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u.
S. ARMY CORPS OF ENGINEERS
8rtf{
--.
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DATE: BEGIN v
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Th~n
Walled Tube
OI/lIJl,#',{t
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LOCATION
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'7
J,A? I
iO
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E
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ELEVATION OF HOLE __________
-=::;---;:;-;-______
MANUFACTURER'S DESIGNATION OF DRILL RIG
_-LF....:-~3.L.=L=--
______
GROUNDWATER: DEPTH
I:>
ft., ELEV.
ft., at end of Drilling
WEATHER
JIAI'I!:Ir'
l' ,-,
y,..:'
DRILLER!<r$UI
1(tlfI£'U(JU~,oJ;GER
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.7'('v
STRUCTURAL FEATURES
AND COMMENTS
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70
U.S. ARMY CORPS OF ENGINEERS
71
- '"
I
DATE: BEGIN J.
b .'1/
PAGE
2,...c.
.. •. .
COMPLETE
Thin Walled Tube
~
06"
LOCATION
V} C
7 ()
R ;re
Irfi1V~
/j ...
ELEVATION OF HOLE
MANUFACTURER' S
DES-IG-N-A-T-IO-N-OF-D-R-IL-L-R-IG-~j----;3L""--------
GROUNDWATER: DEPTH ) 3,
ft •• ELEV.
ft •• at end of Drilling
WEATHER
04/11
N
Y
~
It'
ItA';'"
DRILLER
fJi)f/C
l" 'f 7A!V
,t.lL~:I!!tOGGER
.]Villi Ii.
C£/IIr,e,,)l
CONS IS-I
SECONDARY
I
STRUCTURAL FEATURES
TENCY
CONSTITUENTS
AND COMMENTS
HMD
.,
"
; I
,.
I'
I
I
>.
"
"
I
/1
W/SfiNO,ST6NSS "I2':''{fI'
.J
JV /
CAlc
8
dolll
lit! '
If
"
,I
"
If
"
(I
~
.tr;.
':\. <I',
'1,
GEOTEST ENGINEERING.
INC.
.........f......
alt
(
Project
Channel enlargement channel to victoria,Victoria,Texas
SUMMARY OF LABORATORY TEST RESULTS
Boring No_
Contract No_ DAC
W
64-91-
D-0001
D
e
r
Iverv Order
N
0_
0009
SPT
Dry
Wet
Depth
PP
Blows
Visual
USC Mc
Unit
Unit
LL
S#
(It )
(tsf)
per
Classification
(%)
Wt
Wt
(%)
Foot
(pell
(pcll
1
0-2
1.50
Gray,Clay,Stiff
CH
28_3
2
2-4
1.50
Gray&yellowish brown,Clay ,Stiff,w/ealca-
CH
28.6
93.4 120.0
reous nodules
3
4-6
1.75
Gray&yellowish brown,Clay ,Stifl,w/calca-
CH 21.9
reous nodules
4
6-8
1.50
Gray,Clay,Stiff,w/calcareous
nodules
CH
33.9
5
8-10
2.00
Dark
gray,Clay,Very stiff
CH
28.4
6
10-12
2.50
Dark
gray,Clay, Very stift,Sandy,w/sand
pockets
CL
22.1
101.8 124.3
7
12-14
2.50
Dark gray, Clay, Very
stiff,Sandy,w/sand
pockets
CL
20,2
8
14-16
3.00
Gray&dark gray,Clay,Very stiff,Sandy
CL
20.8
.
...,..
9
18.5-20
51
Tan,Sand,Very dense,Silty
P-SM
...,;;
10
22-24
4.5+
Gray,Clay,Hard,w/calcareous
nodules
CH
21.9
107.4
130.8
11
24-26
3.50
Gray&yellowish brown,Clay, Very stiff, w/calcar- CH
28.6
eous&ferrous nodules and slickensided
12
26-28
3.50
Gray&yellowish brown,Clay,Very stiff,w/calear- CH
28.4
eous
nodules ,slickensided and blockY structure
13
28-30
3.50
Gray&yellowish brown,Clay, Very stiff, w/calcar- CH
25.4
eous&ferrous nodules
slickensided
14
30-32
4.00
Gray&yellowish brown,qlay,Very
stiff.
w/ferrous
CH
32.1
stain and
slickensided
15
32-34
4.5+
Gray&yellowish brown,ClaY,Hard,w/calcareous
CH
21.0
nodules and slickensided
16
34-36
4.5+
Gray&yellowish brown,Clay,Hard,w/calcareous
CH
16.1
nodules and slickensided
17
36-38
4.5+
Gray&yellowish brown,Clay,Hard,w/calcareous
CH
18.6
115.0
136.4
nodules and ferrous stain
....
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
........
55
75
56
9t -67 '
[\.
