ML19344A360
| ML19344A360 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 02/29/1980 |
| From: | GZA GEOENVIRONMENTAL, INC. (FORMERLY GOLDBERG-ZOINO |
| To: | |
| References | |
| 2190, NUDOCS 8008190595 | |
| Download: ML19344A360 (176) | |
Text
-.. _ _ _ _ _ _ _ _ - -
aECHTEL ASSOC.PROFESSIONALCORP.
.308 PeO.
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F O l'3 YiH CONSUMERS POWER COMPANY BECHTEL MIDLAND PLANT UNITS 1 & 2 MIDLAND, MICHIGAN TEST PITS 1,2&3 Prepared for:
Bechtel Power Corporation 777 East Eisenhower Parkway Ann Arbor, Michigan Prepared by:
Goldberg, Zoino, Dunnicliff & Associates, Inc.
30 Tower Road Newton Upper Falls, Passachusetts 1
~
7990 - C. 7 9-40 -/
c'D File No. 2190 February 1980 1 d l]Ir
k CONSUMERS POWER COMPANY MIDLAND PLANT UNITS 1 & 2 MIDLAND, MICHIGAN TEST PITS 1, 2 & 3 TABLE OF CONTENTS No. of Pages 1.0 TP1 Data Sumary 9
2.0 TP1 Field Density Test Results 1
3.0 TP1 Moisture Density Relationships 15 4.0 TP1 Classification Tests 7
5.0 TP1 Strength Tests 39 6.0 TP1 Consolidation Tests 33 7.0 TP1 Swell Potential Tests 18 8.0 TP2 Data Sumary 4
9.0 TP2 Field Density Test Results 1
~
10.0 TP2 Moisture. Density Relationships 14 i
11.0 TP3 Data Sumary 4
12.0 TP3 Field Density Test Results 1
13.0 TP3 Moisture Density Relationships 16
.-s 7220.C79 20-1 r
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1 GOLO8EAG ZONOOUNNCLIFFS ASSOCATES,E i i GEOTECHNCAL CXJN9_LJANTS
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CONSUMERS POWER COMPANY MIDLAND I
u 9 LAND,MICHIG N LABORATORY TESTING DATA
SUMMARY
'"*d D gjg h g
Project No.
2190 Project Engr. D. ' Schulze Assigned By A. Marsha11 Dole: Assigned 9/30/78 Required no O,O Od lOENTIFICaTION TESTS STRENGTH TESTS couMcDON
= o- 0 3-w...,
St........
u r........,e.
r.a...
S..i-i....,....,
.e
' p n :
it c;' 4 2 ;o ;
7.', !! 5:
- E s
2 TP1 INW 624.5 229 20 12 52 ASTM D1557-70 METHOD D Ihh Brown Sandy CLAY;
~ g~o BECHTEL MODIFIED. PROCTOR 132 fine grained soil of j
o low plasticity with m
.m@
(20,000 ft-lbs energy) 45-50% fine to coarse
$2 Sand and fine Gravel EP sizes (CL) 2j TP1 f$
624.0 230 21 12 50 AS1M D1557 METHOD D l) b
.hO Brown Sandy CLAY or b
BECHTEL MODIFIED PROCTOR 133,,{- Clayey SAND; fine r
p (20,000 ft-lbs energy) grained soil of low 2O plasticity with 45-50%
fine to coarse Sand and 2
I-m -1 fine Gravel sizes m (m (CL,.SC) 2*
TP1 2W 623.0 231 21 12 54 ASTM D1557-70 METHOD D )
Brown Sandy CLAY; fine BECHTEL MODIFIED PROCTOR 132.0 / grained soil of low
/8.5 (20,000 f t-lbs energy) plasticity with 45-50%
j fine to coarse Sand and fine Gravel sizes
_4 go 1
}
DC (CL)
,cm E E
TP1 2E 623.0 232 20 12 52 ASDf D1557-70 METHOD D %5' Brown Sandy CLAY; fine N
'c<
BECHTEL MODIFIED PROCTOR 132 grained soil of low
/.8.5 EO plasticity with 45-50%-
(20,000 f t-lbs energy) l M[
fine to coarse Sand a>
and fine Gravel si-es (CL) m (n
1 i
-1 i
to 7220.C79 20-1
4 CONSUMERS POWER COMPANY MIOLAND PLANT UNITS l O 2 Ru,ewed by MIDLAND, MICHIGAN LABORATORY TESTING DATA
SUMMARY
i Date.k/>f p !_
-. Project No.
2190 Project Engr. D. Schulze Assigned By A. Marsha11 Dote: Assigned 9/30/78 Required 3h Od IDENTIFICATION TESTS STRENGTH TESTS consacTeoss N
I T < aa. a or F.
rair re
- e. - as s < ia Z, o E sea *=
- w..,
si... e,o 4*
c 8-d coaren 200 -2p E_
Caif nio M
5$ jag ag ft j2 y p.
S eil Descriptioa y
wa
-1 :Q
_s a ao i..e Psi poi Z~
TP1 3W 622.0 233 19 12 55 ASW D1557-70 METHOD D Brown Sandy Clayey SILT; "g
2 BECitTEL MODIFIED PROCTOR 131 0 / fine grained soil of
/9.0 2,0 low plasticity with
- hg (20,000 ft-lbs energy) 40-45% fine to coarse l$2 Sand and fine Gravel 2
-t sizes (CL-ML)
ISh
.kQ TP1 3E 622.0 234 22 12 56 e; ASM D1557-70 MET 110D D
)6 Brown Sandy CLAY; fine 20 BECllTEL MODIFIED PROCTOR 132 0 7 grained soil of low p
9.0 plasticity with 40-45%
vi (20,000 ft-lbs energy) fine to coarse Sand igO and fine Gravel sizes
.gg-(CL)
I,5
?
9.[
TP1 4
620.0 235 20 13 53 ASm D1557-70 METHOD D
%{
Brown Sandy CLAY; fine E2 132 O f grained soil of low
' 1,0 DECIITEL MODIFIED PROCTOR j9.0 plasticity with 45-50%
,1 (20J000 ft-lbs energy) fine to coarse Sand and fine Gravel sizes (CL)
' 1 ul
{j{
TP1 3.0 236A 20 12 54 ASm D1557-70 METil)D D
( Crey brown Sandy CLAY; E
fine grained soil of jg low plasticity with 45-50% fine to coarse tO Sand and fine Gravel j
sizes (CL) 3D (D
-t m
Us
-1 UI 7220-C79 20-1 c;,
r' o-i s
' CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I & 2 LABORATORY TESTING DATA
SUMMARY
Reviewed by gjg MIDLAND MICHIGAN Project No. 2190
' Project Engr. D.Schulze Assigned By A. Marshall 4
Date Assigned Jan 1979 Required
.o e
'OO Pd IDENTIFIC ATIO88 TESTS STRENGTH TESTS compactuse p" c *' ' c e zc 2
r e
gg j
ri,,,,,
r-
". 3 ; i',7,.
si y,
i; r
. - > s '<* r.--
e
,,e y
s ss
-roo -w
.,- m
.a.
T,,.
-r
........,i.. w
-=
.gg s
s s
T..,
..e s
.,i z,'
1 4
620 235 20 13 53 AS1N D698 Method C-NBrown Sandy CLAY; finc u,
z grained soil of low E_o plasticity with:45-502-o o fine to coarse Sand and gE 1
-1E fine Gravel sizes (CL).
t mn 2
4.
or i
z5
-z, o*p r >,
y m in 20 e
on E ~>
m -1 mm i
a" zf
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i i
-4 u,
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- me
- rg m>
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7220-C79-20-1
CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I 0 2 Ruiewed by g MIDLAND, MICHIGAN LABORATORY TESTING DATA
SUMMARY
Date I/Jh/ > !
i v
Pr j:ct No.
2190 Project Engr. D. Schulze Assigned By A. Marshall Date: Assigned 10/17/78 Required
- h aDENTIFIC ATION TESTS STRENGTH TESTS CossacT10se r-Laboratory Log O
E E
l,,, Torvone ac or E Foilure Laborotary Water Sieve Hyd J3, yd E
a-as S troin N ond s
c j$
2
,-5 or Test No.
Conten 200 -2p Type S oil Description g ;c s2 z e4
'5 e4
- a. o
- y.,
psi pst
- /.
3f0 270 11.0 18 12 51 2.71 ASTM D1557-70 MET 110D D
~
8
)b Crey brown Sandy TI' 1 lO BECirTEL MODIFIED PROCTOR 130.t Clayey SILT; fine
- y (20.000 f t-lbs encrev)
.0 s
grained soll of slight
- ~O 270.2 2.6 129.5 U
9 ' 1x 8212 0.9 e low plasticity C
i with 45-50% fine to
- y 270.3 2.7 128.8 U
g - a,& x 9170 1.0 coarse Sand and fine jh 270.4 4.9 134.5 U
~ bx 16900 1.0 Gravel sizes (CL-ML) b5 Reconstituted
- 134.6 U
4' $x 18900 1.1 270.5 4.9 to specific Td 270.6 6.6 q - a, F_
(pcf) and 137.0 U
max 13500 4.5 270.7 7.0 W"
@)
f 135.9 U
" $x 14850 5.3
.o ASTM D1557-7.0 q.,,
n 270.8 9.0 METHOD D 127.6 U
max 2130 15.0
, -t 270.9 9.2 126.7 U
"~ $x 2119 14.0
- f.
"[*
855 15.0 270.10 12.4 120.0 U
@ J5%
1090 15.0 270.11 12.2 J 120.9 U
270.12 2.7 124.0 U
" $ x 2840 0.6 270.13 2.4 124.2 U
9' $x 4610 0.8 270.14 5.0 127.0 U
9 $x 10300 1.1
,m C
270.15 4.7 Reconstituted 127.1 I;
~$y 10250 1.1 E',g to specific 7d
- q. a, 270.16 7.1
. (pcf) and 131.7 U
8300 1.8 max
-Q 270.17 7.2 Wn (%) of U
- ~ Sx 5913 1.4 130.6 BECHTEL MODIFIED
- ,Q 270.18 9.4 PROCTOR 126.8 U
"' ~ bx 2410 12.1
- l{
270.19 9.0 127.5 U
4 $3 2420 14.0 e J5%
1090 15.0 270.20 11.1 123.7 u
-t Q
270.21 10.8 124.j U
U 15%
1240 15.0 g
-i m
7220-C79 20-1 y
P CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I 8 2 MIDLAND, MICHIGAN LABORATORY TESTING DATA
SUMMARY
Roiewed b Dofe 0/#
' Project No. 2190 Project Engr. D. Schulze Assigned By. Marshall Date: Assigned 10/17/78 Required A
oh IDENTIFICATION TESTS STRENGTH TESTS I CONSOL.
2 r-2-
1 Lee w atery wei.,
Si... H,4 4,
g L. tor. tory Log r.n.a. a., a r.iio n a, - a3 Ser.in mo c
Cg 8*
or Toet No.
Content 200 2p
'i
.g pd Typ.
Seil Description
-.g 2 E
- a. o ye,,
psf psf k.O b
3.0-TP 1 6.0 270 "o
Grey brown Sandy 2
270.22 8.2 Test performed 115.9 U
"' - ",.7x 2833 1.0 C1myey SILT; fine 2.0
- on reconstituted grained soil of slight o
270.23 4.1 specimens at 116.2 U
2 9,[*
2596 0.4 to low plasticity
@g x
270.24 6.7 various percent-
~
129.2 C "-
ages of Td max coarse Sand and fine gp 270.25 7.9 on ASIM D1557-70 123.4 C
Gravel sizes (CL-ML) hj 270.26 9.1 and Bechtel 115.4 C
h
" *d 270.27 4.8 115.6 C
m$
270.28 11.3 125.6 U
,,'.,,#~ hx 1430 7.0 20 Tests performed oO 270.29 11.3 on undicturbed 124.1 U
1140 9.7 max 270.30 11.6 samples 125.8 C
2."
270.31 12.0 122.1 C
Gh 270.32 4.4 Testa performed 115.8 C
6 a[85% of ASIM 270.33 8.4 C
-i m DC
==
fE mp 2 2 4
C E O, mm r-2D=
-1 0
0 7220-C79-20-1 00
i CONSUMERS POWER COMPANY
>as MIDLAND PLANT UNITS I 8 2 LABORATORY TESTING DATA
SUMMARY
Reviewed b)'9M #
'5 MIDLAND MICHIGAN De Pr: Ject No.
2140 Project Engr. _ D.Schulze Assigned By A. Marshall Dofe Assigned 2/24/79 Required no oo IDENTIFICATION TESTS STRENGTH TESTS conspections k
Laborofory Wefer a-as Strein y,ses te forvone ag or d Foilure O
Q
. Sieve 2,,
Hyd JP s
eh e
s cg a,
- T..i u con,en, ag 1,;,
c a-i-g roo 2y SU O e.oi,,ie, 6*
gg o
Te.,
per per cm h
TP 1 6
MC 270.2 20 12 51 19 2,11 ASTM D1557 Method D 1
Grey brown Sandy CLAi; E
BMP 270.2 z_O Bectel Modified Proctor Une gra n so n of g,y low plasticity with o o SC 270.1 ASTM D698 Method D
/ 10.0 45-50% fine to coarse O$
270.0.1 3.2 127.4 UU.
