------- ---------- ------------ ----- ------ ------ ------

(

Project

Channel enlargement channel to Victoria, Victoria, Texas

SUMMARY OF LABORATORY TEST RESULTS

Boring No.

ontract No. DACW64

D 0001

De rIvery

r er No.0009

SPT

Dry

Wet

Depth

Blows

Visual

USC Mc

Unit

(It)

(tsf)

per

Classification

(%)

Foot

(pcf)

0-2

3.00

Dark

gray,

Clay, Very stiff,

w/roat

19.2

2-4

2.25

Dark

gray,

Clay, Very stiff,

w/roots

26.7

93.9 119.0

4-6

4.5+

Dark gray, Clay, Hard,

w/roots

22.8

6-8

4.5+

Dark

gray.

Clay,

Hard,

w/roots

22.8

8-10

4.5+

Grayish

brown. clay. Hard. Silly,

w/calcareous

13.3

nodules

10-12

4.5+

Grayish brown, Clay. Hard, Silty, w/silt

pockets

9.2

12-14

4.5+

Grayish borwn, Clay, Hard, Silty, wlsilt pockets

14.9

103.3 118.7

and parlinq

14-16

3.75

Grayish brown, Clay, Very stiff, w/silt pockets

22.1

and ferrous stains

16-18

2.00

Grayish brown. Clay,

Ve~

Sliff,

w/calcareous

25.3

nodules

18-20

2.75

Dark

gray, Clay, Very sliff

24.4

20-22

2.00

Dark

gray, Clay, Very stiff

36.9

22-24

1.50

Dark

gra y, Clay, Stiff. w/oalcareou s

nodules

41.5

24-26

1.50

Dark gray,

Clay, Stiff,

w/calcareous nodules

37.1

83.5

114.5

26-28

1.50

Dark gray, Clay, Stiff, w/soft calcareous nodule

31.0

28-30

1.50

Light gray

yellowish brown, Clay, Stiff, Sandy

23.2

w/scft calcareous nodule

30-32

2.50

Light gray

yellowish brown, Clay, Very stiff,

17.5 114.4 134.4

Sandy, wlcalcareous nodule

32.5-34

Gray & yellowish brown, Sand, Medium dense,SiI-

S # : Sample Number, P P : Pockel Penetrometer Reading, USC: Unified

SOil ClaSSIfication,

Me: MOisture Content

q u : Unconfined Compressive Strength,

waH: Weight of hammer, W a P : Weight of pipe

......

91-8

Mechanical Analysis

PassiD9

(%)

#10 #40 #100

28 100.0

99.9 99.8

18 100.0

99.6 98.0

26 100.0

99.8 97.0

99.1

98.7 92.2

Torvane

Shear

Strength (t sf)

#200

(tsf)

97.7

,,'10

95.6

96.1

• $5 0

17.9

(

Project

Channel enlargement channel to Victoria, Victoria, Texas

SUMMARY OF LABORATORY

TEST RESULTS

Boring No.

ontract

DACW64

91 D 0001

Ivery

r er

0009

SPT

Dry

Wet

Depth

Blows

Visual

USC

Unit

( It)

(tsf)

per

Classification

(%)

Foot

(pef)

37.5.49

GraY,Sand,Medium dense,Clayey,

w/gravel

w/soft calcareous nodules

42.5.44

Gray&yellowish brown ,Sand,Dense,Clayey

w/calcareous nodules

46.5.48

Gray,Sand,Very dense,Gravely

48.5.50

Gray,Sand,Very dense,Gravely

: Sample Number, P P : Pocket Penetrometer Reading, USC: UOified

SOil Classlffcatlon,

M c : MOisture Content

q u : Unoonfined Compressive Strength, WaH : Weight of hammer, W

P : Weight of pipe

......

---

91-8

Mechanical Analysis

% Passing

(%)

#10 #40 #100

98.5 98.1

94.0

Torvane

Shear

Strength (tsf)

#200

(tsf)

30.6

;

~_;~~~m_"'~'~

___

"'"_~~'.

~~'~~~~'_~»=~N'~~.~;m'_~_~~._~~',=,_~""_,,,_v_,~,,_c_~,~,w~o''-<_.m~~_'"~"~,~~~~,".=~,,='~=h"",=,,_=<~~;'~";===;~'''~=,""=,===-'''''''~_m='''~~"~

•

JOB NO.

