ML20090J630
Text
r.
~
e..
a c....
1....
1.On,,.,,,,
- . 6..+A c,.
i e
4 T
616.n....t, t. 1 +-.,
)
1 I
CO.*=.*r.*=..a~
= ^a*. *. r..aCO~ ' a'pe.'.m..
w r
u O
...). / / c...-
a...
i I
b i
J SOILS II;VES':'IG;sTION
[
AUD TESTIMG REQUIP.r'U;ms Addendt:a no. 2 4
i~
Technical Provisions r
I i
I 1
e J
j i
.r 8
w c, ;
Ecchtel Cc:'.1pany
,t Janua:'/ 20, 1969-i t.
t,
- MT VM g40 0085 840517 il ^
SB.00111 PoR rA
. RICE 84-961_
PDR-9 g
s y
,4
+
-w-.
.~,
.m.
4
1.0 GE::EML This addendum to specification Co. 7220-C-1 covers additional soils investigation for the Midland plant area and the coal-ing pond dikes.
All of the provisiens of specificatic., 50.
7220-0-1 shall apply unless cpccifically codified.herein.
Explorations under this addendum sh?.ll be the basic fer the preparation of the finsi design drattings and specifications and shall supplement earlier soils invastigation programs.
The previous investigations have shewn that the site is underlain by a deep deposit of very dense clayey glacial till, but depressions in the surface of the till e:cist and are filled with nuch looser and more variable materials, in-cluding soft silt, clay, and uniform sand.
The purpoce of these explorations shall be to investigate the properties of such surficial deposits where the:e occur in the locatinns of the structures, to determine the surface level of the very dense till, and to locate and prove a source of sand suitable for use in the embankment.~
2.0 SCOPE OF WORK 2.1 General The work included under this addendum consists of furnishing all supervision, labor, equipment, rat-crials, and' accessories, and perferning all operations required for drilling boreholes, sanoling, perforaing tests, and reporting of the investigation findings.
2.2 Work Included The major portions of work include the following:
2.2.1 At the plant area, the Centractor shall make borings and tests and perform other explora-tions to supplecent the earlier soils investi-gations.
2.2.2 Additienal borings shall be made at several locations along the cooling pond dike to de-termine the surface level of the very dense till..
2.2.3 Ecrings ~ and tests shall be made to locate and prove suitable sand. sources.
2.2.4 Borings shall be made-to site the' spillway struc-ture.
2.2.5 7.t the railroad'erbankrent and bridge sites, i
borings and tests shall be tade to determine foundation requirenants.
5B800112
-1 '
- 3. 0 SCHED"LE The work shall con =ence as soon as possible upon notifi-ention by the Engineer to the contre.ctor to proceed.
The s: uence of drilling and c::ploratien work shall be approvef by the Engineer.
Bc:ause the information is urgently re-quired, results should be forwarded to the Enginear as soon as they cre availabic.
Th2 fincl report shall be sub -
nitted on er before March 15, 1969.
4.0 D_?.A'.711:GS 4.1 Tuo copies each of the following drawings are enclosed with marked up locationc~of borings:
Drawing No. SR-7220-C Supplanentary Bore Hole Locations Drawing No. SR-7220-C Access Railroad Bore Hole Locations 4.2 Two copies of the following drawing are included for information only:
Dra..*ing No. SK-7220-C Foundation Elevations and Soil Pressures 5.0 SURVEYI!G The Contractor will be responsible for all survey work re-quired for this investigation.
Boreholes shall be located with. reference to the Dow Chemical Company coordinate sys-i tem.
Elevations shall be to the U.S.G.S.
datum (similar to previous investigations).
6.0 FIELD WOFX, DRILLING AND SOIL S;l*PLING 6.1 In the plant area, the selection of final borehole locations, selection of samples, and the interpreta-tion of the results of the exploration shall be the responsibility of the Contractor.
6.2 Under the cooling pond dikes, at the railroad bridge and embanktent, at the spillway s ructure, and-in the potential sand borrow areas, final borehola locc-tions and the interpretation of the results of these explorations shall be the responsibility of the Engin-eer.
The selection of samples for strength, perme-ability cnd. compaction tests will-also be the respon-sibility of the. Engineer and will be made on the basis of borehole logs transnitted to the-Engineer by the Contractor's field personnel.
Howaver,.the Contractor shall conduct all laboratory tects Es re uired by the Engineer.
The Contractor shall.also select samples and conduct classification tests to confirn field classifications.
SB'00113
_2_
e
6.3 Plant Arca Foun6:tio.7s The reactor buildings and related structures have bcen relocated approxitately 150 fect easterly and 60 feat northerly of the '.ocation used in the June, 1968, exploration program.
The present locations, including foundation cicvations and loadings, are shoun on Drs. wing I:o. SR-7220-C-99.
The Contractor shall be rcssonsible for determinin; and obtainirg all necessary information required to interpret soil conditions at the plant area.
It is anticipated that approxim:.'cly S-10 boreholes be e
made, and shall extend into the very dense clayey till material beneath the site.
It is further sug-gested that alternating undisturbed samples and standard penetration tests be taken at minimum depth intervals of 2-1/2 feet for the first fifteen feet and every five feet thereafter.
Sampling and testing program shall be similar to the earlier pro-gram conducted by the Contractor at the plant area.
6.4 Cooling Pond Dike Aliennent Additional explorations shall consist of 7 borings located as shown on Drauing No. SK-7220-C-97.
The horings should extend to a depth such that they pen-etrate into a dense stratum a minimun distance of 10 feet.
Standard penetration tests should be taken at minimam depth intervals of 2-1/2 feet for the first fifteen feet and five feet thereafter.
All penetra-tion tests nade.in this program shall be done in accordance uith the requiremente of Penetration Tests and Split-barrel Sampling of Soils, ASTM Designation D-1536 (latest issue).
6.5 Spillway Foundation A study of boreholes on the centerline of the cooling pond dike adjacent to the proposed location of the structure should provide the most suitable location for the structure.
Unless otherwise directed by the Engineer, six boreholes shall be made as shown ca Drawing No. SK-7220-C-97.
The holes should establish the depth to very dense clayey till, its in-situ den-sity, and grading.
Penetrations tests shall be made in accordance with the requirements set out for the Cooling Dike Alignr.ent.
6.6 Sand f,or L;9 in the Dike A study of exicting berehole information and aerial photographs indicates three possible sand sources as shein on Drauing Mo. SR-7223-C-97.
This drawing-also shcus the prcposed layout of boreholes in these areas.
It is estimated that about 19 holes will~ be required to' determine the entent-of the sand deposits but this. nunbar may be reduced or increased according
-3_
SB600114
to field conditions, and as directed by the Engineer.
An estimated 200',000 cubic yards of sand is required for use in the ctbankment and 300,000 cubic yards of suitable material should be proven in the ficid.
Any satisfactory sources other than these shcun on the drauings which can b2 economically used for sand bor-rou =cy be investigated, follorring approcal by the Engineer to proceed.
The depth of the drill holes shall be the minimum ncc-essary to establish the botton of the sand layer.
If in any hole clean sand is not encountered within five feet of the surfaca, the hold'shall be ebcndoned.
/e At least two representative bulk samples shall be taken from each hole and tests carried out as described belou.
6.7 Railroad Bridge and Enbtnkment-Unless otherwise directed by the Engineer, the Con-tractor shall provida one borehole at each abutment and each pier location of the railroad bridge to de-termine the pile requirements and one borehole under the rcilroad embankment to determine-the nature of the foundation.
The location of the proposed bore-holes is shown on Drawing No. SK-7220-C-93.
The boreholes for both the railroad bridge and embcnkment shall penetrate a mininua depth of 20 feet into firn glacial till.
Undisturbed samples and standard pane-tration tests shall be taken alternately at.ninimum depth intervals of tuo and a half feet for the first fifteen feet and every five feet thereafter.
7,0 TESTING Laboratory tests shall be made en the samples as - follows:
7.1 Railroad Bridge and Embankment Fcundations Classification tests such as unit weight, moisture content, gradation, and Atterberg limits shall be made to confirm the field classification'of soils.
On the basis of these tests, samp12s will be selected by the Engineer fer testing to determinc engineering properties.
These tests uill include shear. strength and consolidation tests.
- 7.2 Cooling Pond Like Foundation and Spillwev Foundation Classification tests will'he required to identify the materials and ccnfirm.the field classifcations.
Other tests will be made-only at the direction of the Engin-eer.
?
~
5gS00115: _
w V
7.3 Senf for Use in the Dike as Selected b1 thp._Encinect Sieve annlysis shall be made on staples to cover the range of gradations encountered.
Relative density tes ts on selected samples shall be made in accordance with the current AST:' Designation D-2049.
Perneabil-ity tests shall be made on sclected samples of ths sand. compacted to a density equal to or greater then 70 percent relative density.
7.4 Plant Aree The Contractor rhall conduct tcsts as necessary to make foundation recommendatiens for the proposed structures in the plant aren.
8.0 AXALYSIS AND REPORT All information obtained from the explorations and labora-tory testing program shall be analyzed and presented in report form.
This report shall be considered the final soils report and shall supersede the preliminary report submitted earlier.
The final report shall include, but not necessarily be limited, to the follefing itens:
8.1 Soil boring logs and sub surface profiles.
This would include information on ground tater levels at the tine of drill.
8.2 Results of ;cil tests.
8.3 Furnish the'following foundation Design Criteria:
8.3.1 Allowable bearing pressure of shallow spread foundations on the compated plant fill as a f'inction of width for an allowable total set-tiement of 3/4 inch.
8.3.2 Lateral earth pressure against structure walls as a function of depth.
The water table for this should be for the maximum probable flood which is assumed to be at El. 632 feet and the top of plant fill at El._634 feet.
For normal conditions, the ground water level should be taken as El. 627 feet,_the reservoir water sur-face elevation.
8.3.3 Recommended foundation type for the reactor building.
The-total settlement and maxinum differen,tial settlement.should be given.
8.3.4 Recc= ended foundation type for the turbine building and for the turbine-gonerator foundations.
The total settlement and na::inum differential settlement should be given.
SliS00116
-s-y
_,,~
8.3.5 Recor endar! foundction tvne for the cuxiliarr building which is locate?' bet..*cen the two r;-
actor buildings.
Its structure and foundation will be separate from those of the adjacent three buildings to alle.: for possible differ-ential s:ttlement which must, however, not be allowed to exceed 3/4 inch.
The total settle-nant should ho given.
8.3.6 Differential settlen:nts between auxiliary building, reactor, and turbine buildings under the loading conditions given.
8.4 Review the following items included in tIie prelimincry report:
8.4.1 Reconnended excavation slopac in natural soils and in plant fill.
8.4.2 Control of groundwater in excavations for the reactor and turbine buildings.
8.4.3 Compaction requirements for the plant fill (i) beneath structure, and (ii) s.djacent ro structures.
8.4.4 Minimum depths of footings in compacted scil for frost protection or other reasons.
e SBS00117
-6
i 1
l 1
SU:' ARY OF'ESTI:P.T2D BO?.IUG AND SOIL S,YIPLIh*3 II: AREAS OTHER THAM PLA::T AREA UOR:: IJ.;CER ADDZI*DU : !;O.
2, P.
C.
7220-C-1 Borings Cooline Pond Dikes 7 holes G 25' l-T '
-Sand Dorro'.1 Area 19 holes 9 10' (arerage) i Spillway Structure 6 holes @ 30' 8.'.
iRailroad Bridge 8 holes G 40' l
(3 appear to be in river)
. Railroad Embankment 1 hole G 25' Moisture Tests and Density Tests 190 samples Strength Tests (Tria::ial)
Foundation I*aterial 5 speciments (3 points per test by stage load-ing)
Classification Tests 50 grading analysis, including i
hidroreter analysis chare re-i quired 12 Atterberg Limits Permeability Tests 10 tests on sand compacted to 70 percent relative' density Relative Density cn1 Sand. (Borro't) 10 tests i
i G
i SBS00118
4
.x.
C.
- m m.
d 'J
- s,
- s
.e
~**e e
)
s es s
l
(.
.e
.g,.
3
,,7 t
J.'*
.,J.
.l....
eg t.
t t.
.q.
s
.=
e c-........ *
..~
's J....
..'.l.
P h..
f i
n a.
SBS00113 l
I l
m, m
fr e
e c,
e..
1
',g,...,.*.
.J.
...f
...- e c
.s.
....t.i.. *...p O
1.
..t
......, e
..e.....
g...
..g.
2..
P*
......* * *..A p
.g -
.. L
. 3 i
.. /
..p
. *. g..
4
. p e. e.
... o
.a S......
,. 7.
j~
.v..
e e
.w.
- )*
t m.
...j...
g..,.
p p
.,3...
,.{.
f.
A. Jr..,,,.
4.
.e..
y...
.._...,p
- e.
.a.
y
...g y
i *.
.r d
.. 3.
9
..9 i
1**.
.F.*
..w..
g
.,'.4 J.
..y.
{,..4.,,,
t S.=.,.
= /.
a 1.
p
- d..
j
.g e
.b....$.
- ....a.t y f
..,g.
,.7
/..,.,
.L J... * *.... ' >.
. m.,.. '
t i
d.*..
?.
- .t d.....
24.
- ,,e... "..
....y' T.....4....
.. 1 e.
p
.'4
.,,1.'.
h.*
- i
.... 3...g 3.
g, t.
.s.=
... /. y..,m.
.g r
...,. *,. '. + t.
.J.
- e....
.g
- =,
y
. g.. '
...P
- r...,... g =. *.. ?-
...g.. y.....J..,
.e f 2
...g g.,...,e..,.
g
.),
4 -
,.,. L.'.*
T..*..*..'**
4.*.*.***2..*1,','**.J.*.e.Q-
.'4
- " ? **
- '.S.
%. ?.* ?.
I E
F*
- )...
p
.,,..9
.3... j......
'... =... =.
.. *t * *. in. 3.'...
p.
..... y
...J.
~... -
f
- 4..
- t 3..g g,.
6
.".yi.=.*
. *.p e
.4
,i e
J.
../.
9.
...g.
- c.... *,..
t.
9..
....L.
i. t
- ).. *...
...t y
s s
.- J.
.4....
N.
p J..g...
h.
f.
- e.
-,..1,..
...y...-.
+
1 4
......z...,..
.b p..
........p-
. 3. 3. J.
.g s
.T.**,
e 0
4 r.
s..,...y.,.
l I
e
=
.7
......,q...p*J.....
e O
y.
...t r
I n'
J..
,.,...J.....
....h J*
S *.
g..
d...,g-s g,.....
g J,..g....
, s g,,..
...p
....... f, g.e
..i..
.g.
e,.
..d.
t g
4 3.3.........
3.
y
.p
...,....l..
.....J...
s
...g=,.
.%.. * *%. p..*.* 2 t
..=
e......
r 4
t ' -.
...r 7.<...
J*
1 t,
.,.. a..,..
...... o.......
........ -.........p......~g
."..Jn...
.S..***g*.......
- g..g..
4.)
..g*........
f
,,.4*...
3 g
,3r
. s
.,.g...,.,........
..y
.....,,. t
..g. e..
. *f
.4 j
l
. 4.. 1..
a t
..,?
8.
- g. s...--
g ;
. e.%.
-.....3 e
T.
.. g l.
.. : 1,..*
.,g.
.'?.*.
r.
'g g...
.e r 1, 4
5BS00120 4-k-
i
!n
,..s F
+
v SK-7220-C-4 Foundation Lording Sequc-nce SK-7220-0-26 Prelimine.ry Site Plan Bore Hola Location Sequence cf i:ork The construction will begin uith the Containment Building foundations but will be followed in a vcry short time with the other structurc=
^
.and all will ba brought up concurrently.
Plant fill will be brought up concurrently with structures.
Design Requirements The_ gross loads applied by the structures under normal conditions are sho.:n on the drawings.
Exploratory Borings This exploration will consist of six (6), borings, one (1) of which should extend.to the bedrock.
.The other borings should be made as deep as necessary to make possible a satisfactory analysis.of the founsaticn conditions for the plant.
The six borings are located on Drawing SR-7220-C-26.
In addition to the exploratien of the plcnt site, the contractor shcIl make very preliminary enplorations and. testing.to check tha availabil--
ity and quality of five (5) million cubic yards of fill material for the cooling water pond dikec, plant fill, access. dike, etc.
It is in-tended that the ncterial would be obtainea from the cooling vater pond area which will be encav:ted.to El. 603'; therefore, the investigation would involve exploration of that area and drilling of nine (9) shcIlow exploratory horings to El. 598' to obtain representative bulk samples
~
of the caterial for labcratory testing.
Contractor's Supervision l
Field and laboratory work should be carried out under the directLsuper-vision of a qualified soil enginear in the contracter's'smploy.
Drilling -- General f
Dorings shall be drilled with a rotary machine, equipped with~an hydrau'_-
ic feed capable-of securing satisfactory samples of the required diaret-ers to the required depths.
All accessories for drilling such as cas-ing, drill rods, piping, pumps and other materials or supplies-necesscry for the contract and.all scnpower required to supervise and perform the drilling-shall be' furnished by the Contractor.
Any equipment uhich, a.s determined by. the Engineer, ic unsatisfactory for perforr.ing the con -
tract shall be removed fror the work site and replaced with satisf actory equipment.
All equipment which the Contractor proposes to use in the centract shall.
be modern equipment in good-condition.
All parsennel'.shall be competen:
-and experienced in. drilling _and sampling work.
Such equipment and per-Jsonnel shall be subjact to approval by'the Engineer.
SB600121 L.-
-~- -
b e
e
...e a p.
.g
+....y
.4,.,
.p t
g.
. s e..
g 4
e, 46. s. -....
'-......... '...y...
J.
, 3
- 4..,p
.a.
e.
e g.
,....g....
4.
.. pg,.
- e.. ).-
e 3..
,.g4
.J
.g
- g...
.)
g
.g..,..
A......
i,
,........).
,,,.,...O..
.. E, s.
......,3...
,.,d e
. /.
~
w g..I.... )., f p
w 3.....
O..e.
- 14. -
D.-.
l g.
.,.,g....g... d
%d
.g p....,..
.y...
.S.......
,. J e
.1,.
=>...,..,,.
.,t.,
.g..
p...,...J....... '......
s.
a,....
4
...._3.,.,....,....y..
4
...s.9..
g.
..y.
.9.
..,y.
t.
...d..
og..,,,......,.......,..
e
,e..,
e,p
..,..s.....
- S,.,,.,,
3,,.,,.
4 A.'.....
8 4
- O...
7 e......
- 4. *...
p,.. i. ? J...
7"...g.....,..
s 3
.%*F T
8 9..***w..*..*..#.*
g S...
- ?
i
. T.
^ *
.... a..
- a..
q.
u.
J.
.,.3
..,. g. j...
s d
s
,.... 6
'e
/
v
,e,
.e
=
e
.e g.g 9
- m..
.... 4 e
..g
.a
.,s..
9.
,g
==...,g.
.-.g
..g y.
a g....
..e
. e... v.
g..
p
.g,,.
i.
,. /.
e
.s e
. g....
g+
g..
o.g s.
4 j
a.-
i 1
,.y.....
.y
., g.
..-..,..J.,
... /......
1*
9
,......g<
. Lg.....
.... p f.
.s 1..
al.
..y..,...
&... e..
L.g.
h J...d. *,. g.
- v,..
.=
.S.,.
g
..g..g
)
g
..6.
.J..
p.J 4.g
.c g....e ee..
g.
..g..g.........
p,i,==...,..'e.
i
.,i.,...
g L
w, i
...,..4 9
- e..
,...g...,
g-..
9,..... "&
- g..s.-
.ig
- 4.....a f,.,
."L..
e s....
... r.
J
.s....
g.,
...,..,.., i
.,..,=.,.e.
.*3.
..s
- i..
.g 4
9....
e 3
2 t
,... =........
.s
...-.e....
- 4. 6.
b,...
y e., 3..
.g
.., *. +
.J
....,..q..
.J.
3,
- '.g.
L.
u
....e..
se 3
.a....
- * * * * * * * * * * *.. ' *. *** **J..
i
- t.
.... -....J.**
..g
..,s....
- *b
.2
..e. s.J
. ~
. r.
't s.,
t 1......,
O.
p.,
S E.,0
.s.
.u.
...s....
g
.,u...
..s
.u r 't.. 1.
- u... u..
r.-
,,s. 3....-
. s..
.e..
a..g
.g.A.
=.3..
...,J 9 % -
.'.3..
1...**...,
y 4.
