Block A-59
Galveston Area

ENTERPRISE FIELD SERVICES, LLC
DIGITAL COPY

Appendix B contains discussions of ana

ytical

procedures used

our

engineering analyses. Appendix C

contains a positioning

report

Fugro

Chance,

nc.,

Lafayette, Louisiana

•

For the purposes

of discussion and presentation, "driven pipe

pile"

used

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

through 6, 2008,

from the

Seaprobe.

The

soil

cond

itio

ns were

determined

by performing

four exploratory borings

two at each

SPM location with

one

boring

selected

anchor

eg location, and one

boring

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

the boring locations ranged from 123 to 125

ft. A chronological summary

field

operations

presented

Appendix

2.2.1

Exploratory Borings

FMMG

personnel

drilled

the

borings with a

OMX

drill

rig

positioned over

the

centerwell of

the

Seaprobe.

The

vesse

was anchored at

the

boring

location by

a 4-point mooring system.

Soil

conditions at

the

site were

exp

lored

drilling

a group

of four soil borings

to 131-ft

penetration below the

seafloor. The

final

coordinates for the boring

locations

are presented

Table 2-1. A plan of borings within

Block A-59,

the

Galveston Area is presented on

Plate

2-1.

Fugro

Chance,

Inc.,

Lafayette, Louisiana

conducted surveying utilizing STARFIX and

DGPS,

and

performed

a 360-degree scanning sonar survey.

The

positioning report, prepared by

Fugro

Chance,

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

Table 2-1:

Final

Boring Coordinates

(Texas South Central Zone Coordinates)

Fugro

Chance

Proposed

Boring

Final Boring

Boring

Coordinates

Designation

Core 3

3,258,627

X = 3,258,640

Y =

236,494.60 ft

Y = 236,466

Core

X = 3,257,224.19 ft

X = 3,257,200

Y = 236,057.66

236,056 ft

Core4

3,265,632.42

3,265,647

240,337.08 ft

Y = 240,318

Core

X = 3,266,735.50

3,266,

758 ft

241,308.73

241,331

Boring

Termination

Depth (ft)

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

68-ft

penetration,

and at 10-ft intervals

thereafter to the final boring

depth at the

SPM

ANCHOR LEG #2

and SPM #2

PLET locations

Sampling

intervals

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

the SPM #2 ANCHOR

LEG

ocation

was

completed as

follows

3-ft intervals

20-ft

penetration,

5-ft

. 02

_ _

2-2

------

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

the final boring depth.

The drilling and

sampling techniques used to complete this boring are

exp

lain

detail in Appendix

Two

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

vestigation

only, and are not corrected for tidal or other

riati

ons

. If

utilized for other purposes, the

water depth

measurement

should

be adjusted

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

123

0720 hours on

July

2008

July

5, 2008

SPM

#1 ANCHOR

123

1440 hours

122

2200

hours on

LEG #2

July

4, 2008

July 4, 2008

SPM

#2 PLET

125

1135 hours

125

1650 hours on

July

2008

July

5, 2008

SPM #2 ANCHOR

124

0220 hours

124

0655 hours on

LEG

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

the

foundation soils

During the field operation,

all samples were extruded from the sampler and classified

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

additional density tests, unconsolidated-undrained triaxial

comp

ression

tests, and miniature

vane

tests, were performed.

A description of relevant

lab

ora

tory

procedures

provided in Appendix A.

The strength

and

classification test results are presented graphically

on the Logs of Boring and Test Results in Section

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

are presented

in Appendix

2.3

GENERAL SOIL CONDITIONS

2.3.1

Soil Stratigraphy

The soil

strat

graphy

at each of the boring locations

disclosed

by the field and

laborat

ory

investigations

presented

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

samples

recovered from

the

boring and observations

ade

during drilling operations. Detailed soil descriptions, for

each location, that include

extural

variations and inclusions are noted

on the respective

boring

log

Report No. 0201-6505

2-3

....

Cl Cl

,; a.

