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GEOTEST
ENGIN
.
STRUCTURAL FEATURES
AND COMMENTS
a
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Projeci
Channel enlargement channel to Victoria, Victoria, Texas
. SUMMARY OF LABORATORY TEST RESULTS
C
fl,
~). ~
,
N(jVJ)
Boring No.
C
antract No.
o
ACW64-91-
o
-0001
De
I'
Ivery Order No.0009
SPT
Dry
Wet
Depth
PP
Blows
Visual
USC
Me
Unit
Unit
LL
S#
(It )
(tsf)
per
Classification
(%)
Wt
Wt
(%)
Foot
(pcfl
(pef)
1
0-2
1.50
Dark gray,Clay,Stiff
CH
47.7
2
2-4
1.50
\
Dark gray,Clay,Stiff
CH
30.0
92.3
126.1
3
4-6
0.50
t-
Gray&yellowish brown,Clay,Medium Stiff
CH
29.3
~
~
4
6.5-8
2
Gray&yellowish brown,Clay,Soft,Sandy
CL
-~
5
8.5-10
~
Gray&yellowish brown, Clay,Soft,Silty
CL
6
12-14 0.75
4
Dark gray,Clay,Medium stiff,Silty,w/sand poeke-
CL
42.7
79.8
113.9
i-
ts and shell fragments
7
14-16
0.25
r-
Oark gray, Cia y, Soft,S iIty, w/shell
fragments
CL
37.7
8
16-18
0.25
§
Dark gra y, CIay, Soft, Si Ity, w/shellfragments
CL
37.9
9
18-20
0.25
Dark gray, Cia y, Soft,S il ty,
wi
shell
fragments
Q
39.1
10
20-22
0.25
~~
Dark gray,Cia y, Soft,S iIty,
wi
shell
fragments
CL
41.0
81.3
114.6
11
22-24
0.50
t,
Dark
gray,Clay,Medium stiff,Silty,w/shell fragm-
CL
41.0
ents
12
24-26
0.00
7
Dark gray,Clay,Very solt,Silty,w/shell
fragments
CL
47.5
-
I-
13
26-28
0.50
<j
Dark gray,Clay,Medium stiff ,Silty,w/shell fragm-
CL
44.7
ents
14
28-30
0.50
Dark gray,Clay,Medium sti ff, Silty,w/shell fragm-
CL
44.2
77.1
11.2
ents
S # : Sample Number, P P : Pocket Penetrometer Reading, USC : Unified
"
SOil Classification,
"
Me. MOisture Content
q u : Unconfined Compressive
Strength, W
0
H : Weight of hammer, WOP: Weight of pipe
.
.
......
52
23
48
42
45
Mechanical Analysis
Torvane
PL
% PassiQg
Shear
(%)
Strength
#4
#10
#40
#100
#200
_(tsfL
21 100.0 100.0 100.0
99.5
100.0 100.0 99.9
78.3
21 100.0 99.8 99.4
90.5
0.15
'00
0.20
.'-/D
0.20
.I/O
0.20
.I/o
19 100.0 99.7 99.7
99.6
0.15
.30
0.35
.10
0.10
.'d.o
0.25
. So
19 100.0 99.8 99.7
99.2
0.20
.'-/ ()
..
"1
'.
qu
(ts f)
.ig
.3.2
.S~
..
JOB NO.
14G459
DATE
5/1/91
•
PROJECT
CHANNEL ENLARGEMENT, CHANNEL TO VICTORIA, TEXAS
B~~ING
NO.
91-58
SAMPLE NO.
2
DEPTH
2-4 ft
SPECIMEN NO.
1
CLASSIFICATION
Dark gray, Clay, stiff
Tare No.
P-12
Height
•
5.595 in.
Tare plus Wet Specimen
662.65 gm
Average Diameter
2.830 in.
Tare plus Dry Specimen
519.45 gm
Initial Area
6.290 sq in.
Water Weight
143.20 gm
Volume
35.194 cu in.
Tare Weight
42.69 gm
Volume of Solids
cu in.
Wet Specimen
1l08.64 gm
Void Ratio
Dry Specimen
852.56 gm
Saturation
%
Water Content
30.04
%
Dry Density
92.3 lb/cu ft
Specific Gravity of Solids
LL = 52
PL =
21
PI = 31
Proving Ring No. 10170
•
Proving Ring Constant, K
=
.766 Ibs/div.
Elapsed
Dial
Cumulative Proving Ring Axial Axial
Area
compr.
Time
Reading
Change
Dial Reading Load
strain Corr.
Stress
'-~
nino
0.001"
in.
lb
sq in.
tsf
Back to top
------- -------
---------- ------------
----- ------ ------ ------
.0
O.