. *. {. S e.r. 4 t.
e.
O., ' s
.a.....
- 2.
3..
..q c.
. -.. g...
..,p 4.-
.......g
. v. ',. 2 &...,..
..-.4 n..
..J.
J..
... +,....
4*
.S
- =.*.g**,
- s. g*
q=..
..g,
. r L&..
....,.. e..
,.-.4
- P.
. p ***.3. A,
'J".-
.P.***2..s.-
.*9.=.=.
9....
.*.t.
....T.**.***.
e..
..j.=. ;s..,. =.
g.
. i s.
a:.1.. s
,. i.
t*-
.P...
t, r& p.
.t..
. ?.
t..*..
.a t.%.a..g
.t t.
- o*
s D
5B600122
~
W h,., e.
L 2.-
1 e
l I
1 e-
- i
..,?*..
...f...
=,**p
.y I
..g.-....
.y e
g**
sa S
. 2..P...."'.'.s.
7" *
....*. C. A. F...*.
a
.e.
. =. =..
1 *.L.I ***J.
.3.
4..n g.
.%** *-2.*..1***
g.
s
.s
, s.e.....
.A
...a.s.....e w
2
. a
.*"b.".*. ".4.*....r.*
s...
- ..e.-*...... *.
t.
..[,
.e....
,% 3.
. g 2...**
./
i A....
.. 1.
.....L. e.
....1.,..
1 s.
4*...
- 1. *.
- '. 3 r
(.
..e
. J... ;.'.
4..
p...... n.
..S...
..g.
g,.g.....
n.
4.,,..
r
..g
.3. g....
2
.y....
w.
1..
.....6 r...
- 1..
p.....'.
- f., ' ".....
.e p
..4,
.s.
...3.,,
S.
.6
...,..4 1s..,=.
g p
..,3..
! g s...
f.
- ~1.c.
- J....
. 01
.3.... -
.1. -..
a
,. L
. A *... J. V..
- s. -
.g...~
t
.,. *.L 1.'
...N
'.g.
. o
.b p*>....
4
.r=.*
o....
. %. "a.
. 47.
g
.d.
sE....
g %..
%/.p 2.-.
.r. 4; e...a e
^
..g
.p.
y.
.O
,. g *
- y.=.4 m.. p, %
- _i I m e J..
..4*.
g
=.9 e
.4.
- .****3 3.
5*.*.*.**.8**.
'.'***..e*****'.'.*.
1
..,.)..q -
.g
.......,2..
.. a,.n...,. s
,3.
- 4. Ct..
....1...r
- l
.e 4, p.
J.....
2....
.w7..
.A
.e..
w.*.
h.
.e
."... -.. r.3 S
..=.=3'.
6.
r...
..?.
c*........
3
.p. =..
s s...
..,.... =.....
- .,w..
.g.
..e s
1
-4..
i P,.
+.
T
~
...4....
f.
... + -
,..o....,.
... g
......,s.--..
' s.. a....,.,..
g..
..... s
.y....,.
s.
. =.
a 3
2..
- m...
4.
.,J -.,...
....A
.,,.y.,..,.y.
.g.m 3.
..w.
..:.... ~...
- c. n... m.. w 9. 4.3 n
......y,.,
....v.,..,..
3 3....
.........c.
.y.
g....,
..... _.......,.,.s.1
...3
,.,...i
.....e.
g
...p,,....
1..
- n....,.
d ?
- n..,,,..
2..: :...
...e.
.g..,a
.T 3..
~
..~-
.2..
...,,.. s
. -..a, a
.i..,
.,....o.
4., s.
- g l
..m.
. ;.e.,.,..
. s.
.3.,.
,..., 3
.,.g..p.. -.
.s..
....... n
....s..
.,.g.*.1
. ).e v..
.s.
.e....,
2 w... i. _1.,..i %...
. s..-..
i e..o.
- . n.,.
c... r }.T.
w
?.., u.
- m. 4,,.... ; v...n
,:....n.
w n.~... n. s,, -. n n....
~...,.,
- s..
S..
,......,.....,. -,.,,,, =... -
- 4. :;3 t.
.. g.
- 1. *)..
p,,,.,
- c...,
t, 4. 's~
....x.....
43
...t.
,. 3.
..., v.. y..
m..
,,............s..,
y t.
4.
- r...,..,.
3...,.......
A t
4 9... J 7.. 4..
i
.s..,
3.
,:.. 4..
4...
.. O.;.,., e............... - p... -.o..-p.. ".i.
.t
- n..
1.
- a..
,t
.J 3.a.
, r.
.. r sr
......s. 4 4.s 1 2 14..r. a n.)........
.s
.n
.....e 2
s.
......,>.n....
.s-....s..
1 -.
t
.,.v
.,....4.
...s
. s
....*J..
. m.., r.......a.......
....a...,....
... c l
6 s.
l
..s L
SBS00123
.e
- r, t.
' C. F
..r,
O e
e s.............
p.
.t e
..e e
e.g...
- b. e..g..
,.g J
. g g
.w e,
..g.
...e.
- c. a,
r e.,.
9-.-
,1 d
.......S...
......... s v.
....... j.
g y
..6 e
..o s
.g
. f
......y
.g.
..,. a..
.g
..g.
.g.
k,.g..e*.
e pw..
e s
p
.., 4. s.
b l
.*..... J..
3.
er p
.w..
- t..
y=...
.1.-.
- s.**
+.
g
- m. 9.. n...
- 2. p.
,.t*
...g.y...... 4..e
=.
y
==
.a
...a.,
3,g..
q g,..
...4.g.
.J.....
.p
-)
- pJ g.
1
..,.. +J
.v
...-i
..e t...
I e
i f
- g.
g *. J..
J.4#.
,..g 2
9
,-g p
- e
.e
... 9
- .4 E..'.**.
g 2
p g
-.,g..%.
. s# s.,.,
L.
.........p.
..g
.4 3,.4...v.=.....g.
g
...g....,,...
- 3..
..s.
e.
J t,,
, e
- i.. p d.
.t. b
- e...*b'..
l
- ., * *. * * ~ *
.J. *..J. J..,
%.. ' * ~.
..e..
,g..
.D
.2 m
t...
.w
..,3
-..3..*.1.**.
- 9
/..
-. P....
..9,.
...L 8...........,.......,.
..e*.,
u.. f
- s....
q
.J....e.,
... J l
ei....
.,f
. 3....
..g *.
....,3.J..-
t
.g.
.t
..g.
,g..
p...
.J.,*,.
g........
e.
3..
g.g,.g 4
.&t.
- 4..g e
g...
+
w
?
4 J.
.. s.
- g
= *.
J.. +.
8.
..... ~.. "..... '.
...". 8./
..s....
.*J....
J &
3..
y..
.g...,gw....
g 1
. ;.. =...
r.
7....
s
.e o.., u
- 1...
, g 4........ v 3.2
.at..g 5
.3
.g..
p.=..==._....
T.*.*
a.
J.
,..s g....-
p f..1 3.....
Jg 3..**.
....g g
l 8
p
.g.
.. ; p p.
4.
- p.. m.i...L....,
.. g-g.....
4
......g...
.g 'J 4
G l
.'.)J......
t,-
- =. 4. *
.~...;...u.
J e.
-..... ~
-a.
t 3..
g 4
...g.
. d e3.-
.g..
6 J.
.......g...
.. s s
3.*.
4.".
".4
.
- *g...
a=.., **.*
- 2..*
....'.g.%*4.*.****..*...*. *
.s..
a
,., *.s,..
g..
4.
i
- O.**.
....S~.**.**
...,,7 4.
- A'*
4.
g.,
O
.,, e.
.g
.g e.
i w.,., :.5
..A u
9 * *
.g
. g
.g 8.
7
...i..
.,4..
- s. g,.l.
..... J p.....g,...,?
3.'<'
- 2..
.....'..1*
i.
=
.Z
.,A4.....,
..i..
4
.... J. e.
.6.J.
... ; f.
...,..4,.
...j
..,g J
.%4 4*
..(.
.g
?.
4..c
- ..9.
. *n.
e....
t s..
.f.:
..... g
....s.
g.
4
- J?...
- J.
...k 9 4... J J P
- 2. &.
.. E *. J.*
g*
- d* # *
- l
- 4..'3'.'..l..
i.
4.
.J.
...b.
b
- 4..
-g.3....*
.' 8%.
...***.*.**.E."...
E **
~S.*".m.*'*.* ~ t. *.*L. - a.
i* 4 C. -
- ..... " *..S.*..t..*.*.
t',
... {.3
(... g 2
.g
. g g... J..
,.g 5
.g.
,,..... g
- b. s. g=.J g.
1..
.d.
p
.g e
=
.. =...
... *..... J.
u.,g.
...J...,.*
J.
.n.
. 2..
..9 3
.u, SBS00124 d
T P
e
- P...**_**i. ".+. ". ",. * *. *.
."...T....
i 2
.. 2
- 9.*.
."1 %. ".
.... a. *
,.u.
3.. s....
v...
., 5., 3.
...... s.
........... a, 5..,
.e..,..
. y
- e..,. s..,...,.
. c..
~....
..t..,
. g
..9...
.g.
- p... (.
..,-e..
.... u.
w e s
.....s..w 4.
... 9....... -
-......y.
- u... c..:.......
3.,..... )......,,,..... = -....,
.,..r m.*4.
'D"*.d.'~.'...
a.,,,.
.3.
J,... ;
, s......,........... w......
.._.3....,.
.4.
...e..
,g
.u
........... s.
.... s...
s
- a......
c.
C q.
"t......
a.
s.
p
... ~.u,.
...s:.. *....':..
w.
- n..=.
s.
O _-
. =:
~..
4..:
.=.,
4.e. )..,...
,..-. 1 e.e....
1
."L..
.1...
J.
..,..L...,e.....A.
...e
.. a.
. 'l
.3.....a.
r.-
- m. s e...:. :. :.. =
4 Ja..
w.,..-.
3
!3 -.,'.-,
%m.
.s A w.'J J
wC..-...*
a.
n s
s
.. '. - : n.....
- .I u... s.
- s. %.. u...
t
...1
.7..
..I
- 4. =
1paae e
sanmimmar=
~
.,...p-.
...4,w.p 3...,,.. -....,
- ,..,... =...,... -.
4
- g.... e 4..
.g 2.
3.....,..,......
- 6....
w... e..
....,...n..
2.
a.2
.,.. =..,,.. -,.
... u. o,.
2
..3..,.,
._.s
.3.,.
Q..,....,4.s....
.,7. _..,
. -L..... =.
n.
., s..,,..
- b....... _.. o.:....., a.
.3.-
9.g..... 3
?.
- 7...
.. =....
- g...-
...s
.a
.. -... - :-.:--1
... ~...
.r -.
r.
.v.
.m..
1, 3
4
.,,.,.aO...
w...
1 s>
. ~........
u,.s.
3.
- 2. -
-..r...t,p.,,,,...
...,,r
.s....
..,),..
L. 4-
.... -.,. --.. o
..,..s.
...... =. _ _,
...-.,r..
- .. u.. -
p.
.........2...
- 3...3..
,.,g..._
=... =....
..a.
.~....w....3
..... r
..L,..
s
- u..
az.
.s s :. n.
.h...
..m..........
, O 3.
3
..3.....
... 1 1.n
. i r,.,.- - - -...;....
.. so 3.
_.s.;
.3.
t t
..4..
<.......a..-u....,
S.,.1.,. A
,. i.1.,.....
...,...s.
. O....
. 3.s...
L.
.s -
.. S
.?..
.n.
5...,_.'.
- 1. :
+.,,:.
.v... ")..
3.
4...S.
.7
- p. o.u.
.,s,..
s..
a.
. 6 g *.. =_ f.,
- 3
...S.--.
....*]..
J. $.
g St. **..
- a
.I.
, I g.
.3...
.a. 3.fa.. g. ~.9..;
.. -..iy
.=
s
.,....g
....6-,.L... 3
.m....g...P.
..[
.,. s..
d...
.4
.v
..../. -
u.
,J e
,.J--
- 3..
-...q q..... =.......
.s.....m.....
4,......,s 3
3..,..
3
.r.,)...
.s......
.g=.,
{
p.,
- 1..p g
.O
...g r
- s...,-,.
..g.
p 9..
..s..3..-...p
..g
..,3.....
a...
- a.....
,.,~),..
4.
.. ~)..
CO 3
%.=......... o. =.
......."1
...r t
.a c....
- %.s... 3.
- e... s.
.v.n.. ~.. ~. ~........
3.r..
~ - e,.. J.-,. - - r C.
s 3.s.
- s.,.
s~.,.,-
- 97. 5
.z....,1.,.
c.........
a
.a O.:
4-Or...
c.
.s.,
- e..,
g....,.3....... 3..%.
-.. u..1
.s
-.,O...
.. O C.
.<s.,.
.1.s. u..
.s 3 <..- -,.,..
,)....,,,,... t.
.,,.,..,. s
..g.,
...g......,...,.
s..,
......,,.....,,,.,.. m..
e %.,.v.,.
J O.3.e.
s.
- a... ;, s....
. 3 r.=
... S. g.
A..1...
=..gg....o
.s.a......
6
..J..
-.g, 4...
p*.
...a 1
?****
.3
- 3...g 3....
- g. -.
m.,..,..;. ;..
n.......
.-3.
t.
g
.. =.
.r
..". 3
- *.... * *.. =..
s..'.
.m.
--.3.,
3 L
.g.3 '*.1 gg.
=.. =. *.>..c...
.,. 2.g s....tg..
3.
g
.o 3.
2.. 3.,
O..
s. O..... A...O..
,3.-
w. s... 4...
SBS00125
n
.w
< +..
-. -. +,. -
-. - ~.
~...
_ e..
.1 3
-e.
ss a
t
?(..
g.
... e./
..-3...
..,..J..
e.*,
. 6y
.,/. l
- e. 4... 4. <.
5.r. * (., r.
t e.,...,.
w 6,... *... s.. %.
- 3.. i
- g.
{
...... L
..*..s.
.g.-
p 4.;
&).. J i. 4..
..t A.? s.? e.
3.
.. 4. *r.
. e. e.
.y a
..'.3...
.s J.-....
. s/ *....
..s 6....
4.
g..
.,. s
.r..,,
..4.,.,_,
.rs....4, w,.s..,.
- s..
p 4.e. u..... 3 4 9
....A s....
.4..,
4.
..i..
t..,.
4.1 4,....,:.....
1,,,.4.,.,.,..
w.i.
, a. 4....,
eg.r. :...r.
.n
. w..
...... Sh M...
1
.a
.s...
f.. - L..,
..a.....
.,p. :. J
.., e.. 4..m. 3
. g.
. E..
..u..a i.
q.
.. y.
. s..
1 s
.J..1....
2 j
1
,,.......n..,
. 3__
...,,.y.,.
s..
c.a t 3.3 g.
g.
...,...e.
..5 g
.i i t-
..... < p
?.. i.i,. 4.,.....
u..
.i -,
4.1.
{.s. )
s,.,,. :-.....t
,.5..,s., :... _..
....f_..........., : *). p., e.
i.
- 3.....,... i,.
a...,..
4 e..w.C'*.***.*..,*.*.~.
g'.4. 4. ).. 7. ',.*..... *..
'v.7
'..*..e-.r.'. ".. "..
e..
b J,.
- i. i
...g
. f g..
4 m.
a.(.1p.
I n.,.... i. 3.* m.. 4 1
.e. o
.. I 9,. 4..,3 3
e y.
l 4.,.. p 3.
n.
., S.
! ' t g
. : s.. 4.S
. g..... > g O.~# U.i. '..".
S'. *. ' i...'"'. '. '. "..,. *.. *.. ' '..
~
,,p.
.....~....
I i
4 I
1 l.
4 1
l 1.4 2 -,
1 1
J l
i l
d y
t i
4 i..
e s
.a 4
4 1
7 a.
I I
k, t
ll t:
~
~
J
~
SBS00126 4-v g
r
-.9
( -,
h..
J
,,bs
-s
.-8L-w, 4
w d
Bechtel Corporation Inter-ofilce Memorandum 1
l T*
J. H. Blasingame Da'*
November 10, 1969 4
j sveiect Consumers Power Company From H. H. Burke Midland Plant Units 1 and 2
'j Job 7220-001 o,
H & T - Soils Cooling Pond Dikes
{
coe.es se J. G. Thon At 50 Beale Street P. A. Martinez I,
R. L. Kulesza.
t We have reviewed the results of earthwork control tests performed by W. H. Floc,d & Co. between October 6 and 24, 1969. We have also fur-
)
ther considered the question of. excessive moisture content of fill, which j
was again raised by John Eden, in his letter to M. J. Mitchell dated October 31, 1969.
1 l
Regarding the test data, we observe that in 6 out of 7 cases, the i
moisture content of the fill was below the optimum; in 2 cases it was j
lower than the minus 2 percent of optimum permitted by.the specification i
C-10.
In earlier tes.ts performed by Michigan Testing Engineers, Inc.,
in 24 out of 48 tests the moisture content was also below the optimum, including 10 cases of more than the allowed 2 percent below the optimum.
Thus, a considerable proportion of the tested materials (over half) was below the optimum moisture content. This seer.s to indicate that it is quite practicable at this site to construct fill meeting tha specified moisture criteria.
4 Difficulty with moisture content of fill can be reduced by proper selection of materials and by taking suitable precautions against excessive j
vetting of soils by rainfall. As an example, the broadly graded sandy, silty till characterized by a maximum dry density exceeding 130 pcf, can be expected in its natural state to be at a suitable moisture content to meet the specification for Zone I with a minimum of moisture-conditioning.
The subcontractor should consider scheduling his work so as to use this type of soil under adverse atmospheric conditions, when he finds it difficult to meet the moisture criteria for Zone 1 using the more clayey soils possessing a higher natural moisture content. When the wetter soils j }
cannot be used in Zone 1, they of course can still be used in Zone 2, which does not have an upper limit on permissible moistura content othar than the requirement that rutt,1ig by 50-ton rubber-tired roller should not exceed 6 inches.
6 b
SB5000GS I
=
~~1
~
I Mr. Blasingame November 10, 1969 In order to minimize the effect of' rainfall, the borrow areas should be sloped and drained to prevent the ponding of rain water, and the dike construction surface should be slopec'. to drain as required by the specification, and rolled by smooth-wheeled roller prior to expected
{
rainfall. These requirements are emphasized in the Design Report.
i i
Regarding the quality of work produced by W. H. Flood & Co., we observe that some of the dry density - moisture content curves get j
further away from the zero voids line at increasing moisture content.
l This implies increased air content at increased moisture content, which is
. contrary to what is normal. The attention of the laboratory should be drawn to this, and the test points on the wet side of the optimum should be repeated if such anomaly is indicated.
In particular, the result of tha i
test performed on October 6, 1969 should not have been accepted.
1 Also, we recommend that the procedura employed by tha laboratory to determine the moisture content of fill should be reviewed to check if the material is being dried to constant weight and that the metW. is compati-ble with ASTM Designation D-2216. Although the results prod. d by W. H Flood & Co. may be quite in order, a need for such a check v:a suggested by the fact that in as many as 7 out of 9 cases the moistr w. ttent reported was below the optimum, while earlier tests by Mi r.s: Testing 4
Engineers, Inc. showed only about half of the results at b c the optimum water content.
i e
s
/ 35 W
HHB:RLK:ab
,..Barris H. Burka t
i I
~.
5B:00070
.,........ _ _.w. s. -
becs 11. Wahl ' "' ~ ~ ~~
~
~
~"
~
~
K. Wiedncr 5 - ^"
- g L. Dreisbach Beghtel Power Corporation
~'
"* M*#1"E R. Casticberry 777 East Eisenhower Parkway GEOTEC m AHec
^"" #"*
98" P. Beenci
_. DISTRIBUT D.11alligen as nassew P.O. Sex 1000. Ann A'_bE 6 M win 1.f.i o,s,wa p u g, T. Johnson fI A. Ganguly oner
/
Trl*.*CC Y so4r,.
gi
?
.~-D, /
.e-1;LO-rs021 k Al TB l 1
August 15, 1979 I k. G.S. Ecci'.y Projr'st l' c" ' tr CC::;~J.25 K:r. CC2n:I m,y
.cozzo5.+;d),
10 *J U. Parr.211 need p,o, an,-
I
'u Jecimen, W.ch' ca 49201 RECD
..'. f..* q '
i
Subject:
Midhr.d Units 1 and 2 Conaucers ?crer Cczpcay l
Bochtel Job 7220 DIICL*L G.T'O.!sTO?. IUILDING tin 0 VAL C:' d.EDE2 File: 0614'[2!01 Referencent 1)
ELC-G301 dcted 11/1G/70, P. P.:rtines to G. Kcalcy 2)
!!ceti:r, Uctos of Cas:ultents F::. ting os 5/10/79 3)
Ifectin; Hotes of Coscult==ts Meetin';
on 6/13 esd 6/19/79 4)
Iketinc Notes of Concultanta Meeting on G/20/79, Denver, Colo.
