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
- . . _ _ _ _ _ _ _ _ - - _ __ _ __ _
.308 PeO.
_ aECHTEL ASSOC.PROFESSIONALCORP.
SUPPUER DOCUMENT STAMP OlsTm8UT10N Please Resubmit Corrected tkacammvracceso. ggy Document in its Entirety t O woam mv encesso. susast rimt oocws=v. Within , A//A Weeks yg,ggg g sOa mangesuesaggeao,cno suomeno CLifMT 8
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F O l'3 YiH CONSUMERS POWER COMPANY BECHTEL MIDLAND PLANT UNITS 1 & 2
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 -/
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c'D File No. 2190 February 1980
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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
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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...,
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it c;'
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2 TP1 INW 624.5 229 20 12 52 I ASTM D1557-70 METHOD D hh Brown Sandy CLAY;
~ g~o BECHTEL MODIFIED. PROCTOR 132j fine grained soil of mo low plasticity with
- .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 Brown Sandy CLAY or
.hO r b BECHTEL MODIFIED PROCTOR 133,,{- Clayey SAND; fine p (20,000 ft-lbs energy) grained soil of low 2O plasticity with 45-50%
2 fine to coarse Sand and I- m -1 fine Gravel sizes m (CL,.SC) 2*(m
$ TP1 623.0 231 2W 21 12 54 ASTM D1557-70 METHOD D BECHTEL MODIFIED PROCTOR
) Brown Sandy CLAY; fine 132.0 / grained soil of low
/8.5 plasticity with 45-50%
(20,000 f t-lbs energy) j fine to coarse Sand
_4 go _-
1 and fine Gravel sizes
} DC (CL)
,cm E E TP1 2E 623.0 232 20 12 52 N ASDf D1557-70 METHOD D %5' Brown Sandy CLAY; fine c<
EO BECHTEL MODIFIED PROCTOR 132
/.8.5 grained soil of low plasticity with 45-50%-
(20,000 f t-lbs energy) l M[ a>
fine to coarse Sand and fine Gravel si-es
- (CL) m (n
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4 CONSUMERS POWER COMPANY MIOLAND PLANT UNITS l O 2 Ru,ewed i by MIDLAND, MICHIGAN LABORATORY TESTING DATA
SUMMARY
-. Project No. 2190 Project Engr. D. Schulze Date .k/>f p !_
Assigned By A. Marsha11 Dote: Assigned 9/30/78 Required 3h Od IDENTIFICATION TESTS STRENGTH TESTS consacTeoss N Z, o E sea *= $$ w. ., si... e,o I 4* : - T < aa. acor F. rair re e. - as s < ia '***',* '**
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Psi Caif nio poi %
M S eil Descriptioa
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> i ..e Z~ TP1 622.0 233 "g2 3W 19 12 55 ASW D1557-70 METHOD D Brown Sandy Clayey SILT; 131 0 / fine grained soil of 2,0 BECitTEL MODIFIED PROCTOR
' /9.0 low plasticity with
- hg (20,000 ft-lbs energy) 40-45% fine to coarse l$2 -t 2 Sand and fine Gravel 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 p BECllTEL MODIFIED PROCTOR 132 0 7 grained soil of low 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.[
E2 TP1 4 620.0 235 20 13 53 ASm D1557-70 METHOD D %{ Brown Sandy CLAY; fine 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
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- E TP1 3.0 236A 20 12 54 ASm D1557-70 METil)D D ( Crey brown Sandy CLAY; fine grained soil of jg low plasticity with 45-50% fine to coarse tO Sand and fine Gravel j sizes (CL) 3D (D
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' CONSUMERS POWER COMPANY Reviewed by MIDLAND PLANT UNITS I & 2 LABORATORY TESTING DATA
SUMMARY
MIDLAND MICHIGAN
- gjg Project No. 2190 ' Project Engr. D.Schulze 4 Assigned By A. Marshall Date Assigned Jan 1979 Required
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'OO Pd IDENTIFIC ATIO88 TESTS STRENGTH TESTS e zc - 2 compactuse gg r j r ri ,,,,, p" ,,e si .. ,, y, i; r- ". 3 ; i',7,. . - > s '<* r.-- -
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.... ....,i.. w 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- !
oo fine to coarse Sand and 1
gE fine Gravel sizes (CL).
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CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I 0 2 Ruiewed by g MIDLAND, MICHIGAN LABORATORY TESTING DATA
SUMMARY
Datei I/Jh/v> ! -
Pr j:ct No. 2190 Project Engr. D. Schulze Assigned By A. Marshall Date: Assigned 10/17/78 Required
- h r-aDENTIFIC ATION TESTS STRENGTH TESTS CossacT10se E E Laboratory Log O Laborotary Torvone ac or Ec Foilure a-as Water S troin N
Sieve Hyd J3, l, ,, s ond
' ' yd E 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 */.
~
TI' 1 3f0 8 270 11.0 18 12 51 2.71 ASTM D1557-70 MET 110D D )b Crey brown Sandy lO BECirTEL MODIFIED PROCTOR
- y s (20.000 f t-lbs encrev) 130.t Clayey SILT; fine
.0 grained soll of slight
- ~O 270.2 2.6 U C 129.5 9 ' 1x 8212 0.9 e low plasticity i
- y 270.3 2.7 128.8 U g - a,& x 9170 1.0 with 45-50% fine to coarse Sand and fine jh 270.4 4.9 _
134.5 U ~ bx 16900 1.0 Gravel sizes (CL-ML) b5 270.5 4.9 Reconstituted
- 134.6 to specific Td U 4' $x 18900 1.1 q - a,
', 270.6 6.6 137.0 U F_ (pcf) and max 13500 4.5
.o 270.7 7.0 W" @) f ASTM D1557-7.0 135.9 U " $x 14850 5.3 n 270.8 9.0 METHOD D 127.6 U q . ,,
max 2130 15.0
, -t 270.9 9.2 126.7 U "~ $x 2119 14.0
- f. 270.10 12.4 120.0 U "[* 855 15.0
!,$ 270.11 12.2 J 120.9 U @ J5% 1090 15.0 270.12 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 -
to specific 7d
',g 270.16 7.1 . (pcf) and 131.7 U
- q. a, max 8300 1.8 Wn (%) of
-Q 270.17 7.2 130.6 U *~ Sx 5913 1.4 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
-t 270.20 11.1 123.7 u e J5% 1090 15.0 270.21 10.8 U U 15%
Q
-i 124.j g 1240 15.0 m
7220-C79 20-1 y
P CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I 8 2 Roiewed b MIDLAND, MICHIGAN LABORATORY TESTING DATA
SUMMARY
Dofe 0/#
' Project No. 2190 Project Engr. D. Schulze Assigned ByA . Marshall Date: Assigned 10/17/78 Required oh 2 r-IDENTIFICATION TESTS STRENGTH TESTS I CONSOL.
