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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.
Contract No. DACW64-91-D-0001
Delivery Order No. 0009
SPT
Dry
Wet
Depth
PP
Blows
Visual
USC Mc
Unit
Unit
LL
5#
(It)
(tsf)
per
Classification
('!o)
Wt
Wt
('!o)
Foot
(pcll
(pcll
1
0-2
2.00
Gray,Clay, Very stiff,Sandy
CL
22.8
2
2-4
4.5+
Dark
gray,ClaY,Hard,Sandy
CL
12.6
110.7 124.6
3
4-6
4.5+
Gray&yellowish brown,Cia
y, Hard,Sandy,w/calca-
CL
12.9
reous nodules
4
6-8
4.5+
Olive
gray.Clay,Hard,w/calcareous nodules
CH
27.2
5
8-10
4.5+
Olive
gray,Clay,Hard,w/calcareous
nodules
CH
26.3
6
10-12
4.5+
Olive
gray&yellowish
brown, Cia
y.
Hard, w/calca r.
CH
7.2
115.0 123.2
eous nodules and slickensided
7
12-14
4.5+
Olive gray&yellowish
brown, Cia
y.
Hard.
w/calcar-
CH
eous nodules
8
14.5-16
33
Tan,Sand, Den se,Silly
SM
27.7
9
16-18
4.5+
Gray,Ciay,Hard,Sandy,w/calcareous
nodules
CL
17.7
10
20-22
4.5+
Gray.ClaY,Hard,Sandy.w/calcareous nodules
CL
18.7
11
22-24
3.00
Gray,Clay,Very stiff,Sandy,w/calcareous nodules
CL
19.9
12
24-26
2.50
Gray,Sand,Dense,Clayey, w/calcareous nodules
SC
18.7
106.0 125.9
13
26-28
4.5+
Gray,Clay,Hard,Sandy,w/calcareous
nodules
CL
21.9
14
28-30
4.5+
Gray,Clay,Hard ,Sandy,w/calcareous
nodules
CL
15.9
15
30.5-32
14
Tan,Sand,Medium dense,Silty
P-SM
.
16
33-35
4.5+
Gray&yellowish brown, Clay, Hard, Sandy,
w/calca-
CL
17.2
115.8 135.7
reous nod&ferrous stains and blockv structure
17
35-37
4.5+
Gray,Clay,Hard,Sandy,w/calcareous
nodules
CL
19.3
S # : Sample Number, P P : Pocket Penetrometer Reading, USC: Unthed
..
SOil Classification,
..
M c : MOisture Content
q u : Unconfined Compressive
Strength, WaH : Weight of hammer, WOP: Weight of pipe
......
37
81
30
47
rJ.
Mechanical Analysis
PL
% Passing
('!o)
#4
#10 #40 #100
16
98.4
96.7
95.0
29 100.0
99.7 99.6
.
100.0 99.9 92.8
15 94.2
92.6 91.5
100.0
100.0 99.7
20 100.0
99.9 99.6
..
Torvane
Shear
Strength
#200
(tsf)
59.8
93.7
13.6
49.5
8.3
87.9
..
qu
(tsf)
IO.Ia~
I,S'\
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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.
ellverv
o
rder
No. 0009
SPT
Dry
Wet
Depth
PP
Blows
Visual
USC Me
Unit
Unit
LL
S#
( It)
(tsf)
per
Classification
(%)
Wt
Wt
(%)
Foot
(pcf)
(pcf)
18
37.39
4.5+
Gray,Clay,Hard,Sandy,w/calcareous
nodules
CL
20.1
19
39.41
4.5+
Gray,Clay,Hard,Sandy,w/calcareous
nodules
CL
18.4
20
41.43
3.50
Gray,Clay,Very stiff,Sandy,w/calcareous
nodules
CL
13.8
21
43.45
3.00
Gray,Clay,Very stiff,Sandy,w/calcareous nodules
CL
14.0
22
45.47
3.00
Gray&yellowish brown,Clay, Very
stiff,Sandy,wl
CL
15.3 121.4
140.0
calcareous nodules
23
47.49
3.00
Gray,Clay,Very stiff,Sandy,w/calcareous
nodules
CL
16.1
24
49.49.5
2.50
Gray,Clay,Very stiff,Sandy,w/calcareous
nodules
CL
17.8
25
49.5.51
50/5"
Sand,Very dense
S # : Sample Number, P P : Pocket Penetrometer Reading, USC: Unified
..
SOil Classification,
..
M c : MOisture Content
q u : Unconfined Compressive Strength, W
0 H : Weight of hammer, WOP: Weight of pipe
<.
..
< .
28
---
91-66
Mechanical Analysis
PL
% PassinQ
("/0)
#4
#10
#40
#100
15 94.4 93.4
..
< .
Torvane
Shear
qu
Strength (tsf)
#200
(ts f)
69.1
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•
!
JOB NO.
14G459
DATE
5/10/91
PROJECT
CHANNEL ENLARGEMENT,
CHANNEL TO VICTORIA, TEXAS
G<ING NO.
91-66
SAMPLE NO.