MO Ed' 15400 1.4 y3 sizes (CL).
i o r-270.0.2 3.1 128.2 UU.
g,20 q _,,
7 max 12700 1.4 z
270.0.3 4.1 129.0 UU,
- 7'20
"'sa$'
17100 1.4 no 2-as 270.0.4 4.0 129.1 UU 720 max 16100 1.3 8~ m>
p aa q - os e
mm 270.0.5 4.8 132.0 UU.
720 max 18400 1.2 zo g,0 q.,3 09 270.0.6 4.8 132.0 UU.
72 max 21700 1.6 2M q - a3
]QM 270.0.7 6.0 134.7 UU.,
20 max 23300 1.8
'3-270.0,8 6.2 134.3 UUn
- 720 #E7 19600 1.6 Z 2 oO Reconstituted or. =
a; - a3 77a_n o 6.4 to specific 136.5 UU.
720 max 20500 1.6 270.0.10 6.4 7d (pcf) and 136.2 UU.
T20 U$3 21200 1.6 WN (%) Of
"'7"2 0 9-#3 210.0.11 7.2 ASTM D1557-70 137.2 UU max 21700 1.f.
p 137.5 UUn 720 ma$' 22400 2.0 770_0.12 7.1 Method D 270.0.13 7.6 137.2 UUn
$*20
"'Ed*
22300 2.0 rg at =
ai - as
- m p 97n_n_1I.
7.5 136.S UU.
720 mnv 19400 1.9 7 :n ot s q - a3
- c. -<
270_n 1 s 7_R 136.E Ullo 720 max 17500 3.0
.E o A-#3 mq 270.0.16 8.1 136.f UUn 770 mar 18000 3.0 270.0.17 9.1 132.0 UU,
'720 "'~$8 m
970c 4,o m
% =20 m-as
_4 270.0.51 9.0 133.:
UU_
7 max 10800 5.2 o
m ot u
%~as e
270.0.19 9.9 129.7 UU.
220 mar 570r.13. 0
-t a
q - a3 c
270.0.20 10.4 I
129.5 UUn 720 max 5800 13.0 7220-C79 201 e
3
1 e
l CONSUMERS POWER C@MPANY MIDLAND PLANT UNITS I a 2 LABORATORY TESTING DATA
SUMMARY
Reviewed by 4
gg MIDL AND MICHIGAN ProjeCf No.
2100 Project Engr. D.Schulze Assigned By A. Marshall Date Assigned 2/24/79 Required oo OO IDENTIFICATION TESTS STRENGTH TESTS CONSOL.
g-mo 2
f Laborofory -
water Sieve Hyd
.C' Leberefery Leg Torvone a or &c Foilure a-as Stroin s
c d
or Test h
- Content 200 2p
[
y,,,
S oll Description
'"I*
,,g C
g g (2
OZ
>o I %
of,
- n. o y,,,
psf psf 6
Z ~N TP 1 n 270.0.21 10.7 D1557 Method D 126.6 UUn Y20 4800 15.0 Grey brown Sandy CLAY; u9 gy as q - a3 fine grained soil of c
270.0.?2 11.3 (Continued) 125.6 UUn 720 max 4200 12.0 low plasticity with o o mC 45-50% fine to coarse 270.41 3.4 128.3 D
.us Sand and fine Gravel
_17 sizes (CL).
oh
- 7 70_ t. ?
10.0 130.0 k
hk NO.35 2.0 123.3 Y
270.37 3.4 127.0 h
m$
270.34 12.C 120.0 h
2O
.1 oO 270.36 10.9 125.7 0
2>
_is m -1 mm M M 2
- O t
-i u
>c (D E 8E m>
z2 i
C EO (n 71 M '"
f
! 2>
W i
. m"1 U) i 7220-C79 20-1 7
m i
m. __.
CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I & 2 LABORATORY TESTING DATA
SUMMARY
Reviewedgb,, g g 4
MIDL AND, MICHIGAN Pr:}ect No.
2190 Project Engr. D.schulze Assigned By A. Marshall Date Assigned 2/24/79 Required oo oo.
IDENTIFICATION TESTS STRENGTH TESTS consacnose oc E
-f Loborofory Water Sieve Hyd X
8" C
- '#3
" W yd 8
j *g j*
or Test No.
Centent 200 2p I"
s Criter o end n
p, gg a=
- Tee, per per ew Q
TP 1 O BMP 270.2 Bectel Modified Proctor Grey brown Sandy CLAY; "g
M 9-as fine grained soil of Eo 270.0 27 3.1 121.4 UUR 720 max 940( 1.5 low plasticity with o
270.0._28 3.1 121.7 UUn I20
'ma) 9700 1.0 45-50% fine to coarse m
$z 270.0.29 4.0 122.0 UUn
%=20 a - a3 Sand and fine Cravel z
max 8950 1.0 sizes (CL).
t$O 270.0.30 3.9 122.4 UUn
[20 E1h 8550 1.4 h
270.0.31 4.9 124.8 UUn T20
- 'm~1$' ' 12100 1.4 o ce g 20 a - a3 s
270.0.32 5.2 124.0 UUn 7
max 1080C 1.2
. i$
270.0.33 6.1 126.4 UU, b'20
'E,7 1050C 1.8
[z >
270.0.49 6.0 Reconstituted 126.4 UU,
' N20 E*
1140C 1.6 to specific cr :
A-as e
270.0_15 6.5 7d (Pcf) and 127.3 UU.
720 max 1240C 1.6 N
270.0.36 6.3 WN (%) Of 127.0 UU.
[20 dah 1165(
1.6
.Zz Bechtel "O
270.0.37 6.9 Modified 128.0 UU,
/20 maI 1080t 1.5 27'0.0 38 6.8 Proctor 128.5 UU,
- /20 12800 1.8 max 270.0.39 7.5 l
129.4 UU
- /20 Es$8 14200 2.2 n
270.0.40 7.5 129.1 UUn
- [20 EaI 11500 1.6
$E 270.0.41 7.8 131.4 UUn
[20 E37 12100 2.7
- v. h 270.0.50 7.9 130.(
UUn
- [20
'Esh 1110C 2.4 wm es ai - as 3-<
270.0.43 8.9 131.5 UUn 720 max 10400 5.0
- O e=
c5 - a3 om 270.0.44 8.7 131.7 UUR 720 max 1030C 3.5 0E 270.0.45 10.2 128.7 UUn
- [20 ma$'
5800 12.0 W
cr :
0 15%
e 270.0.46 10.4 128.6 UUn 770 5600 15.0 m
a=
0 15%
c m
270.0.47 10.8 125. /.
UUn 720 3800 15.0 270.0,48 _ 11,1 126.4 NU f20 R
4300 15.0 7220-G /9-eu-1 s
i w.
J CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I O 2 LABORATORY TESTING DATA
SUMMARY
Reviewed b MIDLAND. MICHIGAN ggg Project No. 2190 Project Engr. D.Schulze Assigned By A. Marshall Date Assigned 2/24/79 Required oo OO IDENTIFICATION TESTS STRENGTH TESTS CONSOL.
. Pn O E k
Laborotory Wet *'
Si HF4 #s yd Cm 1; 8*
or Test No.'
Content 200 -2P h3 Type sell Doestiption L
P C'"' i*
Cc
'"d
-t :0 E Aa 3* O
.s. o-
- Tee, pet pet g
j#N TP 1 6.0 270.38 6.9 Grey brown Sandy CLAY; E
Bechtel fine grained soil of
_. O 270.39 3.0 L Mified L22.9 1
z.
low Plasticity with (cuatinued) a0 270.40 2.6 123.2
.09 f 45-50% fine to coarse yE f.37 Sand and fine Gravel Ab sizes (CL).
T270.1.1 5.8 20 12 56 20 L20.3 CIU, h160
@/ Os a
k)
T270.1.2 5.7 19 12 55 20 119.9 CIU_
3[60 max 2340 11 7 Grey brown Sandy CLAY e
1560 11.6 or Sandy Clayey SILT; a
r270.1.3 9.7 20 12 120.7 CIU p,f a' fine graini.d soil of g
m n
2160 max 2040 7.9 Eo slight to low plas-ticity with 45-50%
3 f2 fine to coarse Sand j.>4 and fine Gravel sizes n m e.*
(CL or CL-ML).
9 im
- C 1rx 1h
..U
- O
,n I"
ff>
m
-1 m
m M
7220-C79-20-1
- 9 (D -**
In ID Md O.
M tD 0
@ (D C 3 am M
-8*
MM%
I li t
- O N.
N O.
O N
NN
1 s
FIELD DENSITY TEST RESULTS hLE No.
2190 I
(
REPORT No.
. SHEET No. I of 3 4
9 ATE 9/29 - 9/30 PROJECT Midland Plant Units 1 & 2 LOCATION Midland, Michigan OWNER Consumers Power Company CONTRA'CTOR _ Bechtel Power Corp.
WEATHER CONDITIONS REMARKS Diesel Generator Building (TP-1)
FD A pprox.
Ma x.
Dry O ns.
Optimum In -Piece Moisture Compaction Remarks Test Elev.
oorr for + 3/4" Moisture Dry Ons.
Content
(*/,)
No.
(ft.)
stone (pcf)
Content (pcf)
(%)
P4)
INW 624.5 137.0 7.5 129.2 9.8 94.3*
TP-1 1NC 624.0 136.0 7.5 115.5 11.6 85.0*
TP-1 INE 624.0 136.0 7.5 124.9 10.5 91.8*
TP-1 2W 623.0 136.0 7.5 125.3 11.7 92.1*
(
2E 623.0 136.5 8.0 139.1 12.6 102.29 TP-1 3W 622.0 136.0 7.5 122.3 14.2 89.9*
TP-1 3E 622.0 137.2 8.0 127.3 11.8 92.8*
TP-1 4
620.0 137.5 7.0 121.9 13.3 88.7*
TP-1 4
i,
l
~
NOTE:
. Reported Percent Compaction probably invalid.
Moisture con-tent of test samples 2-7% wet of optimum.
deformed after excavation producingiinvalid' Suspect that test holes volume determinations.
JBF/DWC M4uf pp p g
ec6serne,zoemo, sumascurr e assoc.,sec.
~ ~ ' " ~ ~ ~ * " "
4gn 7?Pr C7912n.n j,g
.-L
L'Oc 6i..o J ci i-I I
l I
+a '
- e=
M M C O ce bM A
O C L.
O l3 ar-
+J 4J M fG e m O
O.
l T. CC J
1 l
l l
s GRAIN SIZE DISTRIBUTION u.S.st&8so4=0 sityt se!E
.... u. a.
w.
.o =a ea.
i F_
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I I
e i
l i T
ei i
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I
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2 s y' os zW *1 gE b z-OM is. s s-ga CONSUMERS POWER COMPANY E sg ay wy ,3 m ;i Eg jg og e MIDL AND PL ANT UNITS I 8 2 z a Ez Et as $b 10 j_" wg zg ic w d MIDL AND,MICHIG AN y cu !* =y@ TRIAXIAL COMPRESSION s8 != M i cr E'; g 4.1 l29.0) @ 720 4.0 0.5 TESTS (Ru ) y n a 4.0 12 9.1 $ 720 3.8 0.5 TEST PIT I TEST SERIES SAMPLE-NO. 270 DEPTH 3.O' - 6.O' D ATE M AR.1979 TECH. 4Pf#h GOLD 8 ERG,ZOINO,DUNNICLIFF a ASSOCIATES,1NC. REVIEWER %~' CONSULTANTS IN GEOTECHNICAL ENGINEERING / // FILE 2190bd
I SKETCHES AT FAlfuRE 30,000 \\ I O 7,l = TEST T270.0.6 ST wo p 05 I ri-r3 (M AX) = 21700 psf a
- = l.6 %
l b" A fl\\ l i I j o '_\\ l TEST T270.0.5 : l l 1 l l j [i\\ F-es (MAX) =l8400 psf ' I i i y %\\ < =l.2 % l l l l h\\ l } l i ! l l l I l TEST NOT27006 1I I I ! i l l l I I l m 15,000 o lI i I i I I i ti i i \\ i i 5 ii 4. i i iI N I I r 10,000..I It hd l_ l 1 1 I i ,, 7.,, ;. m '2 l 2 l l TEST NO. l l t ' i l i l i i ! I ' t l l l 1 I. l i I I 5000 l l ? l I l TEST NO. O 5 10 15 .20 25 AXIAL STRAIN IN PERCENT 4 SAMPLE RECONSTITUTED USING ASTM Dl557-TO METHOD 7220-C 79-20-1 INITIAL CONDITIONS BEFORE FIN AL .g Soll DES CRIPTIC N: GREY OROWN S ANDY CL AY(CL) CONDITIONS SHEAR CONDITIONS Eg 4 $.s N E h =i LIMIT 20 % LIMIT I2 % GRAVITY 2.71 a e A h# ge 2 =' O
- 5. U$
- 3. 08 5 b e$
2 s E" c2 Ed E5 gE di SN $ $. s w* CONSUMIRS POWER COMPANY a3 zg gg jg og e MIDL AND PL ANT UNITS'l & 2 as jy w*5itI 10 k z w w=gzg ic QO MIDLAND MICHIG AN y g Sz a q s g8 gg !! y ci =@ TRIAXIAL CdMPRESSION -u = 0.5 TESTS (Ru ) y g 4.s 132c H8 720 4.7 n 4.8 132f $ 720 4.9 0.5 m TEST PIT I TEST SERIES SAMPLE NO. 270 DEPTH 3.O_' - 6,O' D ATE M AR.1979_ TECH.
