Appendix B contains discussions of ana

l

ytical

procedures used

in

our

engineering analyses. Appendix C

contains a positioning

report

by

Fugro

Chance,

I

nc.,

of

Lafayette, Louisiana

.

•

For the purposes

of discussion and presentation, "driven pipe

pile"

is

used

in

this report

to represent

foundation piles,

caissons and conductors,

unless otherwise

specified.

2.2 FIELD AND LABORATORY

INVESTIGATIONS

The field investigation

was

performed

on Ju

l

y

4

through 6, 2008,

from the

RN

Seaprobe.

The

soil

cond

itio

ns were

determined

by performing

four exploratory borings

,

two at each

SPM location with

one

boring

at

a

selected

anchor

l

eg location, and one

boring

at

the

proposed

PLET location. Enterprise

Field

Services selected

the

boring

locations. These

borings were

drilled to

a penetration of 131-ft

below

mudline.

The water

depths

at

the boring locations ranged from 123 to 125

ft. A chronological summary

of

field

operations

is

presented

in

Appendix

A.

2.2.1

Exploratory Borings

FMMG

personnel

drilled

the

so

il

borings with a

OMX

drill

rig

positioned over

the

centerwell of

the

RN

Seaprobe.

The

vesse

l

was anchored at

the

boring

location by

a 4-point mooring system.

Soil

conditions at

the

site were

exp

lored

by

drilling

a group

of four soil borings

to 131-ft

penetration below the

seafloor. The

final

coordinates for the boring

locations

are presented

in

Table 2-1. A plan of borings within

Block A-59,

of

the

Galveston Area is presented on

Plate

2-1.

Fugro

Chance,

Inc.,

of

Lafayette, Louisiana

,

conducted surveying utilizing STARFIX and

DGPS,

and

performed

a 360-degree scanning sonar survey.

The

positioning report, prepared by

Fugro

Chance,

is

presented

in Appendix C.

The

scanning sonar

reports

are available from

Fugro

Chance

upon

request.

FMMG

Boring

Designation

SPM

#1 PLET

SPM #1 ANCHOR

LEG#2

SPM

#2 PLET

SPM #2

ANCHOR

LEG

#6

Table 2-1:

Final

Boring Coordinates

(Texas South Central Zone Coordinates)

Fugro

Chance

Proposed

Boring

Final Boring

Boring

Coordinates

Coordinates

Designation

Core 3

X

=

3,258,627

.

75

ft

X = 3,258,640

ft

Y =

236,494.60 ft

Y = 236,466

ft

Core

1

X = 3,257,224.19 ft

X = 3,257,200

ft

Y = 236,057.66

ft

Y

=

236,056 ft

Core4

X

=

3,265,632.42

ft

X

=

3,265,647

ft

Y

=

240,337.08 ft

Y = 240,318

ft

Core

2

X = 3,266,735.50

ft

X

=

3,266,

758 ft

Y

=

241,308.73

ft

Y

=

241,331

ft

Boring

Termination

Depth (ft)

131

131

131

131

Samples were

obtained through 5.0-in.-OD, 4.5-in.-lF drill pipe at all

the locations. Samples

were

spaced at 3-ft

intervals

to 20-ft

penetration,

at 5-ft

intervals

to

68-ft

penetration,

and at 10-ft intervals

thereafter to the final boring

depth at the

SPM

#1

ANCHOR LEG #2

and SPM #2

PLET locations

.

Sampling

intervals

at

the

SPM

#1 PLET location

was completed as follows: 3-ft

intervals to

20-ft penetration, 5-ft

intervals to

66-ft

penetration,

and 10-ft

intervals thereafter to the final

boring

depth

.

Sampling intervals

at

the SPM #2 ANCHOR

LEG

#6

l

ocation

was

completed as

follows

:

3-ft intervals

to

20-ft

penetration,

5-ft

I

-

@

-

R

-

e

-

po

_

rt

_

N

_

o

_

. 02

_ _

0

_

1-

-

6

-

50

-

5

2-2

---

------

intervals to 65-ft penetration, and 10-ft intervals thereafter

to

the final boring depth.

The drilling and

sampling techniques used to complete this boring are

exp

lain

ed

in

detail in Appendix

A.

Two

wa

ter

depths were measured at each boring using a seafloor sensor seated in the drill

bit.

The

water depth measurements are

tabul

ated

in Table 2-2. The water depth measurements are intended for

the purpose of the geotechnical

in

vestigation

only, and are not corrected for tidal or other

va

riati

ons

. If

utilized for other purposes, the

water depth

measurement

should

be adjusted

to

account for meteorological

tide and datum corrections. The

water

depths measuring procedures are explained

in detail in Appendix B.

Table 2

-

2: Measured Water Depths

Boring

Water Depth

Time and Date

Supplemental

Time and Date

Designation

(ft)

of Measurement

Water Depth

of Measurement

(ft)

SPM #1 PLET

123

0240 hours

on

123

0720 hours on

July

5,

2008

July

5, 2008

SPM

#1 ANCHOR

123

1440 hours

on

122

2200

hours on

LEG #2

July

4, 2008

July 4, 2008

SPM

#2 PLET

125

1135 hours

on

125

1650 hours on

July

5,

2008

July

5, 2008

SPM #2 ANCHOR

124

0220 hours

on

124

0655 hours on

LEG

#6

July 6, 2008

July

6, 2008

2.2.2

Field and Laboratory Tests

The soil testing program was designed to evaluate pertinent index and engineering properties

of

the

foundation soils

.

During the field operation,

all samples were extruded from the sampler and classified

by

th

e soil

technician or field

eng

ineer

.

Unit weight, Torvane, pocket penetrometer, miniature vane and

unconsolidated-undrained triaxial compression tests

were

performed

in the field on selected cohesive

samples. All

of the samples were

shipped

to Fugro's Houston laboratory where Atterberg limit tests, water

content tests, and grain-size analyses, as well

as

additional density tests, unconsolidated-undrained triaxial

comp

ression

tests, and miniature

vane

tests, were performed.

A description of relevant

lab

ora

tory

procedures

i

s

provided in Appendix A.

The strength

and

classification test results are presented graphically

on the Logs of Boring and Test Results in Section

3.

Grain-size distribution curves from sieve-analysis and stress-strain curves from triaxial compression tests

are presented

in Appendix

A.

2.3

GENERAL SOIL CONDITIONS

2.3.1

Soil Stratigraphy

The soil

strat

i

graphy

at each of the boring locations

disclosed

by the field and

laborat

ory

investigations

is

presented

in Section 3. The soil stratigraphy is based on the classification of soil

samples

recovered from

the

boring and observations

m

ade

during drilling operations. Detailed soil descriptions, for

each location, that include

t

extural

variations and inclusions are noted

on the respective

boring

log

I

-

@

Report No. 0201-6505

2-3

---

.s

....