.000
.0
.0
.000
6.29
.000
.3
10.
.010
22.0
16.9
.002
6.30
.193
.6
20.
.020
34.0
26.0
.004
6.31
.297
.8
30.
.030
42.0
32.2
.005
6.32
.366
•
.9
40.
.040
48.0
36.8
.007
6.34
.418
1.3
60.
.060
55.0
42.1
.011
6.36
.477
1.6
80.
.080
59.0
45.2
.014
6.38
.510
1.9
100.
.100
63.0
48.3
.018
6.40
.543
2.3
120.
.120
66.0
50.6
.021
6.43
.566
2.6
140.
.140
69.0
52.9
.025
6.45
.590
2.9
160.
.160
72.0
55.2
.029
6.48
.613
3.3
180.
.180
74.0
56.7
.032
6.50
.628
3.6
200.
.200
77.0
59.0
.036
6.52
.651
4.4
250.
.250
82.0
62.8
.045
6.58
.687
5.2
300.
.300
86.0
65.9
.054
6.65
.714
6.0
350.
.350
90.0
68.9
.063
6.71
.740
•
6.8
400.
.400
94.0
72.0
.071
6.77
.765
7.7
450.
.450
97.5
74.7
.080
6.84
.786
8.8
500.
.500
97.5
74.7
.089
6.91
.778
"
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•
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o
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Failure Sketches
0.8
'ill'
l \ i
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0.6
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~
0.4
"'
v
'm
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w
~
C>.
E
u
0
0.2
D
Controlled stress
0.0
~
Controlled strain
0
T-est No.
Type of Specimen
Water content
"
Void ratio
'"
E
Saturation
Dry
density. Ib/cu ft
Time to failure, min
Unconfined
com~ressive
strength. T/sq
Undrained shear strength, T/sq ft
Sensitivity ratio
Initial specimen diameter. in.
Initial specimen height, in.
Classification
Dark gray. Clay. Stiff
LL
52
I PL
21
Remarks
.
-
3
6
Axial Strain,
~
1
Undisturbed
w,
30.0
,.
"0
So
"
y,
92.3
~
7.70
q,
.79
S,
.39
S.
Do
2.830
H,
5.595
I PI
31
I
,
L
\
C}
j,
'\
.•
~<
,.
,.
IG.
EM 1110-2-1906
Appendix XI
30 Nov 70
!
,
I
,
9
12
,.
,.
,.
,.
Project
CHANNEL ENLARGEMENT. CHANNEL TO VICTORIA
Area
Victoria, Texas
Boring No.
91-58
Sample No.
2
Depth
EI
2-4
It
Date
5/1/91
UNCONFINED COMPRESSION TEST REPORT
-_
...
---
--
--
PLATE XI-2
ENG FORM
3659
1 JUN 65
(;eotest Engineering, Inc.
PLATE
•
I.
I
,I
•
•
r"
•
i"
•
("
•
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~~.=--
___.
_~
__
,_"~
__
~_~
__
""~",_~"._~,~_~<~_~;,,;:,~~~.~
..
_~,,;:,,,>=~~_;...~,
.•.
~"."~"",~~.~~=~";_""~~_~~,,,,"~~,,,,,;,_~.,,.~."~
__
~=~,~===~_~<=m~L~~'.~=,",'='>"=fu"'"="'~"'='."U~"
•
JOB NO.
14G459
DATE
5/1/91
PROJECT
CHANNEL ENLARGEMENT,
CHANNEL TO VICTORIA, TEXAS
b~AING
NO.
91-58
SAMPLE NO.
6
DEPTH
12-14 ft
SPECIMEN NO.
1
CLASSIFICATION
Dark gray, Clay, Medium stiff, Silty, w/ sand pockets & shell fragments
•
,
i"
Tare No.
P-3
Height
5.595 in.
Tare plus Wet Specimen
675.26 gm
Average Diameter
2.830 in.
Tare plus Dry Specimen
485.98 gm
Initial Area
6.290 sq in.
Water Weight
189.28 gm
Volume
35.194 cu in.
Tare Weight
42.56 gm
Volume of Solids
cu in.
Wet Specimen
1052.24 gm
Void Ratio
Dry Specimen
737.45 gm
Saturation
2,
0
Water Content
42.69 %
Dry Density
79.8 lb/cu ft
Specific Gravity of Solids
LL =
48
PL = 21
PI =
27
•
Proving Ring No. 10170
proving Ring Constant, K =
.766 lbs/div.
Elapsed
Dial
Cumulative Proving Ring
Axial Axial
Area
compr.
"'ime
Reading
Change
Dial Reading Load
Strain Corr.
Stress
,-~~)nin.