'-' <t

3,2

56,40

3,261,400ft

3,266,400ft

247,000 ft

Block

-5

Galveston

Area

242,000 ft

.,,.,.

........

Offshore Terminal

•

237,000

SPM

PLET \

SPM

Anch

Leg

1,470 ft/

.....

232,000 ft

Projection:

Texas

South Central

Zone

Coordinates

PLAN OF

BORINGS

SPM~Anchor Leg #6

.,,.,.

........

SPM

PLET \

1,470ft~

.....

Texas Offshore Port System

Block

A-59,

Galveston Area

i,i

1ii

\"::'

TERMS AND

SYMBOLS

USED ON

BORING

LOG

SOIL TYPES

SAMPLER TYPES

[!Sand

mSilt

~Clay

~Gravel

~Debr

~Liae,

~Th;,.

~'" su,

...

Walled

Test

Tube

!ill

Silty

msandy

Sandy

~Peat or

VI,

Coral

Sand

Silt

High

Organic

~Clayey

mClayey

mSilty

~p;,100

Rock

iShell

~Rock

~No

Sand

Silt

Clay

Core

Recovery

SOIL GRAIN SIZE

U.S

STANDARD SIEVE

3/4"

200

OULDERS

COBBLES

GRAVEL

SAND

SILT

CLAY

COARSE

FINE

COARSE

MEDIUM

FINE

152

76.2

4.76

2.00

0.420

0.074

0.002

SOIL GRAIN SIZE IN

MILLIMETERS

DENSITY OF GRANULAR SOILS(

2,3

STRENGTH OF COHESIVE SOILS(

Undrained

Shear Strength,

Consistency

Kips Per Sg

Descriptive

*Relative

erm

Density,%

Very

Soft....

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

less than

0.25

Very

oose..

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

less than

Soft...

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

0.25

0.50

Loose...

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

to 35

Firm.

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

0.50

1.00

Medium Dense.

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

Stiff........

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

1.00

2.00

Dense..

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

Very Stiff...

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

2.00

Very Dense

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

greater than

*Estimated from sampler driving record

Hard.

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

greater than

4.00

SOIL STRUCTURE(

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

different texture

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.

ayer.

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

Inclusion

eater than

ches thick extending through the sample.

Laminated.........

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

Soi

sample composed

of alternating partings

seams

different soil types

nterlayered......

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

Soil sample composed of alternating layers

different

soil

types

Intermixed....

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

Soil

sample

composed

pockets of different so

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

carbonate.

nformation

on each boring

log

is a compi

ation of subsurface conditions and soil or rock

classifications obtained from the field as

well

as from

laboratory

testing of samp

es.

Strata

have been

preted

commonly accepted

procedures.

The stratum lines on the log may

be t

ansitiona

and

approximate in

nature.

Water level measurements

refer

to those observed

the times and

aces indicated in

the

text, and may

vary

with time, geologic

condition

or construction activ

ty.

Report No.

0201-6505

PLATE

2-2

•

C.INC. Si:

S::!103

>,.,._

Report

No. 0201-6505

----

-eLM

'"'

SPM #2

Anchor Leg #6

(J)

.....

...

,,.

...

SPM#2

PLET

...

-i---

'"'

.,.,

..,

Offshore

Terminal

'"'

........

SPM#1 Anchor Leg #2

-t

""'

.........

...

'"'

SPM #1 PLET

'"'

...

""'

..,

'"'

..,

........

...

'"'

'--

11,

;

•

MAP OF

SOIL BORINGS

AND SUBBOTTOM

PROFILE LINES

Texas Offshore Port System

Block

59, Galveston Area

""'

....

"'+

'"'

.......

..,

'"'

..,

""'

.........

'"'

..ll

""~

•

PLATE

2-3

3.4 SPM #2 ANCHOR LEG #6 LOCATION

3.4.1

Introduction

The field investigation at

the location

designated as SPM #2 ANCHOR

LEG

was

performed on

July 5 and

2008. Soil sampling was performed to 131-ft penetration at Texas South Central Zone

Coordinates

::: 3,266,758

and Y ::: 241,331 ft. The measured water depth was 124 ft.

