Embed Size (px)
Citation preview
UNITED STATES DEPARTMENT OF THE INTERIOR
GEOLOGICAL SURVEY
Preliminary Study of the Geotechnical Properties of the Fort Union Formation From
Drill Holes BH-166-76, BH-168-76, and BH-187-76 near Sheridan, Wyoming
By Jack K. Odum and Philip S. Powers
Open-File Report 79-1132
1979
This report is preliminary and has not been edited or reviewed for conformity with U.S. Geological Survey standards.
CONTENTS
Page
Introduction 1
Acknowledgments - 3
Field program 4
Testing procedures " 4
Laboratory testing program 5
Testing procedures 5
Atterberg 1 imits 5
Grain-size distribution 6
Unified soil classification 6
Dry bulk and as-received density 6
Slake durability - 7
Test results and lithology for boreholes BH-168-76 and BH-187-76 7
Test results for borehole BH-166-76 8
References 9
Appendix 1 r 10
Appendix 2 19
ILLUSTRATION
Figure 1. Location of Big Horn drill-hole sites BH-166-76,
BH-168-76, and BH-187-76 near Sheridan Wyo 2
Preliminary Study of the Geotechnical Propertiesb
of the Fort Union Formation from Drill Holes BH-166-76,
BH-168-76, and BH-187-76 near Sheridan, Wyoming
By Jack K. Odum and Philip S. Powers
Introduction
This report summarizes the geotechnical properties obtained from tests
run on core from exploration holes drilled for the Big Horn Coal Company.
The holes designated BH-166-76 (sec. 23, T. 57 N., R. 84 W.), BH-168-76
(sec. 14, T. 57 N., R. 84 W.), and BH-187-76 (sec. 15, T. 57 N., R. 84 W.) are
located near the Big Horn Coal Company strip mine about 15 km north of
Sheridan, Wyo. (fig. 1). The three holes range in depth from 0 to 97.5 m and
all three begin and end within the Fort Union Formation of Paleocene age. The
formation includes mudstone, shale, carbonaceous shale, coal, siltstone, and
relatively soft sandstone.
This study, a part of the Energy Lands Program, hopes to define the
geotechnical characteristics of the Fort Union Formation in the Powder River
Basin, Wyo. Its goal is to provide information helpful in predicting the
effects of mining in the formation and to define the characteristics of
formation material comprising spoil banks on reclaimed land.
45°
107'
Ashland
Dec ken
106" T-J
Broad us.
MONTANA 45<
x Drill-hole sites
0 Sheridan
©Buffalo
20 miles2° Kilometers
WYOMING
Recluse
Gillette 1
1O7' 1O6<
Figure 1.--Location of Big Horn drill-hole sites BH-166-76, BH-168-76, and BH-187-76 near Sheridan, Wyo.
The cores from the drill holes were stored without sealing for a number
of weeks before logging and testing were done. During this storage period,
they experienced several cycles of freezing and thawing in addition to normal
drying. The effects were evident in the form of scaling and bulking along the
exterior surfaces of the cores and some sections were totally reduced to a
rubble of flakes and wedges. We believe, therefore, that the results of the
tests run on these core will more closely approximate the physical properties
of excavated rocks than rocks in situ.
Acknowledgments
Physical properties testing was performed by M. H. Jones and H. A. Cloft,
and uniaxial unconfined compressive strength tests were conducted by
D. M. Worley, all of'the U.S. Geological Survey.
Field program
Core for drill holes BH-168-76 and BH-187-76 were obtained from Peter
Kiewit Sons' Co. laboratory in Sheridan, Wyo. The core was photographed,
lithologically logged, and strength index tests (point load and Schmidt
hammer) were performed in a mobile field laboratory by the authors.
Representative core was taken to the U.S. Geological Survey laboratories in
Denver, Colo., for additional physical properties and strength testing; the
results of the logging and tests on core from these two drill holes are
summarized in Appendix 1.
Core from drill hole BH-166-76 had already been sampled, crushed, and
chemically tested at 3 m intervals or at lithologic breaks by Peter Kiewit
Sons' Co. laboratory, for chemical testing and only pieces that were too small
for core testing remained. Representative pieces of core were obtained and
taken to the Denver laboratory, where soil properties were determined using
tests that do not require whole core samples. The results of these soils
tests are summarized in Appendix 2.
Testing procedures
Aufmuth (1974) described the point-load test used in determining an index
value for tensile strength. A segment of core is compressed across its
diameter between two rounded metal points until it fails. The index value is
calculated by the formula P/d , where P is the applied force at failure and d
is the diameter of the core. The results were multiplied by 4/fr to determine
the force per unit area on the failed surface. Values are reported in
meganewtons per square meter (IMN/nr = 145
The Schmidt hammer is usually a nondestructive index of compressive
strength for elastic materials. The handheld instrument propels a spring-
loaded hammer against a sample and records a relative rebound number. The
dimensionless rebound numbers (R) are compared to a calibrated spring
standard. The test requires a coherent segment of core which has a length
that exceeds the diameter. If the sample failed before three hammer impacts,
the data for that depth were discarded; otherwise recorded values were
averaged. Most rock and soil units tested for this report either failed
during testing or were near the lower limits of measurability.
Laboratory testing program
Subsequent tests in the laboratory were performed to determine properties
of the soils and rocks. The weak materials were tested for grain-size
distribution, Atterb-erg limits, and densities. For the most part, only
minimal effort was required to disaggregate the materials so tested. More
competent layers were subjected to unconfined compressive strength tests.
Preparation of suitable specimens was difficult because of the friable and
fissile materials; therefore, only limited numbers of rock strength tests were
performed.
Testing procedures
Atterberg 1imits
Atterberg limits define the range of moisture contents at which a soil is
plastic. The standard test for the liquid limit of soils, ASTM designation
D423-66, reapproved 1972 (American Society for Testing and Materials, 1978,
p. 81-84), and the standard test for the plastic limit of soils, ASTM
designation D424-59, reapproved 1971 (American Society for Testing and
Materials, 1978, p. 85-86), were used.
The liquid limit (LL) is the water content of the soil where it changes
from a plastic to a liquid state, and the plastic limit (PL) is the water
content of the soil where it changes from a solid or semisolid state to a
plastic state. These limits are reported as the water content in percent of
dry soil weight. The plastic index is the difference between the liquid limit
and the plastic limit and represents the range of water content at which a
soil is plastic (U.S. Bureau of Reclamation, 1974, p. 4-8).
Grain-size distribution
The grain-size distribution analysis used for this study provides
relative percentages of sand, silt, and clay according to the standard method
for particle-size analysis of soils, ASTM designation D422-63, approved 1972
(American Society for Testing and Materials, 1978, p. 70-80).
Unified Soil Classification
A description of the symbols used in Appendix 1 and 2 can be found in the
"Earth Manual" published by the U.S. Bureau of Reclamation (1974). These
group symbols describe size distribution, dry strength, d'ilatancy (reaction to
shaking), consistency near the plastic limit, and other general
characteristics.
