ML19270G951
| ML19270G951 | |
| Person / Time | |
|---|---|
| Site: | North Anna  |
| Issue date: | 05/04/1979 |
| From: | VIRGINIA POWER (VIRGINIA ELECTRIC & POWER CO.) |
| To: | |
| Shared Package | |
| ML19270G950 | List: |
| References | |
| NUDOCS 7906220220 | |
| Download: ML19270G951 (57) | |
Text
.
UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION BEFORE THE ATOMIC SAFETY AND LICENSING APPEAL BOARD In the Matter of
)
)
VIRGINIA ELECTRIC AND POWER COMPANY
)
Doc. Nos. 50-338 OL
)
50-339 OL (North Anna Power Station,
)
(Pump House Settlement Units 1 and 2)
)
and Turbine Missiles)
RESPONSES Interrogatory 1:
What are the current settlement measurements beneath all Class I structures at North Anna?
Vepco Response:
The settlement of Class I structures other than the Service Water Pump House and related piping is not relevant to this reopened proceeding.
Charts and tables of settlement measurements through March 1979 for the pump house and the service water lines north of the expansion joints are provided in "Vepco's Testimony on Service Water Pump House Settlement," served on the parties April 27, 1979.
Interrogatory 2:
During 1977, what principle determined what pump house measurements were taken, and by whom?
Vepco Response:
During 1977 settlement monitoring of the Units 1 and 2 Service Water Pump House by the surveying firm of Moore, Hardee & Carrouth Associates was governed by Technical Specification 3/4.7.12, which specified that certain points be 2349 004 7906220RO 9
4 measured at least once every six months.
As described in Vepco's testimony on Service Water Pump House settlement, dated April 27, 1979, Moore, Hardee & Carrouth Associates use surveying equipment and methods that satisfy the standard of accuracy required by the Technical Specification.
However, as also indicated in Vepco's testimony, more frequent monitoring was performed by the Stone & Webster construction surveyors to provide information for engineering evaluations.
The frequency of this supplemental monitoring was based on judgment by Stone & Webster engineers, with the concurrence of Vepco engineers.
Following the filling of the reservoir in August 1976, monitoring by the Stone & Webster construction surveyors was performed once every two weeks, but this was reduced to approximately once each month by 1977.
Deviations from scheduled Stone & Webster monitoring during 1977 were caused by job conditions, but the actual frequency of monitoring was consistent with the purpose of this supplemental monitoring.
Interrocatory 3:
How often does Vepco recommend that pump house settlement measurements be taken at North Anna?
Vepco Response:
We concur with a monitoring frequency of once every six months, as required by Technical Specification 3/4.7.12, though we have increased this frequency to once each month since the average settlement of the pump house exceeded 2349 00$.
percent of the allowable value given in the Technical
~*
Specification.
We have asked the NRC to revise the Technical Specification to permit an allowable settlement of the pump house based on the movements that can be accommodated by the expansion joints in the service water lines rather than on an estimation of possible future settlement.
Should the NRC revise the Technical Specification in this manner, we would eventually reduce the monitoring frequency to the original frequency of once every six months.
However, in view of the settlement over the past six months of the service water lines north of the expansion joints, as indicated in Figure 25B of Vepco's testimony on Service Water Pump.:ouse settlement of April 27, 1979, monthly monitoring would be continued even if the Technical Specification were revised.
Until a reduction in this rate of settlement can be identified, we believe that frequent monitoring is advisable.
Also, since the April 1979 survey indicated pump house settlement greater than would be expected on the record of the last few months, we have temporarily increased our monitoring to once a week in order to provide a better basis for evaluating the current settlement.
Interrocatory 4:
In the summer of 1977, Vepco prepared af fidavits on North Anna foundation conditions in response to an Aromic Safety and Licensing Board request of June 2, 1977.
2349 006 -..
Which, if any, statements in those answers and affidavits are no longer accurate?
Vepco Response:
Several statements in Vepco's response to the limited appearances of Mrs. Allen and Mr. Pollard, submitted to the Atomic Safety and Licensing Board on July 5, 1977, have subsequently been found to have been based on incorrect information.
To the best of our knowledge those statements are the following:
On pages 6, 7, and 8 the groundwater le el beneath the pump house was said to be at about elevation 275 at that time.
These statements were based on groundwater levels measured at piezometers P-13 and P-14, as shown in Figure llB of Vepco's testimony on Service Water Pump House se"lement of April 27, 1979.
Figure llB also shows that the groundwater level measured at piezometer P-14 fell follcwing the installation of Drain 4 to an elevation much below the elevation of Drain 4.
Obviously this is not possible.
From this behavior we conclude that there must be an error in the calculated elevation of the tip of piezometer P-14, which is the basis for calculating the groundwater level at that piezometer.
In other words, the actual groundwater level at piezometer P-14 may be 4 to 5 feet higher than the measured level.
Thus, the groundwater level beneath the pump house in June 1977 may have been at elevation 275 to 279 rather than elevatii'n 274 to 275.
2349 007.
On page 10 it is stated that "the horizontal drain system will not cause additional settlement."
This statement was based on a belief that the groundwater level beneath the pump house was at about elevation 275, so that installing drains at that same elevation would not lower the groundwater level and, therefore, would not cause settlement.
As indicated above, the actual groundwater level beneath the pump house must have been higher than elevation 275, so installing the drains did lower the groundwater level and, therefore, did cause settlement.
On page 18 the 1/4-inch settlement of the pump house after the filling of the reservoir with water is attributed i
solely to the weight of water in the reservoir.
As discussed in Vepco's testimony of April 27, 1979, some of this settlement may have been caused by the installation of the first horizontal drain in October 1977.
Interrogatory 5:
Please supply the installation date for each horizontal drain at North Anna.
Vepco Response:
The six horizontal drains were installed (that is, completed by the withdrawal of the drill casing from around the slotted plastic drain pipe) on the following dates:
2349 008
_5_
- =m-w=eues-o-
i apey
~
&g9%
Drain Date 1
October 8, 1976 2
July 26, 1977 3
August 29, 1977 4
July 13, 1977 5
August 10, 1977 6
July 5, 1977 Interrogatory 6:
Please supply the installation date for each expansion joint at North Anna.
Vepco Response:
Expansion joints were installed in service i
water lines 1 (westernmost) end 3 during the period August 20 to 24, 1976, and in service water lines 2 and 4 (easternmost) during the period September 30 to October 4, 1976.
(Some of the past documents on this subject say the expansion joints were installed in "early" 1976.
This is incorrect.)
Interrogatory 7:
What specific construction activities connected with the construction of which unit brought about the
" destruction" of markers described in Vepco's November 22, 1978 letter to the NRC?
Vepco Response:
The answer to this question would not be relevant to this proceeding.
None of the destroyed markers was on the Service Water Pump House or the service water lines north of the expansion joints.
2349 009
~.-
Interrogatory 8:
Why has it been necessary to fill the service water reservoir more than once?
What are the dates of, and what have been the effects, of the successive fillings?
Vepco Response:
As shown in Figure 7E and llA of Vepco's testimony on Service Water Pump House, dated April 27, 1979, the Service Water Reservoir has been filled three times.
During the initial filling of the reservoir, which started on August 17, 1976, work was begun to install the horizontal drains under the pump house.
The contractor doing the installation drilled through the clay liner of the reservoir by mistake on August 29, 1976.
The reservoir was emptied, starting on August 30, in order to repair the damaged liner.
The reservoir was refilled starting September 26.
Starting in December 1976 the reservoir was again emptied to repair leaks that had been detected in the underwater spray piping.
The final filling of the reservoir started on February 20, 1977.
Since that time, the water level in the reservoir has been maintained in its operating range, nominally elevation 313 to 315.
It is believed that settlement of the pump house resulted from both the first and the second filling of the rese rvc ir, as shown by the interpretation of the settlement data in Figure 7E of Vepco's testimony of April 27, 1979.
The third filling does not appear to have caused additional settlement.
2349 010 -
As shown in Figure 11A of Vepco's testimony, most of the piezometers near the pump house did not respond to any filling of the reservoir; they appear to have indicated primarily the drawdow-in groundwater level caused by excavating the pit (to elevation 269) required for the installation of the horizontal drains.
Piezometer P-14, however, did respond to the several fillings.
This piezometer.
was installed in an angled borehole so that it is located beneath the pump house, as shown in Figure 9 of Vepco's testimony.
It appears that the increase in weight of the pump house when the pump intake bays filled with water as the reservoir was filled tended to compress the pocket of i
water-filled sand surrounding the piezameter tip and to cause an increase in water pressure in the sand pocket.
- Thus, filling and emptying the reservoir resulted in rising and falling readings at piezometer P-14 that are not believed to represent the general groundwater level beneath the pump house.
Interrocatory 9:
Is the pump house " punching into the liner" of the reservoir?
Vepco Response:
We'do not agree with the NRC statement that the pump house " punches into the liner material."
Pr ior to filling the reservoir with water, the settlement of the pump house resulted from the compression or consolidation of the thick layer of underlying saprolite due to the increase in 2349 011
stress in this layer caused by adding the weight of the pump house.
The imposed stress spreads out over a wider and wider area with depth below the pump house, so settlement of the top of the saprolite layer extends some distance out from ti.e walls of the pump house.
Even though there is no load applied to the top of the clay liner next to the pump house, it settles equally with the pump house.
Thus, the pump house does not
" punch" into the liner.
Interrogatory 10:
If the situation demands it, would it be possible to construct another pump house for Units 1 and 2 at North Anna?
On what site?
Vepco Response:
If the Units 1 and 2 Service Water Pump House were abandoned or removed, a new pump house could be constructed in the immediate vicinity of the existing pump house.
Such a location would permit the most efficient connections to the existing service water lines and spray piping in the reservoir.
Such a second pump house would not be immune to settlement itself, and it would be a needless expense.
Interrogatory 11:
What remedial action, if any, is VEPCO currently considering or planning to deal with the Unit 1 pump house settlement at North Anna?
Vepco Response:
There is no further remedial action required to deal with the pump house settlement.
The expansion joints
_g_
2349 012
installed in the service water lines can safely accommodate movements caused by future settlement well in excess of the allowable settlement in the current Technical Specification, as described in Vepco's Testimony of April 27, 1979.
Interrogatory 12:
What effect have the heavy rains of 1978 and 1979 had upon the foundation conditions at North Anna?
