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LOCATION
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GEOTES
T
•
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~
TABLE
1
RESULTS OF
TESTS
OF
DISTURBED
AND UNDISTURBED SOIL SAMPLES
NOTE:
*
All
SOil SAMPLES THAT DO NOT
HAVE COMPLETE LABORATORY TEST DATA
WERE VISUALLY
CLASSIFIEO ONLY
.
S~ED'G
L
REPORT
NO
.
15653
BRAZOS
ISLAND.
HOUSTON.
GALVESTON
NAVIGATION
STUDY
PROJECT
BORING NO.
SIJO
NO.
flO
NO.
DEPTH,
FT
GR
SA
FI
LL
PL
PI
LS
UC,
%
PCF
MAJOR TeSTS
DESCRIPTION OF MATERIAL
-----
----------
----------------
---------
-------------------
-----------
----
-------
--------
-------
-------
--------------
-----
-
---------
-
-
-----
-----------._---------------
-
92
141
92/3575
ST.12
22.0 . 24.0
0
66
34
27
14
13
17.1
112
DIRECT
SC .
CLAYEY SAND, GRAYISH BROWN, MOIST, CALCAREOUS
NODULES,
IRON
SHEAR
OXIDE STAINS, VERY
S
TIFF,PENE
= 2.75'3.5,SAND POCKETS
THROUGHOUT.
92
141
92/3576
ST.
15
28
.
0
.
30.0
0
32
68
28
12
16
16.2
114
DIRECT
CL
.
SANOY LEAN CLAY, GRAYISH BROUN, MOIST,UHITE
CHALK
LI
K
E
MATERIAL,
SHEAR
IRON OXIDE
STAINS,
SAND
POCKETS THROUGHOUT,
HARD,
PE
N
E
>
4.0.
92
141
92/3577
ST.17
32.0
.
34.0
0
10
90
46
18
28
17.1
113
DIRECT
CL .
LEAN CLAY,
BROUN
UITH LIGHT GRAY, MOIST,
CALCAREOUS
U
ITH
UHITE
SHEAR
CHALK LIKE
MATERIAL,
IRON OXIDE
STAINS,
FEU
SAND
POC
K
ETS,
HARD,
PENE
>
4
.
0.
92
141
92/3578 ST.20
38.0
.
40.0
0
18
82
45
19
26
20.8
107
DIRECT
CL .
LEAN CLAY UlTH
SAND,
OLIVE, MOIST,
CALCAREOUS,IRON
O
X
IDE STAINS,
SHEAR
SAND
POCKETS AND
SEAMS
THROUGHOUT,
UHlTE
CHAL
K LIKE MATERIAL,
VERY STIFF
TO
HARD, PENE =
3.5
.
>
4.5.
92
141
92/3579
S
T
.23
44.0
. 46.0
0
1
99
38
16
22
21.9
104
DIRECT
CL .
LEAN
CLAY,
BROUN UITH LIGHT GRAY, MOIST, CALCAREOUS,SAND POCKETS
SHEAR
THROUGHOUT,
VERY STIFF
TO HARD,
PENE
=
2
.
0-4.5,
SOME GYPSUM
.
92
143
92/3580 ST .11
20
.
0 . 22.0
0
1
99
71
24
47
33.1
90
DIRECT
CH .
FAT CLAY,
GRAY UITH BROUN, MOIST, CALCAREOUS, SAND POCKETS,UHITE
SHEAR
CHALK LIKE
STRINGERS
THROUGHOUT, VERY STIFF,
PENE
=
2.25'3.0.
92
143
92/3581 S
T.1
4
26.0 . 28.0
0
52
48
34
17
17
23
.
9
103
DIRECT
SC .
CLAYEY SAND, GRAY, MOIST, CALCAREOUS,
IRON OXIDE STA
I
NS,
SAND
S
HEA
R
POCKETS
THROUGHOUT,
MEDIUM TO STIFF, PENE =
0.5'1.25.
92
143
92/3582 ST.17
32.0
"
34.0
0
34
66
38
15
23
16.0
114
DIRECT
CL .
SANDY
LEAN CLAY,
GRAY UITH DARK
GRAY,
MOIST, CALCAREOUS
UITH
PAGE 1
-0.030
-
0
.
020
c
.
M
-
0
.
