ML20209B419

Requests Info for 820201-05 Audit for License Condition 5 Re Facility Underpinning.Comments Will Be Forwarded After 820128 Site Visit

ML20209B419
Person / Time
Site:	Midland, 05000000
Issue date:	01/28/1982
From:	Poulos S GEI CONSULTANTS, INC. (FORMERLY GEOTECHNICAL ENGINEER
To:	Kane J Office of Nuclear Reactor Regulation
Shared Package
ML20150F172	List: ML20150F170 ML20150F806 ML20151B319 ML20151B324 ML20151B345 ML20151B447 ML20151C503 ML20151G694 ML20209B290 ML20209B331 ML20209B400 ML20209B407 ML20209B413 ML20209B419 ML20209B517 ML20210S413 ML20210S451 ML20210S469
References
CON-NRC-03-82-092, CON-NRC-3-82-92, FOIA-84-96 81907-1, NUDOCS 8206100357
Download: ML20209B419 (10)

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.OEOTECHNICAL ENGINEERS INC.

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, soir anma sintti mcwtsito wassac"usetts 4eso

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January 28, i H2

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pi' Dngineering, M/S P-214 s"'

9.C.f20555

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2 ig_. ' ' m..,

j 3; f.N(+4CW~ ' ' eeth Enteenstion_ Desired at Audit of February 1-5, 1982 a

jc f e [g$ f,, e 1

For?Edeense: Condition 5 4

Y-Sechnet offices, Ann Arbor, MI p

q p%,r 0 3. Jb 5141 g ; Plant Underpinning a

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No. NRC-03-92-092 3

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+-

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'.Beariser. Eenga d-O J U

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(GBeed ea' oer ' telephone discussion with Mr. Hari Singh cn

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5 M:1 727,.1982 and on' my review of the document t regarding n

9

'a Lag' of the Auxiliary Building, I suggest th a t the i

h

.;4 linformation'be' requested of the applicant as part of A

is s

P W:1

'Li Conditions Sa throagh Se.

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W,"a~,,c I5a. =See Sc.

a y;'m>.,

s See Sc.

F

?i.n Sb. --

y 97 :

,5c.- Por: conditions (a) durin 3 underpinnin-; and p) after (t -

eenpletion of underpinning provide the folloeing:

1 5

y f

=

p ar,.

(1)- Se locations in the structure v a on

• w bearta; ii G

f' layer which will be most cr it ica ll - strussed.

M.

1 p

y$4,.

(2)

S e magnitude of tne stres na :n i >

s f

w r~'

~

(3)

Measurements and freque'.c; af cu ? :ys us -.

ij 2,

i

(

at the critical lom tiona a mon: t ur t+

ie,n f

g during and-after cetplet:nn o

• ur + r;.

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f m

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p 0

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n r

4

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g e

y 0

CF /~

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+y ~ !,4 _,

mm n

w.

j 4

..y z.,.y. s..'y4.,w )..

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./,'

va.: r r.u Mc '

c w f+7 rl. T.-

W

' January 23, 1952 O.3,

o.--

q

.d hef 81907-1

+

c b -

y

' j, _

1

_e -y f;[ b ',

~

,(

g m.

c "s

- y f~,

(eg, Mr?he; movements, strains or stresses at l

J n

' x m ettering points.t Snow calculations to pro-y y([k d t x y< _.

3 i

4"y c, y

s.

~

W 3l

~ Ge W

' test 1s for De-evaluatior. and f or V

a v.

_ g gg 7 34 gees.si measur=4lmovesser.t or stress that S:,'y4, > ~ 7 naimes Provide the eettmated time

-t 4

m.fb f

• j '! p yggi,, j.

on-ep.

Qgy

.the G eorvation of erLtical move-j j

a 4td fY. - 5; rn /

2 s

. T"1 % Je: p,( 4 :.

Gering taning when the critical jE7)$. yd j; ',

i tag and ccitical structura1 4

c g%..j,{ ].g:/g 1; ;,

.h~

jl

. u o e.

r.,-

N_,

- r

- v.

=, x g o,iz }b, $. }

' stressed latations.

l S

ts >

Mapaped by the post-tensioning

.tehen intmaccount wnen evaluating the J

I 7

.if g.n...

.en

, <.m 4 ;t e y

d j{

^

l gangef $ ~eemment $ mecessary after e site u T C iflp-l

._s

' en W.iW, its2 4th c ar., enatten Samue1s.

y t

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3@.- ;y A.#n47 + i' stacerely yours,

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GSOTECDs10AL ENGINEERS I'I C.

