ML18026A363

Forwards Suppl Info Requested by Structural Engineering Branch at 810529 Meeting & Subsequent Telcons.Encl Closes Out Action on SER Outstanding Issue 13

ML18026A363
Person / Time
Site:	Susquehanna
Issue date:	06/03/1981
From:	Curtis N PENNSYLVANIA POWER & LIGHT CO.
To:	Schwencer A Office of Nuclear Reactor Regulation
References
PLA-831, NUDOCS 8106090373
Download: ML18026A363 (52)

Text

<<ix h,

REGIJLATORY INF<<)RHA1'ION 0ISTREBUTION Sl ~ TE% (RIOS)

A ACCESSION NHR:8106090375

>AC.OATE: 81/06/03 NOTAPIZEO:

NO FACIL:50 387 Susquehanna Steam Electr ic Stations

'Jnit 1F Pe>nsvl va 50 388 Susquehanna Steam ElE.Ctr io Sta+ionp Unit 2F

~e>csylvw AUTH NAt4E AIJ TH!JR AFF ILIATION CIJRTI S g FI ~ '4 ~

Pennsylvania Power Z, Liaht Go, PEG IP RF C IP IENT AF F ILIETIO'IJ SC'H'WENCERFA

~

Licensing Branch OOCKET ¹ 0500 050 SUR.JECT:

Forwards suonl infn <<'equeste4 by Str uctur al Enqineerina Branch at'10529 meetina 8 subsequent te,icons.Fncl closes out action o<>CL 0

n REC EP IDENT IO COOE/NA:~E LIC RR ¹2 BC STARKERS CnE'EEs l TTR FNCL 0

l 1

INTFRNAL1 ACC ID EVAL RR20 CH=H E'IG BR 11 CARF c'ERF.OR 10 E,I4ERG QRg P E<RG P~P

~ rc 3S FELIA~REP nrv 39 PJIJ'I F ACT ENG

~IO ICC SYS BR lo LEC r!!In

<R vATL F IG

~R I r mph OELO POzIFR SYS BR 19 nA 21 REAC SYS "R

SIT ANAL AR

?0 1

1 1

1 0

3 3

1 1

l 1

1 1

1

\\

0 1

0 1

1 1

1 1

1 1

1 AUX SYS RR 27 CONT SYS BR 09 EFF TP SYS BR12 EHRG PoP OEV 3S EQiJ I P iUAL SR13

".EnSC IENCES lYO/GEQ RR 30 TPE Qg Lrc QUAL RR 32

<ECH E "IG RR 18

'LIRC POR 02 OP LEC BR 3'ROC/TST REV 20 Ran S

ESS RR22 nl SToUCT ENG 8R25 1

1 1

'.i 2

2 3

I 1

1 1

1 1

EXTERNAL:

ACRS NSIC dl 05 1 o i (s 1

LPn!l 03 JUN.t 0 88 VLA.(

57

'OTAL 'IURSER OF COPIES REOUIREDt:

LTTR ~

ENCL

TWO NORTH NINTH STREET, ALLENI'OWN, PA. 18 I 0 I NORMAH W. CIIRTIS Vice President. Engineering 8 Construction-Nuclear 770.5381 June 3,

1981 PHONEr {2 I 5) 770-5 I 5 I I

I s ~

~ r

~,

C Mr. A. Schwencer, Chief Licensing Branch No

~

2 Division of Licensing U.S. Nuclear Regulatory Commission Washington, D.C.

20555 Docket Nos.

50-387 50-388 SUSQUEHANNA STEAM ELECTRIC STATION SER OUTSTANDIiVG ISSUE 8'13 ER 100450 PILE 841-2 PLA-831

Dear Mr. Schwencer:

Attached are copies of the supplemental information which was requested by the Structural Engineering Branch during a meeting on May 29, 1981 and subsequent telephone conversations.

This information closes our action on SER Outstanding Issue f13.

Very truly yours, N.

W. Curtis Vice President-Engineering and Construction-Nuclear CTC/mks Attachment cc:

R.

M. Stark NRC 373 PENNSYLVANIA POWER 5

LIGHT COALPANY

gue s 4'on Con)vol 8 ul I&I'ng

~V Sle'vc +'on 44'-o" czn&

& 74 -0 0'n8 Pipe we/Is'n

/ca c+r hui /ding On.l ~

X aH elevation 7/9-o" jt7 9h e C~

4f QVo cJh //z jn gU Confro I hui Jell ncaa, h0 S~ fe dy ve l~/ca'fem

+ ze afl~cA~H f4.

WIIs one"I

/n f< vicfn I Ky o f" v'Me Q~ lls'.

Jhewe+re cps"zom~gheir gee luye nil'haue no

/p ipnp~ad on VM wed'huf down, 8he~eW~e, 9k' V~

Can/! s 4o 'll no 9 be Ei'x eH.

I ow ash ea

~~o tAa/Is gn

<hw ge~c +z huIIdj'ng, one og /M + /Iour'n~

cov'I/

be ~o~

W m e e 6 oP no /narc ~e J'n

/he c //ouohle c/-iKerf cr gezp 0 ~ l

-jo 2 gee Ho. 3 of g u e,sAon 5

s'I~"ed k

4'

~ c/e sign on&

Cv<lua*on Of Pnaoonry Ape//z

~ ~eB uPon 9Z 7, incre~ e in w//oWcrh/e sAes~m un&ez 0 SE'.'~

ZubsecLuendli~

/'n MeIeco~

~HA N)2c- ~nH a/zo sn vne eke

~gh NRC c H Ze <he sake Iv/~. on S-2'7- /WZ/,

N RC ~ keH Vh e gue s+'on aha j gSav' u/4 be impae 9 eln& V4iv.eepo~ e i(" no inereewe is P et m I'HHeA.

Pe s.po~e:

s/ve ss ez ASs'umlne 8 o, inc verve in V~ c /lovable ku'x 4 + Ic'I) ~/ls are c j"fee VeH dec yacc

/I each in

/. fe~+~m wePineH on a/y sis on&

a'e sip p'cvo+iVy e xi s +'nol Repair

+~// ps) by 8'x e s.

v ~//cs),

Pro viollnoi op@a ojwoofe Qu e ~+'gn 2

dn

~espouse

+

HR c s

request, 9vo Design ZXumP/ez We> e hanHec8 over + 6'RC can&

s'uh s egue,nH/~

Bisccczsed cA winy the ~ee+'ncaa, ge zpome:

'Res'e c pomp /es ops gt<~chea' ea.e c~'Hh

+e mo I so h milfoil.