010
E
'-
Ol
la
tian
D
....
Q)
0
0
~
Conso]
.
<ll
u
0.010
.~
+J
L
Q)
>
0.020
0.030
o
0.1
0.2
0.3
Horiz. Deform
.
,
in
en
en
OJ
+>
'-
UJ
en
'-
.c
OJ
(/)
2.40
2.00
1.60
1.
20
O.BO
0.40
0
0
0
.
1
0
.
2
0
.
3
Horiz
.
Deform.,
SAMPLE DATA
SAMPLE
TYPE
:
DESCRIPTION:
UNDISTURBED
CLAYEY SAND (SC)
in
LL~
27
PL~
14
PI~13.0
SPECIFIC
GRAVI
T
Y
~
2.68
REMARKS
:
SPECIFIC
GRAVITY
ESTIMATED
FIG
.
NO
.
0
.
4
o
.
4
3.00
RESULTS
.........
/
...
;.
en
en
QJ
'-
+>
(f)
L
<0
QJ
.c
(f)
2.00
1
.
00
o
o
C,
tsf
0
<1>,
deg
3
1. I
TAN
<I>
0.60
'
..
,
....
; ... :
.....
,........
,
...
"' ....... ; ...•..
. .;
1.00
2
.00
Norma
1 Stress.
tsf
SAMPL
E
NO.
WATER CONTENT,
%
--1
DRY
DENSITY,
pcf
<:
H
SA TURA TION,
%
f--
VOID
RATIO
H
Z
DIAMETER. in
H
HEI
GHT,
in
WATER
CONTENT,
%
f--
DRY DENSITY, pcf
(f)
w
SA TURAT ION,
%
f-
VarD
RATIO
f-
DIAMETER,
in
<:
HEIGHT,
in
NORMAL
STRESS,
ts
f
MAX.
SHEAR,
t
s
f
STRAIN
RATE,
%/min
.
ULT.
SHEAR.
t
s
f
1
17
.
4
113.4
97
,
9
0
.
475
2
.
50
1.00
16
.
0
117.9
102.5
0.419
2
.50
0.96
2.00
I
.21
0
.
002
CLIENT:
US ARMY CORPS OF
E
NGIN
EER
S
GALVESTON DISTRIC
T
PROJECT: BRAZO
S
I
S
LAND
HARBOR
BROWN
SVILLE
,
TX.
...
~
.
~
SAMPLE LOCATION:
22.0' -24
.0'
,
BORING: 92
-1
41
,
ST
-
12
SWO
LAB NO. 92
/
3575
3.00
PROJ
.
NO.
:
15653
DATE: AUGUST 199
2
DIRECT SHE
A
R TE
S
T
CORPS OF ENGII£ERS
-
SOurnWESTEJIII
-0.030
-0
.020
c
n
-0
.
0
1
0
E
'-
0
'>-
OJ
0
0
M
Co
n
so
l
.
u
'"
0.
'
n
01
0
+"
'-
OJ
>
0.020
0.030
0
0
.1
0.2
0
.3
H
oriz
.
D
efor
m
.
,
2
.
40
2
.0
0
'>-
1
.
60
"'
+'
en
1
(j)
.
20
OJ
'-
....,
UJ
'-
0.80
ro
QJ
s:
UJ
0.40
0
0
0.1
0.2
0
.
3
Ho
ri
z.
Defor
m..
SAMPLE DA
T
A
SAMPLE
TYPE:
U
NDIST
UR
BED
DE
SC
R
I
P
TION:
SAN
D
Y
LE
AN C
L
AY
(CU
in
i
n
LL
~
28
PL~
12
PI=
1
6.0
S
PE
C
I
FIC GRAVI
T
Y= 2.68
R
EMA
R
KS:
SP
E
C
I
FIC GRAVITY
ES
TI
MATED
FIG. NO.
0.4
O
.
4
3.00
R
ES
U
LTS
C
,
tsf
0
<p
,
deg
31.4
~
(j)
TA
N
<P
0
.
6
1
................
'
...
............
....,
2
.
00
(j)
(j)
aJ
....,
'-
UJ
'-
ro
QJ
1.00
s:
UJ
....
x
jJ?i
r............ ..
• ...,..,
...
,
....
,.,..1 .........
o
o
1. 00
2.00
Norma
1
Stress
,
ts f
SA
M
P
L
E NO.