- M U.)
GOLDBERG,ZOINO.DUNNICLIFF & ASSOCIATES,1NC. REVIEWER 924'De FILE 2190 CONSULTANTS IN GEOTECHNICAL ENGINEERING /
SKETCHES AT FAlf.URE. 30.000 TEST T270.0.T I = F-F3 (MAX) = 233OO psf i i 25,000 t I e = 1.8 % TEST NO.T27007 g 11 s" 1 \\ 8 =i TEST T270.0.8 I I i ( ~ lM' F-F3 (MAX) =19600 psf l l 1 g t/\\ V < = l.6 % I y 'l *L \\ \\ l < [ II lk l TEST NO.T27006 i \\i ( g '5' i ), N l i i ( M I 5 . \\ INJ ! i 1 l ' 'M ui j l l k' :I i i i l i T' i i 10,000 iij; t 1 2 l,' ji! } l l l l TEST NO. l I i i I e !l l _ ul i l ! l I I I i j 5000 I l. l l l 1 l n 1 i TEST NO. 1 O 5 10 15 20 25 AXIAL STRAIN IN PERCENT M S AMPLE RECONSTITUTED USING ASTM D1557-70 METHOD 7220-C79 20-1 D EFFORT INITIAL CONDITIONS BEFORE FIN AL .g SOIL DESCRIPTION: GREY BROWN S ANDYCL AYlCL) CONDITIONS SHEAR CONOITIONS Z g ei 9 y t: =5 uuiT 20 % uuiT 12 % GRAVITYE = = = #.5 Eg 5# gg 2.* $_ 5. U# a#. 0 5 s y' os zW Eg gW bi $N je s s-CONSUMERS POWER COMPANY g jg og wl!;m g sg E MIDLAND PLANT UNITS I & 2 s w* *- ;g zg [g [8 $w, =! i b" gg h wg zg ic $0 MIDLAND MICHIGAN y = =@ TRIAXIAL CdMPRESSION g gg M y q g su 2 6.3 0.5 TESTS (Ru ) E N 6.0 13 4.7 1 720 n 6.2 13 4.3 720 5.9 0.5 TEST PIT I TEST SERIES SAMPLE NO. 270 DEPTH 3 4 ' -f>.O ' D ATE M AR.1979 TECH. /J Y d ~ 4 - . GOLDBERG,ZOINO.DUNNICLIFF & ASSOCIATES,1NC. REVIEWER' M'Mw FILE 2190 ' - cnN4ill TANT 9 IN GFOTFCHNICAL ENGINEERING / 8
l SKETCHES AT - FAlfURE 30,000 ( F TEST T270.0.lO I 25,000 ,,_,3 (M AX) 's 21200 psf' I TEST No.T27009 I e = 1.6 % l } 5 TEST T270.0.9 p ,l a -e (MAX) = 20500 psfi s s f a s l.6% l I I I I i t;- 20,000 l q' j i i l 1 j l I I l m i I Eg o I ( l TEST NO.T270010 m l1\\! l l l l l l I 15.000 m l \\\\ l i l l l l I B l \\\\ ! I i j lY I II i 8 l w *, i i 10,000
- ;;j
, ; g y_ gr_4.l ;i l I l ! l i ! My]I I ! } j j l j l -o i I r } l l l I I I I II 5000. } ; I l l r TEST NO. O 5 10 15 20 25 AXIAL STRAIN IN PliRCENT M SAMPLE RECONSTITUTED USING ASTM Dl557-70 METHOD 7220-C79-201 o ErroRT INITIAL CONDITIONS BEFORE FINAL .g Soll DESCRIPTION: GREY BROWN S ANDY CLAY (CL) CONDITIONS SHEAR CONDITIONS g l $d h E h 2i LIMIT &Q */o LIMIT I2 % GRAVITYM p p 2 a ,0# ;;$ 6 0_ 5-Ug R. 0- 5 25 2 5 m; os z0 E ge tg SO it a,- g a. CONSUMERS POWER COMPANY E
- s gy $s *f a3 =g g5 j0 g
wE MIDL AND PL ANT UNITS I & 2 a
- a. *
<t gy y,_!g zg is g z d MIDLAND MICHIGAN y@ TRIAXIAL CdMPRESSION y 0 g8 ;ggM y i:g >" g w = = 'o 2 6.7 0.5 TESTS (uu) E 6.4 1365 } @ 720 n 6.4 l3&dM 720 6.7 0.5 TEST PIT I TEST SERIES SAMPLE NO. 270 DEPTH 3 O' - 6.O' DATE M AR.1979 TECH. BIlulu GOLDBERG,ZOINO.DUNNICLIFF S ASSOCIATES,1NC. REVIEWER 7Mz" FILE 2190 = CONSULTANTS IN GEOTECHNICAL ENGINEERING / 4
/ / I I SKETCHES AT s Fall'URE 30,000 TEST T270.0.ll / \\ = i F-F3(MAX) = 21700 psf f
- = l.8 %
III 25,000
- TEST T270.0.12i l
l l = TEST NO.T2700ii .F -Fs (MAX) = 22400 psfi II 1 e = 2.0 % l I a i i l i I -1 ( 2U' In w i i ; I i i i i i i i ! i i I l[, I h l l l l l l i ! l i I ! y Ihl i I i ! I I ! I I i ! I I h l lhi l 1 l l { l ' I l l TEST NO.T270012 ,I Ik i i i ! l I l l i l I a: 15,000 4 o A% l t ; i ,i I I i ! i l%I i i i i ! l !! 5 l I Mi i i 1m I I ; -m m w I ! ! j 2= i i O 1 i i ! I I I -. I i l i I I I I i ! i i j i l i i l, m ,l j i j l l g j ; j l l,[ j TEST NO. i i i i I I i i ' !i : i I i l l i i. l i l I l 1 I i ! l ! I i I 'i I 5000 !! I i l l l 1 . i, i e i j l I I I I l 1 ii i 'l I i _j i i t i I i i I l ! 6i ! I i i i i TEST NO. O 5 10 15 20 25 AXlAL STRAIN IN PERCENT M SAMPLE RECONSTITUTED 7220-C79-20-1 oyroRr S ^S'" ' " ' ' ' " ' INITIAL CONDITIONS BEFORE FIN AL SOIL DESCRIPTION;GREYBROWN SANDYCLAY(CL) CONDITIONS SHEAR CONDITIONS g $.!! h h aa LIMIT 20 % LiuiT 12 % GRAvlTVE 2 0 gy$ e e 2 t" 0. 5. h$ S. U. 5 $2 [E g 5 t7 os zW E1 iW bi 0W je s w* CONSUMERS POWER COMPANY E sg "sy 3y sg MIDL AND PL ANT UNITS l 8 2 gg jg og z jg. !=g w
- g H y$t?
zg it, 3@0 TRIAXIAL C6MPRESSION l;; "z
- a. <
MIDLAND MICHIGAN y gg w w s g8 cu !* g cg = 3 6.9 Q5 TESTS (uR ) E 7.2 137.28@3720 R m 7.1 137.5% 720 6.8 0.5 TEST PIT I TEST SERIES SAMPLE N O. 270 DEPTH 3.O' 6.O' D ATE M AR.1979 TECH. OlduM GOLDBERG,ZOINO,0UNNICLIFF & ASSOCIATES,lNC. REVIEWER VI4" FILE 2190 bb CONSULTANTS IN GEOTECHNICAL ENGINEERING / //
SKETCHES AT Fall'UR E 1 30,000 l TEST T270.0.13. l* -e (MAX)
- 22300 psf' l
s l 25,000 ' e = 2.0 % l l l i TEST NO.T270013 E I o [ f\\ 8 l }, ITEST T270.0.14' I i ll i j I r l le -a (MAX) = f9400 psf! l l l l l l f l q s s 7]T;l.i i \\ l !* =l.9 % l l M ! i ! 0 H { f Il l i i i i i l i g
- I i I f !
l l il l TEST NO.T270014 I i) i i l ! I I I l 1 I i ! i ' t e 15,000 o I AI I l I i\\! t l 1 i i I j 5 h i II l l o h iI.! I i l i i ! *th ' ' ia,,.,,i i ! i I ! I i 4 I.000 o p 1 7;ii 7 7) i i !
- i !
I I 1 ! I T "a in - l l ! ; TEST NO. l I i i i i i ! I i i l ' I i i l l Il i I I I I'I I I I 5000 l l l I I I I I l l l 1 I i I l l !i I I t I i i j i i i i I !l i l l l l l l l !$l l l l l l TEST NO. O 5 10 15 20 25 722 7 US NG ASTM 55 - M THOD 1 D EFFORT 1 INITIAL CONDITIONS BEFORE FIN AL .g Soll DESCRIPTION:GREf BROWN SANDYCL AY{CL) d CONDITIONS SHEAR CONDITIONS z2 E: m z Ll0UID PLASTIC SPECIFIC a q# ty$ s.sh E b =5 LIMIT 20 % LIMIT 12 % GRAvlTY 2.7I 2 E e# 8 e $_ 5. Ug 0 E a= l S. si os EO !E: gg t;g $N g g' s: gE CONSUMERS POWER COMPANY
- s jy 3W aa sg Eg jg og wE MIDLAND PL ANT UNITS l 8 2 1
z a dtf gg h wg zg ic, 30 MIDLAND MICHIG AN g l g z a.*
- 8 ;ggM y ci >* Eg e
=,5 TRIAXIAL CdMPRESSION O g mu = l
- 7. 6 13 7.2 9@ 720 7.5
- 0. 5 TESTS (Ulla) y 7.5 136.9N8 720 7.5 0.5 TEST PIT I
TEST SERIES SAMPLE NO. 270 DEPTH
- 3. O'.- 6. O' DATE MAR.1979 TECH.
A' id--4A _ GOLO8 ERG,ZOINO,DUNNICLIFF 8 ASSOCIATES,1NC. REVIEWER 4644uv FILE 2190 CONSULTANTS IN GEOTECHNICAL ENGINEERING / 9 l l
ll l SKETCHES AT Fall' UR E 30'000 j 1 l l r l l D. l Ill l l I IIi \\ ,000 ITEST T270.0.16i l-l l l TEST No.T2700ls O
- -#s(MAX) = ll8000 psf I I
1
- = 3.0 %
i { l III l I r e . I l iTEST T270.0.15; i iI iil i b{ 20,000 fi-e (M AX) a l1500 psf I ! ! I ! I I i i s m i le = 3.0 % I I l l l ; i 0 I j T l l l l I Iii I h 1 I I l l !} l l l l TEST NO.T270016 i/ i\\\\ l8 ! l l 1 I i ! 1 I f i I g '5' I U. i s!: ; i i l l l i if \\.i I I l l l F h ll! 11i I l 1 l ! I i 7l i lMd Ii II I !l l I l ! !ilI! Y.I: _ l I 10,000 l l i, I i I. i { t i;l j j l l l l } I TEST NO. i ) I .t
- II i i
l I i l I i i l l i i l ii l I I IIl d !l 5000 l l l i ! l ! ! ! lii l i l i i I I I l I I I l II i I j i i i I yIji t l l l l l l i l l i l l f l j i l j l j TEST NO. ~ O 5 10 15 20 25 AXIAL STRAIN IN PERCENT M SAMPLE RECONSTITUTED ae USING ASTM Dl557-70 METHOD 7o p-g.79-20-1 o ErronT INITIAL CONDITIONS BEFORE FIN AL W Soll DESCRIPTION: GREY BROWN S ANDY CL AY(CL) g CONDITIONS SHEAR CONDITIONS z s Ez LIQUID SPECIFIC $s h E b 25 LIMIT 20 % LIMITPL ASTIC l2 */o GRAVITYM m 2 g gs$ E 8 8 24 0. 5. Ug 3. 08 5-5 g o$ ) BE of YU EE 2E O z' OM $$ M* CONSUMERS POWER COMPANY as gy wy *Y a3 zg gg j0 og y MIDL AND PL ANT UNITS I & 2 z m$ MIDL AND,MICHIG AN y a.s st gg g,_@g l;; Sz zg ic TRIAXIAL COMPRESSION n w W g8 gg M i y g = 'o a 0.5 TESTS (Ru ) y 7.8 1368M 720 7.8 n g 8.1 136.EM 720 7.8 0.5 TEST PIT I TEST SERIES SAMPLE NO. 270 DEPTH 3.O' - 6_O' DATE MAR 1979 TECH. Nida&L GOLDBERG,ZOINO DUNNICLIFF S ASSOCIATES,lNC. REVIEWER Ow FILE 2190 6O CONSULTANTS IN GEOTECHNICAL ENGINEERING / /
^ SKETCHES AT Fall'URE 30,000 f f 25,000' D TEST 40.T270017 l l i i b" I I I I t i I I i 6-20,000 I. I I I i i i l i \\ l I I l l l ! l l l l l l g TEST T270.0.17 ll l Q{ F-F3(MAX) = 9700 psf l Iii i TEST NO.T2700 51 H i II <=4.0% 1 Ii, Iil I a: 15,000 I II i !II l l I ! o ' i y - TEST T270.0.51 l t ( ' 5 F - e (MAX) = 10800 psf l l ! i i s e = 5.2 % l l 1 l l iii 1, N I^'^lL ,?,+ I I I 'I I 10'000 i iA 1 I i l i i ! i i ! l l, 1l l l j j
- l l l
- ; i
TEST NO. i NJ i i I l i i l I i : :
- i I
I I I I I I I 5000 [i I I I i l l l I / !I i l ! i b } i l l l l l f {, j; j TEST NO. O 5 10 15 20 25 AXlAL STRAIN IN PERCENT M SAMPLE RECONSTITUTED USING ASTM D1557-70 METHOD 7220-C 79-20-1 D EFFORT INITIAL CONDtil0NS BEFORE FINAL SOIL DESCRIPTION: GREY BROWN S ANDY CL AY(CL) d CONDITIONS SHEAR CONDITIONS z s a Ez LIQUts PLASTIC SPECIFIC h, E 2 sy$ h a LIMIT 20 o/, LiuiT 12 % GRAVITY 2.71 0=# 5 $s 5 Q~ E" 0
- 5. =E# S.