/

A Vg~ch n ewP 5'g/eu/cA on

/Vp.

g 4 8 C/0 Pap cs)

A9/each m e nV 2:

~e sign eocvonple Aw a.eg~i r/a'e ciesl'oin C~fegOry 2

W~dnry Wc>//

C l0 f~/as'n 4h gHH~ch'ment 3 i /8 /~yes/)

Ques 6'on 3,

Wi'~i'k v/y ga cz/rni'/e ve strow e +

iVIPc 's

request, co/o>les of cvcceleac +'on sjecv'ro Pew'Ec;injn~

M c."czlculo.+on Ho. 2C 3-K ueva cubi v'en W

HR<.

A'~spo~e; Abo ue.

zpec Er~

owe

+pm~l zubmidd~l.

CO'g e~g crReck 8~

We e 3 VHczcA~ end 3.

C) 9g~ch~en<

Ca/cu/cx+on Ho 24 E.

C Typi'c

/

z><si~n Ex~mple)

,')c>

iieipiNATPR l M U(MAC~l A

'ROJCCT Q~Ai~~~

G C

SUBJECT

~ LUU LH I I U I'0 HI rlt 5 I'A]

C, NO.

4

~

REV. NO.

DATE 1 4 gO cHEGKED ~ DATE /

Z -Z JOB NO.

EH SHEET NO.

.'AAl l. t.o~Ytdt-l ELPQ. QcA~goR,-

RE,F~ RELIC~,,

DVV& C iso>&BCTlcH J W>: L 1'TT I~IKHSSS.'0 (IVI')

Hg Lsqaqu

'. ig'-o, a< o Ag,AcHM=Q T Lowed'60 e~ g~q c ~g KetH~c-wag,q '~ & z i~ mr.z. z,p G M- ~<~a,.E,.p; EP,>G us< c.M aHA'i6:

mt ~i&-0l H~~~~

+(d

= Il(nlE+In-i) lEI +a [n/gn. I)( ~/gj (ryy(n I'I( )

T.

- W(c/J'I'/+ +

I nl J(J C3+(CI I~(,'I,d(C-J')

.l 2-2&

g 4.

d/J -.1531 n = ZO A~:~Z %

{>:,ooo7 g -

ooco 7 (TI-II

~

=

o'~A

.. (h ~3 = ~os.l.

Ol <>+ I~

+i ', ol<'i +. OIM i+W E o27+

~--g zy~=.was

~

kot =

G gaol

~zqq~(,LHm)/z 4.

(DI+lgn)(zogzI/I'I)+olos(<,zX

=

Z"E $5 ZLE 7C6

~ E E'L,.7~ -(

RAL ~ SQP~VATtoQ

/

('-O =

+<'JEE2'lz-

~ &lzhP~S 5~

wT/ H.~.Wht-4'.

w QN(gIg+I4o(z,Gal'

&so

/'ypq

g. ba,5<c.5toA

~ -.8 )(<'j(.4)"./(osHCsO........

S( 35II )(l&O(i~) /3ZW(IITD'Eogz>3~)

.=.,)++M 4/ITulE/ I FJK,TD4>v.sA~'j, k n =.. I<<(.7/E>>ETATio)

Mo.= 7'zo os~+/, Iqqzq 20766 Aev. (6/76) 60 69 (5/76l

1j J

QRIQINATOR e

PROJECT SUBJECT DATE t

lG'P CHECKEQ JOB NQ.

QS4 SHEET NO iQht LSA I 5 M~t M Sdgkl Qch iod ~L

<OCALCULATiQNSHFEl y QATE Pspef

'7o u~p m4,x.

ACC,. Gzqu)ce,g

'7&i~ ~0 QP Pg.eQ,, g<ct-Pr i~ ~6<V. O(ace.y>o~ me ~stcam PRAT it=~a p~,

p,~

gg ~p P 8 T~ ~t ~wtNQ vI I

H~l7,OQ '7+1 P,~poW&S, ACt Q PSALM Y&nT. P;esp

@&st f ~ I OE, R&

toCA g,S

{5,S

, 4.0

,o(

.o2 16s 97

,Qo

~+7 oh'WV LocA

,QO CG4-I FeR-<

$6 8->

ppq-+

8'/

14&IPBC.Q<DW H(S QESPoH>Wc CDVqgg>1 I

oF SAWS loagS

'i, L oc.kt Auhigb<9; 'PQI 70 ATt'ACItttVE,gp Z< - 4' go) =~1~oa.R. +

9~

s Qc is,c ~~

Zqoco C

i

~

I SFP 20768 Aev. t6/76)

ED 69 15/76)

)I

(~t ALl L! LAl lUll

'g ORIGWATOR PROJECT +96 6 pe 0 8

PC>>

g SUgq~~~

+pl OCk.VJ6 I \\

Gl/AL'LI W LOkl bt1tt I CALC.I z4 3 + REV. NO.

CHECKEO OATF JO8 NQ.

SHFET NO.

I Loe>v ~A>

Si4 C MC O.

QSQXI~>< Q%S"-,~x)5E l.S (y, w~

4) =

'I ~(135+ ~)

Zlgkg V.. =(z.ss-:'./(~so)(is~i~)

= gG,g <; i~ is

= 3,]SF Ik.l4 Z=C.

= 4~ ~<

= q~Zc t!.

Co 9'R

~= s>a,=~- p~)(is) 0&

l.

s C,Y~It syR~be

~H

ÃA.~ccal-

'P= ~

=.

=

~ 676

<z ~

<~0 lmoO P

cj F

2 k.

<+e (im+)

ILp' ~ ( Awo pew c,week ~rR,ass i~ Q~&4Q-'.

/

d<4 p38

.iii(q~)zC,

$) (p ~

~

g.g 3FP 20766 Rtv. (6/76) 60 69 (5/76

/d.<~~1 b

(

8 LI 0 LR I I U I'l: 5 l1tt I'

.graf CALC. NO.

A ORIC)NATOR 1+ iVlMAG)WE DATE I[ I& l)0 CHECKED PROJECT ++6 ~

RQQ D

QLgh JOB NO.

W'K SUBJECT

~~

A,LI, ~VALISE lO SHEET NO.

RFV. NO.