Vepco Response:
Several periods of heavy rainf all occurred during 1978 and 1979, such as 2.2 inches of rain in a two-day period in late January 1978, 3.7 inches in late April and early May, 1.6 inches in a three-da period in late June, and over 3 inches in a five-day period in January 1979.
No correlation can be identified, however, between these periods of heavy rainfall and the settlement of the pump house.
Even the groundwater levels measured at piezometers in the vicinity of the pump house are not clearly related to periods of heavy rainfall; an occasional reflection of a heavy rain can be seen in one piezometer or another, but these are typically small fluctuations.
The outflow from the horizontal drains installed beneath the pump house, on the other hand, is strongly rela ~ted to periods of heavy rainf all.
A heavy rain can practically double the outflow rate.
The drains rapidly remove the excess groundwater and protect against fluctuations in groundwarer.
level t:.at might induce further settlement.
2349 013 1o_
.m.
w
-e.4--*
,e.-.
Recuest for Documents 13:
Provide copies of all Stone &
Webster notes and memoranda related to settlement inspection visit of April 13, 1978.
Vepco Response:
Copies of all Stone & Webster, notes and memoranda related to the settlement inspection visit on April 13, 1978, are attached.
Entries that do not relate to pump house settlement or horizontal drains have been deleted as irrelevant. is a record of a telephone conversation on March 30, 1978, between C.
M.
Robinson, Jr., of Vepco and B. N. MacIver of Stone & Webster indicating the date of the visit and identifying the geotechnical monitoring data that should be available to the NRC staff during the visit. is a copy of the rough notes by B.
N.
MacIver during a meeting with Vepco representatives on April 10, 1978, to discuss the site visit. is a copy of the rough notes by B.
N.
MacIver during the site visit on April 13, 1978. is a list of attendees at a meeting during the site visit on April 13, 1978.
2349 O!4.-
Request for Documents 14:
Provide copies of all VEPCO notes and memoranda related to settlement inspection visit of April 13, 1978, including Mr. Kip Robinson's log entries.
Vepco Response:
The notes of C. M.
Robinson, Jr., and Carroll Chewning are attached.
(The copy of Mr. Chewning's notes has been touched up by hand to make it more legible.)
Entries that do not relate to pump house settlement or horizontal drains have been deleted as irrelevant.
2349 015 e. -.
9 Recuest for Documents 15:
Provide copies of all correspondence with and from Dr.
R.
Torrence Martin, Clay Minerologist of Lincoln, Massachusetts, regarding North Anna foundatlmn materials and behavior.
Vepco Response:
Copies of all correspondence with and from Dr.
R. Torrence Martin, clay mineralogist of Lincoln, Massa-chusetts, regarding North Anna foundation materials and behavior are attached as follows:
Attachments 1, 7, and 8 are copies of Stone & Webster purchase orders for Dr. Martin's services, while attachments 3 and 6 are copies of cost statements submitted by Dr. Martin (no such statement can be found for' services performed under Purchase Order No.
E-18425).
The dollar amounts have been deleted.
Attachments 2 and 4 are technical reports by Dr. Martin dated March 22 and May 22, 1976, respectively, on the minera ' ogy of residual soil and saprolite in the vicinity of the Service Water Reservoir. is a technical report by Dr.
Martin dated December 22, 1976, on the mineralogy of saprolite beneath the Units 3 and 4 Circulating Water Intake Tunnels.
His studies indicated that the mineralogy of this material is different from that of the material in the vicinity of the Service Water Reservoir. 2349 016
Request for Documents 16:
Provide copies of all correspondence with and from Dr. Ralph Peck, regarding North Anna foundation materials and behavior.
Vepco Response:
The correspondence is attached.
2349 017
Request for Documents 17:
Provide a copy of the letter from the VEPCO junior staff member alluded to in paragraph 2 of the NRC memorandum of March 28, 1978, entitled
SUMMARY
OF MARCH 16, MEETING TO DISCUSS MATTERS RELATED TO THE SERVICE WATER PUMPHOUSE AND PIPING.
Vepco Response:
The letter of March 13, 1978, from W.
L.
Proffitt to R.
B.
Bradbury, is attached.
2349 018 0
m --
Supplemental Interrogatory 1:
Who on the Vepco staff prepared the LER regarding rock anchors found on page 5 of NRC's LER Output of 5/20/76?
Does VEPCO regard that design deficiency report as essentially correct?
Vepco Response:
The rock anchors will be used for North Anna 3 and 4, not North Anna 1 and 2, and so they are irrelevant to this proceeding.
The people who prepared or substantially contributed to the above responses are the following:
Interrogatories 2, 3,
4, 5,
6, 8,
9, 10, 11, 12.
. Bruce N. MacIver, Stone & Webster Interrogatories 1, 7
. objection made Request for Documents 13, 15
. Bruce N.
- MacIver, Stone & Webster Request for Documents 14
.C.
M.
Robinson, Jr.,
and Carroll Chewning, Vepco Requests for Documents 16, 17.
. Charles E. Sorrell, Vepco Supplemental Interrogatory 1.
. objection made 2349 019
- QucST6o6.3 ts,
ATTAG4 MswY
(
PAGC L oF 'l P A G E 'S NOTES CT TE ZFHCHE CONVE?. SAT 3 STCNE & WEESTER ENGINEERING CCRPCRATICN 2.1.?1 NodF ANNA W. S?t'"*C'8 Ua4t= W J.O. 119 8; A20c0 7/77 Call, Data S /To !78s
^ 'rR:a i To
/
C. VT. Lb'~ca s, dc.
y ygpgg W VESTINCHCUSE V'l 9, Q. WIo c.LU CC
& STWE & VE2 STER
\\l G
Suu ECT a mas tg u e c +. -. -. A c.
c
-.e4.e:-e e
=A
( e. b Y o d e. UCC bw MeS., dw*C SulKMARY @ce "
8-Ah Jo$[ J...., ~ G4, 19 i'6. Lw. - ~. (-6Ue.e o#
Le. U2C..:4a44 Las cea.aef.J %l %. oc. eMc we
~
uWd Me c. 4e. [ 6 d d iv c,(a. scl clu.(e4 fee A9M(
Heen, Le.k.lbo 6 h. L.s.fere
~
A #ce- : kz a.J 4 a.Lita.( #c C.(CO O tWb
~
- 2. &+u A.+ L. u a < a e seJ.e.~
Wo.b Pw.m2 M o use s' <.e.
-doelv.c. 6e_a w
~
~
C % m x c,eu noeco gu.eAes O me.( m c.v
. : c_c, Jam. _ u eu icT:cs RmuuIo m.
, ~,
D(c D C'C JD C C C N Y s.u:.4.7 GA.C C. O.E 'E.NDi.C M " O.o4%
c.'.A 4e Lee.-
. e d ' u=. L =.
J c.,
e m
2349 020 au 2:m:Cu:
- 12. eich arrect AI.I, Tel C:me with VI?CC 721.3 effe:-;s; Misc. fer l
'.aformation AIJ which cause "?r;:ansien T"~Q'.7. Harrisen 7DCC CA.A.rasenbrock 41===inati==
eTseepe" er ee=t incr=asa'.
5-t r x..
IM O.J.Dely-NA l O Mah W signat.urs belew a required
. E. ' *.* c-e e VE7CO I :F.OiCasare.
V. W n %3E?CRE distributien *.
7 * '. Chaaberisin
&G.J.3crroughs
-".6-.O* m e'
. A. Salvi FIC-Nerth A= a a
R.B. Ersdbar7 sig:
i 6
'Cdrinatou
.'"filo Job Sk.
Project Ingineer 7
p '[' /,p,
' ~g i g
u al R 6 h
- a A
n -
qucSTcou LS ' AT TAC (r4 MEM'1' PAGE I c;Aec c ce f
_ q C M,P-.o bs
, de., \\/qc._
_. 3 So/76
\\
8, L3, M o I. vee,... 'S h,. uJ. _
(Gee 4.
em.
L P~szawe,be.c_. eta.d" os. _
c 4
ken'e ca s c.w. c c
ET.ev r.c% W o.
t b
e.
= =. - - e
- s. % f &.
.4 c# d.c. 0 -As s44
%a us G 9m L ze.
6.
% 4 &,.- s d e#. E c O w-4 s ( cu.J
'Z.
c e c. - ( 4 6 u A b 1 4 J e 4 e m c.4 m e e.
e wlb eet(cc.Io bc %etv c%
Nw'cf
~
t.c 7.F'eei== wi d - - w d ed 8-x-U"-$S
(
c.d 2 dem(&..a. uke.IdJac 94eudure.
IS $1 o
C. Q.
c,W - 4'.
U sud
~
c o.
a m C
O'c(d c.d v I blue be.s. Io be. sud he k~ w w
~
Ns((v_e ~.u kou.a e.ve.7, kc go11~. I. (~. g i
a.c V a.uc,%,
e
$S.
L*.o
%?.,% c. w t o.
W Lu
(.cIs.
c iWO eneT.st. e4 =
-e L e.u - w 4 s. a. J L u La
\\
s weu.(d b'c c w_,
bub (Ic.,
\\
D'usew
'(( c.owv de Sea $cu e.x (b l.- Lc.:.
va UJ %(4". cD TLLC. Ith{ UlbY Ic h4%
DC 6 c D.
A f/
f I
//.
(
f a
4.
C OW E'C.M c
wcn.M
'G,
'C.C.
\\
~
2349 021
- 0N U$dhM((
w-N--
me..
-w-m.m
-.meh.
e en ew
.w,i
-w
.e-
, c u s.t.T so w IS, ATTAC.HMEMT 7.
(e gyg g
'MC G Y C RC9 (jd(,Tc-t (dC
.%=or tr=
m scv-d d4LSo-
.,7 s
i
~,
L
~
(* %
IC $
C OM 1>
NM 1
1.E,er ke,_M Co-. / / chln,
J Yto!Nuk%
NpSNg Nu.c1 $N 55 e.s b%
Ioc - o *, cc th oc V4.C Pa.coC$
N 1L3 deCN bh bb C6fm (3 der.
.4 W, E, b~6%
6W%p%qsfs. 4, a m Abu's (d5x 4 f4 &
7 4 t, (
c, 6 JL4(c.
e.1 &
se,2L w r c. n e. e o
1 o,(G W 3 (, 6==
- iceg 97th
\\
v \\ \\
Q CW
($
I b c.w.
