o ) iO c co f"# U g * :D w -i in , g 9' Q O <
- z rt.
- u
- x n-a -r
.c a ao z mr - 89 m 4
m > ;,o o r a , , qn.
;' g s 7, 2 :n - - . .
,.J xz m n caa o
. s
.? % n8F,o a x x b> > y ', o m~F/ ,$("C"ZO 4
- v.2' ?; ' . '.'. Zo ,. o d O ch.k $ $ $
- N *4 0*5* h ;o . 46 * "3Pig I
[ . , s
- 9. .e4 p *c i.s tH o < %
p ..i 00o ,no Ox mm O z A rn.7 . a .
< u,.....
.J r
. r, : . i
!n w :<,n Om z x'
. .!;;; h :, p.gg,s.-w PifnG o 6> o " -
d kloTE: DEk1C4 PRESSURE = 50 651 SHUTQFF PRESSURE.= 15.P.S l. MAX. . D, OPERATl% TE'MR : 32iF MIN - 130* MAX. . I i (
- /
f .. I 1 i
.c
.\ '
L) ( : .. . . . ., .
' I ,
\ , ,
I * < l 1 VALVf = 9,000* f *
\ opsg : s .r. s
- roru. wy
't,szs* . .
1 . .
\
i COMMollWEAL i (0110N Co.
'7 @! MACblNEDSullFACES: 1. COAT RUSTOLEUM A9
- TEMPORART PROTECTIVE COATING m Rd: iwd ',
%' '88"fI#
DOE 3 CO". BITER 10R OF VALVE: Y8l# : l-COAT cuPoNT butun 67-735 LA5ALLE Coug UWIT5 1 & 1 . EXTERIOR OF VALVg: 84cwn LEA 6 rnintit ga .
, , 1-Coat ouPoesi outut 67-734 I
l CPER. OPERATOR ENTER 10R OF OPERATOR. 840WW LEAD PalMEft Spw ._sitt e)sariore nzsemiption na
* .E. , .qy. w ,s 1 m.e w-T. 1 \ ~
e i a r.uRii. sc via; ,- a i t i 5 9E*2477 TuggTEN$104 STEN VALVE p0x & SolL PIPEIAssiv. { . 3 ' MCTEf IYREht*H W/TN CMSSBAR NMitf. 1 my y 1 ,
, , I .. i ,
"-- 'I
T I. 8 b. dh k . "7 =. .. ..#... _ 3..'*.2 gt h. :.f [, .v_. :. > - afh* 6 a.t.u.rt t .. * ;* ? - *** ^ -- -' k
. +
/* I w -.. -.---..-... . . .
r t . **
- t. . !
- , .g -
_ . ~
> rz, 774 *. o " -
.h -
- +
.. , . a-c-
8? b 2"SGt. NUT R_f/fffff/// - .
~
~
~' _,
s <- s s
. . *. J --
I i
. . l e e -
e - 1 l T . s s r s s s s s s s / r s t r rr rr ssss s/s s / s. '$
.e
~
e
=
Ns isisssstri i.
/ -
8
- e. -
1, a
~
l ,
'** k
% {
3 l
%. ' 6 CUSTOM
-9 4 .
CusroM J PRATT PROJ ECT' b .T A G i i
- i .
*t l -
g
- s *
--
- l *I . r . !. //,
L__. Y_ __ h uh h M.m h 4.Th-- M .... *= E""i M A
- w
. .,s.--. ..
a..
. 3-.- ,
/
- .~
s a b
. --l .' ~
l n
. W TOP OF GRADE TO [OF VALVEE;;
'$ Y 36 -3a .. .
~ a
- o. *
*--2c -
I' --.- x/ SEA / R/AG A A. A i io " + . 5 "Gott PIPE A f f= U R Nt s M C O s N ft.* ggf.g to'-O" LE N G HT S g - e'- r y -
/j j l Q N c11 ~ 11 , s zz: 7/ri wn sise isi,o // ,,,,,,,,, y ,,
i g.f . 4 -: \
~ -
0 l
.h 0
E
.NJf' .
r r/sr. rriiss r, r if//lfa /////i f, ////// ~ e 5 - Y///// f/ / / ///l r l -
~
~ k y
l
, __ . _L . . i.
I h MATERIAL SPECIFICATIONS r")
. dA ~
A . A .- l l 5".91L P1PE ' DouSLC HtJB ADAFrr.R. g42;, g 7, y - g*, g t 6ML A A3-8 74 THww.w lA A /- $ W 74 Tww l& I f C ncv..oarr er arr. I arv..oarr av a p p'~ C ER& Com0WWEALTH Col 5ON CO.
- g HENRY PRATT COMPANY aunoaa.su.
ER F. O. - 11:0588 . Am w. - 7-8,926-8 GENERAL ARRANGEMENT- m F LA;ALLE county UNiis I & 2 I E' N @' SERME Ei? - F3Oo L , g g
.- T .
-d E X.TEMSl04 STEM W/SolLPiPE
$ G M
s
*
- enu. ,, J . F. T sat,s - 7 4 9 @ 4 I ," ,
ensa.sy N f y u , A/o d dr *
- ner ,Y!$ ~
\
-.i .
" - .2 . r . _. a . . . .- u ,, , , . _ ,, , , , gu DWG: B-2877 .L
+
-02
%o73 cot 3 TA G N: _ _
O E 12. - F S o o
{ A' i e * - l.