~3,51
N
~
VJ)
Mechanical Analysis
Torvane
PL
%
Passinq
Shear
qu
(%)
Strength (tsl)
#4
#10 #40 #100 #200
(tsll
22 99.3 98.4 97.2
87.4
.91
100.0 99.1
87.5
5.5
27
99.7
99.3 98.8
78.3
22 100.0 99.8 99.4
90.1
'-/.4'6
....
alt
alt
..
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
(pef)
(pct)
18
38-40
4.5+
Yellowish
brown &gry I Cia y, Hard,w/calcareous
CH
24.3
nodules
19
40-42
4.5+
Yellowish
brown&gra
y.
Clay I Hard.w/calcareous
CH
27.9
nodules
20
42-44
4.5+
Gray. Cia
Y.
Hard, Si Ity,wlealca reou s
nodules
CL
19.7
21
44-46
4.5+
Gray, Cia YI Hard. Silty,w/calca reaus nodules
CL
19.0
116.4
138.5 44
22
46-48
4.5+
Gray, Cia
y, Ha rd, Si Ity,wlcaleareou s
nodules
CL
15.8
23
48-50
4.5+
Gray, Clay, Hard, Si Ity,w/calca reou s nodules
CL
14.1
S # : Sample Number, P P : Pocket Penetrometer Reading, USC. Unified
..
5011 Classification, M c : MOisture Content
q u : Unconfined Compressive Strength, W 0 H : Weight of hammer, WOP: Weight of pipe
......
Mechanical Analysis
PL
%
Passing
('!o)
#4
#10 #40 #100
19 100.0
99.6
98.7
.
..
Torvane
Shear
qu
Strength (tsf)
#200
(tsf)
(
.
81.6
..
alt
__..
_~~~._,"
_____.__. ______
~,
___
"".~~~~~"o_
...,,,__
~~~_,_,
____
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.•
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==''''~_.,=,="'''=,==='Oti"",;.".."..==~=.
JOB NO.
14G459
DATE
5/10/91
PROJECT
CHANNEL ENLARGEMENT,
CHANNEL TO VICTORIA, TEXAS
•
b_Ll.ING NO.
91-67
SAMPLE NO.
2
DEPTH
2-4 ft
SPECIMEN NO.
1
CLASSIFICATION
Gray & yellowish brown, Clay, stiff, w/ calcareous nodules
Tare No.
P-4
Height
5.595 in.
Tare plus wet specimen 1151.63 gm
Average Diameter
2.830 in.
Tare plus Dry Specimen
905.33 gm
Initial Area
6.290 sq in.
•
water Weight
246.30 gm
Volume
35.194 cu in.
Tare weight
42.86 gm
Volume of Solids
cu in.
Wet specimen
1108.77 gm
Void Ratio
Dry Specimen
862.47 gm
Saturation
%
water content
28.56
%
Dry Density
93.4 lb/cu ft
Specific Gravity of Solids
LL
=
55
PL
=
22
PI
=
33
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
10.0
7.7
.002
6.30
.088
.4
20.
.020
20.0
15.3
.004
6.31
.175
• 5
30 .
.030
30.0
23.0
.005
6.32
.262
. 7
40 .
.040
40.0
30.6
.007
6.34
.348
.9
50.
.050
49.0
37.5
.009
6.35
.426
1.1
60.
.060
57.0
43.7
.011
6.36
.494
•
1.4
80.
.080
70.0
53.6
.014
6.38
.605
1.7
100.
.100
80.0
61.3
.018
6.40
.689
2.1
120.
.120
90.0
68.9
.021
6.43
.772
2.5
140.
.140
98.0
75.1
.025
6.45
.838
2.8
160.
.160
104.0
79.7
.029
6.48
.886
3.1
180.
.180
108.0
82.7
.032
6.50
.916
3.4
200.
.200
110.0
84.3
.036
6.52
.930
3.7
220.
.220
112.5
86.2
.039
6.55
.948
4.1
240.
.240
112.5
86.2
.043
6.57
.944
•
•
alt
--'_~
_______._._.__"__
" _"
_._~"
..
~,,_
.._,__"_.__
._.="x:.,~
•
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'
..... _--/'
0>1
'"
Z
o
-,
.t::>
o
Faifure Sketches
1.2
Q
0.9
;:!
<T
m
;::-
,,;
m
J;
0.0
V1
v
>
'm
a.
~
E
0
U
0.3
D
Controlled stress
0.0
~
Controlled strain
0
Test
No.
Type of Specimen
Water content
-0
Void ratio
~
Satur<ltion
1::
Dry
density. Ib/cu
ft
Time to failure. min
Unconfined
comlressive
strength, T/sq
Undrained shear strength, T/sq
ft
Sensitivity r<Jtio
Initial specimen diameter. in.