\\
2349 022
.--m-.
- Nww-e y e e.u-w
--m.
.eg,.
- csvec i s, Arracmca r s
L:,a zo
.cu S cT5 U t S c T-SY LYMAU W E.L L E R
(
C*s I
/
c.(mi::. lcm.. -.
t est,
%e ev s.h...
m (Mc.
wo.t: #.
t.w cot dA C: mew F(ew b becI o d o.( Ita.1 4 P re.== m 4 _-es 4 U m % s (di SUJPW
%.4 R 4 ef G u h
(
d T %eH
%. C d J OuS s 4 4 swea A uc.l cit J awah mdce Ls. 4 %WPH g
% W J 'A 9eq y'g:q _
2349 023 g
e
...-gem.
esmes>- - = = =
- == -
,,,,,e ee
,e
, aw e e
e
+me-am 6 mN*
eh-N 4 h
~~
4
- -~
---=w-
e-
~===a~
~
OpzSTsou (T,
ATTACW b oG.h.3T
- 4.,
ATTENDANCE LIST 9
VEPCO MEETING 4/13/73 AT NORTH ANNA
(
NAME AF7 ilia 7ICN OISC1CL1NE TELEDHCNE NO.
Lyman HeIter U.S. NRC Geotech. Engr.
301-492-7973 Daniel M. Giilen U.S. NRC Geotecn. Engr.
301-492-7972 Carroli G. Chewning VEP.T Asst. Projec* Engr.
804-771-3374 Surendra N. Purchit S&W Lead Engineer (Engineering Mechanics)
R. B. Sradbury S&W Project Engr.
C. M. Rcu insen, J r.
VEPCO Civil Engineer 804-771-3394 Robert M. Neit VEPCC Licensing Engineer 804-771-4494 E. L. Brown VEPCO Civil Engineer 804-771-3736 A. S. Lucks S&W Chief Geotech. Ergr.
B. N. Maciver S&W Senior Soils Engineer W. B. Dodsen S&W Project Engr.
234? 024 e
eampe
--me-+e==m
-mme.
am=
- h--e=
ame
M ~ ~'
r..
I hah.%
Question 14 -
Robinson notes (2 pages)
U n a hi g
.N s -
7 c.d7 k
%N j
g y
- Ma O
e g
9.
~
~ ~
C Ld Cr um-ke A,%s.2s..
- 1. %.k at s3.d-
- a. % eg,,
- b. sun u. 2.
O
- ~ * ~
p 4
e
-.n.
~
.Jw...--
o.-
d
- - - - - - - - - - - - - - ~ ~. _ _.... -.. -
4.. t h.,a
.Qg ggg. -
........-.-------;,-----~~-----~'-~
- h. W be.t.on Cea bod b4 - - - '
- --.~--
"-~~~~~~~"'
' ' ~ ~ ~ ~ ~ ~
eq_q t_tg).
- fpra Q.
, A.
s.Gxk a.
g w,(Q.g.
5 bbe.
{
c.e %~\\
ese 3
,4 ca.,
gg y,<
9,x\\
v,.n-g.
w
%Js u.:L&ah kMh, %. u, n. G. 4; L
~
g
- c. %.cy c.c=.4),ruces.s s..4 v.aon%. A.
4.-),A a w c.4 m. m,,~m A
.o u,
- Aad. d a.,. w.1
- , y :,L'.2. w n ss 4 -
e.A J,W,p. A 2 n,m#.h, aik; A_L. o...,*:r h
1
.,,.a.;v A L J h - u-A l
%.g a
.1 s&bF. aw,Jw/ML3L,;E;Mi.h bio GN;b.
~
w a.p w w -.,a&.M;.-O.- g ywL; o f*"o uqot&y@dq 2349 026 e
..+
~.-
a
--..n.
- -.........u-Question 14 -
Chewning notes (1 page) 4-!L.29..Ol* <YL-Af s.a'.fs.
a h
w!K br-4 ymu ILe.U.<.?
h h+siA.$Ulen-.f.N.A.C..
Y 4-f.c o...
W Ri9.-.Ks.%.4. t Er.**, Cree 1J CL&ninp ei/
$dD LL -.Be a9.kr
.. -. -.J R 13.1978 U$f- -
B_cd b..A m
s.
P- ~ 4.;.1 Ac n.Ns.l.i a
/b a9.. --
$ a J...he-..d
- 5. P. P. H., '-ei z odd Ar
'n s e
=
A s.ud.
l
- N_
N"2'.h.
1.<.%
b --
S M
S eg.
-..q.
m.e.6--
..e.
_=
. /b'12mkA..De a./n.s.~..? l.Wpe. AuleA pipes h camy #y...A ade,e hn.". Ah 4.< <- pdcA--piz ;&cn,e./er.s & h b.a A u e >Jr.s a % ni k h 6 Jet K y ar k An. b tu.4v.R~ y s-u. s;.yM - bu.a me rue.
b,. H A,, f c~ ~J -K n & 69 2349 027
%)! hd$$ A$
0 h
6 9..-
.-..'n
.---NW*
eww.
..-c-.
-..m-
-w.-
~n.umu==*--
i----+
. - = * - =
~~
Q L., E C.T ( C) d E$g AYYAONMEMY k
hbb6 k
Ch b [AOdb a
g
-'vc=
"" cutus -. e t w.
" s.oc. 6 9 m.e,ttia6,J" c.o..s t
_...asev t
,.=..s an s a. * := s.st to. -
g TM'S cop? TC os e 6
v w
.c c.w = e. -
- accva=,
w w c=
,s os,.
ev
..aw,
- _...... u.
_... 6., n. j... c.......
.c,..,...
'..u....
a 7 e' ~
8100 13100 11E760 i
......s.
/
l l DAN OE00 STONE & WEBSTER ENGINEER NG CORPORATION E-17561 i
j&**88**
P. C. BCX 23:5. SCSTON, M ASS ACHUSCMS octc7
..u
- g 1,, 2 11715 f
i 10, 1976 $ '........:.u o.a.-m..m.....s
-1Dr. R. T. Marti=-
1 Tob=ary
' '. v ' ' '.. f.' ! '.. ' " '6", " I i
vs.ms Sm:th Great Read Het 30 day:
...c.,..
..:..,e
..ces 1.ine:1, y.1 01773 Sse 'M icv l, d ','M,:",',5 'ric, l
S Mt.e. 8 8.T.W E l._
_j See belev lm so stss att cosassoonctuct to tne asovs accatss.
l bapCT L.-C.T TCt sino mvorct m tarrucart to:
Obesa & Webster E=gineeri=g Corporatic:
Stene & Webster Eng-inscring Cor; ratics ittentien Mr. J. E. E..,et Attenti: IS. V. E. Cw-berlai:
P.O. 3:= 2325 P.O. 3:= 2325 Besten, M1 C2107 Besten, HA C2107 t
SM4P via l stgais No l CU ANTITv l
OCSchiPTION OF M ATEn t AL l
UNIT PRf CE l
AMOUNT l
TM E SCLL ER. 37 ACC EPTl*C TMIS C A DcR-AGAEES 70 TMC stvtt ab CONQfTich$ PRINTED ON TMC N Cyte st $10C,M ge tor, p
cud to the Amend:c=ts to " Conditions," a'.tached hereto.
It=ich c::r.:lting sa:Tices for Ncrth Anna I*:its 1 c=d 2 of Tir 3 4 = Esctric c=d Pcvar Cc=pany as felievat A.
Ter rooting ald i: Pechacer's 3: sten effice relative to oeil prope.-ties a:d cattle =ent ec=pl:ted c: Febmary /.,1976, fer t.: ceti=sted 5 he peri:d.
B.
For -a'7ais of le:g-ter settle =ents of st.:stres fcunded c capr: lites.
s-' ART -Jeeh of Feb:.:ary 9,1976.
CC"P'~~'IG - Si: d 7s as req 1. ired by Prehamer fer initisi review of ecaselidatics test data and =ine:r1 g7 RA"3 ?
/3 hr day, e=:1usive of a=7 travel and living e=pensee less ths: a B hr day =% " be inveiced c a pre rata basis of above rate.
The abcTa rate is TIE!.
Tio above tr. R. T. }'a-ti is en indepa-4=t ecstracter and : t c= supl:7ee of Stene & 'debster Engineer:. - Corporatics.
Prehase order :sy be te. '-eted 57 Prehass / at cry ti=e by writ
. : tice with t a:7 additiensi charge to F echaser.
% 1T P
?TW J
n NNhudum 2349 028 ypg m
.Te= c. -c..
= c~ci~ cr...o ca..e.. Tie, i
g :q~
!. A. M:g'.: ire l
...u.,...,.......
t
= + =,
-v-
- =. + -
-*.='a-
pac,s. t cess nou s, Ar rAc. m e.w r
(,
' C0'JTIMJATION i
STONE & WEesTER ENGINEERING CORPORATION U-17351 i
.Gr.G. DER r-j A......
- r. o. sex 22:s.,es cu. u ss. e2,e; I,,,,
i 2
., 2 l 11715 I
- TO I l
A.'.....:-...><-
I I
l e.......
40t=
7 10, 1976 er........., e... e. e.u.
.. i g.7, L ;, y c 6 3 n e l
nwonsnut. nors insisucrucus on msr suter L
J "r3 "fr.e above rate is e::1usive of cales, use, o=:ise, r-d rd dh-tr=cs.
bu:
tc.=cs, if applicabla, re nn be fer the P.'edascr's ace ::t.
Tais perd:ce crder vill t be dee ed e==pleted until " the requin== ts cf I
the order have bass ec= plied with, all as stated in ths ceder.
I=vcicos en this ords; c: en beurly, d=4'7, er otbar t=it ba=is ehn11 include the i=di -28e.r.1's
- o, classificatic=, u=ita verked, price per u=it
--d extensien of cost 8.
I=rcices chall c.lso include, where applicable, a breakdown -f c=pe::o by orpe=se category cach as reproductii s. traval, tele;:h =o ca'1 s, wires, =sals, hotels, etc.