~

Cl Cl

~

~

'O

'O

Q)

Q)

~

e

Q)

a.

,; a.

'-' <t

X

=

3,2

56,40

0

ft

X

=

3,261,400ft

X

=

3,266,400ft

Y

=

247,000 ft

N

Block

A

-5

Galveston

Area

~

Y

=

242,000 ft

.,,.,.

........

Offshore Terminal

•

/

'

y

=

237,000

ft

I

SPM

#1

PLET \

I

\

SPM

#1

Anch

1

Leg

#2

1

I

\

1,470 ft/

'

/

.....

-

Y

=

232,000 ft

Projection:

Texas

South Central

Zone

Coordinates

PLAN OF

BORINGS

SPM~Anchor Leg #6

.,,.,.

........

/

I

\

I

SPM

#2

PLET \

\

~

I

\

1,470ft~

'

/

.....

__

Texas Offshore Port System

Block

A-59,

Galveston Area

---

i,i

1ii

0

-

v

\

II

\"::'

TERMS AND

SYMBOLS

USED ON

BORING

LOG

SOIL TYPES

SAMPLER TYPES

[!Sand

mSilt

~Clay

~Gravel

~Debr

i

s

~Liae,

0

..

~Th;,.

~'" su,

0

...

Walled

Test

Tube

!ill

Silty

msandy

I

Sandy

~Peat or

VI,

Coral

Sand

Silt

C

l

ay

High

l

y

"

Organic

9

v

9

v

~Clayey

mClayey

mSilty

~p;,100

I

Rock

iShell

~Rock

~No

Sand

Silt

Clay

v

Core

Recovery

v

v

SOIL GRAIN SIZE

U.S

.

STANDARD SIEVE

6"

3"

3/4"

4

10

40

200

B

OULDERS

COBBLES

GRAVEL

SAND

SILT

CLAY

COARSE

FINE

COARSE

MEDIUM

FINE

152

76.2

19

.

1

4.76

2.00

0.420

0.074

0.002

SOIL GRAIN SIZE IN

MILLIMETERS

DENSITY OF GRANULAR SOILS(

2,3

l

STRENGTH OF COHESIVE SOILS(

1

l

Undrained

Shear Strength,

Consistency

Kips Per Sg

Ft

Descriptive

*Relative

T

erm

Density,%

Very

Soft....

..............................................

less than

0.25

Very

L

oose..

...............................................

less than

15

Soft...

.........................................................

0.25

to

0.50

Loose...

...........................................................

15

to 35

Firm.

..........................................................

0.50

to

1.00

Medium Dense.

................................................

35

to

65

Stiff........

....................................................

1.00

to

2.00

Dense..

...........................................................

65

to

85

Very Stiff...

.................................................

2.00

to

4

.0

0

Very Dense

............................................

greater than

85

*Estimated from sampler driving record

Hard.

....................................................

greater than

4.00

SOIL STRUCTURE(

1

l

Slickensided..

........................

Having planes of weakness that

appear

slick and glossy. The degree

of slickensidedness

depends

upon the

spacing

of slickensides and the ease of breaking along these planes.

Fissured.............

...................

Containing shrinkage

or relief

cracks,

often filled with fine sand

or silt,

usually more or

less

vertical.

Pocket....

..............................

Inclusion of material

of

different texture

t

hat is smaller than

the

diameter of the

sample.

Parting.

.................................

Inclusion less than 1/8 inch thick extending through the sample.

Seam.......

.............................

Inclusion 1/8 inch to

3 inches

thick extending through the sample.

L

ayer.

...................................

Inclusion

g

r

eater than

3

i

n

ches thick extending through the sample.

Laminated.........

....................

Soi

l

sample composed

of alternating partings

or

seams

of

different soil types

.

l

nterlayered......

.....................

Soil sample composed of alternating layers

of

different

soil

types

.

Intermixed....

.........................

Soil

sample

composed

of

pockets of different so

i

l types and layered or laminated

structure

is not

evident.

Calcareous

............................

REFERENCES:

(1)

ASTM D

2488

(2)

ASCE

Manual

56 (1976)

(3)

ASTM D

2049

Having appreciable quantities

of

carbonate.

I

nformation

on each boring

log

is a compi

l

ation of subsurface conditions and soil or rock

classifications obtained from the field as

well

as from

laboratory

testing of samp

l

es.

Strata

have been

i

n

te

r

preted

by

commonly accepted

procedures.

The stratum lines on the log may

be t

r

ansitiona

l

and

approximate in

nature.

Water level measurements

refer

on

l

y

to those observed

at

the times and

p

l

aces indicated in

the

text, and may

vary

with time, geologic

condition

or construction activ

i

ty.

I

-

@

Report No.

0201-6505

PLATE

2-2

---

+

l

!

+

~

~

+

•

•

•

C.INC. Si:

1

04

§

LI

NE

S::!103

>,.,._

§

0

,,

Report

No. 0201-6505

-

\~

--

----

"'

"'

"'

no

"'

"'

'"

no

no

no

no

no

'"

+

I

,

..

-+

"'

,

..

""

,

..

"'

-eLM

,

..

"'

"

'

""

"F

,

..

~

!!

~

!

~

§

-

-

-

'

"'

'"'

=

"'

'"'

"'

"'

'

"'

-

'"'

SPM #2

Anchor Leg #6

i

1

(J)

.

.....

'

"

"

"

...

,,.

"'

...

"'

"

'

SPM#2

PLET

...

~

l!

~

'

"

~

0

-+

--

f+

+

e

-i---

=

'"'

'"'

=

.,.,

,

..

..,

-

Offshore

Terminal

=

'"'

ll

l!

~

~

~

§

""

"

"

-

'"

""

""

..

""

..

"

"

........

SPM#1 Anchor Leg #2

@

-t

""

""'

""'

~

.........

ll

...

'"'

-

+

'

"

~

""

'"

.

--

~~

@

SPM #1 PLET

-

""

'"'

...

'

"'

""'

..,

'"'

..,

l!

ij

l

I

+

+

..

"'

........

"'

"'

...

l!

~

!

~

'"'

'"'

'"'

~.

'"'

'

"'

'

"'

'

"'

--

!!

"

'--

~

"'

"'

~

""

"'

11,

,.

'"

;

~

~;

•

•

"'

•

MAP OF

SOIL BORINGS

AND SUBBOTTOM

PROFILE LINES

Texas Offshore Port System

Block

A

-

59, Galveston Area

t

""'

!I

....

§

-

=

f+

A

"'

.

no

no

"'+

'"

7!

1)

'"

,

..

'+

ll

!!

~

"'

'"'

""

""

'

"

.......

~

~

~

+

+

"'

'

"'

"'

..,

ll

~

~

'

"

,

..

""

..

+

'"'

..,

..,

""'

ll

~

~

+

.........

ll

!!