Dry bulk and as-received density
Dry bulk density was determined utilizing the techniques for measuring
bulk volume as described by Chleborad, Powers, and Farrow (1975). It should
be noted that dry bulk density (dry weight/dry volume) as defined here means
that the sample was oven dried before any measurements were made. Samples for
"as-received" density, collected at the drill site, were removed from their
air-tight containers and weighed .immediately. These densities closely
approximate natural state densities.
Slake durability
Slake durability testing followed the procedures of Franklin and
Chandra (1972) and are a measure of the rock's resistance to weakening or
disintegration due to cyclic wetting and drying. A standard 2-mm mesh
cylinder containing 10 irregular specimens, dried to a constant weight of
40-60 g each, is partially immersed in distilled water, and rotated at 20 rpm
for 10 minutes. All particles larger than 2 mm are retained within the mesh
cylinder, dried, and weighed. The percentage ratio of the final to initial
dry sample weight is the slake durability index. An observation was made that
some samples with a high-clay content tend to adhere to the mesh surface of
the tumbling apparatus and therefore do not fall fairly during rotation. This
observation suggests"the quantitative significance of results on some
dominantly clay rich materials may be limited.
Unconfined compressive strength tests were run on a 50 K BLH press
(Baldwin-Emery -SR-4 testing machine built by Baldwin-Hamilton Corp.). Each
sample, was milled to an average value of 0.005 mm of true-face end parallelism
and a length-to-diameter ratio of 2:1. Each sample was loaded in increments
of 2 MN/m2 until failure.
Test results and lithology for boreholes
BH-168-76 and BH-187-76
Appendix 1 is a table of the physical properties (grain-size analysis,
Atterberg limits, and densities) and strength (point-load, Schmidt hammer,
uniaxial unconfined compressive strength, and slake durability) test results,
as well as the lithologic log for each borehole.
Test results for borehole BH-166-76
Appendix 2 is a table of the physical properties for the borehole. The
core from this borehole had already been crushed at 3-m intervals or at
lithologic breaks and these crushed samples were used for chemical analysis by
Peter Kiewit Sons' Co. laboratory. Samples of the pulverized material were
obtained in sealed plastic bags and grain-size analysis and Atterberg limits
tests were performed.
References
American Society for Testing and Materials, 1978, Natural building stones;
soil and rock; peats, mosses and humus, Pt. 19 of 1978 Annual book of
ASTM standards: American Society for Testing and Materials, 560 p.
Aufmuth, R. E., 1974, Site engineering of rock, j_n Field testing and
instrumentation of rock--a symposium: American Society for Testing and
Materials Special Technical Publication 554, p. 81-99.
Chleborad, A. F., Powers, P. S., and Farrow, R. A., 1975, A technique for
measuring bulk volume of rock materials: Association of Engineering
Geologists Bulletin, v. 12, no. 4, p. 317-322.
Franklin, J. A., and Chandra, R. H., 1972, The slake-durability test:
International Journal of Rock Mechanics and Mining Sciences, v. 9, no. 3,
p. 325-341.
U.S. Bureau of Reclamation, 1974, Earth manual--/V water resources technical
publication [2d ed.]: U.S. Bureau of Reclamation, 810 p.
Appendix 1
Lithologic and geotechnical logs for drill
holes BH-168-76 and BH-187-76
10
LITHOLOGIC SYMBOLS
Soil horizons Gravel
Shale
Sandstone
Calcareous
Carbonaceous laminae
S-^r'^l Si Its tone Slickenside
f rfte..>.s p-^.-J Coal. Gradational contact
Carbonaceous shale
Dolomite
n
Lithologic an
d Ge
otec
hnic
al lo
g fo
r Drill
Hole BH
-168
-76
':£
%
fr
ill
Hnl
P-
RH
-16P
A
tte
rhe
rg
.isn't'
. G
rain
S
ize D
lstr
ib.
Densi
ty
Unifie
d
Po
int
Load
.In
dic
es
Sch
lT)id
t U
ncon
f1ne
a 52
> "
e-
'5H
lbl
Pit I
1
: As
D
ry
CaC
o,
Soil
Str
en
gth
P
enetr
atio
n
Ham
mer
C
ompa
ss.
rt'P
W''T
YJU
E
£ L
ith
olo
gic
D
escrip
tio
n
10
30
r>0
70
9n
. sa
nd
silt
clay
Rec
'd
Bulk
C
lass
. _[_
|j |
; In
dex
str
ength
""
'L1
1
O
_.
3
4
^ ^
r
6
~
7
8
~
9
10
11
12
1 3
14
15
16
17
18
~
19
20
21
__
_
00
CC
23
24
M'V ?M
- ;-;
. v-
-L
' JL
^_
i
-i.
' J_
JL'
JL
lUL
\ \
\ \
v \
\ \ \
' A
' .L
' JL
" .
"
, .
-L
X
JL
.
i :.'
-1-X
JL
.
JL
JL
Top
soil
Unco
nso
lidate
d
sand
an
d gra
vel
San
dsto
ne,
buff
to
tan,
fria
ble
,so
ft
to
med
ium
soft,
sha
ly
lense
sgra
din
g
to
sha
le,
bu
ff
to
gra
y,w
ith
sa
ndy
zone
s
No
core
re
cove
red
0-
10 m
Sh
ale
, light
yello
wis
h
brow
n silty
,ca
lcare
ous
to
limy,
smal
l dolo
mitic
] cris
es
Sh
ale
, gr
ay,
slig
htly s
ilty
, calc
ar
eo
us,
mo
ttle
d
tan v
ery
silty
zo
nes,
ca
rbon
aceo
us
inclu
sio
ns
Dolo
mite
, dark
gra
y C
rysta
llin
e,
very
hard
, ca
rb.
inc.
Sh
ale
, b
uff
to
g
ray,
ca
lcare
ous
very
silty
, th
inly
la
min
ate
d.
nrg
illaceous
lam
ina
e
sho
ws.
dis
turb
ed
str
uctu
re,
mottle
d w
ith
silty
zo
nes
1-4
cm th
i.tk
, ca
rbon
aceo
us
inclu
si
ons,
0
.5
cm
gyps
um
laye
r
Car
bona
ceou
s sh
ale
, dark
gra
ylim
onitic
sta
in.
Sh
ale
, m
ediu
m
gra
y,
claye
y,
carb
onac
eous
la
min
ae
i i ii
t t -^ ~~ »- » t 4 1 ji
4
i1 i 1
<
-'
_
.