3.4.2

Soil Stratigraphy

The

soi

stratigraphy disclosed by

the

field and laboratory investigations is presented on the boring

log,

late 3-34.

The

soil

stratigraphy is based on the classification

of soil samples recovered from the

boring and observations made during drilling operations. A generalized summary

of the major soil strata is

tabulated

below

Penetration, ft

Stratum

From

Description

Soft to firm clay

Medium dense fine

sand

Ill

Firm to

stiff

ean

clay

131

Stiff

clay

Detailed soil descriptions

that

clude

textural

variations and inclusions are

noted on the boring

log.

key

to the terms and symbols used on the boring log

presented

Plate 2-2. The Roman numeral

representing each stratum

is a

shown on the boring

g and

on relevant plates. The variation in soil

stratigraphy across this

site

is indicated in a

comparison (integ

ion)

of the geophysical

and

geotechnical

il inform

ation presented on

Plate

3-35.

3.4.2.1

Interpretation

of Soil Properties

The shear

streng

and

submerged

unit weight profiles shown on Plates

3-36

and 3-37,

respectively, best represent the assembled test results plotted

the boring log. These

profi

were used

in the engineering

analyses.

3.4.3

Pile Design Information

The

pile design information developed for this study

inc

ludes

ultimate axial capacities, axial load-

pile movement data, and lateral soil resistance-pile deflection (p-y) characteristics. The analytical methods

used to develop this information

are

presented briefly

in Section 2.5 and in more detail in Appendix B.

3.4.3.1 Axial Pile Design

Ultimate Axial Capacity.

The unit skin friction and unit

end

bearing values plotted on Plates 3-38

and

3-39, respectively,

was

calculated using the API RP

2A methods described in Appendix B. These

values

used to

calcu

lat

ultimate axial compressive and tensile capacities for 42-in.-diameter pipe

piles, driven to final penetration at the boring location. Capacity curves for driven pipe piles (conductors,

caissons,

anchor

and foundation piles) are presented on Plate

3-40

API RP 2A recommends that pile penetrations be

selected

using appropriate factors

of safety or

pile resistance factors. These factors are discussed

Section

2.5.1 of this

report.

. 0

01-

_ -

3-10

Axial Load

Transfer

Data

Axial

load

pil

movemen

analyses are usually

performed using

computer solution

based on methods

developed by Reese (1964)

or Matlock, et al. (1976).

tes

3-41 and

3-42

present

the

results

as side

load-side movem

(t-z) and tip

load-tip

movement (Q-z) data for

42-

diameter driven

pipe

piles,

respectively.

The

Q-z

data

should be

used

for foundation

piles

and

neglected for

caissons and conductor

design.

developing the axial load

transfer data in the

cohesive soils, a

post-peak

adhesion

ratio

of 0

was utilized.

3.4.3.2

Lateral

Pile

Design Data

The

soil

resistanc

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

were developed

to 100

penetration

using procedures that

have been

outlined

in API RP

2A and

briefly

explained in

Appendi

The

stratigraphy and parameters

used to develop

the p-y

data

are presented

Plate 3-43.

The p-y

data

for 42-in.-diameter driven

pipe

piles are presented on

Plate

3-44.

P-y

values

presented

100-ft

penetration

may be

used

for lateral load

analyses at greater

depths.

_ _

3-11

CheCl\t:u oy.

frv

Approved By:

.?J.ft..-

X =

3,266,758'

IDENTIFICATION

TESTS,

[%]

241,331'

BLOW

UNDRAI

ED SHEAR STRENGTH

::u

COUNT

[ksf]

Texas.South Cen

e Coo

nates

SUBMERGED

UNIT WEIGHT,

[

kcf]

;::i.

