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ARMY CORPS OF ENGINEERS
-ELEVATION OF HOLE
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MANUFACTURER'S DESIGNATION OF DRILL RIG
_-+f_-_-
"'3'-.6u...______
GROUNDWATER: DEPTH
c1 IT
ft., ELEV.
ft. "at end of Drilling
WEATHER H'
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DRILLER
LOGGER
/I
STRUCTURAL FEATURES
AND COMMENTS
l0075
,;£.,.
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(
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GEOTEST ENGINEERING, INC.
13KM
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1
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Project
Channel enlargement channel to Victoria, Victoria, Texas
SUMMARY OF LABORATORY TEST RESULTS
£L
3,lo'
rv~vy
Boring No.
C
........
,.'"
.........
No.
_.
DACW
.. __ .
......,.-.;,s,
D
...... -vvv,
D
..
........ 11 ... ,...'
Order No.OOOg
SPT
Dry
Wet
Depth
PP
Blows
Visual
USC Mc
Unit
Unit
LL
S#
(ft)
(tsf)
per
Classification
(%)
Wt
Wt
(%)
Foot
.tpcf)
(pcf)
1
0-2
0.75
Dark gray,Clay,Medium stiff,wlroots
CH
39.0
2
2-4
1.00
Dark gray,Clay,Stili
CH
37.2
3
4-6
0.50
Yelloish gray,Clay,Medium still,Silty
CL
29.3
4
6-8
0.50
Yelloish gra y,C la y,Medium ,Stiff, Silty
CL
27.0
97.7 124.1
5
8.5.10
2
Gray .Sand. Very loose.Clayey
~;
C
I
I
C
1.)S 15
2
Griiy.Slnd.
IJL!(\/
loo';'d:::I'lYRy.w!shp.11
fr;-l(!m~'ntC'.
I SC '
,
I
I
i
7
18.5.20
2
Gray,Sand.Very loose,Clayey.w/shell fragmenrs
SC
8
20-22
0.25
Dark gray.Clay.Solt,S<1ndy.w/shelt fragments
CL
37.3
82.8
114.0
9
22-24
0.00
Dark gray.Clay,Very solt.SandY,w/sheli fragmen-
CL
37.2
Is and sand pockets
10
24-26
0.00
Dark gray,Clay,Very soft,Sandy,w/shell fragmen-
CL
49.5
ts and sand pockets
11
26-28
0.25
Dark gray.Clay,Soft,Sandy,w/shell fragments and
CL
41.4
77.9
110.2
sand pockets
12
28.3
0.50
Dark gray,Clay,Medium stiff,Sandy,w/shell frag-
CL 34.7
ments
S
# :
Sample Number. P P : Pocket Penetrometer Reading, USC: Unified Soil Classification, M c : Moisture Content
q u : Unoonfined Compressive
Strength, W
0
H : Weight of hammer, WOP: Weight of pipe
33
40
39
91-51
Mechanical Analysis
Torvane
PL
%
Passing
Shear
qu
(%)
Strength (tsf)
#4
#10
#40
#100 #200
(tsf)
19 100.0
100.0
99.8
97.4
,Lf~
99.1
~)8.2
Q3.21
1.,,.5
t8
99.6 99.2 93.9
73.0
0.15
,Jg
.30
99.4 98.7 91.6
62.4
0.15
,3D
0.15
,3t
18 100.0
99.7
93.6
68.1
0.15
,I~
,3D
JOB NO.
14G459
DATE
4/30/91
PROJECT
CHANNEL
Bo(im
NO.
91-51
ENLARGEMENT,
CHANNEL TO VICTORIA, TEXAS
SAMPLE NO.
4
DEPTH
SPECIMEN NO.
1
CLASSIFICATION
Yellowish gray, Clay, Medium stiff, Silty
Tare No.
GE-10
Height
Tare plus Wet Specimen
812.20 gm
Average Diameter
Tare plus Dry Specimen
648.79 gm
Initial Area
• Water Weight
163.41 gm
Volume
Tare Weight
42.48 gm
Volume of Solids
Wet Specimen
1146.20 gm
Void Ratio
Dry Specimen
902.86 gm
Saturation
Water content
26.95 %
Dry Density
Specific Gravity of Solids
LL =
33
PL =
19
PI = 14
Proving Ring No. 10170
Proving Ring Constant,
K =
•
Elapsed
Dial
Cumulative Proving Ring
Axial
Axial
Time
Reading
Change
Dial Reading
Load
strain
i'>
0.001"
in.
lb
-~.:~:-
-------
----------
------------
----- ------
.0
o.