~

-

-

'"'

'

"'

+

..ll

'

"

""~

..

~

•

"'

PLATE

2-3

---

-------

3.2 SPM #1 ANCHOR LEG #2 LOCATION

3

.

2.1

I

ntroduction

The

field

investigation

at the location

designated

as

SPM #1

ANCHOR

LEG #2 was

performed

on

July

4, 2008. So

i

l sampling was performed

to

131-ft penetration at

Te

xas

South Central Zone Coordinates

X

=

3,257,200

ft

and

Y

=

236,056

ft

.

The measured

water

depth ranged from

122

to 123 ft.

3.2

.

2 Soil

Stratigraphy

The

soil stratigraphy

disclosed by the

field and laboratory investigations is presented on

the

boring

log,

Plate 3

-

12.

The

soil stratigraphy

is

based

on

the

classification

of soil samples

recovered from the

boring and observations made during

drill

in

g operations

.

A

generalized summary

of the major

soil strata is

tabulated below.

Penetration, ft

Stratum

From

To

Description

0

2

Very

so

ft

sandy

silty

clay

II

2

15

M

edi

um

dense fine sand

111

15

30

L

oose sandy silt to silty

fine sand

interlayered with

sa

ndy

silty clay

IV

30

131

Firm

to very stiff clay

Detail

ed

soil

descriptions that

include

textural

variations and

inclu

s

ion

s

are

noted on

the

boring log.

A key to the terms and symbols

used

on

the boring

log is present

ed

on Pl

a

te

2-2

.

The Roman

numera

l

repre

senti

n

g

each

stratum

is also shown on the

boring

log and on

rele

vant

p

la

t

es.

The

variation in soil

stratigraphy across

this

site

is indicated

in

a

comparison (integration) of the

geophysical

and geotechnical

soil information

presented

on

Plate

3-13.

3.2

.

2.1 Interpretation of Soi

l

Propert

i

es

The

shear strength and

submerged unit weight profiles

shown on

Plates 3

-

14 and

3-15,

respectively,

best represent

the assemb

l

ed test

results

plotted on

the

boring log.

These

profiles

were used

in the

engineering

analyses

.

3

.

2.3

Pile Design

I

nformation

The pile

design

information

developed for this study includes ult

i

mate axial capacities, axial

load-

pile movemen

t

data

,

and

lateral

soil

resistance-pile def

l

ection

(p-y)

characteristics.

The analyt

ic

al

methods

used to

develop

this information are presented briefly

in

Section 2.5 and

in more det

a

il

in

Appendix B

.

3

.

2.3

.

1 Axial Pile Design

U

l

timate Axia

l

Capacity. The

unit skin

friction

and

unit

end

bearing va

l

ues

plotted on Plates

3-16

and 3-17,

respectively

,

was calculated using

th

e

AP! RP 2A methods described

in Appendix

B. These

values were

used to calculate

the ultimate axial compressive and

tens

i

l

e capacities

for 42-in

.-dia

meter pipe

piles, driven

to

final penetration at the boring location

.

Capacity

curves

for dr

iv

en

pipe piles

(conductors,

caissons

and

foundation

piles) are presented on Plate

3-18.

API

RP 2A

recommends

that

pile penetr

a

tions be se

l

ected using appropriate factors

of

safety

or

pi

l

e

resistance

factors

.

These factors are discussed

in

Section

2.5.1 of

this report.

Report No.

020

1-

6505

-

fln

-

3-4

-------

---

Axial Load Transfer Data.

Axial

load-pile

movement analyses are usually performed using a

computer solution based on methods developed by Reese (1964) or Matlock, et

al. (1976)

.

Plates

3

-

19 and

3-20 present the

results

as side

load-side

movement (t-z) and tip load-tip movement (Q-z) data

for

42-in.-

diameter driven

pip

e

piles

,

respectively. The

Q-z data should be used for foundation piles and neglected for

caissons and conductor design

.

In developing the axial

load

transfer data in the cohesive soils, a post-peak

adhesion ratio of 0.90 was utilized

.

3.2.3.2 Lateral Pile Design Data

The soil resistance-pile deflection (p-y) characteristics of the soils at

the

boring

location

were

developed for individual 42-in.-diameter driven pipe

piles.

These data may

be used

in lateral load

analyses

of driven piles, conductors and caissons.

The

p-y data for cyclic

loading

were developed

to

100-ft

penetration using procedures that have been outlined

in API

RP 2A and briefly explained in Appendix B.

The stratigraphy and parameters used to develop

the

p-y data are presented on Plate 3-21

.

The

p-y data

for 42-in.-diameter driven pipe piles are presented on

Plate

3-22.

P-y

values presented at 100-ft penetration

may be used for lateral load analyses at greater depths.

I

Report No. 0201-6505

-

f&

---

3-5

---

I

@

;:o

(I)

"O

0

~

z

!=>

0

N

.....

0

0)

u,

u,

0

~

Q)

~

....

0

-

0

i:;:=

<ll

Q)

if)

~

0

Q)

[l)

c

:;::::;

0

....

<ll

+-'

Q)

c

Q)

0..

lJ

m

~

'f

.....

N

ru

0

10

20

30

40

5

0

60

70

80

90

10

0

110

120

130

140

150

160

1

7

0

180

1

9

0

200

Checkea t:ly:

urawn By:

-.

.

,t..,.(

Date

:

uate

:

1

/ll;ov

A

pproved B

y

:

Date:

X

=

3,2

5

7

,

2

0

0'

I

DEN

TI

FICAT

I

ON TES

T

S

,

[%]

Y= 236,056'

BLO

W

20

4

0

6

0

8

0

U

N

DR

AI

N

E

D SH

E

AR STRENG

T

H

CO

U

NT

[kst]

Te

x

a

s

South Cent

r

a

l

Zone Coordinat

e

s

SUBMERGED UNIT W

E

I

G

HT

,

[k

c

f]

S

E

A

FL

OOR AT EL.

-

123

'

0.03

0

.

0

4

0

.

05

0.06

0

.

5

1.0

1.5

2.0

I

~

c..l

VERY SOFT O

LI

VE GRAY SAN

D

Y SI

LT

~

WOH

-L~

§

(

O

AS

I

I

C

L

AY

MED

I

UM DENSE OLIVE GRAY

FI

N

E

SAND

15

•

•

D

0

.

:

I

1

Note

:

See PLA

T

E 3-

1

2

b for deta

il

ed soi

l

I

25

•

•

D

II

.:

:::

-

..

•

stratigraph

y

to

4

0

-

11 penetratio

n

.

1

5

-

-

-

~

10

<

.

1

115

.

0'l

15

•

•

0

L

OOS

E

O

LI

V

E

GRAY SAN

D

Y S

IL

T TO

6

II

.

D

S

ILT

Y FIN

E

SAND

I

NTERLAYERED W

ITH

SAND

Y

SI

LT

Y C

L

AY

8

-

-

-

D

1

...