5) str=ary of Presen-tation to 2:?.C dstad 8/10/79 6)
EELC-317G (taletype) dated S/12/79, R.L. Cas 1 cherry to J.F. Neugen Daar lit. Kccicy:
The purpo:a of this latter is to advisa you that the intent of the pr:lond prop..:2 h.u been achieved, and the surch:rge can now be removed.
On Usycuber 16, 1978, we advised you in a letter (Referensa 1) of our gySwf,y g.
59.201564
,. t Bechtel Power Corporation
/
m ecorr
(^
CONSU}CP.S PC'.'2*. COM?m;Y August 15, 1979
~
BLC-8021 i
Page 2 intent to c.=7 out our concultests' ro::- nd tion to prelord the i
dic 31 g=c::::: buildin; cud equi;=nt found tions. The plac=:st of ourch ;.s intics cnd cround the diccol genc nto building ve co=picted in April 19/9. The curcherga concicred of ecnd es chcun in D uing 7220-C-1111 is:ued fcr construction en Jerm-y 10, 1979.
During the r.:cting uith the ec=sultcat en M:y 10,1979 (Ecferenec 2),
~
the curch r dr.pth of 20 feet v ecusidcred adequate. It ces ::cocannded j
by tha c==1t:sta thrt the curch:rgs be caintcined ce th:t icyc1 for j
appro:d-t:17 6 cdditic..1 vechs to allow pradiction of icn;-t:m settic=ent.
In the ff:ct p:p: of Juno 1979, edditic.41 instru=:ntstien Ucs inctclied l
to obta'.n prc:ica cattienent data and esacurc=nt of rebound. During a mid-Jun =.thg (F.cfc ceco 3), the ces ultento concluded that on ths l
bacia of cveilc.bic data at th:t ti==, predict' on of futura set:1= st i
could n-t b.. rXa, cnd it una requested that tha cctcl.--"t rc:*gs ba l
continu:
.:o in.2 m. tha dsta bn:c.
f
![
Durier, a I 7.n.1979 = sting (r:forenen 4), the conr. ult: cts cot:1uded that tha cn:..r;a eculd ba re=oved in August, pre /71ded th:t the acttic=cnc trend cc+'-"
- p cycr to: peraturo co==ctio:s h=va been c de.
Tha t=p:.rctur c : sction devicss vero developed by the st:ff of Goldberc-l Zoino-Du:.ti:liff G urociatcc. Tha adaquccy of the surch::co prog::s has been ot".e::inci. by n.B. I'cch, one of tha cencultents at tha procentation j'
to th: IrlC s s July 13, 1979, an fo11cus (naferenes 5).
i1; "h rc ults of the prelosd procedura have bean 2
convincing. The obce:ved pora prescures vara om:11er then c=tu:lly anticipated, and they i
discipstod rapidly. Hence, primary consolidstion i
vco ceco =plished quickly, and the curva of settienent as a functics of the logarithn i
of ti=2 bocens 11nsar shortly after the co=piction J
of placcennt of the fill. 'thereforo, it is i t posoible to foraccst the settlcment that l'
would occur at any future tima by ai=ple a=tra-polation, on the ascs'. ption that tha surcharge will rer.ain in pinco. Even this an. w t of i
sottic= ant would be accepenblo. Ee.crer. the I
projected cattlo=cnt determined on this basis is an upper bound beenusa the surcharga vill be recoved, and the rnal sectiomants will cartainly bo s= aller."
It was R.B. Pock's jud.1st that forogoing circu=stancas a1*a%te any C
uncert intics cenecrnin0 the cattic=ent beh=vior of the dianci scnorator building raculting f:cs tha underlying cisy fill.
L l
SW.01565 L
j h,
% 4,1p
~
s X
L
- WCO7 Bechtel Power Corporation C0:15U!2R3 PO*JI:R Cm:PA!!T August 15, 1979
[~
B14->8021
~
Page"J
^
s,
3 on Augue: 2,1979, codultente R.B. Pech and A.J. !!endron, Jr. stare provided tith tha 1 stent preciso acetic = cut detn rc.d calculaticus for acechlichia. rc:idu:1 ccttic= cut. On Au: uct 10 end 13,1979, A.J. Hendren concur:cd, in a telcphouc cc:vc :: ica, with Ecchtc1's findings that the rato of cettle :n: hsa decrocced to e,uch' an cutent that for the la t 6 vecho thero has bai.nic:centicily no cettic st, cud that cufficient date h va been cbtcInnd to allcu p cdiction of leng-tern acetic: ant by catrapol tit., tha cveil ble settic=:nt data. Csiculctics: bcsed on precent da:s indiento that the residual acet1memt o;;r a period of 40 ycnr due to eccc.dcry consolidction of c1:7 will bs loco then 1 inch.
A copy of this ccnfi:sstion Ic:ter fren the c nsult nt: vill be provided j
ca seca ac it to received. Because of,ths Ecyc.bic settic=ent characts:-
{
intics of tha curch::co, the de:1c;n int 5nt ci the PSta in regard to prediction of icn;-te:r set:1c==nt h o been m:t.
t In conclu::ica, the p;ciced cper:tien has hann cuccc:::'.11y cer ;1ct:d.
The ace..iptanco critarin h=ve been cet b/ p otidinc, a r211 L1c rc:id -?
ccttlement p cdie:1.n. Stru::urce, cc p: :n:c, and u:ilitics will bc decign:d to cece.o.!r.:e tha lw;-:::= cet:1. n:.
P. =cval cf cutch::co w"1 cc-nca en he::t 15, 1979. Con t::uction h:s bcon incerue cd accordingly (T.sfer:nco 6).
Very truly yourn, S.
P.A. H :tinez i
Project M: nager Ac/bn 8/15/1 l
i
~
}
4 I
cc D.B. Millor T.J. Sulliv..n B.W. Horguglio j
W. Bird T.C. Cooka p
l a
6 l
l e
t - t l '
i t
n 520.01566-
^
.... ~.............
f l
)
Y _- W & k
/
CanGMle CON 5TRUCTION COMPANY / P.O. sox 500 /U.s. 31 a M43 / SOUTH HAVEN, MICHIGAN 49090 /(516, 537-1171 5
May 17, 1974 khhh S
MAY 2119N Bechtel Power Corporation BECHTEL POWER CORP.
P. O. Box 2167 JOB 7220 I
Midland, Michigan 48640 p
g n g5-j PER Attention:
Mr. E. E. Felton, Project Superintendent l
Subject:
Midland Project Contract i
i Gentlemen:
j At the request of your jobaite personnel, consider this correspondence our request for a meeting to discuss the problems that have been, and t
are being, encountered with attempting to place Zone 1 fill on the sub-ject project, The difference in characteristics of the fill material, from that on which our proposal was based necessitating the change in specification as per change Notice #6F, has resulted in the following:
1.
Because of the finer gradation of the material, it has been nec-essary to exert significantly more effort in order to get the mater-ial within the specification requirement on moisture, resulting in higher cost.
!l 2.
This also results in our not being able to place fill on many days becauce it is impossible to dry the material to the specification
,g requirement prior to receiving additional rainfall, resulting in i
~
delay time on our equipment and personnel as well as schedule.
we feel a meeting could be significantly beneficial from both a schedule and financial standpoint.
Possibly something can be done to initiate a more workable specification that will enable the job to progress much more rapidly and economically.,
i Because of the finer material encountered in the borrow area, we are
~
- looking at a significant cost differential which could result in a large claim if the present specification has to be adhered to.
If the moisture requirement can be relaxed, we feel that the required den-sities can still be attained with a minimum,of additional compactive effortlesseningthepossibleclaimverysQ3E;its,antly.
It would also enable us tc work 1_.i_f~==y f_=;', y p ;-q f.ygg _p
=
=16e.to work,
.t
&y_Lu Ls,-_;.-
2 i
- Hl-, Hs r
a q
-t ct)gp j 4 2 :..c.q_9
,. +.
-=-
m--
- .,l...y 4
r; j
j jj. 3l3 l s 1.b.D : i i,..
i 5
I_ s's b:
.10I 1 ::
g 4
d}
Gl a
$ b 8k
!jI h
iiS00477 u
~'
YTE CD CanOnta CONSTRUCTION COMPANY / P.O. sox Soo / u.s. 31 & M-43 / south HAVEN. MICHIGAN 49090 /(616) 637 1171 Bechtel Power Corporation May 17, 1974 Page 2 I
resulting in an earlfer completion date and thereby significantly c
lessening the possible claim due to standby charges.
We feel that it would be beneficial to all parties concerned to hold a meeting as soon as possible in order to come to an early solution to our mutual problems.
We await your earliest reply.
i Very truly yours, CANONIE CONSTRUCfION COMPANY u) xmy Jack McKane, Vice President Earthmoving Division JM:Jkb r
t i
l I
1
{
t I
l
?
l Road Building / Foundation Piling / Earth Moving / Caisson Drilling / Marine ConstructidTWOO478 j l An Equal Cooortunity Employer 1 t U
. = -.
e...
.:l s,
l.;cclitol An:;ocir:le:;i>roleuniorial Corpot.
Iriter-olhcc Memoraricuin len To T. Valenzano U"'"
July 2, L'J 74 3
J. Connolly i
suotect lium P. A. Mart inez i
Midland Plant Units 1 & 2 l
Job No. 7220 of Engineering Responsibility for Soils Work in j
cop to Field 4:
Ann Arbor s
File: 0294 M. M. Krout E. Felton Z. Tucker
~
3 J. C. liink i
.l Today I met with C. A. Hunt of Consumers Power Company to clarify his understanding of the responsible parties for soils work on the I
Hidland Project.
Following is my understand!un of the roles of the I '
i I
various parties involved, as discussed with Chuck Hunt:
1.
Field Engineering under the Field Project Engineer has prime responsibility for impicmentation of the engineering
,(,
design in the area of soils, as in all other areas.
Be-sides maintaining their own records, Field Engineering pro-vides Project Engineering with soil boring data as it be-comes available.
o l
I 2.
Field QC has the responsibility for reviewing and passing i
on all soll test data.
The soll test data is provided by the Materials Testing Subcontractor in accordance wich the design specifications.
Ficid QC maintulns a file of all h'
soil test data.
~
i 3.
l Projcet Engineering has the responsibility for design.
Projcet Engineering also has the responsibility for keeping Consumers Power Company informed about enginccring matters relating to sails.
l 4.
Geotech provides desr n assistance to Projuet Engineering u
and through.their representative in the fIcid, provides l
assistance en both Fleid Engineering and QC.
Geotech has BECHT the responnibility for being cognizant of all phases of j
the soils work in both engineering and conistruction.
It GEOTE I
,4,88! If(I 4 '
J 3.*
I /
- p,;.QL i l
e Y ~.t...x 9
i;.
O..i... i t
{
\\
i E { 0i $74 I.
I.H s
Y,Ygf[
V/.
3u1.
i A,D 5
G20#A. SB800246 p ***,
W.
/
)
a e
l J. Allen, T. Valenzano, J. Connolly July 2, 1974 Page 2 i
i 1
i is their responsibility to be assured that the design
)
is properly interpreted, construction properly performed, and the specified testing requirements properly impicmented and if they are not satisfied, to advise appropriate manage-ment personnel.
Ccotechs other role is to provide timely advice to both Field Engineering and Project Engineering where design changes, or new design, may be needed for any reason.
Please advise me if you disagree with the above.
h P. A. Martinez Project Engineer PAM/cd 4
e e
one SB800247 9
-..c fen s
Bechic! Corpo Midn JUL261974 Intaroffice.d.ornorandurv.&
GEOTEw,h.
ANN.- GOR u
to P. A. Mc :incz ca July 25, 1974
'V
'b u 4 s a..c:
Job 7220 Midlend Projce:
ham
- 2. E. Fcl cn GEC: EC: l Structur:1 3:ckfill pig b f '. L.,.i r,_j.f.
S,ccifientica 7220-C-211, Rcv. O oi Cor.ctructica 4
bC3E-370 r i 1 - rl 2.,
r5}-:---
c.ne :o nia.u.ac, xichtgen n
-~--
M. 5. K:out G;,r -
j
%..*.. Lewes 4
J. C.111ak,
LR jug / ::Lyu J. F. Newgen
. 13 t
1.] P.l16_:
.?
0: July 23, 1974, R. Crcte contacted R. Rinf ord for clarifica:ica o.f ~ "- -
s::ucturel backfill require =ents per Specificatioa 7220-C-211, acv. O.
Tac folleving discuccion confir=s ths: conversation =d ouclines how the field will proceed with ccustruction.
1 Tr. s uctural backfill ma:crial cquired by S?cci ~ic: tion 7220-C-211, R:. vision C, is required to be pl:ced c.tly within three feet of the exterior usil of cny plant :ca structure. Thi.: cr.:cri:1 is not..r. _e-c'uired undcr
.:tructure. 15 cycad. the three icec line and under Clacc 1
's
- uctires, Zone 2 material a-95%' co=pection i all th:c is cquired.
This does no: prevent the ficla.ron placing the cohesionicsa material required by C-211 beycad the three feet line if we choose to do so.
10 would be permissabic to use the cohesionless me:crial for all back-fill, however, it is not required.
q Specifics:icn 7220-C-211 is to be followed for pl cing cil beckfill within three fccc of exterior walls of all pl nt c ca structures.
7.21.r, Ice.uire=2nt, however, does no: c he all structural backfill Q-Listed.
Only backfill cgainst Class 1 structurca is "Q" Listed.
Outstanding itccs requiring project engineering action are as follous:
1.
D :ving SX-C-355 which is referenced in Section 7.0 of Specifiestion 7220-C-211 has not beca trans i::cd to the field.
2.
Response to BCEE-319 is required.
(Letter trans it:cd 6/5/74.)
i '3.h
-y :E % w.L..Ec~quisi urD p
- . x to bE4 oi:Bechtel M:HfffiEftr 95% of ASTM 1557, Method k
'. k SBS00243 NN.4 *Je
-. - - + - - - -... - - - ~ ~ ~
- ~ ~ ~ - - ~ = * - - - - -
- * * * ~ ~ ~
-- Y.,,
a-e
?. A. Martinez July 25, 1974
'e Plasse reply by July 31, 1974 if you hava any questions on the f' -
above. We have been attempting to resolve this c:stter for =cny months and hope this letter serves rhat end.
%ge ' L/ j# p y m E. C. ? A ton IEF/RAC/al i
ile
+
4 O
C I
i i
I 1
i i
l l
i I
m i
l l
SB800244 5
e
.,n.
~[ '
~
Bechtel Associates Professional Corporation I
Inter-office Memorandum
< ~.
To S. S. Afifi Date 22 July 1974 4
s sue,ect Midland Nuclear Plant From 6ck Job 7220 Trip Report of Geotechnical Services cocies to J. H. Allen At Ann Arbor - E J. Church E. Felton P. A. Martinez 1310,3120 This transmits my trip report to the above job site July 15-19, 1974.
l0 M$e yb s
J. O. Wanzeck J0W: lab Attachment
{'
e m
I 1
1
~
1 S8800245
_mm
_w
_n
_y
~ -
- m om
Bechtel Associams Professional Corporation Inter-office Memorandum s..
Date 22 March 1974 To P. A. Martinez From S. S. Afifi subject Procedures for Dry Density Tests Job 7220 Of Geotechnical Services copies to J. E' Allen At.
Ann Arbor - E 6
4 1320,3410 c
Bob Rixford asked me to prepare a simple procedure for running dry density tests since there is no ASTM Standard suitable for the QA tests to be run shortly at Midland.
Samples will be extracted from the in situ soil using Shelby tubes.
Representative samples four-to six-inches long should be cut evenly with suitable equipment. The cut should be uniform and square. The cut portion should be extruded carefully, using a jack with diameter equal to inside diameter of the Shelby tube. The extrusion should be vertical. Assuming that the sample is not deformed the inside diameter of the Shelby tube will be adequate to exprecs the sceple
]
(.
diameter. Then, the overall volume of the sample can be computed from the sample cross-sectional area and an average of four height measurements. The wet density is the ratio between the overall weight of the extruded sample and the overall volume as calculated.
t The dry density is the ratio between the weight after oven drying for 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> at 105'C and the overall volume as calculated.
Extrame'eare is required in handling these samples between the
~
boring location and the laboratory. Extrusion and weight and l
height measurements should be made by a qualified technician under the supervision of an engineer. Weight should be measured' to the nearest 0.1 se and dimensions should be measured to the nearest 0.01 inch.
j We will be happy to discuss this procedure further with you at your convenience.
.g'.
fl5/
A
[
\\
L S. S. Afifi SSA:mbh k.
SB800284-v i.-.
........-.7
.g 4 pg.
g_
.. y_
Is mada to extend the slurry trencn ta intgrcept such a limitcd sand lens.
Su'ch verification would conclusivaly prove er cisprova tne need To extend tho slurry trcncn to that d;pth througn tne very denso till, which has proven to
,be very difficult to excavato.
Similar concitions exist in tne area of bore-
' holes C-Il2 and C-120, where one-foot-thick sand layers were indicatoa at Il-anc 16-foot depths respectively, the material above being a till, and on this basis a slurry trench was requested by the Fleic In tnat area.
I also suggested that a f urther coring should co put down to the east
)
of the ceep sanc deposit centerva on ooring C-122, because the nearest easterly toring was terminated at a captn of 23 feet, and dic not reach the level of tottom of sanc at 43 foot cepth in boronole C-122 nor tne level of the apparent sand layer at 29 foot depth in oorehole C-121.
The Fleid drawing presently snews borenote C-122 torminating in sanc at 43 foot deptn.
Olck Karl stated that imp 6rvious soll celcw tne sand was in f act reacnac and tne drawing will bo corrected to snow this.
3.
Borenote Drilline i
i A new " mobile crill purchased Dy the eartnwork succentractor, Canonie Construction Co. arrived a few days earlier.
It is a very gooc macnino, em-ploying a nollow stem augur through which it is possible to take stancara 6
penetration tests and to obtain 2-inch Shelby tube samoles without witncrawing 8
the continuous auger, which acts as casing.
The guido rod for tne standard penetration test hammer permits a free fall of more tnan 30 inches, anc I discussec with Dick Karl and with tna driller the need for great care to ensure a consistent 30-inch crop. The driller was aware of this requirement.
Gorenotes were being put down for the cetermination of soil concitions In the area of the pipeline f rom tne cmergency cooling water reservoir, which is a Class I structura with respect to seismic design. These borings.were in locations requestos by P & !, anc were intended to determino tne acpth and censity of possible sand.
I acylsec the Field that it is suf ficient to termi-naTe these oorings when the hard clay till is reached and that tnere is no need to centinue them to reacn the lower-tying sandy till, as was done on several earlier boreholes in tnis series.
Standard penetration test results obtained to determine the density of sand in elke foundation areas were reviewed.
The tests were made using the earlier crill rig and were limited to near ground surface since casing coulc t
not ce used with that machine.
It was agreed with Dick Karl that furtner tests will oe mado using the new machine in areas whero sand was indIcatec.
i i suggested standard penetration tests at 2i foot intervals throughout tne sanc deposit.
i i
i i recommenced that tne locations of the new boreholes, presently snown i
only on profiles, should also te plotted in plan view in order to facilitate i
review.
Coroholes performed during the earlier site investigation seculc be included on the profiles.
Cick Karl intends to sort cut many such things on ' rainy cays when he is less occupied with earthwork control.
C,McGJ4 1
i p
i
~~-
- - - - ~
~ ~**'~"* ~
~*
f
6 4.
Inspection Trench I referred to the requirements of the C: sign Report and my recommendations modo during earlier visits that a log of ine soil conditions encountered in the dike inspection trench should be kept for record purposes. The dike profile drawings showing the boreholes are suitable for this. Dick Karl intenas to make such a log from his notes, but i empnasized that it snoula De done oefore the trench is oackfilled, so tnat tres descriptions of the soll ccnditions can be enecked back in tne field.
I again suggested that a comprehensive pnotogripnic record os nept of conditions encountereo in the trench.
5.