.000
.0
.0
.000
.2
10.
.010
12.0
9.2
.002
.5
20.
.020
18.0
13.8
.004
.7
30.
.030
21.0
16.1
.005
.8
40.
.040
23.0
17.6
.007
1.0
50.
.050
25.0
19.1
.009
1.1
60.
.060
27.0
20.7
.011
•
1.5
80.
.080
30.0
23.0
.014
1.8
100.
.100
33.0
25.3
.018
2.1
120.
.120
35.0
26.8
.021
2.5
140.
.140
38.0
29.1
.025
2.8
160.
.160
39.0
29.9
.029
3.1
180.
.180
41.0
31.4
.032
3.4
200.
.200
43.0
32.9
.036
4.2
250.
.250
47.0
36.0
.045
5.1
300.
.300
50.0
38.3
.054
5.8
350.
.350
54.0
41.4
.063
6.7
400.
.400
57.0
43.7
.071
•
7.6
450.
.450
57.0
43.7
.080
•
6-8 ft
5.595 in.
2.830 in.
6.290 sq in.
35.194 cu in.
cu in.
!lo
0
97.7 lb/cu ft
.766 lbs/div.
Area
Compr.
Corr.
Stress
sq in.
tsf
Back to top
------
------
6.29
.000
6.30
.105
6.31
.157
6.32
.183
6.34
.200
6.35
.217
6.36
.234
6.38
.259
6.40
.284
6.43
.300
6.45
.325
6.48
.332
6.50
.348
6.52
.364
6.58
.394
6.65
.415
6.71
.444
6.77
.464
6.84
.460
• !
•
(~\
'-.~,!
CJ)!
Lf).
"<t'l
01
..,.
z
o
-,
.f:>
o
i""'>->"',
..
\
r'<~'~
I
.
'--'
Failure Sketches
0.8
:ill:
0.6
"
Q'
m
;:::-
,;
~
•
m
0.4
til
.>
•
m
a.
~
E
0
"
0.2
D Controlled stress
0.0
~
Controlled stroin
0
Test No.
Type of Specimen
Water
con lent
"0
Void ratio
"'
~
Sotur<Jtion
Dry
density, Ib/cu ft
Time to
failure, min
Unconfined comftressive
strength, T/sq
t
Undrained shear strength, T/sq
ft
Sensitivity rolio
Initial specimen diameter. in.
Initial specimen height, in.
3
'0
<0
So
y,
~
q,
S,
S.
Do
Ho
,
6
'1"
,
';)
AxilJl Strain. Sf>
1
Undisturbed
27.0
"
"
97.7
"
"
6.68
.46
.23
2.830
5.595
EM 1110-2-1906
Appendix XI
30 Nov 70
9
12
"
"
"
"
Classification
Yellowish gray, Cloy, Medium stiff, Silty
LL
33
Remarks
ENG FORM 3659
1 JUN 65
I PL
19
I PI
14
I
G.
Project
CHANNEL ENLARGEMENT, CHANNEL TO VlCTORIA
Area
Victoria, Texas
Boring No.
91-51
Sample No.
4
Depth
6-8 ft
EI
Dole
4/30/91
UNCONFINED COMPRESSION TEST REPORT
----
PLATE XI-2
Ceotest Engineering. Inc.
PLATE
•
... JOB NO.
14G459
DATE
4/30/91
PROJECT
CHANNEL ENLARGEMENT, CHANNEL TO VICTORIA,
TEXAS
BOC)G NO.
91-51
SPECIMEN NO.
1
CLASSIFICATION
SAMPLE NO.
8
Dark gray, Clay, Soft, Sandy, w/ shell fragments
DEPTH
20-22 ft
~
JOB NO.
14G459
DATE
4/30/91
PROJECT
CHANNEL ENLARGEMENT, CHANNEL TO VICTORIA, TEXAS
BORING NO.
91-51
SAMPLE NO.
8
DEPTH
20-22 ft
SPECIMEN NO.
1
CLASSIFICATION
Dark gray, Clay, Soft, Sandy, w/ shell fragments
•
i
Tare No.
P-16
Height
5.595 in.
Tare plus Wet Specimen 1095.97 gm
Average Diameter
2.830 in.
Tare plUS Dry Specimen
807.93 gm
Initial Area
6.290 sq in.
Water Weight
288.04 gm
Volume
35.194 cu in.
Tare Weight
42.86 gm
Volume of Solids
cu in.