- -

-

111

1

:-

:

-:

20

..

..

6

0

..

•

•

...

..

..

..

.

_

.

I

1

3

0

.

0

'

\

7

-

-

r,

A

A

~

.

F

I

RM TO VERY ST

I

FF OLIVE GRAY CLAY

.

-

~

T

6

-+--

_

_

_

..

_

--

D

~

~

30

I

7

•

n

{)

,t,i

....

-

-

y

40

I

-

w

i

th sa

n

d p

o

ckets

,

43' to 78'

5

~

-

w

i

t

h

sand partin

g

s

,

43

'

to 6

8

'

-+-

_

__

..Jl

••

_Q_

+

0

•

-

w

i

th sand

s

ea

m

s a

t

44'

I

-with

a

fe

w

shell fragm

e

nt

s

,

48' t

o

55

'

8

-•

n

(>

-~

,..

1--

-

y

T

50

I

-

with g

as

bli

s

ters

.

53

'

to 60

'

P

US

H

+-

-.-an

<>

...

•

-

--

....

I

P

USH

•

n

{)

~

~

..

-

.._

y

60

•

P

US

H

+-

--

---

....O

+

I

•

-

wi

t

h a fe

w

shell fragmen

t

s

a

t 67'

P

US

H

-+-

-

___

_

_.

.

-_q.

<>

.

~

•

1--

70

I

-w

i

th

m

any sa

n

d partings, 76'

t

o 97'

PUSH

•

[j§l

£:,.

,v

•

•

80

ii

-wit

h

many sand poc

k

ets

,

8

7' t

o

97'

PU

S

H

D

<>

...

-

l

ean at 87'

1

0

+--

-

-

-

.-4

k

1•

~

1--

~

~

90

....

-

0

0

i.::

ro

•

12

,.

0

0

...

•

Q)

(f)

-

~

100

~

0

<ii

en

I

-

w

it

h

a

f

ew s

i

l

t

pockets, 106

'

t

o 13

1

'

PU

S

H

I~~~

(j)

'

.

DD

IA

....

-

c

:.;:::;

0

11

0

ro

+-'

....

Q)

(2

.

64

,

1

6

.

5)~

c

Q)

•

-with

a

few shell fragm

en

t

s

, 116

'

to

1

31

'

P

US

H

--

-'It

-

0

*

®

+-

---+-

0..

-

,

~

~

~

I

«~~

,

-A

120

-

I

--------

_____0~

PU

S

H

~

~-

>--

"=G

--

---

....____

~

--

---

~

~

~

-+----

-

130

-

140

-

1

50

-

16

0

-

170

-

180

1--

1

90

SAM

P

LING

T

ECHN

I

QUES

CLAS

SI

F

IC

AT

I

O

N TESTS

STRENGTH

T

ESTS

200

Number

o

f b

lo

w

s

of a 175

-l

b w

ei

ght

(

hamm

e

r

) d

r

o

p

pe

d a

p

p

roxim

a

t

el

y 5

ft

t

o

prod

u

ce a

...

S

OLU

B

I

LITY

IN HC

L,

[

%

]

® POCKET

PE

NET

R

OM

ETE

R

(P

P)

maximu

m

o

f

24 in.

o

f

p

e

ne

tra

tio

n o

f a

2.25

-

in

.-

OO,

2.

125

-

in

.

-

lD

thin-

wa

lled tub

e

•

P

E

R

C

E

N

T

P

ASS

I

NG

-

200

S

I

EVE,

[

%

)

$

TO

RV

AN

E (TV)

s

a

mp

le

r

.

"

PU

SH

" deno

te

s

a

3.0

0-

in

.

-

O

D

,

2

.

8

3

-

i

n

.

-

l

D thi

n-wal

led tube sa

mp

ler was

•

W

ATE

R CONTENT

(W)

,

[%

]

<l> REMOTE

V

ANE

(

R

V)

a

d

v

a

n

c

e

d

24

i

n

.

with the we

ig

ht

o

f t

he

drill s

tri

ng

. 'WO

H" d

e

n

o

t

es a

2

.

50

-i

n

.-

OD,

D

S

UBMERGE

D UN

IT

W

E

IG

HT

(

S

UW)

•

MI

NIA

T

U

RE V

A

NE (M

V)

(~ RE

S

I

DUAL (

MV

r

es

)

V

A

L

U

E

)

2

.1

25

-

i

n.

-

l

D

l

i

n

er

s

am

plerwas

a

d

v

an

ced

24 i

n

.

wit

h

the w

e

i

g

ht o

f

t

he ham

m

er

.

A

UNC

O

NS

O

LI

DA

T

E

D

UND

RA

I

NED TRIA

X

IA

L

(

UU

)

PLA

S

T

IC LIM

IT

(P

L

)

LIQ

U

I

D LIM

I

T

(L

L)

+--------

---

---

--

------

+

(Open s

ym

bo

l

s

indicat

e

r

e

m

olde

d

(

r

)

tes

ts)

LOG OF BOR

I

NG AND TEST RES

UL

TS

T

e

xas Off

s

hore

P

ort System, SPM #1 Ancho

r

Leg #2

B

l

ock A

-

59,

G

a

l

veston Area

---

I

@

:::0

(1)

"O

0

;::i.

z

?

0

N

.....

0

&,

u,

0

u,

!;:;'

Q)

~

..:

0

0

t;::

co

Q)

Cl)

3

0

Q)

co

c

0

~

a>

c

~

Q)

a..

0

X

=

3,257

,

200'

Y

=

236,056'

:

hecke

Approved

By:

Texas

South Centra

l

Zone

Coordinates

SEAFLOOR AT EL. -

123'

I

~

lJ

VERY SOFT OLIVE GRAY

SANDY

~

SILTYCLAY

.....

l -with

shell

fraaments

BLOW

COUNT

WOH

15

IDENTIFICAT

I

ON TESTS,[%]

20

40

60

80

'

SUBMERGED

UNIT

WEIGHT,

[kcf]

0

.

03

0.04

0.05

0.06

+--

a

By:

1i

--

,

UNDRAINED

SHEAR

STRENGTH

[ksf]

0

.

2

0.4

0.6

0.8

.('-.

I

I

-

5~

...

1

MEDIUM DENSE OLIVE

GRAY

FINE SAND

-w

ith

a

few

shell

fragments

and

mica, 3' to

10'

-

-

-

10

15

20

.....

1

-with

a few clay

seams

at

7'

II

...

•

••

.

.

-with

a

few

clay pockets

at 9'

...

1

-w

ith

shell

fragments at

13'

I.

.ll

~.

L-

~-

Ill

115.0')

•

LOOSE

OLIVE

GRAY SANDY SILT TO

SILTY

FINE

SAND INTERLAYERED WITH

SANDY SilTY CLAY

-with

a few shell fragments to

20'

-with a

few clay pockets to 16'

-with clay pockets and

shell fragme

nts

at

24'

25

15

15

6

6

•

•

D

•

•

D

..