Sand in Bottom of Pond A borehole put down in the area of the energency cooling water reservoir terminateo at the limit of drilling eaulpment at o3 feet witnout reaching tne bottom of a sand deposit. Tnis discovery raises a fear that pockets of sand may exist in the cooling pond area connect!ng with the deep aquifer, which so j
far was celleved to be confined by the glacial till.
if uncorrected, such a condition could lead to unacceptable water losses. Sealing of tne sand will i
be necesst i if it is found to connect with an aquifer. Canonle will be asked i
to provide edcltional drilling equipment to permit a greater deptn of drilling, and new borenotes will De put down to define the depth and the horizontal extent of tnis particular sand deposit.
I discussed with Jonn Eden what measures can be taken to investigate tne possible occurrunce of sard pockets in various areas of tne BSO-acre. pond connecting with an aquifer. John believes that the most practical way is to treat tne pcnd bottom with a sealing compound such as 'Soll Scaler 13 manu-factured by S. S. 13 Sales Co. of Phoenix, Arlzona. The compound could oe 2
added to tne water during initial filling of ino pond. Possibility of criss-crossing the portion of Trapend wnicn will not be excavated to el. cl5 with backhoe trencnos supplemented oy borenotes was also discucsed. John Econ estimated that a 12-foot deop trenen wculd cost aoout Si per Iinear foet.
On this basis, tne totai cost of trencning over 100-foot grid may De acout i
5250,000, whlen would oe similar to cost of borings on a 50-foot grid, as-suming 6 to 8 probe borings per day at the current price of S300 por day wnich is being paid to Canonie for the drill rig. The cost of borings on a 100-foot grid may be about 575,000. Consideration could be given to using gaopnysical
}
survey methods, in conjunction with boreholes, to investigate occurrence of j
sand.
6.
Fi11 Compaction Control, f
Results of tests were examined in connection with thw Field's request I
to broadon the moisture control limits requirea oy the specification for Contract C-10.
The average dry density'In 20 tests on Zone I was 55.7'per-cent of maalmum, and the average dry density in 27 tests on Zone 2 was 95.0 l'
percent.
In 11 out of 20 cases in Zone I and in 12 out of 27 cases in Zone 2, the density was below the minimum average of 95 percent required in oc-I cordance with the Design Report.
In a number of cases these low values were-l associated with moisture centent either dry or wet of the s:eciflod limits.
i I
i
? '
"I*hMQ t
e d
t 1 1j.
(t
, ~,.
(
l In view of the merginal compaction being achieved in the fleid (average l
1 onit just over 95 pcreant), I told John Eden and Dick Karl that there is no On the contrary, there Justification for relaxation of the moisture limits:
i is a need for more effort to ensure suitable placement moisture content of the fIII to fociiitate proper conpactlon. John Eden felt that it may be im-possible to ensure the specified moisture limits and at tne same time to com-plate tne fill scheduled for the remainder of this year.
I pointed out that the field density test reports still ao not give -
i information regarding the roller type, num er of passes and layer thickness, a sheeps-Jonn Eden stated that the thickness of layurs is 6 to 8 Inches when i
I told John that we st!Il have not received specifica-foot roller is used.
l tions of the actual rollers used Dy Canonie, which we were asked to approv6.
g t
t 7.
F,1eId La,co_r_am i
W. H. Flooc & Co. of Kalamazoo, Mich. have now taken over the fiuld-test-They havo two technicians and a small trailer stationod next to the ing.
The traller is well equipped, exceptthat I thought the Bechtel fleid office.
An annex is to be built, floor not sufficiently solid for enmpaction tests.
I and will include a base for cor. pat.tlon equipment.
e 8.
Outlet Structure l
Five lengths of the 48-inch pipe In the downstream section of the conduit l.
have been placed on concrete bedding. and concrete at the end wall was being As was anticipated, the excavation revealed very cense, sandy, constructed. The outlet channel betwaen the structure and the river was.exca-silty till.
vated except fcr a plug at river's edge. The material through which tna channel
~
passes is tho very cense till, excest near the river sann where sancy, clayey silt was encountered. John Eden coes not plan to protect tne excavateo slopes j
with gravel and riprap this year.
According to Dick Karl, grade below tne slab at tne outlet of the concult was overexcavated oy some two feet, and the material was replaced witn concrete.
4 4
It is planned to backfill over the downstream portion of the concult at least to ground level this year, and then to move an existing road serving the j
County Farm which now passes over tne location of tne upstream part of the i
Excavation for the upstream part wllI not be corrrnanced untii that condult.
time.
I 9.
B_rldow Construction Casing for the pile bents on the west sica of the river wn b-ino driven.
l :
I Fill was being pushed into the river from the west p,nk to form a platform for pile construction.
The pile casing is required to penetrato two feet into glacial till to cut cf f seepage from tne overlying sand and gravel so that tne cast-in place plies can be oullt in tho ey..Becease the bridge was mo u south of the ear-lier position where the subsoll at the bent locations was investigated by High boreholes, the till elevation of the present locations is unknown.
l ?
$h
! i l- ;
i The d: sign resistance to driving may b3 du3 to olth r dense graval or till.
+ requires the piles to penetrate to el. 562 and at least ten feet into the till, I recommended that the drill rig should be used to find whichever is lower.
the level of the till at all the bent locations.
10.
Scaline of 011 Well The Field informea tnat the abandoned oil well which was accioentally The well apparently discovered witnin the cooling pond area was sealed by Dow.
was 1500 feet deep and the sealing took li weeks.
.l.
Plant Access Read The plant access road soutn of the plant is on a curve in orcer tnat the However, tne brine pond to dlke should bypass the enannel of Bullock Creek.
1 Coasecuently, tne west of Sullock Creek is now abandoned and being backfilled.
consideration could be given to moving the Bullock Creek L.iannel to the west,line, eliminatin f
so that tno dlke and tie access road could run on a north-south l
the presently snown curve.
12.
D. _r_a_l neo.Tr.iaxia l Tests on Zo.n.e..l.A.
I reminded the field that it will be required to verify the ef fective before angle of friction of tne Zone l A material (broacly graded sandy till) in the portien of dike Detween tno west end of plant fill and it can be used hullock Creek, whero a 2 norizontal to i vertical outer slope is snown on.
A 50-pound sample of tne till f rom tne area proposed as borrow for this material should bc sent to a laboratory capable of accurately perform-drawings.
Tno design assumes tnat tne ccmcacteo Zone I A motorial will Ing tnis test.
have an effective angle of friction of at least 35 cegrees.
- 13. Railroac Embankment, The railroad embanknent on the east side of the river has caen completed.
The slopes are grasseo and the structure presents a good appearanco.
f R.L. Kulesza j
)
?
b 3. 4h I I 4
O, I
ai Bechtel Corporation 4
~
Inter-office Memorandum To J. H. Blasingame Det.
October 28, 1969 sues ct Consumers Power Company prom H. H. Burke Midland Plant Units I & 2 Job 7220-001 o'
H&T comes to J. G. Thon A'
50 Beaie St.
P. A. Martinez Enclosed is Rick Kulesza's report on site visit on October 7 and 8,1969.
Tha following points particularly merit your attention:
1.
Slurry Trench The slurry trench in the plant fill area over a length of about 50 feet had a width of as much as 15 feet, apparently caused by caving and inadequate slurry. Suen a large width of slurry trench would be unaccept-able under the retaining dikes because of inevitable major subsidence of dike fill.
It is important that the slurry should have the proper i
consistency at all times. Strict control is essential, and The subcon-tractor should be required to correct the situation immediately after i
deficiency of the slurry is discovered.
If blasting causes the caving of excavation, then it sould not be permitted.
Also, we suggest that greater offort is warranted in the determin-i ation of the need for extending the slurry trench through the very dense till, in cases where thin lenses of sand were indicated at depth only i
on the twsis of driller's judgment. Such cases are quoted in the site visit rt ;rt.
The occurrence 2nd perviousness of the sand should be veri-fled by sampling and testing, before it is decided to extend the slurry 4
i trench to intercept deep sand lenses.
It is possible that such further testing may show that the sand contains silt _ and is not really pervious, or that the sand lens is fully confined so that water losses in it are i
minimal.
In such cases, it would be unnecessary to extend the slurry trench through the dense till, and some hard excavation would be avoided.
1 i
2.
Dike insoection Trench The inspection trench should be fully logged for record purposes i
before it is backfilled. The requirement for sucn logging is included i
in the Design Report, and was repeated by Rick Kulesza during his previous j
site visits.
3.
Sand in Bottom of Pond 1
l The diswvery of sand extendi.ng to a depth of at least 63 feet in the emergency cooling pond area raises a serious concern that sand deposits h
.SB300078 a_t
e
~ ~ ~
may exist in the pond area corinecting with a deep aquifer.
In such case, it would be necessary to seal the pond bottom to prevent major seepage losses. Both horizontal and vertical extent of this particular sand deposit should be determined by further boreholes.
We suggest that the possibility of occurrence in the pond area of sand deposits connecting with'a deep aquifer should be thoroughly explored.
Please advise if you wish us to prepare an exploration program, which we would do in cooperation with H & T's Geology Section. Surface trenching, boreholes and geophysical su'rvey method would be considered.
4.
Earthwork Control Examination of earthwork control test results disclosed that in j
the majority of cases the moisture content of Zone i fill was outside the specified limits. The average fill density for Zones I and 2 only barely meets the required compaction standerd. Consequently, there is no justification for relaxing the moisture limits given in the specifi-cation, and John Eden's request to this ef fect should be denied.
In fact, i
the subcontractor must be compelled to pay greater attention to the mois-ture content requirements to ensure adequate cor.paction of the fill.
5.
Piant Access Road Since Dow Chemical's brine pond is being backfilled, consideration could be given to relocating the east to north bend in Bullock Creek channel to the northwest of its present position. The dike carrying the plant access road could then run on a north to south line, eliminating the present curve shown in this dike which protrudes into the cooling pond. This would require arrangements with Dow Chemical since the relo-cated bend in Bullock Creek would Infringe on land associated with Dow's abandoned brine pond..
C,h.$
%'L t
g Harris H. Burke
/
HH8:RK:Ja
~
SB 00073
O,.
,r.
Bechtel PowerCorporation a
c
.f Interoffice Memorandum
~.
i 1
To John Church D== Septenber 11, 1973 see Job 7220 Midland Project m Tom Buche Compaction Characteristics of Site Soils or Construction Geotechnical r
t 4
5 ce==
As Midland, Michigan h
i Basically there are four fe nles of soils on the site, as follows:
b
- 1) SAND (Fine Sands & Silty Fine Sands) - Occurs widely over the site, but is mostly shallow, overlying clay.
- 2) SILT (Silts & Clayey Silts) - Was encountered mostly near j
L Sasse Road south of Stewart Road, is shallow and overlies olay.
)
- 3) CLAY (Clays &SiltyClays)-Existsalmosteverywhereover the site but is covered in most places by a veneer of sand or silt.
h) MDTJRE - (sand-silt-clay) - Exists nestly in and near the i
north end of the energency cooling pond.
t
{,
Table 1 lists the compaction curves used to date.
Figure 1 shows the plot of the peaks of all curves at each F=vd=_= Dry Density (MDD) and Opti:rx2 Moisture Content (OMO). The figure shows an individual trend for each family which is shown in a different color.
[
All four families merge at an MDD of 122 pef and,an OMC of 11%.
f.
The mixture fa=ily curve goes upward in dry density, from the merge point, paralleling the curve of 100% saturatien. The percent passing
- 200 sieve decreases as the==v4==__ dry density increases, until only I
h2% passes #200 sieve for the soil having the highest =rfmm dry l
density so far obtained.
i The sand family curve, from the point of merging, drops steeply downward i
g in maximum dry density, while diverging away from the curve of 100%
l saturation. The==*=m dry density decreases fres 122 pcf to 105 per
[
as the percent passing #200 sieve decreases fres 29% to less than 5%.
The 105 Pcf value is near the naximu= relative density by dry method for the clean sand of 104.6 pcf.
Co=paction curves for the four tested
[
olean sands exhibit two peaks. Each MDD - 0F0 point shown is for the 7arger peak which is also farthest toward,the right.
The clay family curve, frein the point of merging, drops in MDD parallel l
to the curve of 100% saturation to a value of 103 9 pcf for the pink clay, I
which is the most plastic clay yet encountered on the site.
The MDD
! {
apparently decrasses with increasing plasticity and/or clay fractica.
I e
SB600472 i
uma me
}. -
s?. '
~
Pese 2 ;
(.
h silt family curve, from the point of nergb2g, falls between the h sand family curve and the clay fa=ily curve.
l The most nearly pure clay and the nost nearly pure sand have the lowest MDD's in their respective f= 311es, while the sand-silt-clay 4
mixture 4th about 140% passing the #200 sieve has the hi hest MDD.
6 4
'
- A pure sand has many voids bet.een grains, resulti=g in a relatively low MDD, while for a silty sand the silt grains fill =any voids be-g l
tween the sand p=in=, resulting in a higher MDD. A properly pro-i portioned sand-silt-clay mixture has a still higher MDD because the
\\
clay particles occupy spaces between silt grains which in turn occupy
,C h spacas between sand p=4a=.
Eone 11 material belongs to the mixture family.
The materials on
,~ i which test COL-11, COD.8, COL-7, and COD-1 were perfor=ed, will j j probably pass h specification for Zone 11, after relevant tests results are finished. In addition, all the material in the silt i
family, in the clay family, and in the r.ixture fa=ily pass 4
l specifications for Zone 1, since the 60% specification on #200 sieve
+
~ i has been relaxed. Dren sample COL-9 in the cand family passes for I~
Zone 1 asterial. Therefore, Zone 1 r.aterir.1 is plentiful on the site.
l There have been no problems in designating material for Zone 1 fill.
5 q-i w 3,+
m.,
Y
... w: -
.*p.
..,....... c.
- i -
i
~
s 4
i t
i:
! ('
[
S.B600173 s,-
~ ~~ ~ ~I
,a
4 TABLE 1 LIST OF COMPACTION CU R ES
~
.A y ym
( g 1ESCRIPTICN FAMILT MDD E
- 200 Su.c
~
Cob 1 Light Brown Fine Sand Sand 105 8 12.0 k
C0b2 Gray Brown' Fine Sandy Silty Clay Mixture 122.5 11.8 80 C0b3 Light Brown Silt Silt 117.h 12.7 9h CObh Brown Fine Sand (Dune)
Sand 105.0 14.6 3
C0b1 Light Brown Fine Sano.y Silty Clay Mixture 12k.7 10 3 5h i
C0b2 Fink Brown Silty Clay Clay 110.h 16.h 98 C0h3*
Light Brown Coarse to Fine Sand Zone 3 120 7 11.2 1
' l Cobh Gray Brown Silty Clay Clay 122.0 11.2 71 con-5 3rown Slightly Clayer S n t Silt 121.1 11.2 96 Con-6 Fink Slightly Silty Clay Clay 103 9 20.5 9h COD-7 Brown & Gray Mottled Silty Clay Clay 113 7 14.7 82 Con-8 3rown Clayey Silty Sand Mixture 128.2 9.h 43 Cob 5 3rown & Gray Mottled Silty Clay Clay 119.7 12.2 Cob 7 3rown Clayey Silty Fine Sand Mixture 128.0 91 k9 ~
i C0b8 3rown Very Silty Clay Clay 118.9 1h.2 I
cob 9 Brown Silty Fine Sand Sand 122.0 10 3 29 l
C0b11 3rown Silty Clayey Fine Sand Mixture 132.5 7.h h2 C0b12 3rown Slightly Silty Fine Sand Sand 111.2
- 12.6 18 C0b13 Gray Brown Fine Sand Sand 108.7 12 9 6
!}.
C0b1h Gray Fine Sand Sand
.107.6 12 3 1
i i '-
s.
- Not Flotted on Figure 1 1 :
s l
i n
j.
9 I
l t.'
l, I
i t
\\ ('.
l i'
SBS00474
~
- - = - -
c
.._...,--m.,
y,.-.,-,,
-,e,--,
.-e-+
,,._---,,.------w--.-.y--
, +, -,,
LMDunMiuni vt Unn criLL I i
\\
\\
\\
' I\\
\\
MOISTURE - DENSITY RELATIONSHIP TEST 140 '
\\l \\
\\
(See Reverse Side for Calculations)
~
i 1
\\
\\
I 7U8-80/
Order No:
/
Client s No:
9"l*73 peport No:
Date:
' ! '\\ ' \\\\ \\
1,,., u,, PW+s e 4-his r,is.n brv De,/</h V 4
\\
l 135
& n r;,nm &;<re..-p Gw/
~
I I ' ! \\ l 1 '\\
4 6s u <-t' 'i, M,,4sc I t w CCl-1[ \\
o v
Project:
I I ' ' 'T \\'
\\' \\
e) R ee 50..d, 6;/h F)* 5Md l A
SIIt Il?IFV SM i
'I sample Identification:
130 j
WW a > q g y g;j.p 'gyg 4 sy; & ~,
G C le v , $'i l+v C/.1v' l
l \\\\l o,lCCL-7 h I l \\1 'Mt i l\\
i Test Method:
i
- i g igt g
' ' \\ ' 1 '\\
125 MA $ U MN I
h
. gy v
[fjtivm, Sn 4 cot-4GxoP-2.
6 i i hwCCC O \\
l l
l E
I CCDt-E u n i i l\\
NOTE: This Form to be used only as a Lab. Work l
o 120 ii mal-6 i \\
Sheet - Use Form 1436 for Reporting.
j g
g g pgg.qg CD3-3 di i '\\
l\\l\\
i en l I i i\\! I I h I \\l K I 6 i \\i t i
\\i \\ l\\
m ",
ic i iEcos A o
i '
I A*J t4 ks
\\
\\
.e.....--....
l i.i in ;
u.\\, \\\\
i i iSlipuste n aa m J cou12 2 h
.r
\\\\
k
\\
6:n coo 2 Piult Sw silly C[y
- ; u l-ii m
,n 5 un a
i'
' i ti i s i
N sI\\
S I ' COL-13N I i l's
- \\
\\
\\
E A
i i cot-M ei l' t
i\\
A'\\
i
" \\i\\ \\
Fipa sw a
i i i iia 6
- t. I Is M l\\ l \\
I i
'T I I I CC3-4 N e
_GCD-6\\ Phk 6/av 105 j
, q 73,4,,
i i 1 i
\\ :\\ \\
/
(
li I M
i i
g g
g
,-> - i i
l i
\\
\\ \\
CURVES OF 100% SATURATION i
l i
i ll l\\
\\ l\\
FOR !PECIFIC GRAVl1Y EQUAL TO:
100
.g yg u
g,,
2.30 N
l\\ l \\
I
\\'\\\\
2.x 1
I s
N A
l
/.so 2
l 1
INjy\\lgg I
t I
95
\\^
A
\\
\\1 \\
I i
N sN l
Y \\ I\\
90 3
5 10 15 20 25 30 MOISTURE CONTENT - PER CENT OF DRY WEIGHT t
v.
TEST RESULTS us:nn.Mc; MAllMUM DRY DENSITY Lbs. Cu. Ft.
OPTIMUM MOISTURE 8
Feem No.14355
~
f ~
10T099 iWa -ir/UV2 It'V&
s LABORATORY WORK SHEET
)
\\
\\
\\
\\
\\
140 MOISTURE - DENSITY RELATIONSHIP TEST
\\
\\
\\
(See Reverse Side fctr Calculations) i 1
\\
\\
Client's No: 722M~Odl Order No:
Detr 9"~N N -
Rpport No:
I
\\
135
\\
\\
\\
Reporte# To: Plef 4 of M,1y euf vr:1 D Y v Opn4 ik E 0b f kt 0 in Alt i n fst',~L Ce esYd f V Y
i
\\
\\'
\\\\
-For Cmoncrie.s GuretG,
N.\\
\\11 Project: AllelidLVd llU( IGW Pl/MI V
\\'\\
130
. Fin 6 Snwd, SHf,y Fine SairJ sarnore identification:
3 il TOD-g\\
4 fL,\\\\
,em,,,,7;
, S,yg 5 ;jg_ (pg,At;yg g.,
125
\\
l II I
\\ it
'2.
N, gy
'T ' Sil N' Phie sanJ tCott-9 _V\\
\\
\\
n
\\
i
\\
\\
E
,\\
s l\\
u 120 1
g;g NOTE: This Form to be used only as a Lab-Work
{
(
g Sheet - Use Form 1436 for Reporting.