m= 2 5$ 02 zd E_* EE b z-UN $$ E.* j'; t CONSUMERS POWER COMPANY "$ gy $$ "-N _ R ig j0 og wE MIDL AND PL ANT UNITS l 8 2 l z g""g z w 3; zg dc 3 0 MIDLAND MICHIG AN y l;; 2 $0
- e W
g8 gg d y ti 8y to P =5 TRIAXIAL CdMPRESSION 2 T e.1 132a.r88 720 p.0 8.8 0.5 TESTS (U. tin) E h 9.0 133.2$-$9720 s 9.0 0.5 TEST PIT I TEST SERIES SAMPLE NO. 270 DEPTH 3, O'.- 6,O' DATE MAR 1979 TECH. Ulhuku-GOLDBERG,ZOINO DUNNICLIFF a ASSOCIATES INC. REVIEWER 726w y' cnNRill TANT 4 IN GFOTFCHNICal FNGINFFRlNG ./ // FILE 2190
1 SKETCHES i AT Fall'UR E 30,000 1 I l \\ I 25,000 i 7EST NO.T270O. 9 I ii } l l l b I I I i I i 1 I i b-20,000
- ;,j L
m I i 1 I I l !
- I !
m in I { l l I ! I i i I ! F I ! l l I I l l l l l l TEST NO.T270020 i i t i i I
- i i l i
- i I i e 15,000 I
? o I I.-., I i3 l l l !iI I1 i TEST T270.0.19: ! 4 5 I i l l a a (MAX) = 5700 psf s s o'd ! i l !l
- = 13.0 %
i llI ' l I I i i l l l l l ! ! ; i i ! ' i 1 =, TEST T270.0.20, ! l ! I i ! l ! i l ai-a (M AX) = 5800 psf TEST NO. s !'l l I i i < = l 3.0 % i l I i l I i l 1 i i i l i I i i I : j ;j i 5000 ,A g i i i i i i i i ! l t l l l I [ l I I I [j j l l l l TEST NO. O 5 10 15 20 25 AXIAL STRAIN IN PERCENT M SAMPLE RECONSTITUTED 7576(C79 k0h~ o'E?ro*E"*'"*"'"** INITIAL CONDITIONS BEFORE FINAL .g SOIL DESCRIPTION: GREY BROWN S ANDYCLAY(CL) CONDITIONS SHEAR CONDITIONS Zm m Ez LIQUID PLASTIC S PECIFIC 2 $ $.$ h e b t LIMIT 20 e/ LiuiT 12 a/, oRAviTy 2.71
- 0
- 5. gh S. U. b
$a o$ EW 5:
- t, g SM is
$ w* g$ CONSUMERS POWER COMPANY si o a-
- s gi =W *, tYa5 =g 25 gg og w$
MIDLAND PL ANT UNITS I 8 2 = a e s 30 y- !=g zg #G = d MIDLAND MICHIGAN a < g8 ;!! $3 y cg >" y@ TRIAXIAL C6MPRESSION y w w co !" = m ,V 9.9 29.7183 720 0.5 TESTS M.I.n) y 9.9 M(7 10.4 129.!!$ 720 9.7 0.5 TEST PIT __.. l TEST SERIES SAMPLE __.. NO. 270 0 PTH .O' D ATE M AR.1979 GOLDBERG,ZOINO.DUNNICLIFF & ASSOCIATES,1NC. REVIEWElt Mi4ra b CONSULTANTS IN GEOTECHNICAL ENGINEERING / [/ FILE 2190
SKETCHES AT Fall'URE 1 30,000 I l l l ) l \\ \\ l 25,000 I I TEST No.T27oo21 i I l b 1 l l l l l l l' l l l b-20,000 j ;
- ; ; j m'
I t I I I I I l 0 l l l ! I i i i Eg l l l l l l _ TEST NO.T2700.22 m i i ! i i I I ;I e 15,000 j ii ; o g l I i ! I ! 3 l _ I l l i j l l ! l I i to i l l l i TEST T270.0.21 i I l l I j i 1 i { e - e3 = 4 800 p sf + i 10,000 i ! ! ! I t ! _ ie=15.0% i ,1 I ! !ii l i l l l l l l l l if i TEST NO. I i I TEST T270.0.22 i i l l l F -e (MA.X) = 42OOpsf' i s I < = 12.0 % Il l I 5000 I i i i r T T, i a_- pg,r,p j j j - fj#7 i ! l I i 1 a j j j j TEST NO. O 5 10 15 20 25 AXlAL STRAIN IN PERCENT M SAMPLE RECONSTITUTED USING ASTM 01557-70 METHOD 722C-C79 20-1 o ErroRT INITIAL CONDITIONS BEFORE FINAL
- g SOIL DESCRIPTION
- GREY BROWN SANDY CLAY (CL) o"#
CONDITIONS SHEAR CONDITIONS Z g gi @ W t- =5 uMIT 20 % uuiT 12 % GRAVITY 2.71 z = =# A $# gM 24 0- 5. $$
- E. 5 3.
g$ ) t y' os Ed $1 2E bi UN yy E,* CONSUMERS POWER COMPANY a
- s ay 3* *8',a z
gg jg og wE MIDLAND PL ANT UNITS I a 2 l>g@g z a SE d 30 a
- z h zg d c, d
MIDL AND MICHIG AN y@ TRIAXIAL CdMPRESSION y w 0 g8 gg M j c t >" $ cu !* = g Q 10.9 0.5 TESTS (UUR) y IO.7 126.eM3 720 h A 11.3 12 5.6$@720 10.9 0.5 TEST PIT I TEST SERIES SAMPLE NO. _ 270 O'- 6 DATE M AR.1979 DEPTH _,) D,.O' TECH. u. U3 GOLDBERG,ZOINO DUNNICLIFF 8 ASSOCIATES,lNC. REVIEWER' 4Lf FILE 2190 CONSULTANTS IN GEOTECHNICAL ENGINEERING / //
14,000 { SKETCHES AT Fall'UR E I = TEST T270.0.28 12,000 a -a (MAX) = 9700 psf s s l <=10%l i l l l l j 1 TEST T270.0.27 a j j r - r3 (M AX) s 9400 psf l e 10,000 I < =1.5 % I TEST NOmn" b lt ' l L q\\ l b. M l I / 8 4\\ t i II I i il iI I I y 8000 g,;
- j l
- ;I j l l l l
/ i g N !\\\\ ! I I i l_ i l i I l ! l ! I! t \\! I I I i I i i i iI Q l } l l [ l l l l TEST NO i j i .\\lg t i i li ll li 5 sooo , ;, yg i i ; l_ v i ,=:r i w 4-O l ,m. l
- l i
+
l !'I I I I I! i i I i 1 ! l i j.I !il i ! i I i i l l l i l l l l l 1 l ! I i 4000 g j ; j ; ; j j l l j t
- j
- l l t
l l l l t i T E ST NO. ~ ~ il ii I l l i i I l l !I I I l I I I I l l l l l l l l II I II 2000 3 i; i i i j
- j t
i ! I i i ! I I I l
- i l I l
I i i i I i I II I' TEST NO. O 5 10 15 20 25 AXIAL STRAIN IN PERCENT NOTE: S AMPLE RECONSTITUTED USING BECHTEL MODirlED 7270-C79 20-1 ErrOa7 l7 INITIAL CONDITIONS BEFORE FIN AL .g SOIL DESCRIPTION: GREY BROWN SANDY CL AY(CL1 CONOITIONS SHEAR CONOITIONS z- '[A $ $j h E 7 b e LIMIT 20 % LIMIT l2 % GRAVITY 2 71 %. 5 $s =# 2' 0- 5. =9$ 3. Q~ EE g$ CONSUMERS POWER COMPANY E=M*E fo W t;g $M jy E.J yi sE os o. f:0 jy 3" _, 3 zg gg jg og wE MIDLAND PL ANT UNITS l a 2 z
- a. E ib" gg h" wg m,g!*
d-0 E@d TRIAXIAL CdMPRESSION g z MIDLAND MICHIGAN q E g8 gg $3 y cg 8g = u = ~ yI f88 72o 3.1 o.5 TESTS (U.uR) y 3.i 121.4 f d 3.1 121.7$-9 720 3.2 0.5 TEST PIT I TEST SERIES SAMPLE No. 270 p DEPTH 3.O! - 6.O' D ATE M AR.1979 TECH. 1)l M L-GOLDBERG,ZOINo,0UNNICLIFF 8 ASSOCIATES,1NC. REVIEWER W b FILE 2190 CONSULTANTS IN GEOTECHNICAL ENGINEERING /.f
i 14,000 SKETCHES AT Fall'URE 12,000 = TEST T270.0.29 r -a3 (MAX) = 8950 psf // e < =1.0 % l E l l l l - 10,000 l 5' TEST T270.0.30 l p 7g,7,eToooz i r-r e 3 (M AX) = 8550 psf i C
- = 1.4 %
v? \\s. i ify m T 4 I W 8000 'i f _g\\i l I l l 4 M l l I ~ ( l i m TENE I I I TEST NO ^ 5 i j l t I 6000 l 1 l l l 1 i w I o l Nt-'r h,, _ l _.1 M If' ? "i il k > I ; i i l l 17
- I'
~~ l }~' I i 4000 II l l l I I I i 1 l l 1; i !, i l ! { l l l l l l l l l TEST NO. 4 e I I I i I t I ! l 1 II I I I I I 2000 l I l I i I I I d I l TEST NO. l l l O 5 10 15 20 25 AXIAL STRAIN IN PERCENT NOTE: S A MPLE RECONSTITUTED 7220 C79 201 E="OYT' ' " ' ' ' " " INITIAL CONO!TIONS BEFORE FINAL 2[ g SOIL OESCRIPTION: GREY BROWN S ANDY CL AY(CL) CONDITIONS SHEAR CONDITIONS a 5 4 E.s! @ E b e Liu T 20 % LIMIT 12 % GRAVITY.2.Il 0' 5 5=s =8 5 q# gy 2 =* 0- 5. $$ 3. 5 s y" of zO EE gy Of OM j$ sJ g a-CONSUMERS POWER COMPANY E 0 sy wy _, 3 za jg og wi MID'. AND PL ANT UNITS I & 2 [gg 0; Ez E t-a- 5 i b" gg g d 30 MIDL AND,MICHIG AN y wg zg !a =@ TRIAXIAL COMPRESSION s g8 gg h j ct g cu g 0.5 TESTS (uu ) [ 122pq 4.o 720 4.0 n d 3.9 122de 720 4.0 0.5 TFST PIT I TEST SERIES S. APLE NO. 270 DEPTH
- 3. O'.- 6.O'
' D ATE MAR.1979 ~ TECH. 2/ IM GOLDBERG,ZOINO,00NNICLIFF 8 ASSOCIATES,INC. REV EWERMM*' FILE 2190 65 CONSULTANTS IN GEOTECHNICAL ENGINEERING ./ 8
1 \\ 14,000 SKETCHES TEST T270.0.31 AT pggCURE 3 (M_AX) s l2lOO psf F-F
- I' 12,000 Di l'\\l
) E TEST T270.0.32 ( i i 3 (MAX) slo 800 psf F-F V e = 1. 2 % I l l l a 10,000 o a b" TEST N073001 il !i i b k ~ II I ll m" h I f I I i I I \\ I 8000 f Il\\ \\ l 1 l ! l l l i l 1 I I i l m i i \\ %_! J ! i i i i ! i ; g % L N_ l l M i i i i p } l T 'D l l l ! l l TEST NONE e 5 6000 !b' i.,. !'I m i i ,i i !! i e , e~. I i i Ii! j l i l I l I i !'r i i i l I i + l l l i ! l l 6 I I I I I i 4000 -
- I i i
! ! i l ! l o l l l l l l l jl i i l l l [ ; TEST NO. l I l l l I l ! l . : if ! I I i i i j I I ! I! I I I ! I I ' 2000-l I I l I I l l l j i I I .l I l l 'i'Ii I i l l l l l TEST NO. O 5 10 15 20 25 AXIAL STRAIN IN PERCENT NOTE: SAMPLE RECONSTITUTED USING BECHTEL MODirlED 7270-C79 20-1 ErrORT INITIAL CCNDITIONS BEFORE FINAL .g SOIL DESCRIPTION:GREYOROWN SANDYCLAYfCL) CONDITIONS SHEAR CONDITIONS g $f h E b 25 LIMIT 20 % LIMIT 12 */o GRAVITY 2 71 a 5# gg} 2 2 e# 8
- 2,! 0 _ 5. Up 8. W. 5 35
~ j N s y' os 2 E-gg tg $N yy a.- g a. CONSUMERS POWER COMPANY E as as wy *i aa sg gg jg og s MIDL AND PL ANT UNITS l & 2 g gz $e w as st 10 y wh zg da =qd MIDLAND MICHIGAN y g8 gg h y cg cu !* ,5 TRIAXIAL C6MPRESSION ,8g
- 3 mf 4.s 124.s9R8720 0.5 TESTS (un )
y 5.2 a 5.2 12 4.0$$ 72 0 5.2 0.5 TEST PIT I TEST SERIES SAMPLE NO. 270 DEPTH __3E-6.O' DATE MAR 1979 TECH. GAUu \\ GOLD 8 ERG,ZOINO.DUNNICLIFF 8 ASSOCIATES,1NC. REVIEWER Y2 % CONStilJ'"TS IN GEOTECu"" CAL ENGINFFRING / // FILE 2190
14,000 SKETCHES t TEST T270.0.49 AT FAlt*UR E a -a3 (MAX) = ll400 psf s e = 1.6 % 4 i J l 12000
- _ g;l i
i f TEST T270.0.3El = { fj ei - as (MAX) slo 500 psf 11
==1.8%I l i E. I/ 1i I b,10400 l l 1 7 T/Sr NoTzum f -6 l I j m m 1\\1 l l f r l g 8000 g,g g ;
- ; i
( I \\,\\ l I i Ii e I+\\ l !! l e K i t I i l TEST NOW9 n i iM \\1 l I I Ii i B 6000 I L.,M! i I o ~
- -.r..