1
WA
T
E
R
CO
NT
ENT
,
%
1
5
.
1
..J
D
R
Y DENS
IT
Y
,
pef
11
6. 6
-<
H
SATU
R
A
TI
O
N,
%
93. 4
f-
V
O
ID
H
RATIO
0.435
z
DIAME
T
E
R
.
i
n
2.50
H
H
EIG
H
T,
i
n
1.00
WA
TE
R
CO
NTE
N
T,
%
1
5.6
f-
DRY D
EN
SIT
Y.
p
e
f
119
.
1
U'J
w
SATURAT
I
ON,
%
103.2
f-
VOID RA
T
IO
0.405
f-
DIAMETER,
i
n
2
.
50
-<
HEIGHT,
i
n
0
.
98
N
OR
MA
L
S
TR
ESS
,
tsf
2
.
00
MAX.
SHEAR,
t
s
f
1.2
2
S
T
RAIN
RATE
,
%/min.
0
.
002
ULT. S
H
EAR
.
t
sf
CLIENT:
US ARMY CORPS OF ENGINEERS
G
A
LVES
TON
DIS
TR
ICT
PROJ
E
C
T:
8R
AZOS
I
SLA
ND
HARBO
R
B
ROW
N
SV
ILLE,
T
X
.
SAM
P
LE LOCATIO
N
: BOR
I
NG:
92
-
141,
ST-
1
5
28
.
0
' -
30 . 0
'
, SW
D
LA8
NO
. 92/3576
3.00
PROJ
.
NO.'
15653
DA
T
E: AUG
U
ST 1992
D
IR
EC
T
S
H
EAR TEST
CORPS OF ENG
II£
ERS
-
SOllTHWESTERl
-0.030
-0.0
2
0
c
'
M
-0.010
E
(]l]ation
L
...
0
Q)
0
0
M
Canso]
.
ill
u
0.010
.
n
'-'
'-
Q)
>
0.020
0
.
030
o
0
.
1
0
.
2
0.3
Horiz.
Defor'ffi ..
in
6.
0
0
5.00
...
(f)
4.00
...,
<Ii
3.00
(J)
<lJ
...,
'-
(J)
'-
2.00
<U
Q)
(j)
.c
1.00
0
0
0.1
0.2
0
Horiz.
De
form.,
SAMPLE DATA
SAMPLE
TYPE:
U
N
DISTURBED
DESCRIPTION:
LEAN CLAY
(CLi
.
3
in
LL=
46
PL
=
lB
PI=28.0
S
P
ECIFIC GRAVI
T
Y= 2
.
68
REMARKS:
SPECIFIC GRAVITY
ESTIMATED
F
IG. NO
.
0.4
O
.
4
9.00
RESULTS
-
0.
0
0
........,
....
;
...
~.
.....
:
..
.:
..
;.;
(J)
(J)
<lJ
...,
'-
(f)
'-
<U
.c
<lJ
(J)
6
.
00
3
.
00
o
o
C
,
t
s
f
~,
deg 38.0
TAN
q,
0
.
7B
........•..•.
..
•.....
........................
"""
;
.
<";'
..
•••••••••••••••
••
••••••
3.00
6.00
Norma] Stress,
tsf
SAMPLE
NO.
1
2
WATER CON
T
ENT,
%
17.
7
17.7
-'
DRY
DENSITY
.
pef
113
.
4 111
.
0
'"
H
SA
T
URATION,
%
99
.
6
93.7
H
z
f--
VOID
RA
T
IO
0
.
476
0
.
5
'
07
DIAMETER,
in
2.50
2
.
50
H
HEI
GHT
.
in
1.00
1
.
00
WATER
CON
TENT,
%
16
.
7
16
.
5
(j)
f--
DR
Y DENSITY
.
pef
115
.
6
113.9
w
SA
T
URA
T
ION,
%
100
.
2
94
.
2
f--
VOID RATIO
0.44B 0
.
469
f--
D
IAMETER
,
in
2.50
2.50
«
H
EIGHT
,
i
n
0.9B
0.98
NORMAL
STRESS,
tsf
2.00
5. 00
MAX
.
SHEAR,
tsf
1
.5
3
3
.
95
STRA
IN
RATE,
%/min.