mo 2- 1 Lee w atery wei.,
- r.n .a. a ., a r.iio n Ser.in L. tor. tory Log Cg .g 8* or Toet No. Content Si... H,4 200 2p 4, g -
c
'i a, - a3 E pd Typ. Seil Description
-.g 2 -
% % % a. o ye,, psf psf % ,
b 3.0-k.O TP 1 270 "o 2 6.0 270.22 8.2 Test performed 115.9 U Grey brown Sandy C1myey SILT; fine 2 .0
"' - ",.7x
, 2833 1.0
- on reconstituted grained soil of slight o 270.23 4.1 specimens at 116.2 U 9,[*x 2596 0.4 to low plasticity
@g2 270.24 6.7 various percent- ~
129.2 C
"- ages of Td max gp 270.25 coarse Sand and fine 7.9 on ASIM D1557-70 123.4 C Gravel sizes (CL-ML) hj 270.26 9.1 and Bechtel 115.4 C %
" *d #** #
h 270.27 4.8 , 115.6 C m$ 270.28 11.3 125.6 U 20 -
Tests performed ,,'. ,,#~1430 hx 7.0 oO 270.29 11.3 on undicturbed 124.1 U max 1140 9.7 270.30 11.6 samples 125.8 C 2." 270.31 12.0 , 122.1 C Gh 270.32 4.4 Testa performed 115.8 C 6 270.33 8.4 a[85% of ASIM C
-i m DC
==
fE mp 2 2 C 4 E O, m
m r-2D
=
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0 7220-C79-20-1 00
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CONSUMERS POWER COMPANY >as MIDLAND PLANT UNITS I 8 2 LABORATORY TESTING DATA
SUMMARY
MIDLAND MICHIGAN Reviewed De '5 b)'9M #
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 O k Laborofory Wefer Hyd JPs forvone ag or de Foilure a-as Strein y,ses te *",#
cg a, 2,, - T..i u con,en, ',' Q . roo Sieve2y %
eh g
ag 1,;, c a-i-s SU O e.oi,,ie, gg 6* % % % o Te., per per % cm hE TP 1 6 MC 270.2 BMP 270.2 20 12 51 19 2,11 ASTM D1557 Method D 1 Grey brown Sandy CLAi; Une gra n Bectel Modified Proctor so n of z_O g,y low plasticity with oo 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 q _ ,, sizes (CL). i o r- 270.0.2 3.1 128.2 UU. g,20 7 max 12700 1.4 '
z 270.0.3 4.1 129.0 UU, *7'20 "'sa$' 17100 1.4 no
> 270.0.4 %. 2-as 4.0 129.1 UU p 720 max 16100 1.3 8~ m> aa q - os mm 270.0.5 4.8 132.0 UU.
e 720 max 18400 1.2 zo q . ,3 09 270.0.6 4.8 132.0 UU. g,0 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 *720 #E7 19600 1.6 Z 2 UUn 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 1.6 210.0.11 7.2 WN (%) Of 137.2
' 9-#3 ASTM D1557-70 UU p "'7"2 0 max 21700 1.f.
770_0.12 7.1 Method D 137.5 UUn 720 ma$' 22400 2.0 270.0.13 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
$$m 270.0.17 9.1 132.0 UU, '720 "'~$8m 970c 4,o 270.0.51 133.: % 7=20 max m-as
- _4 9.0 UU_o 10800 5.2 m ot u %~as e 270.0.19 9.9 129.7 UU." 220 mar 570r.13. 0
-t ac
- " q - a3 270.0.20 10.4 I '. 129.5 UUn 720 max 5800 13.0 3
7220-C79 201 e .
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CONSUMERS POWER C@MPANY Reviewed by 4 MIDLAND PLANT UNITS I a 2 LABORATORY TESTING DATA
SUMMARY
gg MIDL AND MICHIGAN '
ProjeCf No. 2100 Project Engr. D.Schulze Assigned By A. Marshall Date Assigned 2/24/79 Required oo OO g-IDENTIFICATION TESTS STRENGTH TESTS CONSOL.
mo 2 f Laborofory - water Sieve Hyd .C'
- - Torvone acor &c Foilure a-as s Stroin Leberefery Leg C gg d or Test h
- Content ' * ,,g (2 OZ %
200 2p of,
[ y,,,
'"I*
S oll Description
>o
- I% n. o y, ,, psf psf %
Z ~N TP 1 n 270.0.21 10.7 D1557 Method D 126.6 UUn Y20 4800 15.0 Grey brown Sandy CLAY; u9
- gy -
- 270.0.?2 11.3 (Continued) 125.6 UUn as c
720 q - a3 max 4200 12.0 fine grained soil of low plasticity with oo 45-50% fine to coarse mC
.us Sand and fine Gravel 270.41 3.4 128.3 D _17 sizes (CL).
oh - 7 70_ t. ? 10.0 130.0 k hk NO.35 2.0 123.3 Y -
270.37 3.4 127.0 h m$ '
270.34 12.C 120.0 h 2O oO 270.36 10.9 125.7 0
.1 --
_is 2>
m -1 mm MM 2
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CONSUMERS POWER COMPANY 4 MIDLAND PLANT UNITS I & 2 LABORATORY TESTING DATA
SUMMARY
Reviewedgb,, g g 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" *""* #'#3 " W
%$ j *g j* or Test No. Centent I" '
200 2p s yd C
Criter no 8
end p, ,
gg -
a= Tee, per per % ew Q
TP 1 O BMP 270.2 "g Bectel Modified Proctor Grey brown Sandy CLAY; 270.0 27 3.1 M 9-as fine grained soil of Eo 121.4 UUR 720 max 940( 1.5 low plasticity with o 270.0._28 3.1 m 121.7 UUn I20 'ma) 9700 1.0 45-50% fine to coarse
$zz 270.0.29 4.0 122.0 UUn %=20 a - a3 Sand and fine Cravel max 8950 1.0 t$O 270.0.30 sizes (CL).
3.9 122.4 [20 E1h UUn 8550 1.4 h 270.0.31 4.9 124.8 UUn T20 #'m~1$' ' 12100 1.4 o ce as - a3
- >> 270.0.32 5.2 124.0 UUn g 720 max 1080C 1.2
. i$'
270.0.33 6.1 126.4 UU, b'20 'E,7 1050C 1.8 270.0.49 6.0 Reconstituted 126.4 N20
[z > to specific UU, E* 1140C 1.6 270.0_15 6.5 7d (Pcf) and 127.3 UU.
cre :
720 A-as max 1240C 1.6
.Zz N 270.0.36 6.3 WN (%) Of Bechtel 127.0 UU. [20 dah 1165( 1.6 "O 270.0.37 6.9 128.0 Modified UU, /20 maI 1080t 1.5 27'0.0 38 6.8 Proctor 128.5
- UU, */20 max 12800 1.8 270.0.39 7.5 l 129.4 UU n */20 Es$8 14200 2.2 270.0.40 7.5 129.1 *[20
, UUn EaI 11500 1.6
$E 270.0.41 7.8 131.4 UUn [20 E37 12100 2.7
- v. h 270.0.50 7.9 130.( UUn *[20 'Esh 1110C 2.4 wm es 3-< 270.0.43 8.9 131.5 ai - as
- UUn 720 max 10400 5.0
- O e=
om 270.0.44 8.7 131.7 c5 - a3 UUR 720 max 1030C 3.5 0E 270.0.45 10.2 128.7 UUn *[20 ma$' 5800 12.0 W
-, 270.0.46 10.4 128.6 cre : 0 15%
m UUn 770 < 5600 15.0 m a= c 0 15%
270.0.47 10.8 125. /. UUn 720 < 3800 15.0
- 270.0,48 _ 11,1 126.4 NU R f20 < 4300 15.0 7220-G /9-eu-1 s w.