Wet Specimen
1053.11 gm
Void Ratio
D:r::'specimen
765.07 gm
Saturation
%
Wa
..er
Content
37.65
%
Dry Density
82.8 lb/cu ft
Specific Gravity of Solids
LL =
40
PL =
18
PI =
22
•
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
min.
0.001"
in.
lb
sq in.
tsf
-------
-------
----------
------------
----- ------ ------
------
.0
o.
.000
.0
.0
.000
6.29
.000
.3
10.
.010
7.0
5.4
.002
6.30
.061
.5
20.
.020
12.0
9.2
.004
6.31
.105
•
.7
30.
.030
15.0
11. 5
.005
6.32
.131
.9
40.
.040
18.0
13 .8
.007
6.34
.157
1.1
50.
.050
19.5
14.9
.009
6.35
.169
1.2
60.
.060
21.0
16.1
.011
6.36
.182
1.6
80.
.080
23.0
17.6
.014
6.38
.199
1.9
100.
.100
26.0
19.9
.018
6.40
.224
2.2
120.
.120
28.0
21.4
.021
6.43
.240
2.5
140.
.140
30.0
23.0
.025
6.45
.256
2.9
160.
.160
32.0
24.5
.029
6.48
.273
r~.·2
180.
.180
32.0
24.5
.032
6.50
.272
\
•
. ,!
.1
c
...
~
"
...
Z
o
.0
-,
o
\
r-,
..
-'-./
f""".
\".~
Failure Sketches
0.4
U
(
I
\
,
/
0.3
;to'
0"
m
;:::-
,;
0
U
~
0.2
.~
m
0
a.
~
E
u
0
0.1
D
Controlled stress
0.0
C8J Controlled strain
0
Test No.
Type of Specimen
Water
content
"0
Void ratio
~
Saturation
Dry
density, Ib/cu
ft
Time to failure, min
Unconfined
comftressive
strength, T/sq t
Undrained shear strength, T/sq ft
Sensitivity ratio
Initial specimen diameter. in.
Initial specimen height. in.
1
2
Axial Strain, %
1
Undisturbed
w,
37.6
50
eo
S,
,.
'!'.
82.8
to
2.90
q.
.27
S,
.14
S,
0,
2.830
H,
5.595
'"
so
EM 1110-2-1906
Appendix XI
30 Nov 70
i
i
I
i
,
;~)b
4
so
"
so
50
Classification
Dark gray, Clay. Soft, Sandy.
w/
shell fragments
LL
40
Remarks
ENG FORM 3659
1 JUN 65
I PL
18
I PI
22
I
G,
Project
CHANNEL ENLARGEMENT, CHANNEL TO V1CTORIA
Area
Victoria. Texas
Boring No.
91-51
Sample No.
8
Depth
EI
20-22
It
Dote
4/30/91
UNCONFINED COMPRESSION TEST REPORT
PLATE XI-2
Ceote8t Engineering. Inc.
PLATE
."_C'"='''"'='''''"'=''_'."~'~'<>=~~~~''~~'''='~',:",,==_~===~'=Y===:Mm'="'"=Y"''''''=~~=M"'~u~~~~'<~~'~~'_",_=~_~Y-,,",~_,v~
___
,_~.,<,,~ '~_"-:,"_"~~'....,-'_"_~m
___
~_~_"
__,
_,____________
~_._
JOB NO.
14G459
DATE
4/30/91
PROJECT
CHANNEL ENLARGEMENT,
CHANNEL TO VICTORIA, TEXAS
(~-'-',
-.
,
BO~-._,,~G
NO.
91-51
SAMPLE NO.
11
DEPTH
26-28 ft
SPECIMEN NO.
1
i
CLASSIFICATION
Dark gray, Clay, Soft, Sandy, w/ shell fragments and sand pockets
Tare No.
P-17
Height
5.595 in.
Tare plus wet specimen
725.80 gm
Average Diameter
2.830 in.
Tare plus Dry specimen
525.89 gm
Initial Area
6.290 sq in.
Water Weight
199.91 gm
Volume
35.194 cu in.
Tare Weight
42.87 gm
Volume of Solids
cu in.
Wet Specimen
1017.95 gm
Void Ratio
Dry Specimen
719.97 gm
Saturation
%
i
Water content
41. 39 %
Dry Density
77.9 lb/cu ft
Specific Gravity of Solids
• LL
= 39
PL = 18
PI =
21
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
(.\n.
0.001"
in.
lb
sq in.
tsf
-~~---
-------
---------- ------------
-----
------
------ ------
.0
o.
.000
.0
.0
.000
6.29
.000
.1
10.
.010
3.0
2.3