I ! m j l [' i !! l I I i l i l i i i i i i I t 4000
- , ! i I
l l l l l l l I ! ,; i i i i i ! !.~ ! l l 1 i TEST NO. l i'l l l l l 1 I I i I i Ii l l l I j l l I! i l 1 i ; I 2000
- t j
- iii i
!I1 ! Ii i l i I t I j l TEST NO. O 5 10 15 20 25 AX1AL STRAIN IN PERCENT NOTE: S AMPLE RECONSTITUTED USING BECHTEL MODIFIED j 7PPC.C 79.2jl.1 '""7 3 INITIAL CONetTIONS BEFORE FIN AL .y SOIL DESCRIPTION: GREY BROWN SANDY CLAY (CL) o CONDITIONS SHEAR CONDITIONS z s e Ez LIQUID P L ASTIC SPECIFIC $.$ hi E a g;# ;g( b ei LIMIT 20 */o LiuiT 12 % GRAVITY 2.71 0e# 5 Eg E 5. ig S. Eg l'i 2 W tg $N li s* p CONSUMERS POWER COMPANY } s u'os
- t gy 9
- i b"aa s
W E 8 !! $y y_ gg 3,g gg jg og e MIDL AND PL ANT UNITS l 8 2 = a w g
- e wg =g ic
$8 MIDL AND,MICHIG AN y z cg >* != cu !" "5 TRIAXIAL COMPRESSION 6.l l2649-y;F; 720 5.8 0.5 TESTS (uu.n) [ 6.0 1264$@ 720 6.0 0.5 TEST PIT I TEST SERIES SAMPLE NO. 270 DEPTH _- 3.0; _6.O' DATE MAR.1979 I TECH. Al U.Jk GOLDBERG,ZOINO,DUNNICLIFF & ASSOCIATES,lNC. REVIEWER 92J6~ cnNCill TANT 4 f*! ftFOTFCHNira' ENGINFFRlNG / // FILE 2190 fE/
l l l l l l l TEST T270.0.35 SKETCHES r -r (MAX) =12400 psf e 3 Fall'URE e a l.6% .4 l l l 12,000 l TEST T270.0.36 I M r -a (MAX) = l1650 psf e s L k)
- = 1. 6 %
i Ek 10,000 i h L ?'S 8 'M TE$T No.T270035 I h -b h / m 1 gA = t i y 8000 ,3 j ; 77i , ;j; j ; j ( il l %ugi i I I e i I i 1 2 W_ L o { { TEST No.T270036 g i t i i l i 5 6000 1 . tu 0 1 l l 1 i l i I i l l l i i ll i l i i i I i 4000 j g
- i l l l, j j i l
l j l TEST NO. 'ii e i l ! l l j ! I i I i i i 2000' n l l 1 I l I j g g TEST NO. O 5 !O 15 20 25 AXIAL STRAIN IN PERCENT NOTE: S AMPLE RECONSTITUTED USING BECHTEL MODIFIED 7:20-C79 20-1 INITIAL CONDITIONS BEiFE FINAL .g SOIL DESCRIPTION: GREY BROWN SANDY CLAY (CL) CONDITIONS SHEAR CONDITIONS Z 2 $$ h E A y# gy$ h 25 LIMIT 20 % LIMIT I2 % GRAVITY 2 73 I a E =" 0- 5. Ug S. 08 5 Um ) s y' os Ed EE gy l,g $N y y. E w' gE CONSUMERS POWER COMPANY
- 0 sy d3"('a -
I z _, 3 m gg gg og e MIDL AND PL ANT UNITS I & 2 b" 30 y wg; zg da 3e w l;; -z 3@0 TRIAXIAL C MPRESSION MIDLAND MICHIGAN y 0 g8 gg $3 y ci 8 to !* = 2 6.5 127.3M 720 0.5 TESTS (tida) 6.4 d 6.3 127C@ 720 6.4 0.5 TEST PIT I TEST SERIES SAMPLE NO. 270 DEPTH _ 3.D: 6.O' D ATE M AR.1979 TECH. A JMn O3 GOLOBERG,ZOINO.DUNNICLIFF 8 ASSOCIATES,1NC. REVIEWER Nf#m - FILE 2190 CONSULTrairS IN GEOTECHNICAL ENGINEERING / # 1
14,000 Li I l TEST T270.0.3S ilI ja -e (MAX) 312800 psf SKETCHES i s < = l. 8 % AT Fall'URE O l N 12,000 7 q pi, TEST T270.0.37, 7 Ih r -r3 (M AX) = 10800 p sf e - ki\\ < = l.8 % l l 1 E ! ! 7t i II I I
- 10,000 U
l d TEST =o.T270037 b p hk g i dy 8000 ,Wu \\ g .. - lg,ij l j l \\ s -m...-
- j O
l TEST NO.Td70.038 4 5 6000 { l i l i I w I ,i j i o I i l ) I l ! I i i
- i i i
1 I! l l l i i i I 1 I i i ! ! I 4000 ' ; i i j ; i ! ; i i l l 4 l 1 l I I I !It i TEST NO. I I I I i i ! i I i !! I iI i I I I I i i ( i ! i t i i i 1 2000]e j jil l ; ; ; I i j i ; j i l TEST NO. O 5 10 15 20 25 AXDPC-C79 201 STRAIN IN PERCENT NOTE: SAMPLE RECONSTITUTED usiNo eEcNTEL uooiFiEo EFFORT INITIAL CONDITIONS BEFORE FINAL .g SOIL DESCRIPTION: GREY BROWN S ANDY CL AY(CL) g coNomous SWEAR cosoitions gg , 20 2 $.y h E b a: 5 LIMIT A q# gs$ % LIMIT 12 e/ cRAv Ty 2.71 0g#. 5 92 0- 5 $$ S# 5 s g" os EE EE gE 04 SW $$ s.J h a-CONSUMERS POWER COMPANY E "g $y d itf 30 g" wg zg da g8 MIDL AND MICHIG AN y s a w*
- - a3 zg gg jg og e
MIDLAND PL ANT UNITS I & 2 w x e g8 gg M y cg cu !* =@ TRIAXIAL CdMPRESSION [g = a 7? 6.9 1280@ 720 0.5 TESTS (uu ) E 6.6 n x 6.8 l285 720 6.6 0.5 TEST PIT I TEST SERIES SAMPLE NO. 270 DEPTH
- 3. O'.- 6.O' DATE MAR.1979 TECH.
NAJAu GOLDBERG,ZOINO.DUNNICLIFF 8 ASSOCIATES,lNC. REVIEWER Nfbe Q FILE 2190 CONSULTANTS IN GEOTECHNICAL ENGINEERING / 8
14,000 f'y i IIIII j $ TEST T270.0.39 SKETCHES 'l l r -*3 (M AX) = l_42OO ps f e FAI RE l i e = 2.2 % l l l F, -i, TEST T270.0.40 12,000 f il r -a3 (M AX) = ll500 p s f i N
- x l.6 %
\\ O il f\\ l I\\l \\ l '\\l M" l I 'M TEST NO.T270039 ~ h., -.,_L, I I m x%4 vi I i i lI i ~h 1 I e 8 g 1 1 i i i Ii ^% ! i i i ( m i i I I g I I l l l l I 2 1 } l ! l l l TEST NO.T270040 S i I l l l l I I I I II l 1 l l 6000 w i I ! l l I l,, I C l ! I i i i ! l l l l l I I i l !l I l i i 8 l l i i i I i i i l !I ! 4000 . i l i l i i i I ; i i ! ; I l l
- l j l l [ j TEST NO.
,i l i i i i I ! l l l l l t j i i l 1 i 2000" l I I I I l I j q 7EST NO. { O 5 10 15 20 25 AXIAL STRAIN IN PERCENT NOTE: SAMPLE RECONSTITUTED USING BECHTELM00lFIEC 7220.C 79.201 INITIAL CONDITIONS BEFORE FINAL I Soll DESCRIPTION: GREY BROWN SANC A C'_. AY(CL) CONDITIONS SHEAR CONDITIONS g I 2 5 4 $.3 h E h a: 5 LIMIT 20 */. LiuiT_._12_en, oRAv Ty 2.71 ) z# a
- as Ed L
- 5. Ug R.#
i 0 5 i } s u'os EN E W Og $N it a.* CONSUMERS POWER COMPANY a0 gy *W *, t _S sj gg j0 5 wE MIDL AND PL ANT UNITS l 8 2 z != n str 30 j,_ wg,g da 4@8 TRIAXIAL CdMPRESSION y =< MIDLAND MICHIGAN g8 gg !! y ci >" Er tu !* = 2 7.5 1294' ' 720 0.5 TESTS (Ru ) y 7.4 n h 7.5 12 9.1, 720 7.3 0.5 TEST PIT I TEST SERIES i SAMPLE NO. 270 DEPTH 3 D - 6.O' D ATE MAR 1979 TECH. N M A-GOLDBERG,ZOINO.DUNNICLIFF F ASSOCIATES,INC. REVIEWER WHw CONSULTANTS IN GEOTECHNICAL ENGINEERING / [/ FILE 2190 7'l
II l l l l l I TEST T270.0.41 SKETCHES F -a (M AX) = 12100 psf i s Fall'URE < = 2.T % 12,000 g. / Eti. TEST T270.0.50 { j W$ ai-e3 (M AX) = 11100 ps f 7 ll\\
- = 2.4 %
( E l Y\\ l iO,000 d'I \\k l TEST N0727004: i I \\l\\ l e I M i i s _mg5W ~ w -}> m i i i,..-..- , i l i i I Il l l I i 1 l l l l l l i l l l I l I i / 2 l l l I l I l l l l l 8 l l I i j i I il TEST NOMOOK 3 i i l i l ! ! l l 6000 I i I i, I i w -' i i c i i
- i i d
i l l l I Iii ilj j i ! l I_ i : l iiI 4000 !I !I !' ' ' I I ! I i l l l !! ! t i I I l t l l j' j l j j j l l j j( TEST NO. i I I i i l ! i i i l I l 1 r l l i i i l l l l ! i i ! I I i I I i i l ! I i ! i i l I I II I i l ! I I I I I J I ! l I i l l l l g l TEST NO. O 5 10 15 20 25 AXIAL STRAIN IN PERCENT NOTE: SAMPLE RECONSTITuTEo 7220.C79.201 uSiNo eECNTEt uooiriEo EFFORT INITIAL CONDITIONS BEFORE FINAL .g Soll DESCRIPTION: GREY BROWN S ANDY CL AY(CL) g "coNoiTious rg SHEAR-CoNoirious , 2 0 o/ LiuiT 12 % GRAVITY 2 71 a $ $.s h E b 25 LIMIT 0r# 5 55 5 $# is 2 =~ 0- 5. $$ 8.8 5 s e'os Ed S f
- "- _g egg $N it se p CONSUMERS POWER COMPANY E
as g;:y ,a sg gg js og wE MIDL AND PL ANT UNITS I 8 2 aI ib 30 y,_[wg l;; 3x zg di:; =5@0 MIDL AND,MICHIG AN y a g8 gg $3 y c g cu !" TRIAXIAL COMPRESSION s UV 7.s l31.M-88 720 8.0 0.5 TESTS (uu ) E a 7.9 13 0 @ 720
- 8. I 0.5 TEST PIT I
TEST SERIES SAMPLE N O. 270 DEPTH 3.O' - 6.O' DATE MAR.1979 TECH. N JML-GOLDBERG,ZOINO,0UNNICLIFF & ASSOCIATES,INC. REVIEWER < 1N4
- FILE 2190 E
CONSULTANTS IN GEOTECHNICAL ENGINEERING / /
l l l l l TEST T270.O'44 SKETCHES 2
- -Fs (M AX')
- 10300osf'1 AT 1
pgigURE l '*
- 3.5 %
12,000 TEST T270.0.43. I 3 (M AX) = 10'400 psf. F -F l . = 5.0 % l I d% IMi\\ N I T/ST Nernne ! /fl \\ \\ j l ~~~ a g I/f \\ NI b5 1 Y%. I / i i ' I l lI $8 1, .I Ni I i i i i ! I i l iD I KJ t I i I! ' i ' i I %l e II I i I Ii I t l ! W' S ll .?** al l TEST NON 5 g I i I 6 l l l l 1 Ii iii 8 0 h! !I i i i I i! Jii l I TI J' I I l l l t ; J l I i I i i l I 4ggg _ l1 i i i I i I i I l I l i I t i i i, il l i j j j j j l j l TEST NO. l t i l i i i i i ! I i i !l l } l I i I i j 2000 l N I i i I I I ! I f I t i i: I I I TEST NO. O 5 10 15 20 25 AXIAL STRAIN IN PERCENT NOTE: SAMPLE RECONSTITUTED USING BECHTEL M00iFIED 7290-C79 201 EFroRT INITIAL CONDITIONS BEFORE FINAL .g Soll DESCRIPTION: GREY BROWN SANDY CL AY(CL) CONDITIONS SHEAR CONDITIONS Zg = 5 g ti 9 W t- =5 uuiT 20 v uuiT 12 v.sRAviry m 0ee#5 25 a g# s 24 0. 5. Ug S. N s e'os EN E: gW Og $W it p CONSUMERS POWER COMPANY E s ws *, ; sa =j gg g: 5 e MIDL AND PL ANT UNITS l 8 2 "s a 8 w $w a* <d gg h" wg zg ic y0 MIDLAND MICHIG AN y g r s g8 gg H g c cu !* =@ TRIAXlAL CdMPRESSION Eg = WJ 8.s i31.5Ms 720 8.7 0.5 TESTS (ulla) [ 8.7 131.7 9@ 720 8.8 0.5 TEST PIT I TEST SERIES SAMPLE NO. _ 270 DEPTH
- 3. O ' _- 6.O' DATE MAR 1979 TECH.