J CONSUMERS POWER COMPANY MIDLAND PLANT UNITS I O 2 LABORATORY TESTING DATA
SUMMARY
Reviewed b ><*>
Project No. 2190 MIDLAND. MICHIGAN ' ggg Project Engr. D.Schulze Assigned By A. Marshall Date Assigned 2/24/79 Required oo OO IDENTIFICATION TESTS STRENGTH TESTS CONSOL.
. Pn O E Cm 1; k : Laborotory Wet *' Si HF4 #s 8* or Test No.' Content L P 200 -2P yd '
C'"'
'"d
-t 3* O
- 0 E % % % h3 Aa Type pet i*
g Cc sell Doestiption Tee, pet
.s . o-j# N TP 1 6.0 270.38 6.9 Grey brown Sandy CLAY; E Bechtel "
270.39 fine grained soil of z.O
_. 3.0 L Mified L22.9 1 low Plasticity with a0 270.40 2.6 (cuatinued) yE 123.2 .09 f 45-50% fine to coarse f .37 Sand and fine Gravel Ab sizes (CL).
.@ T270.1.1 5.8 20 12 56 20 L20.3 CIU, h160 @/max a
Os k)
- T270.1.2 5.7 19 12 55 20 119.9 CIU_ 3[60 e 2340 1560 11 7 11.6 Grey brown Sandy CLAY or Sandy Clayey SILT; a g r270.1.3 9.7 20 12 120.7 CIU p,f a' fine graini.d soil of m n 2160 max 2040 7.9 slight to low plas-Eo ticity with 45-50%
3 f2 fine to coarse Sand j .>4 and fine Gravel sizes nm e.* (CL or CL-ML).
9 im
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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 Test In -Piece Moisture Compaction Elev. oorr for + 3/4" Moisture Dry Ons. Content Remarks 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 TP-1 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 pp p g M4uf ec6serne,zoemo, sumascurr e assoc.,sec.
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GRAIN SIZE DISTRIBUTION u.S.st&8so4=0 sityt se!E
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unicito soit rLassinication systru i l COMPACTION I l
i
' Soll PROPERTIES j 14 0 i SotL DESCRIPT'ON: BROWN SANDY CLAY (CL)
INITIAL WATER ORY UNIT 136 '
[ CONTENT % WEIGHT LioUID PL AS TIC SPECIFIC umiT 20 % Lluli 12 GRAvlTY E
132 f / CowPACTION METHOD E / \
ASTM TEST Dl557-70 METHoo D 128 AASHO TEST METHOD k \ mold HEIGHT 4.59 woto osa. 6.00
\
NO. LAYERS 5 stows / LAYER 56 124 H AMMER WT. 10 ine oRoP HEIGHT 18 io:=riricareoa MC 229.1 oerivum w.% 7.5 CONSUMERS POWER COMPANY
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TEST NO. l l t _ _ 2 l l l ' i l i l i i ! I ' t l l1 I. l i I ' I 5000 l l , ? l I TEST NO. l 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 a
- h 4 $.s N E e
# 08 5
=i LIMIT 20 % LIMIT I2 % GRAVITY 2.71 A h# ge 2 =' O 5. U$ 3. $
2 s E" c2 Ed E5 gE di SN $ $. s w* b e$ - CONSUMIRS POWER COMPANY z as jy Sz q aw*5itI 10 zg a3 gg jg og w e MIDL AND PL ANT UNITS'l & 2 g k! w=gzg ic QO MIDLAND MICHIG AN y s g8 gg !! y ci > -u !* =@ TRIAXIAL CdMPRESSION = g m 4.s 132c H8 720 4.8 132f $ 720 4.7 4.9 - 0.5 0.5 TEST PIT TESTS (Run) I TEST SERIES y _ 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 i F-F3 i (MAX) = 233OO psf 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 1 l l , 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 iij; k' :I l i i i l i T' i i 10,000 1 2
. t l ,'
ji! ,
} l l l l TEST NO.
l I i i . Ie !l l _ ul ' i I l ! j
! l I I i 5000 , ,
I l .l l l 1 n ! l 1 i TEST NO. 1 1 , O 5 10 15 20 25 l 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# gg 2 .* $_ 5. U# a#. 0 = #. 5 Eg 5 s y' os zW Eg gW bi $N je s s- CONSUMERS POWER COMPANY g sg s w* *- ;g zg g jg og wl!;m E MIDLAND PLANT UNITS I & 2
= $w, =! i b" gg q h
[8 wg zg ic $0 [g MIDLAND MICHIGAN y g gg M y >" g su !* =@ TRIAXIAL CdMPRESSION 2 N 6.0 720 6.3 TESTS (Ru n) 13 4.7 1 0.5 E 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 1
l SKETCHES AT
- FAlfURE 30,000
( F , TEST T270.0.lO 25,000 I '
,,_ ,3 (M AX) 's 21200 psf' I TEST No.T27009
; I e = 1.6 % l }
", 5 TEST T270.0.9 p ,l as-e (MAX) s = 20500 psfi f a s l.6% ,
I l I ' i I I t;- 20,000 q' m l ; j i ; il1 j i , l ! I I l
$ I E
g o I ( l TEST NO.T270010 m l1\! l l l l l l I m 15.000 l \\ l i ll l l : I B l \\ ! I i ! j , lY I II i 8 10,000 ' l w *, , i i
; ;;j , ; g y__
gr_4.l ;i l I l !
} j l i !
j My]Il j l I !
-o i I r
} ll lI I 5000. I I II
; } ;
r I l l
, 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 CONDITIONS BEFORE FINAL .g Soll DESCRIPTION: GREY BROWN S ANDY CLAY (CL) - SHEAR CONDITIONS g p p l 2 " $d h E h 2 2i LIMIT &Q */o LIMIT I2 % GRAVITYM a ,0#" ;;$ 6 0_ 5- Ug R. # 0-# 5 25 5 m; os z0 E ge tg SO it a,- g a. CONSUMERS POWER COMPANY E
*s a gy $s a3 =g g5 j0 g wE
*f MIDL AND PL ANT UNITS I & 2 g z g a. * <t gy y ,_ w zg is d MIDLAND MICHIGAN y 0 g8 ;gg M y i:g >" !g = 'o !* =
y@ TRIAXIAL CdMPRESSION 2 6.4 1365 } @ 720 - - - 6.7 - 0.5 TESTS (uu) n E
& 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 s AT Fall'URE 30,000 ;
= , TEST T270.0.ll \
/
i F-F3(MAX) = 21700 psf
* = l.8 %
III f 25,000 = ; TEST T270.0.12i l l l TEST NO.T2700ii
% .F1 -Fs (MAX) = 22400 psfi II
". a e = 2.0 % l I
-1 i i l i I
( 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 Mi i 1m l I i
-m m I I ;
- w j _ _ - - - -
2= i O I ! ! . , i 1 i i ! I I I -. I i l i I I I I i
! i i j i ! ; ! l, '
m i l i ,
,l j i j l l g , , j ; j l l ,[ j TEST NO.