2
DEPTH
2-4 ft
SPECIMEN NO.
1
CLASSIFICATION
•
Dark gray, Clay, Hard, Sandy
,
i " ..
Tare No.
GE-9
Height
5.595 in.
Tare plus wet Specimen
598.18 gm
Average Diameter
2.830 in.
Tare plus Dry Specimen
536.15 gm
Initial Area
6.290 sq in.
water weight
62.03 gm
Volume
35.194 cu in.
Tare Weight
42.38 gm
Volume of Solids
cu in.
wet Specimen
1151. 35 gm
Void Ratio
Dry Specimen
1022.85 gm
Saturation
%
Water content
12.56 %
Dry Density
110.7 lb/cu ft
Specific Gravity of Solids
•
LL =
37
PL = 16
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
llin.
0.001"
in.
lb
sq in.
tsf
--~-----
-------
---------- ------------
----- ------
------ ------
.0
o.
.000
.0
.0
.000
6.29
.000
•
.2
10.
.010
35.0
26.8
.002
6.30
.306
.6
20.
.020
168.0
128.7
.004
6.31
1. 468
1.1
30.
.030
433.0
331.7
.005
6.32
3.776
1.9
40.
.040
823.0
630.4
.007
6.34
7.164
2.4
50.
.050
1225.0
938.3
.009
6.35
10.645
2.7
60.
.060
1193.0
913.8
.011
6.36
10.348
•
•
, ..../
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•.
'~='=~~;~'==~==~'=~"-~~~'=~'=~~"-"'"
Failure Sketches
12
EM 1110-2-1906
Appendix XI
30 Nov 70
•
~
1/),
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0
~
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0.0
0.5
>\D
1.0
1.5
2.0
Axkll Strain,
~
Test No.
1
Type of Specimen
Undisturbed
Water content
..
,
12.6
'"
..
"
"
'0
Void ratlo
eo
~
Saturation
So
"
"
"
"
Ory density. lb/cu ft
-Y.
110.7
Time to failure. min
~
2.37
Unconfined com./tressive
strength, T/sq t
q,
10.64
Undrained shear strength. T/sq
ft
S,
5.32
Sensitivity ratio
So
Initial specimen diameter, in.
Do
2.830
Initiol specimen height, in.
H,
5.595
Classification
Dark gray, Clay, Hard, Sandy
Ll
37
J PL
16
I PI
21
j G.
Remarks
Project
CHANNEL ENlARGEMENT, CHANNEL TO VlCTORIA
Areo
Victoria, Texas
Boring No.
91-66
Sample No.
2
Depth
EI
2-4 ft
Date
5/10/91
UNCONFINED COMPRESSION TEST REPORT
PLATE XI-2
ENG FORM
3659
1 JUN 65
Geotest Engineering, Inc.
PLATE
•
•
I'
•
•
.,
•
.:fOB
NO.
14G459
DATE
5/10/91
PROJECT
CHANNEL ENLARGEMENT,
CHANNEL TO VICTORIA,
TEXAS
L ...
AING
NO.
91-66
SAMPLE
NO.
6
DEPTH
10-12 ft
SPECIMEN
NO.
1
CLASSIFICATION
•
Olive gray & yellowish brown, Clay, Hard, w/ calcareous nodules, Slickensided
Tare
No.
GE-3
Height
5.595 in.
Tare plus Wet Specimen
683.52 gm
Average Diameter
2.830 in.
Tare plus Dry Specimen
547.36 gm
Initial Area
6.290 sq in.
Water Weight
136.16 gm
Volume
35.194 cu in.
Tare Weight
42.67 gm
Volume of Solids
cu in.
Wet Specimen
1138.35 gm
Void Ratio
Dry Specimen
896.49 gm
Saturation
~
0
Water Content
26.98 %
Dry Density
97.0 lb/cu ft
•
Specific Gravity of Solids
LL = 81
PL =
29
PI =
52
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.
Ib
sq in.
tsf
\"
...;,-------
."
-------
---------- ------------
-----
------
------
------
.0
o.
.000
.0
.0
.000
6.29
.000
•
.2
10.
.010
20.0
15.3
.002
6.30
.175
.4
20.
.020
64.0
49.0
.004
6.31
.559
.6
30.
.030
119.0
91.2
.005
6.32
1. 038
.9
40.
.040
163.0
124.9
.007
6.34
1. 419
1.1
50.
.050
178.0
136.3
.009
6.35
1. 547
1.2
60.
.060
173.0
132.5
.011
6.36
1. 501
•
•
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.,
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o
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-,
o
Failure Sketches
1.6
Q
1.2
'"
m
0'
;:::-
,;
m
! 0.8
(f)
.~
m
~
a.
E
0
"
0.4
o
Controlled stress
0.0
C8J Controlled strain
0.0
Test No.
Type of Specimen
Water conlent
-0
Void ratio
;;:
Saturation
.E
Dry density, fbicu
ft
Time to failure, min
Unconfined
com~ressive
strength, T/sq
Undrained shear strength. T/sq
ft
Sensitivity rotio
Initial specimen diQmeter. in.