O NMd-- GOLD 8 ERG,ZolNO,DUNNICLIFF 8 ASSOCIATES,lNC. REVIEWER ~4224<a FILE 2190 72 CON 9tJLTANTS IN GEOTECHNICAL ENGINEERING ./ (/
14,000 l SKETCHES L AT .{ Fall'URE 12,000 f 1 l 1 t i } w g ". 10,000 m b j TEST NOTMN I C I m I m TEST T270.0.45 I f ) l ! r -ri(MAX) = 5 800 psf E 8000 e l i l 'e =12.0 % l{ l ! i I i i / a: l _ l l ! { l i iTEST T270.0.46 TEST NOTMN S I j j j tr -r3 = 5600 psf 8000 i B i ; I i l<=15O%- i o l \\ \\p:=r%K zM i l // 1 I i i i l l /[ l l l l I l l 4000 i l f/ l i l
- i i i
lj l l l l l l l } l TEST NO. 17f I i ! I i i I l f/ I I i 2000 l TEST NO. O 5 10 15 20 25 AXlAL STRAIN IN PERCENT NOTE: S AMPLE RECONSTITUTED USING BECHTELMODIFIED 7220-C79 20-1 EUORT INITIAL CONDITIONS BEFORE FINAL .g SOIL DESCRIPTION: GREY BROWN SANDY CLAY (CL) CONDITIONS SHEAR CONDITIONS Z h# ;;" 5) ! p
- 5. ig $#. $# $
2
- E" oe SM M gg t;i UN j$ EJ gE CONSUMERS POWER COMPANY gy $s ", - aa a
e MIDLAND PL ANT UNITS l 8 2 25 jd {g z a o w l;; [, ;e s b" 10 wg zg s go !! !s y c2 Eg c QO MIDLAND MICHIGAN g a =E TRIAXIAL C MPRESSION cu m s M 10.2 12 8.7
- 720 9.9 0.5 TESTS (uu )
[ h a 10.4 r2ae 720 9.8 0.5 TEST plt I TEST SERIES SAMPLE NO. 270 DEPTH 3.O ' - 6, O' DATE MAR.1979 TECH. AildOL GOLD 8 ERG,ZOINO,DVNNICLIFF 8 ASSOCIATES,lNC. REVIEWER Uh" FILE 2190 CONFJLTANTS IN GEOTECHNICAL ENGINEERING / //
14,000 SKETCHES AT Fall'UHE 12,000 I i f E 10,000 TEST NOTEDM b" i i b-E i l l l' i I l 8000 E l l
- I i
TEST T270.0.48, l l I i al-e = 4300 psf s e I ! l .< =ls.0 % I I I I I l l l l l l l l l l TEST NON 5 I i !i l ITEST T270.0.47i 3 6000 l i I I I el-e = 3800 psf s Q j l l
- = 15.0 %
8 I l i I l l 8 I I J j j i i l i d" T.._. 4000 I g { 1 I ! I i [ g]g jj l l } ; TEST NO. l l ji y ,j j l If I / :" i I tl iI l l ! 4 1 M / l I l l l l 2000 l'
- /
\\ l l, TEST NO. O 5 10 15 20 25 AXIAL STRAIN IN PERCENT NOTE: SAMPLE RECONSTITUTED USING BECHTEL MODIFIED 1990_ o m u. lNITIAL CONDITIONS BEFORf Il4Af W% COIL DESCRIPTION:GREYBROWN SANDYCLAYfCU CONDITIONS SHEAR CONDITIONS Eg a 5 4 $i h E b ei LIMIT 20 % LIMIT 12 % GRAVITYM =8 A y# RM 2 =" 0- 5. U# S.# 0 5 Eg } s y' os EO $1 gE 0; $N jy G-g a. CONSUMERS POWER COMPANY g gz ;jy wy *'Y ag gg jg og wE MIDL AND PL ANT UNITS I & 2 3 m z - a it gg y wg gg is g8 MIDL AND MICHIG AN g' e.< e s g8 gg H y c 8 E 25 =,5 TRIAXIAL C MPRESSION wo ~ y 10.8 l2544 9 720 0.5 TESTS (1.1LIa) [ 10.9 d ill.I l26.4% 720 10.9 0.5 TEST PIT f TEST SERIES s SAMPLE NO. 270 l '~ ,g DEPTH 3 O 6.O' DATE M AR 1979 TECH. M JAhI
- ' ]
GOLD 8 ERG,ZOINO,0UNNICLIFF & ASSOCIATES,INC. REVIEWER ' GJA<, FILE 2190 CONSULTANTS IN GEOTECHNIC' _ ENGINEERING / /
sOOO SKETCHES AT I se ~ Fall'URE _ p f ,ono y r- / b-f I J e y r- ^ Ux ll \\ h i 8 T 270.1.1 TEST Mo.T270o l @,F/F (M AX) = 3.78 3 L l
- -r3 = 2340 psf I
e =11.7 % e i i t i I ^ ^ o M s.O ,y zf f T 270.1.2 i ,,o p_ f F/F3 = 3.00 l TEST NO.T22 2 E F
- -r = 1560 psf s
a { e s' 11.6 %' +1600 I y . MV __,s ' ^ s %, "2,, 7 7.,,, bo ^ T, n, +i2OO z o 77;, { s" *. # goo //i I: NOTE: SAMPLE STAGE CONSOLIDATED. h (0 -2160 psf - 3600 psf, REBOUND _ i z.g ff l i TO 2160 psf) THEN STRAINED TEST NO. a iO FAILURE. TEST T270.l.1 i zw 'p g g +400 S ATUR ATED PRIOR TO CONSOLIDATION. / TEST T270.l.2 S ATURATED AFTER a. 6 0 CONSOLIDATION..l
- 1. l w
lg i,1 j. l ~ [ + 0.8 - i o}" If l' 2 V + 0.2 TEST NO. s O O 5 IO 15 20 25 AXIAL STRAIN IN PERCENT NOTE: S AMPLES RECONSTITUTED 16 ESTIM ATED FROM \\'FRTICAL TO li'd a 120 pcf AND STRAIN MEASUREMEN:s 7220.C 79.201 w
- s.0%
INITIAL CONDITIONS BEFORE FINAL W GREY BROWN S ANDY CL AY (CL) CONDITIONS SHEAR CONDITIONS zg SOIL DESC31PTION:OR SANDYCLAYEY SILTICL-ML) Er LIOUID e 20 PLASTIC 12 SPECIFIC m E.i h 'lll E h =5 LIMIT-A 89 % LIMIT 12.% GR AVITY 2 78 2 $g# ;;$ a:# e 0: 5* Ug a #. #' 5,: a5 E0 5 s y"
- ge tg ON it.."