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Steve J. Poulos l

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e

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)/

l l

k b

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~ -

-- m< M +

n'

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++

w-"'

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"M C.

n

.h.

p 2-l l

Me emesmang easeewed sa the eixtracel paratratax.s:.n se aa t te e

[

eastset emner 4mes amt esse to ime estessa n.

N es sitity of tw st r a:-

I tese et Se eeWLesset emessetica teet oes tA*e* te olan=2ts an s c.

ausstanay ensaemog esmo as asetoc== re eee es esen ar to m. a:.

ammaammama se e. saal.

36. enevetsete. m :s n- *en t e s at it u est bass tee a;aeaW.

It' is pnGat* Ele tMt t u f&1l =calt enttle a.s e f i

fees es m me Me CT to taso p& amer mas homesta shee.

,oce: sera-

^

team ende as gene Se empteetog tata posth:11tr ant the ect.e 4

Seek ette @ ga De hp6astag predetare.

'l M

l and geseheat. to hegemet eresos ere eeseetet :.a e eenser a:e ae at #v

(

e6M M M &en of the SufP6 release. ta t.no nat

=e st r acta r..

L e

k MIT1Th%$ EN M $ U @St4IE& M e$ er'lir*

Wrl'

[

emessese Ses mammassa mangen na esen en sessil es 2.**t 5.

5.

c.

E emme one a enestapata= et tem ease eted wes.: er w as se m.

E t-2.

C = e v; pre, j

t I

he* W es et to Metal mer 4 cast tear a t i st r et.n,

toe,-

,e- ~ <-

e mesem, -,

iI b M W h h14g M f at S weTe el 4 $'L% i g be' Jew %i &.'*- gi a s.

M N N Y M MSTi%y. I h 's W 44 foi immil$1 4 euef =..e ( -

• • star mim esse ammewe=et mer. ** *e;** *as. e:N st<

• ru

[

M W M % W tat t.the pt,pect wSuete e %et t j

6.>. h M day eentesme 014da e4er wer Let &#a4

,r ai N

6: 9 6 h l eteethfbesti e.

24 oc tape., par 9 An es s' s

O tenheunty met emme eeund an enes e,4e saep et.t.

ce ee e ; m.:

W 44 Mb. Se S/G 13. grasol ptaties este tws a me weg.e.

l h & Geum 8 m gem gees aqueged enen e peceswf, w s+.

tu pera.*2 ;.

?

i 4 eet wasat e eng&e ese seten at +

• wett aa of. per w m h M M M e$ W W sapet f we De**. * ?

tei et ; w hb h @' em h $14em to $1 423 et %s4 e shs Aar i N 9mamente 49 D ha.m===J tt.

$he f a as + so yere U r. ~ $

ene me e m 4 an. gwee & Meus.3 :s se e an c 1.

sia p.;r ** m **"trar es4At 44 st M toegasmes me h pisettetty.

te wt ae;

,-r m-amen. g g 1 gr 3n m ge g;sett e tLeat.

t mt s a -* t - - * -

M ' M M. M Si T ( 4* ha - e& &*.

Defe;y tea ~*?%1ie

& M mee Gestved. Dnet v gs= < t EA ge o et.?

.ote w

1. 1. 48 @

== ime meesmo er se. se ramen. a v.

3.:.

-,. :c.s et a w ash J.an>agoy 4Lapet h.no e**4.

as s+ 1 x

• f a v4 ; < ~ ~. :e s

+

PthE. some ene14 empeet to f &A4 e e++ Dr '

• m r t

.re %av +

on es 31 en tw ut.

t egysere tam

• tM t lar r w4 as

• 4t t.%* 3 pit:e* ef t**

Dof es4st e.

i

3 g,, -...,, w e--

w-

-m

---

w-

,, y y

g n%

e

=-

p' 3

=

S 1 &,(l&, &

.x a

=

+ '

• V V t; f, 7

@ $t ses AeSeused that the hard silty clay bearing stra-

. f; d h.

4 pen &s testi-has boen-crearridden by a glacier. The I

M i %.

se&&& ce6 dent.in the eley and, although the partings F

i

• d$i'.

thee una es cosykote remolding that is typical b

h,

.e611. -St.

, therstore, D at this stratun is best L

g.' Mx a e hope ey _e&ay that hos hen heavily overconsolidated by i f C.

6; ef -e - dester.'

C h& g

?

+

E

.W Q.