14G459

DATE

4/15/91

PROJECT

CHANNEL ENLARGEMENT, CHANNEL TO VICTORIA, TEXAS

BOi..>'G NO.

91-08

SAMPLE NO.

DEPTH

2-4 ft

SPECIMEN NO.

CLASSIFICATION

Dark gray, clay, very stiff, with roots

•

Tare No.

P-23

Height

5.595 in.

Tare plus wet Specimen

862.32 gm

Average Diameter

2.810 in.

Tare plus Dry specimen

689.68 gm

Initial Area

6.202 sq in.

water Weight

172.64 gm

Volume

34.698 cu in.

Tare Weight

42.69 gm

Volume of Solids

cu in.

wet Specimen

1083.54 gm

Void Ratio

Dry specimen

855.31 gm

Saturation

water Content

26.68

Dry Density

93.9 lb/cu ft

Specific Gravity of Solids

LL =

PL =

PI =

•

Proving Ring No. 10170

Proving Ring Constant,

.766 lbs/div.

Elapsed

Dial

Cumulative

Proving Ring

Axial

Area

Compr.

Time

Reading

Change

Dial Reading

Load

strain Corr.

stress

0.001"

in.

sq in.

tsf

-----.;;,.---

-------

----------

------------

-----

------ ------ ------

.000

. 0

.000

6.20

.000

. 2

10 .

.010

56.0

42.9

.002

6.21

.497

20.

.020

95.0

72 .8

.004

6.22

.842

•

30.

.030

125.0

95.8

.005

6.24

1.106

1.0

40.

.040

152.0

116.4

.007

6.25

1. 342

1.1

50.

.050

167.0

127.9

.009

6.26

1.472

1.4

60.

.060

178.0

136.3

.011

6.27

1. 566

1.6

80.

.080

191.0

146.3

.014

6.29

1. 674

2.0

100.

.100

195.0

149.4

.018

6.31

1.703

2.2

110.

.110

195.0

149.4

.020

6.33

1.700

2.3

120.

.120

193.0

147.8

.021

6.34

1. 680

•

."'-----'"

<f)

...

._un.__

"'~~~~~~'_'~'~~_"~"~'~'';'''''~'~'=c"~ ,~~~"'~"~."=,,~

••

"'''~-'''''~,~~~~,.="_,,_''''~~=>=

•.,,;..••

'''~...;~~,~,.~~_'=L=_"~'~~,",='==='_'_~~""

Failure Sketches

2.0

1.5

.,.

;:0-

ill

1.0

'-'

0.5

Controlled stress

0.0

Controlled strain

Test No.

Type of Specimen

Water content

Void ratio

Sotur<ltion

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.

a:o

Axial Strain,

Undisturbed

26.7

93.9

1.97

1.70

.85

2.810

5.595

EM 1110-2-1906

Appendix XI

30 Nov 70

Classification

Dark gray, clay. very stiff. with roots

l.L

Remarks

ENG FORM 3659

1 JUN 65

lpi

Project

CKANNEL ENlARGEMENT. CHANNEL TO VlCTORIA

Area

Victoria, Texas

Boring No.

91-08

Sample No.

Depth

2-4

Dot~

4/15/91

UNCONFINED COMPRESSION TEST REPORT

PLATE XI-2

Geotest Engineering, Inc.

PLATE

•

' _____'__•___

___

~""~,

_='---:>"_'<""'~"

'""~~'~~;_"'._'"'~"'<"""~_~"~~7~_""~~'m"'''~'~«~",

••

'::'''''~_·=''="'.=''~_''''''='''~_=_-=~=~~''''-~''''''''~'""_~",.-"'==~'''=~~~~"='"'.:..-:.-':....~

JOB NO.

14G459

DATE

4/15/91

PR~~ECT

CHANNEL ENLARGEMENT,

CHANNEL TO VICTORIA,

TEXAS

BORING NO.

91-08

SAMPLE NO.

DEPTH

24-26 ft

SPECIMEN NO.

CLASSIFICATION

Dark gray, clay, stiff, with calcareous nodules

Tare No.

P-16

Tare plus wet Specimen

732.11 gm

Tare plus Dry Specimen

545.52 gm

water Weight

186.59 gm

Tare Weight

43.00 gm

Wet specimen

1042.56 gm

Dry Specimen

760.27 gm

Water Content

37.13 %

specific Gravity of Solids

LL = 74

PL = 26

PI =

Height

Average Diameter

Initial Area

Volume

Volume of Solids

Void Ratio

Saturation

Dry Density

Proving Ring No. 10170

5.595 in.