OATE a

Ccoeaa Qai e<s:

~~+ M~V>T~W a) IlFgyICAI:

5AM@ 4$

LoCAL PQEAqc,ll,

> 788

= (. o/30

.Dios) Q. =, E3 Z ir+io )ZgS5 03 0

ln 0

O

(

I ~

(t & W~)

qg5 l+~~ II>

I+a,v(l~)

z,>~II

<~rE iicc)

D

'K-Io II/TII xl-~

HoOG 2Z

<<t7l'-l I

I I

I 4

N 0

Q QOt)G '7 S.1~'- i

+) llDIII'B>k)IAI.'

'0SQ,V

=

WO +

~ III Wo = E5,+I (EA TACE) = l/3.S +/I Fo ~

fl (3>E)

= I&'5 5 +

>) +TDIE'I I7IIIFP: FOR VIS/CEKC-E:DI<<T RayelE,

~o F~Wa FIr. 31lo-re f >w E

~C

/o EC gSFea ZD 58sIEg. ( gc~eKIY DE I'ACE~

F<<6 z t-z-687~

q I~TP 5 II') E. lqT g ~~+'~

~ Kl.5W

!6

( IZ.,145'-'I N/ DZ I-FP.20768 Aev. (6/761 60 69 (5/76)

t<;",H(("

OR(GI NATO R lROJECT

~<+ -%CA(

O Q susiscs

( e(IIL( ULA(lUNbtlt(: l CALC. NO.

+

+

RCV. NO.

PATE

~

l ~ P0 CHECKED PATE 2 -Z~

Q hL 06.

JOB NO.

Ilail VA led SHEET NO.

check eV<4@

Q. ~ ~

6'.

~-~~a

= ~A<<X~)

4-5

+) $

4) ge(-L.ac Tic's(

KW, L 5

1 5,z I() ~(2,(

E< 4, a '0

'5 H (I~ res~)-(w.ks)'

((ygl

~s 4'(~~$

fg Qry(0).<'0('5

. I(

L LcI i) os0<~7850' I.-L

('e v.ts+)(>3M) tl

=.0~9

. oo'g

=,y3o

~

p

("ore>c edit s<s:

55K'eOOiq<~4

) "6(s'( c.sI-: l~g&o+xev'vL~)

Is'/yg r..s.os,0g=z.og

~.: =(~ o~ ~i)(~so~(i~"~~u3=~~ oi

=

S. pe~.

~) ~ikaeTai:

I ZS Goo +II.'( WCOC4, c I CS( 4,) W

~ > I W i O K=5.'9 y

.58 4l IS I) =

Zc(.cu fa 4I Hcr~ilos t~<<~~7=~bs u~9~z 5)G c~40i<<o<

QCI $ /S Pj.-'.Q QAL5 0 iSE, )S5 IIISlP>>

I PAT 5&E ie Euv44 ~

.P',A7 f<

00=- YtA<~&

ig~7H ~4 Q (=

L.>M>t W t T&Ou.7 Y7%

Ivc(s>>gsIc.

<A TWG ~vuVAP6'Jc

<~I~06.

P

~ 20768 (0ev. (6<76) 6C 69 (5/78)

~Ah

~p

{ ~Ll ULHjtui~ ~l p-.t jf

'g I N S>IPMgugH,9 fC gP

&5~5 -%8&c+DH ~~~

PROJECT ~ddM wA'4c Hv&z.cFH rO j SveJECT ll Ll

)

CALC. NO.

CHECKEO JOB NO.

SHEET NO.

REV. NO O...

c0~c.h

~W~e.

P,7 <pqeaphcc 0F P~M~W

@4Xk j Ivt-"ll.<:

YO 5b q,o<

+

5.98

~~(1 z)

I 1

x is (I>>Y~+~

(~,gob ~<<

VSa A.. (6ne) 60 69 (5/76)

( LcunvtoM ssFFT:

'ssc>~

CALC. NO.

t QRIGWATOR ~QM G 8 4 OATE

~

~4 P CHECXEO PROJECT 5 &~

9,E'AC 70 l

JO8 NO.

)

gUgjECy BLOC'@WCTU

+YALUW 1 4 SHEET NO.

DATE 5.

(Q-~A,QE MP ol04 7~5luAj PGlAF I'-o'lS J.~a~"

d = ~q C

= >q-(3+)/>) =zoo

=

@>Z.

~~ (~g(>) =

io~'/8

@c g~ ~.gf Dq> zu/s

~ 7.5'z. so <<J P

q

=

M/'

~/'

,~u~&4 b d aagao6$

't'/g l

i po6 h(>)

= + (ohio+) =.. 0/7+

gn-i)~'

'L% (.oooec) =.o/c ap

~/g

( o/7z p g/~g) p QPjp/72 P.y/C3 fg

~ 935)- (0/72 p -D/83$)

55.t~'oS)

//// //.@

/7g(3o)(3 d'y C,-SS+

J-t'

+ (.o/C3$)(BQ) (Bo/)(33 CC.ro ~)

= il,y+f,gc F i~~

~g4 0 gO2 /~) (<<')

'0 g Pg

/3((gooooogll,9<(,g~'/

O766 a~. <6n6>

, oo9gi~

60 69 <5/761

fr'

( CALCULATIONSH

/ P7 Svm~ai@~,5'~ >

PROJECT Q sUBiem AC@'M AJP LC EVAluR jtOnf EET:; P CALC. NO. '+

~" + REY. NO.

CHECKEO OATE JOB NO.

$'Z~C SHEET NO.

p u)L.

Z )/,9u))(

~~

a-A Eg

~- (gg ~Cg gO) iaoi~)

pZJ

.00$ $ f

~oa/f -.o3/g,M as~ <

]~ ~g

~/

~ 7.

=IV/

'p.zovee Ro~. {ene) f0 69 tene)

r p g

/

~;

~

ei

/

r rp r

r ~

r RR

~e

~

~

f r

f 0

~

r a

r ~

+s r

C

Z)esign E x~m pie AY Repair/

le Resign oE C~fep or y Z

/6~ c) n z y ~ II.

~E~/uN i= XA/vjPC E FoR R E. PA IR/ R E 2 E IGN OF 6'8 7'E$ gg>'

MAsoH P Y wALc..