Initial specimen height, in.
2
w.
<0
So
y.
~
q.
S.
S.
Do
H.
,
4lj,D
Axial Strain,
S{!i
1
Undisturbed
28.6
'"
"
93.4
3.73
.95
.47
2.830
5.595
,.
,.
EM 1110-2-1906
Appendix XI
30 Nov 70
I
I
I
i
6
8
,
I
,.
"
,.
"
Classification
Gray & yellowish brown, Clay, Stiff,
wi
calcareous nodules
LL
55
Remarks
._--
ENG FORM 3659
1 JUN 65
I PL
22
I PI
33
I
G.
Project
CHANNEL ENLARGEMENT, CHANNEL TO VlCTORIA
Area
Victoria, Texas
Boring No.
91-67
Sample No.
2
Depth
2-4 It
Dote
5/10/91
EI
UNCONFINED COMPRESSION TEST REPORT
-- --------- -
-
-
PLATE XI-2
Ceote8t Engineering. Inc.
PLATE
•
•
•
•
•
•
alt
, __"_"'___
,,_~_._
.•__.__
~
___,._
.
~-:"
___mY"" __
.~'~N
,_.___•__
~
.
.,O~'~"_'~~~'_~'_ "~,,_=~_~,~="~,,,~~
•.
=~_~,~,~.~,_,
__
,.~.,~m'~<~"~===~"=~~","'~~.<""">
..,..
~~~~==""""~='=_j_~'O.~""',,,~,_.~,,,,~~~,.~,,-=,,,=.~~
•
JOB
NO.
14G459
DATE 5/11/91
PROJECT
CHANNEL ENLARGEMENT, CHANNEL TO VICTORIA, TEXAS
L~.UNG
NO.
91-67
SAMPLE
NO.
17
DEPTH
36-38 ft
SPECIMEN
NO.
1
CLASSIFICATION
Gray & yellowish brown, Clay, Hard, w/ Calcareous nodules & ferrous stains
Tare No.
P-29
Tare plus wet Specimen
583.09 gm
Tare plus Dry Specimen
498.25 gm
water Weight
84.84 gm
Tare Weight
43.01 gm
Wet Specimen
1260.16 gm
Dry Specimen
1062.20 gm
water Content
18.64 %
Specific Gravity of Solids
LL = 56
PL = 22
PI =
Height
Average Diameter
Initial Area
Volume
Volume of Solids
Void Ratio
Saturation
Dry Density
34
Proving Ring No. 10170
5.595 in.
2.830 in.
6.290 sq in.
35.194 cu in.
cu in.
%
115.0 Ib/cu ft
Proving Ring Constant, K = .766 Ibs/div.
Elapsed
Time
min.
';;;;.~'-----
.0
.3
.5
.8
1.0
1.4
1.8
2.2
2.5
2.8
3.2
3.5
3.9
4.2
4.6
4.9
5.2
5.7
6.5
7.3
8.2
8.4
8.6
8.7
8.9
9.0
9.2
9.4
Dial
Reading
0.001"
O.
10.
20.
30.
40.
50.
60.
80.
100.
120.
140.
160.
180.
200.
220.
240.
260.
280.
350.
400.
450.
460.
470.
480.
490.
500.
510.
520.
Cumulative
Change
in.
.000
.010
.020
.030
.040
.050
.060
.080
.100
.120
.140
.160
.180
.200
.220
.240
.260
.280
.350
.400
.450
.460
.470
.480
.490
.500
.510
.520
Proving Ring
Dial Reading
.0
33.0
90.0
145.0
185.0
229.0
260.0
287.0
309.0
328.0
345.0
365.0
388.0
396.0
412.0
429.0
445.0
464.0
504.0
538.0
565.0
570.0
574.0
578.0
581.0
583.0
586.0
589.0
Axial
Load
Ib
.0
25.3
68.9
111.1
141. 7
175.4
199.2
219.8
236.7
251.2
264.3
279.6
297.2
303.3
315.6
328.6
340.9
355.4
386.1
412.1
432.8
436.6
439.7
442.7
445.0
446.6
448.9
451.2
Axial
Strain
.000
.002
.004
.005
.007
.009
.011
.014
.018
.021
.025
.029
.032
.036
.039
.043
.046
.050
.063
.071
.080
.082
.084
.086
.088
.089
.091
.093
Area
Corr.
sq in.
6.29
6.30
6.31
6.32
6.34
6.35
6.36
6.38
6.40
6.43
6.45
6.48
6.50
6.52
6.55
6.57
6.60
6.62
6.71
6.77
6.84
6.85
6.87
6.88
6.89
6.91
6.92
6.93
compr.
Stress
tsf
.000
.289
.786
1.265
1.610
1.990
2.255
2.480
2.661
2.814