_
0.0
5
0.6
0
1.0
1.2
AC
\ 1
(~\C
\ 1
0
1 ^
4 60
36
+
CL.2
5 .4
5 1
.0
1.5
12.5
85
2.3
3
2.0
8
30
.30
1.1
0
1.0
5.5
12.5
2.3
2
2.1
5
.30
.70
1.0
2.5
16
90
2.2
5
2.1
3
.60
1.0
0
1.0
1.5
1
31
68
- CL
.65
.70
1.5
1
.5
151
62
37
2.2
8
2.17
+
CL
.60
.85
1.0
3
.0
17.5
20.7
12.5
RO
£i^
in
i n
2.6
6
2.6
2
'^
""
ltU
* "
4.4
8
.6
1.2
34
218.5
en
rr,
1 O
O
C
1
C0
10
o r\
c
3U
D
U
I.e.
c.3
JO
o/i
n5
7]
24
2>12
<0
6 +
CL-
ML
-80
85
^-5
3-°
'3
2
'°
87o
oc
o n
-70
.90
1.0
2.0
18
c .
c D
c*ll
.25
.50
1.5
2.0
10
.70
.90
1.5
2.0
13
on
o
2.38
2.1
9
. y
87.5
0 .6
0 1
.0
2.0
12
7 56
37
2.2
9
2.1
7
+ CL
,n
7n
,
n ,
, , ,
. o
(J
. /u
1.0
1 . b
1 /
.60
1.0
0
1.0
2.5
15
.60
.65
1.5
2
.0
15
33.5
0
42
58
2.21
1.6
4
+ CL
-5
5 .8
5 2
.0
5.0
20
31
.1
?;
5 45
50
230
215
' M
L 10
2
46
52
- CL
-1
5 ]
'25
'7
2'°
Wat
er
conte
nt
' finer
by
+ po
s.
Re
tain
ed
'.',
of
Un
its:
Qf
dry
S
oi1
we
iqht
weig
ht
n/c
c -
neg.
M
N/n
f mm
M
N/nv
" .
' dry
soil
*t>
iqh
tT
trace
Expl
anat
ion
of sy
mbols:
PL
= plastic
limit;'
LL
- li
quid
li
mit;
(+)-
po
siti
ve re
acti
on to a
25 pe
rcen
t HCl
tested pa
rall
el to core axis;
[_ =
test
ed pe
rpen
dicu
lar
to co
re a
xis.
soluti
on,
(-)- n
o re
acti
on,
(T)- tr
ace
or fa
int
reaction
Log
for
Dril
l Ho
le BH
-*8*
r-76
co
nt.
c >>
^
jjj 0
Drill
HnlP
- R
ll-168
*J
4J
6
Att
erb
erg
Lim
its
PL
l IL
L
g 8
Jj
Litholo
gic
D
escrip
tio
n
10
30
5°
70
^ ̂̂
JB
Shale
, g
ray,
calc
.,
carb
. in
clusi
ons
9A
P^^W
^T
^ if
' JC
oa
l, b
lack
, co
ncho
idal
fr
actu
res,
"f
*"""
"" £-'"
' R
''j
I 2
9 1
1i
^-3
ot K
ft^r
nflW
YV
tifriii
li
3
1
3
2
3
4
>
35
1 |
t^r"!
sem
iban
ded,
p
yritic
and
bic
arb
on
ate
flake
s,
rosi
n
inclu
sio
ns,
brittle
(DIE
TZ
*2)
Coa
l, b
row
nis
h-b
lack
, as
ab
ove,
arg
illa
ceo
us
Sha
le,
gra
y, silty
, ca
rbon
aceo
usla
min
ae
IMud
ston
e,
gra
yish
-bro
wn
, slic
ken-
-^^-
^k^^
sid
es,
co
al
and
rosi
n
incl
usi
ons
\ '
RS
ha
le,
It.
brow
n g
ray,
co
al
incl.,
""" "
" JO
3
7
3
8
_39
4
0
4
1
4
2
4
3
4
4
4
5
4
6
4
7
48
49
;;;.«
S';.'y
;'-.:
:;' '.'
-.;'.:'
.'-'
' "
'.'-
; '.;.
;.;:-/
. '
//:';
:"
'.. :/:
Br/v
-va
sand
y st
ringers
C
oal
, br
own
bla
ck,
rosi
n
No
core
re
cove
red
Coa
l ,
bla
ck,
brittle
Sha
le,
gra
y,
sca
tte
red
ca
rbon
ace
ous
incl
usi
ons,
w
orm
.b
urro
ws
filled w
ith
CaC0
3
Incr
ea
sin
gly
sa
ndy
near
ba
se
San
dsto
ne,
ligh
t g
ray,
ve
ry
fine
gra
ine
d,
suba
ngul
ar,
arg
illace
ous
bin
de
r,
fria
ble
in
pl
aces
Fin
e to
m
ediu
m g
rain
ed
, ca
rbon
aceo
usstr
ingers
1
mm th
ick
angl
ed
30"
to
horizo
nta
l
Sha
le,
lig
ht
gra
y,
arg
illace
ous
to silty
, be
com
es
da
rke
r gr
ay.v
ith
dept
h,
carb
onac
eous
in
clu
sio
ns
1
1
1
1 I
1
'
!
i i ,
;
*
(
1 '
,
1 1
i
j 1
1
fira
in
Siz
e D
istr
ib.
De
nsity
Unifie
d
Poi
n<t
Load
In
dic
6S
S
chm
idt
Un
con
fine
d
As
Dry
C
aCO
, S
oil
Str
en
gth
P
enetr
ation
Ham
mer
C
ompr
ess.
S
lake
90
sand
silt
cla
y
Rec
'd
Bulk
°
Cla
ss.
1
H j_
II In
de
x
Str
ength
D
ura
bility
Wa
ter
conte
nt
^ U
nits!
of
dry
soil w
eig
ht
2.2
9
2.1
5
0.2
0
1.0
0
1.0
4.0
1.4
3
1.1
2
.20
.3
5
.5
1.0
* *"
"
1.61
1.
31
.10
.7
5
.5
.8
_
0 5
95
- CH
2.3
2
2.1
7
'°5
.05
.1
5
.5
2.0
1.4
9
1.2
4
.15
.5
0
.5
2.5
i en
i oo
1 .
DU
1
. f.c
.
.10
.2
0
.5
2.0
.05
.2
0
.5
2.0
2 41
5?
-
CL
.05
.10
.5
2.0
.05
.1
5
.5
1.0
.10
.30
.5
1.5
85
60
22
18
2.1
0
2.0
3
- SC
7
0 T-
00
-5
5-°
.10
.3
0
.5
1.5
9.5
43
2-1
0
1.8
8
.10
.30
.5
1.0
.05
.05
.5
1.0
80
11
9 2.
11
1.9
2
- SM
2.3
4
2.2
4
g 31
.1
27
.65
1.0
0
.5
2.0
?7
4
.60
.8
0
1.0
3.0
16.0
238
, .,
,
,,
.90
1.1
5
1.5
4.0
15.0
2
'43
2'2
6 .6
5 .8
0
1.5
7.0
19.0
1.3
0
2.1
5
1.0
3.0
1
8.0
50
-°.7
5
1.1
0
1.0
1.5
2.4
9
2.4
0
% fin
er
by
4-
pos.
R
eta
ine
d
« of
we
igh
t g
/cc
- n
eg
. M
N/m
2 m
m
MN
/m2
dry
soil
we
igh
tT
tra
ce
Explanation
of sy
mbol
s:
PL»
plas
tic
limi
t; LL-
liquid li
mit:
||- te
sted
parallel to
co
re axis;
1 (+
)" po
siti
ve reaction to
a
25 pe
rcen
t HC
1 so
luti
on,
(-)«
no
reac
tion
. (T)*
test
ed perpendicular
to core axis.
tr
ace
or fa
int
reac
tion
Log
for
Dri
ll
Hol
e B
H-1
68-7
6 ce
nt.
