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MANUFACTURER'S DES IGNATION OF DRILL RIG
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STRUCTURAL FEATURES
. "AND COMMENTS
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GEOIESTENGINEERING. INC.
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50
70
LOCATION
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MANUFACTURER'S DESIGNATION OF DRILL RIG
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STRUCTURAL FEATURES
AND COMMENTS
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Project
Channel enlargement channel to Victoria, Victoria, Texas
SUMMARY OF LABORATORY TEST RESULTS
Boring No.
Contract No. DACW64-91-D.0001
Delivery Order No. 0009
SPT
Dry
Wet
Depth
PP
Blows
Visual
USC Me
Unit
Unit
LL
S#
( It)
(tsl)
per
Classification
(%)
Wt
Wt
(%)
Foot
(pel)
(pcf)
1
0-2
2.25
Dark gray, Clay,
Very stiff
CH
36.8
2
2-4
1.50
Dark gray,
Clay, Stiff
CH
33.2
84.7
112.9
3
4-6
1.50
Dark gray, Clay, Stiff
CH
39.0
4
6.8
2.00
Dark gray, Clay, Very
stiff
CH
29.0
5
8.10
1.50
Dark gray,Clay. Stiff
CH
31.1
6
10-12
2.25
Dark
gray, Clay,
Very stiff
CH
36.6
7
12-14
1.50
Dark gray. Clay. Stiff
CH
36.2
83.9
114.3
8
14-16
1.50
Dark gray. Clay, Still
CH
30.8
9
16.18
1.25
Dark gray.Clay. Stiff. Slickenside
CH
43.7
10
18-20
1.50
Dark
gray, Clay. Stiff, Blocky structure
CH
38.6
11
20-22
1.00
Dark gray,
Clay. Stiff, w/calcareous nodules
CH
35.3
87.3
118.1
12
22-24
1.50
Dark gray. Clay, Stiff, Sandy
CL
20.1
13
24.26
0.75
Light gray. Clay, Medium,Slifl, Sandy
CL
19.1
14
26.5-28
15
Light gray,Sand, Medium dense, Silty
SM
15
31.5-33
16
Light gray. Sand, Medium dense, Silty
SM
16
36.5-38
13
Light gray, Sand, Medium dense, Silty
SM
17
38-40
2.50
Olive gray, Clay, Very stiff,
w/calcareous
nodule
CH
26.6
S # : Sample Number, P P : Pocket Penetrometer Reading, USC : Unified
..
SOIl ClasSification,
..
Me: MOisture Content
q u : Unconfined Compressive
Strength, W 0 H : Weight 01 hammer, WOP: Weight of pipe
.
.
...
.
..
90
70
57
91-22
[/
la, tf
I
IIGv/)
Mechanical Analysis
Torvane
PL
% Passing
Shear
qu
(%)
Strength
(tsl)
#4
#10 #40 #100 #200
(tsf)
32 100.0 100.0 99.6
98.4
I,at"
25
100.0 100.0
99.7
98.6
23
100.0 99.8
95.1
77.6
.14
99.3 98.9 89.6
54.2
99.0 98.3 79.4
22.9
....
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JoB'NO.
14G459
DATE 4/18/91
PROJECT
CHANNEL ENLARGEMENT,
CHANNEL TO VICTORIA, TEXAS
BC'-_.zNG
NO.
91-22
SAMPLE NO.
2
DEPTH
2-4 ft
SPECIMEN NO.
1
•
CLASSIFICATION
Dark gray, clay, stiff
Tare No.
P-28
Height
5.595 in.
Tare plus Wet Specimen
1085.63 gm
Average Diameter
2.830 in.
Tare plus Dry Specimen
825.57 gm
Initial Area
6.290 sq in.
Water Weight
260.06 gm
Volume
35.194 cu in.
Tare Weight
42.85 gm
Volume of Solids
cu in.
Wet specimen
1042.78 gm
Void Ratio
•
Dry Specimen
782.72 gm
Saturation
~
0
Water Content
33.23 %
Dry Density
84.7 lb/cu ft
Specific Gravity of Solids
LL =
90
PL =
32
PI =
58
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
.3
10.
.010
29.0
22.2
.002
6.30
.254
.6
20.
.020
57.0
43.7
.004
6.31
.498
.8
30.
.030
88.0
67.4
.005
6.32
.767
1.0
40.
.040
110.0
84.3
.007
6.34
.958
1.2
50.
.050
124.0
95.0
.009
6.35
1. 078
1.4
60.