Seller agrees to fur =ish ruch %.:.ing detc.il, as may be requi:-2 b7 Purdacer, to support charges e.s invoiced c.ed to==.ko avr.ilable for audit pu.rposes e.11 records l
ceveri=g F-*
ges port'-'"t to this ordar.
t 2:a above rate e. d ether data taken fr== Seller's verbs.1 q tatics to P=rissar8 c Fr. G. E. Ba. ry c Feb ary 6,1976 CCFIES C:'LY:
Client Authori:stien - Verbe.1 authorizatien frc: Client's M. F. Prince j
t o ? r ch s e r ' s Mr. '.~. E. Cha=be rlain.
=....~~-..-.~--c.-.
o
.c o mnm
- oWu, 2349 029
~
UU ud 3
STONE & WEBSTEM ENGINEERING CORPO4ATION
. C NO p
TP::S:t "i7aj t-T. 1. Mag:=..re
~_m.
I cpuesTio u 16, ATYAC.W Matur ':*
P A G E.
t eF
'S FAGES R. TORRENCE MARTIN Car Mineralog*
cmrwt:NK C10$HNG UNCOLN MA 0tm 617 - 239 491)
MIF"AIOGY of SOILS at NORTE ANNA of VIRGINIA ELECTEIO & ?On.:at The =iseralogy of two c =ples was exa_ ired:
the major objective te determine the possibility that the co=ewhat u-usual field observed settle.e.ts were related to a change 1: fr.bric of the ciny material.
The first require =est for cl2y f bric study is t: hsow the ti.ler-ology; preliminery =_imernlogical data are re erted here.
SA.sples crc cupplied by Mr. Bruce McIver of Stone & Webster
- gineeri=g.
Identification of the sen-plcs for J.O. 911715 was:
Sag le 3D, Forir.g 720, frer. Turbine 31dg.
Sample 42, Eb
- g ?-11, frc: Surfcce ?h:ter Hesevoir The rzineralogy was deter =ined using I-ray diff-raction on random powder and oriented aggregate crecimens fros different size fractions and for different hydration e o:.ditiens.
The d value rc=ge exm=ined was froa 35A to 1.7A.
The results sum-ari=ed below cre b2ced upon the whole soil.
Relative A tount in Samnle LE
.8 Illite O'.05-0.1 0.05-0.1 I: clin O.45 03 Quart:
0.15 0.05 Feldspar 0.1 0.5 The rel tive a=ounts are a good indic-tian of differences is a particular 4 eral between the two s=:2-ples.
However, the amount of the various ~%erals are only rough approxi==tions based upon linear interpel-2349 030 bb? S N&(
---3--.-
___-.--_3
cus.smv UE, Avr'Ac.wwauT
'Z.,
PAGG T
, ation of peak a=plitudes relative to reference mixerals.
The major clay kaolin is d minately hydrated halleysite because with no Lying, d values of both hyd.m d and dehydrated halleysite were obtained with the hydrated spacing ~being the strenger of the two.
Halleysite also is indicated by the fact that the clay does not orient at all in sanple 43.
The orientation in sample 3D sug-gests the presexee of kae'd-dte; sene kaolinito say be present in sanple 43.
In sas,le 4E the halloyrite con-test is large enough to prevent orientation of the ill-ite as well.
Illite as used here includes nica.
No snectite was detected in the -2p fraction; however, the
-2p fraction was obtained without any chemical pretreat-nent of the sample.
The 1111te in Sanple 3D is~nore nica like than in e==ple 4E because of the sharpness af the 10A peak.
The shape of the 10A peak in both sangles was not noticeably ch ed with hydration state indica-ting no snectite interst utification.
The presence of halloysite and especially hy-drated halloysite should be censidered when interpreting bulk density and water content data.
For exa=ple, stand-ard laboratory conpaction of hydrated halloysite gives a nazimra dry density of about 70 pcf at an opti. u= water centent of about 45% (ER3, v,34, pp. 566-82, 1955).
Ey-drated halloyaite converts irreversibly to dehydrated halloysite in about one week at roon ten:erature and 50%
relative h=.idity.
Clearly, extrene care in handling of sa."les is reeuired.
A nornal rater content determina-tion (1100C.)'on hydrated halloycite includes 7.nter, w=
13 9, that is properly =inerci.
Per canple 42, this neans that as nuch as 6% of the retar content actually belongs to hydrated hallersite.
Fabric neans the a:stial arrenge=ent~nf solid particles and associated veids.
The halloyaite ner :h-ology and the high halloysite content precludes seasure-nents en the clay itself as an indicator of fabric change resultd fr:= censolidatir...
2349 031 Y $?t0$0&
~
=
==
=.
=
cucertou 6,
AnAc.rAu s uT' T.,
PAGe. S Other persibilities are to mensure the erienta-tion of the sand sise articles and/er the size and dis-tribution of voids.
Metheds are available for =easuring fabric er an indicator of fabric on sand size naterial.
(Clays & Clay Minerals, v.22, pp. 397-408, 1974, and Soils & Foundations, v. 12, pp. 17-36, 1972.)
Unfortun-ately, the soils at North Anna contain both sand and clay so that sa=ple preparation for fabric investigation of the sand particles may require considerable effort.
Chnnges in pore size distribution that result from con-solidation probably would be the easiest procedure to ob-tain an indication of fabric change.
Sanple preparation is again hindered by the requirenent of a dry sample for pere sise distributien =easure=ent.
\\t./h -
RT!!
22 Earch 1976 2349 032
- 3IO N [ b A m
.-.-.-.--.we-
++we a
e
.w.
a u c s. T s o u (6,
ATTAcwMeu t-S
/
~
dc
>v h a a
s C
b i
R. TORRENCE M ARTIN i
Chy Materatorist j
CHIP.NC.,h"4 CROSSING LJNCOLS MA ot??)
617 239 4915 f
2211 arch 1976 I
Stone a 'llebster 2n-ineering Cormoration i
c Attent10n:
?.*r.
- 7. H. Ch._.berlcin i
7.0.3ox 2325
- Scsten, I.IA C2107
]
.I 5 T A T E M'I N T 1
1
.I
~
Tech.ical se M ees for period 4 Feb thru 22 IIe.rch 1976 en:
l J.O. 811715 (?.O. 52-i7561)
G
\\
2349 033 l
1
. c. 7
,s P /
9[L f
(9 0
e e
6 m
0 e
e
- +..
w
-w
..-w
@stT6cw W,
ATTAc.W MCuv 4,
PAGG L
of: 6 PAG 6S R. TORRENCE MARTIN c n.v: - +
cmrMt.wx crossn4G LDCLN MA 0t773 617 239 891)
M'NERAI,0GY OF SOILS AT NORTH ANNA SITE OF VIRGINIA T-?CTRIC AND PCWER The major clay =ineral was haJ.loy-site.
The hydration state of the hal-loysite varied considerably.
The miner-alogical data suggested clay mineral con-tents betweeen 20 and 75 percent with a lot of clay mineral larger than 2u eq-uivalent spherical diameter.
Preliminary mineralogical work on two samples from North Anna indicated fairly high clay mineral content for the whole soil and also indicated that the clay was high in hallej-site (Martin report to Stone & Webster, March 1976).
The ob-ject of the present study was to examine the mineralogy of a larger suite of samples in order to establish the kind of clay
~
minerals over the site and the clay mineral content over the j
site.
Mr. Bruce McIver of Stone & Webster Engineering supplied the additional samples for this study.
The boring, sample num-ber, and depth below original ground surface are shown in Tab-le 1. as supplied by Mr. McIver.
g Approximately 200 cm of each heil sample was light-ly crushed to have all particles or aggregates smaller than about 3mm. diameter and then thoroughly mixed to ensure a hemo-geneous sample.
A 5 g. whole soil subsa=ple was air dried and crushed so that 100% passed a 74u sieve.
The
-2u fraction was obtained as follcws.
A 50 g subsample in distilled water was =ixed for 20 min in a Waring bleisder, poured into a beaker, and diluted with distilled wa -
er to give about a 6% slurry.
One or two decantatiens of the clear supernatant liquid gave a stable suspension that was stirred, and allcwed to settle 7 hr. so that the top 10 cm contained only particles less than 2v equivalent spheri. cal 2349 034
cue.evsou LG,
ATTAc H AtmT' 4,
PAGE.
T J.
O.
- 11715 diameter.
oriented aggregate and randem powder mounts of the -2u frac
- ion were prepared for X-ray diffraction, XRD.
The XRD was Cu K,26 per min.
radiation at 40 KV and 20.ta with a goniem-eter speed of l' The XRD data are su=marized in Table 1.
Halloysite was the major clay mineral in all sa=ples.
Sa=ples 40 and 4F were high in hydrated halloysite because both gave the strong 10.8A peak characteristic of ny-drated halloysite.
Sample 6B also showed some hydrated halloy-site.
Except for sample 4C the other samples contained inter-stratified illite-s=ectite which may have masked the presence of hydrated halloysite.
All samples showed a marked increase in a=plitude of the 7.3A peak on drying suggesting that the halloysite was at least partially hydrated.
This amplitude in.
creas must have come frem collapse of the halle; site because drying produced no change in the artplitude of die 020 clay peak.
The basal spacing of 7.3A and the resistance to orien-tation were two further suggestions that the kaolin mineral was halloysite.
The amplitude ratio of the 001 halloysite peak to the 02 0 clay peak in sample 4F was 1.1 compared to 1.2 for the reference halloysite, when both specimens were random pow-der mounts.
The oriented aggregate mount for sample 4F gave 001/020 of only 3.7 The amplitude ratio 001/020 fot oriented aggregate mounts of the clay mirerals illite, smeetite, or kaolinite would be several hundred.
The highest 001/020 ka-olin amplitude ratio was 11 for oriented aggregate mounts on samples IF and 7C.
The kaolin mineral must be halloysite.
This very modest orientaticn may have been due to orientation of the smectite and illite minerals or to the presence of platy halleysite particles.
The scanning electron microscopic ex-amination of sample 4F showed abundant platy particles with maximum dimension of 0.5p or less which must be halloysite particles rather than kaolinite because the basal spacing is too high for kaolinite and the very modest orientatien ef-feet observed would be inconsistent vc'h any significant kao-linite concentration.
Smeetite was detected in 4 of the seven samples.
The smectite in sample IF was clearly a separate phase be-cause 5 orders of the basal sequence were observed in the hy-2349 035
- = =
=,e-mm-=-.
===m-==.
,m.mm e
.=>-e--
Qu es.vicu LG,
A T T A c. M M cz,u y 4,
9AGs, S J.O.
