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CORPS OF ENGINEERS

GEOTECHNICAL BORING DATA

PROJECT NAME

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'10-37-

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PAGE

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13

PROJECT

.

DEPTH: AUGERED

WASHED

25

~

CONSIS-

TENCY

• COLOR

MINOR

I

MAJOR

MODIFICATION

v/J<ljt-

It

~/:i

f.I.

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il

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CONTNUED:

0 YES

181 NO

:-'-"".

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

-.' cr ","

. ",_'"-.---.-."'-." •.

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.

---

Project

VICTORIA SHIP CHANNEL. TEXAS

SUMMARY OF LABORATORY TEST RESULTS

Boring No.

SPT

Dry

Wet

Depth

PP

Blows

Visual

USC

Mc

Unit

Unit

LL

S#

(It)

(tsf)

per

Classification

(%)

WI

WI

(%)

Foot

(pcf)

(pcf)

1

o -

2

0.25

Gray and dark gray. CLAY. soft. with shell

CH

39.1

fragments

2

2 - 4

1.00

Gray. CLAY. stiff. with calcareous nodules

CH

33.2

86.2

114.8

.r---.

3

4~

1.50

Gray. CLAY. stiff. with calcareous nodules

CH

28.4

4

6.8

2.50

Gray. SANDY CLAY. very stiff. with large sand

CL

23.9

I pockets

5

8 -

10

3.00

Gray. CLAY. stiff. slightly sandy. with

CL

21.4

107.3 130.3

calcareous nodules

6

10 - 12

2.50

Light tan & gray. SANDY CLAY. very stiff. with

CL

23.4

laros calcareous nodules, slickensided

7

12 - 14

3.50

Light tan & gray. SANDY CLAY. very stiff. with

CL

20.6

large

calcareous nodules. slickensided

8

14 - 16

3.50

Light tan & gray. SANDY CLAY. very stiff. with

CL

20.2

lar08 calcareous nodules

9

16~

2.50

Light tan & gray. SANDY CLAY. very stiff. with

CL

20.5

sand pockets

10

18 - 20

3.00

Light tan & gray. CLAY. very stiff. with

CH

22.5

large calcareous nodules, slickensided

11

20 - 22

2.00

Light tan & gray. CLAY. very stiff. slightly sandy

CH

24.3

101.1 125.7

with larQe calcareous nodules, slickensided

12

23 - 25

3.00

Light tan & gray. CLAY. very stiff. with

CH

22.3

large calcareous nodules, slickensided

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

65

37

64

90-37

Mechanical Analysis

PL

% PassinQ

(%)

#4

#10 #40 #100

24 100.0

99.9 99.5 99.3

19 99.4 99.3 98.8 98.2

29 99.8 99.4 98.8 95.6

Torvane

Shear

qu

Strength (tsf)

#200

(tst)

99.2

0.40

96.7

0.80

0.50

92.4

0.80

1.18

---

...

...

<!l

0

z

ci

...,

-'"

0

-------."----------.~----.;------------.---.-,--'---"'-'--.;,--~.~-.-

..

-------~-".~"~-.-----

Failure Sketches

0.8

~

0.6

<'

<T

;:

~

m

~

,g 0.4

VI

.~

•

~

"-

E

0

()

0.2

D Controlled stress

0.0

k8J Controlled strain

0

T.st No.

Type of Specimen

Waler content

c;

Void ratio

:;:;

Saturation

:5

Dry density. Ib/cu tt

Time to failure. min

Unconfined comftressive

str.ngth, T/sq t

Undrained shear strength, Tjsq

ft

Sensitivity r<11[o

Initial specimen diameter, in.

Initial specimen height. in.

3

5

Axial Strain, 55

1

Undisturbed

w,

21.4 ..

eo

So

,.

r.

105.8

~

1.05

q.

.50

S.

.25

s..

0,

2.830

H,

5.590

..

so

EM 1110-Z-Hl06

Appendix XI

30 Nov 70

8

10

..

so

..

,.

,

Classification

Gray. CLAY, stiff, with' calcareous nodules

I

LL

37

Remarks

ENG FORM

3659

1 JUN 65

I PL

19

I PI

18

JO.

Project

CHANNEL TO VICTORIA, TEXAS

i

Area

Channel to Victoria in Son Antonio Boy. Texas

I

Boring No.

90-37

Sample No.

5

Depth

EI

8-10 ft

Oat.

7/27/90

UNCONFINED COMPRESSION TEST REPORT

I

!

PLATE XI-2

Geotest Engineering. Inc.

PLATE

---

...

*1

.;

Z

.D

--,

o

______...

~_

.._____...____

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____

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..."._,..

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.._";_,..'_,.,....

...,",,,",~

..

_~~"'''''''_7''_''~''_'_~''-'''''""

Foilure Sketches

1.6

~

1.2

'"

0'"

;:::-

~

,;

~