SEA

OOR AT EL

0.04

0.05

0.06

0.5

2.0

SOFT

RM GRAY C

WOH

+--

>----e-1

Q:i

•

"-)

WOH

+--

Note:

See PLATE

3-34b

for deta

soil

WOH

•

<ft~~

stratig

phy

o 40-ft

enetration

,_.

___

----

_..,.

V<)

>----

D-

---

--+

(17.0

[

•

...

ii'>

MED

ENSE GRAY FINE SAND

...

•

Note:

Non

plast

c material I

...

(28.0'l

•

FIR

O ST

FF GRAY

EAN C

...

PUSH

-tff,.

•

PUSH

'1>

h an

2S odor, sa

d pockets

and a few s

ell

PUSH

--'+

.~.

fragme

ts at 44'

PUSH

..__

...

wit

a few shell fragments below 53'

PUS

-with silt pockets, pa

rti

ngs, and

seams

..._+

!:::.

fiJ;,.

-with a

silt

pockets and

rti

ngs

58'

PUSH

<.-

....

(63

0')

TIFF

GRAY CLAY

PUSH

-.t

+ O[

!:::.

$,t,.

-w

gas b

isters and a few sil

pockets an

rti

ngs to 65

-expansive, with a

gray bands, 73' to 85

PUSH

-with

many silt pockets, partings,

and

seams at 74

••

•

1--

gas bliste

PUSH

....._

--+

.........

..__-

..::

(/)

1--

-platy,

y sil

t p

ockets, partings

and seams,

PUSH

and a few

igh

ay bands at 9

•

.....:-

,.:=

(/)

<ii

:;:::;

'--

0..

-wit

gas blis

s be

ow 103

1(2.52

104.5

).\.~

ayer at 104

PUSH

-I

-'8-

-C:::

-----

•

-with

few

pockets,

115

125'

PUSH

•

.....

~$$(~

100

:;:::;

'--

0..

-mott

th brown, wit

calca

odules

at 1

120

own,

ottled

wit

ay,

23'

130'

PUSH

with a few sil

seams at

124

___.._

!:::.

'ii

h a few ca

eous

odules at 129'

1--

-b~d expansive a

t 1

____{)

PUSH

---

,___

---

,------

- t----

---

----+

130

140

150

160

1--

160

170

180

190

200

SAMPLING

IQUES

CLASSIF

CATION TESTS

STR

NGTH TESTS

200

Number of

blows

ofa 175

weight (

amme

)

dropped approximate

produce a

SOLUB

ILITY

CL,

POCKET PENETROMETER

(PP)

maximum

of 24

of penetration of a

2.25

in.-OD,

2.125-in.-lD thin-walled tube

•

PERCENT PASSING -200

EVE,

(

TORVANE (TV}

sampler

"PUSH

denotes a

3.0

0-i

n.-OD, 2.83-in

-lD

thin-walled tube sample

was

•

WATER

CON

ENT

(:IV),

(

<l>

REMOTE

VANE

(RV)

advanced

24 in

with the

weight

of the drill string

"WOH"

denotes

a 2.50-in.

OD,

SUBMERGED

UNIT

GHT (SUW)

•

NIATURE VANE

(

MV) (~ RES

DUAL (MVres) VALUE)

2.125-in

-lD

iner

sampler

was

advanced 24

with

the

weight

of the

hammer.

UNCONSOLIDATED

UNDRAINED TRIAXI

(UU)

PLASTIC

T (PL)

D LIMIT

(LL)

----

--------

---

(Open symbols indica1e remolded (r) tests)

LOG OF BO

ING AND TE

Texas O

fshore Po

Sys

, SPM #2

nchor Leg #6

Block A

59, Ga

ves

L..-

ti=

C\l

(ll

0..

Chee

tf-W-

Approved

By:

# Co

-To,..,,

'if/

.,.._.