I * ' i i i i i I i i ' !i : l i ! I i l l i i. ' l I l 1 I i ! l ! I i I 'i I 5000 I i l l l 1 . i, e i, 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 S ^S'" ' " ' ' ' " ' 7220-C79-20-1 oyroRr INITIAL CONDITIONS BEFORE FIN AL .$ SOIL DESCRIPTION;GREYBROWN SANDYCLAY(CL) CONDITIONS SHEAR CONDITIONS g 2 0 $.!! h e e h aa LIMIT 20 % LiuiT 12 % GRAvlTVE
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- gg jg. w zg it, MIDLAND MICHIGAN y s g8 g;g H y$t?cg > !=g cu !* =
3@0 TRIAXIAL C6MPRESSION 3 7.2 137.28@3 720 - - - 6.9 - Q5 TESTS (uRR) E 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.
25,000 l* -e (MAX) e = 2.0 % s
- 22300 psf' l
l l l i
, l TEST NO.T270013 , E I o
[ f\ 8 l }, , ITEST T270.0.14' I i ll i j I ' l q rl ' les -a s(MAX) = f9400 psf! M l l l l l l f i \ l !* =l.9 % l l '
! i !
0 g 7]T;l.i - l i i i i ; i l i H
" { f Il : I i I f ! l l il l TEST NO.T270014 e 15,000 I i) i i l ! I I I l 1I i
' t ! i 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 4 i '
! *th ' ' ia,,.,,i i ! i I.000 ; p 7;ii o I ! I i 1 7 7) i , i !
- i ! I I 1 ! I T "a in - l l ! ; TEST NO.
" ! i
! I i l I i i !
i i ! , : ! i l ' I i i l l Il ' i 5000 I ' ' I I I'I I I I II
. l l l ! ! I ! I I l l l 1 : ! ! I i ;
I l l !i ! I I t I i i j i i i i 1 I ! !l i l l l l l l l !$l l ll l l TEST NO. O 5 10 15 20 25 722 7 US NG ASTM 55 - M THOD 1 D EFFORT l 1 INITIAL CONDITIONS BEFORE FIN AL .g d CONDITIONS SHEAR Soll DESCRIPTION:GREf BROWN SANDYCL AY{CL) l CONDITIONS z2 m . E:z Ll0UID PLASTIC SPECIFIC 2 $ E h E b =5 LIMIT 20 % LIMIT l a q# ty$ s e.s$_ 5. Ug S. 8 e# 0 E a= 12 % GRAvlTY 2.7I l si jy
; os EO "- !E: gg t;g $N g g' s: gE CONSUMERS POWER COMPANY z
*sz a aa sg Eg jg og wE 1
3W MIDLAND PL ANT UNITS l 8 2 g e a.* dtf gg h wg zg ic, 30 l O ;8 g ;gg y ci >* Eg mu M MIDLAND MICHIG AN g ;
!" =,5 TRIAXIAL CdMPRESSION = l
- 7. 6 13 7.2 9@ 720 - - -
7.5 -
- 0. 5 TESTS (Ulla) y l 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 _ :, l 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
,000 l I IIi
\
ITEST T270.0.16i l- l l l TEST No.T2700ls O #-#s(MAX) 1 = ll8000 psf I I
". * = 3.0 % i { l e
r : ! .
. I l "
III iTEST T270.0.15; i l iI iil i I b{ 20,000 i fi-e (M s AX) a l1500 psf I ! ! I ! I I i m i le = 3.0 % I I l l l ; ! i j 0 _ I T l l l l ! I Iii ! I h 1 I I l l !} l l l l TEST NO.T270016
- f i/ i\\ l8 ! l l 1 I i i ! 1 I I g '5' I U. i s!: ; i ! i l l l -
i if \.i F ' ' I I l l l h ll! 11i I l 1l __
! I i
$ 7l !
i lMd Ii II I !l l I 10,000 l! l :
!ilI!
i l !. i , Y.I: _
; I I
i I .l { ! t i;l j i j l l l l } I TEST NO. ) I .t *II i ! ' i l I i l I d i ! i l l i i l ii l I I IIl '
!l 5000 l l l i ! l ! ! ! lii l i l i j i I I Il ! ! ' I I I l II i I i i i I yIji t l l l l l i l i l l
~
TEST NO. l l f l j i l j l j
- 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 zs m - Ez LIQUID SPECIFIC !
2 g $s 8 gs$ 24 0. 5. Ug 3. h E E b 25 LIMIT 20 % LIMITPL ASTIC l2 */o GRAVITYM 5 $' 8 08 5- $
)z BE as of gy wy YU EE 2E O z' OM a3 zg gg j0 M* g o$
og y CONSUMERS POWER COMPANY MIDL AND PL ANT UNITS I & 2 Sz n a.s *Y st gg g ,_ w zg l;; ic m$ MIDL AND,MICHIG AN y W g8 gg Mi y >" @gg 'o !* =$@ TRIAXIAL COMPRESSION a 7.8 1368M 720 - - - 7.8 - 0.5 TESTS (Run) y g 8.1 136.E M 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 ll i i b" ! I I
I I t i I I i 6- 20,000 ' I . ' I I ! l I I l l l
! l I
l i i l i l i l l l
\
g , TEST T270.0.17 ll l Q{ H ' F-F3(MAX) i = 9700 psf l Iii i TEST NO.T2700 51 a: 15,000 II <=4.0% 1 Ii, Iil I; o I II i !II l l I !
' i y - TEST T270.0.51 lt ( '
5 Fi - e s(MAX) = 10800 psf l l ! i
$ e = 5.2 % l l 1l 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 i l ,
i - _ l I i : : : i , I I I 5000 I I I I I [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 d CONDITIONS SHEAR SOIL DESCRIPTION: GREY BROWN S ANDY CL AY(CL) a CONDITIONS zs 2 Ez LIQUts PLASTIC SPECIFIC
$# $.$ h, E h a LIMIT 20 o/, LiuiT 12 % GRAVITY 2.71 5 Q~ sy$ m= E" 0 5. =E# S. # 0=# 5 $s$
2 5$ 02 zd E_* EE b z- UN $$ E.* j'; t CONSUMERS POWER COMPANY z gy "- _R z ig j0 og
"$2 ;e $$
wE MIDL AND PL ANT UNITS l 8 2 l;; ** N $0 g""g - w 3; zg dc 30 MIDLAND MICHIG AN y l W g8 gg d y ti > 8y to P =5 TRIAXIAL CdMPRESSION 2 I T p .0 e.1 132a.r88 720 - - - 8.8 - 0.5 TESTS (U. tin) E l s h 9.0 133.2$-$9720 - - - 9.0 - 0.5 TEST PIT I TEST SERIES SAMPLE NO. 270 DEPTH 3, O' .- 6,O' DATE MAR 1979 TECH. Ulhuku- y' GOLDBERG,ZOINO DUNNICLIFF a ASSOCIATES INC. REVIEWER 726w FILE 2190 cnNRill TANT 4 IN GFOTFCHNICal FNGINFFRlNG ./ //
1 SKETCHES i AT Fall'UR E l 30,000 ' 1 I ;
\
I l ! 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 m - I l ! : I ! in I{ l l I ! . I i i I ! : F I ! l l I I l l l l l l
- TEST NO.T270020 e 15,000 i
i t i i I ;i i l i : i I i i3 o I I .- . , - I ' : ? I - l l l !iI 4 !