=
\\ Y(\\
l
\\
\\
\\
\\
I
\\
\\
\\
.$115 1
i
(
\\
\\
1 i
L
\\
\\
\\
{
ig u
\\
\\
\\
\\
- SliplMuiS;/A 1
- iuhlic01-li t
\\
\\
\\
5
'U 6 't /
i iii 1
i
\\
\\
~
33n c
I u t
\\! i
\\
6 E
FC0L*l3 A f\\
\\
\\
l A
icoL-14f I
\\
\\
\\
Fi na Joneld I
! /I I
\\
\\ K l
I I
O E'I M I
\\ '\\ I \\
105 J
(
iCoa-4 I\\t 1
(
\\ ;'
\\
\\1 i
\\
\\
\\ \\
Cunvts or 100% SATURATION l
\\
g l\\
FOM SPECIFIC GRAVITY 100 EQUAL TO:
g qg 3
T,g tm
\\
\\ \\
2.m
\\l\\ \\
[ 2.80 95 I
\\A \\
\\ \\ \\
~
\\
\\ \\
\\
\\ l\\
99 t) 5 10 15 20 25 30 MOISTURE CONTENT - PER CENT OF DRY WEIGHT l(l TEST RESULTS SBS00476.
MAXIMUM DRY DENSITY Lbs. Cu. Ft.
OPTIMUM MOISTURE' 1
Perm pee.1436 A 0.... --
__- : y i. ::.~ m -_ r_
arm
-sru~-
v=-.~-~;--g----~------~~~~~
4
/
h kX
- /
dd; d. hl@,( j'h g h :!,
r...w,.2![ y2.3-k.
/
TM ?"'.
Qd' gM g
r 3.-
' jM'pi E.Y' I M.hf,}ir(eQMj)i.,
Rr.r0RT TOR 1:CR 88 l')T4, n nanpitnn nnd testing prnnra, f or additionni.;./;"Y.5?'M
'F j'.
g.7, On liarch 7ti, 4,qp, 4.1 y)ql4f G.
vninture anel density checirn van started under the nupervinton of '
' i?
a Centech repterentative an requented by enr,tncerton to renpond
- ?.h,';l)
Dr liling and nampilon was ' started llarch 2r.,1974 and conrict ral on April 5,1974. 1.aboratory tentinn van eeenpleted P.,
j to ICR 26.
April 11. 1974. The tents were enmplied aiul ninee 5 percent llCR 811 van initiated.
compaction valuen rn11 helov 95 percent, i
j f
9 The data pertinent tn !!Cp 88 in connection with the existinn l
f111 in tbc vant plant dike, north plant df ke, and northeast j
4 the are dlncunsed herciri.
The Intent of this report is rinnt
{
enr.lurerIng in evaluatinC and documenting HCR 88.
to annist I
i A total of 5'l borinns were drilled in the vest plant dike, These borings north plant dike, and northcast plant dike.
penetrated Zene 1 caterial and Zone 2 material as indicated on Figure 1 by solid spnbols and open symbols, respectively.
l Boring grcund surface elevation, coordinates and depth are shown in Table 1.
~
bottnr.s. a total of 356 Shelby tube samples were Tron thern namples vere cut in the laboratory to lengths of taken. Tha 6 inchen resultinC in a total of approxisntely 451 about specimens suitable for testing (338 in the north plant dike, 53 in the vent plant dike, and 60 in the nortbesst plant dike).
Another 84 npecimens were not considerca suitabic for testing as indicated l
beesuse of tube dananc or excessive stonc content, l
in the remarks columnn of the tables in the attached Appendix Appendix l
A, which contains a tabuistion of laboratory test dats.
B contains laboratory dsts worksheets.
l
!!oisture determinations were made according to AST11 Designaticn l
D 2216, dennity determinstion nec;rding to Chapter 1, page 37 of Earth lismal. U.S. Department of '.nterior.
Test Resultn
(
TICures 2 and 3 shnu plots of percent Bechtel modificd compsetion (ll!!C) vernno depth f or the horings wherein percent compaction belov 95 percent ucre ene,cuntered.
Test rcnnits which were judged unacceptahic by the rolla engineer on the job vere not included These ucre results f ec n sampics which enme f rom in the1e pintn.
the cand dralu (Ic.nc 1 materint), contained neonen, or verc the cane of nand drain or excennive rock, it uns dinturbed.
in Sec j
Judned that n.nept e : volume mennutementn vere innccurate.
remarks, enlunn, AppendLx A.
5B500225
(
['**
s rlgure2containsdatawhereth[rercentcompactinnbelow95 percent van either above 94 pere nt or the nanplen taken were
,s I
near the.marf ace (M-Me-Eb-enel-4 -NFh flata between 94 (TD24 HPD fr 21, 4 NED) 5 percent and 95 percent, when occurring jn the inrrettuent manner' shown in rigure 2, in considered acceptable.
The difference j
betwaen 94 percent and 95 perecnt is not significant when con-l siderinn the accuracy ranne inherent in sanplJng and testian j
procedures used in practical noll mechanfen.
Furtherrore. these data were not a part of a trend of reducing denstty within t'he fill, an can be scen from rigure 2.
This is substantiate'.
l further the IJnes of average percent compaction (Fir,ure 2),
which shows that the degree of com;)actinn was above the 95 percent value.
s Averaginn of soil properties, within a reasonable depth rannr which does nnt centain sir,niticant scatter is a commonly accepted tool exercised by soils ennineers.
Therefere, all data bettecen 95 percent and 94 percent are considered within the intent of 95 percent BHC compaction and will not he further discussed.
Data near the surface Ecll with!t the zone'vhere removal and recenditiening will be required Sefore placement of new fill (only 3 cases: -M-Wr-M-21r-e%-TB-h-NFB) compaction should incresse after reconditio ing and passage ofThe denree o i
the 50-ton roller equipnent.
i, Tigure 3 shown plots where occasional percent compoetion less than 94 percent were encountered.
The plots also show the 95 percent compaction line and the average percent compaction, line.
These sa:nc he'inen are indicated with a hexagon on Figure 1 and amount to 10 borings.
4 All the above 10 cases in Figure 3 were between 90 perce6t and 95 percent co=paction.
The values belov 95 percent occurred in the forn of nptkes in the percent compaction versus depth correlation.
Further, they represent one value between 90 percent and 95 percent per 5000 cnh te yards for northcant dike, 3200 cuht.c yards for west l.
plant dike, 6150 cubic yards in north pinnt dilre.
i These occurred l
at scattered locations as can be sedn from hcxar,1ns in Figure 1.
Turthernere. Lines of average percent compaction f or the holes show percent cenpaction above 95 perenet (Fir,ure 3).
cxcept when soil propertion vary ulthin a large ranne, the snil behavier is more determined by the average pertinent ' property than by the ahnolute maximum or the absolute minimum.
i it can, threefore, be concluded that the in-place fill tested meets the In'ent of~n 95 percent degree of compaction by the Hodified Hechtel tiethod.
{,g~.it
~
58000226 i
I t
~
1 se;t.s algf $l l
~,
I CROUP i
~
l
.u m i
4 y
PlaCM I
' l_
7;Bec T.suJoaporation cem 1
..interroffice-Memorandum f{[i;"---
I l
4 John Eden j,... oste,
,Noveriser<6, 1969 Consumers Power Company l
i 5**6**'
Midland Plant Units 1 & 2l
- J. T. 4.i.asingame
^e Job Ho. 7220
""o 8 i l
Cooling Pond Earthwork Cad E
'ndustrial Div.
^'
I Files: 0 515, C-0515, C-10 l)
I I
copies to M. J. Mitchell/K. O. Taylor w/a 4:
50 3eale/9th Floor l
E. E. Burke wo/a R.
Kulesza wo/a R. M. Collins w1/a B. H. Randolph wl/a Attached for your action and record is a copy of R. Kulesza's site visit notes of October 7 and 8,1969.
I i
The following points are particularly drawn to your attention for i
correction:
I 1.
Slurry Trench The slurry trench in the plant fill area over a length of about 50 4
feet had a width of as much as 15 feet, apparently caused by caving and inadequate slurry.
Such a large width of slurry trench I
would be unacceptable under the retaining dikes because of inevi-l table major subsidence of dike fill.
It is important that tha i
slurry should have the proper consistency at all times.
Strict control is essential, and the subcontractor should be required to correct the situation immediately after deficiency of the slurry is discovered.
If blasting causes the caving of excavation, L
then it should not be permitted.
Also, we suggest that greater effort is warranted in the detarmi-nation of the need for extending the slurry trench through the very dense till, in cases where thin lenses of sand were indicated at depth only on the basis of driller's judgement.
Such cases are quoted in the site visit report.
The occurrence and pervious-ness of the sand should be verified by sampling and testing, before it is decided to extend the slurry trench to intercept deep sand lenses.
It is possible that such further testing may l
show that the sand contains silt and is not really parvious, or that the sand lens is fully confined so that water losses in iu t
are minimal.
In such cases, it would be unnecessary to extend
!?
the slurry trench through the dense till, and some hard excavation
{
would be avoided.
~
l..
RECElygg NOV7 1969
"'To O D9C "O WION SB300071 ny A.'ITMNT L
r=
, J'N _ _
.. ~.
~. _..
o Becht6i CorporaI!ca 4
s:
John Eden Page No. 2 November 6, 1969 2.
Dike Inscection Trench The inspection trench should be fully logged for record purposes before it is backfilled.
The requirement for such logging is included in the Desi during his previous ~gn Report, and was repeated by Rick Kulesza site visits.
3.
Earthwork Control Examination of earthwork control test results disclosed that in the majority of cases the moisture content of Zone 1 fill was outside the specified limits.
The average fill density for Zones 1 and 2 only barely meets the required co=paction standard.
Consequently, there is no justification for relaxing the moisture limits given in the specification.
In fact, the subcontracter must be conpelled to pay greater attention to the moisture con-tent requirements to ensure adequate compaction of the fill.
..Yib64.y J. H. Blanngame PAM:d1 Encl.
SB500072
i.
Bechtel Corporation (v
Inter-office Memorandum o.e.
December 4, 1969 ogpany J. Hink i
- ~
Power & Industrial Inqin.
i n/ork-Site Visit 50 Beale Street - 9th F1.
r i
ecember 4, 1969, R. Kulesza and J. Eink i
ad jebsite to provide a progress review, dit, of earthwork operations to date.
The nary of this visit:
=
l Consumers held at the Tield office pursuant to
__ under subcontract 7220-C-10 The 3 in attendanc2:
h r
PCO
.T. Oden Dechtel Constr.
OCO
- 2. Earl 3cchtel Constr.
- ?CO
- 2. Mulosta nachtel Engin.
J. Hink Sechtel Pngin.
?: wore di: cussed:
3 bet */cen Dalloon and Sand Cone Tests.
a between the two t2sts havo been noted'on act to the same compactivo effort.
Results I
=cno tests average about 5% higher than ing balloon test.
J. Iden believes possible error when balloon tests are made by only 11oon equipment possibly rises and thus i
.sst results.
Early testing program by acting was based on balloon testar however, ing has been advised to nake only sand cone the present.
J. Eden proposed to revise st results by adding 54 factor to reflect sti results from balloon tests.
Zulesza l
ainst applying such a correction to the acords, sinoe the results could not bo r val,idity of the correction.
l l
49 4
l D
5 h
c
~ 1
- se.
.o b) Increasing Moisture Content Above Ontimum l
Discussed placing wetter material.
Consu=ers is concerned abcut lack of suitable Zone 1 borrow material to be available in spring.
We revieued curves-th ce is a sharp dropoff past the optimum moisture content.
l It was agreed to allow Canonic to place uetter
(- 5% above optinum) Zone 1 naterial as Zone 2 mater-i ial; Field will control compaction and make tests.
- j If satisfactory results, we will probably approve as j.
an exception to the spscification.
J. Eden noted g
that Canonie would probably agree to extra compactive effort at no cost to 3echtc1 to be allowed to use the f
wetter material.
e c) Rip Rao Size variance i
R. Kulenza explained rip rap problen - in areas of high fetch, we need stones of 10" (100') sizer specs say 8"-12" average and Janonic is furnishing mainly 8' size.
J. Eden explained that supplier apparently not interested in providing larger stone; also, C. ' leader noted that t
off-loading of largar stone fren Sarges can not be done
.I using existing belt conveyor.
.Tiso appears that rip i i rap subnitted by Canonie acets soccs.
Engineering will l
study where the present siza stono can bs used, and 4
also considor adding an additional zons for areas where J
feten is greatest.
Alno, will investigate reducing rip rap blanket thickness if economical.
j j d) Slurry Trench Bentonits not sotting up properly.
Canonie is starting /
! I stopping this operation - no concarted effort to com-pleta.
Eden thinks mineral content of soil might be causing problems.
Slurry trench between PI 9&l0 has been completed and backfill placed.
Slurry crench i
along diagonal in northwest corner of plant will be j
started shortly.
ii l,
e) Sand Pockets in Pond Reviewed deep sand pockets'to - 67' noted in emergency cooling pond.
Boring #210A verified clay undarlying this pocket.
Kulessa noted boring only 3' into clay -
[
should be more like 10'.
However, it was concluded that there is no apparent connection between the sand I
pocket and the underlying deep aquifer below.
R. Rulessa jl discussed our proposal to investigate fer possible drains into the aquifar by placing monitoring system adjacent 6
i I!
i e
e I***9h8 ?
9-'"
,r to relatively shallow wells liste3 in our well summary.
Also, Kulesza noted that gradation of sand in boring
- 210A showed 50.2% passing #200 sievo, and that this material is comparable to Zone 1 caterial; therefore, th*s sand pocket is relatively impervious and appears to be no proble=.
f) Collactor crain l
.!oader questioned need for collector drain on north side of plant fill; also if necessary, suggested possible use of pervious concrete eine (without openings) in lieu of the Zone 4 material.
Engineerinq to review.
{
g) Placing Sand !!aterial
.!aader ashed about using vertical section to place l
one 3 material in plant site.
Probably difficult to i
4 compact, particularly where excavations will approach i
20 feet deep.
Engineering will review.
l l
2.
Reviewed EarthJork Testing and Oocumentation Reviewad soils testing records with 7. Earl.
Due to re-i }
duced fiald activity, there has been little change from earlier reviews of tast records.
Locations of compsetion tosts are now plotted on dihe drawings to assure adequate coverage over all the diko areas.
R. Mulesza suggested j
summarizing test result infornation en the sana sheet.
i l
R. Karl has also plotted soil profiles of the co=pleted
- j inspection trench.
L ;
R. Kulesza reviewed sieve analysis nethod used by Flood l
Testing.
Flood has erroneously used dry sieve analysis.
l l
In general, although no formal QC documentation has been ll introduced to date, tanting progran appears adequate.
i 3.
Railroad Bridge Piling s
i As of December 3,1969, fifty nine of sixty one piles of the east abutment have been drilled / driven to tip ele-I vation 562.
nebar cages were being placed and concrete poured.
The renaining two piles of this' abutment and about one-half of piles in Bents 3-6 and the west abut-I ment have been delayed by cobbles at elevation 575-577 casings have been crimped.
J. Eden is planning to use small charge to dislodge cobbles.
G. oja indicated some cobbles were being surfaced with drilling auger.
This problem does not appear as serious as first described.
t i.
Me
_. _,... ~
=._ -_-__
-,r.,
site - some work was being done on the s2 ab e found water standing in pile casings j
a+
'1-because casing shells have not been h to intercept. water bearing strata.
e d J. Eden that water standing in taned till and would decrease skin gile and soil.
J. rdon was advised reper, punp out and dry drilled holes,
- i. <r nated material, and to piece concrete
-6 le after completing drilling of piles.
cd a test pile on one of these piles
)
1 skin friction is achieved.
operations severly violates permit 101 widening is far from complete and yet
'i r e id embankment will proceed shortly.
.v' I fill in river for bridge piling work.
l
.ximu. slogo of 2S; therefore, temporary i-vn arca 1 elevation 605 vill require n planned.
a:. t.'ith Clan continuing an spur north ond 7 ill be gone by 1973; no need to relo-no on Uest bou.dary probably will not
.3)ril, 1970 "ight need to divert
/
u oroperty.
[
ly to start west diversion ditch -
this work pending resolution of
??
aether we need sleeve for radwaste t
lat structure.
' neross brine pond on went side.
This
)csting brine lines to a more direct i
cast corner of brine pond '7 to date.
U-
. in north east corner.
Apoears doubtful
.g. work will reach the south east 1
l
'dDW87 1
.,,__,m
_m-y
,aA,
- i. Boring 731 no lenger needs to be sealed siM e it is outside of the diagonal cut off wall.
No work has been done to try to find remaining borings not sealed.
- j. Apparently more topsoil stripping than earlier anti-cipated - less storage volume lost to spoil operation.
- k. J. Eden thinks there still is problem over who will recove County Farm structures, - should send copy of notes directing renoval by Subcontractor.
- 1. Should insure that cire water drain line clear of ARPA-J. Edon wants to use ARPA for field office.
J. C. Hink JCH/pg l
O I
. _. ~.
l
._ b Bechtel Associates Professional Corporation t*
i-Inter-office Memorandum BIBC-2047 t
To J. F. Nev5en Date January 13, 1978 U.,
h*
sut:ieet Midland Plant Units 1 & 9 From
- 1. L. Castleberry il Job 7220
{j AA-4.*4=tration Building Of 7,p y y g '.
t i Engineering
!n Toundation Sattlement
'- /
cooi to Investigacia g,,
- t. ~
File: 0274. C-1700. C-2600 JAN 161973 d
C, L. Blue w/o I-!
g m PC'y C CO ~ .
- f. E. Meyer w/o JC5 7200 P. A. Martinez w/o g,_,,_______
4 k.-
Attached for your use is a copy of a report on the above subject which was prepared by the Geoterb fe=1 Services department.
ji It is Project Enginnerings understanding that this completes our
- 1.,
participaticu in the subject investigatien.
Ao ce
- 1. L. Castleberry t'
cc/sg H
Attachment SsL pM C I g
5 w+*:-
.\\
n b**.;
- a. s., ;-
r.\\
s.. a.
.s e.
.,s.-
l
.,s.-
c,.s-.. g.
- y. 1 t-r y,,... a-s
.w e.
n.
w t....
g,....
r.
'......\\.' C t
\\ c ' -.\\ :T1 1
.c
\\ :-
n:.~-d.
r-
- t
~sis 00~10
.b y.
?.:tr 11 e
.N.;
i.
r il r
9 ta ht d
F!
AI l
i1 4
BECHTEL ASSOCIATES PROFESSIONAL CORPORATION
- 3 J
MIDLAND PLANT UNITS 1 & 2 fs JOB 7220 i
I!t.oM
[3 I.i i!
4 c.
.e t
'l.
ADMINISTRATION BUILDING j
FOUNDATION SEITr.7wvvrS ALONG COLUMN LINE 0.4 7
s.
s fI a
't;
- J.s
.t ii i
I l.
i.;
\\
l Prepared by:
i t U
-].
Qi GECIEenNicAL szxvIcES t
i n r o M C U4%w _,
December, 1977,
+
'r;
{ hP.
'~
r a
t I,
5T'00'.11
~
a
.'g..
s
- a J
45_.
s Z3TRCDUCTICI*
Early in September,1977, we were requested by project engineering to
.t.
?
,?
4 assist in reviewing conditions surrounding footing settlenents during
.*1
- g.i W *=tration Building. The fo anda-
'i
.O construction of the Midland Project t
'j tion location plan for this baf1 A4a! is shown in Figure 1.
The affected
,j j
!{
foundarinna are those along Column I.ine 0.4.
.:4
. i. 9 1
e The following data are presented to enable construction and engineering i...1 b,
.].- i in evaluating the settlement of these footings.
4-
.4
,a 11 BACKGROU:'ID 4
ground at the Midland site was at approxinately Elevation 608 2 a=1 4
The or4 jj in the vicinity of the admi ifetration building. After ground surface prep-3 An aration, plant area fill was placed to approzir.ately Elevation 634.
,j excavation was la ar made to shout Elevation 610 to acconziodata construc-
., s
~.j tion of the staan tunnel. Figure 2 shows a cross-sectics of the tunnel i
.t
~)
.. s
.pi and the approximate excavation schene. After construction of the tunnel, i.1
'l the west side of the tunnel e=cavation was backfilled to approximate Elevatier. 620 to construct the foundations along Column Line 0.4 of the
.a
~
After foundation construction, the ree-=f ader of
.]
+4a4 =tration bn41 Aing.
e.]
the excavation was backfilled with sand to grade as shown in Figure 2.