411715 drated state.
Drying at 300*C. gave an illite peak at 10A and the dehydrated smectice peak at 9.7A.
Since no 10A peak was observed in the hydrated state, it was inferred" that the illite was part of an interstratified illite-smectite, I/S, phase as distinct from the separate smeetite phase.
Sa=-
ples 4C, 4E, and 4F showed no change in the 10A peak with hy-dration state; therefore, interstratified illite-smectite was presumed assent.
Two af the -2u fraction samples contained crystal-line phases other than the three clay minerals listed in Ta-ble 1.
Sample 1? contained a small amount df feldspar, but no quart.
Presumably W feldspar was from small unweathered fragments attached to halloysice aggregates.
X-ray diffrac-tion peaks at 6.3 and 4.2A in sample 7C were attributed to lepiocrocite and goethite respectively because heating to 300*
C destroyed both peaks and gave the hematite peak at 2.69A.
Relative amount df clay species in Table 1 were based on Bedford, Indiana halloysite; Wyo. montmorillonite; and Illinois illite.
The relative amount is directly propor-tional to the weight fraction present only when two condit-ions are satisified.
These conditions are:
- 1) the soil min-eral being determined has XRD characteristics identical to the reference mineral used; and 2) the mass absorption coefficient of the soil sample is identical to that of the reference min-eral used.
For the suite of samples under investigation, the reference minerals for illite and s=ectite are probably rea-sonable and the halleysite reference mineral probably gives an under esti=ation of the halloysite content.
Mass adsorp-tion coefficients to Cu 4 radiation for halloysite, s=ectite, and illite are 31, 40, and 50 respectively.
Not making allow-ance for iron present in the mass abso ption coefficient for the sample, exclusive of that in the clay mineral structure, the most serious error in relative amount wocid be under estim-ation of the halloysite content.
The magnitude of the under estimation of halloysite are likely to vary from a low of about 15% under estimation for sa=ple IF to as much as 100% under esti=ation for sample 7C because of the hydrous iron oxide content.
The ralative amount of smectite and illite are not changed much because of their higher = ass absorption coeffi-cients and because they are precent in lesser amount.
2349 036
QUESTcu (6, ATTAc fr(MGuT 4,
9AGS 4 J. O.
(11715 Three es*"ates of clay in the whole soil are given in Table 1.
The minimum percent clay mineral was obtained in the absence of any = ass absorption correction to the -2u fraction.
The probable clay mineral percentage in Table 1 was calculated =aking absorption coefficient correction after first using a guess of the iron content not in the clay min-eral structures.
By the use of what are believed to be ex-tremes in the range of iron content the error in probable clay mineral percent is 5 irrespective of the actual value which means that the percentage error decreases as the clay =ineral content increases.
The calculation in the last column of Table 1 used XRD data from the -2u fraction and from the whole soil.
Since the - 20 fraction was <100% <2u,
then the amplitude ratio 020 peak frem the whole soil to 020 peak from the -2u fraction represents the percent -2u in the whole soil.
This procedure has several implicit assumptions: 1) the clay minerals in the
-2u fraction and the whole soil are the same; 2) the mass absorption coefficient of the -2u fraction and the whole soil are the same; and 3) clay minerals occur only in the -2u fract-ion.
That the. clay minerals are the same is considered rea-sonable.
Any decrease in mass absorption coefficient in the whole soil relative to the -2u fraction from probable dilution of free iron oxide content between the -2p fraction and the whole soil tends to be offset by the increase in mass absorp-tion coefficient for the wh61e soil relative to the -2u frac-tien due to the potash feldspar content of the whole soil. It is probable that free iron oxides are present in larger par-ticle sizes as coatings on these particles.
Therefore, one would expect assumption 2 to be a reasonable first approxima-tion.
The disparity between the last two col mns in Table 1.
is considered at least partly due to clay mineral in the great-er than 2u size.
To recapitulate, all samples contain halloysite as the major clay mineral and there is a sizeable fraction of the soil that is clay mineral.
R.
Torrence Martin 22 May 1976 234o 037 mw
+em.
e.mme Je ame
- m-o
-g mum
- nem gy.
Q u e.S Y s o u 66,
ATTAcW M E.wT 4,
PAC =a: 6 J. O.#11715.
T tla 1.
Simry of Clay Mineral Data on Samples frem North Anna Power Station
- Depth Below Original Ground (f t. )
3 14 26 26 27 CO 77
' Boring P-10 P-ll SWR-5 SWR-7 SWR-4 SWR-3 SWR-4 Sample IF 4E 4C 7C 2A2 4F 6B Clay Si:e Fraction (Relative Amcunt)
Halloysite 0.35 0.50+
0.30 0.20 0.45 0.45+
0.40 Illite 0.02 0.08 0.20 0.10 0.15 0.10 0.15 Smeetite 0.20 0
0.04 0.03 0.01 0
0 Whole Soil Clay Mineral (%)
Minimum 15 20 15
.15 20 10 5
Probable 25 30 25 25 30 15 10 i
i g'
-2p Si:e (%)
(from XRD) 40 45 55 75 45 20 20 4
- see text for details
+ high in hydrated halloysite 2349 038-o O
e 66=6 we e
mNw e
me e@ ee
-ee ee e e,,
D 6
.,*.n-
..w-e-
.w.
.~n,
a u s s. m u as,, AvvA0.auswv Co.
i s.,
i
- 4.
'g b
R. TORRENCE M ARTIN
,M Cay Mine.legist CHIPMt'NX CROSSING LPCOLN MA 017')
617 M9 891) 8 July, 1976 Mr.
W.
E.
Chamberlain Stone & Webster Engineering Corp.
P. O. Sex 2325 Besten, MA 02107 STATEMENT Reference Jcb #11715; P. O. fE-17561 14 June presentation to g S
f)
/
Y C
3
+#
gr 9
M? )
U O
gd A '
9 2349 039 gv 3,:a v
g e
-,,6 9.M 6
- N*
- .w6 N**
=
egyev (6,
AT T%.C.MM EM Y
~I (tmsca.ito I l...
- ....u..,.LJ....., O,.,u..,.., y.<.. f,......,....;
........,....u,..LJ or.
,. ;....... u, g.
.u,m, I e "= *a -.
12323
,.u.......
n c100.13100 118760 E. L J. !!. 2: < r:t
_=..,_,t....,, _,, A., 3,r,. m. -
,y,,_; x s..
i IdL,d0 Of C Ah,u,.G STONE & W.., c
,a....2.
m
.i EASTER ENGINEERING CORPORATION, }l.,,,,
4....
P E-17561.A o sox 2s2 sosrON, M As5ACHUSCUS C28C7 Agg;;7 TO i.
l f
A -<....... c....
c.c.
.?r. R. 7. M.vtin July '.S. m76 I. c m*.'
I a"a..*..<.",,-
Couth Great Rcad DNS TR UCilCH$
ihue ne
'=a.
.# w
- a ra-.~.
~~ ~..
...e a
.....an,....,u..,......r, Linecin ::A 01773 L
- * ' " ' " " ' " * " " ' " * " - " ' ' " - " " ' * " ~ " "
J
- ~ ' ' -
- a.......c..
ICCL"3 FOR ACCOUI!TI!i3 PUP.:OSES OM.,Y.
CRICI!iAI, A?iD ACCEP'"AllCE COPY DES"'?OYED.
Please refer tc' Purchase Order No. E-17561 de.ted February consulting services and note the folleving:
10, 1976, covering Increase the estimated total price of order in the escunt of 0
- Previcus Estinated Total Price of Order Increase by this Mene. of Changes Revised Estimated Total Price of Order 3
Client Authorication - Verbal frc= 011ent's Mr. F. Prince to Purchaser's Mr Chamberlain en June 15, 1976.
L'. H.
All other te:- s and cenditicas remain unchanged.
2349 040 b N krk k A l
VirCinia Electric and Pcver Cc=ar./-
e n... a.,. e,
svo s a wtasm :,.cs cam.c coneenarica, Agent
.m
.***#e e
T.
A. ! &,'""li r*
- 6 gf
. db
.....o............
a'
,wy-
' ' " ~
^
4* AGE t dF: 1 FAC.2 2 :;,
6,
T. case suc=,5,i ne u,.=,lw ev.,e..
i' ATTAc e me.vt-
.::ve.m.c w I a p=si-sca ;-
<=wccesa C c
.v.
i se i
r * *c e-
.is..
6.:
..... s c.
.v,. c.
Mis c. opy vo. : L i u.,.
L;....t eue.
siv.
s.
v u.-- r -a.
,......u.
.,.. u
.u,u,
~
c SlCO.1310911 S760
.n.u.................. 9,$ g,8 ---
Consu.,,1 g eervices C O.,.,M i t D NL
' R. T. Decente
.UUItCHA"' 6It['f.R STCNE & WESSTER ENGINEERING CORPCRATION }. ' * ' E-18/
A.s no..s.(s) (e/7s) 4***'
~*-
P.C.SCX 23:5. SCSTON. MASS. calO7 ld*-
l 1 *, 2 l
12180
- O A.i-......
...c
=o o es
=w-ea.s l. e e",., o e... s a a...*.. ~- e.
l Hove:ber 22, 1976 t
w
,ee i
Dr. R. T. Martin "a-*
Net essh Chipe.mk Creesing
,,c,,,cN,,.c, Lincoln,!!1 01773 See bolev I
r.o s. uncmasco er p ocsriaario~
sai,=s= r aus
(
\\
l 5ee belov du b.it."La*o rt 3 7el Accaf33 att CC Aff 57eN0fNCf Tc TMf A80Vf ACC8f!5-sfMO INYetCE tN TRIPLICATI To.
Stone & '~ebster F. giacering Ccrpcratics Stene & Vobst.ar Ins:ineering Corporatic:
Attentics Er.
?.. T. Decc tc ggg,3ggen );7, y, p71er P.O. Sc= 2325 P. O.
.m..
2 x-5 Besten, M1 02107 Ecsten, MA C2107 SMtP WGA ircu me. ; cua rivv i
ocscaserica or marcasAs I
unir paier I awouar t
e d to twc sci.Len. sv acceptimo twis omoca. acarzs To Twc scvenat coNoirions arTacwco ncR cTo ANO uAOc A e&RT McMcCr.,
the A-ed ests te "Cenditicas," reviseri July 9,1976, attached heretc.