5
2 £
Att
erb
erg
Lim
its
' G
rain
S
i*e D
iatr
ib.,
Density
Un
ifie
d'
Poin
t L
oa
d
Iudlc
e8
Sch
raid
t U
nco
nfln
ed
:
sla
k
52
g
Drill
Mo
le:
BH
-168
PLh iU
J,
A
s -D
ry
CaC
Oj
So
il
Str
ength
P
an
etr
atio
n
Ham
mer
C
osap
re8a
'
Dura
bi"
lty
£§
S| '
Lith
olo
eic
D
escrip
tio
n
'0
30
50
70
90
.and
silt
cla
y
Rec'd
B
ulk
C
laau.-
[
|| j,
|[ In
dcx
Str
en
gth
"<3
v.
]_._
._ f
]' h~a
1 e
, It
. gr
ay ,
c 1 s
yey
to
s i j
ty
_ 5
1 '-t
trl-Z
-:.
; .li
iyst
on
e,
dark
g
ray,
ero
ded
5
2
5
1J J
5
4
5
5
5
6
5
7
5
3
5
9
; '
!"'
' :
...
i
' ''.
'
:
S.
' '
f '
'
* t
) -.>
/,
^
'
. /
: '.
-
*
:.V'-
!. ;
'
( 6
0 ; .
.;.-/
; j
:.) ':
'. ':
,
6
1
6
2
- : .
« ' ' c
^ha
le,
gra
y,
mas
sive
1n
pla
ces,
. ilty
. sa
ndy
lens
es w
ith
carb
ona-
.e
ous
str
ingers
and
ston
e,
lig
ht
gra
y,
fine
gra
ine
d
>ub
angu
lar,
arg
illace
ous
bin
der,
|-i-1
0 p
erc
en
t co
al
inclu
sio
ns,
; fria
ble
, ca
rbon
aceo
us
str
ingers
iinqlln
ed 2
0°
to horizonta
l,[in
cre
ase
d
carb
onac
eous
la
min
aep
nd
pla
nt
impr
essi
ons
with
de
pth
..M
ale
lens
es
..
' /' -
'" B:
' ..^
M
Har
d sili
ceous
len
ses,
ca
rbon
aceo
usY
/ ^'$
Ia
m1n
'ie
aad
coa
l in
clusi
ons
6
3 \
- 'j s
licke
nsi
de
c-
r J
_ , A
.
f*
v; C
oal ,
bla
ck,
con
cho
ida
l fr
actu
res.
6
S {
' se
mib
ande
d, brittle
. C
aCO
j sc
ale
st
J
fir f
"
'~
~
I.-
I .
. (O
IETZ
*3
)f ~
i % 'I
__
c,
*' .fc_
_
£'. < *
'
70
7
1
7
2
7
3
7
4
'«'»
! «
^ 'It u
«
^;;-
j;-^
« '. i j
'i '
San
dsto
ne,
lig
ht
gra
y,
very
fin
e^
^ g
rain
ed
, fr
iab
le,
sub
an
gu
lar,
t \
hard
silty
ro
nes,
w
eakl
yca
lca
reo
us
>En
d o
f co
rin
gS
n^l
e,
gra
y,
med
ium
soft
San
dy z
ones
F i
* 1 »
j i
-T i I«MI
4 i
« 1
j
I
1 i
,
1
1 i
5 45
50
^
<39
Z<23
.
Ct,
0.1
0
0.55
0
.5
2.0
3.19
3.
16
' 3
7i0
,
f'6.0
2'3
7 2
'24
1.00
1.
05
1.5
2.0
16
.0
-.6
0 '1
.00
1.0
1.
5 17
.5.5
0 .6
0 .5
1.
5 12
.0
,2
7.9
89 84
_
2.2
3
2.13
.25
.70
1.0
4
.015
.0.1
5 .2
0 .5
1.
5,,
' lfi
91
2.19
2.
05
- .3
0 .5
5 1
.0'
3.0
.
-61
18
21
2.
26
.2.1
6 .
-
SC
^ .
. .3
0 .4
0 1
.0
2.0
2JO
K
97
'
'
.60
.75
1.0
3.0
2t4
° 2'2
2 .
- .0
5 .3
5 .5
1.
5 10
,0
' ooo
.45
.70
1.0
3
.0
18
.0
' .2
5 .5
0 .5
1.
5 IS
.'O
22-8
52
_
OC
C
C
C
O
C
58
20
22
- SC
-SM
'
'"
'*
*'*
'. '
. '
.30
.95
1.0
4
.0
*1
39
60
+ CL
.4
0 .5
0 .5
1
.0
78
1.33
1.
08
1.40
1.
11
f_
1.45
1.
13.*
*
t ,
' ..
35
1.
10
1.0
2.5
20.0
'
.75
.80
1.0
1.0
13.0
'
17.2
93
"
_
i
Wate
r co
nte
nt \
Z fin
er
by
4
P
°*«
j R
ata
£ne<
j 5
of
Un
it's?
: of
dry
so
il w
eig
ht
we
igh
t g
/cc
- ne
8-
MN
/o2
mm
H
7T/»
2 J -d
rv soil u
«t^
f ,
T tr
ac«
J
* w
eig
nt
Expla
nat
ion o
f sy
mbo
ls:
PL
" pla
stic
li
mit
;^L
L-
liquid
li
mit
; ]|
- te
sted
par
alle
l to
cor
« *
xlti
j.
t«
st«
d per
pen
dic
ula
r to
cor
e t+
)» p
osi
tiv
e re
acti
on
to
a 2
5 per
cent
HCl
ao
luti
on
,i(-
)- n
o re
acti
on,
(T).
Log for Drill Hole BH-168-76 cont.
c*"" t-
£Z QJ-A nj ^ *O. <U
76
77
78
79
80
Q1 ol
82
83
84
85
86
87
88
89
90
..m
92
93
94
_ 95 j -j
96
97
98
*
?A>:i'Mv
'.-!.'' '. .' ;.: '.'.' .'.'
'.:-'
1
;
-: '
N,3
v
! V-i '""'.' '" "'""'
'. ' ' :' '
V'.'-/.;-Vv!v:
'. :-*'/ ' '::(
T.D.
> s.OJ>GCJa
C£.
" BH-168
Li thology Description *
Shale, gray medium, sandy zones
Sandstone, gray, fine grained
Shale, gray, medium soft
Coal, black, conchoidal fractures, sulfurous smell
(MONARCH) coal seam
Shale, gray, argillaceous laminae
Sandstone, gray, very fine grained, shaly zones
*Description of li thology where core was not recovered obtainedfrom Peter Kiewit Son's
Lith
olog
ic and
Geotechnical Log
for
Drill
Hole BH-187-76
"" %
fc
D
rill
Hnl
P:
BH
-187
A
tterb
erg
L
imits
Gra
in
Siz
e D
istr
ib.
De
nsi
ty
Unifie
d
Po
int
Load
In
dic
es
Sch
m1d
t U
ncon
fineQ
5
^
> PL
» IL
L As
D
ry
CaCo
3 S
oil
Str
en
gth
P
enetr
atio
n
Ham
mer
C
ompr
ess
&E
£
Lith
olo
gic
D
escrip
tio
n
10
30
50
70
90
sand
silt
clay
Rec
'd
Bulk
C
lass
. |
|| ]_
[!