•

D

D

--

-

D

25

L-

30

,____

.t

t..

130

.0')

FIRM TO VERY STIFF

OLIVE

GRAY

CLAY

-with

a few shell fragments,

33'

to

40'

-with sand

pockets and part

i

ngs

and a

few

sand

7

.-

-

D

6

seams at 34'

,

35

1-W

I

•

.....

40

I

-w

ith

many sand pockets and partings at 39

'

7

•

0

,b

I.A.

~

'--~~~~~~~~~~--~~~~~.._~~---41-~---4~

....~~-19.-.~~~

....

~~~.-.~~---11-~~~

.....

~~~.;;;;;;~~~'--~---------~~---1

SAMPLING TECHNIQUES

Number

of blows of a

175-lb weight

(hamme

r

) dropped approximately

5 ft to produce a

maximum

of

24 in.

of

penetration

of a 2.25-in

.

-OD, 2.125-in.-lD thin-walled tube

sampler.

"

PUSH" denotes

a

3.00-in.-OD,

2.83-in

.-

l

D thin-walled tube sampler

was

advanced

24

in. with

the weight of the

drtll

strtng

.

'WOH"

denotes a 2

.

50-in

.-O

D,

2.125~n.-lD liner sampler was

advanced

24

in.

with the

weight

of the hammer.

CLASSIFICATION TESTS

STRENGT

H

TESTS

-

T

SOLUBILITY

IN

HCL,

[%]

®

POCKET

PENETROMETER (PP)

•

PERCENT

PASSING .200 S

IE

VE,

[%]

$

TORVANE

(TV)

e

WATER CONTENT

CW)

,

[%]

<!>

REMOTE VANE (RV)

D

SUBMERGED UN

I

T

WEIGHT (SU\N)

+

MINIATURE VANE (MV) (~

RESIDUAL

(MVres)

VALUE)

A

UNCONSOLIDATED

UNDRAIN

E

D

TR

I

AXIAL (UU)

PLASTIC

LIMI

T

(PL)

LIQUID LIMIT

(LL)

+----------------------+

(O

pen

sy

m

bo

l

s

indicate

remolded

(r)

tests)

LOG

OF

BORING

AND

TEST RESULTS

Texas

Offshore Port System, SPM #1 Anchor

Leg

#2

.

Block A-59, Galveston Area

0

5

10

15

20

25

30

35

40

!;:;'

Q)

~

....

-

0

0

t;::

co

Q)

(/)

ca

Q)

~

c

.Q

-

~

Q)

c

Q)

a..

---

s

Offset:

~

~

~

0

.1

0

0.1

1

D.!2

Y

'

~

Ol.OEl!.1T¥

Jtf

fiCJ.., i"r.l

•

FERCeN

TP

ASSING.'.!00$15.VE.r~t

•

w;.,

t

cR

cct

n.Et-.'T

rn

:

.

r{J

Cl SU:'M~e£0 UfltTWElC!HT

($!,¥.

\')

+-----------

Pi.AST

i

CL!M

ir(

?t

}

----------

L.IG~CUM

ft

iU..J

.+

(D

Report No. 0201-6505

-~9----

STRENGTH

T

ESTS

'

~

POCKET fa'HC.TROMETiR

(!11)

'{, 'i'ORVAffi (TV)

•

~

Ri:tJOTE. ....ANE

f

P.\J)

+

t.1!NtAT

U

RE

\)J...~E

(MVj

t&

rii:!.IDUAI..

l

l.l\'t

,,u}

;,~DC

}

A UNCONSOL!OA.j;O

~

JNC-?,A:N~C

lll/AIC

~

l-.l

{

UiJ)

~TION"TUTS,.[11,j

:::::.11-

~

--'r-~-~'i-

~-i'--

~--'r-

~

----t1

SUBhD'Cil:D

UNrt

lltOQKf

.

l"d)

-

•

•

+

----

-+

-4

.....

+

---.

0

•

0

0

0

0

0

.... ----- ---+

c

.......

•

0

0

..

•

0

••

0

••

•

.....

GEOPHYSICAL

AND

GEOTECHNICAL INTEGRATION

Te

x

as Offshore Port S

ys

tem

,

SPM

#1 Anchor

Leg

#2

Block A-59, Gal

v

eston

Area

•

18500

Portion

of

Subbottom Profiler

Line

2003

N

.050

.060

.Q70

.080

.

0

90

.10

0

.

1

10

.120

PLA

T

E 3-13

---

1

3

N

0

.

0

I

-

.

0

(fa

~

Cl

I

i

2

0

I

;..:.

ID

§

!!!

Cl

I

4

0

~

........

Q)

~

1--

0

0

..::::

ro

60

Q)

Cl)

3::

0

Q)

Ill

c

8

0

0

:.::;

.....

I-

Q)

ro

c

Q)

a..

1

00

lli

]~

~~

Clo

"'

~

Cl

.hl

..

Cl

~

12

0

~

t

&

;..:.

;..:.

ID

ID

'O

"

QI

~

>

0

e

1

4

0

.,

a.

.c a.

(.)

<>::

Repo

rt

No

.

0201-6505

-

@

-

S

h

ear Stre

ng

t

h

Pro

fil

e,

[k

sf]

0

.

5

1.0

1

.

5

2

.

0

2.5

------

5°, N

q

= 2

0

.

0,

fm

x

= 1.7 ksf,

q

max

100 ksf

II

--

-

--

-

-- -

--

-

clay pro

fil

e

4>

= 20°,

6

= 15°, f

m

= 1

.

0 ksf (see no

e2)

I

ll

\

-

\

-

-

- ---

N

otes:

1. Roman numerals refer to

t

he

st

r

atig

r

ap

h

y as

described

in the text and on the bor

i

ng

l

og.

2

.

Clay p

r

ofile

in this layer is used for end

bearing compu

t

ation

.

-

-

---

-----

- -

----

-----

DES

I

GN STRENGTH PARAMETERS

Texas

O

ffs

hore

P

o

rt Syste

m

, SPM #

1

Anch

o

r Leg #2

Block A

-

59, Ga

l

vest

on

Area

P

LATE 3-14

---

Submerged Un

i

t Weight, [kcf]

0.00

0

0.02

0

.

04

0.06

0

.

08

0.10

~

I

I

~

I

O

J

~

I

:.::::;'

Q)

~

.....

~

0

0

20

40

'§

60

Q)

(J)

3:

0

Q)

Q'.l

5

80

:.::::;

......

ctl

-

Q)

c

Q)

a..