4

~'

"5 J

• E 7,

y~ >

3 pgu,g g 7

y t -

"Y' r

u z gl,,

6 with deyehe et 4 to to fe eere oboerweJ r

.: 1hWe genesotices were'esar various utilities and F

tage 6 empteretion parpoems to ensare that they E

P

$ eagnisq W1ing for dowaterieg wells and

-(

esceret& G.una located northeast of the g

. see.y eso, aarvies unter pipas hed heon esposed y

p.

r p

3 gegregas @'e6ther brown $ah-grey silty clay or tan

,j l b ites' mere preeest la moet of the excavations.

g li5

I k

gameset&y weep horisestal. Whether one or I

l

ta lthe thal W1y was dependent on its

{

%f_.

1) 6 assessorties. ' Stuas, one <ma expect to J

D9 O S 6 weerpiaming erifts end pits.

~

$Edh$$$hk&tM %NF & ST g

1; jE f sh W ee' _esgoeod was parthally dried out.ta the

=

Pp s.

'W f W $:

(Stellow outa into the. walls revealed a chunky g g esists as rotattvely vedisturbed chunks, in g

,;,wt c,,*g, [} -

W M-anskes, e%Aeh meet to have been perhed together g

sg

b agiyises' void spaces were evident between chunks.

E

{

.4plag ^..the emeevetion walla revealed the boundaries of v.

Sately)el erly. es soliot evidence et ~aheepeswt-roller feet L

O.

am the se deep etoavation to the stity elay.

s m

e l

/

OC i$m eQ necesic s lay rs of the s11ty mand froo one Lnch to two 1

(_-

. M $$m Wye Seena withis the stity clay fill.

h"ag

'm- -amame== unre ensnest entir:1y in si tty sand fiii.

3 'SW" gpessee selet19ely widely graded.

Perhaps the coef-

,4 k

1. RJe&$estetty %Ame.4mithe range of 6 to 15.

Laywring was h

[T het 'm spee&Se chetesetione ~ of their thicknessee were ande.

9, 6

the esity clay in these escavatices was.u f t or ur e. and tne

[

atter. seed wee. sense someth s3 e.and <eit in an op n e; t.

sone or en m

r

2' emessatioes esteshi below the water table.

r r-p I

~

E

~

V w

8 y

w yr k_-

w in l

t; '

~

j'y f

a Vi Mt m

.a-

- u 6,

1, q

-4 E';

n

?

=

q

^

"' &[, } ? >

I

- 3; w- ; 4h N W MDSRFINNING PITS IN FILI, s

w

,( g.;

s u

.. ~:.

n a

,n

.+

..Jy?

WE p of send layere below the. water table within the silty NWf 3e84

_%- esse _tmeabl, esses; flows into the excavations. The silty

{[2 J]j.NI N8834 4.a M'vely 'etdo ganAmeAa 'and may r.o E

g jStsoverfang$ ef:en ammiliary beilding tJaere is a natural silty fine T Q fg feet thick eserlying theinatural haed silty clay.

(

~

,f);;j'.

have-aftendeney,to run. Thus, dowatering in advance Q@f.j W MM;

/is 1spectems to nsinimise potential movements of the g

Qpq underpiasing. It.is for this reason that numerous T.

ISkS6...,

g

_. : walk een heing planned % anchtel.

xA.

n

=

h ::

5' h.

mettre'arrentlyfiaplaceJarerelativelyfarfromthe

% uh_

g* c.

e

[

'.*ia.neset&ene dare the l fill is shallower than at the 43t' to' W to lasta11 a pit early during the

.Ge hoy 2111' ed to use this pit for gtts 'emy them he' installed with less likelihood b

et p&es 'Sec. puging and pits for hearing may 93.with&a the-36ta used for bearing.

E y 7p 4

_. 4,

, Mare:wkil to periods when'the open face or the r

. my.

egen-.If this period is more than one Goeld ha ttaken to support the face securely n

M' 40 peevost megeant of the adjacent soils.

ir MO A,

+

Ndh;.

$Eu S a d N..

a R*

g g

gy,p p y.'m g'g,.

~

• • M ice M S PIT (FIVP)

,y.

h. -

c n "M4 W

.6 0, :

L E

, Ag xe, k

<g r

' Y'

[

. - SWge Det pass thsough Ithe FIVP were inspected to P

829

'ietfesta' of ditfeeential settlement between s

5-4 n W streedure. Ca&y the west FIVF was M

9 w

91 #

g

,j

[

f W '$s 4 free 90. top by a grid of steel thr;esL;ee hubseces access shaft wall and on the turbine

.,x

..M n

..M J

7 p

v 4, Qgv a

.e., M.