In<j
gx
str
ength
1
2
3
_
4
6
7
8
9
1
0
1
1
1
2
__ i
o
i 6
1
4
1
5
1
6
1
7
1
8
1
9
2
0
__
_ 0
1
lU^J
J
';.
C?
V
' ?
' -
' ' '
'°';.
v ':'
.''.
. 6
:
JL
U.
J.
J..
. J.
J_
J_
1^:+ J_
' "
1-
J_ JL
J.
J.
a j.
. J
. ' .
'JL
.a
.
...
* »
2
3 JJ^S
S
_
IT
'.
I
j
Top
So
ilS
and
and
gra
vel
mix
San
d,
nonin
dura
ted,, ta
n,.
unco
nso
lidate
d
Sh
ale
, lig
ht
gra
y to
g
ray,
calc
are
ous
to
limy,
carb
on
a
ceou
s la
min
ae-p
lant
impre
ssio
ns,
slig
htly silty
gra
din
g
to
sand
y
Si I
ts to
ne-
sandst
one,
bro
wn
ish
'gra
y,
very
fin
e
to
fin
e-g
rain
ed
, 0.
2*m
q
ua
rtzitic
sa
ndst
one
lens,
very
h
ard
, sh
ale
zo
nes
^ale
. liqht
gra
y to
g
ray,
calc
are
ou
s to
lim
y,
sca
tte
red
sand
ston
e le
nse
s,
very
fin
e
to
fin
e
gra
ine
d,
clay
bin
de
r,
fria
ble
.in
pla
ces,
ca
rbon
aceo
us
lam
ina
e
com
mon
, le
ss
than
5
perc
ent
coal
fr
ag
me
nts
Co
al,
bla
ck,
brittle
, co
nch
oid
al
fractu
res,
sem
i-ban
ded,
p
yrite
flakes,
shale
se
ams,
gra
y
(MO
NARC
H)co
al
seam
t ^ »-
t -i t- 1
4 4 1
!
-
7 58
35
+
n2.1
8
2.0
6
U
"4
53
43
^ C
l °-
25
°'60
°'
5 2'°
2.2
0
1.99
oo
2.5
4
2.5
3
\i
156.
5K
86
1>82
.6
0 .6
0 1
.0
1.0
14
'
38
47
15
T C
1-M
1 "
° 15
2.1
3
2.0
0
-05
.20
.5
1.0
2.0
3
1.8
4
.05
.25
.4
1.0
12
2.1
8
2.0
5
-60
'80
T-0
T-0
13
17.9
2'2
° 2'°
8 '
.50
1.2
5
1.0
5
.0
13
10
61
29
+ C
l
.10
.30
1.0
5
.02.
21
2.04
,
2.1
4
2.0
3
7 10
100.8
82
14
4 2.1
5
2.05
*"
SC
-20
.95
.5
3.0
19
.50
.75
1.0
2
.01 7
.15
.30
1.0
1.5
16
61
23
2 29
2
11
+ C1
l!/6
l!60
1.5
0
1.18
2.1
5
1.86
1.4
9
1.10
Wat
er
conte
nt
'
' finer
by
+ po
s.U
nits:
of
dry
^^
we1-
ght
weig
ht
g/c
c -
neg.
M
N/n
r nu
n M
N/m
T tr
ace
; C
i /\
t^f
! L.
UI- A
BIL
ITY
~
*
- _ _ -
91 99
91
-
89 86
_92 99 98
_ . """
Re
tain
ed
X-
of
dry
soil
wrir)
rif
(ft)
Expl
anat
ion
of symbols:
PL =
plas
tic
limi
t; LL
= li
quid
limit;
\\ =
tested pa
rall
el to
core a
xis;
[ -
test
ed pe
rpen
dicu
lar
to(+
)- positive re
acti
on to
a
25 pe
rcen
t HCI
solu
tion
, (-
)- oo
reac
tion
, (T
)- tr
ace
or fa
int
reaction
core a
xis.
Log
for
Drill
Hole BH
-187
-76
cont
.
c r-
«/l s_
.c
<u
*j *
-» ex
o>
0>
Ea
2
6
__
_ ^ "7
~
L
l
2
3
2
9
3
0
3
1
3
2
3
3
3
4
3
5
3
6
3
7
3
8 3
9'
4
0
4
1
4
2
4
3
4
4
4
5
4
6
47
4
8
4
9
£
n
A
tte
rbe
rg
Lim
its
Gra
in
Siz
e D
istr
ib.
De
nsi
ty
Unifie
d
Po
int
Load
in
dic
es
Sch
mid
t U
ncon
finec
i c,^
,-
I
nri11
Hol
p'
E;H-1
87
PL^H
LL
As
Dry
C
aCo
3 S
oil
Str
en
gth
P
enetr
atio
n
Ham
mer
C
ompr
ess
n^
m
£ L
ith
olo
gic
D
escrip
tio
n
10
30
50
70
90
sand
silt
clay
Rec
'd
Bulk
C
lass
. j
|| j_
ji
Inde
x str
ength
'"
PP
^H
co
al,
bla
ck,
brittle
, ba
nded
, co
n-
F
":1
f|-:
ho
ida
1 ,
fr
actu
res,
pyrite
flakes,
1 .'J
phale
se
ams,
gra
y
1 ;j
(MO
NARC
H)
I "m
co
al
seam
*fw'"^
- S
ha
le,
gra
y to
da
rk
gra
y,
cla
yey
j'f\
j)
to silty
, ca
rbon
aceo
us
zone
s,
sand
ston
e le
nse
s,
very
fine
to
fin
e
gra
ine
d,
coal
an
d pla
nt
!-Y.:
.;. :
: in
clu
sio
ns,
sca
tte
red
slic
ke
n-
. ,'
sides,
be
com
es
calc
are
ou
s near
' '" f
ba
se
;";T Ju
S
; ^' -
'""-
iMsa
ndst
one,
light
gra
y,
very
fin
e
to
'/'.'
±-
Bfin
e
gra
ined,
sub
an
gu
lar,
m
ediu
m
-."
'
B^oft,
calc
are
ou
s an
d cl
ay
bin
der,
.
.' ' *
; '
Bca
rbon
aceo
us
lam
ina
e,
coal
in
cTu
;>.v:
;:;;.-:y
.--'B
s io
ns,
ha
rd q
ua
rtzitic
zo
ne
at
base
_L
B'^
le'
9ra
y to
dark
g
ray,
silty
B
to
very
sa
ndy,
w
ea
kly
calc
are
ou
s,
c
arbo
nace
ous
and
sand
ston
e la
min
ae,
c
oal
and
pla
nt
inclu
sio
ns
. V:
" " .
.j|S
and s
tone,
gra
y,
fine
to
med
ium
.-. .J
- ; .
||fi
ne
gra
ined,
sub
an
gu
lar,
w
ea
kly
J.'-.
;.-^;
:B
calc
are
ous,
carb
onac
eous
la
min
ae
, . "
..v-/
.;. M
s h
ale
zo
nes,
g
ray,
fa
int
cro
ss '.'.