100

120

140

----

,____

___

---L

~---

_ __j_ _

_

II

-

--

-

+------

---

----

Ill

----

----

-

'

-

------

----

I

Note

:

Roman numerals refer to the stratigraphy as

described in th

e

text and

on

the boring

log

.

l

\

)

IV

I

.,_ _____

------

____

\__

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

DES

I

GN SUBMERGED UNIT WEIGHT

Texas Offshore Port System, SPM

#1 Anchor Leg #2

B

l

ock A

-

59, Galveston Area

I

Report No. 0201-6

5

05

-

@

--

PLATE 3-15

---

I

tP

_e_

-

~

'tP

.;

iii

0

I

~

I

t

~

I

0

I-

~~

--;;;--

~~

M

"'

~

0

0

J

t

~

l's:.

;.:.

m

>,

m

.,,

-0

(I)

Q)

>

.><

e

u

Q)

0.

.c

a.

(.)

<(

~

Q)

Q)

..,._.

.......

L..-

0

0

..::

ctl

Q)

CJ)

;:

0

co

Q)

c:

0

:.:::::

ctl

.....

L..

Q)

c:

Q)

a..

Un

i

t Skin Friction,

[ksf]

0.0

0.5

1.0

1.5

2

.

0

2.5

o~

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

-

-.

Notes:

1.

Roman

nur11e

r

als refer to

the

stratigraphy as

described

in

the text and on the

boring log

.

2

.

Tension

and

compression curves co

i

ncide.

II

Ill

140----

----------

--

....-.

--

----......i

------

--.......------

...

UNIT

SKIN FRICTION

API RP 2A (2000) Method

Texas

Offshore Port System, SPM

#1 Anchor

Leg #2

Block

A-59, Galveston Area

I

Report No

.

0201-6505

-@-

-

PLATE

3-16

---

I

,;/J

«::>

--

;s

!

'fJS

iii

1ii

0

l

~

!

t

c:

~

0

[

-

~

Q)

~

.._;-

I

0

0

q::

ctl

Q)

(f)

3::

0

a3

Cl'.l

c

0

:.;::;

ctl

.....

'-

Q)

c

Q)

a..

d,

~~

~~

()<,

~

iii

~

0

1ii

0

"'

VI

..._

..j

Q

~

i

>,

;,:,

m

m

'C

'C

Q)

1.1

>

0

[

Q)

.c:

0.

(.)

<(

0

0

20

40

60

80

100

120

140

Unit

End Bearing,

[ksf]

5

10

15

20

II

'

------

Ill

--

-----

Notes:

1.

Roman

numerals

refer

to

the stratigraphy as

described in

the text and

on the

boring

log.

2.

Dashed

l

ine

rep

resents

equivalent unit end

bearing avai

l

ab

l

e

from frictiona

l

res

istance

of

so

i

l plug

ins

i

de the

indica

t

ed

pile

size.

3

.

End

bearing component

is

neg

l

ected

f

or

caissons

and

conductors.

-----

------

-----

-----

UNIT

END

BEARING

API RP

2A

(2000) Method

Texas

Offshore Port System

,

SPM #1 Anchor Leg #2

Block

A-59, Galveston Area

!

-@

Report No

.

0201

-6505

___

25

PLATE

3-17

---

~

~

~

iii

.;

0

I

~

I

;,.:,

[D

0

~

l

1

-

!

~~

--

~~

6o

~

.;

iii

.;

iii

0

0

V)

~

l

~i

;,.:,

;,.:,

[D

[D

"O

"O

Q)

Q)

....-,

-

(1)

..._.

~

......

~

0

0

ii=

m

(1)

(/)

~

0

ai

co

c

:.;::::;

m

......

0

-

(1)

c

(1)

a..

U

l

t

i

mate Axial Capacity, [kips]

500

1000

1500

2000

Note:

Roman numerals

r

efer to the

stratigraphy as

described in

the

text

and

on the boring

l

og.

\

\

2500

II

Ill

e

.x

u

Q)

a.

.c a.

140._

________________________________........_______.

0

4:

ULTIMATE AXIAL CAPACITY

AP

I

RP

2A (2000) Method

42-in

.

-Diameter

Driven Pipe Piles

Texas Offshore Port System, SPM

#1 Anchor Leg #2

Block A-59, Ga

l

veston Area

I

Report

No. 0201-6505

-

@

---

PLATE

3-18

---

.S!

..

0

~

1~

~1

[

!

~

(

a,

"-\

~

>,

>,

m

m

"O

"O

.,

~

K

.,

u

s:

a.

u

<(

PENETRATION

BELOW

CURVE POINTS

MUDLINE

(fe

et)

1

2

3

4

5

0

.

0

t

0

.

00

0

.

00

0

.

00

0

.

00

0

.

00

z

0

.

00

0

.

07

0

.

13

0

.

24

0.34

1

.

0

t

0

.

00

0

.

03

0

.

04

0

.

06

0

.

08

z

0

.

00

0

.

07

0

.

13

0

.

24

0

.

34

2

.

0

t

0.00

0

.

03

0

.

05

0.08

0

.

09

z

0

.

00

0

.

07

0

.

13

0

.

24

0

.3

4

2.0

t

0

.

00

0

.

04

0

.

04

z

0.00

0

.

10

42

.

00

15

.

0

t

0

.

00

0

.

33

0

.

33

z

0.00

0

.

10

42.00

15

.

0

t

0.00

0

.

19

0

.

19

z

0

.

00

0

.

10

42

.

00

30

.

0

t

0

.

00

0.37

0

.

37

z

0

.

00

0.10

42

.

00

30

.

0

t

0

.

00

0

.

15

0.26

0.38

0.46

z

0

.

00

0

.

07

0.13

0

.

24

0.34

77.0

t

0

.

00

0

.

33

0.56

0

.

84

1

.

00

z

0

.0

0

0

.

07

0

.

13

0.24

0.34

89

.

0

t

0

.

00

0

.

38

0

.

63

0

.

95

1

.

14

z

0

.

00

0.07

0.13

0

.

24

0.34

97

.

0

t

0

.

00

0.41

0.69

1

.

03

1

.

24

z

0

.0

0

0

.

07

0

.

13

0

.

24

0

.

34

100

.

0

t

0.00

0.42

0

.

71

1.06

1.27

z

0

.

00

0.07

0.13

0

.

24

0.34

131

.

0

t

0

.

00

0

.

55

0

.

91

1.37

1.65

z

0

.

00

0.07

0.13

0.24

0

.

34

Notes

:

1

.

"t"

is

mobilized

soil-p

ile

adhesion, [ksf).

2.

"z"

is a

xi

a

l

pile d

i

splacement, [in

.

]

.

3. Data for

tension

and compression coincide.

AXIAL

LOAD TRANSFER DATA

(T-Z DATA)

API RP 2A (2000) Method

42-in.-Diameter Driven Pipe

Piles

6

0

.

00

0

.

42

0

.

08

0.42

0

.

10

0.42

0

.

5

1

0.42

1

.