"'EIS CO:i71E'S VIF.31L AD7ICI TO DR. P T. }!1CI SI P'.TEC*!.ASIR'S MSS' ?. J. EE;;.2:CISCU ON 1:07'"*OSR 10, 1c76.
Fu=ish ec sulting sarrices for Ucrth A :a Units 3 and 4 of Virginia Ilectric sad Power Cc pany as fellevs:
Pe.-fer I-ray di.Cfractics tests c clay fractica of si= semples.
The results of these tests e.re ' to be used is analyses of settlements _of ' hits 3 and 4 intche t.:.ncls.
S"'AR:' - 12:edistely.
i RA7E - 4
/S hr day, e::lusive of any t= vel e d liv:rg expenses.
Less ths: as 8 hr day!
e
'1 he invciced c
- e. prcrsta basis of above rate.
2349 041 The a-eve ate is F.u.
I The above D. ?
.T. Ma.--ti is an independent Ccatrs:ter e.nd : t an e:-1:yee of Stene & Veb:ter F. gineeri:g Ccrpc m-ics.
ii l-p Q. Mo.
t STONr a wrasTc2 cNC1N cc2iNG COnPCeaT:CN t
c.
c 5.),
a_
- v. -. 4 -.
'". AC E R o
.m
- g * "
- as AS O,
- W.C m..BM 4 n[Q g naw9
..q..-
-e en e. --
- = =.
-e a>-
p e
C 0!!i L' M i' M.
STONE & WE9sn.. ENGINEERING CCRPORATICN
' E-lS425 0F.011Dff,
- r. o. sex s:s. ecsTou. uss. eziev
'f" 2
"'~ 121'O 4.u...
n TO F
]
A...........u...a..
i e.
pr. p ;. Ihrtin
!!cverbar 22, 1976 I : '!, :*n"..f./.;;,'/" !
luretTANT, NcTE INSituCT!cNS cN fitsi SNtti L
'J Pl":MI"~C"IC!T C? T..~?C'*15 - Sc Prds::or recorves the right to reproduce any and reports saces:f:ary for Pachacer8 0 prposes received frc: the Seller es this t
n
i Pur-"re Order dcapito c=y notico prchibiting the sc:a en the doen:ent.
l Pr^"-e c:-der sy b3 tor: bated by Prchase at any time by writton =ctice withcut a=7 a 44
- tic = 1 Aa ;;e to Prchaser.
'IAIIS - The above rate i$ e=clu ivo of cales, use, c cise, and nh ta os.
i Such tc:as, if applic:?le, e'11 ba for the Pechaser8 o account.
- ihis pur^ -a order v " =ct be dee:ed cc pleted until all the require ests of the d
ordar have been ec: 'iaA vith,'cIl as sts+ad is the order.
I=vcices en this ords en as h==17, daily, or other unit tesis A '1 incl:do the i=dividua.l's ns=o, classi.ficatics, travel, telepheno calls, vire, ceals,
~ hotelo, etc.
Seller agrees to f==.ich euch supporti=g detail, as =ay be required by Pechsser, to cup;ce., ch=ges as invoiced cad to
.he available for audit pc.rposes al' records cove-i s charges per+d-aat to this ordar.
The abovo rata + " - Seller's verbel qu=tatics to Prchaser's Miss P. J. Hendrickson on Horo bar 10, 1976.
CCPIES CET:
Client Authori:atics - Client's Mr. Carl 'n'.
Pe" i sto to Mr. I. E. McCal.lig -
VIPCC correspondence IICS-3227 dated October 19, 1976.
r-.rv^.r,. ~.a.e
=. U r C ;. C er ru..
S J -=
w e..
.e 2349 042
' ~"
stoNc a wensTzM ENGINCEMING CORPCR ATlCN
,rJ31M i
- -l?.425 I
- u.,.._,,.
j
.... a s... *v n e. a s s a.4
. -=
4..
e.e-**w.=--
-.y e
-.-.w.
mew
.e..
AvhAcs -iswt-9, PAsc L
cG S PAGCS cuesr6ew (
R. TORRENCE M ARTIN Cay herslogg QUPMUNX CIC1HNG LINCOLN MA 01771 417 259-8913 Mr. R. T. DeConto Stone & Webster Engineering Corporation P. O. Box 2323 Boston, MA 02107 Dear Mr DeConto; Preliminary mineralogical data on samples from North Anna Units 3 & 4 (Job #12180) are reported.
The mineralogy was based upon X-ray diffraction, XRD, data.
s Comparison of data for whole soil to data from pre-vious North Anna samples indicates several marked differen-N ces in the present sample suite:
1)
Kaolin is not the dominant clay phase in any sample.
2)
Hornblende is abundant in samples 5, 231, & 8.
t 3)
Feldspars and quart: are very low in samples 5, 2B1, & 8.
Sample 1 contains illite with no expandable layers as the on-ly clay phase; therefore, fractionation of this sample was omitted.
a X-ray diffraction data from the fine fraction are su==arized in the lower part of Table 1.
The =ineralogy is very different from previous North Anna samples.
Kaolin is present in all but sample 1 but in no sample is kaolin the do=-
inant clay phase.
The kaolin basal spacing is large for kao-linite and the intensity o f the basal peak is greatly en-hanced by even drying, both of these features suggest halloy-site that is partly hydrated..
The 020 clay peak disappeared conpletely upon orientation for sa=ple 231 and 4.
The very strong assymetrical shape' characteristic of the halloysite 020 peak was lacking in all samples.
Therefore, the XRD data from the 020 peak strongly suggest that tha kaolin mineral is kaolinite, not halleysite.
Because of the contrasting data between basal and 020, the identity.* of the kaolin mineral species remains uncertain.
The relative cuantity given for kaolin in Table 1 was based on halleysite in order to provide i
a direct comparison with previous data.
2349 043 I
t 1
e
_.. _ -=
--es==-==*-*
.fm.
.s..
--~=sr.-
- Ls,,----------.
-~
a u s s Tsc>ss 6,
A.
AcHM m T 9,
9 AGE T The 2:1 layer silicate phases in sa=ple 4 were dem-inately illite with a small percentage..' s=ectite layers.
For samples 5, 231, and 3, the expandaole phase or phases were decidedly different from that present in previous samples.
A peak of 12A upen glycerol trea--ant was attributed to ve_ d.c-ulite because, while drying at 300'C collapsed the peak to 10A, rocm humidity caused rapid reexpansion.
For sample 8, 30 hrs of dr' ring at 300*C were required to essentailly elimbate the rapid rehydration.
Sa=ple 8 alre gave a long spacing at 26.8A indicative of ec= plex interlayering of 2:1 layer compon-ents.
Thc 17.7A expanded phase and illite relative e=ounts given in Table 1 are with relation to smecite and illite frem earlier No.*3 Anna sa=ples.
Clearly the present suite of samples frem No.-2 Anna have different =ineralogy from previous sa=ples.
You may want to consider these prel4minary data before proceeding in anf =cre detail.
I look forward to hearing from you.
Sincerely yours, f
. Torrence Martin 22 Dece=ber 1976 2349 044 e
wp -
hm-+
-www4m
.--oWh e
-ww mm e-**
coc=criou 66,
ATTAc.64MEuT 9,
PAGE S
. Table 1.
Mineralogy from XRD Data on soil Samples from Nor*Ji Anna Power Station "1"
Identification:
boring 703 706 705 704 701 sample 4
5 231 8
1 Whole Soil clay 0.10 0.10 0.24 0.25 0.15 quart:
0.15 0.10 0
0 0.35 feldspar 0.5 0.1 0
0.1 0.60 hornblende O.
0.10 0.4 0.5 0
Fine Fraction:
Clay kaolin 0.16 0.04 0.11 0.06 (see able 26.8A b
b b
0 05
"* }
17.7A 0.02 0
0.08 0.02 12.A 0
0.10 0.08 0.50 Nonclay quart:
0 0
0 0
feldspar 0.2 0.15 0
0 hornblende 0
0.08 0.25 0.50 2349 045 m
emeemp--
"a-m---
m
-e e
s
-e e mwe-ewe--
v4L
l Question 16 -
Peck Correspondence RALPH 8. PECK C@lk ENGINEER: GEOTECHNICS
.. ~
17 January 1976 J938 Mr. Stanley Ragone Senior Vice President Virginia Electric and Power Company Richmond, Virginia 23261
Subject:
North Anna Power Station Service Water Pump House Settlement Dear Mr. Ragonet In accordance with your request, I have reviewed the docu-ments forwarded with your letter of 2 January 1976 concerning the geotechnical data and settlements of the SWPH for Units 1 and 2.
The compressible portion of the subsurface materials be-neath the Pump House and the adjacent dike consists of residual soil and highly weathered bedrcck, most of which is designated a saprolite because it retains a structure. inherited from the parent rock.
The settlement charac_teristics of such materials, particularly with respect to the rate at which the settlement may continue with time, are not as predictable from the results of soil tests and calculations as are corrosponding cnaracter-istics and behavior of sedimentary soils.
Under these circum-stances, the most reliable procedure for settlement prediction is to combine the results of conventional settlement forecasts with measurements of settlement of the prototype at early stages of construction, and to revise the estimate in accord-ance with the findings.
This procedure has been used by Stone
~
and Webster in their revisions of estimated settlement.
- Hence, I am in agreement with tneir general approach.
As might be expected in view of the nature of the subsu '-
face materials, several interpretations of tne laboratory data and of the observed settlement are possible.
Rather than com-ment step by step on the Stone and Webster forecast, I shall indicate my cwn reasoning in this.ietter.
Since the results
.2349 046 11 n1 W A OLA C A NMC MC3%#C _ C C al AllMllCQOllC N EW kA CYIf* n A710 *3 E M C.c Q'3.c A c A
/
Stanley Ragone 17 January 1976 of the two forecasts are not greatly different, the difference in procedure may be regarded as largely academic.
The consolidation tests on samples of the saprolite re-sulted in time-compression curves that displayed very rapid compression in the first quarter minute, followed by a much slower compression.
The vol'umetric data indicate tn'at the sam-ples were only about 75 per cent saturated at the time the con-solidation tests were started (see Table 1).
Hence, the sudden compression of the samples is indicative not of the hydrodyna-mic time lag known as primary consolidation, but of instantan-eous compression of air voids.