0.002 0.002
ULT
.
SHEAR.
tsf
CLI
ENT
:
US ARMY CORPS OF ENGIN
EERS
GALVES
T
ON DISTRICT
PROJECT:
BRAZOS
I
SLAND HARBOR
BROWNSVILLE,
TX
.
SAMP
L
E LOCATION:
BORING
:
92
-
14
1.
ST-17
32.0
-
34.0, SWD LAB
NO.
92/3577
9.00
PRoJ
.
NO.
'
15653
DATE:
AUGUS
T
1992
DIRECT SHEAR TE
S
T
CORPS
OF
ENGHEERS
-
SOumWESTEJIN
,
,
-0,030
-
0
,02
0
c
'
n
-
0
,
010
E
'-
onation
'"
....
0
W
0
0
M
Con
so
]
.
'"
u
'
n
0.010
'-'
'-
OJ
>
0,020
0,030
o
0,1
0
,
2
0
,
3
Horiz.
Deform ..
in
(/)
(/)
OJ
'-
UJ
""
'-
ro
OJ
10
Ul
2,40
2,00
1.
60
1,
20
O,BO
0,40
o
o
0
,
1
0.2
0
.
3
Horiz
,
Deform
"
SAMPLE
DA
TA
SA
MPLE T
Y
P
E
:
UNDISTURBED
DESCRIPTION:
LEAN
CLAY
WITH
SAND
(C
L)
i
n
LL
=
45
PL
=
19
PI=26,0
S
PECIFIC
GRAV
IT
Y=
2,68
REM
A
RKS
:
SPECIFIC
G
RA
V
ITY
E
S
TIMATED
FI
G,
NO
,
0,4
0
.
4
2,40
RESULTS
' ...
;.
, .....
,.
°
'.,:
,:
....
,...,
...
",'.
,
..
'
C,
tsf
:
..:..
I-'-~'--'
_d_e"'9"-_2'-.B"'
,
'-.4---l
:
....
....
'"
TAN
<!>
0,54
""
1.
60
'"
'"
QJ
'-
Ul
""
'-
",··,:·",,
:
~
;,:,H
.:~
.'.:
.
j,::
....
,
...
,
''', ...
,......
,
":."
..
;
...
".'
...
:
..
'
,
..
"
..
,
..
:
.. ,.
,'..
.
~
..
:
.~
..
:.
..: .
.:
..:
.
-:".
ro
QJ
0,80
10
UJ
o
I.
",;,.;,
g
. ,
I
ii;
1
V
:
7
i
'
:
,
:
i
1
ii
-,
'
.. "
.. ,'.
'
°
O
,BO
Norma 1 Stress.
SA
MPLE
NO.
WATER
CON
TENT,
%
-;f
DR
Y
DENSITY,
pc
f
H
SATURATION,
%
t;
VOlO RA
TIO
~
DIAMETER,
in
HEI
G
HT,
in
WATER
CONTENT,
%
tii
DR
Y
DENSITY, pc
f
w
SATURATION,
%
t-
VOlO
RATIO
f-
DIAMETER,
in
<i
HEIGHT,
in
NORMAL
S
TRESS.
ts
f
MAX, SHEAR,
ts
f
STRAIN RATE
,
%/min.
UL
T
,
SHEAR,
ts
f
1
21.
5
105
.
0
96
.
9
0
,
594
2.50
1
.0
0
21.
2
107
,
7
102
.
6
0,554
2,
50
0
,9
B
2
,
00
1. 09
0
,
00
2
1.
60
tsf
CLIENT
:
U
S
ARMY CORPS
OF
ENGIN
EE
RS
GALV
ESTON
DISTRICT
PRO
J
EC
T:
BRAZOS
ISLAND
H
ARBO
R
BROWNSVILLE,
T
X,
SA
MP
L
E LOCATION: BORING: 92-141,
ST
-
20
3B,0-40
,
0, SWD
LAB
NO
,
92/357B
2,40
PROJ
,
NO
,'
15653
OA TE
:
AUGUST
199
2
DIRECT
SHEAR
TE
ST
C
O
RPS OF ENGItEERS
-
SOlITHWEST~
c
.
~
E
L
0
'<-
Q)
0
M
ro
u
.
n
....
'-
(J)
>
"'
"'
(lJ
'-
....
<