' I1 , i _
TEST T270.0.19: ! 5 I i l l as a (MAX) s = 5700 psf 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 s AX) = 5800 psf TEST NO.
!'l l ! I i i < = l 3.0 % i l I i l I i l 1i 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 ll 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 m CONDITIONS SHEAR CONDITIONS Zm SOIL DESCRIPTION: GREY BROWN S ANDYCLAY(CL) Ez LIQUID PLASTIC S PECIFIC 2 $ $ $.$ h $ e b t LIMIT 20 e/ LiuiT 12 a/, oRAviTy 2.71
$ 5. gh S. U. b $a
$ $o
- 0
=
si o$ EW 5: # t, g SM is $ w* g$a-CONSUMERS POWER COMPANY a
*s= gi =W *, tYa5 =g 25 gg og w$
MIDLAND PL ANT UNITS I 8 2 e a < s 30 y- w zg #G d MIDLAND MICHIGAN y w g8 ;!! $3 y cg >" !=g co !" y@ = TRIAXIAL C6MPRESSION m
,V 9.9 29.7183 720 y
9.9 - 0.5 TESTS M.I.n) M(7 10.4 129.!!$ 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 FILE 2190 b CONSULTANTS IN GEOTECHNICAL ENGINEERING / [/
SKETCHES AT Fall'URE 1 30,000 I l l l
)
! l \
25,000 \ l 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 II 0 E g lll! *
! I i i i l
m l l l l l l_ TEST NO.T2700.22 i i ! i i I I ;I e 15,000 j o ; ; , , ii ; ; g l : ! I i ! , I ! 3 to l _I ll ll i j ll ! l I i i l i TEST T270.0.21 i I 10,000 l l I j i + 1 i { e i- e3 = 4 800 p sf 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 Fi-es(MA.X) = 42OOpsf' 5000 I
< = 12.0 % Il l I i
I - r T T , i i i pg,r,p ; a_- - ..- j j j
- fj#7 a
i ! l I i 1 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 z = g gi @ t-W
# =# =5 uMIT 20 % uuiT 12 % GRAVITY 2.71 A $# gM 24 0- 5. $$ 3. E. 5 $ )z t y' a
os Ed $1 2E bi UN ay 3* -
,a z gg yy jg E,* g$
og wE a CONSUMERS POWER COMPANY
*s
;z h SE *8' d 30 l>g w zg MIDLAND PL ANT UNITS I a 2 a d c, d MIDL AND MICHIG AN y j c t >" @g$
0 g8 gg M cu !* = y@ TRIAXIAL CdMPRESSION g Q h A IO.7 126.eM3 11.3 12 5.6$@720 720 - 10.9 10.9 0.5 0.5 TEST PIT TESTS (UUR) I TEST SERIES y SAMPLE NO. _ 270 DEPTH _,)O'- 6 DATE M AR.1979 TECH. u. D ,.O' U3 GOLDBERG,ZOINO DUNNICLIFF 8 ASSOCIATES,lNC. REVIEWER' 4Lf FILE 2190 CONSULTANTS IN GEOTECHNICAL ENGINEERING / //
14,000 { SKETCHES AT Fall'UR E I
=
12,000
, TEST T270.0.28 as-a (MAX) s = 9700 psf
- l <=10%l i j l l ll .
1 ' TEST T270.0.27 a
" 10,000 j j r e- r3 (M AX) s 9400 psf l '
- I < =1.5 % I b
' TEST NOmn" lt ' ! l L ,
q\ l b. M , l I / 8 8000 4\ t i II I i il iI I I y 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 i Q l} l l [ l j l l l TEST NO
$ i .\lg t i i li ll li 5 sooo , ; , 4-yg w , ,=:r i i i ;
,m l_
v i , ; O l l < , ; l i
----+
i l !'I I I I I! 1 i i I - i
!l i j.I !il i ! i I i 4000 l
l l i l l l l l 1l ! I i
, g j ; j ; ; j j l l , j t
~
; ;j
~
; l l t l l l l t i T E ST NO.
., ; i , : il ii I l l i
, I l l !I I I l _
I I I I 2000 l l l l l l l l II I II
; 3 i; i i ; i j ; j t i! I i i
! I II :
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 CONOITIONS CONDITIONS BEFORE SHEAR FIN AL CONOITIONS
.g z- SOIL DESCRIPTION: GREY BROWN SANDY CL AY(CL1 7 $ # $ $j h E b e LIMIT 20 % LIMIT l2 % GRAVITY 2 71
'[A Q~ EE 2' 0- 5. =9$ 3. # %. =# 5 $s yi sE os E=M *E *- fo W t;g $M jy E.J g$ o.
1 z ., jy 3" _, 3 zg gg jg og wE CONSUMERS POWER COMPANY MIDLAND PL ANT UNITS l a 2 0 f:0 q z a. E ib" gg h" wg m,g d- MIDLAND MICHIGAN g E g8 gg $3 y cg > 8g u !* =E@d TRIAXIAL CdMPRESSION
~ =
yI d 3.i 121.4 3.1 121.7$-9 f 72o f88 720 3.1 3.2 o.5 0.5 TESTS (U.uR) y 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 e-a3 (MAX) = 8950 psf //
- < =1.0 % l E
- 10,000 '
l l l l l p 5' TEST T270.0.30 l r-r 7g,7 ,eToooz
, i e 3 (M AX) = 8550 psf i C ,, * = 1.4 %
v? \s . ' i m ify - T 4 W 8000 I f 'i '
! l I
- M _g\i '
l l l l I 4
. m ~ ( '
l i
$ ^
I I I TEST NOTENE 5 i j l t I
> 6000 w
o I .% l 1' l l l 1 i
- l Nt-'r '
h, , _ l _.1 - i i M If' ? "i il k > I ; l l 17 *I' ~~ l }~' I i 4000 II 1; i !,i l l l I I I i 1 l l 4 l ! { l l l l e l l l l l TEST NO.
. 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 l TEST NO. 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 . SOIL OESCRIPTION: GREY BROWN S ANDY CL AY(CL) CONDITIONS SHEAR CONDITIONS 2[ g a 5 4 E.s! @ E b e Liu T 20 % LIMIT 12 % GRAVITY.2.Il 5 q# gy 2 =* 0- 5. $$ 3. # 0'
=8 5 5=s ,
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 0; s Ez E t- a- 5 i b" gg g8 gg h j ct > g [gg wg zg d g cu !a
- 30 MIDL AND,MICHIG AN TRIAXIAL COMPRESSION y
=@ :
g d 4.o 122pq 720 3.9 122de 720 4.0 4.0 0.5 0.5 TESTS (uun) [ 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.