,,i a
During the early part of September, Geotech was made aware of settlements 1
i
+ j.. ~1 5. '#.I along the Column Line 0.4.
The settlement data are given in Tabla 1.
..3
- s i ~i 3
i l
95.. : -.
11Ex.D nssEnsxT10ss - :..-..~.. : ':..~. :.=.;.-~. -..-~
c.?.. -...... sering th. w g of soo-_.ber.19-23,.1977,.several site reviews z.
by engineering, construction, and Geotech personnid.....;.....
These took place before.
g
.@.....,.s..,.
e N'
l.'4S00712_ _ j
)
C.
3 k..
l and after the removal of the subject footings.
l 2
9;.,
Eh)
Upon renoval of Column ZA. 0.4, it was noted that the soil under and This was confirned by pushing a 3/4"$ steel v,f ':
adjacent to it was soft.
..$tal bar with little effort approximately two feet into the ground,by walkhg
- h... {
p),..
on the soil and notfag its spongy characteristics, and by pushing of a
- 1. s t
M$
shovel with little effort..
- .~..
M.a g 2
r ;.j
^
i.d Teststakenatthattimeinsadadjacentto?g0.4includedacisturecon-s a-
..r
. These tests also were taken r.. 4 density, and unconfined compression.
- tent, y,
..t
- at Coltsan _IJ 0.4.
. l, ',$,g
.! J,
.1,.3 After these field observations, it was deci.ded that two borings should be
.i d q -
taken to further evaluate the conditions along Column I.ine 0.4.
. o j
'-.~..
.'l.1.a
.i.
At that time, Bechtel Construction's decision was that all affected footings 1;
N &
- m l, 5.' d be removed.
.~
i i 's l;, y
.2 i
- f.
j
,9 so m as
.r
~
6 7,
on September 27 and 23,1977, two test borings. vere complaced at footings i
- 1
- g At footing g 0.4, standard penetration tests (SPT)
N.G:
g 0.4 and ET 0.4.
M
, 4.
.,j and shelby tubes (ST) were takan. At footing E 0.4, standard penetration 3
di ef
<8
.7 tests were taken.
b. 1,
,.1 I-Borings included visus'1 intpection and description of soils, QF tests eI
- =Mi. by the rocket penetrocater method) and any
. ],,
(compressive stren;;u -
~
' visual o6servatio'as of v ter conditions (los' ~or gain).
f s
.'.5 ii
- g.,
.. ; 3..
.> V00. ~.x3.
l
~
j i
Samples for proctor testing were also taken as shown in los of holes, i.]
it 1:!A,133, and IIA.
h:
The boring logs are shown on Figures 3 through 7.
i E!
3I.
6-t?
TESTING FEOGRAM
.i.4 Shelby tubes taken from Boring IR were submitted to U. S. Testing
[.{
Laboratory for unconfined compressive tests.
V f'.:
Samples taken at foundations M 0.4 and M 0.4 were also enken by U. S.
n
. -]
Results of Testing personnel and unconfined compression tests were made.
.:g 1
testing are given.in Table 2.
3 ia
.1.
It was also decided to run Proctor tests on the samples taken directly
~
.I..S under and adjacent to footings in ordar to determine the standard to be
'I 4
These results are
,)
used in calculating the in situ percent compaction.
found in Figures 8, 9, and 10.
tt-
?.:.
Ii%
The Proctor curve in Figure 8 was used to calculate the in situ percent This compaction using the in situ dry density data reported by the Field.
j h....)
~
i..I information is compared in Figure 3 with the percent compaction previously l
}.i i-This eospartson s$ows that the percent cosqraction was in all
,1 -},
I reported.
i 4.s cases lower than that previously determined.
l
,4i, ";e
-)
i.
In order to illustrate "th's effect of a reduced percent compaction on the i,.
strength of soil, the data of California 3esring Ratio (C3R) tests previously i.;
}
I made on three identical semples of the itidiand soils are presented in Figure l
The samples were compacted at three levels of compaction effort, which e '
11.
1 5*4S00714
~
d x
m.
m...-
- m..
.i
[';s..-
resulted in compactive energies of 56,000 f t-lb/ft, 20,000 f t-lb/f t, and 4
' 12,400 ft-lb/ft, respectively. It is seen that the pressure values for a penetration of 0.1" at the w - - dry density reduced fron 84.5 psi to 3
I 5 poi by reducing the compactive energy fron 56,000 ft-lb/ft to 12,400
'd it-lb/f t.
ly i
- ..j CDNt%CSION i
~ ;].
. Based on available data the material under and adjacent to the subject l
.1 ll j footings, (Zievation 618-622) had insufficient bearing capacity to support i
i
'the foundations.
'.g' 1
h a
v.
.w The backfilled other than the soil in question (below 613) appears adequate i
. and this conclusion is supported by srr borings and compression tests.
g
- 1
.1-i 3 9-4 i
.+a
.1 l
' T.
i
.j
- '.i i i.j
~
l
.:'a.
-4 5i
..2 5 %00"'15
-Q-
4w Administration Building Anchor Bolts for Col. Line 0,.4 Top Bolt El*** 634' 1/2, Per M. '901, Rev. 1, Sec. D The Columns and Grade Sean For Cclumn Line 0.4 Shows Settlement Yer As Built Elevations Taken 8-23-77 A
l Settlecent (ft1 Elevation _
l Col m s
i 634 10
- 9 rn I.
0.17 634.03
-l 0.20 u,
634.01 634.05 0.16 g
0 l' M.
x 634.02 P
- }
633.93 0.2s I
i, n
0.2s 633.93 3
r j.t 0 28 633.92 t -
'T 1
.a I a
,, J 3
.1
.',.3. *
...'b 4
s.<
- s. 4l
,1..-]
.,.1 1
..s
.i
.s.
4 1
.t
.i, i !
1 5 %00716 g: _
~~
~ ~ ' ~ - - - ~ _ _ __
~a..s. ~.. w m w..a.;s..-.. L :...:..~:T..'
.... ~,.
- '*- W s
..a. L:. s.,.e:;, e
,;.1.:.
.. s ;4.u a.
.. : :.....nw.s a i A..,
.2.s.-s y..:. -
Tablo 2
.l HintAND IINITS 1 & 2 ANfINISTRATION BUILDING EXCAVATION IINCONFINED Cott'RF.SSION TF.STS 5
i
- Allow.ble 7,*,*"f m
rk. '
I--
AUnconfined Co.preeston s..rias vt r
s F1.
.,i. to uo.
,1,;g*,,
5 ser.nnen I
Lbs For Sg Ft
,Lbs FarSq Ft No.
.20.0 625 622.0 730 FA
.04 20.0*
1 420 487 621.0 PA
.04 6.7 2
1709.
1984 612.0 FA
.04 20.0 A
546 633 611.0 i
.04 I
B
.12.0 788 9.4 622.0 i.
LN
.04 1792 3
5.0 2081 I
I.
621.0 I
4 IM
.04
.10.3 4241
,.3653 617.5 ST-1 Borias I I 20.0 1849 2145 615.5 4
ST-2 Boring LN 3123' 9.1 5945 -
i 603.0 ST-3 Boring LN 2704
>20.0 3137 597.5 ST-4 Boring LN 20.0 2428 2837 588.0 g
4 ST-5 B oria s tJe to C
C
.E Q
l I
- *"cT/ARTH n 2166-66(72)
- 1/3 x 5.14 z 1/2 x Unconfined Coop Ctroneth-
]
, Ce.;r.',
...,. _:.. n.
44.a, a t ~-
- -,. i;.h::..Yis:,.%'..Cw;.El 2 J:
w w.,
.'n
..r e4 L,
.:; l.
Fitysrs 1 j
F0tDIDATION LOCATION PLAN a
+.
ADMINISTRATION BUILDING l ',
N<
HIDLAND NUCLEAR UllITS 1 4 2
.. /
M N
P l
H J
K K
L.
P K
A l
T P
8 P
N i
t j;
v'
,_ _____- _{,}.. _ _,,
o.,
!n.
, _ _ _ _ _.{ 3
{}.c -_-,_{
} -
.{ }.
's
}..._ _ _ _ _.( }.
p
, l,.___. (
8 5'_2"
,3. - 6 u
i
]..
l a
Il 8
a:-
la
,I i
I li 8
I fi
.a.
1 s
sl 0
8' a
g en 3,.
- f -
el I,l n
j i
Il 88 j
si
- 0.6
[]
(1-
-i l-c
[ 3 38 l 1
+
u i
- t
-( )
y,-
Q.
[ ]
i l u
I l
8s a
le 8
i jI m
i O
ll g
I g
iI lA 8
8w I
l8 i
e
- 1 g
g1 Ig q-
,8 m
e
- o.4 I8 j
H
-t l- --,
_t :
j1 il
_t ;
L, l
( 3_
h __ _tp
- }_
i i i t____.________._________
- a. t
, 18 ' - 0 "'.
v.
n y:
~
1 o
C
~
w
..Q.: i... :.. e*W D *= - * ~* ""',,,,,..,,. -....
m' R*
,.-.2-.
r.
9 1.~
}
- e
. u..:
e-.~ "
.s.:.. ws gg g
i AD!4fNSTRATIO!I
. BillLDING I
C')LilHH LINE 0.4 I
I effe<<<<<e<<<
I,o
,.,. y :........,..*
g-EL.G34_
l.,.,,.
... l.........I
, 8 massarre or
- ..l
<.s l. '
.. -l :. ~
.e. l.i....s.,o
!.*.l..
. I.:..
'. ! !} ;.
- .l.*7..
w TUNNEL
... lM...H.. l.
s 8
ORIGIHAL PLA$4T FILL
' - l'
.EL* 625-a 0
EL. 620 9
i lg l
g e
8 s,g i
6121 j
L t,
l o.
Irrrrrrie rra U lf / flot tel t e t 144 44 41 *
- 4 * *' ;;.$
1 ;..,
i.v.
.,g.
1,. i 1
-ORIGINAL PLANT FILL J
rf
- e. g
/
. *pgetp:0 g rgq NATURAL SOIL s
,t ; ! k. a i.:1.t m
- ya
. o.
e, 1.<*yf.
['+ztyg( E,d 4fik!i y.
- F l,,.-m.
Wh b
s CD q m..
4' Y.1 $y?.'
$5,l?E ?71.',0E.E w
~
.c l
-l
- 1.. -
i
. J S.,
=
BORING LOG mouso "uur^vuur nzo i-i Le
./*
w wnsen rion at.oa.
arm. z'e or norm sf.o.4-La s.-
i t
3 e/a/n s/zs/n' _~Mawwfson m.:
ene sso r
.+s. s
~k
/8 (o Z 2. C
($KE N *> 1*K3 Col }
.q
- 7...
.y
/+o% 1s" Nowc.
</ eat./ B. 4svans a
- ;;i
.. i !
j!
- m. era ri.a
.=
- i ! ;. s,.;
I
- i. j pI i.
i, i.
il. ia. :, ::-
1 I.
.-=.m.
4
.q;..
c,z2 4gg YP/.
Y $ A*!$U IO,,,
'*5
'h h
l z's, z* (. s' lj1.fM a.,ris ass.5 =
9_
.L z, p.s,s. R r,pA*n u;(,<gfg few ru es ra z.orr w L %.ss.,s,v 1
9 r.,,, 9.,)
<Q l/-
s-
- n. <
y z 70 MR9te/M PLA$7 Cary /AMQ (CL.
T**Ls.s* BROWstosM Gge,)y (F/
,) Ml~,*'j"g"gj,,,
thSiIS% l.o' 3S
- 41
. t3 l 3 L
- h,s t'tsti.5
- 11.2 '37 13 r7 l Z a fdl4 i
susar asra.
]j,3, LARD.E te&BL2VSENr 7022) l]
g s,. 2* l Q*
1 g g gg.p s,g o t 7 n
' ',3 R.
I4 f.,
- g' MidAKA:s*fH gA ng g,4strapJ y g,g e
.{
VZGl$' 0%
2S i /0 1 /4 11/4 Q,l
/$.$' / " 37** M K.
gggg ggp,pyyn'
~.
eLAnans sa n -
.' r t)I E"$1lz' f.o'
-l pescars And MM.
/ /
1 tus rArc ro
'*h E"Zs;'.S' 02' 3/
/7
/to 15 Q.b' 2x,,$,rm g-1sA L T1o0 5.3 GA nf ED 38 3Abt.
a t
- f* % un.
i
'- n.s' srire is nearn: srs.*1c P' A s '" d^^ ' '
y *_sr z
- t., '
33%* O.s&ASAS C" IN KAs2,C esarssord Qp' W T3 l
\\,
- a
/
,,k
.gg,5L g p.g
- pyg graa g pg,, gygg,,7 y
,,p_g, p,
.i l L'sst.5' 3.S'
/ 3 f,.
,9
/0 ETD, i g
y 4
i ss.,.s- -,.,..
4
- 17. s '-3s '
2.* n a.2 c A ** f s.a a s c ( J'3' 4p ' 4.5 'Ts i
p,p go' g, "pj=.s?a W.h%t$ W(fr[$ W OK M qpr 4.5'T*;
MITs' a z'
/o
<d S
5 g,ga J i
~,f 4
~
W 3*
2An a
e n..ri z' p.3 1 ~-
-- I - l - ss
_~g-v,s
_. _.g r,
.2 o,
~,a y $ut, c.ns ~a.o 3,,j,,.eg,.7g. e -
%~!
4
-,- r 3.4 *.s h ot * **'2La s.*t.i.,y <w n.a rr rs8
, y*
- A'~370'r tc
.4g*
a rasv G: R"ssilS
- I A L'l 2. 0 i8 l.9 l //
.W h s t 's.
<,d we tor.*s
- s,MstGon rorv O a Mlacun esusc (spjans)optA foQr*E.'LS T
.a
,,)d'tNo 93~ 78F gsr
, &,..a ',
, = ^, ^
56504&~.*? U#'*'~'~'
.t p
ph,e. o t** t'7t '/pii 4
? '44.S* 3/GTT.t, M, 6 W, M C C F 70 6 K O *=^*'
- 1 t
? TonoLo*;/M,,Gl}ArossO,vgsg,/pgn:C, f.Q,'
[
g _
gn tt::sr (29 s m q 3 g.s t. 4 3p..t y Ft N 8* 6 offf w s,Q ghhP'43..b*.
4
~*
- G=-
F.. " ~
i U2'JK #E.JN to 6 -
S78.f__M d'
.T T P ' d '7 6
- s i
3
?
s d 74 L D K P!"d **dl. S '
N KL BarraM *576.5 139p*8.173F
'~
- 1 dit Ne Qp= Tut,
~
'i
~
Pusass nAsr ':
1
- ft no (p-ua-1 1
a msosotAsson:
?-
i (A n ne T 3 7.s r Win-*i i N
- Q P t
tsApo)
. r.
.j viArca LE'Ist
- f. s ' A FTElf l
.~.
- q ussas. ra a u,e.,s u = =
WITH SolL Mr Ce M 9L K 1*t O ^l j
t i
.... =
ADeligts'r,y, ;pg gg.a &,
}
Lp
=-:-
- ~
j
,,,..vv Z o
= r* '
o%
w
-a
.~ -
e.
e ns= 4 massa. raur 112.0 i
i za.,
BORING LOG moans
$c"
(
DM/tJr$ FRAT 1D Al ALDf..
Z ' NOA7d of $.N
.~
.. a s
...... 2 S'
fLS77$fL2l77 4///6LEMNELDR/L.,'MC-Sfo f
_e...
c.
.9
($EE HoLf "lN )
.. =..
/
f.o 1. 7.
LlEA./l 'f 8. G/\\/B'N $
Al A JVe N&
.n.
3
- =..=.
~
an.ows i.
~ = =-
?.:!.
~.-
4 l!
!!: i g i.. s.
g i.
g g
g t..s 3
=
1 1
3 1
11 Co 1.1.
f *squc. gar To
- 1 Is'=
.:Q:l O s'; r**'-
=
a tu.
! \\
'- L.S '.sewe A A e.sn
(
\\
.s -s a.~a ra wr
'"'. fgys SusM 3AM/LC
% r..iz.il--.
t,e t 7 fo rA L DKerW = S '
y,4 g,pp,gyg,,
KL. ser1'oM w
(,, j 7 Tasr FRoM i
es. s m co p gip e s tr~
worrf 8JLiL se,ur t.c fdas'-
o Lg lleLg N
Mro.s sneertu.s 1
iertrg s orL nprsg &nH.':ti !
'i h 1,
kW D 8dsffff f, Le ft
'Ly"fotH:gi j
]
I
/Nro, ce/sEN.r j
i, sotL PAoFILC
,. j
}
4
.t -
s 4
e t
1 a
i i,
e i
s es'-
t
. v.. vv
.*=~~---c. '.,.~.~. :.'";"
- hairwaript r'ad B a G.
k C>*:
~ ~ - -.
..c~
.... ~...
^ ' * * ~ * * " * * * ~
nw.s 1
- l.:
BORING LOG uroteaoeuctre near vzzo.
ti te, souimsrAnrion atos.
z' we.sr ai. Las so-3/26f77 3lt.? '77 $/N&LtToN$93 ELM.L)
CME-SSo S"
s~'
f
.... =.....
i :i l
422.
(2EE /!a LE */.M ')
d i
'.l
- A//A' A/oNK s}[A R Y B. 4/V L N $
1 ri i! !: ; ;:
- *?" *T'*"
]
88***
- j i. l::':.
1
- ****1**.
[
- * * *. " =. - ~ ~. ' = = =.
,d
= = - -
I; s
s s
g i.
g
- .=a y
es : :.
2.: :
1 1
1 s
421
?.;
q, a
s..s sparo gnum.,
g..g y g.,,,
7, S') 76ea Buu.
ff
- J.s'-s'
<ensne.rst, sus y
% g.]g) l r 417 '
$4 Mot.c for*
^
76rnL osprHeS'
- " N' '~' *"
1 l
t 2*L. BorroAt= &l7 -
Tssr FROM 1
- s. E '- C' A na consesso ir worn ov'A 3AstPLs fdtM s
q s
NoLK LNA s
NoLC8A M n
~
ArcrcA conp:.s Wor >f dess REFKA 70 i
Bogt.u d. LD4 Lp F#A NC.?[
~
/Nyro. C?ntindi.
a
[
4
/N6 de/L l n;
,PMorr/L 6 i,
1 i!
i i
j t
g 1
i n
e l
u t
l i
5T:00'.22 i
ASN/Nt$rg47"/s4 844g;..
f,,y, 8
- .*.-..-.i*.
m- -
..g ~..
j i. ':; f
.a.
BORING LOG nrouns "m.m wr m.o 1-i nr.
.I -
1 AQMINISTAA7*t0M Of.D tG.
A 7" f eM Fee T*sHde M - 8 y.
9a*
~
3'
=__ =.. m -. s.,s
/28 3/%.8
$/Mr.4C7*N[A947., D&:) C N K.$
f*
.go' --
=_ _.
......-,......-....=-..~fO
-o
.?
8
=,
43/
(stf Mor&S COL.)
l M
/0 slegay 8. isivsus l
_- =... - = -..
y 1
/4a* is ~
- xext I
p.
I..
'=
"*. L..
t 6 ;+i.!., 'i:
1 penancien i
t.!
.. i i i i
N
=
3
[t
=
g
..?
s 4
6 L
L ts. : :
4
! ::=
=
{ -[
't f
j:* :!:: i;:
45/
rak S"sussos to o *-a.y.sa.rr so..re 1 '.
caseares L Xsnsoh g,gs.,gr assm
~
wu.s, w + *
p;.
- 'l rno. w oe A *s' l
1 sur *saas as-
- e,a.:a w *r** <. 4 *
- { (
l
. y,,
n.-
sw sna vosa W/9p *!.!is' I u.s'.iq s$a n.o r <sa rGy,'",f;j'sMg, l
t'n s.s* tor 8
\\ 2.
ts Is
.8 //
R(/
sn
- s. r a
rir
/
1 nsI.s<o.s, s vs z.
a u
c.nas sorrne wiss, vaar erse's" 39, s 4.S*rs e
~ te.s O'sW r.k%@s=* r
/!
d o$ zs-gi 7
ot as
<wf./
i
<J3T* ow*.a, Msow*r Pt.nsrt'*!fo ruts k*'
- r *Qqps 4.C'rse t3sts.s'ss.o' zo s s to (as) e n j
zs.s russanes on s,* oo eosswer n(3.q,. s r.se Mr.