g CONSUMERS POWER COMPANY ao E sg jr $y $y *ts _, R zg gg jg og wE MIDL AND PL ANT UNITS l & 2 s w as si-10 yr !g zg im 0 MIDLAND MICHIGAN y 3@ TRIAXIAL C6MPRESSION w 9 g8 gg h y c = co !* = iss24 4.8 er i2.4 i2 e .0:5 TESTS (CIUn) [ g pg zi60 5.s i20.3 YM 216 012960 0.4 95 13 0 120$ _p,!,5 TEST PIT I __ TEST SERIES .uta s.7 19.9 SAMPLE NO. 270 DEPTH 3.O'- 6.O' D ATE M AR 1979 TECH. N LIJf GOLDBERG,ZOINO,00NNICLIFF S ASSOCIATES,INC. REVIEWER O L6ta-CONSULTANTS IN GEOTECHNICAL ENGINEERING
- 8 FILE 219070
IIIIIiiIIiiIil I I NOTE: S AMPLE STAGE CONSOLIDATED. (o-2160 paf-3600 psf, REBOUND To 2160 psf) THEN STRAINED =* To FAILURE. TEST T27o.l.1 2@ f SATUR_ATED prior To,CoNSoL'IbATioN. y TEST, T27o.l.2 $ATURATED AFis 8 g CONSOLIDATION. t looo ,r ~ N 7g g a /7 T \\
- //
N \\ ~ [ \\ ) b ) i looo 200o sooo 4000 sooo TOTAL NORMAL STRESS, psf I l l l l l l CL i T 2 70.1.2 l l i l F / F a 3.00 - l 3 l l { i y F-e3a1560 sei l l l 1 F e a 11.6 */o '! T 270.1.1 l [ l f f / _,,e / @, F /33 (M Ax) = 3.78 Xw h / ei-e s234o el E ,ggg /_V 1/ }.K < a n n.T *t. s /Nh _f \\ l // STRESS PATHS \\ i 4 j f I I?A ) ( I i l 1l l l i 1000 200o sooo 4000 sooo EFFECTIVE NORM AL STRESS, psf 7220-C79 201 soit otscRiPTioN:M[gggg5AN Y g)>' C CONSUMERS POWER COMPANY y LioutDe2O PLA5T4C 12 SPECIFIC MIDL AND PL ANT UNITS I & 2 LewiT_Al1% LaMar 12 % GRAVlfY 2.71 l D C N i p g FAILURE CRITERIA TRIAXIAL COMPRESSION 8 i TESTS (CIUa) E l REMARKS S AMPLES RECONSTITUTED TEST PIT l TEST SERIES l To.Vd s 12o ocf AND W16.o SAMPLE No. 27o i l DEPTH ho.,-6.o, DATE M AR.1979 TECH. N Alsfa GoLDBERG,ZolNo DUNNICLIFF 8 ASSOCIATES,lNC REVIEWER' f(Mw l CONSULTANTS IN GEoTECHNICAL ENGINEERING / 79' FILE 2190
3000 SKETCHES b I FAI RE 7 /" t,i -g-us* \\ h 1 E T270.1.3 i Test wop 3 @F /F (MAX) = 3.33 l 3 a -v3 = 2040 psf s < = 7.9 % l l Il I L 1, I l o _[ l i l l i l l l l l ( a: a rNOTE: SAMPLE STAGE l l 3_ [ l l CONSOLIDATED ( O,216'O psf, TEST NO. gb I 3600 psi, REBOUND TO l l { l l l l 2160 psf). SAMPLE j j l I i SATURATED PRIOR TO I CONSOLIDATION. I = 1 T Ii1 z3 1500 gl g, _i j l -m. 80 E ![ l jl ' l'h _ i _l l l ! HEj ' f; I ! IIi i ~ I i ; TES r NO. 6E /! I o 500 l f l II i a. i l Il i g l + 0.8 + 0.6 "A [ o + 0.4 + 0.2 I h-l l TEST NO. O 5 10 15 20 25 AXlAL STRAIN IN PERCENT NOTE: SAMPLE RECONSTITUTED 1 TO #d = 120 pcf AND 7MC-C79 20-1
- * 'o %
l ') SOIL OESCRIPTION:GREYBROWN SANDYCLAY(CL) INITIAL CONDITIONS BEFORE FINAL d CONDITIONS SHEAR CONDITN / . - 1. h* n iz5 LIQUlO PL ASTIC SPECIFIC 1 m 2 6 $s h. t a g# g;$ I N
- E2f LIMIT 20 % LIMIT 12 % GRAVITY 2.7I a# "'?yf ug u
2 r- [$ 15 S i t sg N s t" os Es 5;ge tg $b,..T g.t=y. CONSUMERS POWER COMPANY E as a g yz $y hj " aa sg igt gs ogtP 4l MIDLAND PL ANT UNITS l 8 2 a! g g-30 g wg zg di;; g@68 TRIAXIAL CdMPRESSION y l 3 a MIDLAND MICHIGAN w s g8 g3 D E Eg co 25 g ci = a E 9.7 i2ct7M 216 01296C 3.8 95 I I.9 12 5.5 045 TESTS (Cllla) yl TEST PIT I TEST SERIES SAMPLE' NO. 270 DEPTH 3.01-6.O' DATE APRILl979 TECH. MALA GOLDBERG,ZOINO DUNNICLIFF 8 ASSOCIATES,lNC. REVIEWER 1 GTAsd FILE 2190 77 CONSULTANTS IN GEOTECHNICAL ENGINEERING / (/
NOTE:3 AMPLE STAGE CONSOLIDATED (O,2160 psf, 3600 psf, REBOUND TO 2M 2160 psf ).S AMPLE l g SATURATED PRIOR TO g CONSOLIDATION. m 1000 7% /, N x-m / N I / \\i I / \\ l I! 1 I 1000 2000 3000 4000 5000 TOTAL NORMAL STRESS, psf l i E f.l u[ 2000 I I } l l m y I i i i ,, k /T270.1.3-. l fl / C4F/F (MAX) = 3.33 i 3 y 1000 [ sf.- l W -r = 2040 psfi i l / i s ~~ / /X < = 7.9 % l l m / STRES_S / \\ / PATHl W \\ I II I 2 o I ; I I i 1000 2000 3000 4000 5000 EFFECTIVE NORMAL STRESS, psf 7220-C79-20-1 so:L DESCRIPTION: GREY BROWN SANDY CLAt(CL) CONSUMERS POWER COMPANY LIQUID PL A STIC SPECIFIC MIDL AND PL ANT UNITS I & 2 LluiT__2O_% LIMIT 12 % GRAVITY.22L MIDLAND MICHIGAN w MOHR STRENGYH ENVELOPE e FAILURE CRITERIA @I /F (MAX) TRIAXIAL COMPRESSION 8 I 3 TESTS (Cllla) E REMARKS TEST PIT I TEST SERIES SAMPLE N O. 270 DEPTH 3 O'.- 6.O' D ATE april,1929 s TECH. difelikL GOLDBERG,ZOINO,0UNNICLIF.c 8 ASSOCIATES,lNC REVIEWEW_9fL' FILE 2190 CONSULTANTS IN GEOTECHNICAL ENGINEERING / # 75
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SUMMARY
D hf Project No. 2190 Project Engr. D. Schulze _ Assigned By A. Marsha11 Date: Assigned 10/17/78 Required no OO Od IDENTirlCail0N TESTS STRENGTH TESTS caespecnoss j$ $o E ri no. w..., Si... u,. 4, ro.... o.., s. rosi r.
- a. - e. S er.in C$ gx
'L. PL g cs g et gc Crit.ri. Cone.ne -200 '. 2 p {:f y,"# W* S eil Description g sa a- = T..t g'g psi psi N 2 TP2 SN 630.5 237 20 12 54 ASM D-1557-70 METIIOD D )'7$ Grey Sandy CLAY; fine to g EO l grained soil of low o 'o plasticity with 45-50% fine to coarse Sand and g$ ME fine Gravel sizes (CL) 'm o ~ o r-l hj TP2 SS 630.5 238 20 12 55 %{ Crey Sandy CLAY; fine ASM D1557-70 METilOD D y (>3 n grained soil of low m$ plasticity with 45% 20 fine to coarse Sand g and fine Gravel sizes yg mH (CL) m m TP2 6N 629.0 239 18 11 57 ASM D1557-70 METHOD D' h Grey Sandy Clayey SILT; o,o fine grained soil of slight to low plastic-1 -F-l C: ity with 40-45% fine N to coarse Sand and fine Gravel sizes (CL-ML) TP2 6S 629.0 240 18 11 53 ASM D1557-70 METHOD D h Grey Sandy Clayey SILT; rg i mD fine grained soil of l Jk i slight to low plastic-ga ity with 45-50% (D M fine to coarse Sand l $( and fine Gravel sizes m (CL-ML) Hm (n 7220-C /9-201 i 1
r CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I 8 2 Reviewed b . MIDLAND, MICHIGAN LABORATORY TESTING DATA
SUMMARY
Date '/r/# !y [ Project No. 2190 Project Engr. D. Schulze Assigned By A. Marsha11 10/17/78 Dole: Assigned Required 'h o ed IDENTIFICATION TESTS STRENGTH TESTS coespacnow 2 r-
- Z Laboratory Log m o Devotion j,
water Sieve Hyd Tonene F or F Foilure F-F3 Strain em g g 'L d 0 Criterio end C$ ga aj gJ ft. consen: 2p E y,'. g m: g Soil Description - gg _a a
- a..
- y.,
psi psi _ 2 *N TP2 7N 627.5 241 22 11 52 ASW D1557-70 MET 110D D 135>[ Grey Sandy CLAY; fine m9 grained soil of low g'$ plasticity with 45-50% m o fine to coarse Sand c m$ and fine Gravel sizes O (CL) Er9 hj TP2 7S 627.5 242 16 11 52 ASW D1557-70' HETil0D D hb Grey Sandy Clayey SILT; '50 fine grained soil of fg slight to low plastic-mm ity with 45-50% fine to 2O coarse Sand and fine h Gravel sizes (CL-ML) mM h. TP2 8N 625.5 243 21 12 57 ASE D1557-70 MET 110D D 1 h Grey Sandy CLAY; fine 2 grained soil of low plasticity witi 40-45% H fine to coarse Sand and C fine Gravel sizes (CL)I' C -t m g{ )lb Grey Sandy CLAY; fine TP2 8S 625.5 244 20 12 60 ASM D1557-70 METil0D D rg grained soil of low .m> plasticity with 40% yk fine to coarse Sand EO and fine Gravel mm sizes (CL) m r-2bm -t m m -t m 722U-U / 9-20-1 j
J \\ CONSUMERS POWER COMPANY. MIDLAND LANT "' I f uoLAN9 CHIG N LABORATORY TESTING DATA
SUMMARY
Vj f Project No. 2190 Project Engr. D. Schulze Assigned By A. Marsha11 Dole: Assigned 10/17/78 Required oo Od IDENTIFICATION TESTS STRENGTH TESTS cxiesmenons f( $o E Eleveelan Torvene a or F Foilure weier sg... g,4 f,, a-as St rene. c e s ,,4 j $g . gm psi . pel 2*g TP2 9N 624.0 245 20 12 58 AS'IM D1557-70 METHOD D 13,4.h Crey Sandy CLAY; fine mg grained soil of low E,0 l P asticity with 40-45% o o fine to coarse Sand mE and fine Cravel sizes $2 (CL) mo o r-Ii 2 M 2. TP2 9S 624.0 246 23 11 59 ASTM D1557-70 MET 110D D %8 Brown Sandy CLAY; fine 8~ to m en grained soil of low 2o plasticity with 40-45% 99 fine to coarse Sand 2 _b, and fine Gravel sizes g$ (CL) 22 Q0, TP2 10N
- 622.5 247 18 11 54 ASTM D1557-70 METHOD D l35..b Crey Sandy Clayey SILT; p
fine grained soil of tc slight to low plastic-A ity with 45-50% fine >c to coarse Sand and fine m Gravel sizes (CL-ML) my 2 33 4 CEo j to m l m f" 'l 23 b m -4 l m. un 7220.C79-20-1
- - _.. _. ~ - -. - - - - -. ~ h I i l CONSUMERS POWER COMPANY MIDLAND PLAN I g 9LAN9,MICHIG N LABORATORY TESTING DATA
SUMMARY
/, I/ D y Project No. 2190 Project Engr. D. Schulze Assigned By A. Marsha11 Date: Assigned 10/17/78 Required no OO Od IDENTIFic AT10N TESTS STRENGTH TESTS m esact os j$ E ri is.s T.,.... o.., a. r.ii.r. a, - a. S e,.in mo w..., si... g,, L-d '2p .,, [ {:j y,, . C$ g2 aj jC criteri. ft cent.nt E 200 g ~ gg _a 3 .o
- y..,
psi ps, e 2,
- TP2 11S 620.0 248 20 12 52 ASE D1557 METiiOD D )(
Grey brown Sandy CLAY;
- g3 fine grained soil of 2.0
. low plasticity with 0 45-50% fine to coarse m @2 Sand and fine Gravel 2 -1 sizes (CL) mo or Ljj TP2 11N 620.0 249 22 12 62 ASE D1557-70 METHOD D 133,.0$ Brown Sandy CLAY; fine R Cp grained soil of low yy plasticity with 35-402 -m$ fine to coarse Sand 2O and fine Gravel sizes 99 2> (CL) h.' m TP2 12 618.5 250 20 12 58 ASm D1557-70 MET 110D D 134,,5b Grey brown Sandy CLAY; g2 fine grained soil of low plasticity with g 40-45% fine to coarse g Sand and fine Gravel al sizes (CL). -t m NC mE rE I - mp m m 1 4 C EO m 'l mr my m I 'l 4 m.
- =1 m
f 7220-C79 20-1 j
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}I l FIELD DENSITY TEST RESULTS .\\ E l.E W o. 2190 1 l' SEPORT No. SHEET No. 2 of 3e GATE A/90 - 10/1 PROJECT Midland Plant Units 1 ik 2 i LOCATION Midland, Michigan OWNER Consumers Power Company CONTRA'CTOR Bechtel Power Corp. WEATHER CONDITIONS REMARKS East side of Condensate Water Tanks (TP-2) FD A pprox. M a x. Dry Dns. Optimum In - Place 44oisture Compaction Remarks Te st Elev. corr for + 3/4" Moisture Dry Ons. Content m) No. (ft.) stone (pcf) Content (pcf) S) (%) SN 630.5 136.0 7.5 132.5 8.3 97.4 TP-2 SS 630.5 136.0 7.0 134.9 7.7 99.2 TP-2 6N 629.0 137.0 7.0 132.1 8.4 96.4 TP-2 6S 629.0 137.5 7.0 124.2 8.5 90.3 TP-2 7N 627.5 135.7 7.5 118.1 8.5 87.0 TP-2 7S 627.5 137.5 7.0 127.2 8.0 92.5 TP-2 t 8N 625.5 134.7 8.0 115.0 11.5 85.4 TP-2 8S 625.5 136.5 8.0 125.5 9.1 91.9 TP-2 9N 624.0 9S 624.0 134.5 8.5 124.3 9.1 92.4 TP-2 10N 622.5 135.0 7.0 134.0 8.7 99.3 TP-2 11S 620.0 135.5 7.5 121.5 10.6 89.7 TP-2 11N 620.0 133.2 8.0 122.3 9.7 91.8 TP-2 l l. JBF/DWC [b PREPARED W [/ sotoeces.rosmo, punn:cun a Assoc..sec. uone-cu mawan A E lt. 7220-C 79-20-1 j j' '/ - - - - - - - - - - - - - ' - - - ~ ~ ^ ~ - - ^
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132 LIOUlO PLASTIC SPECIFIC LIMIT 20 % LIMIT 12 GRAVITY 128 COWPACTION METHOD 3 d ( 4 s \\ ASTM TEST Dl557-70 METHOo D i AASHO TEST METHOD 124. :: k , MOLD HEIGHT 4.59 MOLD DIA. 6.00 NO. LAYERS 5 SLOWS / LAYER 56 i g H AMMER WT. 10 in, onOP HEIGHT 18 'OEnnncar:0= MC 248.1 p,.,m p.y a m _, natunaL w.,% CONSUMERS PdVIERTOQPANY 0"s"uu w,% 17.5 -MIDLAND PLANT UNITS 18 2 MIDLAND, MICHIG AN uJ COMPACTION - GR AD ATION 9j s svu.E ec rE=, TESTS S 2 6 8 10 12 u. = i \\._ TEST PIT 2 TEST SERIES l SAMPLE FD-Ils N O. 248 ELEV. 520 D ATE NOV.191.6 4 4 TECH. F /AA/ i 4 GOLDBERG,ZOINO,DUNNICLIFF 8 ASSOCIATES 1NC. REVIEWER- " FILE 2190 1,5] 3 CONSULTANTS IN GEOTECHNICAL ENGINEERING l 1
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LIMIT 2Q % LIMIT 12 GRAVITY n 4 I U ~j [ COlelPACTION METHOD E M N ~[ ~~ ASTM TEST D1557-70 METHOD D o AASHO TEST METHOD 128 [ i MOLD HEIGHT 4.59 MOLO DIA. 6.00 NO. LAYERS 5 BLOWS / LAYER 56 e H AMMER WT. 10 ins o R O p H EIGHT 1 124 ioratiricarica MC 250.1 70?O-C79 201 CONSUMERS POWER COMPANY opriuuw w.,% 17.5 MIDLAND PLANT UNITS I a 2 MIDLAND, MICHIGAN w COMPACTION - G R AD ATION g v. isrum, eo in, TESTS E 4 6 8 10 12 u. ( TEST PIT 2 TEST SERIES SAMPLE FD -12 N O. 250 ELEV. . 61.8.5 D ATE NOV.1916 TECH. 4 Mu,t,i iSSOCIATES,1NC, REVIEWER [% FILE 2190 IU9 GOLDBERG,ZOINO,0UNNICLIFF [/ CONSULTANTS IN GEOTECHNICAL ENGINEERING
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SUMMARY
'yh _ g Project No. 2190 Project Engr. D. Schulze Assigned By Dole: Assigned 10/17/78 Required A.Marsha11 l .OO O. 00ENTIFicATION TESTS STRENGTH TESTS mesucios j$ $o E ca sues a er F. Fai'are ai-as s'raia we,e, si..e H,4 a;. rar aae c hm* fx .e g dg ft 24 Centent 200 '2p (:f_ y,*f, Criterio Soil Description l 2 m:
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7,,, psi psi Q j2*g TP3 13E 623.5 251 17 11 54 ASm D1557-70 METHOD D 13,,7,. b Brown Sandy Clayey l En 5 SILT; fine grained soll E,0 of slight to low plas-m o mE ticity with 45-50% fine g to coarse Sand and -tE fine Grave 1' sizes (CL-ML) hh TP3 13W 623.5 252 18 11 59 ASE D1557-70' METHOD D 3*b Crey brown Sandy nO Ng Clayey SILT; fine grained soil of slight ,mm to low plasticity with $8 40-45% fine to coarse g5 Sand and fine Gravel gM l sizes (CL-ML) 2." _TP3 14E 622.5 253 28 14 58 1 ASW D1557-70 MET 110D D A$ Crey brown Sandy CLAY; y fine grained soil of low to moderate plas-ticity with 40-45% fine to coarse Sand grains (CL) _i m ',D { TP3 14W 622.5 254 21 12 52 ASW D1557-70 METilOD D h Brown Sandy CLAY; fine rE grained soil of low 'Og plasticity with 45-50% fine to coarse Sand go mM and fine Gravel sizes mr (CL) "U b= -t m m -1 m 7220-C 79.zu-J.