CONSULTANTS IN GEOTECHNICAL ENGINEERING REV EWERMM*' ./ 8 FILE 2190 65
1
\
14,000 SKETCHES TEST T270.0.31 AT F-F pggCURE 3 (M_AX) s l2lOO psf 12,000 " #
- I' '
Di l'\l ) E TEST T270.0.32 ( .
; @ i F-F i 3 (MAX) slo 800 psf a 10,000 o V e = 1. 2 % I l l l a
" l b" TEST N073001 1 il '
!i i !
b
~
k . II I ll l m" h I f I ! I i ' I I
$ 8000 ' '
\ I f Il\ \ l1l !l l l i l 1 I I i l m i i \ %_! J ! i i i i ! i ;
g i
%lLT N_ l l _. M '
i i i p } 'D l l l TEST NONE e
! l l 5 6000 -
!b' !'I e~.
m i i ,i i !! i e , , -
. i.,.
I i i Ii! j li l I , i l I i !'r i i l I i + l l l i
! l l 6
' ' I I I 4000 - I I i o .
; I i i ! ! i l ! l ! , ,
l l l l l l l jl i , i l l l [ ; TEST NO.
! l !
I ll l I l
! l
. : if ! I .
I i i i j ; ' '
' I I ! I! I I I 2000- ! I I '
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 CONDITIONS SHEAR CONDITIONS SOIL DESCRIPTION:GREYOROWN SANDYCLAYfCL) 2 g 2 $f h E b gg} *2 8 25 LIMIT 20 % LIMIT 12 */o GRAVITY 2 71 a 5# ,! 0 _ 5. Up 8. e# W. 5 ~ j N s y' os 2 E- gg tg $N yy a.- 35 g a. CONSUMERS POWER COMPANY E g as as wy gz $e as st 10 ysg wh *i aa gg jg zg og da ws MIDL AND PL ANT UNITS l & 2 g8 gg h y cg > " ,8g cu !* =qd MIDLAND MICHIGAN y
,5 TRIAXIAL C6MPRESSION :3 mf 4.s 124.s9R8720 - - -
5.2 - 0.5 TESTS (una) y 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 I TECH. GAUu \ GOLD 8 ERG,ZOINO.DUNNICLIFF 8 ASSOCIATES,1NC. REVIEWER Y2 % FILE 2190 I CONStilJ'"TS IN GEOTECu"" CAL ENGINFFRING / //
14,000
' SKETCHES t
TEST T270.0.49 AT as-a3 (MAX) = ll400 psf FAlt*UR E e = 1.6 % 4 i Jl 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/ 7 1i I b,10400 l l 1
' T/Sr NoTzum m
6 f I . , j l m . 1\1 l l g 8000 f r l ' 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 Ii i 6000 *' %, I B o
. . I L .,M! '
iI
;-.r..
~
' m -
I ! j l [' i
!! l
,! ! I I i l i l .
i i 4000 i i i i I t
; , ! i I l l l l !
ll 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 j i ! Ii ! ll l I l l I! i i ; 2000 , l 1 I
;t j ; iii i !I1 ! Ii i l i I t I ! -
; j , TEST NO.
l ; 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 o CONDITIONS SHEAR CONDITIONS zs SOIL DESCRIPTION: GREY BROWN SANDY CLAY (CL) e Ez LIQUID a g $ .$ hi E b ei P L ASTIC SPECIFIC
;# ;g( Eg E 5 . ig S. # 0e# 5 Eg LIMIT 20 */o LiuiT 12 % GRAVITY 2.71
}= as u'gy os - l'i 2 W tg $N li s* p CONSUMERS POWER COMPANY
*tz ;e 9 *i b"gg 3,g wg jg aa s gg og w e MIDL AND PL ANT UNITS l 8 2 g =g ic $8 MIDL AND,MICHIG AN y W E 8 !! $y . y_ 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 e-r (MAX) 3 =12400 psf
. e a l.6% Fall'URE 12,000 4 l l l l TEST T270.0.36 I M r e-a (MAX) s = l1650 psf L k) * = 1. 6 %
i-8 10,000 Ekh i L TE$T No.T270035
?'S " 'M b
I h
/ " h m gA
. . =
y 8000 1
,3 ( j;
.. t i
, ! 77i , ;j; j ; j ,
$ il l %ugi i I I
e o i I i1 - 2 W_ L g , { { ,
% , TEST No.T270036 i t 5 6000 . ,
i 1 i l i
. tu ! ' , .
1 0 , , ! l ' l 1 i l i
, I i l l l i
4000 i i ll i l i i i I
; , j , g ,
; i l l l , j j i l j l TEST NO.
l
'ii e i l ! l l j !
! I i !
2000'n l I i i i l 1 I l
, I j g TEST NO.
g 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 CONDITIONS SHEAR CONDITIONS Z SOIL DESCRIPTION: GREY BROWN SANDY CLAY (CL) I 2 $ $$ h E a h 25 LIMIT 20 % LIMIT A y# gy$ E =" 0- 5. Ug S. # 08 5 Um I2 % GRAVITY 2 73
)z s y' os Ed EE gy l,g $N y y.
sy gg gg og E w' gE CONSUMERS POWER COMPANY I
*0
_, 3 m we l;; -z 3e d3" ('a b" 30 - y wg; zg da MIDL AND PL ANT UNITS I & 2 MIDLAND MICHIGAN y 0 g8 gg $3 y ci > 8 to !* =3@0 TRIAXIAL C MPRESSION 2 ! 6.5 127.3M 720 - - - 6.4 - 0.5 TESTS (tida) - 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. CONSULTrairS IN GEOTECHNICAL ENGINEERING REVIEWER / # Nf#m - FILE 2190 . 1 I
14,000 Li I l TEST T270.0.3S ilI ja i -e s(MAX) 312800 psf SKETCHES
. < = l. 8 % AT O Fall'URE 12,000 l N 7 q pi, TEST T270.0.37, 7
Ih r e-r3 (M AX) = 10800 p sf
- ki\ < = l.8 % l l 1 -
E !
! 7t i II I I !
- 10,000 b
,, d U l
, p TEST =o.T270037 g i hk d ,Wu y
s 8000 ' j
- lg,ij l
l
\ g !
.. -m...- <
; j \ l O ---
l TEST NO.Td70.038 4 , { l i 5 w 6000 -
,i l
j i I I ! , i ; o ! I il ' )
! I l ! I i i : i i i 1 I! l l l ! i i i I ;
4000 ' 1 I i i ! ! I
; i i j ; i . , ! ; ! ! ; i i 1 l l I
4 l
! 1 lI . I I !It i TEST NO.