.../

~",

3,266,758'

241,331'

Texas

South Central

Zone Coordinates

SEAFLOOR

EL. -124'

BLOW

COUNT

IDENTIFICATION

TESTS,[%]

SUBMERGED

UNIT

WEIGHT,

•

UNDRA

SHEAR STRENGTH

[ksf]

0.2

0.4

0.6

0.8

<>~

•

O --~1

SOFT

FIRM

GRAY

CLAY

with many shell

fragments

mud

lin

~:..,

-lean to 9'

WOH

0.03

0.04

0.05

,..~

+-->---~.

-with

silt pockets to 8'

'//,

'./'

-with shell f

ragme

nts

at 1'

-with

a few shell fragments and

pockets

of organic

~::1'i~~~!~

at4.

$ ..

~-.....

-w

th shell

fragments at 10'

1~"'....,,.,,..,

....."""

-s

ndy

and lean, with

many

shells and shell

:~1

fragments below 16'

117

0'l

-silty.

with shell

fragments

to 19.

-with mica

below 19'

MEDIUM

DENSE GRAY FINE SAND

~.11

,7-;

..~--

t.l

ll~

-with

trace

of medium sand

and many

shell

fragments

at 24'

FIRM TO

STIFF GRAY LEAN CLAY

-with

few

shell

fragments

to 35'

-sandy

silty

clay

30'

-sandy at 33'

-lean

below

34'

-with

a few wood fragments at

34'

(28.0

)

WOH

PUSH

+-----

--.

•

+- _____

,..._y__

--+

------ ---------->--+

•

[

NP•

•

Note

NP - Non-plastic material

...•

.i>

40 ~.L.o::.4....J......~

~~~~~~~~~~__,J~~~l-~~..i.....~~-'-

~-'-~~......i.~~~i--~~..i.....~~....i...~~.......

~~-'-~~

......

SAMPLING

TECHNIQUES

CLASSIFICATION

TESTS

STRENGTH

TESTS

ber of blows of a

175-lb

weight (hammer) dropped approximately 5 fl to produce

SOLUB

LITY

IN HCL,

[%]

POCKET

PENETROMETER (PP)

max

um of 24

of penetration of a 2.25-in

OD, 2.125-in.-lD th

walled tube

•

PERCENT

PASSING -200 SIEVE,[%]

TORVANE (TV)

sampler.

"PUS

denotes a 3.00-in.-OD.

2.83-i

n.-lD

thin-walled

tube

sampler was

WATER CONTENT

(:N),

[%]

<l>

REMOTE

VANE

(RV)

advanced

in. Y<ilh

the weight of the

drill

string

"WOH" denotes a 2.50-in.-OD,

SUBMERGED

UNIT WEIGHT

(SUW)

+ MINIATURE VANE (MV) (~ RESIDUAL

(MVres)

VALUE)

2.125-in.-lD liner

sam

pler

was advanced 24 in. Y<ith the weight

the hammer.

& UNCONSOLIDATED UNDRA

NED TRIAXIAL (

)

PLASTIC LIMIT (PL)

LIQUID

LIMIT

(LL)

-------

---

---------+

LOG OF BORING AND TEST RESULTS

Texas Offshore Port System, SPM

#2 Anchor

Leg

Block

A-59,

Galveston Area

(Open

symbols

ndicale

remolded

(

tests)

L..

ti=

C\l

(!)

(/)

(!)

......

(!)

0..

Offset:

0.11

22000

,,_

i,~:

{

' .~

~\i!it{\:;

::::

CLASSI

ICATION

TEST

SOLUBIL

ITY lN HCl.

r,,j

•

?ERCENT

F~S

SING .200

EVE.

{l,

•

SU3

l\!A'7CR

ME:'<.GED

CONTeta

UNIT

~.}~

WEJ.3

(

!lU

PUS

UMIT

{

}

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

t10W

O LfM

(

(),""";

Report No. 0201-6505

-~21

_;__

POCht;T F:N:.mot\.i

ETi;R (P?~

'I'

RVAME

(TV

)

REMOTE

VANE

(

RV)

22500

NIATIJP.:

VAN?: (M\I)

lo&

P.aSIDUAl

(Ml/!"i VALUE

}

.&.

IJNCONSOL

PAT:;o

N:i0

7PJAX

(Ll"J..

lfFGAAYCU:

1'tl

blillnN1,-•fm'Ar.d

...

...,.....it.,INt.f'IFJ1.._71

.....,,aft~pd'0'.'"4-•14'

....

~o41111w.\,

l,,.-

p:.di,o,.11S''-12S'

..._

•11~

«.l.

11Cdtd1'tll~U:,11

1)11

...

....

_....tJ4'

..iti

•

'"~""'"-•12r

~~~!<l'.F-....JJ

-I'

....