'. '
' .'^
l b
ed
din
g,
clay
bin
de
r,
1 m
very
'-.'
f-;/.-
.-V';:
| ha
rd
cem
ente
d,
sandst
one,
gra
y,
u-.-V
;V-;-
..y c
on
tort
ed
1 a
min
ae'
' '-L
B H
Sh
ale
, as
ab
ove,
nonca
lcare
ous,
B
;lore
a
r9il l
aceo
us
M^M
fnC
oal,
bla
ck,
brittle
, m
ediu
m
^^
ann
lu
ste
r,
con
cho
ida
l fr
actu
res,
HiH
Mlii
iiBl
lsh
ale
se
ams
(CA
RN
EY
^co
al
seam
f i
H M t-
< 1 H
4
'.
1.52
1.1
0
1.49
1.1
3
1.52
1.
13
v (
_1.
92
1.6
5
;
1.93
1.6
8
0.1
0
0.3
0
0.5
1.
Q
?c
.30
.85
1.0
3.
5 ^
3R
31
' 34
7
~\1
9 99
- C
\ flQ
1.0
0
1.9
0
1.0
5.0
20
2.
39
2.2
7
1.4
0
2.1
0
1.5
2.0
18
o -3
0 p
p o
.
.65
.90
.15
2.0
15
.
88
19
53
28
T CL
.8
0 .9
0 2
.0
3.0
15
2.36
2.1
3
.05
.15
1.5
3.0
,
18
76
b 3J
bd
2
04
1 80
"
CH
' '
-
y nn
9'
-65
-70
2.0
4
.5
182
. 1
. 0
f. .
04
-I r
o
Qfl
2.3
3
2.1
6
8-2.
07
1.8
3
.60
1.35
1.5
4
.0
,,
.9
99
9 m
1
0.
U Q
A71
23
6
' "
^'U
J +
ML
.50
.60
1.0
2.5
20
.4
5 .5
5 .5
2.5
10
2.11
1.
91
.05
.65
1.5
2.0
13
9'°
81
.2
5 4.3
0
.5
4.0
15
2.1
9
2.1
3
5.86
9.7
5
.5
3.0
...
2.
57
2.5
4
-Jo
_
2J3
2!0
8
.50
.30
.5
.5
7 .6
5 1.2
5
1.0
1.0
17
.15
.65
.5
.b
40
40
20
-10
-70
"5
2'°
ft
q1
1
Q£
4-
PI
o~>
' "
K9
° CL
.6
0 .9
5 1.0
5
.0
13 15
,\
' 2.
01
1.9
7
.25
.75
.5
4.0
'
J2
.6
C)4
.25
.65
1.0
3.0
2 58
40
+
CL
.90
.75
1.0
3.0
25
92
.15
.35
.5
.5
13
2.2
6
2.1
810
2.3
3
2.1
4
2.3
3
2.1
5
7 32
61
-
CL
Wat
er
conte
nt
' finer
by
+ po
s.
Re
tain
ed
%
of
Unus:
of
dry
so
il w
eig
ht
wei
ght.
g/C
c -
neg.
MN
/m^
nw
MN
/m?
dry
so
ii
weig
ht
T tr
ace
Explanation
of symbols:
PL
= plastir
lir.
it;
II.
= li
quid
.lim
it;
j| =
tested pa
rall
el to co
re axis;
_[_ =
tested pe
rpen
dicu
lar
to core a
xis
(+)-
pos
itiv
e re
acti
on t
o a
25 percent
HCl
soluti
on,
(-)- n
o re
acti
on,
(T)-
tr
ace
or fa
int
reaction
Log
for
Drill
Hole BH
-187
-76
cont.
"~ C
£
Att
erb
erg
Lim
its
Gra
in
Siz
e D
istr
ib.
Densi
ty
Unifie
d
Poin
t Lo
ad I
nd
ice
s
Sch
mid
t U
nco
nfin
ea
"
c, A
^C
52
> D
rill
Hole
: B
H-1
87
PL^
LL
As
Dry
C
aCo
3 S
oil
Str
en
gth
P
en
etr
atio
n
Ham
mer
cypre
ss
' n,,^!
TTY
£1
£
Lith
olo
gic
D
escrip
tio
n
10
30
50
70
%
. sa
nd
silt
cla
y R
ec'd
B
ulk
C
lass
. 1
|| J.
jj
inde
x S
tre
ng
th'
UU
KA
WiL
llTO
-
.
5
1
5
2
5
3
Fq
j
il1C
oa
l, b
lack, b
ritt
le,
med
ium
lu
ste
rco
nch
oid
al
fra
ctu
re,
bic
arb
on
ate
alo
ng vert
ical
fractu
res,
clays
tone-
shale
p
art
ing
s,
soft,
slic
kensid
es
~"
54 1
1
1
5
6 1
1
5
7
5
8
5
9
6
0
6
1
6
2
S
ha
le,
gra
y, s
lig
htly silty
be
com
ing.
^-
_^_;
' s
andy
w
fth
de
pth
, co
al
inclu
sio
ns
:-';.\;.
OV;
v.:B
San
dsto
ne,
lig
ht
gra
y to
g
ray.
*.
*.*
"
*
.' -^very
fine to
fine
gra
ine
d,
sma
ll
perc
ent
clay
bin
der,
fr
iable
,su
bangula
r to
su
brou
nded
, co
alfr
agm
ents
le
ss
than
10 perc
ent
H ri
1
1
1.7
7
1.5
6
1.5
6
1.0
9
.1.5
4
1.1
0
23
49
286
33
61
2.3
6
2.1
6
60
_R
O
25
40
35
H
°'°
5 °'
5°
°'5
°'5
2.4
4
2.31
"
UL
.05
.45
.5
1.0
2.2
3
2.11
51
30
19
T SC
-1
0 .2
0 .5
1.0
55
~
.15
.25
.5
1.5
.
8.8
.05
.25
.5
2.0
83 " -
Wat
er
conte
nt
' fin
<?r
by
+ po
s.
Re
tain
ed
°L
of
Units:
of
dry
so
i]
weig
nt
weig
ht
g/c
c -
neg.
M
N/m
? mm
M
N/m
' d
ry
soil
weig
ht
T tr
ace
Expl
anat
ion
of s
ymbols:
PL =
plas
tic
limi
t;*.
L -
liqu
id li
mit;
I!
= tested parallel to
core a
xis;
! »
test
ed perpendicular
to core a
xis.