2.810 in.

6.202 sq in.

34.698 cu in.

cu in.

83.5 lb/cu ft

Proving Ring Constant, K = .766 lbs/div.

Elapsed

Dial

Reading

'min.

0.001"

• 0

. 2

• 4

• 6

1.0

1.2

1.3

1.5

1.7

1.9

2.0

2.2

2.3

2.5

2.6

-'---'/

10.

20.

30.

40.

50.

60.

70.

80.

90.

100.

110.

120.

130.

140.

150.

Cumulative

Change

in.

.000

.010

.020

.030

.040

.050

.060

.070

.080

.090

.100

.110

.120

.130

.140

.150

Proving Ring

Dial Reading

25.0

50.0

68.0

78.0

83.0

86.0

90.0

92.0

93.0

95.0

96.0

97.0

98.0

99.0

Axial

Load

19.1

38.3

52.1

59.7

63.6

65.9

68.9

70.5

71.2

72.8

73.5

74.3

75.1

75.8

Axial

strain

.000

.002

.004

.005

.007

.009

.011

.013

.014

.016

.018

.020

.021

.023

.025

.027

Area

Corr.

sq in.

6.20

6.21

6.22

6.24

6.25

6.26

6.27

6.28

6.29

6.30

6.31

6.33

6.34

6.35

6.36

6.37

Compr.

Stress

tsf

.000

.222

.443

.601

.689

.732

.757

.790

.806

.814

.830

.837

.844

.851

.858

.857

•

--"-"--""---"~----'

______

.,~.:.,:.,~

~_~,

,~~~

" _"__

"~»_,~~.~.~~~~,,"_<~~

"_,~~.~~

",,~."~~~~,=~~~==,,;<,,-~'W_"~"_'~"~''''='''~_==~===~~='=~llC~"'''''==~_=_~=~~

~_-;--_.

,,~-~

Faiture Sketches

1.2

0.9

;::-

0.6

0.3

D Controlled stress

0.0

Controlled strain

Test No.

Type of Specimen

Water conlent

Void ratio

Saturation

Dry

density, Ib/cu ft

Time to failure, min

Unconfined comftressrve

strength, T/sq

Undrained shear strength. T/sq ft

Sensitivity ratio

Initial specimen diameter, in.

Initial specimen height. in.

Axial Strain,

sr;

Undisturbed

37.1

83.5

2.52

.86

.43

2.810

5.595

'),)

EM 1110-2-1906

Appendix XI

30 Nov 70

Classification

Dark gray, clay. stiff. with calcareous nodules

Remarks

ENG FORM

3659

1 JUN 65

I PL

I PI

IG.

Project

CHANNEL ENLARGEMENT, CHANNEL TO VICTORIA

Area

Victoria, Texas

Boring No.

91-08

Sample No.

Depth

24-26

Dote

4/15/91

UNCONFINED COMPRESSION TEST REPORT

PLATE XI-2

Ceo

test Engineering. Inc.

PLATE

•

'.,

...

-----'--.---.•-

- ..

---;------

.•

-'--..

......--

..........

--,.~--'-~,.---.-.,

_...:._--_

....-_.,..

~,.

ELEVATION OF HOLE

•

'MANuFACTURER' S

DE$IGN~T~9N

OF DRILL RIG

?9z h"1-

5'''

GROmwWATER: DEPTH

7ft., ELEV.

ft., at end of Drilling

WEATHER

W/..,j'l'..J

'";{"/N'i

DRILLER '-0.

V e' rj..,{f

tlGGER;:(,

6'~~

COLOR

Rif'(

TYPE

dill(

c1AI;j

tl'1

c1A\1

fiAtt

( (

1/"

I-

Cllit~

'1-

C/II'1

£'"

]"'"

CONS IS-I

SECONDARY

TENCY

CONSTITUENTS

4AA-4

Sri,.

v'';J

"ltAd

~,,~J

\Jwj

Sf/jl

. I

i).

iff

S'I4f

$'4:/f

~~~rl

Tiff

5~~~J1'

;;

STRUCTURAL FEATURES

AND COMMENTS

ENGINEERING,INC.