. , II0fts: <Q 1 IlltB Tmu 1960 ARE IEWPIO W:tM Litf 94AU ' *
)
l LIWit hf0PW ON Tlef %OMW $MAFT. Hesc ANO LAR0ffl ARE E00tPPtp perfH IWYTAVAL LIMff ,q' STO{$ 04 THE CAryg st(tyg,
- 3. ALL OfWINSIONS BHOWN N WCHES. 7 DlW. S h*
h
, s. apum odAR FUMNeSHED WITH H3SC AND LAROE81. h L
Y
. '~~ - '
- ' s a.l . k s -
l s
. . ~ y
- n . ...
* ' . . ;/d ,5,'.I' j S. .
., . jy} o ~rl.l.{g.'
j g g $ p, e, :.lr *n s
' t.
)
. i s
.v -
c t
. 1 l 'l g h
- t t
-. s' ,
H o
\ , . . ,,
/ s d'
. a i d,
,,an.v. mm - , e- -
0 (: SEE 8e0TE t- %p%,g , ,
/ j m.
9 710 4 a f 4 A/ *ee a i
. g K8 p '{ I~
D 7 .- , n n__ 7: I -. l o X - 1 , [ ,' X 1- ? o
- ~
a -. ~ -
-spte erAn H emeemmere
+--- v ein .---+
.' FLW
, u ,,, .
N OPERATOR 51210 FOR
- * - ',- - ]
FLOW lNTHl$DJREC-s . 1 fl0s)onLY
' l~
-__. _ . . . 'if 3 879 '
L duroa wJT
\ <
i g
.a. 4 s .
.; -m . .
u .g
^ * - _ - ,,.....L_m
.- .i ..w= .w, . , , , . . - _ ._
',g : a .-w %
- m- m -um . ;- g .ii-
*
- o
-*' N *- ' CLODtWE2 r.DTAM/ f0 naasuMEst Lacusse grweg CLOSE VALVE UNL
/ OTHERPflO2 C2CIF8ED.j e t
.i g g
. . . .. L g 9 p i -
OQ -6
~
.\
s m . ITt .$, ...I-.. _i e3 ume
{ V/ '.b'E _6111 a A_ e e g g g 3 #2
,o 00 ff O'l PP K E_,
718 s nia 3n s sie a sii n
----*= 64 3458__h 3, i,.,1; 64 It4 19 p')7. 4 311 47 Si ti8 1 I38 i N 31 8,I,,Q __ ll 19 134 3 II $7 7 8 61 114 34 1 11 3Is ,.
N 83 , 4118 to il flit all 61 ) 4 il l i 17 14 I18 17 114 I
,___t,_7 4184 58 8,8 e612 12 2 3.4 Ils 6934 1314 11 i t 14 11.s I7 114 , , - < ;> ;; n to 'A k. 5 8 93 I i 22 384 37s 15 3 a 19 11 I a ii: Ie 14 314,
- 1.a# i l 64 l)14_St$e pg 1.4 ;; 3 1,4 4ie el I e s)14 tg ; e Ii I13 34 333 ' f *; f ig (O
_uu j" * *
'A l r u1a 1961t,.is.,,31,4 4e si, si I 4 Il s a i 13 _ t l e 14 : ", ' ', ,' ., ,
so i s 67 l a 11314 is 3 tis 412 .gf i6 I.7 l I I-)I 12 3,4 33; .i ti l i; .t. , ;; j
- i. ~_
q .
- l. , ofzo ':Me on Ap t. tL :(p'?CGTd 8 I
l r , I
- g! t
. .s ' .
f' '
~6KiGT6n . .
Sitt J L 08 1 . II
- P O* R , 8 .. T V W .,
litcc 9$3 518 688( ') I 2 $3 4 ll 74
- 1 v.8 s to i 4 N $ 4 ' 17 118 *
, 3
~
1 Hits 1018 638 7 444 634 17 3 i lo i 4 'to 7 8 934 1R 16'I~I .j ) l o plac il 3 4 614 s34 3ie a i930 1314 17 7 a 16+4 +++4. .M 918 77 7 s 2311 7) I a la 2738 M e
' 4 l M40c 13 678 17 I 4 534 , , Hoc 14 I a 717 le 1 4 714 1017 to I 4 il 3 4 .41 e te is ?? 3 8 i )
18 7 8 11 27 11 13 i a 13 3 I 30 3 4 3138 A78 .g{
.s 7738 l1 Ic:a 1638 9 l
~~~ iis lt 16 $ 8 834 28 7.I le 77 32 16 l) i I 12 l '8 3734 3114 is 17II .
l
\ 1s
. o l' 188 I... ,,g. .
l
\
,1 .
/ 9 f
> H$D% ..; . 44 I i' '
!,..f.I 4 J
, i .
. . f.get'ioes A4 I
' g"t' P,0Slfl000 A.3 * '
, 4' . P , *g j 4
'l . ,
_ , . s . I; I - -{ .
.-1,\ ',
[ ; ,. i .. . .I'.,. l j . 3 2((G'n -
,, , s . !
P..,,_, 1 P ... e ., . s
~
o.7 , f< m,A , r
. .i
~
% O730O!33*- 03 !
3* - '
.* . .;. .____&, ,m. ..
6
- - -- v -, -- - --- - rt.y._--- - ,
--.I ',~.. . . 3: ,m y ' _, .R
. ' A '
O F9' C gd l h . .. my ggg'2WOOI * *
. 9' $ hOHommopco_Q2 E o "
zo g C' ZCO m 0 ( b .,, d . 024 yo ge<-I"Zz-IZ m IMmm)O G Q f;
/)*
co x 8?E z.,,wy+ogulgez eg2 gag ins,,,e$gry EO - 9 my. og!? g en s oym E . c>,g g j
. s..}}