(+)»
pos
itiv
e re
acti
on to
a 25
per
cent
HCl
so
lution,
(-)- n
o reaction,
(Tf-
trac
e or fa
int
reaction
Appendix 2
Test results for drill hole BH-166-76
19
Subm
itter:
Loca
tion:
Big
Horn
Coa
l Pi
tProjec
t #:
Hole #
: 6H-166-76
ENGI
NEER
ING
GEOLOGY
LABO
RATO
RY
Acme
, Wyoming
SOIL
SAM
PLE
TEST R
ESULTS
M
Date
:An
alys
t:
Clof
t/Jo
nes
Reviewed b
y:
NUMB
Mete
rs:
Grav
el:
76 -
4.7
6 mm
(%
by
weight)
Sand
: 4.76 -
0.075
mm
(% by
wei
ght)
Silt:
0.075
- 0.005
mm
(% b
y weight)
Clay
: <0.005 m
m (% b
y weight)
Coef
fici
ent
of u
nifo
rmit
y:
Cu =
D60
4- D10
Coefficient
of cu
rvat
ure
: Cz
= (D
30)
2 4- (
D60
x D1
0)
Liquid limit
[LL]
(% o
f dry
soil
we
ight
)
Plastic
limit
[PL]
(% o
f dry
soil
weight)
Shrinkage
limi
t [S
L]
(% o
f dr
y so
il we
ight
)
Plasticity index
[PI]
(% o
f dry
soil
weight)
Unified
soil
classification
As received v
/ater
content
[w]
(% o
f dr
y so
il weight)
Activity:
A =
PI -
r %
finer
than
0.002 mm
Liqu
idit
y index:
IL =
(w -
PL
) 4- P
I
CaC0
3
0-3.3 0 19 52 29 23 19 4
CL-ML +
3.4 0 81 14 5
N.P.
N.P.
N.P. SM +
4.8 0 1 62 37 36 20 16 CL +
6.6 0 1 54 45 38 21 17 CL +
9.5 0
.
5 59 36'
35
'
17 18
.
' CL +
REMARK
S: 0-
3.3 m
(+)
Positive r
eaction
to 2
5 pe
rcen
t HC1; sandstone, fine g
rained,
soft
3.4
m N.
P. -
nonp
last
ic m
ater
ial,
mag
neti
c particles
dete
cted
in
sample; sa
ndst
one,
med
ium
grained, hard
4.8
m shale; si
lty,
so
ft
6.6
m sh
ale;
so
ft
9.5 m
shal
e; silty, hard
Subm
itte
r:
ENGI
NEER
ING
GEOL
OGY
LABO
RATO
RY
Loca
tion
: Bi
g Ho
rn C
oal
Pit'
s- A
cme, W
yomi
ng
SOIL SA
MPLE
TES
T RE
SULT
S Proj
ect
#:H
ole
#:
BH
-166
-76
CA
MS
AM
Dat
e:Analyst: Cl
oft/
Jone
sRe
view
ed b
y:
NUMB
R
ro
Meters:
Grav
el:
76 -
4.7
6 mm
(%
by
weight)
Sand
: 4.76 -
0.075
rrm
(% b
y weight)
Silt
: 0.
075
- 0.
005
mm
(% b
y we
ight
)
'Cla
y:
<0.0
05 m
m (% b
y we
ight)
Coef
fici
ent
of u
niformity:
Cu =
D60
-r D1
0
Coef
fici
ent
of cu
rvat
ure
: Cz
=
(D30)
2 -f-
(D6
0 x
D10)
Liquid limit
[LL]
(% o
f dr
y so
il weight)
Plastic
limit
[PL]
(% o
f dry
soil weight)
Shrinkage
limi
t [S
L]
(% o
f dry
soil weight)
Plasticity in
dex
[PI]
(% o
f dr
y soil weight)
Unified
soil classification
As received w
ater
con
tent
[w
] (% o
f dr
y soil weight)
Acti
vity:
A =
PI -
f %
finer
than 0.002
mm
Liqu
idit
y index:
IL =
(w -
PL
) 4- P
I
CaC0
3
10.1 0 5 60 '35 35 21 15 CL 4-
12.5 0 4 39 57 42 17 25 CL 4-
15.5
-18.
6
0 6 66 28 '39 23 16 CL
4-
18.6 -
20.8
0 4 48 48 31 21 10 CL 4-
20.8
-21.
7
0 7 68 25 28 21 7
CL-ML +
REMARKS:
10.1
m
shale; soft
12.5
m
shal
e; scattered
silt lenses,
mode
rate
ly h
ard,
sh
ell
frag
ment
s 15.5-18.6
m shale; sc
attered
carbonaceous zones, mo
dera
tely
hard
18.6-20.8
m shale; wi
th 0
.3 m
of
sand
ston
e, fi
ne g
rained
20.8-21.7
m shale; si
lty
with
interbedded
sand
ston
e, fi
ne g
rain
ed,
comp
osin
g ap
prox
imat
ely
1/3 of v
olum
e
Subm
itter:
Loca
tion
: Big
Horn
Coa
l Pi
t- A
cme,
Wyoming
Project
#:Ho
le #
: BH-166-76
ENGI
NEER
ING
GEOL
OGY
LABO
RATO
RY
SOIL S
AMPL
E TE
ST R
ESULTS
M
Date
:An
alys
t:
Cloft/Jones
Revi
ewed
by:
NUMB
Mete
rs:
Grav
el:
76 -
4.7
6 mm
(%
by
weight)
Sand
: 4.76 -
0.
075 m
(% b
y we
ight
)
Silt
: 0.
075
- 0.005
mm
(% b
y weight)
Clay:
<0.005 m
m (%
by
weig
ht)
Coef
fici
ent
of u
nifo
rmit
y:
Cu =
D60
-f D10
Coefficient
of c
urvature
: Cz
= (D
30)
2 4- (
D60
x D10)
Liquid li
mit
[LL]
(%
of dr
y so
il we
ight
)
Plastic
limi
t [PL]
(% o
f dr
y so
il weight)
Shrinkage
limit
[SL]
(% o
f dr
y so
il weight)
Plasticity i
ndex
[P
I]
(% o
f dry
soil
we
ight
)
Unified
soil
cl
assi
fica
tion
As re
ceiv
ed w
ater c
ontent [w]
(% o
f dr
y so
il we
ight
)
Activity:
A =
PI 4
- %
fine
r than 0
.002 m
m
Liqu
idit
y* ind
ex:
IL =
(w
- PL
) -f
PI
CaC0
3
21.7
-23.
4
0 23 48 29 26 21 4 ML +
23.4 0 20 58 22 27 21 5
CL-ML
+
25.6 0 10 56 24 26 22 4
CL-ML
+
27.4 -
30
.0
0 25
55 20 28 20 8 CL H-
30.0 -
31.
3
0 75 19'
6 N.P.
'
N.P.-
N.P.
SM +
'
REMA
RKS:
21
.7-2
3.4 m
- mainly s
ands
tone
, ve
ry f
ine
to f
ine
grai
ned
with i
nter
bedd
ed s
hales, s
ilty
, random c
arbonaceous
stringers
23.4
m
sand
ston
e; ve
ry f
ine
grai
ned,
silty
25.6
m
sand
ston
e; fi
ne g
rain
ed,
shal
y, f
riable,
carbonaceous l
amin
ae
27.2
-30.
0 m
shal
e; si
lty,
car
bona
ceou
s, m
ediu
m ha
rd m
agne
tic
particles
dete
cted
30
.0-3
1.3 m
sand
ston
e; fi
ne g
rained,
well
-cemented,
carbonaceous m
aterial ma
gnet
ic p
arti
cles
detected
Submitter:
Loca
tion
: Big
Horn
Coa
l-Pi
tProject
#:
Hole
#:
BH-166-76
ENGINEERING
GEOL
OGY
LABO
RATO
RY
Acme,
Wyom
ing
SOIL
SAM
PLE
TEST R
ESULTS
M
Date:
Analyst:
Cloft/Jones
Revi
ewed
by:
NUMB
R
.Meters:
Gravel:
' 76
- 4.