(

v 7

G F p-j.

$WgD pipes have heem,1astalled and cont.ected 'to the con-

^

L

%/M (G 4..W Ge'emetherly;well of the FIVP. The pipe supports E

"4 - DD of to amore dets the rIvy are 'not un ple.ce.

The opening b

[hJ haineing eG1 muwegh which the pipes psas has a 1

hf<

1. e11j eWund of' Gest'4 la. or more. Also, the pipes are sup-s

=~

R W

getag-leaded esents within the turbine bulliing near the TIVP 3

J K, eW41.; See pipes make a te* bena just af ter the'y enter the.urbine gk b

Q. ~ w~ 4, u t a s ta g 4 yg r

o y.

e

. 4

+

W&

{

Q E:

l Q M '

n r.;

E E

[s

=~

P k

9li h.

~

i n

=

t g v y w:y"% M q=y N=

, A WW WW W 7"

E MA v

{

ki.'

hh h @ ;

iM*W r

G8., a n QMmTc 6

_u h)Wi:

b[ ',

N E

k

$[kM$I hjd9s(esslette.the allowable dif *sranaai 9

4 @@.

b d

mettlement of the rIvP, the

$ geNesties(m.sessNin' titese pipes should be checked due to (a) novesent Igi M M dy to M :wartically^ relative to the containment and (b) movement of N:gMNMWENYWEticallystelative to the terbino baildr g.gMSdjXf M!$ggles.si. (

2 (Noter Streeses 9

isola-f in w#M84$M 6 and6therefore, may not he safety-related. )

g @@hi{ $@B $NW lhWogh stseeses^ehould be consid y

The dif f e r e n -

%M passent%t all times.j unless the pipee are disconnected.

. $%$d 14pidirocommeeted ar+st may settlement has occurred.

'the d.i t -

MQQ4M Lastklament:titet would emaseistress is the sum of all dif f e ren-y$M.g;k N

thE4(hile occurred, oriwill occur, af ter the pipes m s

.. gam (geettleap:}..

E dW.

I n ygAcny~ e g;.

~a d w n., M a? 9 3.se e;v y.

u,

,a Stubek sne

,n,,

sy x-bw %. w w w

- to obeerve whether any cracks exist on the q

y p?M Wrpg im11e..af

. gyeelte theplocations where the Williams rock

~

z.

I-

. tusse-4aste$$etifertemporary Laupport of the structure. Thesa My

' %3astrate%9ew' Seet-into thettop of the outside walls.

M!h@ifff M$ h esgastediat these looetions becaw.e expansion loada b_J

%Ndd$

, h0enjeppl%.,g. $erlag installation of the a chors.

No cracks n$m y+w-M %%mn a w$9 '.,4 s] &v ~ :

?

o

=

. ww/

m do ~ss s

a

+

%W C ~

7

& %W;.$$

gems me4%e ebeerve any gracks inside the FIVF between the f

WOWL the W ef;the outside wella. 'this 3unetion could crack

%4$@[

WW9erentimideeMag between the rock anchors in the well and the i

I dM?

' M Mt#4 Penetrete the top sistid it appeared that a caulking conr-wMMU+_ [T.M-.,n_. heen.. placed eti.th.is joint, but das to the

~

M W

amall (2 in. ) space, r

w GF ^$4T11bS~98W Weselb&e to athe a satisfactory observation.

p 4;Jgy, s_

m' % ~ w. z ww?k s

w

,x

%f%m o.

5, t

)[$dQ'

'*$ h 'p By e

_k

bettseer the FIVF wall and the containnsnt is filled with Nd]

^

" h. D je&gt tsas tight and no movements bet een the foam

, g[ / Mal ~W weeld he dhtiicult to observe due to the Mdg ie$esent esserete walls was apparent, although any dif f eren-y i

de f a r:r.ib t 11 *,. 2f y

l P, M M M ~*he 88ma t.,

y' g+g.s

'w

,. _. }:_J?*

. Q *s *.-

R=-

((dh((AQh je&at het1 peen the FIVF wall and tne butta ese E

Mfg access sha r e.:so h

^

Q ed with 98S1 figid foma. No ev14cace of da f f eront : 41 mov w.

m.

gympg +ges'ehemaged and the:3oint was tight.

%gg n

ag;g@. y -

, w: r 0 'ns PL

?

3 g$$$h[hi8,Q@MM S111ef %Eelhettrees accesa C

i IIN h

abuts the contal ment 4,*

car.