Pl-earn / le PuV/os e of

/hi'z e x irma le is + ///usVraye Ve~~=ig>>

oF a -/ypico/

c~Se~or<

Z

~a-henry W<</

inc/ua'i'ny h eg ~ z>r<

pe p >,'i-Resign exa~p le subn..i'~Ice.i'ar/i r 4

A ~~<chme n 9 A'

iVi~i'ca)'es'he 9

/he desi'gp s 7 Yes'se s ap e

/~~+ez s~Ye sse s, C s'e e pope

.V~n'e si~~

g g

-/pe Vega.ii veH, wl/owablg 8 ), Il/ere for=",

wi /A Ye~'.Ic Q.d p nyp Focal P clrP d~e gf P pep,~+, n on&

ac w /ler He s'i gn exam@/e Vhe b a si, 7Fezeg~e

/his Mes.ign e xwmp/e meKho&.

era beee use& ~"

<--"8n+u/

shod Vh<

exaeple N<<s-/

be i-e>A in c'one'unc+'on lhli Vh

<< ~~ ~enc e Bd ciipn <nfs, mu-/erio/s,

~+// ppQ~zpry Vidfa+'OnS ~re az given in

/ p,3 one/

4 oF Ad&chrnen~

A.

~l gll Conc. / /dor

/3gn& b corn.

ede24 CHoyi)

V D w TSx/ld C 7'/p >

/6" (Ver~)

~ 9 "8/ock pi~II.

A Q L E VA7/OIV zoic TroN A

Qgn~l

$ eoyy, is checke&

kv 9h~

c </e<uo'cp a n~

q~

$ roc i'ng

/~g P e 4

/'S Aller Co ynpari ron oF cr acket sec'h'on Versus'n cr~cke& 'ec+'orii crackers sec+<>>

Wag 6 on&'

b e gd ver ni'n g.

IT~ere +re, 4~Io~'ng p~y eS Candain Crc eke&

s'ec*on ci'naj iS.

&lode i p'

I II g'ea etc e: g~sP once VO S<R OPe Z> e ign Appar oomph:

+on i+ctiny She Woll sPon af I> 88 jn gvpyggygpg

+herc fore

/he wc l/ i's chec k="/

fop a p ec4<<c 8 s'pan of Q-o".Scil n'~

C CHECK W/I Z 5'TEE SSE 5 FOR 9'0 FT. 'SPAN,

/, g / reguency C'alcuIa +on:

/ I Freguen cy of cracke>

sec+'on Z

- 4d 74 Csee W

~y Z)

/ I 2 Z eflecb'on CsimpIe beon )

Weigh<

ov wall = W 7g, 48 Ib."./Pg.

s v'c 6'c

+e I'Iec 6'on 4.

s. wZ Epn ~Cy 2

CS)C7V. 4S)(~) CI=)

<ZZ4)CISOoooo) C4@ ~<)

0

~ IG C7 In.

I ~ I 3 I=reguency I

277

> see+'c 3ZC 4 o /4'67

jforizonfo/

EesPons'e kr Crc eked Seckcn low&in~

/ reguency kr Na,g.

Acue/.

ACCe Ie&t*df7 A /sec. ~

7)i rec+'on Rv lcl A

4. S/

5/

S/

~ S/

7 o 3s' 45

o. o/

08E slav l ocA

@ 5/

S/

5'/

7%

7%

o 35 o 45' ol N 0 E-W.

hfofe:

For vcrficc, I re sponge, s'ee re spon 8

wAtnrn~r y on Pag< D of 2 0 loc~/

Anc /ji sis'ee s'ection

7. 0 Uer+ e~ Iesponse oP g plo rlna// se veraj zq3 3

/6t'H.

Dlobcf Anc lysis

~gg

~c<~;*on g ~o ymca I/se vey e)

VGg 4i C'~ I /eric/s'/ue ~

w-Ig~ c-h~en~

IbA.

C see

~6ave)

o ><I o.O/) =

Sgv+ Z

=

Co as+

(o 3@)(79'P) gp.g/ /bz/f!

g w~t/ incr+'c ibz

~'~v'Iackmenr'incr&'~ Id""

P~

= c/oo)co 3s)

I I

3 3 Sdoj'y Zri f'd Z)s sec+.on g.g

2. P 5Ufnrn~+ gn g~ ~kov8

~+

+ /-o+

o + S'IV+ Ey 2

2 C-s'c/) (g) +

89'P 8/

/4G 2'73 9 g 'I/ /-

p

+7~

2 c'~s.<I)C~)+ 3'~

n'7z3 S 4res in r~bc r:

/b z.

S/7 ZZX/Z

/~.g, af (o sz/) Cd ~</)C~ 7<)

SZO7 psi c 24 doo x/ 9g Ok, S'ee

/=zp g 7~5/e 9 8 8 vSa lone/

rom bl'r)c 6'on,

~+

7~b/e E'/g of Repevence

/ 7 of

Sv'res" jn masonry:

Where F = 0 o/4./

/Y7 F

o s/793

~ @ gq

d. o/4/

V Jo boA I I7 34 (0 g 6/) C/ > ) C 3 7s) psj'. ( 498 I.g ~

0 k o

glo L-,~/

/pa/ij 5I g; SsE Cpna/Ikon p A gnyrmc //Z~ creme) 0 4 S 0 Conclusion

/ dy veHcicZH zP<n qj'

'q"

~ia,/ iz Z> esf'gn oF Son& Be~m:

3 S s.urn p 6 on S:

I.

/-/y ri zonk'o/

s~riP 5/- 0" farl'6=-) is consickr=n'0 be con+nudus one/

sp ops bedlnleed b~c cez

< spczceB a~ 4'-'9'"w~N ) + <<IPP'<>>

g~jhuj~yy

/os& 60~

9he vv'ol/.

A V~'achene nH

/onH is co~ ea ~~~i v'~/y CTSZumec/

-fo be nc+'ny aV 4he s.frit.

7 oft Lca&ing on Vh ben+

bee ~.

P~

w Ibs/ f'g 7 0 sr=/ 88 Ibm/ jV, S e6'e< +or

$7L gay'. g Ib f~

Bee S'ec*<<

p gg

Ibm, Se e Xeckon 3 9

~2

=

W CL+~) +

w P~

2L 2

28 Nl pqp),gp)

~

2HZ 3 ~3~

Cz) CW)

P~qc +'gn

&cong

/88+ 32 G+ gg 2 5.g. g

/bs.

~2 I~

C<na<< v~ /I'e/y ms.s circe&

+a be uni +e rn

/oc H o~

Vhe b on&

b eon;.

