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STRUCTURAL FEATURES
AND COMMENTS
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GEOTEST ENGINEERiNG,
INC.
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Project
Channel enlargement channel to victoria,Victoria,Texas
SUMMARY OF LABORATORY TEST RESULTS
Boring No.
C
ontract
N
o.
DACW64
-
91
-
D
-
000
1
D
e
r
Ivery
ad
r er
N
o.
009
SPT
Dry
Wet
Depth
PP
Blows
Visual
USC Me
Unit
Unit
LL
S#
( ft)
(ts f)
per
Classification
(%)
WI
WI
(%)
Foot
(pel)
(pel)
1
0-2
0.50
Gray,Clay,Medium
stiff,wlroots
CH
51.0
2
2-4
1.00
Gray ,Clay,Stiff
,wlroots
CH
39.9
78.1 109.3
3
4-6
1.00
Gray,Clay,Stili
CH
28.4
4
6.8
0.75
Gray&yellowish brown,Clay,Medium
stiff, w/sand
CH
48.3
70.6
104.7
seams and shell fragments
5
8-10
0.50
Gray&yellowish brown,Clay,Medium
stiff,
w/sand
CH
50.4
seams and shell fragments
6
10-12
0.50
Gray,Clay,Medium stiff
CH
46.2
7
12-14
0.25
GraY,Clay,Soft,w/sand pockets and shell Iragme-
CH
49.2
nts
8
14-16
0.00
Gray,Clay,Very solt,Sandy,wlshel1
fragments
CL
31.7
9
16-18
0.25
Gray, Clay,Sand ,Loose,Clayey, wlshell
fragments
SC
33.7
10
18-20
0.75
Olive gray&yellowish brown,Clay,Medium
stiff,
wi
CH
55.8
sand pockets and shell fragments
11
20-22
1.25
Olive
gray,Clay,Stiff,Slickensided
CH
57.0
12
22-24
1.50
Olive
gray&yellowish brown,Clay,Stiff
CH
38.3
13
24-26
2.00
Olive
gray&yellowish brown, Clay, Very stiff
CH
29.9
91.7
t
19.1
14
26-28
2.00
Olive gray,Clay,Very stiff
CH
50.3
15
28-30
0.00
Gray,Clay,Very soft
CH
52.6
16
30-32
0.25
Gray,Clay,Soft,w/sand pockets and shell fragmen- CH
41.3
ts
17
32-34
0.75
Gray,Clay,Medium stiff,wlshell fragments
CH
44.4
S
# :
Sample Number, P P : Pocket Penetrometer Reading, USC: Unified
..
SOil Classification,
..
Me: MOISture Content
q u :
Unconfined Compressive Strength, WaH : Weight of hammer, WOP: Weight of pipe
........
83
62
91-65
Mechanical Analysis
PL
% Passinq
(%)
#4
#10 #40 #100
30 99.9 99.7
99.1
100.0 99.8 99.2
24
99.8
99.5 98.7
..
(
Torvane
Shear
Strength
#200
(tsl)
90.4
0.20
.'10
45.0
0.10
.20
0.50
I,f}'
92.1
qu
(tsf)
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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
D
e
r
Ivery
Od
r er
N
o.
0009
SPT
Dry
Wet
Depth
PP
Blows
Visual
USC Me
Unit
Unit
LL
S#
(ft)
(tsf)
per
Classification
(%)
Wt
Wt
(%)
Foot
(pet)
(pet)
18
34-36
1.25
Gra
y,Clay,Stiff,w/calcareous
nodules
CH
49.3
71.8 107.2
S # : Sample Number, P P : Pocket
Penetrometer
Reading, USC: Unified
..
SOil Classification,
..
Me: MOisture Content
q u : Unccnfined Compressive
Strength,
W
0
H : Weight of
hammer,
WOP: Weight of pipe
........
99
91-65
Mechanical Analysis
PL
% Passinq
(%)
#4
#10
#40 #100
34 99.5
97.5
91.4
..
j.
Torvane
Shear
qu
Strength
(tsf)
#200
(tst)
77.9
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•
JOB NO.
14G459
DATE
5/1/91
PROJECT
CHANNEL ENLARGEMENT, CHANNEL TO VICTORIA, TEXAS
L~.UNG
NO.
91-65
SAMPLE NO.
4
DEPTH
6-8 ft
SPECIMEN NO.
1
CLASSIFICATION
Gray & yellowish brown, Clay, Medium stiff, w/ sand seams & shell fragments
•
Tare No.
P-1
Height
5.595 in.
Tare plus Wet Specimen
596.11 gm
Average Diameter
2.830 in.