E hy$

f K M h within the FIVP. 'Zhis pint is narrt.e f in in.

t 4

4 4

dhjASe Ee dence of downwar. mveau.r h@khskM N;6)[GR4da pttehed trith a grout.

Iiff UEE%8488.4Bootet. deft relative to the containment was ouerve-F-

IW Weset(An the'$siatihad parted and esseurennt or the vertice..:+

Ei l-

-qfh%h j

$ $"perting 12419e4e4 4 relativo noveosn-2f 1/ %

t.

to i

&(dk beriaeetal~-relative movement was apparent.

T51s sov em en t 1

C @m eseurred when the load froia the rivp vos v.:=a c w e.:

=

n beter.se oce

. haft.

g_

wu g y g,m( N -Q

'An M

{

w y c

+

~ w';

s.

"s<

r r'.

r-3

",V e p

r h

E-

,.y I

p w - r ~n-

. W$..

?

m

^

~

n Am,wn 5%:&g< ggggg ^ %

e";&

I g

m,f%DQQ %l(3 g0 4

}M,@%g%;DhN %@Q y.(

$Nk@hN

$7 k

h f

'Y

-)

')

h ffh

h G

1stestglept leflyf te} gala visual insight J-

?g

~ ~ jbie; uses?ebreiens ters'wcking W [e giesee' jet the levels "f

[

M r

aersese pstably about 0.905 N.

.W

. ~ dis.e. ction., and were. ;

x-a/ M d

ettthe,.53n's. On each floor i

t i

~

taboueCesj thsee;amata cracks.-

. m t

@E[Ik

%ifSYM h hhihNhkh,h ugT hy[6$hni[ MkmwN.

'?d$:qyjF i

m gen M gf 5

g- +wwn:,ww, w%ws.gvg

~ ;9*,.

p xw w

a 4

E.cd_ a m@

9.

c

.w w? m)us

~'t 4,

.,s t

1r up p

i ghesR < 4ad'Yipht: Ante the nsture of the g

g M

j

[essi pina"isl eet'most of the

^~

p Serltwo^ y tK araeks were observed tiesileg pt leget,[ pas ta'the' comp 11-4ptueenfatu (CTfa64 the a ulliary (1d b eneso&ation between the

. mul tiseetsI ketween these two ON%wQM5%: yQ$

~f.

VM ja %%ySQQ@$hf?4f^t im di V

2n a$w:%p%p ggyp '

qf

-h s ;:m- @f. bp(;g; s q

%

q% w m3 i

u.

?

+s.

u' r

c r Ma%1p%;

k W. w=-s :- - ~ ~

eM W

1 1

M, ma

~A.

%gqdsf A WF w N@: MWM?n' +

9

@hty]'afMM te ein 'lasight

,=

pre A

ggt

g

y c

into h es /tes. G

.mE ma e,1 %,y. v? AArQ%

3

.+s - y::

43 l ~, ;;n m

i

?

et taiisth e structure w*.th steel rods that 1.

en J MMsgetlleveli.to eseysees? he structures.

t

' Men;es the-Aatake streetate, which is c

"l' w:ww m

.A4 wwp G&m&Qll f W

ms 9

i

' $b M.. M. Weente&regonal ascks that start near

=-

' y efet af angle away from the intake 3

m$

' areet seems to be consistent vita s

m%gt 9081 massies se(tha' intabe' structure. The p eigDE se 4 40 in. wide.

It was not

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L Response to Letter pated April 22, 1982 W

J. W. Cook (Consumers) to H. R. Denton (NRC) on d

Geotechnical-Related Issues for Upderpinning the Service Water Puap Structure -

Needed Information i

f

[

Geotechnical Engineers Inc.

Project 81907 L

_liay 12, 1932 p~

Items are listed ' by Confirmatory Issue No. in letter of April 22, 1902.

1 Basis for stresses 4

i By others 2

Justify 4000 kcf In our opinion, it is not appropriate to use a k-value of 4000 kaf to compute stresses due to Jacking load.

Jacking should cause curvature of the lower mat.

The structural group should review'this item.

3 Acceptance criteria 5/lG-in extension in s gage length of 20 ft implies a very high stress in the steel and cracking during underpinning.

Control abould be on vertical differential settlement.

The cri-terton should oe consistent with that used for the Control Tower.

The criterton should be small enough so that corrective action can be taken in advance of severe stressing of the structure.

4 Tendon anchor By others 5

Dowels / rock bolts By others 6

S11 ding calculations Provide calculations and assumptions used for soil properties and interface friction.

7 Empty forebay By others

.