C'h eck Sgr e'ss e s in

/he bon~

b e< rn.

as~. a Ibsf r<.

~/ ~li W

so Cz~~ ~PC< 7s>

/Ig P

/b A.

a.

Z<re zs in Ee b~r:

=

o ooq'78

y. 4.Q

(/2) C8 7s)

II O. 8'4'7 k =

o g~ogo H

//aqua /2 g~, yy)(o F49')C~ 7~)

~oooo x / ~Z I

b.

5'g/-e s in m ~o >~r y

'2

'2 b

~ os Clo) C3 75)

/2ooo

/2 OO CI o a/4l 0

~ 4s5

/. '/y 9 o o/4/

o. s'47 5'2 q'/

2 k p z) Cgg. Wt) j k Co.Z4WCO 4ss) 42)'. g p,si

c. S'oo x I Z3 dk C,

Chec k s heor y

Zz< )c 8'7$

Z

/b s.

bj+

2SG 5 x 4

~ 75

/732

/bs.

N

= j'Z C/wz )C /. zs)

$ 2s@

/&4j.

wr 9/ock wc il-Chec k shear.

92 55 Y. I'Z

/ 9s 2o age g zgooo x/~ 2s' 4.

I P sj

~

Web Area

/7s ~

Cc as~) C4 <<)

/g /5. 5 p gl + /4 580

>c / 2 5 0 k.

DESIGN EXAMPLE H)R CATTERY I BLCICK-V~T 1.

Reference Documents:

1.1 Applicable section of FSAR 3.7b Seismic.c D sign 3<<8 Design of Category I Structures 1.2 3-8.c Concrete Kit bhsonry, Masonry bhterials and ~ity Control Unifona ~>>d~

Code (1976)

Section 20 1.3

~>>ding code requirements for B inforced Concrete (ACI-318-71)

BuQ.din-code requ>> rements for Concrete bhsonry Structures (ACI-531-79) 1.5 Prospect Specifications 8856-C-72 Expansion Anchors 8856-A-2 Concr ete Uni R.sonry 8856~24 'loor Besponse Spectra 1.6 'esign Eras~

8856-C-807 1.7 J.E. Anrhein:

ihinforced bhsonry Engineering Handbook 3rd Edition.

A Published by bhsonry Institute of Am rica 1978.

1.8 Boark

Formulas for Str ss 5 Strain 5th Edition.

2.

Yaterials:

2.1 Concrete hollow blocks H or A shaped we& ultm>> ate compressive

. 2.2 203 2.4 strength f' 1500 ps'nd mor~ Mth f' 2500 psi.

Cells are filled MA concrete grout Wth f'c = 2500 psi.

Concrete fillfor core of double wythe ~s, f'c = 2500 psi.

Reinforcing steel'rade 60; fy = 60 ksi.

Wall ~ckness:

8" Sp

. 10.88 ft.

'nd Conditions: ~ed at, top and bottan - Local and Global Analysis

.Fixed bottom and free top - Story Drift and In-plane Loading Attach~ant:

100 lbs. of vertical load applied at, 8 inches from the face of wall.

Heinforcenent:

$6 8 16" vertical A e 24" horm~ontal.

Symbols and Notatiora:

A = Gross Section Area (in }

A Ter>ion Steel Area, {in )

s 2

A' Ccc;pression S~eel Area (M )

b = width of Ne~r {in.)

c = Distance of the neutral axis of the cracked section fran th extras ccmpression fibers (M.)

d ='Distance be"ween extra ccmpressics fibers and centroid of tension-reinforcement {m.)

d' Dis~ce between extras ccnpression f hers and cen~r" oid of cmoression reinforcement (in.)

E

= Nodulus of riQdity (psi) fm.= S "ess M masonry {psi)

V

= Lowest natural frequency of the s~

(Pw) n F = bd /12000 d~mnsional coefficient used in detemdzntion of resistWg manent of masonry sections 2

.g = Acceleration du to cavity 386.0 in/sec E

~ Moment of inertia of the cracked section (in }

CGRT1 e

I

~ equivalent mxnent.~ inertia (in )

~ yoment of inertia of gross section (in )

.g g ~1-k/3 K = Numerical coefficient deperding on structural lateral force zesisting system k

c/d Y = Story drift or displacement of wall (in.)

D Force corresponding to displacement; Y (lbs.)

s Q = Local bending num nt (in-lb)

M

= Global ben~~

nary (in-lb) n = F ~ = Ratio of Young's nxxiulus of reinforcing steel to Young s m~~us of rrasonry P

= Atmchrent inc~~~~ load a

~ t = 'Ihickness of blochM1 inches P

= As/bd

=, A's/bd 7

= Unit weight (lbs/cuft)

.v = Shearing str ss (psi)

V = Total lateral load or shear at the base (lbs.)

v = Veight per linear foot of ~l M = Tbtal s

. of mll 5.

Freauenc Calculation:

5.1 Frequency of cracked section.

5.1.1 Ncxrant of inertia of cracked section:

Refer to ACE-318-71 Handbook p. 390

c/d ~+ np +

n-1 pi

+ 2 no'+

n-1

~ ./d) (no+jn-13 o')

And

= bd3(c/d)3 +

onbd (d~)2 + (n-l)o'd (cd' 1n our case:

b = 12 inches A

=.33l in s

n ~ 20

= As/bd

.331/12x3.75

=.0074 no =.1471

~ ~

A>

0 (since d'= ~'=0) s k = c/d

,1 71

+ 2

.1471) -.1471 =.415 c = kd =.415x3.75

= 1.56 in

= (.415)3/3 x 12 x 3.753 +.1471 x 12 x 3-75 (3.75 1 56) 2 Z,= 46.94 in4 5.1.2 Eeflection (s&ple beam) weight of t~:

w =

vx b x t = 125 x 7.63/12 x 1 = 79.48 lbs/ft Static deflection 6 static

= 5wl x

J.c~

a static

= 5 x 79.48 x 10.88 x 123 = -35589 in 3

x 1500000 x

-9Q

5.1. 3 Frequency fn ~'

g/A static fn 1

386s f/o35589 5o24 Hz 5F 1'15 fn 6'03 Hz

.85 f-4.46 Hz 6, R~R For acceleration refer to Prospect Specification 8856-G-24 or FSAR Section 3.7b..

O~

ZOIC AL rZSPONS:"

P~

V:"Wjo BZSP e Irzr

=

I w~~.