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 ! TEST NO. l O 5 10 15 20 25 STRAIN IN PERCENT NOTE: SAMPLE RECONSTITUTED AXDPC-C79 201 usiNo eEcNTEL uooiFiEo EFFORT INITIAL coNomous CONDITIONS BEFORE FINAL .g SOIL DESCRIPTION: GREY BROWN S ANDY CL AY(CL) g SWEAR cosoitions gg 2 $ $.y h E b a: 5 LIMIT, 20 % LIMIT 12 e/ cRAv Ty 2.71 A q# gs$ 92 0- 5 $$ S# 0g#. 5 $$ 5 s g" os EE EE gE 04 SW a w* *- a3
$$ s.J CONSUMERS POWER COMPANY E "gx $y s zg gg jg og hw a-e MIDLAND PL ANT UNITS I & 2 ; e d itf 30 g" wg zg da g8 MIDL AND MICHIG AN y =
g8 gg M y cg > [g cu !* =@ TRIAXIAL CdMPRESSION a 7? 6.9 1280@ 720 - - - 6.6 - 0.5 TESTS (uun) E x 6.8 l285 720 - - - 6.6 - 0.5 TEST PIT I TEST SERIES SAMPLE NO. 270 DEPTH 3. O'.- 6.O' DATE MAR.1979 TECH. NAJAu GOLDBERG,ZOINO.DUNNICLIFF 8 ASSOCIATES,lNC. REVIEWER Nfbe FILE 2190 Q CONSULTANTS IN GEOTECHNICAL ENGINEERING / 8
14,000 f'y i IIIII j $ TEST T270.0.39 SKETCHES
'l l r e-*3 (M AX) = l_42OO ps f FAI RE l i e = 2.2 % l l l 12,000 F, -i , TEST T270.0.40 f
il r i-a3 (M AX) = ll500 p s f N
- x l.6 %
\
O il f\ l > I\l \ " l
$ '\l M" l I 'M ~ h. ,
* -.,_L, I I TEST NO.T270039 x%4 m
vi I g 8 i i lI i ~h 1 I e 11 ; i i i Ii ^% ! i i ' i m i i (
! I I
' g 2 .
I I l l l lI
$ 1 .
} l ! l l l TEST NO.T270040 S
> i I l l l l I I I I II w
6000 , l 1 l l i I ! l . ; ! l I l ,, C I l ! I i i i ! l ll
. l l I I i l !l I l i i 8 , l ! '
l i i i i i I i l 4000 . ,' ,
! !I !
i i ! I ; i. i l i l i i ! ; I l l ; l j l l [ j TEST NO.
,i l i i i i I ! l l l l l t j i i l 1 i !
2000" l ,' ; l
! I I I I l I
j 7EST NO. q { O 5 10 15 20 25 AXIAL STRAIN IN PERCENT NOTE: SAMPLE RECONSTITUTED USING BECHTELM00lFIEC INITIAL CONDITIONS BEFORE 7220.C 79.201 : FINAL I CONDITIONS SHEAR CONDITIONS Soll DESCRIPTION: GREY BROWN SANC A C'_. AY(CL) g I 2 5 4 $.3 h E h a: 5 LIMIT 20 */. LiuiT_._12_en, oRAv Ty 2.71 a ;# as Ed L 5. Ug R. # z# 0 5 $
) i }z s u' os EN a0 gy *W *, t _S sj gg E
W Og $N it a.* $$ CONSUMERS POWER COMPANY i 5 wE
- != n =< str 30 j ,_ wg j0 ,g da MIDL AND PL ANT UNITS l 8 2 MIDLAND MICHIGAN y )
g8 gg !! y ci >" Er tu !* = 4@8 TRIAXIAL CdMPRESSION 2 7.5 1294' ' 720 - - - 7.4 - 0.5 TESTS (Run) y i h 7.5 12 9.1 , 720 - - - 7.3 - 0.5 TEST PIT I TEST SERIES 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 Fi -a (M s AX) = 12100 psf 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 iO,000 l Y\ l d'I \k l TEST N0727004: i I \l\ l e
~
I M i i w m
-}> % '
s _mg5W 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 ! lI i /
2 l l l I l I l l ll l 8 l l ; I i j i I il TEST NOMOOK 3 i i l i l ! ! l l
> 6000 -
w I i i, '
-' i ! I ! I '
i i c i ; ; i ,
; i i d i l l l I Iii ilj j i ! . l I_ i : l iiI
!I
! I ! '.
4000 ! !, !I !'
' ' I I i l l t l !! ! t i I I l l l j' j i
, l j j j l l j j( TEST NO.
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 g TEST NO.
l l 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 SHEAR- CoNoirious rg - a $ $ .s h E b 25 LIMIT, 2 0 o/ LiuiT 12 % GRAVITY 2 71 5 $# is 2 =~ 0- 5. $$ 8. 8 0r# 5 5 55 s e'os Ed S _g gg $N it se p E as g;:yf * "- ,a esg gg js og wE CONSUMERS POWER COMPANY MIDL AND PL ANT UNITS I 8 2 l;; 3x aI ib 30 y ,_ zg di:; MIDL AND,MICHIG AN y a g8 gg $3 y c >" [wg g cu !" =5@0 TRIAXIAL COMPRESSION s UV 7.s l31.M-88 720 - - - 8.0 - 0.5 TESTS (uua) E 7.9 13 0 @ 720 - - -
- 8. I -
0.5 TEST PIT I TEST SERIES l SAMPLE N O. 270 DEPTH 3.O' - 6.O' DATE MAR.1979 l TECH. N JML-GOLDBERG,ZOINO,0UNNICLIFF & ASSOCIATES,INC. CONSULTANTS IN GEOTECHNICAL ENGINEERING REVIEWER/ < 1N4 /
- FILE 2190 E !
l l l l l 2 TEST T270.O'44 . SKETCHES AT
# 1-Fs (M AX')
- 10300osf'1
_ pgigURE
'*
- 3.5 % l 12,000
- TEST T270.0.43. I F -F 3 (M AX) = 10'400 psf.
l . = 5.0 % l
; I d%
", IMi\ N I T/ST Nernne ga ! /fl \ \ j l
~~~
I/f \ NI % b5 1 Y% . - . . I
/ i i lI
' I l
$8 1, iD
.I Ni I i i KJ t i
' i i ! I i l
$ I I i I! ' i II e
S 5 ll I I %l W' t l ! i
.?**
I al l Ii I TEST NON 8 g I i I 6 l l l l 1 Ii iii 0 h! !I i i i ! I i! ! ; Jii l I TI J' , I Il l l t ; J l , I i I i i l I 4ggg _ l1t i i , I l i I i
! ' ,i ,
i I i
. l ,
I i i I il l i j j j jj
- 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
! I t 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 a g# s 24 0. 5. Ug S. # 0ee#5 25 N s e'os EN E: gW Og $W it -
p CONSUMERS POWER COMPANY E
"s a 8 s ws *, ; sa =j gg g: 5 we MIDL AND PL ANT UNITS l 8 2 g r $w a* <d gg wg zg ic y0 h" MIDLAND MICHIG AN y s g8 gg H g c > Eg cu !* =@ TRIAXlAL CdMPRESSION =
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 CON 9tJLTANTS IN GEOTECHNICAL ENGINEERING ./ (/ FILE 2190 72
14,000 l SKETCHES L AT
.{ Fall'URE 12,000 f
1 1 l
- t w i g }
". 10,000 ,
m ! b j TEST NOTMN I C* I m I . TEST T270.0.45 I m f ) 8000 l ! r e-ri(MAX) = 5 800 psf E l i l l
'e =12.0 % l{
$ !i '
! I i i ,
a: l _l l! /
$ { l i . iTEST T270.0.46 TEST NOTMN S I j j j tri -r3 = 5600 psf 8000 B i ; ! I ._
i l<=15O%- i o l \
\p:=r%K zM i ,
! l , ,
// 1 I i i i l l /[ l l 4000 l l I l l i l f/ l ! i l ;ii 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 '
, TEST NO.