Tare plus Dry Specimen
415.92 gm
Initial Area
6.290 sq in.
Water Weight
180.19 gm
Volume
35.194 cu in.
Tare weight
42.58 gm
Volume of Solids
cu in.
Wet specimen
966.90 gm
Void Ratio
Dry Specimen
652.15 gm
Saturation
j!,
0
Water content
48.26 %
Dry Density
70.6 Ib/cu ft
Specific Gravity of Solids
LL = 83
PL = 30
PI = 53
•
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
min.
0.001"
in.
Ib
sq in.
tsf
-~
-------
-------
---------- ------------
----- ------ ------
------
.0
o.
.000
.0
.0
.000
6.29
.000
.2
10.
.010
5.0
3.8
.002
6.30
.044
•
. 4
20 .
.020
9.0
6.9
.004
6.31
.079
.5
30.
.030
11.0
8.4
.005
6.32
.096
.7
40.
.040
12.0
9.2
.007
6.34
.104
.9
50.
.050
13.0
10.0
.009
6.35
.113
1.0
60.
.060
14.0
10.7
.011
6.36
.121
1.4
80.
.080
15.0
11. 5
.014
6.38
.130
1.6
100.
.100
15.0
11.5
.018
6.40
.129
2.0
120.
.120
15.0
11.5
.021
6.43
.129
•
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o
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Failure Sketches
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In
,
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•
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0.08
.,.
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•
E
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~
0
0
0.04
D
Controlled stress
0.00
C8J Controlled strain
0
Test No.
Type of Specimen
Water conlent
"0
Void rotio
'"
~
Saturation
Dry density, Ib/cu It
Time to failure, min
Unconfined comftressive
strength, T/sq t
Undrained shear strength, T/sq
ft
Sensitivity r<ltio
Initial specimen diameter, in.
Initial specimen height, in.
1
1.~2
Axial
Strain.
515
1
Undisturbed
"
48.3
"'
eo
So
'"
y,
70.6
~
1.35
q,
.13
S,
.06
S.
Do
2.830
Ho
5.595
'"
,.
EM 1110-2-1906
Appendix XI
30 Nov 70
I
!
3
4
'"
"'
'"
"'
Classification
Gray & yellowish brown, Clay. Medium stiff.
wi
sand seams & shell fragments
LL
83
I PL
30
I PI
53
I
G.
Remarks
Project
CHANNEL ENLARGEMENT, CHANNEL TO VlCTORIA
Area
Victoria, Texas
Boring No.
91-65
Sample No.
4
Depth
EI
6-8
ft
Dat.
5/1/91
UNCONFINED COMPRESSION TEST REPORT
ENG FORM 3659
1 JUN 65
.
PLATE XI-2
Geotest Engineering. Inc,
PLATE
,
•
•
•
•
•
! '
JOB NO.
14G459
DATE
5/1/91
•
PROJECT
CHANNEL ENLARGEMENT,
CHANNEL TO VICTORIA, TEXAS
)'
k ..ING NO.
91-65
SAMPLE NO.
13
DEPTH
24-26 ft
SPECIMEN NO.
1
CLASSIFICATION
Olive gray & yellowish brown, Clay, very stiff
Tare No.
P-7
Height
5.595 in.
;
Tare plus Wet Specimen
692.50 gm
Average Diameter
2.830 in.
Tare plus Dry Specimen
542.86 gm
Initial Area
6.290 sq in.
!I
Water Weight
149.64 gm
Volume
35.194 cu in.
Tare Weight
42.53 gm
Volume of Solids
cu in.
Wet Specimen
1100.53 gm
Void Ratio
Dry Specimen
847.16 gm
Saturation
%
Water Content
29.91 %
Dry Density
91. 7 lb/cu ft
specific Gravity of Solids
LL
=
62
PL
=
24
PI
=
38
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
nino
0.001"
in.
lb
sq in.
tsf
'~
.
..:~----
-------
----------
------------
----- ------ ------
------
.0
O.
.000
.0
.0
.000
6.29
.000
.3
10.
.010
39.0
29.9
.002
6.30
.341
.5
20.
.020
60.0
46.0
.004
6.31
.524
.7
30.
.030
80.0
61.3
.005
6.32
.698
.9
40.
.040
93.0
71.2
.007
6.34
.810
1.0
50.
.050
105.0
80.4
.009
6.35
.912
•
1.3
60.
.060
117.0
89.6
.011
6.36
1. 015
1.6
80.
.080
136.0
104.2
.014
6.38
1.175
2.0
100.
.100
156.0
119.5
.018
6.40
1.343
2.2
120.
.120
168.0
128.7
.021
6.43