.060
132.0
101.1
.011
6.36
1.145
1.7
80.
.080
140.0
107.2
.0l4
6.38
1. 210
2.1
100.
.100
145.0
111.1
.018
6.40
1. 249
2.4
120.
.120
146.0
111.8
.021
6.43
1. 253
•
2.5
130.
.130
146.0
111.8
.023
6.44
1. 250
2.7
140.
.140
146.0
111.8
.025
6.45
1. 248
•
,.-/
---"-------------
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""
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ci
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Failure Sketches
1.6
~
1.2
<'
•
<T
"i:::-
m
00
iii
~
0.8
••
>
00
~
E
""
0
()
0.4
D
Controlled stress
0.0
o
Controlled strain
0
Test No.
Type of Spedmen
Water conlent
'0
Void ratio
;2
SatunJtion
-"
Dry density. Ib/cu ft
Time to failure. min
Unconfined comftressive
strength, T/sq
t
Undrained shear strength, T/sq ft
Sensitivity rlJtio
Initial specimen diameter. in.
Initial specimen height. in.
Classification
Dark groy,clay,sliff
LL
90
I PL
32
Remarks
1
Wo
eo
So
Y.
~
q.
S.
S.
Do
Ho
,
,
1
I
,
,
I
2
J,3
AxiQI Strain,
~
1
Undisturbed
33.2
"
"
84.7
2.38
1.25
.63
2.830
5.595
I PI
58
"
"
I
G.
EM 1110-2-1906
Appendix XI
30 Nov 70
3
4
"
"
"
"
Project
CHANNEL ENLARGEMENT. CHANNEL TO VICTORIA
Area
Victoria, Texas
Borin9 No.
91-22
Sample No.
2
Depth
EI
2-4
ft
Date
4/18/91
UNCONFINED COMPRESSION TEST REPORT
PLATE XJ-2
ENG FORM
3659
1 JUN 65
Ceotest Engineering. Inc.
PLATE
•
•
•
•
•
_.
__.._-_.
"~~~
__
~_~"'_«_'_~m'~_~~~""~_"~>~<_
••__
~~"~~'''"~
__
~,~"v~"'~'~~U"""~'''~'''M~~'~'~~~'''"_':~''~~;~~~~~''~'~_'~'_~~'~~~~"~~~~='~~==~~'<=~"~~~~'_'_'"_~='''
•
...
r
JOB NO.
14G459
DATE
4/18/91
PROJECT
CHANNEL ENLARGEMENT,
CHANNEL TO VICTORIA, TEXAS
B(h~NG
NO.
91-22
SAMPLE NO.
11
DEPTH
20-22 ft
SPECIMEN NO.
1
CLASSIFICATION
•
Dark gray, clay,
stiff, with calcareous nodules
Tare No.
GE-6
Height
5.595 in.
Tare plus wet Specimen
378.45
gm
Average Diameter
2.830 in.
Tare plus Dry Specimen
290.90
gm
Initial Area
6.290 sq in.
Water Weight
87.55
gm
Volume
35.194 cu in.
! "
Tare Weight
42.60
gm
Volume of Solids
cu in.
Wet Specimen
1090.84
gm
Void Ratio
Dry Specimen
806.48
gm
Saturation
~
0
Water content
35.26 %
Dry Density
87.3 lb/cu ft
Specific Gravity of Solids
•
LL =
57
PL =
23
PI =
34
;,"
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 Carr.
Stress
'.n.
0.001"
in.
lb
sq in.
tsf
-~..,;----
-------
----------
------------
----- ------
------
------
.0
o.
.000
.0
.0
.000
6.29
.000
•
• 3
10 .
.010
25.0
19.1
.002
6.30
.219
.4
20.
.020
38.0
29.1
.004
6.31
.332
.7
30.
.030
46.0
35.2
.005
6.32
.401
.9
40.
.040
51.0
39.1
.007
6.34
.444
1.0
50.
.050
55.0
42.1
.009
6.35
.478
1.2
60.
.060
59.0
45.2
.011
6 .• 36
.512
1.4
70.
.070
61. 0
46.7
.013
6.37
.528
1.5
80.
.080
64.0
49.0
.014
6.38
.553
2.2
120.
.120
72.0
55.2
.021
6.43
.618
2.6
140.
.140
75.0
57.4
.025
6.45
.641
2.9
160.
.160
78.0
59.7
.029
6.48
.664
3.3
180.
.180
80.0
61.3
.032
6.50
.679
•
3.6
200.
.200
83.0
63.6