Initiol specimen height. in.
0.5
Wo
eo
So
r.
~
q,
S,
S,
0,
Ho
,~O
1.0
Axial Strain.
Sf;
1
Undisturbed
27.0
'"
97.0
"
1.13
1.55
.77
2.830
5.595
'"
"
EM 1110-2-1906
Appendix XI
30 Nov 70
1.5
2.0
'"
'"
"
'"
Classification
Olive gray & yellowish brown, Clay. Hard,
wi
calcareous nodules. Slickensided
i
Ll
81
Remarks
ENG FORM 3659
1 JUN 65
LPL
29
I PI
52
I
G.
Project
CHANNEL ENLARGEMENT, CHANNEL TO VlCTORIA
Area
Victoria. Texas
I
Boring No.
91-66
Sample No.
G
Depth
10-12 ft
Date
5/10/91
EI
UNCONFINED COMPRESSION TEST REPORT
PLATE XI-2
Ceotest Engineering. Inc.
PLATE
•
•
•
•
•
•
JOB NO.
14G459
DATE
5/10/91
•
PROJECT
CHANNEL ENLARGEMENT, CHANNEL TO VICTORIA, TEXAS
bvrtING NO.
91-66
SAMPLE NO.
16
DEPTH
33-35 ft
SPECIMEN NO.
1
CLASSIFICATION
Gray & yellowish brown, Clay, Hard, Sandy, w/calcareous nodules, ferrous stains
Tare No.
P-3
Height
5.595 in.
•
Tare plus Wet Specimen
812.61
gm
Average Diameter
2.830 in.
Tare plus Dry Specimen
699.53
gm
Initial Area
6.290 sq in.
Water Weight
113.08
gm
Volume
35.194 cu in.
Tare Weight
42.63
gm
Volume of Solids
cu in.
Wet Specimen
1253.65
gm
Void Ratio
Dry Specimen
1069.54
gm
Saturation
~
0
Water Content
17.21 %
Dry Density
115.8 lb/cu ft
Specific Gravity of Solids
LL =
47
PL =
20
PI = 27
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
.2
10.
.010
13.0
10.0
.002
6.30
.114
.3
20.
.020
48.0
36.8
.004
6.31
.419
.7
30.
.030
92.0
70.5
.005
6.32
.802
.9
40.
.040
136.0
104.2
.007
6.34
1.184
•
1.1
50.
.050
172.0
131. 8
.009
6.35
1. 495
1.4
60.
.060
205.0
157.0
.011
6.36
1. 778
1.8
80.
.080
260.0
199.2
.014
6.38
2.247
2.2
100.
.100
305.0
233.6
.018
6.40
2.626
2.5
120.
.120
346.0
265.0
.021
6.43
2.969
2.9
140.
.140
383.0
293.4
.025
6.45
3.274
3.3
160.
.160
410.0
314.1
.029
6.48
3.492
3.7
180.
.180
434.0
332.4
.032
6.50
3.683
4.0
200.
.200
449.0
343.9
.036
6.52
3.796
4.3
220.
.220
456.0
349.3
.039
6.55
3.841
4.5
230.
.230
454.0
347.8
.041
6.56
3.817
•
i
•
_.".~~_~
__"._____
._.~_~
..__
~~
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._._.'''~_
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.
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Failure Sketches
'"
4
EM 1110-2-1906
Appendix XI
30 Nov 70
•
~I
I. I
I I I I I I I I I I I I I I I Ilf I I I I I I I I I I I I I I I ! I I I I I I I I I I
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v
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a.
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•
>
E
0
()
1
,
o
Controlled stress
0
C8J
Controlled strain
0
2
41\.0
6
8
Axial
Strain, SIS
Test No.
1
Type of Specimen
Undisturbed
Water content
'0
17.2
"
"
"
"
"0
Void ratio
eo
'"
:s
Saturation
So
"
"
"
"
Dry density, Ib/cu ft
I'd
115.8
Time to fallure, min
~
4.33
Unconfined comltressive
strength, T/sq
q.
3.84
Undrained shear strength, T/sq ft
S.
1.92
Sensitivity rotio
s..
Initial specimen diameter. in.
Do
2.830
Initial specimen h4;light, in.
Ho
5.595
Classification
Gray & yellowish brown. Clay. Hard. Sandy, w/colcoreous nodules. ferrous stains
LL
47
Remarks
ENG FORM 3659
1 JUN 65
I PL
20
I PI
27
I
G.
Proj4;lct
CHANNEL ENlARGEMENT. CHANNEL TO VICTORIA
Area
Victoria, Texas
Boring No.
91-66
Sample No.
16
Depth
EI
33-35
It
Dole
5/10/91
UNCONFINED COMPRESSION TEST REPORT
---
PLATE XI-2
Ceotest Engineering. Inc.
PLATE
•
•
•
,JOB NO.
14G459
DATE
5/08/91
PROJECT
CHANNEL ENLARGEMENT, CHANNEL TO VICTORIA, TEXAS
,-_.•UNG NO.
91-66
SAMPLE NO.
22