After the ' initial rapid compres-sion, unsaturated specimens continue to deform under load at a rate that decreases with time.
The rate is sometimes linear with respect to the logarithm of time and thus corresponds to typical secondary consolidation, but the mechanism responsible for the movement is more co= plex than that associated with sec-ondary consolidation for saturated soils and does not necessar-ily follow the same laws.
Samples of saprolites sometimes expand either while they are oeing taken or while they are being prepared for testing.
This expansion reduces the degree of saturation.
It is unlike-ly, however, that sampling or testing disturbance could account fully for the relatively low degree of saturation of the test
. specimens.
The vertical strain required to eliminate the air voids in one-dimensional compression can readily be calculated and is shown in Table l'.
By means of the curves of strain vs.
consolidation stress for the samples Fig. 1, the vertical e
pressures can. be determined that woult be necessary to elimi-nate the air voids and cause the samples to be completely sat-urated.
These pressures vary considerably for the various sam-ples, as seen in Table 1, but are generally on the order of 17 kips per square foot or more.
None of the time-compression curves plotted in the furnished documents corresponds to pres-3.-
sures large enough to saturate the samples, with the possible exception of one of the curves for test No,10.
For this sam-ple, the pressure to produce saturation was about 8 kips per square foot.
The time-compression curve for a load of 8.13
~
kips per square foot shows a far greater rate and amount of
~
delayed settlement than any other.
Hence, it is likely that this curve is influenced by primary consolidation.
Under the 2349 047
y Stanley Ragone 17 January 1976 dike and SWPH, howcVer, the applied loads are generally not great enough to produce saturation.
No rational and proven procedure yet exists for relating the rates of delayed compression determined from laboratory tests on unsaturated saprolites to those observed ~in the. field.
In the field, the structure of an unsaturated saprolite' crushes to s~ome extent under load.
The crushing is a function of the applied stress.
It occurs rapidly as the load is applied and continues at a decreasing rate for some months thereafter.
Un-like secondary consolidation, which usually continues to de-crease logarithmically with time, the settlement of an unsatu-rated saprolite may practically cease, as. illustrated by the behavior of the SWPH from May to November,1975, when no set-tiement was experienced at all (Fig. 2).
In my judgment, a reasonable estimate of the settlement of the SWPH due to increased stress in the saprolite can be made in the following manner:
Reference to Fig. 3 indicates that the more compressible part of the residual material, with a standard penetration resistance of less than 100 blows per foot, has a thickness of abott 40 feet beneath the SWPH and the adja-cent dike, on the simplifying assumption that the compressi-bility of the residual material is approximately the same throughout the 40-foot depth, the strain can be determined by
, dividing the vertical settlement' by 40 feet.
At the time the fill for the dixe was at elevation 318, the added lead was about 2.3 kips per square foot and the settlement of the point at the NW corner of the SWPH (the point of maximum settlement) was leveling off at about 0.26 feet.
The corresponding vertical strain was, therefore, 0.65 per cent.
The dike was then com-plated by raising its crest to elevation 327.5, whereupon the average stress was increased to about 3.5 kips per square foo t.
By extrapolating in Fig.1 from point A, representing a strain of 0.65 per cent and a stress of 2.3 kips per square foot, along a path roughly parallel to the family of strain - log pressure curves from the consolidation tests, to poins 3 cor-responding to a stress of 3.5 kips per square foot, a strain of 1.2 per cent is obtained.
The correspcacing settlement would be 0.012 times 40 feet, or 0.48 feet.
The actual settlement (Fig. 2) several months after this stage of construction ap-peared to be approaching 0.44 feet until the rate increased sometime in September,1974 Unusually great rainfall occurred 2349 048
/
e e
e Stanley Ragone
-4 1
January 1976 in September, as shown also in Fig. 2, and appears to have pro-duced further settlement.
A second acceleration of settlement occurred in January 1975, following relatively heavy December and January rains.
In the preceding calculations, the stresies used are those at the base of the embankment.
At greater depths, the initial overburden stresses are appreciable and should theoretically be taken into account.
Furthermore, consideration should also the-oretically be given to the decrease in ecmpressibility of the saprolite with depth, which has a compensating effect.
How-ever, the essential feature of the simple procedure used for the settlement prediction is extrapolation alcng a curve parallel to the general family of laboratory strain - log pressure curves; complicating the procedure would not significantly alter the results.
Values of compressibility used initially by Stone and Web-ster were based on the slopes of recompression curves, on the i
assumption that such slopes more nearly represent the comores-sibility of the undisturbed soil in place.
The procedure I have suggested, which appea s to check reasonably well with mea-surements, takes the initiaa. curved portion of the strain - log pressuce curve at face value.
In my view, the flat shape of the unloading and reloading curves corresponds to the behavior of the crushed structure of the saprolite, which may differ con-siderably from the original open structure.
Hence, I believe the laboratory curves without correction are a better first ap-proximation.
The difference possibly accounts in large measure for the initial underestimate of settlement.
The effect of adding 10 feet of water in the reservoir should be small at the north end of the SWPH and a maximum at the south end.
Hence, the effect of reservoir filling should be to reduce the differential settlement of the pump house.
The settlement at the south end can be estimated with sufficient accuracy by interpolation on the curve showing the settlement as a function of the stress due to the weignt of the dixe (Insert, Fig. 2).
The value is found to be about 0.06 feet.
Mcording to the foregoing considerations, the settlement of the north end of the SWPH should not appreciably exceed the 2349 049
Stanley Ragone
-5 17 January 1976 present maximum val'ue, even on addition of the weight of the reservoir.
However, other possible reasons for settlement must also be considered.
A substantial part of. the total settlement of the NW cor-ner (about 0.12 feet) that has actually been experienced appears not to be associated with increase in load.
Probably, as sug-gested by Stone and Webster, it can be attributed to rainfall.
Two mechanisms are conceivable:
increase from moist to satu-rated weight of the fill and possibly of the upper part of the unsaturated subsoil; and weakening of the bonds between the par-ticles of the saprolite due to an increase in moisture content.
Both effects should produce greater settlements of the north than the south side of the pump house.
Yet, in reality the set-tienents attributed to rainfall have been almost equal.
No ex-planation other than possible variation in compressibility of the subsoil is evident for the anamolous behavior.
Further-more, calculations of settlement of the north side, due to the increase in weight of the select fill in the embankment by sat-uration, can account for only about 0.06 ft (point C in Fig.
1).
Hence, it appears that this potential mechanism for the settlement plays a minor role.
Before construction, the moisture content of the saprolite in the vicinity was probably in equilibrium with rainfall and existing overburden pressures.
Beneath the reservoir blanket evaporation will cease but, unless 't1e blanket is seriously de-fective, infiltration will also decrease.
It is unlikely that the net change in moisture content will be appreciable or will involve settlement beneath the reservoir.
Beneath the dike, where stresses have been appreciably increased, added moisture might activate further settlement, but to a considerable extent equilibrium with the new stress conditions may already have been achieved by the settlement during the rainfalls of Septem-ber and December 1974.
Subsequently, according to Fig.
2, there were substantial rains from March to November 19 75 when no settlement occurred.
Hence, it is probable that this source of future settlement can be discounted.
One additional possibility for future increase in settle-ment deserves consideration.
Reactivation of settlement under unchanged ambient conditions has been noted in subseils that achieved a state of secondary consolidation under a surcharge 2349 050
.f Stanley Ragone 17 January 1976
. loading, after the surcharge was reduced to the final loading.
The settlement at first stopped (or there was even a slight re-bound) when the surcharge was reduced, but subsequently it re-sumed approximately in accordance with the time-settlement re-lation that would have prevailed if the final loading had been applied from the beginning without surcharge.
The rainfall be-tween September 1974 and January 1975 (Fig. 2) might'be consider-ed to have caused a temporary surchar.ge by increasing the unit weight of the dike and upper subsoil..The subsequent reduction
'of rate of settlement to zero would indicate that the increase of stress due to saturation in subsequent rains has not exceeded that which caused the settlement.
Eventually, however, settle-ments of a secondary type might resume.
Extrapolation of the June-August 1974 portion of the settlement curve (after applica-tion of the dike load but before significant rainfall) suggests that, if the settlement should start again at the beginning of 1976, the increase should not exceed 0.03 ft by the end of 1976, 0.06 ft by 1986, and 0.09 ft by~2086 My review has, in summary, led to the conclusion that fill-ing the reservoir should not cause appreciable settlement of the -
north side of the SWPH, where the maximum settlement has occurred so far, but may cause as much as 3/4 inch of settlement on the south side.
Thus the tilt of the SWPH will be reduced.
Pro-gressive settlement in the future may be negligible, but could increase by about 0.03 ft in 1976,.to about 0.06 ft by 1986,. and
~
to about 0.09 ft by 2086.
The numerical values of settlement discussed in this letter refer to the point of maximum settlement of the SWPH, whereas those of Stone and Webster are the average values.
This differ-ence should be borne in mind in any comparisons.
The prediction of relative movements between dike, pump house, and piping would involve considerable uncertainty.
Atten-tion to details of design to permit safe allowance for settle-ments would be preferable to attempts at more refined prediction.
Yoc s very sincera y, N
Ralp B. Peck RBP/ajj 2349 051
TABLE 1 CONSOLIDATION. TEST DATA Test Boring Sample Depth W
do S
I 6Y fU#
o r
sat No.
No.
No.
ft 4
pcf saturation kaf
.1 P-ll 2F 24.0 24.8 90.9 78-10 22 10 19 2
P-ll 3F 37.9 21.8 95.6 77 3
P-ll SP
-48.8 21.9 95.8 79 9
17 4
SI-l 3B 40.1 27.2 86.4 78 11 17
-5 SI-l SF 52.7 15.7 104.'2 68 12
?
.6 -
SI-l 6E--
63.0 31.0-90.3' 98 1
?
-7 P-12
-lF -
8.5 21.2-103.0 4-
- -10
~
8 P-12 2F 18.1 14.6 98.8 56 18
.?
9 SI-2
-1F 13.3 11.1 99.2 44 23 44+
~
. SWR-6
-4G 58.5' 46.3 66.4
--80 12
-8
-11 P-10 28 22.1 22.1 112.5 100+
error
. 12 SWR-4 2D
-28.3 23.5 92.5' 78 10 18 13 SWR-4 3E 39.9 24.4 93.2 80 9
?