I DA.'~.

Acc~>

I IFor Y~ Acc I Ift/sec iXG.

Direction ACC" ft/sec s

G.

I I QDK Issv Isa~

ILOCA I

I I QQP Iss~

,Ism ILOCA I

4,5 4.5 4,5 4.5 4.5 4.5 7&

7<+

7+

I 1.25'

.78 g

.03 g negl.

1.40 g 1.13 g

.03 g negl.

EN9-1 FN9-2 E79-3

&9-4 2Z10-1 Fr.a0-2 BE10-3 F&0-4 N/S

.60 g

.63 g

~ 72 g

.40 g

~0-a I FV10-2 I Bva0-3l.

~anal I

I 7.

Local Analysis:

For 1~ of atmd~t (see de~. C-807)

O Cl PRtoo 8LOCK GROUTFD CELL

7.1 Normal load combination.

+

+

o For load canbinations see FSAR table 3-8.8 or 3-8.9 respective+.

t3

= 7.6253 x 1 = 443.32 in4 g

M

= 100 x {8+ 3.81)

= 1181 lbs in g= Mc = 1181 x 3.81

= 10.5 psi < 25 psi O.K.

See reference 3

I33.32 1.2. Table 24-B g

7.2 Vertical Response (Normal/Severe)

Load bination:

D +< + ~ + 4

+ E + SHY +

See Section 'C'f

- FSAR Table 3.8-8 Amplified acceleration

= 1.5 a (1.5)

(E+SRV) = (1.5) (.60 +.72)

= 1.98 g Mt, = '1.98 + 1)

(1CO) (11.81)

= 3519.4 lb.m~

= 293.3 lb.ft

'2 Assam the follow<..(refer to prospect stan"e.rd dra~+w~s C-805/

sh. 1, 2

5, 3 and dra~"~ C-807) 1.

Min. of 2 anchors are used 2.

Min. Spacing

= 6" for anchors T

C (351 9e I/6) 586@ 6 lbs ~

c

=.0074 Men frcm reference 1.7 Table E-15 g =.861 b = 12" d = 3.75" v = (V/gdb) = {586.6)/(12){.861)(3.75)

'= 15. 30 ps<<25 x 1. 3~si O.K.

")

Ref. 1.2 Table 24-3 C

Mhere:

T = M ~wwZe ~~ actmp at the centw liw of kol~a.

C ~ ']he compress've force at the centroid of the compressive block.

Check stress in rebars and In masonry:

(Ref. 1.7 Table E-15)

Z - bd2/12000

= (12) {3.75) /12000 0141 K

M

.2933/.0141

~ 20.80 F

Stress in masonry:

f

~ 2K/gk = '{2)(20.8)/(.861)(.415)

= 116.4 psi

<500 psi m

Ref. 1.2

'Stress in re-bars:

f

= M/P gd = 3519.4/.331x.861x3.75

= 3293.1 psi <24000 psi x 1.33 s

"s For canbination of horizontal and vertical response see global analysis.

8.1 Vertical - loads due to attach~t 8; 'lobal Analysis:

OBE 'Condition {normal/severe)

.OOl'BE

.002 SSE 8.2 8.3 8.4 Y

= 293.3 lbs.ft

{see above local analysis) 0'0 0

0 Horizontal

+

+ > +

+ SRV+ E (E+SiVT) = (1.4+.03)

= 1.43g w = (1.43)(79.48)

= 113.66 lbs/ft (~a~l Inertia load)

P

= (100) (1.43)

= 143 lbs {attac?me~t inertia load) a Story Drift - for displacenents refer to NODE 80 FSAR Fig. 3.7t 58, 59, 6O h 61 00078'BE Y = (.001-.00078)(12)

.00264" D = gp ~/L3 = (3) (1500000){46.94){.00264)/(10.88xl2)3

=.25 lb.

... negligIble Suction of above

+

+

o +

o + SRV' E + Ds M = >L

+PaL/ l+(MZ)(1/2)+{Ds)1/2 for maximum benDIng analysis

( 113 e 66) {10@ 88)

+ {1 f3) (10e 88) (1/4)+(293 o 3) (1/2) + { ~ 25) {10m 88) (1/2)

~ 1681.8+388.

146.65+1.3b

= d4xo.o ~~.i ~

+~ +~ + (~L) { ~) +Ds for maximum shear ana ysis 2

~ (113.66) (10.88) {1/2)+103+(293.3) (1/10.88)

+.25

~ 788.52 lbs Stress in rebar:

M p~~~

Q n

=.0070

$=.861 A ~.331 in f24VAsJd

= (2218.8) (12)/(.331) (-861) (3.75)

~ 24914 psi

< {20000){1.33) O.K. {Ref'. 1.2)

Stress M aasonry:

K = N/P F = bd2/12000 P = 0.0141 K = {2.2188)/.0101

= 157.0 min LK ft]

fm = 2K/Jk

= {2)(157.0)/(.861)(.015)

= 876.8 psi

> 500x1.33

= 665 ps>>

N.Q, (Ref. 1,1)

S&ce the stress in wall has exceeded the towable str ss, a redesi~m of wall, with reduced sp s is reouired.

However, since the purpose of this example is to demonstrate the des~

procedure, such redes~ is not provided.

Shear at N.A.

v V

(788.52)/{12)(.861)(3.75)

Jbb

= 20.35 psi

< 50 x 1.33 ps>>

O.K.

(Ref. 1.1) 8.5 Check of rt~>>

crac FSAR 3.7b.3-1.5)

>>m acccordance with ACl-318 (Refer to

De~ection (03K) 1-46.94 in4 A

. o P

Ao =

5w L

= {5)(113.66)(10.88)

(12)

=.509 ~

3

)

1500000 4

~ 9

)

P =

(K3/48K I) = (143){10.88xl2)3/{48xl500000x46.94)

=,.0942 in QL

{gr.2~Z)(.0642)

{3519.4)(10.88x12)2/{1500000x46.94)x.0642

=.0547 in A

Ie "cr=

Ze =

.509+.0942+.0547

=.6579 in

{acr%) > 'Ll-<<cr'V ~

cr 2fggt; = (50)(403.32)/3.8a

= 5817 81.bs.in

{2218,8)(12)

= 26,625.6 lbs.