, y List.snosi is ilo it u ce j
/
/ /
TTDaons
't*9p'E.tfr:r L' Z.5%! / <a,,s.w.s - n',.n.* ~ er <.a, r"w/n ras.wmor cung) :
I net.s's.sb 1 1.
s to 1 Iz.
o van < s ruos w o
..n s.e$
%s.s'- s "Iuser es's..s. scan o a s a
1.
p nsr
- 1, 1
}..l
~sww as~o 0
Mg..,?,,; 1 *s* s'* H.9 s n a t s s
- S M ** *'t * * **7?/* (N*f,?* '
o g,w..,
t'sstLS'it.o'.!a 10 1 15 tar a
s ee~ e
[ },.
p/.
i 4
I0* Y"~ *'
- Y'!*'
- 0 0p *l!S T**
5 t'ss t. fit.o'l to 2.
S S
-f
'*. I (enge s. cola, V:*,
~
8 **
- v) p j
o
/
e, E sit 3 d.Ls /C 5
4.
3
- 'h
$3 g, pp (7,g
,.h T
Astrus sqc.)
}
, f '.
ggy l pons sos.r r,u.csN. 's.sm'r W}'.II*Mk!
s
+7.ga *
'* " 'U NIO N* 9A ld**^
- * ** *
- o YA# " *'.tM r s
ures s ts.r Lansasi I ',
L~ssitS /S III
/6
+e 9/
53I s
sostan t t's*e)
[
7ernt. DKP rd.e Sa' 4 7gp tyys i
)
- I i KL. 30Tr*M = f 8i, Ar S I wMrut Ed
}
t BAlt.uNsejW j
,N.
l 75
- !. l
- A:
~
SArg.Lott4 CtO PLETde w Q
$sts one. M ;
\\
0 Moeso.
Hon.a one:u tp j
~
w seas. A p :
soaris.e er ees t
1
- =Mr i
w.
e ADHunsriMrtor.s St.os..
-... ~
.5:4500'723 1
me.
-..m-m.
. --m
~
t l
,_..: f usa..
BCRlNG LOG noa"o aueLws mar mo 1-i n7s
.,4 ADMIN /9YAA710AJ OL%.
/.0 ' NOA TY 0f NO E E' El7
,3 O
- m l
3/ziafr-3/za/r/ Sis &tsronhdet DRth CME-SSO
/4.S '
~,...:
= -,51
($EC NaLC Hy )
- t L
l W
tJEsu:.'f 8. 4iVerJs l /...
N/A iyo N s m.ernatio
.. i ) i : :
- i::'.,:3
- - - - - - ~ -
== = c.
l[
y j i!
- i i
- i g
g s
-] 1: : :'
i 1
1 8
i h.7.
- 1 t,5)
.?
f*Aurgs 70
'.h, '
O '= ll. C *.TAND Afst CM. PILL a
t,.!
i+.s'/ roo x.
B eL E $4 M 9 Lai"
=j'.
Jnosa. CeH/nsm
.'i
.k Tasr FA * *r
//.S -/f.S l j. ;U;
% 3 3
- !9 5 iih u r-i< r <aewao w r goa.e aux.nu.
r s
i, 43. 4 woni socL i.,
g,y,g N P768 C'H1'LA TOTAL DEPTHS /4.3'
~
l
}s I i. 0
&"L. ADTTCs'f *-
(* /fo. $~
REP'sn.To
! c,,
BodlN 4 LOGr
=
- I *j'
- '. ' u ng n,,4 Next snro.
concsanin4 i
~
,.1 -
50tL P$aftLG.
, ^
s 3
. s s i
o
- a..-
t.
4
\\
a.
i
.4
.a I!'
>.1 -
- s 3 :;
4 n
t i..,
1
- ~'.
us
\\; e i
s
. I,-
=.
,5 AoM/N/$7/f4MDW $L.D(,,
}/yp
=. ~ ~
~. - * ~
em....._
.g y=._.--..- - -
IDCATION: Adr.inistration Buildic;;
O COLIR!T: PA-0.4 f"
SA!TLE: BIT 298 132
~
.~
..Of Jd5: 7220-001
....s 130d---
1
..:: m.c,.g I'
- e.,,...,
.. n.s,, g g
u
. ~ *i. :..- :::
t s
I
.i p. c; 1;;
... I.,.=c.
w.
u 129 g
- i s.4 I
-a *
-~-
i g-l i
e
-1
'w I
f.y g
l
~
h ;
5; M 6 i
g l
I l
h l(10.4) g t
3 j
l t*
l i
u3 I
g l
4 4
g j
..)
l
.g l
/
I 120 7
9 u
D U
j WATER CumA&MA Q 1
l
,j Orimisal
.M j
h Std. Cossaction Data tTsed_
Calculated Above Data Field Data I *j
~
d trof TCocoaction 2 Cocoaction T (f,d Q I (cax)
Wo a
d
'8*
_!ar.e 3MP 262 123.9 u.8.
E7.5 17.5 94.0 90.0 120.5 13.3 37,.0 92.3 8
--s "h
.ein BMP 269 127.3 10.0 127.5 13.3
.101.6 97.7 4*!
INF 270 124.6 n.1 113.7 16.7 95.7 91'0
@% ~Ig[
v i
3.: :..
!(
z.
gJ:U I
!f EMP 273 M7.0 15.2 103.5 19.5 92.7
, 43,1 l
, ii
., r. :,,.
s {~
T (mas) = Mazi:nas dry density as deter =ined for a particu s.23 9 s.'
r: :
,l
?~~- e -.
d w.,c
(
We = Corresponding optimum water content Y (f) = field dry density h'.'
d pof = Corre'sponding field moisture content s.
..; J'l i
- ' b.
j m<a L.
g,M. ()
s l
l
'~2* -
- '1
~
F10urs it s
a a
y.
1 t
s i
t
.h 0,,_ l W L _ _ _ _ _ _ _ _
. h..-
H l
E.3I N-7 333
$1
- -w.4 -
l 4
I
-y T=*.' 7 l
l f
M 131 l
3 4
,g I
I l
i 9 l
)
l
~
~
i.-
l
~
i as
,o M
- C g 127 l
i C'
l(s.7) a g
at l
i ~r 125 g
I i
s 4
j
- ~ s I
T f
f "t
f w
6 7
8 9
10 11 12 ^
- 1 l
?DISTU?I. w 41 sr Z
- y*
LOCATION:
W adstration Suilding r
COL::25:
L'!-0.4 SANFLE: 312-299 Jos: 7220-001 Ed&hw%l?
{
su
'+zN.
n
...- 2 %.,.
in SAl 1{
, ' 8.9 1*" 4
.j 1 2 r. T,
-g 8*
3 d
g
$h 1
l
- t 1
i 1
4
- 3
)
9!)
f l
I.
54?00'.T6..
I e
b e
n
et,
o i1
' j e-.
t s.
)(
k.=
y..),'thiasb%
... ~
e' '
eo D' '...7
- L e:
i
'{
(132.2)
~~~~~~
t 'M' G.MM.
132
~ a.u;E!.5
(.
- ..Y k g
r* *'t h$ti*:;-.n 1-Q, s.
g cosa; I
g g
.,4
- r e
l n
' -t
=
'd 123 l
?
. A.-
l
%o v.
ls4 I
e s.
u I]y
[ M.3)
I 126
{
s g
1 I
U-
..t Y:
I as I,
uh g
t t
t I
r 3
l
(-
g I
e.
..j -
I I
I I
1 t
t 4
12 11 7
3 9
lo
.2 j
g.}
icISTmtz Cc:.TE1T %
i
- l. !
LOCA;.Ios: ADIENIST.TIO2 BtTILDI5f1 1
COLES: E-0.4
.-__-S h} ;gypfy y:4 saartz: r e-soo wy@g.
s 3
i/n
. ras: 722o.0o1 L
.4
. l.1
+.
e.,
. j.l,
.q ;
.. s;
...s
..g t
)
- ]'.
I
- I i.{2 t
i
\\
e U
5yog:g*y s
8
,-2
,/.
1 fa N
\\
Am.
R '3 ' e o l YW
'n L
e
- w E *.
?!?Pc.
UTIOhk _
l
- - iacTiinso weal 'WE ucn I
O
^
soits 1
W i
1 lIEb!Tlot4*. _ 2-4,
u_y=J-/ s 5
- ,a
~ n o,
ft **' '
ww Y
0
!.0 M *-
P.T Cerc_.oenn-D lI5
~. _
i MT:41lL os PRG.Es
/ 5 +
o n e'.
~
no,-
REC'D ~
used * '
r.
i
.m 4
JOB 7230, "M j. g I
WD1 A h
- mm-d 7.tafe, l
z,:-
7,
,,,,x, n -
g 4y
+, / L,.
.ne k -
,+ w
\\.
m l
)
w.no.c \\ ;
~. : ~ ' '.
- 1
,,,,,e 1
a m
q-f M,/8 us.
r=
o t
.i g
/J L
4 l<
~Th.
inn evetem _1 _ < t l
- a. H h
,yff
[fcg4 Wg p
u rees /
j.
r i
meer 7
~
2 s
rw
- c 1,
/'Ipert m.Le '
,n ~ 3
,,g; r
.m__
...,.a. -.
.a g..... g...y op
.w n.~,u..
~.
__ ).
emeens -
tuupus ele 1
e-
- . see.er 1
(e rE
'he:.e.
p ;
T Lp, A !
se, seus,seert e i
@ed4 MN Y
.seaog 58*02335
~
\\
IIV v
)i3 vi 1
}
FICING t:3.1 PQCI SC-1.05 Rev. 7 - Activity Test 2.2c9 etstee:
" field density testo resulting in 105 and over of mexismo laboratory density or i
practore end/or relative densittee, ratented."
This le a witneen Point.
Contrary to this require =ent SC-1.05-180 was signed off i
for activity 2.2e9 on 6/9/80 - 6/13/80 se NA ecoped for 6/9/80 through_,6L13]BO.,end, test 6182 taken 6/3/80 and test 6184 tekerr i
6/$/80 had 108.1 end 106.6 percent relative density respectively.
j The Compacted Fill Density Test Report containing test 6/82 end 6/84 wee signed off by responsible DC engineer 6/11/80.
i i
INVESTIGATION ~
. A
, Thera.is.mo.nequirement.io.the.apecif8"~i..for. retest.at... l more then 1055; 8.
This item wee incor based on a 50.54(f)porated in the QCI et client' QA insistence, q
response commitment to this effect.
C.
The QCI requirseent was overruled.by the GeoTech personnel instructing U. S. Testing personnel that rateste will not.be i
I required.
This review' wee conducted on all teste subsequent to the Rev. 8 of QCI SC-105 from the period of December 3,197F;,
" ~ ' -
Enrougn une tuthinypiirios.
j C.
The GeoTech engineer le reputed to have given his direction to ' '
U. S. Dtesting under the authority ur Peregraph 1.3.5 or Spec.
l j
C-211, dtich seye that all soils work shall be performed under l
the direction or o qualified solle engin.wr.,
{
l 1
3' l
RECOPMENDED SOLUTION The recomusended solution for this itain le for DC to implement the existing j
i ;
quality program.
That is, when a test le recorded with greater thess 1055 of the theoretical, a ratest will be performed.
GC will not asempt 1
or approve the U. 5. Testing Report that identirles a test or IDS or l'
grooter.
CAR will be leeued for corrective setion.
NCR 3041 has been issued to r,t areas Wmre retests were not performed.
's
\\
j ADDITIUMAL ACTION
^
4 i
Since this requirement is not e spec. requirement, a reteet that results i
in 105 or greater would allow seceptance of the area without further test.
I
~
SB'023Si l
u{ ]{
d FICING NO. 2_
Area "E" indicates QCIR No. C-1.02-140 dated 1/2/80 for the first shift, Contrary to t test 6083 was taken at elevation 626.5.
Density Test Report for 6083 Andicates elevation 627.5.
I I
l tion recorded INVESTICATION It has been determined that there was an error in the e eva p
The Referenced density test #6083 was rai31ng.#6086, by U. S. T. personnel.
ity El. 626.5 for' elevation. area was reworked and retested on 1/4/
also at elevation 626.5.
and clears #6083.
y 9
P I
l !
I I
r i
I
.i
- /..
..s
\\
b g
n c'*.-
e
'=/*-
l I'
5B502332 m
~
n dg
[h I
)
i FINDING NO. 3 Daily soil Placement Report for C-1.02-140 dated 12/31/79, forst, shirt, Ares "A", indicates coordinates South 5035 to 5056.
Contrary to this, it l
l only indicates the width to be 8 feet.
l i
i For Aree "B", the East coordinates 255 to 295 does not. correspond with the l
lengt.h of 36 feet.
i i
Aree "C" has East coordinate 295 to 335.
Contrary to this, e Isngth of j
36 feet is given.
For Area "D" South coordinates are given es $165 to 5185.
Contrary to j
this, the width indicated to only 12 feet.
East coordinates are 345 to 390, but the length indicated is only 32 feet.
l l
For Aree "E", South coordinates are 5140 to 5156.
Contrary to this, the width is given as 12 feet., East coordinates are 330 to 390.
Contrary to this, the length is given as 58 feet.
i t
j j
INVESTICATION Sketches and locations of backfill operations, required by Instruction #5
[
on daily sheets, indicates the approxieste work troos.
These are showing j
ex*:evated areas, dich are often irregular in shape.
The length and i
width data recorded is used to calculate quantities of fill pieced as opposed to extent of excavations.
r i
i i
i i
j c
F
..........n........,................,......,.
l l
SR*0239.3
,,___-_.._,m-.-
-, - _ _ _ _ _. _,.,, -.m
,_m..
,,-,-.__---,.m.,-
,__,~__.m..
m
_-_..,,-,..--.w.
M s
i 6
3 blNDINGNo.4 Daily Soil Placement Report dated 12/31/79 first shift, QCIR No. C-3.02-24 for Ares "A" indicates two lifts were placed and only one series of 8 pass:
observed.
i Area "O" indicates two lifts placed and only one series of 8 i
j posses was observed for two pieces of equipment.
Ares "C" same es area."D' 4
above.
i Daily Placement Soil Report dated 3/4/80 for the first shift for GCIR No's C-1.02-140, l
for aree "C" indicates four lifts pieced and only one observed,
for 8 passes.
Aree "D" same es eroe "C" above.
Cannot tell which lift was' observed.
Not all lifts were observed fer compaction.
l 1
.p
!}
i t
INVESTIGATION
~
i soll and the number of passes required. Instructions for p8 on t I
. l, That has been followed on all da.il; soil reports.
The instructions say nothing about recording that informatior per lift of material pieced.
1 All lifte pieced have complied with the data indioeted in WS.This wee n t
I f
i i
{
i
',j l }'
t
- .I a
s 4
e I
1, g
9 5B 02334 l r,
U ' l l~
i TIfCING NO. 5 The Daily soil Placement Reporte do not indicate what elevation the plect ment began at and what the final elevation of the plecoment wee ct the end of each shift.
i INVESTICATION 81 ck 9 of the daily soil P1mcoment Report indientee the lift thicknees l
with start and finish elevation of each lift.
The finish elevation
)
on the last lift piece is the finish elsystion of placement after
, cog ection, e
All packages (40) reviewed show no deficiencies in this area.
e e
. * -}
~
t I'
6 e
t g
sagoza3s
k.*l lY s
,\\
FIADING NO. 6 1
C-1.02 has not been signed off by Level 11 in e timely menner.
i r-1.02-118 ocoped 8/2/79 - 8/4/79 is through.
C-1.02-163 ocoped 6/9/80 - 6/14/80 have not been eigned off by.
a Level II.
INVESTTGAT10N A.
QC recognizes that a ramber or DCIR's hieve not been reviewed by a Level II.
8.
The daily QC soil ph-
_..t reporte are reviewed and algned err by a Level II.
The daily soil test reporte include the detail calculatione end data of the testa and era supplemental to the IR.
l Paragraph 8.9' of PSP G-4 indicates that t$e DC Engineer confirms C.
his acceptance of the activitise described in the OCI by initialing end dating the oppropriata sign-off blocke in the inspection record.
Paragraph 8.10 or the some PSP indicates that completenese and
. meceptance of the recorded data is accomplished by e L'evel 11 in the same disciplira. -
. s, D.
There le appe,rently no requirement written for e Lisely revien of the data by e Level II.
In addition to the daily soil plecement reporte being reviewed by the Lirvel II Civil QC Engineer, the U. 5. Testing Field Deneity Report Test uresults are eleo reviewed and signed arr by the corresponding subceintreet GC Engineer, L'evel !!.
I t
I W
The apperant lack of timelinese or a Level II r'eview or this data does not appear to constitute e quality problem in the acceptebility of the solle work, but indicates a lack or eveilable menpower in the Quality Control organization for clearing up quality control inspection records.
1
\\
s.
g.
1
?
l; 53802396 d
'(
- -_.._ j.
/
O) l.
FreIW ic. 7 Daily soll Placarnent Report for Arse "D" dated 1/16/80 first shift for DCIR No. C-1.02-142 states on Line 6, "Subgrade was renoved to suitable motorial, soittened and conpacted with 8 passes prior to start of' backfill."
However, thle does not state the elevation at which the subgrade was removed.
- . : =.
j
.. (-
,55 INVESTICATION e
The first elevation shown in BJock #7 is. the starting ela' vation, or subgrede.
for that day's work.
As indicated on daily soil report,1/16/80, subgrade was el. 630'-8", it wee soietened and compacted, prior to placesent of fall.
On report for 1/15/80, the same iriferesetion la given for en area.Just, weet r
cf the 1/16/80 arse.
This work consisted of backfilling diesel fuel oil lines.
-),
. r..
f s
FIWINC NO. 74 QC inspection assignment record for C-1.02-153 on'line 3 indiest through 2/28/80.
This should be 3/31/80 through 4/4/80.
I, INW5TJCATION Sonne of work es shown in Bleek N of OCIR C 1.02-153 shows sorroet date of
. were operations.
IAR te not a review of inspection eriterie. personant record, le only weed to indiente SW802397
~.
l c3
.q. 16~
y T!@fNG NO. E.
J No. C-l'.02-135 on line 3 indicates test frespency r equire "A", QCIR backfill location and indicates the octual as "none taken".
One.per
.g'
\\
tuvesucnna
'r Troquency for reforenced area woe met on 4/16/80 by test M142.
None taken on 4/14/80 se indicated on daily report.per that l
q..
t e
4 4
, v.
Y.,
SB'9023f)8
j
.... I O...i
/f b-y maiE 4F P_g T
R e4 v
m mu k
e s. -
FINDIN:; NO. P
- C222 Daily Soil Placement Report dated 5/2/80 for Area "A"7 QCIR No. C-1.02-157 indicates in lina P that material was placed in two lirta over an area that had test 6160 rail compaction.
It should be notad that the test was taken' 5/1/80 and results were given to the 00 Inspector on 5/2/80 at 9:00.
i 3
l IN'vESTIGr. TION:
i l
{
taken; howeveryThere is no requirement to stop backfill operation arter e density obtained from U.. S., Testing,, as they were on 5/2/80 in the A.M.backfi Two feet of material had.aines been placed~and compacted in 4" liftisa. A.retast was taken at _the same.alevation,. as.the-failing. tast and results.or 6165 were.
=mtable.. Backfill. operations commenced 1he followihg.bbnday in that arr.a.-
L T
y-V-
~
s s
~.
^
~
k j
v.?
~
.~
' \\*_ -
~.
J ~.;y
'.lbobe
. p:
, a
~ ~
- pr e
,7 g
e*, s.g.' e' '
(
,s p,
r s
l A?;
segozass s
.. =
.,-.,,e-w-,---.-
,e,
-wgww an.ee---ne--,,,-m,._,..enmene,,.-sweevm--wwnw,e-,nm
-~wn,-,.,,,r,--,
e,
--m-
lh l$
3 "PREL!MINAP l
FINDItJG ND. 10 1
1 Field Engineer Report dated 5/14/80 states, in part, " backfill in progress, pipe excavation south of oily waste building and tank from S 4665 E 405..
to S 4665 E 500."
Contrary to this, the Daily Soil Placement Report for 5/14/80 indicated on line 13 "No 'Q' Backfill Placed Today."
Field Engineer Report dated 5/21/80 indicated soll placement E of Daly Weste 9 5 4673 E SID to S 467J E 550.
Contrary to this, the Daily Soil Placement Report for 5/21/80 Jndicated soil placement South 4665 g to 4680 g East 515 g to 540 ; Length 25' t Width 12' g.