14 SWR-4 5D 63.2 22.3
-91.9 73 12 27 15 SWR-4 6
77.5 19.9 96.8 72 12 7
W, water content Sr, degree of saturation Esat, strain to eliminate air voids 6*y for saturation, dy from e-log p curve correspontling to 6 sat J938 7 test terminated below dy for saturation 2349 052
l
. j## f 5Nr l
s s
1 l
fWi^'F Q 4 o u,,, ffg oe '., -
~
c
,p' t
i
~
! ! a to 3 -
~
g p
._s
.__ _.q _
s 1'
.q.. --
\\
k l
\\
,l l
3 x
\\
g
_. b
.. 3-.
s N
._._ y%.;
s7 s
j s
j 4
i E
'I vg
_ \\_
N?
N
\\.
i
~
N
! -4 6
\\
\\
7 2
% 8
- = -
3
__ g g 8
s N \\
)
t9
.E t..
l
(
fo K
\\
i
'~
\\
o,
,, o
\\
,o
.%\\
,o EFfecflve Verfical Stre.ss 6;
(k.ll0$ /Sq ff)
Nw 37'eAIN vs.
S Toe E 3.5 CuevES FOR 7~E.S r.S /~ /S a
(rom 'SJt W Fig. E 2,7-/)
m o
Ln J951 w
13Jan 75 26P r.
N = --
l SWPH Unils / 42 350 ~
(Structors complets Aug 2.g int)
El. '327. S (May /0,19M) 320 -
(filtet placement' Et sig (Oct!16,19 72) began./u/c) 10, /
/
350 -
t o ;t g
g orf, sud
---~~~~~~~~~g~'~,
f xtt go Select All 0
d (0
, a # ' s
\\
- ~
(,0
~~~
yo El. t97Q
~
Q #~
_a_
?
~ g.
&sidao/
t rnaferfol 210 -
~~
y Nc /00 '
w 2%-
s i
's
% ~ :-
250 -
~
~~~~~~1 Asidual 240-79 Mater /of w
N >100 s
ymm' pp-n.".?
250 -
e s
W-W Unwoolhered Rock c=
? 7P~ ~
SecrtoN THeouc Y SWPH U
7 4
j". goLo" an3e (frorry SZW Appendnt 2, NIF, Rg E 2.G-G,12 75)
/2 h 74
- p s,,
a
.s 19'll l9'75 1974 1975 0
5 Ofi/No A
E/.8/6 *
~
\\
Fj// fo El 322S I
& cons /c hs
\\
for filfdt*
1 g,,,
L l 1
_l
-Si s
i u
\\
g rq
\\
.Q g
0.2 i
se
\\,;
's
- N*..
'* 4 %.
1 n
%~-
0.3 yg
-s 's,,
Stress r (ksi) v l
\\.
'o I
2 So s
C.
s s
i 8
i a
s saf k
f o.g S 0.4 x'
a a624,a06
- "I D
AlWCc(nerf'\\;~_.
A a4
't n,s
.s
/owf s,
- 0. 5 ^
N i
u I
h I
g 4
- . r*...
0 o-I I
I m
o.5 m
SETTLEMEN T or,3WPH (Es"OtT1 Variou.$ 32.W Onvg0.)
1938 FIG. 2
/2) m 74
RALPH 8. PECK CIVIL ENGINEER: GEOTECHNICS 5 January 1976 J938 Mr. Stanley Ragone Senior Vice President Virginia Electric and Power Company Richmond, Virginia 23261 Subjects North Anna Power Station Dear Mr. Ragones This will reply to your letter of January 2 concerning my availability to review the settlement estimate of the Service Water Pu=p House for Units 1 and 2.
As I discussed with Mr.
Robinson today, after reviewing the documents he forwarded, I
anticipate being able to complete the work by your deadline of 2 February.
Mr. Robinson agreed to advise Stone and Webster that I had been asked to do this work.
My rates and arrangements would be the same as those in my present Purchase Order, Number 75990, namely S400 per day, plus-On the assumption thrt the work will out-of-pocket expenses.
be conducted entirely at my office, I would consider the maxi-mum time involved to be four days.
Yours very sincerely, Ralph B. Peck
}4 RBP/ajj S
~e
.een e
f.
s.-
j L_
Sanuary 0 2,1976 l
Dr. Ralph B. Peck 1101 Warm Sands Drive, S.E.
Albuquerque,itew Mexico 8712S,
~
Dear Dr. Peck:
This letter will confirm your conversation with our Mr. C. M.
Robinson, Jr. on December 30, 1975 in which a discussion was held on your availability for consulting work in connection with a setticment problem at our tierth Anna Power Station near Mineral, Virginia. The p(roblem is associated with settlement of the Service Water Punp House SWPH) for Units 1 and 2.
This is a safety related structure and is.
necessary for safe shutdown of the plant.
' ~ ~ ~
I have enclosed tm documents which define the problem and
~ ffer explanations fdr the actual settlement being greater than that o
originally anticipated. The first document is entitled "Attac? cents 1-9 to Vepco Letter flo. 622 Dated July 31, 1975"" This document is a response to certain Nuclear P.egulatory Comission (NRC) infomal ques-tions and gives the history of the settlement as well as calculations predicting future settlement.
The secon'd docu,ent is entitl'ed " Report on Geotechnical Inves-
' 'tigations of Service Water Reservoir, !! orth Anna Power Station Units 1
. & 2. for Virginia Electric and Power Company." This report was orepared in response to an NRC letter dated July 24,1975 (copy attached). The report is rather voluminous but it covers substantially more areas than
- just the settlement of the SWPH per se. The section of interest is Sec-
~. tion E.3.
What we' wocid like for you to do is the following:
- 1) Review Stone & Webster's calculations on future settle-ment.
- 2) Determine if Stone & Webster's approach and assu=ptions are justified.
- 3) Determine if Stone & Webster's conclusions on anticipated future settlement are as accurate as can reasonably be expected.
The only condition to tiiis work is that it be completed by February 2,1976.
2349 057
...=:
- = -
.i_
Dr. Ralph B. Pect 2
After your review of the enclosed documents we would appreciate your contacting Mr. Robinson to discuss your availability for doing tnis work.
If a satisfactory arrangement can be made, then we would authorize you to begin work and would confirm the arrangement with a aurchase order.
k'a would also appreciate details on your fee, billing procedure, etc. at that time.
If during the course of ycur review you find something that is not within the limits of interest specified above but nevertheless causes
~
you concern, we would very much like to know about it.
g We are hopeful that you can find the time to consult with us on
-this work and we look forward to hearing from you.
If you have any questions.
please feel free to call Mr. Robinson (304-771-3667) collect.
Yery truly. urs.
, n ~_ y. - -;,. _,... -.
. #,1 Stanley agone' Senior Vice President
-]-
2349 058 m
,f e%
f we w-
=
.w.=_
Question 17 -
Proffitt Letter MAR 131978 J. O. Nos. 11715 12050 NAV-7023 Mr. R.
. Bradbury Stone & Webster Engineering Corporation P. O. Box 2325 Boston, Massachusetts 02107
Dear Mr. Bradbury:
SETTLEMENT OF SERVICE WATER PUMP HOUSE liORTH ANiiA U:llTS 1 AND 2 The North Anna Technical Specifications contain allowable settlenent criteria for the Service Water Pump House (SWPH).
During the installation of the horizontal drains, an abrupt settlement took place that now appears to be at least partially due to the lowering of the groundwater. With this chance coupled with the normal exoected settlement, it now appears that we are near the 75% of allowable settlement criteria which requires a special report to the Cormission.
Accordingly, Stone & Webster is instructed to begin preparation of a special report as required by Tech Spec section 3/4.7.12 in anticipation of the time when settlement will exceed the 75% criteria.
The report shall con-tain an evaluation of the settlement, future exDected settlement, any remedial measures necessary, and any other information which would be appropriate for such a report.
We are particularly concerned about possible adverse affects on the service water piping. We believe this should be analyzed in great detail in order to determine if piping can be adversely affected by the present or future predicted settlement.
Results of your otping investigation may be included in whole or in part with the special report mentioned above.
' A draft report containing the inforration noted above, together with any othcr information you feel should be included, should be forwarded to us no later than April 14, 1978.
2349 059
- ~ ~ ~ = = -
/.
!!r,. R. D. Bradbury 2
If you have any questions, please contact our C. ft. Robinson, Jr.
(804-771-3894).
Very truly yours, r
i W. L. Proffitt
_' Senior Vice President cc: Mr. G. J. Burroughs Mr. A. A. Dasenbrock Mr. H. W. Sorensen Mr. F. W. Ries Mr. W. B. Dodson 2349 060 4
CMRjr/bcb
~'
e e
O G
i-us**-
-N"""*-
CERTIFICATE OF SERVICE I hereby certify that I have this day served Vepco's Answer to Intervenor Arnold's Interrogatories on Pump House Settlement, including the attached Responses, upon each of the persons named below:
Secretary U.S. Nuclear Regulatory Commission Washington, D.C.
20555 ATTENTION:
Chief, Docketing & Service Section Richard M.
Foster, Esquire 1908-A Lewis Mountain Road Charlottesville, Virginia 22903 Alan S. Rosenthal, Esquire Atomic Safety and Licensing Appeal Board U.S. Nuclear Regulatory Commission Washington, D.C.
20555 Michaal C.
Farrar, Esquire Atomic Safety and Licensing Appeal Board U.S. Nuclear Regulatory Commission Washington, D.C.
20555 Dr. John H. Buck Atomic Safety and Licensing Appeal Board U.S. Nuclear Regulatory Commission Washington, D.C.
20555 Anthony J. Gambardella, Esquire Office of the Attorney General 11 South 12th Street, Room 308 Richmond, Virginia 23219 Daniel T.
Swanson, Esquire U.S. Nuclear Regulatory Commission Washington, D.C.
20555 Atomic Safety and Licensing Board Panel U.S. Nuclear Regulacory Commission Washington, D.C.
20535 2349 061. -..
,.s Atomic Safety and Licensing Appeal Board U.S. Nuclear Regulatory Commission Washington, D.C.
20555 BY: /s/ James N.
Christman James N.
Christman, Counsel for Virginia Electric and Power Company DATED:
May 4, 1979 2349 062
-.n.e~
~ -. - - -
-..