>>n (5817.8)3 (443.32)+

1-(5817.8)3,

{46.94)

~2~,(225.8)3

{~((2~.i)3 4.62 + 46.45 3

51.07 in I

Since I I

partial crac~>>

needno+be checked.

ce e~

cr Re&sed

{.6579){46.94)/51.07

.6047 in 9.0 Globa~ Analysis - SSZ Condition (abno~~/extreme) 9.1 Vertical - Loads due to attachment.

1

9.2 93 Ab~~~:.P '5 'P'P /')'

+ 1 5 {P

+ SRV + LCCA).

1+1 5(.63+.50+ ")<

Ref. 1.5 for Value of SRV accl. under SSE corxU.tion)

M',

= (3.3) (100) (U..81)/12 320.8 lb.ft.

L

~ 3897.3 lb.in.

T' C'

3897 lb.in./6 in. = 699.5 lbs.

v'= V'/bgd = 609.5/{12)(.861)(3.75) 16.76 psi < (25)(1.67)

= 41,'p psi Ref.

1..1 Table 3.8-8, 3.8-9 We attachment load will be transferred to the ~all by shear.

Stress in rebar (Due to attadzent only) f

= M'Asgd = (3885.5/.33x.861x3.75) s

= 3657.76 psi

< (60,000)(.9)

Ref. 1.1 Table 3.8-8, 3.8-9

= 50,000 psi Stress in masonry (due to attachment only) h K = N/P =.3238/.0141

=. 22.965 M = K-FZ f

= 2K/gk = (2){22.96)/(.861)(.015)

~

m

= 128.9~'

500 x 1.67 = 835 psi O

Horizontal

+

+

>> +

>> + SHV + 1.25Zo + LCCA (1.25 Eo+SRV+LOCA) = (1.25x1.4+.03+0)g

= 1.78<

w' (79.48)(l.78)

= 141.07 lbs/ft P'

(100)(1.78)

= 178 lbs Story Dr&t (se ~.

A Q. 6)

= (.0012-.00094) {12) =.00312" D'

(~> W')/(L)

= (3){1500000){06.90){.00312)/(10.88x12)

S

"-;296 lbs 0

~ 0 0

p 9.0.

Sumration of above.

+

+ y>> + p- + SRV + 1.25 Eo w<L2/8 + ~~iL/~ + {M'L){1/2 +

D s 1/2)

~r (141. 47) (108)2/8

+ (178) (10.88/4)+ 323.5+

{.296) (10.88) (1/2)

~ 2741 lbs.ft

~ ( >L/2) + 7' M'L + D' (141.47)(10.88)(l/2)

+ 178 +323;8 +.29

~ 769.6 + 178 +29.76 +.29

~ 977.65 lbs v'

(978)/(12x.861x3.75)

~ 25.24 psi < 45 psi Stress In rebar:

s

-.0074 k =.415

~ =.861

~ (M/A'd) = (2741.8x12/.331x.861x3,75) s s

~ 30,777 psi

< 54000 psi O,K.

Str ess in rr)asonvy:

X = N/P = 2741/.0141

= 194.39 A

=.331 f

= 2K/Jk = (2){194.39)/(.415)(.861) m

= 1082.88 psi

> 500 x 1.67 (see Ref. 1.1) 9.5

• Check for partial cracldz~

~a accordance with ACI-318 {Refer to 3

FSAH 3.7b.3.1.5)

Deflection (SSZ)

I= 46.94 In Z = D'+DF +Q~

=.509(141.47/113.66)

=.634 In.

See page 8 for F="deflection.

0 F'

(.0942)(178/143)

=.117 In.

See ~'e 8 for CBE deflection.

+ g'L =.0547 In.

634 +.117 +.0547

=.8057 in.

I'.~ r%'

I

+ (1 Ncr/N'a)

Icr e

'cr a

2218 83 (.443.32)

+

1 {2218.8)3 46.94 32892

{332392

)

~ 47.06 In = 46.94 in

-1 1-

No further c¹

- for part'ia~ cranny~

~~. t Xn Plane Load

Reference:

Section-3 d~. C-1305 St-8'5'-6" I8'-0" I3'-2't EL.. 789-O 4-O'H)GH OPENING'YP.

EL.77 I'-0" 68(@16 VERT.

ll 44@24HORI ll.

eg ISVERT.

~4@24HORZ T

UNO 5

L = {6.67 + 15.5 + 18 + 16.17 + 13.17)

=

69-51'ssun the fo~~oN~:

1.

Re~~<orcenent

¹6 6 16 vert. (conservative) 2.

Perperdicular mals contribute to load~~

but not to stiffness of wa>> M ~m-plane direction 3.

D flection is less than 1 ]f2" ani therefore ceM~~ structu~~

steel bea.-,z do not suppor t-the s~

{See dra&~ C-805 for ~p deta~~s)

SALL COMPRESSION REINF.

TENSION RE INF.

SECTlONAL PLAN d = (3/4)(L) = (3/4)(69.51)(12)

= 625-59 in d'

{1/4){L) = {31k)(69.51)(12)

" 208-53 in A

= A'< = (27 bars)(.44) 11.88 in2 p

= ~bd

= 11.88/(7.625)(625.6)

-0025 d'/d

333 p

~ A gbd

, 11 88/(7 625)(625 5)

~ 0025 CW P.)

.{n-1) c/d ~

~ (20)(.0025) ~.0

{19)(-0025) "

O475 nP++ ~1 pt

+ 2 n pp n-1 ~pd'/dj - friI +(n 1)

A t'( 05+,Q475)2 + 2( ~ 05+.0475x.333)l

( 05+

.2778

= (.2778)(625.59)

=

173 '

~

I

= bd3(c/d)

+ nn bd {d-c)

+ (n-1)>'d (cM')

Icr =

1 (7.625){625.59)

(.2778) +.05 {625.59)(7.625)x 3

(625.59-173.79)2+(,0475)(7.625)(625.59)(173.79

>> 208.53) 2 34Q, 887. 18+48, 648, 655. 75+273, 453. 12 62,298,996 Not

W above appr<<~" ~or select~

re~or mat and ccmpression r e~~ "orce~t Is approx.

sonly.

An iterative process would be requS.red to locate actual "d" and re~orcenent.

+

A

=wL.

+3'b V~I 5AE Ref. 1.8 page 185 w=bx 7xL w = (.6354)(125){69.51)

= 5520.9 lbs.ft (opens

&eluded)

M = wH-ope~

M = (5520.9)(10.88)

.6354 (4x6.67+4x12.5+7x3.33)125 52,125.69 lb

E Load from Perzendicular Walls.