76
mm
(% b
y we
ight
)
Sand:'
4.76 -
0.075
mm
(% b
y we
ight
)
Silt:
0.075
- 0.
005
mm
(% b
y we
ight
)
Clay:
<0.005 m
m (%
by w
eigh
t)
Coefficient
of uniformity:
Cu =
D60
4- D1
0
Coeffi
cient
of cu
rvat
ure
: Cz
=
(D30
)2
4- (
D60
x D1
0)
Liqu
id li
mit
[LL]
(% of d
ry so
il weight)
Plas
tic
limi
t [PL]
(% o
f dr
y so
il we
ight
)
Shri
nkag
e li
mit
[SL]
(% o
f dry
soil
weight)
Plasti
city
in
dex
[PI]
(% o
f dry
soil
we
ight
)
Unifie
d so
il cl
assi
fica
tion
As received w
ater
con
tent
[w]
(% o
f dry
soil weight)
Activity:
A =
PI 4-
% finer
than 0.002
mm
Liqu
idit
y in
dex:
IL
=
(w -
PL)
4- P
I
CaC0
3
31.3
-33.
8
0 22 60 13"'
27 21 6
CL-ML
+
33.8 0 12 60 28 31 17 14 CL +
37.0 0 15 40 45 42 21 21 CL T
41.9 0 7 19 74 62 27 35 CH T
44.8 0 5
31
. '
64 58
'
23 35 CH .
REMA
RKS:
31
.3-3
3.8
m shale; silty
to clayey,
medi
um ha
rd to
so
ft,
carb
onac
eous
33.8 m
sh
ale;
cl
ayey
le
nses
, abundant c
arbonaceous
laminae
' 37
.0 m
sh
ale;
me
dium
ha
rd,
grad
ing
to carbonaceous shale (T)=weak
to fa
int
reac
tion
wit
h 25
per
cent
HCL
41.9 m
sh
ale;
me
dium
ha
rd,
coal inclusions,
grades to ca
rbon
aceo
us shale
. 44.2 m
shale; si
lty,
me
dium
so
ft,
carbonaceous,
noncalcareous, pa
rtin
g in
coal
seam
Subm
itte
r:
Loca
tion:
Big
Horn
Coa
l Pi
tProj
ect
#:
Hole
#:
BH-166-76
ENGI
NEER
ING
GEOL
OGY
LABO
RATO
RY
Acme,
Wyoming
SOIL S
AMPL
E TEST R
ESUL
TS
M
Date
:An
alys
t:
Clof
t/Jo
nes
Revi
ewed
by:
NUMB
R
Mete
rs:
Grav
el:
76 -
4.7
6 mm
(% b
y we
ight
)
Sand
: 4.76 -
0.075
mn
(% b
y weight)
Silt
: 0.075
- 0.005
mm
(% b
y weight)
Clay
: <0.005 m
m (% b
y weight)
Coeffici
ent
of u
nifo
rmit
y:
Cu =
D60
4- D10
Coef
fici
ent
of c
urvature
: Cz
= (D30)
2 4 (
D60
x 01
0)
Liquid li
mit
[LL]
(% o
f dry
soil weight)
Plastic
limit
[PL]
(% o
f dry
soil
weight)
Shrinkage
limit
[SL]
(% o
f dr
y so
il we
ight
)
Plas
tici
ty index
[PI]
(% o
f dr
y so
il v/eight)
Unified
soil classification
As received w
ater
con
tent
[w
] (% o
f dry
soil
weight)
Acti
vity:
A =
PI 4 %
finer
than
0.002
mm
Liquidity
inde
x:
1^ -
(w -
PL
) 4 P
I
CaC0
3
52.1 0 1 25 74 44 21 23 CL T
55.2 0 7 19 74
.
.
47 24 23 CL T
64.5
-67.
1
0 17 63 20 28 20 8 CL f
67.4 0 37 52 11 24 22 2 ML +
70.4 0 14 66 20 36 21 *
' 15 CL
.
+ -
REMA
RKS:
52.1
rri sh
ale;
thin s
ilty
zone, medium h
ard
55.2 m
shale; ca
rbon
aceo
us to
coa
ly
64.5-67.1
m sh
ale;
hard,
base o
f coal se
am
67.4 m
sa
ndst
one;
medium g
rained,
hard
70.4
m
silt
ston
e; sandy, m
edium
hard
, ca
rbon
aceo
us la
mina
e
Subm
itte
r:
Location
: Bi
g Horn
Coa
l Pit
Proj
ect
#:Hole #!
BH
-166
-76
ENGI
NEER
ING
GEOL
OGY
LABO
RATO
RY
Acme,
Wyom
ing
SOIL
SAMPLE
TEST R
ESULTS
M
Date:
Anal
yst:
ci
oft?
Jone
s Re
view
ed b
y:
NUMB
R
ro en
Mete
rs:
Gravel
: 76 -
4.76
mm
(%
by
weig
ht)
Sand
: 4.76 -
0.075
mn
(% by
wei
ght)
Silt
: 0.075
- 0.005
mm
(% b
y we
ight
)
Clay:
<0.005 m
m (% b
y weight)
Coeffi
cien
t of u
niformity:
Cu =
D60
-f D10
Coeffi
cien
t of cu
rvat
ure
: Cz
=
(D30
)2
4- (
D60
x D10)
Liquid limit
[LL]
(% o
f dry
soil
weight)
Plas
tic
limi
t [PL]
(% o
f dr
y so
il we
ight
)
Shrinkage
limi
t [S
L]
(% o
f dr
y so
il we
ight
)
Plasticity in
dex
[PI]
(% o
f dry
soil
weight)
Unified
soil
cl
assi
fica
tion
As re
ceived w
ater c
ontent [w
] (% o
f dr
y so
il weight)
Activity:
A -
PI -
r 35
finer
than 0.002
mm
Liquidity
inde
x:
Ij_ =
(w
- PL)
-f PI
CaC0
3
73.5
-74.
9
0 23
, 60 17 26 21 5
CL-ML
T
75.9 0 53 37 10 20 19 1 SC T
77.3 0 70 24 6 N.P.
N.P.
N.P.
SM T
83.9 0 33 41 26 24 18 6
CL-ML
T
93
0 35 34 31i '
40 25 15
CL-ML
T
REMARKS:
73.5-74.4
m sandstone; fi
ne g
rained* to s
ilty,
medi
um h
ard, ca
rbon
aceo
us laminae
75.9 m
' sandstone; very f
ine
to m
ediu
m grained, well compacted, ha
rd
77.3
m
sand
ston
e; fi
ne t
o me
dium
grained,
fria
ble
in places
83.9
m
sandstone; fine t
o me
dium
gra
ined
, cl
ayey
, carbonaceous
93.0 m
sh
ale;
black
soft
, ca
rbon
aceo
us