l 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 CONDITIONS SHEAR CONDITIONS Z SOIL DESCRIPTION: GREY BROWN SANDY CLAY (CL) p
$ h# ;;" 5)
- E" oe SM
!M 5. ig $#. $# $ $!
gg t;i UN j$ EJ gE 2 CONSUMERS POWER COMPANY z a gy $s ",- aa a 25 jd o we MIDLAND PL ANT UNITS l 8 2 a wg zg {g l;; [, ;e s b" 10 c QO MIDLAND MICHIGAN g s go !! !s y c2 Eg cu m * =E TRIAXIAL C MPRESSION s M 10.2 12 8.7
- 720 - - -
9.9 - 0.5 TESTS (uua) h 10.4 r2ae 720 - - - 9.8 - 0.5 TEST plt SAMPLE I TEST SERIES [ 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 E 10,000 f TEST NOTEDM b" ! i i b-. . E i l l ' ' 8000 l' i I , l E l l
; I i *----
TEST T270.0.48, l
$ l I i al-e s = 4300 psf 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 6000 .
ITEST T270.0.47i 3 l i I I I el-e s = 3800 psf Q
; j l l * = 15.0 % 8 I l i I l l 8
' 'I J j j i i , . - <-
I i 4000 g d" T.._.
' l I i. '.
I { g]g 1 I ! l l ji y [ ,j j jj l l } ; TEST NO. 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 CONDITIONS BEFORf Il4Af SHEAR CONDITIONS W% COIL DESCRIPTION:GREYBROWN SANDYCLAYfCU Eg a 5 $i h E b A y# RM4 2 =" 0- 5. U# S. # =80 5 ei Eg LIMIT 20 % LIMIT 12 % GRAVITYM
}z s y' ag os EO $1 gE 0; $N jy G- g a.
wy - a3 m gg jg og wE CONSUMERS POWER COMPANY g gz ;jy e e.< it *'Y gg y wg gg is g8 MIDL AND PL ANT UNITS I & 2 MIDL AND MICHIG AN g' s g8 gg H y c > 8 E wo 25 =,5 TRIAXIAL C MPRESSION : y d ill.I 10.8 l2544 9 720 l26.4% 720
~
10.9 10.9 0.5 0.5 TESTS (1.1LIa) [ TEST PIT f TEST SERIES s SAMPLE
'~ NO. 270 l ,g DEPTH 3O 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 ,,
^
, y e r- -
U - x ll
- h i
' \
8 T 270.1.1 TEST Mo.T270o
@ l @,F/F 3(M AX) = 3.78
$ L l *-r3 = 2340 psf I e =11.7 %
; e i i t i
^
M I !- ^ o s.O
,y . - -
f
- T 270.1.2 zf i ,,o p_ f F/F3 = 3.00 l TEST NO.T22 2 E F '
* -r s= 1560 psf a { e s' 11.6 %'
+1600 I _ _- '
^
y . MV __ bo ^ T, ,s ', , s %, "2, , 7 n , zo +i2OO , 77; , , 7.,,, {
//i I:
NOTE: SAMPLE STAGE CONSOLIDATED. . s"h*. # goo i ' (0 -2160 psf - 3600 psf, REBOUND _ z a.g ff l i TO 2160 psf) THEN STRAINED TEST NO. zw iO FAILURE. TEST T270.l.1 i g +400 'p g S ATUR ATED PRIOR TO CONSOLIDATION.
- a. /
6 TEST T270.l.2 S ATURATED AFTER 0
, . . CONSOLIDATION. .l 1. l w lg i ,1 j.l~[
+ 0.8 - - i o}" If
$ l' -
2 + 0.2 Vs TEST NO. O O 5 IO 15 20 25 AXIAL STRAIN IN PERCENT NOTE: S AMPLES RECONSTITUTED TO li'd a 120 pcf AND 16 ESTIM ATED FROM \'FRTICAL 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) m Er LIOUID e 20 PLASTIC 12 SPECIFIC 2 $ E .i h 'lll E h =5 LIMIT- A 89 % LIMIT 12.% GR AVITY 2 78 g# ;;$ e ** 0: 5* Ug a #. #' a:# 5,:
5 s y" ao E0 ge tg ON it .." a5 g CONSUMERS POWER COMPANY E sg s $y *ts _, R zg gg jg og wE MIDL AND PL ANT UNITS l & 2
- jr $y w as si- 10 yr w zg im 0 MIDLAND MICHIGAN y 9 g8 gg h y c >" !g = co !* 3@ = TRIAXIAL C6MPRESSION -
g
.uta 5.s i20.3 s .7 pg zi60 iss24 19.9 YM 216 012960 4.8 0.4 95 er i2.4 i2 e 13 0 120$ _p,!,5
.0:5 TEST PIT TESTS (CIUn)
I __ TEST SERIES [ SAMPLE NO. 270 DEPTH 3.O'- 6.O' D ATE M AR 1979 GOLDBERG,ZOINO,00NNICLIFF S ASSOCIATES,INC. TECH. N LIJf 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 2@ To FAILURE. TEST T27o.l.1
$ f SATUR_ATED prior To,CoNSoL'IbATioN.
y 8 TEST, T27o.l.2 $ATURATED AFis g CONSOLIDATION. t
$ looo ,r '
~
N a 7g g
/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 / F3a 3.00 - l i l l y F-e3a1560 sei 1
l l { F l e a 11.6 */o '!f f T 270.1.1 l [ l
/ _ ,,e ; / @, F /33 (M Ax) = 3.78 % ,ggg Xw h / ei-ess234o el E /_V 1/ l " }.K < a n n.T *t.
i
/Nh _f \ l
// STRESS PATHS 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 C y Y g)>' CONSUMERS POWER COMPANY 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 i TRIAXIAL COMPRESSION 8 TESTS (CIUa) E l REMARKS S AMPLES RECONSTITUTED TEST PIT l l TEST SERIES i To.Vd s 12o ocf AND W16.o SAMPLE No. 27o 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 FILE 2190
/ 79'
3000 - SKETCHES b I "
- " 7
-- FAI RE
_ /"
-g- -
t,i u s 1
\ h E " T270.1.3 i Test wop 3
@F l /F 3(MAX) = 3.33
$ a s -v3 = 2040 psf
< = 7.9 %
l l Il I o ' L '__- -
,, 1, .- . . . . .
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