The loading frcm cross wa11s is added to the wall inert&.

%he

.magnitude of the load depends on spacey of seismic supports (clip

~les) for the cross ~all, stiffness and acceleration of that wall.

En this exaniple nax~ spac~ of clip angles is 4'-0" O.C.

Let U be the added load due to cross wall then:

U

U U3 = Uq = U5 = U6 = U7 where 1 to 7 represent cross wa 1s 1

2 Ul = (L)(

) (b) (a) a = acceleration, see age 4, use maximum

~ value in lieu of calculating freauency for each va.

Ul = (2')(125 pcf) (.635)(1.43)

= 227 lbs/i of heist

.00684 W W = [52126+( Z U~ )j= 52126+(7)(227)(10.88)

69014.3 lb i-I w = 5520.9+(7)(227)

=

7109.9 lbs/ft

> b = wj~

" (7109.9)(10.88)"{12)

.00023 in I!. x ~5t, 9".9~9 a v

>L

= (3) {69410.3)(10.88xl2)

~5AZ(5 (173.79x7.

25

( 00,000)

A static

=.00023+.00680

=.00707 in f

= 1/2 (g/4) 1

1/2 (386.A/.00707) ~

J fn = 37.21 Hz

.85 fn = 31.63 Hz 1.15 fn = 02.79 Hz

. 0

~

Refer to Spec&ication 8856-0-24 for the folio~:

HESPONSE SUYiaRHY z rizontal esponse Peak Uert. Resp l

) LL8 l'T'eO ~

Earp.

Accel.

Accel.

JOE t st lm' LCCA I'

Or~

Is-sls f LCCA I

32 32 32 32 32 32 32 32 7Rqr 7w

.22

.287

.06

.13

~ 21 271

.05

.13 BN9-1 FN9-2 BN9-3 FN9a

.I 0-1 FH.0-2 BEl0-3 PH.0-4 RPT>

~V"~'JP 'EON I

load~ ~~ Co;.>~~~ tion:

{Nor.,M/Severe)

. =--:Szr = (.225+.06)=

.29 g d = B.stance to dooms (very consecutive)

ZH.MT +F~+"+~~+D V = S L (lOO ib)(L/3'

'= (.29)(52126)+(.29)(100x69. 51/3)+{7x227){10.88)

= 15116.5+671.83+17288.3

= 33076.7 lbs 100 lb = a tachnent load per 3 ft. strip as sholem on d~~. C-807 v = V/bJd = 33076.7/(7.625)(.907)(29x12+4)

= 13.58 psi ( 43 psi O.K.

J ~ 1-k 3

= 1 (c/d)/3

= 1.2778

=.go70 3

Yew",e:

By inspection for abnormal/extrene Wvirommtal load ccmb~~tion, in-plane shear is O.K.

/ ace leva*'on spectra per ~~ih'>g

+~ / ~u/cz*dPy Md.

2 4

De a

g ri) 0I-dfKnlI

()

1-C/l

o. 9 r

n Ohr w en 0

0.1 e!

ri n

1O.O 4

6 tt tno FREQUENCY-CPS Fig.&H~ Acceleretion Spectre for hoed Cage:

agegen~ehanna

Node, Direction JLS, Etev Oamping: 0.005, 0.01, 0.02, 0.05 I

dl

O.pl 25 00

~l. 00 z0 K

Wlbio. 75 O0 KI-C.)

0 0.50 U) p

%5

0. 00 O.l 4.

6 8

lP 2

n 6

0 loo 4

6 8

lOO Nede, Direedee~~,

Eiev 749 Damping: 0.07, 0.10, 0.)5, 0.20

>o.o

'.P PEnfOOi 0.1 0.01

l. 50

l. 25 be

~1.00 Ul

'z0I-w D.75 OO p:I-O 0 0.50 U)

~

0. 25 D.DO 0.1 6

8 IP 4

6 0 IPP 6

e IPP I

O IQD A 0

FIELQLIEN( (.CPS Fig.25K& Acceleration Spectra for Load gaze: ~usrtuehanna Node H-S 749'-1"

,Dirsctioo

.EIIv Damping: 0.005, O.Dl, 0.02, 0.05

O.OI

~

l ba dO VI O

~(

Ir.

Idl W()

O I-n.

CII O.I IO 2

~1

" IO.O I:

IOO Fig BEq-1 FREQUENCY-CP" pcceleration spectra ior "E~CTOB R CONTROL BLDrS Laad Care: Muquehanna Hade

.Dirsclion, Elav E-M 749'-1" Damping: 0.005, 0.01, 0.02, 0.05

lp.tr

1. 50 Pf RIOD&c.

tp p.t IiTl~~l 0.01 1

l. 25 co

~1. 00 K0I-K W

w0.75 OO KI-p 0.50 V) 0.25

0. 00 p.t 2

4 0

8 tpp e

S,tpp

& C/I Q 'g O

N g 0

r 8 g 0

LI I

rl

Node, Direction E r:, Elev Dampintl 0.01, 0.10, 0.15, 0.20

ro.ofTl 1 ~ 50 I.p' PEA(DD('JJ O.I o.oa1

1. 25 bo dar ), 00 cir 0I-K rdl rdj 0-75 OO rr.I-O o 0.50 V)

D. 25 D. 00 0.1 4

6 II Ip 2

4 6

tr Ipp 6

8 gpp' O

co 0 P.A 0

Co

'Vl FffEQUENCY.CPS ffp.E9=3 Accelerarionope

.re for DGKT08 8 0 T OL BLD6S.

'!I Nada -, D!raaa lao~8, Elav Damping: 0.095, 0.0 l, 0.02, 0.05

0 C

)n.o I' I',

1 rJQ 0.'IT'r 0.0)

I

~ g M

alt ~ PP 0I-I):

)J) wp. ~p 00 r)I-0 IJ) 0 P. JO 0)

P. PO O.i 4

6 il )0 O

)OO 4

6 8

)Oo I

II Node, Direction, Elev

~

~

IB.OIITI f l i

t iJ0 I O O.l i'

1 T i

I l'

I T 1:

i c4

~t.pp CO K

OI-a(

lr:

Id u!0. )G O0 rj'-

rlj'p. ip V) 0

'00

0. 00 0.1 C

0 2

n,6 a,oo

.0 loo

Node, Direction E ~~, Elev 7~~

n..--:

.nnv nrn now non