11

0.42

1

.

27

0.42

1.37

0.42

1.41

0.42

1

.

83

0.42

I

Report No

.

0201-6505

-

l

'IP

Texas

Offshore

Port

System, SPM

#1

Anchor Leg

#2

Block A-59,

Galveston

Area

7

8

0

.

00

0

.

00

0

.

84

42

.

00

0.08

0

.

08

0

.

84

42

.

00

0.09

0

.09

0

.

84

42

.

00

0.46

0.46

0

.

84

4

2.00

1

.

00

1

.

00

0.84

42

.

00

1.14

1

.

14

0.84

42

.

00

1.24

1

.

24

0

.

84

42

.

00

1

.

27

1

.

27

0.84

42

.

00

1.65

1

.

65

0

.

84

42

.

00

PLATE

3

-

19

---

I

~

I

t

~

1

0

;.:.

;.:.

m

m

'O

'O

....

>

.><

0

0

a.

.c

QJ

c.

()

.,:

PENETRATION

BELOW

CURVE POINTS

MUDLINE

(feet)

1

2

3

4

5

6

30.0

Q

0

13

26

39

47

52

z

0.00

0.08

0

.

55

1.76

3

.

07

4

.

20

13

1

.0

Q

0

43

87

130

156

173

z

0.00

0

.

08

0.55

1.76

3.07

4.20

Notes: 1

.

"Q"

is mobilized end bearing capacity,

[kips]

.

2.

"

z"

is axial tip displacement,

[in

.].

AXIAL LOAD TRANSFER DATA

(Q-Z DATA)

API RP

2A (2000) Method

42-in.-Diameter Driven Pipe Piles

Texas Offshore Port System, SPM

#1 Anchor Leg

#2

Block A

-5

9, Galveston Area

Report No.

0201-6505

-r<.F6

-

-

7

52

42.00

173

42

.

00

PLATE 3-20

---

I

~

I

~

.

~

l

!

I

~

I

f

l

(

-

0

Local Scour

Loose sandy silt to silty fine sand

interlayered with sandy silty clay

Firm to ve stiff clay

Notes:

r

Penetration

o

~-----------~

2

'

---------

Scour to 5'

5'

-

-

-

-

-

-

-

-

-

k

=40

pci

15'

---------

k

=

10

pci

30'

---------

E

50

= 2.0 % at 30'

decreasing linearly to

E50 =1

.

0

% at

100'

100'

-

-

-

-

-

-

-

-

-

1. E:

50

is axial strain at half of peak deviator stress for cohesive soils.

2. Soil strength parameters are shown on Plate 3-14

.

3

.

Submerged unit weight profile is shown on Plate 3-15.

4.

k is the modulus of horizontal subgrade reaction for granular soils.

STRATIGRAPHY AND PARAMETERS FOR P-Y DATA

Texas Offshore Port System, SPM

#1 Anchor Leg #2

Block A-59, Galveston Area

_

(lJ!l

eport No

.

0201-6505

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

PLATE 3-21

---

0

~

I

~

1

i

~

r

!

l

0

PENETRATION

BELOW

MU DUNE

(feet)

1

0.0

p

0

y

0

.

00

5.0

p

0

y

0

.

00

9

.

0

p

0

y

0

.

00

12.0

p

0

y

0.00

15

.

0

p

0

y

0.00

15.0

p

0

y

0

.

00

19

.

0

p

0

y

0.00

23.0

p

0

y

0.00

30.0

p

0

y

0

.

00

30

.

0

p

0

y

0.00

100.0

p

0

(and below)

y

0

.

00

Notes: 1

.

"p" is so

i

l resistance, [lb/in.].

2

.

'Y'

is lateral deflection, [in.]

.

CURVE POINTS

2

3

4

5

0

42.00

0

42

.

00

164

273

361

454

0

.

06

0.11

0.15

0.23

404

674

890

1119

0.08

0.15

0.22

0

.3

2

745

1242

1640

2062

0

.

11

0

.

19

0

.

28

0.42

329

549

724

911

0.19

0

.

34

0.49

0

.

74

499

831

1097

1380

0.23

0.40

0.58

0

.

8.7

690

1150

1518

1909

.

0.26

0.46

0.66

0

.

99

1098

1830

2415

3038

0.31

0

.

56

0

.

81

1

.

21

236

362

535

787

0

.

06

0

.

21

0

.

63

2

.

10

618

948

1401

2061

0.03

0.10

0.31

1.05

P-Y DATA

(CYCLIC LOADING)

API RP

2A (2000) Method

42-in

.

-Diameter Driven Pipe Piles

6

519

0.35

1281

0.50

2360

0.64

1042

1.13

1579

1

.

34

2185

1

.

53

3477

1

.

86

1134

6.30

2967

3

.

15

Texas Offshore Port System, SPM #1 Anchor Leg #2

Block A

-

59, Galveston Area

!

Report No

.

0201-6505

-

@

--

7

8

541

547

0.51

42

.

00

1334

1348

0

.

72

42

.

00

2459

2484

0

.

93

42

.

00

1086

1097

1

.

64

42

.

00

1646

1662

1.93

42.00

2277

2300

2.21

42.00

3623

3660

2.69

42.00

1134

42.00

2967

42.00

PLATE

3-22

---

!

~

Date

1

~

July 4, 2008

ts-'

l

l

~

f

~

~

l

~

~

~

~

'i

~

I

Report

No. 0201-6505

-

@

--

-

---

Time

From

T

o

Desc

ri

ption of Activities

****

0950

Arrive

in Block A-59, Galveston Area, SPM #1

Anchor Leg #2 location onboard the vesse

l

RIV

Seaprobe.

0950

1200

Wait on weather. (Seas: 6 ft, Winds:

45

mph

gusts.)

****

1130

Conduct pre-sh

i

ft safety meeting.

1200

1340

Set 4-pt anchor spread.

****

1245

Conduct task change safety meeting.

1

340

1400

Rig up to drill and

samp

l

e.

****

1400

Estimate water depth

of 118 ft with vessel's echo

sounder and 122

ft using wireline techn

i

que.

1400

1420

R

un

sca

n

ning sonar

1420

1440

Run drill pipe to mudline

.

****

1440

Measure water depth of 123 ft with the bottom

sensor/p

i

pe ta

ll

y and 122.3 ft

with

pressu

r

e

transducer.

1440

2130

Dr

il

l and sample. Boring te

r

minated at 131-ft

penetration

.

2

1

30

2200

Pu

ll

drill p

i

pe above mudline and reposition vessel.

****

2200

Measure supplemental water depth o

f

122

ft

w

i

th

the bottom sensor/pipe tally and 120.5 ft with

pressure transducer

.

2200

2225

Pu

ll

dri

ll

pipe to deck and secure equipment for

trave

l.

2225

2340

Pu

ll

anchors.

2340

****

Depart

l

ocation.