Field Engineer Report dated 5/6/90 Indicated soil placement south of Turbine i
Building bounded by S 5D35 to 5 5042 E 32D to E 379.
i-l Contrary to this, the Daily Soil Placement Report for 5/6/80 indicated on j.
line 13 "No 'Q* Backfill Placed Today."
,i-INVESTIGATION A review of the Field Engic.e-es Report Form, and hhe. Daily Soil Placement Report for the days in questiots hws evidence that the reports are correct,
cm written.
The apparent dis'crepency is caused when soil is pIseed in en crea, but no tests are taken.
This is possible b'ecause tests are not required for each placement lift, but rather the frequency of tests,is ifetermined by the number of cubic yards of materi al placed, and/or at the' discretion of the GeoTech on-site engineer additional tests above the required frequency may be taken.
~-
h t
I 1
i.
I
)
SB802400
\\
___-_._.._.....___..-._,-...-,_,...-.-._-,,~_--~..,,~..~..,._,.,,..~..__.,r.,,...,_
.---,m_.,
e e
4
, %)
b g
q 5 E F Ft. G."\\f' QE l'n w.
m
.. s su m u 22M.
FINDING NO. 11 Specification C-211 Rev.10 section 8.6 states:
i i
"8.6 COMPACTION DTORT The onsite geotechnical soils engineer shall. verify.that the
\\.l l
equipment used for compacting the backfill material is capable of obtaining the desired results and obtaining the sams ac:iepthble compseticn effort schieved in the test pad area.
This verification shall include, but not limit,ed to, the followings.r. *.
,., f.e.,ej 8.6.1 Number of passes
~-
' f...... T.T ;?
8.6.2 Speed
i 8.6.3 Revolutions per minuts (frequency)
'l 8.6.4 Overlap per pass t
l 1
8.6.5 Lift thickness requirements and uniformity."..
' i-j Contrary to this requirement, there is no Evidence.in the Field Engineer i
Reports that this compaction effort he,s been verified.
(The onsite geotechnical soils engineer, does not have a copy of' the,." Test Till Program."-)
INVESTICATIDN
[
e Itan No.11 related to the fact that per paragraph 8.6 of Specification C-211, the' on-site GeoTech soils engineer shall verify that equipment used for compacting the backfill is capable of obtaining the obtaining the same acceptance compaction of. fort.echi, desired results 'nd -
j
~
a eved in.the test pad eres.
i-
- }
The auditors finding states. that cu.. Lory. to this requirement,. there is no evidence int he field engineer records that compaction effo.M has bern verified.
The on-site GeoTech soils engineer does not have a copy of the test fill l
program.
Results of Investigation (based on conversations with Jim Wenzak and Rao) follows.
4 RESULTS OF INVESTICATION
)
A.' Wonzsk and Rao expressed their opinion that the intent of this section df the specification was not to provide document ed ' evidence that this' verifi-cation had been accomplished, but rather that the on-site GeoTech engineer -
was familiar with the soils compaction equipment capabilities and verified that they were properly used.
The precise wording in the specification is not being adhered to.
'S8802401 M
e e.e*
.4
.
- eo
- 'm*
= * * *
- =r
, =
0 e "
t
' r,P g.
'.- j v; 5
v' g
,.s 5
.. p;..')
.~
iL
.s-
~
yg~ :.i.
n m,a. n 5
e-L r.(. [t.V.* i ' \\.
Page 2.
U g
72'O j
?-
B.
It is apparent that the on-site GeoTech soils engineer" doe's 'not have to.
i have the results, 'the test program, etc., that would be impli d to be.
j available to him to verify,that the equipment being used is being i
properly used, g.
m-l E
C.
It should be noted that J. Wenrsk makes frequent trips to the Jobcite i
and reviews the use of the equipment.
Jim Wohzak was the original
~.;
J,-
conductor of the qualification testing on,the soils compaction e:pipetent'm_ _...
I g
It is also not apparent that the original intent here was to bu
.=4-
. s:.-
i D.
)
i professional GeoTeich soils engineer with a degree of recordkeeping which.....
j
~
.is conenensurate with quality contro1~ record-keeping in an area'.wherai he '?:~
t i
!.~
is assigned because of his training and experience to' verify that the ~ '
i process is under control.
Resolution'or this item indetermin' ate at this time.
~
i
=
=
1 b
~
f(
gjfel P $" 6 *5 I
N s.
i-
-FINDING NO. 12
~
.g
~l.
Specification C-211 Rev.10, paragraph 8.11 states, in part, "The ensits geotechnical soils engineer shall review and soorbv. nach soils test i.i recort."
Contrary to the ab' ver, there is no obje'etive evidence that the o
.l.
geotechnical soils engineer " reviews and appr6ves" each soils test repert '
j s
,ys h
t$
f l
QW Jk i
1
, O ())f }#1) 1
=
- . p_
INVESTIGATION
- @^
. ~ ~.
j a
~i The CecTech on-site engineer'dbes r iew and spor,ove each soils test reMt
~
ev era is no procedural requ.uement ror him to sian the report indicating )
his ene.wyd approvald All tests are perfon.. d at him, ans under his i
1rection, and test resul are sent to him for his r'eview.
The GeoTech i
on-site engineer does sign s Field Engineers Report Form in wh1ch.any i
tests taken are listed.
Th report also states that he has obse,rved the k
soils test to be performed tisfactorily and in accordance with ASTM j
l 5pecifications.
j.
/
\\
$0 SB802402
reuMM' ARY Fr. _
. ECE FICING NO.13 4 w&;ek '
i
\\
Spe:. C-211 Pev.10, section 8.12, states:
7L., pvve*n
&p @'?
"FAILING TEST l
All material represented by falling tests are to be reworke until the specified density and/or moisture is obtained. No material shall be placed on any known failing material until satisfactory tests are obtained."
=
Contrary ta +his requirement, it appears the top surface of the. existing fill is hwork), but.not all the material represented by the. failing
,., g,
tests.
l INVESTIGATION Item #13 identified.in the audit was that records indicate that for* falling tests only the top layer of an area is being reworked. flesulta of.
.s Investigation:
1 This finding is apparently a lack of understandir A.
auditor in that testa are normally conducted %
g on the p art of the to two feet below the surface of the soil as it is installed.
Thos dditional compaction eff 6- ^ich _m" *FSU_iPEd in EnWaF!J IM auib iQ_Ibe area WDBr4-khe k t Indicates a failure can, in the opinion of the GeoTech expertsj est be}.
b accomplished by performing additional compaction effort at the top s
.14 af the surfu-. that in, onn to two feet above the level of the tests.
The concept of considering tiini n iniisi: ar'.t t--t -t r...i 4 vel that would indicate all of the compacted soil between that point and t6e ni Meus ace'eptable test resgits to'be improperly compacted is correy The concept of using controlled equipment and controlled.
r a.ucy of testa versus the amount of soil placed and compacted would be destroyed.
The failing tests as such represent the material at that elevation and regork can be accomplished by compsetion at the existing j
top surface and subsequently ratested.
The concept of all soils under-1 neath that being unacceptable is not in context with the soils progrse, that is, with the use of qualified equipment and controlled procedures.
8.
- r. Rao indicated that intent of this section wes'for the Geofech
\\
engineer to advise the QCE as to the equipment requirements per Section )
8.6 depending upon the location and type of material involved.
~
YtN D
h i
h W
53802403
~
- 3.
, _.F
=
n.- t
~
Bechtel PowerCorporation 1
interoffice Memorandum S. Afifi Job 7220 Midland Project November 13, 1978 Compaction Test Section Midland Units 1 and 2 D. Henderson Midland, Michigan A. Marshall or c*""
S. Blue
^'
Midland, MI "
P. Martine:
- K. Weidner H. Burke /W. Ferris
)
A Compaction Test Section was conducted using the clay backfill currently.in use.at the site.
Results of the test section work, together with the characteristics of the compactor used, are attached.
Compaction Equipment Data:
Machine Type:
Tampo Model No.:
RP-28D Working Weight:
20.55 KIPS Roller Width:
84 inches Roller Diameter:
60' inches Tire Size:
23.1 x 26 Sheepsfeet:
4" deep Speed:
Variable
~
Jim Betts was informed that, based on the results of this test, heavier equipment would help increase the percent compaction; and that the clays should be compacted in lifts less than 8 inches in loose thickness.
A. Marshall GEOTECH AM/smb ANN AMSCR DISTRIB< "lON I _ o'sc 1.,cTi:NEciwig q )
MGMi l
A 6 A o..::ur y
GeOLI i
l l-H&H l l
l gg JF l.
D L,f fJL)LAV fAs W
Q OiCW1Jth I
i g__.
- igiq
~
o, 1
1 DENSITY TEST RESULTS -
ASTM.D1557 ASTN D1557 t compaction Maximum Optimum Lift Number of (ASTM D1557) t Moisture Dry Density Moisture (t)
Elnvntio'n Thickness Passes Test 1 Test 2 Test 1 Test 2 (PCF)
Content 624-6" 4"
4 97.8 91.4 10.1 10.1 134.8 8.3 624-6" 4"
4 92 5 94.._4 9.7 9.6 136.5 7.7 t
624-6" 4."
8 93.3 95.2 10.0 10TO 136.0 f.o
~
624-6" 4"
8 96.9 96.4 10.5 9.0 134.2 7.8 624-6" 4"
12 86.0 84.6 9.3 9.4 135.6 BT1-624-6" 4'"
12 96.4 82.1 10.2 9.9 135.4 8.9 625-0" 6"
4 86.3 90.5 9.1 9.3 f37T1-7T3 625-0" 4
96.3 93.5 8.3 9.1 136_.8
- 7. 8 625-0" 6#
8 92.3 92.2 10.4 9.8 137.4 7.4 625-0" 6"
8 103.9 88.0 9.6 8.9 137.3 9.5 625-0" 6"
12 94.3 93.5 10.2 8.7 ll8.5 7.4 625-0" 68 12 95.8 94.8 8.4 10.3 137.l.
7.3 7.3 625-8" 8"
4 95.9 96.2 7.7 7.0 137.9 625-8" B ".
4 97.7' 95.l_
7.7 8.7 137.6 6.4 625-8" 8"
8 94.9 95.8 8.2 8.8 138.2 6.8 625-8" 8"
m8 94.2 98.7 9.1 9.2 135.5 7.4 625-8" 83 12 94.8 97.0 8.6 8.9
~
137.8 E l' 625-8" 8P 12 96.7 98.1 10.1 8.2 138.2 7.7 626-6" 10."
4 DE 3'~~ 91.0 9.1 8.7 135.5
~~ ~ - 7.8~ ~ ~
~
626-6" 10" 4
100.4 91.9 8.1 9._5 137.2 6.5 136.4 S.1_
626-6" 10" 8
95.5 93.7 8.4 9.6 626-6" 10" 8
91,.2 7 L 2_.--
_.8,4 8.9 138,3 L 2__
626-6" 10" 12 94.0 95.9 9.3 8.6 135.8 7.8 626-6" lG" 12 95.7~ ~- 96.5 9.1~'
8.9" ~ ~
~~139.0 7.0 8.4 627-6" 12h 4
89.7 93.4
8.4' 138.3' 775 627-6" 12."
4 93.6 92.2 11.1 11.4 136.2 627-6" 12."
8 95.0 99.0 9.9 8.3 134.1 ~~- ~~--
7.3 970' 627-6" 12" B
9320 92 7 9,1 89 136.5 8.3 t
627-6" 12" 12 93.7 95.8 9.2 9.8 136.5 7.7 627-6" 12" 12 94.0 94.8 10.2 11.0 136.5 8.2 e
- .}
.?
}
9,.,.
s.
Bechtel Associates ProfessgQrporatic:
e ANN AR8oR Inter-office Memorandum D!STR'3UTION cisc ucinuct wiA iuir uca f l
l To S. L. Blue carc January 27, W '
I i
c.m i
,e i
R. L. Castle!N'f -
'[*'I^
sveiect Midland Plant Units 1 & 2 From Job 7220
,, a,
FSAR Problen Areas e,
Engineering sea,
i i
File:
0505.1A i
i t
i i
copies to G. LeFevre Ann Arbor
- - U- @
i e
i y
S. Rankin R. Rixford I
i I
G. Tuveson S. Sobkowski fC D JAN 19 i T. Vanvick S. Enerson C. Papadakis all w/a A meeting was held on January 24, 1977 in response to your memo of January 18, 1977 (Attachment #1).
The discussion included the items per attachments 1 and 2.
h current SSE value was also discussed as part of item 3, attachment 1. lists the attendees.
h following points were noted:
A.
Soils 1.
Evaluation of field QC tests on fill (FSAR Section 2.5.4.5) -
Project Civil (S. Sobkowski) will contact the site to determine if there is more data available and to see if the field can separate the data.
Geotech estimates roughly 300 mhra to sep-arate the current data.
?
2.
Liquefaction Analysis (FSAR Section 2.5.4.8) - h section has been written using the methods outlined in the PSAR. However, analysis using current analytical methods has also proceeded.
Geotech will include the new analysis in Rev. B of the section in lieu of the current writeup.
Project Civil (S. Sobkowski) l 1s to advise on supporting documentation of the drawing require-ment to remove " loose ends", i.e. sand, etc. with less than 75%
relative density.
3.
Sett===nt prediction of sandy soils (FSAR Section 2.5.4.8) -
T This also concerns removal of " loose ends".
4.
Subsurface Instrumentation (YSAR Section 2.5.4.13) - Project Civil (S. Sobkowski) is to advise on usability of currant data -
and provide J.- Hurley on details of specification so that J. Hurley can request Consumers' action.
B.
Hydraulics and Hydrology 1.
Blowdown discharge diffuser (ER Section 3.4) - h _ diffuser design and concentrations for discharge are based on blowdown l
study results. h last study was done in 1973. FSAR Mechan-l ical (S. Emerson) with the Project will resolve as to whether or not the study should be redone.
Geotech pointed out that design changes have been made (blowdown cooling tower.elimi-nated) and the.1973 study is based on monthly averages..
64.00C00
Bechtel Associates Professional Corporation IOM to S. L. Blue i
page 2 l
i 2.
Erosion Study (FSAR Section 2.4.10) - Discussion was delayed until January 26, 1977.
Geotech will arrange details of meet-ing.
1 3.
Accidental Release of Fluids from Condensate Storage Tanks (FSAR Section 2.14.12) -
The spill paths assumed by Geotech were discussed and were a.
considered appropriate.
Other paths would be investigated j
by Geotech on a low priority basis.
b.
FSAR Mechanical (S. Emerson) will verify that Nuclear Staff is using current source terms and the dilution factor needed to meet regulatory requirements.
Project Civil (S. Sobkowski) will advise if there is a bara c.
1 or dike around the condensate tanks.
4.
Ultimate Heat Sink (FSAR Section 9.2.5) -
t Geotech's memo of July 14, 1976 to R. L. Castleberry (Attach-a.
ment #4) noted the need for 1973-1976 data from Lansing and Saginaw. Geotech was authorized to obtain these.
Estimated cost is about $100.00.
b.
FSAR Mechanical (S. Emerson) will advisa on the -status of the heat load data and the pond data.
i C.
Geology 1.
Salt Mine and Brine Data (7SAR Section 2.5.1.1 &.2) -' Additional data is needed from Consumers Power and DOE. Geotech will pro-vide a memo on the details to the Project (P. K. Smith) who wf.ll prepara the letter to Consumers.
2.
Water Level Observation Wells (FSAR Section 2.4.13) - Geotech
, withdrew this item since data, vill be obtained-from work being done by the soils group.
3.
Subsidence Monitoring Progrsa ~(FSAR Section 2.5.1.1 &.2) - The program needs Consumers' approval and subsequent implementation.
Data probably will not be available at FSAR submittal.
Geotech-will complete the section based on the program proposed to Consus-era and data will be added by amendments.
.9d00C01 I
~
Bechtel Associates Professional Corporation IOM to S. L. Blue page 3 4.
Geological Mapping (FSAR Section 2.5.1.2) - This has not been completed for Midland. Gaotech will provide a memo to the Pro-ject outlining effort, requirements, estimated costs and schedule.
5.
Logs of nearby salt and brine wells (FSAR Section 2.5.11) - Geo-tech has some logs and will proceed with the section.
Concurrent-ly, additional data (believed to be available at DOW) will be requested by the same method as per item C.1 above.
6.
SSE Value (FSAR Section 2.5.4'.9) - Geotech noted that some jobs (Pilgrim) were being ratcheced on the value for SSE.
Geotech will provide a memo to the Project (P. K. Smith) who will prepare a letter to Censumers alerting them to the situation.
D.
River Water Chemistry - will also be discussed at the January 26 meeting to be arranged by Geotech.
In conclusion, we suggest a meeting be held on February 9, 1977 to review progress on the above items plus discussion of any other areas that may need similar attention.
0 ll--.
P R. L. Castleberry f
I Attachments e
o
^l 1
t 6R:.00202.
)
i
A 7'T A-c H u-l Bechtel Associates Professional Corporation Inter-office Memorandum To R. L. Castleberry Date 18 January 1977 Subject Midland Units 1 & 2 - Job 7220 From S. L. Blue FSAR Problem Areas Of Geotechnical Services Copies to S. S. Afifi At Ann Arbor 10(D)5 7 '[
G. T. LeFevre p
C. N. Papadakis
-7 P. K. Smith gl (O
V 1320,6910 fI 7
g fW In response to your request we are listing certain possible
/
problem areas in preparation of Geotech sections of the FSAR
[
that should be included in your weekly meeting agenda, y
1.
Soils - A general discussion of work yet to be completed.
2.
Hydraulics and Hydrology -
a) Blowdown discharge diffuser.
b)
Erosion protection of the Tittabawassee bank adjacent to safety related facilities, c) Accidental release of liquid effluents from the two
^ condensate storage tanks.
d) FSAR Section 9.2.5 - Ultimate Heat Sink.
3.
Geology -
a)
Salt mining production figures and scope of activity related to Dow brine wells, b) Water level observacion wells.
c)
Subsidence monitoring program.
j d) Geologic mapping.
l e) Logs of nearby salt and brine walls, It wf-}d be apprecia &
~
ssE ted if you would add these items to your weekly meeting agenda.
Prior notification will be appreciated so that the responsible Geotech engineer will be available for the meeting.
If you have any questions, please call.
~
1-f l
~
I S. L. Blue i
s SLB: lab SW00C03
i e.--
.\\
s
.- s >..
f, Bechtel Associates ProfessionalCorporation i Intereofhce Memorandum i
i l
To R. L. Castleberry Date 26 January 77 Subject Midland Units 1 & 2-Job 7220-001 From S. S. Afifi FSAR (Soil Section)
Meeting Notes of Geotechnical Services - Soils S. L. Blue copies :o %
At Ann Arbor 10(D)5 7220-77-15 J. Hurley P. K. Smith 1320, 3130, 6910
REFERENCE:
Memorandum from S. L. Blue to R. L. Castleberry (January 18, 1977, 7220-77-7)
A meeting was held on January 24, 1977 between the project and Geotech.
to discuss certain tasks which are needed to complete the FSAR (Soils, Section 2.5.4).
Tabulated below are these items:
1.
The project will request the field to provide Geotech with the up-to-date and complete quality control tests on compacted fill (plant area and the cooling pond dikes).
This subject has been addressed in S. S. Afif1's =emorandum to R. L. Castleberry dated December 27, 1976 (7220-76-26).
It is estimated that 300 man-hours will be required to sort and compile the data and present the results thereof.
2.
Geotech is currently preparing an updated liquefaction analysis and report. This report will be submitted simultaneously to the Chief Soils Engineer and the project for review as soon as it is complete.
P. K. Chen stated that one of criteria used in lique-faction analysis is that "all sands under the Category I struc-tures and piping with relative density less than 75: have been removed". This is in accordance with the PSAR commitment.
The project will provide the necessary data to backup this funda-mental consideration utilized in the analysis.
The data should be in the form of insitu density tests in sand, standard penetra-tion tests in sand, and excavation limits to show that loose sands (sands with relative density less than 75%) have been re-moved, and that existing sands are dense (have relative density greater than 75%).
3.
Geotech has already submitted recommendations to the project regarding settlement monitoring of the plant facilities.
Steve Fobkowski stated that the project has submitted a proposal to CPCO f or the subj ect matter.
M100308
x t
Bechtel Associates Professional Corporation
~
R. L. Castleberry 26 January 77 Page 2 Geotech will provide the project with the piezoneters installation and monitoring program on the cooling pond dikes shortly.
This plan has been addressed in the FSAR.
,/
.; 'h. / '..
- l. we 6 (,
S. S. Afiti y.g TPRC/ lag 6M003DS
-