0.001"
in.
lb
sq in.
tsf
Back to top
-------
-------
---------- ------------
-----
------ ------
------
.0
o.
.000
.0
.0
.000
6.29
.000
.2
10.
.010
3.0
2.3
.002
6.30
.026
•
.4
20.
.020
5.0
3.8
.004
6.31
.044
.6
30.
.030
7.0
5.4
.005
6.32
.061
.9
40.
.040
10.0
7.7
.007
6.34
.087
1.2
50.
.050
13.0
10.0
.009
6.35
.113
1.6
80.
.080
17.0
13.0
.014
6.38
.147
1.9
100.
.100
20.0
15.3
.018
6.40
.172
2.3
120.
.120
23.0
17.6
.021
6.43
.197
2.9
160.
.160
29.0
22.2
.029
6.48
.247
3.2
180.
.180
31.0
23.7
.032
6.50
.263
3.5
200.
.200
34.0
26.0
.036
6.52
.287
4.3
250.
.250
36.0
27.6
.045
6.58
.302
5.2
300.
.300
38.0
29.1
.054
6.65
.315
•
6.3
350.
.350
38.0
29.1
.063
6.71
.312
i."
'-~_/
(J)
'"
~;
...
z
ci
-"
-,
o
Faifure Sketches
0.4
'U
'
I
0.3
'"
0-
M
~
,;
M
Vi
~
0.2
'm
M
~
a.
~
E
0
'-'
0.1
D
Controlled stress
0.0
~
Controlled strain
0
Test No.
Type of Specimen
Water content
~
Void ratio
oS
Saluration
Dry density, Ib/cu ft
Time to failure, min
Unconfined com/tressive
strength, T/sq
Undrained shear strength, T/sq
ft
Sensitivity rotio
Initial specimen diameter. in.
Initiol specimen height. in.
2
4
Axial Strain, 5ti
1
Undisturbed
..
w,
4-2.7
,.
So
,.
r.
79.8
~
5.17
q,
.32
S,
.1S
S.
0,
2.830
H,
5.595
,
,
,
i
I
I
C:' \
,.
,.
EM 1110-2-1906
Appendix XI
30 Nov 70
I
i
i
,
,
6
8
!
,.
,.
I
,.
,.
,
i
Classification
Dark gray, Clay. Medium stiff, Silty,
wi
sand pockets & shell fragments
II
48
Remarks
ENG FORM 3659
1 JUN 65
I PL
21
I PI
27
I
G.
Project
CHANNEL ENLAAGEMENT, CHANNEL TO VlCTORIA
i
Area
Victoria.
T
exos
Boring No.
91-58
Sample No.
6
Depth
12-14
It
Dale
5/1/91
EI
i
UNCONFINED COMPRESSION TEST REPORT
i
PLATE XJ-2
Geotest Engineering, Inc.
PLATE
•
•
•
•
•
"
~
~_>
__
.~
__
,.~~~_,
__
,;_._._~._~_~
__
~"_,,,~_~,_,,~,,~~_._~_;
__
• __
•
'~~<"ft~~»~""~_~'_'~~~~="W~='~"""''''~''''"='"<"~~':';>~~~ ""M~C~="'~~".~""VA~"~~~=~~~=A'-~_'""=="~_~~"='=~~==~"='=====.
:'/
JOB NO.
14G459
DATE
5/1/91
PROJECT
CHANNEL ENLARGEMENT,
CHANNEL TO VICTORIA, TEXAS
•
B~~ING
NO.
91-58
SAMPLE NO.
14
DEPTH
28-30 ft
SPECIMEN NO.
1
CLASSIFICATION
Dark gray, Clay, Medium stiff, Silty, w/shell fragments & sand pockets
Tare No.
P-2
Height
5.595 in.
Tare plus wet Specimen 1069.79 gm
Average Diameter
2.830 in.
•
Tare plus Dry Specimen
755.22 gm
Initial Area
6.290 sq in.
Water Weight
314.57 gm
Volume
35.194 cu in.
Tare Weight
43.00 gm
Volume of Solids
cu in.
Wet Specimen
1026.79 gm
Void Ratio
Dry Specimen
712.22 gm
Saturation
%
Water content
44.17 %
Dry Density
77.1 lb/cu ft
Specific Gravity of Solids
LL =
45
PL =
19
PI =
26
Proving Ring No.
10170
Proving Ring Constant, K = .766 lbs/div.
•
Elapsed
Dial
Cumulative Proving Ring Axial Axial
Area
compr.
Time
Reading
Change
Dial Reading Load
strain
Corr.
Stress
\
'£lin.
0.001"
in.
lb
sq in.
tsf
,~
Back to top