i 6.. CONSUMERS POWER COMPANY Dote /{hfM (( MIDLAND PLANT UNITS I 8 2 ' "I'"*d D MIDLAND, MICHIGAN LABORATORY TESTING DATA
SUMMARY
Project No. '2190 Project Engr. D. Schulze Assigned By Dole: Assigned 10/17/78 Required A. Marsha11 88 Od lOENTIFICaTION TESTS STRENGTH TESTS consacnom $o E M ,",,,",,,',',3,,,,, a de rehre a-e m ein water sieve Hyd 43, Tenene c Q 8 C$ gg m:g jC a ft censent g':] y,,', cruerie 200 2 _..g2 _s 3 a=
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.J~g TPS 15E 621.5 255 17 11 53 ASTM D1557-70 METHOD'D Gm h M CW 1 mg SILT; fine grained soil 5,0 alight to low plastic-o e ity with 45-50% fine to pE coarse Sand and fine 2
- -1 Gravel sizes (CL-ML)
'nO 2' TP3 15W 621.5 256 20 12 49 AS1H D1557-70 METHOD D AMU Brown'C1cyey SAND; fine no to coarse Sand and fine jg Gravel sizes with mu 45-50% fines of' low 2O plasticity _ (SC) ED 1 mi I _ h. TP3 16E 620.5 257 22 13 47 l6 22 ASTM D1557-70 METHOD D .A Grey brown Clayey SAND; 89 fine to coarse Sand and fine Gravel sizes-with 45-50% fines of H low plasticity (SC) CJT CJ1 TP3 16W 620.5 258 14 11 44 ASTM D1557-70 METHOD D Grey brown Silty SAND, rE fine to coarse Sand mD 2$ and fine grained sizes with 40-45% fines of-i Eo slight plasticity (SM) mm 4. m r-2b= j -4 m q i 2 = 7220-C79-20-1 f i
,r~ m 1 CONSUMERS POWER COMPANY "'^***d D Q . MIDLAND PLANT UNITS I B 2 MIDLAND, MICHIGAN LABORATORY TESTING DATA
SUMMARY
Date //f/# h y Pr: ject No. 2190 Project Engr. D. Schulze Assigned By A. Marsha11 Date: Assigned 10/17/78 Required l OO Oo IDENTIFICarlON TESTS STRENGTH TESTS consmenow j$ $o E ri n w..., si,,, n,.,,,
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,, 4 un Q C$ gg asj jC d C,Hui 200.2 E ;_j y,' f t. cearent Seil Description W gg _s % o y,,, psi psi Z ~g %% Grey Sandy Clayey SILT; TP3 17E 619.5 259 15 11 54 ASM D1557-70 METilOD D Mg fine grained soil of E,o slight to low plasticit) O with 40-45% fine to emE coarse Sand and fine @2 Gravel sizes (CL-ML) $? hh1 TP3~ 17W 619.5 260 25 12 69 ASM D1557-70 METHOD D 31$ Brown Silty CLAY. Sandy; 50 fine grained soil of fb low to moderate plas-m$ ticity with 30-35% fine 20 to coarse Sand and fine yh Gravel sizes (CL) i mH m m" 3 TP3-18E 617.0 261 24 12 68 ASM ~ D1557-70 METHOD D ib 22 Grey brown Silty CLAY, ap Sandy; fine grained soil of low plasticity I with 30-35% fine to H 01 coarse Sand grqins (CL) C': TP3 18W 617.0 262 21 12 51 ASM D1557-70 METilOD D Brown Sandy CLAY; fine --'g grained soil of low D plasticity with 45-50% ZN fine to coarse Sand i Eo and fine Gravel sizes 31 (CL) m r-23 b (D -1 m (1) -i ~ i /220-C 79-20-1
) CONSUMERS POWER COMPANY Rolewed by Q g 4 MIDLAND PLANT UNITS I a 2 MIDLAND,MtCHIGAN LABORATORY TESTING DATA
SUMMARY
Date.hh1 / Project No. 2190 Project Engr. D. Schulze Assigned By A. Marsha11 Dole: Assigned 10/17/78 Required ah
- o IDENTIFICATION TESTS STRENGT, TESTS consacnon r
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>Q 2IN TP3 19E 616.0 263 18 12 48 ASTM D1557-70 METHOD D 3*kh Grey brown Clayey SAND; usy fine to coarse Sand 5,0 and fine Gravel sizes ,o with 45-50% fines of 'S@ m slight to low plastic-2 ity (SM-SC) E? h TP3 19W 616.0 264 21 13 47 ASM D1557-70 METHOD D 3*y$ '5p('l Brown C1gey SAND; fine 1 to coarse Sand and fine Dr> Gravel sizes with 45- ,g 50% fines of lov 2O P asticity (SC) l G9 '$4 S. TP3 .20 615.0 265 21 12 53 AS1M D1557-70 !!ETHOD D %*f$ Grey brown Sandy CLAY; g2 fine grained soil of low plasticity with H 45-50% fine to coerse C.J l Sand and fine Gravel s. sizes (CL) D TP3 21 613.0 266 17 11 54 ASTM D1557-70 METHOD D b Grey brown Sandy Clayel rg SILT; fine grained soil m> of slight to low 2$ plasticity with 45-50% Eo fine to coarse Sand a 71 and fine Gravel sizes ${ (CL-ML) m -1 m, u -1 u, i 7220-C 79-20-1
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I i FIELD DENSITY TEST RESULTS hLENo._ 2190 EPORT No. SHEET No. 3 of 3 4 ATE 10/1 - 10/2 i PROJECT Midland Plant Units 1 & 2 LOCATION Miciland, Michigan i OWNER Consumers Power Comnanv ~ CONTRACTOR Bechtel Power envp, WEATHER CDNDITIONS REMARKS Tank Fam (TPW FD A pprox. M a x. Dry Dns. Optimum In-Place Moisture Compaction Remarks Test Elev. corr for + 3/4" Moisture Dry Dns. Content (%) I No. (ft.) stone (pcf) Content (pcf) (%) P/.) 13E 623.5 137.0 7.0 138.7 7.4 99.8 TP-3 13W 623.5 135.2 7.5 136.1 7.7 100.7 TP-3 14E 622.5 131.0 9.0 114.7 15.5 87.6 TP-3 I 14W 622.5 134.0 7.5 120.5 8.4 89.9 TP-3 15E 621.5 135.8 7.0 138.1 8.8 101.7 TP-3 15W 621.5 137.0 6.$ 132.1 10.2 96.4 TP-3 16E 620.5 136.9 7.0 131.5 8.6 96.1 TP-3 16W 620.5 140.1 6.5 139.7 6.4 99.7 TP-3 17E 619.5 137.8 7.0 134.7 8.2 97.8 TP-3 17W 619.5 129.0 10.0 113.8 10.9 88.2 TP-3 18E 617.0 127.5 11.5 112.8 17.3 88.5 TP-3 18W 617.0 134.7 8.0 127.6 8.8 94.7 TP-3 19E 616.0 135.0 8.0 125.3 12.9 92.8 TP-3 19W 616.0 135.7 7.0 133.4 7.6 ,_98.3 TP-3 20 615.0 137.0 7.5 132.6 7.9 96.8 TP-3 21 613.0 136.9 7.0 127.3 9.0 93.0 TP-3 i JBF/DWC kMm PREPAI.ED BY' / l ecuerne,romo, ov==rcurr a neoc..mc. esencamca sossui. mars Atu cua-
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GRAIN SIZE DISTRIBUTION u.s.stancano sirve sitt ein in sa = w = mo e no e =o so mo eo mo eo =o mo mo reo 'O' I I i N'.0 i t E l11 i i a _4 i eI i s ~ll r i 8 e l 8 ) e T N 8 i i i C i 11 1 i V i 9 ? i ii ! ( i Y i 'l x e n ( ' ll i\\ .i i !k i i \\i si i 1 e i I: N i.! '8 ',g; i N l i i e e i =! e i i e 'l 'O ' i: i i i i e i i e i ~ i e i e i is i
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= GRAIN SIZE DISTRIBUTION (- U.S. STANDARD SIEVE Ss!E l... 'O' I N'1 i fi 1 i i i e i C i Q~A e i a e 8 l 'N 8 i i A i it i b FM i j i 3 p l C l' h ? I x t C 8 It ' Tmi li i l $ 8 8 11 ; Y 1 i l' i B i l e li e\\ ! le 'O ' b i i i l 1 l X h S0 " yl i s !\\ ll1 5 ar i i i ; e m 8 i ' 8 l i 40 4 y i ; i i e i 30 ~ " l e e I i ll i e 20 9 8 l f t i i 10 ORAlas Si2E iN MILLIMETERS 0 4C00 10 0 10 80 0.t 0 Di 0008 COAn1E FIN ( CC AR$(l MEDI l F ifu[ WestFitD SOfL fLa$$1FIC Afl0N SYSTEM 1 COMPACTION i SOIL PROPERTIES ^ i ( 136 j / K SOIL DESCRIPTION: GREY BROWN CLAYEY j / g S AND (SC) INITIAL WATER ORY UNIT j CONTENT % WEIGHT l 132 3 LIOUlO PLASTIC SPECIFIC LIMIT 22 % LIMIT 13 GRAVITY 3 N T I20 COWPACTION METHOD \\ ASTM TEST Dl557-70 METHOo D \\ AASHO TEST METHOD gg4 j \\ MOLD HEIGHT 4.59 MOLo o:A. 6.00 NO. LAYERS 5 8 LOWS / LAYER 56 D H AMMER WT. 10 in, o rop HEIGHT 18 12 0 iOE=riticar Ca MC 257.1 722C-C 79-Z0-1 """"~'% Optivum w.% 17.0 CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I & 2 MIDLAND,MICHlGAN w s.01srome c0.,,,, COMPACTION - GR AD ATION TESTS 9 6 8 10 12 14 i4. TEST PIT 3 TEST SERIES ( SAMPLE FD - 16 E N O. 257 ELEV. 620.5 D ATE OCT.1913 TECH. 62 GOLDRERG,ZOINO,00NNICLIFF S ASSOCIATES,1NC. REVIEWER CONSULTANTS IN GEOTECHNICAL ENGINEERING / [ -- FILE 219( fj'/
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