.

SUMMARY OF FIELD OPERATIONS

Texas Offshore Port Sys

t

em, SPM

#1

Anchor Leg #2

Block A-59, Ga

l

veston Area

PLATE

A-2

---

I

@

:;o

(1)

"O

0

;:i.

z

?

0

IV

.....

0

6,

01

0

u,

Checked By:

;ftJ

Approved By: ~-.

Summary of Test Results

Date

:

'//5-/oJ-

Date:

ihh

Job No

.

:

Bo

ring:

Block

:

A

rea

:

Identification Tests

S

trengt

h

E

s

timate

Miniatu

r

e V

a

ne Tests

Passing

(ksf)

(ksf)

Li

quid

P

l

astic

Moisture

Submerged

No

.

S•mp

l

e

D

e

pth

Liquidity

Limit

limit

Content

Unit Weigh

t

20

0

No

.

(ft)

I

n

dex

(

%

)

(

'!.

)

r/,)

(pcf)

Sieve

Penet

r

ometer

Torvane

Undisturbed

Remolded

Residual

1

0.30

2

0.80

58

0

.

24

3

1.30

28

58

24

0.25

0

.1

7

3

1.30

27

0.07

3

1.30

2

.

01

22

18

26

4

5.00

23

58

5

5

8

.

00

22

58

5

6

10.00

24

49

16

7

14

.

00

25

6

1

4

8

15

.

50

46

56

20

9

19

.

00

56

1

0

20

.

00

33

52

10

20.00

1.46

25

18

29

11

24.00

59

12

25

.

00

35

66

13

29.00

14

29.50

36

52

15

30.00

0

.

09

15

30.00

4.7

5

23

1

9

39

57

0.42

0.42

16

34

.

00

0.60

17

3

4

.

50

42

51

18

35.00

.

93

43

13

41

0.40

0.46

NOT

ES

:

TY

PE

O

FTE

S

T

TY

PE

O

F F

AILUR

E

U

- Unconfined Com

pr

es

s

ion

A- Bulge

UU- U

n

conso

lid

a

t

e

d-

Und

r

ai

n

ed Triaxia

l

B

-

Sing

l

e Shear Plane

CU

-

Co

n

solidated-Undrained Triaxial

C - Mu

l

tiple Shear Pla

n

e

D

-

Vertical F

r

act

ur

e

Drawn By:

f"'=

c'

I

Date:

'7/S-

IP.S

0201

-6

505-1

05-Se

p

-2008

0fer. #5)

Texas Offsho

r

e Port System

.

SPM

#1 Anchor Leg #2

A-59

Galves

t

on

Compressi

o

n Tests

Moisture

Confining

Undi

s

turbed

Remolded

t,o

Submerged

F:ailunt

Type

Content

Pressure

Strength

St~ngth

Strain

Unit Weight

Strai

n

T

y

p

e

of

Test

,

~.

,

(psi)

(ksf)

(ks!)

('!.

)

(pcf)

(

'

!.

)

Failure

u

u

33

120

0.47

2.4

51

14

A

Plus Sig

n

s [+

]

de

n

ote tests w

h

ich exceeded the

ca

p

aci

t

y

of the meas

ur

ing device

.

NP= Non Plas

t

ic Material

---

I

@

:;o

CD

't:l

0

::1-

z

~

0

N

0

-

Cl)

01

0

01

Checke

d B

y: J'9{,J

A

p

proved By:

~

....

Summary of Test Results

Da

t

e:

9/s-;'cJJY

Da

t

e:

~

#;'/-

J

ob N

o

.

:

B

o

rin

g

:

Bl

o

ck

:

A

r

ea

:

Id

enti

fic

ation Te

s

ts

S

trength

Es

tim

a

te

Min

i

ature

Va

ne

T

es

ts

Passing

(ksf)

(ksf)

Liquid

Plasti

c

Moisture

Submerged

No.

Sample

Depth

Liquidity

Limit

Li

m

it

C

ontent

U

nit Weight

200

N

o.

(II)

I

n

dex

('/,)

(%

)

('

/,

)

(pcf)

S

i

eve

Pe

n

etrome

t

er

Torva

n

e

U

n

disturbed

Remolded

Residual

1

9

39.00

0.48

20

39

.

50

2

0

39.50

0

.

20

21

40.00

1.07

36

14

37

0.70

0.71

22

44

.

00

0.98

23

44

.

50

37

0

.

27

23

44

.

50

46

5

0

2

4

45

.

00

.67

63

15

47

0

.

94

1.

1

4

25

49.00

1

.00

2

6

49

.

50

26

49

.

50

0.31

27

50.00

.60

59

15

41

0.94

1.37

28

54

.0

0

1.00

29

54

.

50

4

1

45

29

54.50

48

0.26

3

0

55.00

.77

55

15

46

1.00

1.42

31

59

.

00

1

.

30

32

59.50

0.32

3

2

59.50

3

3

60.00

.

5

8

67

1

6

45

1.30

1.

53

34

63

.

50

45

35

64.00

4

6

1

.

98

NOTE

S:

TY

P

E

OF

TE

S

T

TYP

E

O

F

FAI

L

U

RE

U

-

U

n

co

nfin

ed Compression

A

- Bul

ge

UU

-

Uncons

o

lidat

e

d

-U

ndrai

n

ed T

r

iaxial

B

-

Si

n

g

l

e Shea

r Pl

ane

CU- Co

n

solidated

-

Undrained

T

riaxial

C - M

ult

iple Shea

r

Pla

n

e

D

- Ve

rt

ical

F

rac

t

ure

Dr

aw

n B

y:

"'1(;,,.,,

.,,/

Date:

q/:,

/t:JF

0201-6505-1

0

5

-Se

p

-

2

0

0

8

0/er. #5)

T

exas Offshore Port Syste

m

, S

P

M #

1

A

n

chor

L

eg #2

A-59

Ga

l

v

e

ston

Co

m

p

ression Tests

Moisture

Confining

Undisb.lrbed

Remo1ded

e,.

Submerge

d

Fai

l

ure

T

ype

Content

P

ressure

Strength

Strength

Stra

in

Unit Weight

Strai

n

T

ype

of

T

est

(

'

!,)

(psi

)

(ks!)

(ksf)

(

Y,J

(

p

ct)

(

'/,)

Failure

uu

37

120

0.42

2.3

47

17

A

uu

43

120

0.86

2.0

47

7

A

uu

46

120

0.50

1.8

46

12

A

uu

42

120

0.90

0.5

4

6

3

AC

uu

46

1

1

9

1.

00

1.

2

48

4

c

I

P

lus Sig

n

s [+]

d

e

no

te tests

w

hi

c

h

exceeded the

capac

it

y

of t

h

e

m

easuring dev

i

ce.

N

P

=

Non Plast

i

c Mate

ri

a

l

~

if

I

---

J-

0.