-...#+

•

....

..-+

----

-40--

•

---+

...

•..

'...

GEOP

YSICAL AND GEOTECHNICAL INTEGRATION

Texas Offshore Port System, SPM #2 Anchor

eg #6

Block A-59

Galveston Area

Portion of Subbottom Profiler

Line

2013

.•

;

_,"\'.

-'.'1'.{

':~~

llJ!

;L1

.<'

}(

;

#'.

;

PLATE

3-35

.050

.060

.Q70

.080

.090

100

.110

.120

,.....,

.....

...:

c.:::

C\l

(/)

:;::;

.....

a..

~:{

)

z'1:

1ii

..,

;,<

(.)

0.0

100

120

140

Strengt

Profi

e, [ksf]

------

---

= 25°,

0°, Nq =

2.0, fm

= 1.4 ks

Qma

60 ksf

---

Ill

---

Note

Roman

numerals refer

o the

stratigraphy

des

ribe

d i

ext

and

the boring log

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

-----

DESIGN STRENGTH PARAMETERS

Texas Offshore Port System, SPM #2 Anchor

Leg

Block A

59, Galveston Area

Report

020

-6505

-----

2.5

PLATE

-36

--------

Submerged Unit Weight

[kcf]

0.00

0.02

0.04

0.08

0.10

!;j"

....

Ci=

(/)

:.;::::;

.....

a..

100

-tL.

120

;.:.

Cl)

140

Cl)

.c:

r--...

----

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

Nole

Roman numeral

fer

to the

stratigraphy as

described in

the

xt an

d on the

boring

og.

Ill

~---

-----

----

------

-~--

---

- -----

DESIGN

SUBMERGED

UNIT WEIGHT

Texas Offshore Port System, SPM #2 Anchor Leg #6

Block A

59, Galveston Area

Report

0201-6

PLATE

3-37

Unit

Skin Friction,

[ksf]

0.0

1.0

1.5

2.0

2.5

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

L...-

(J)

Ill

§ 80

--~~~

~--+-~

~~~-1-~--'I.---~--+~~~~~-+-~~~

:..:.

[l_

Notes:

1. Roman numera

s refer

to the

strat

gra

hy as

des

ribed in

the

text

and on

boring log

2. Tension and

compress

ion

urv

coincide.

140

._______....________________________________

Report

No.

0201-6505

I-

UNIT

SKIN FRICTION

API RP 2A (2000) Method

Texas Offshore Port System, SPM #2 Anchor

Leg

Block A-59, Galveston Area

PLATE 3-38

;

,.........

+-'

I...-

c;::

Cl)

:,i:j

I...

+-'

100

.£

120

[

;..:.

140

(.)

<I:

Report No

0201-6505

Ultimate Axial Capacity, [kips]

500

1000

1500

2000

2500

-----

---

------

Note: Roman num

rals refer to the strat

graphy as

esc

ribed in the text and on the boring

log.

-----

---

ULTIMATE AXIAL CAPACITY

API RP

2A (2000) Method

42-in.-Diameter Driven Pipe Piles

---

Ill

---

-----

Texas Offshore Port System, SPM #2 Anchor Leg #6

Block A-59, Galveston Area

PLATE 3-40

;;,

[

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

PENETRATION

BELOW

CURVE POINTS

MUDLINE

(feet)

0.0

0.00

0.07

0.34

1.0

0.06

0.09

0.11

0.00

0.07

0.13

0.34

8.0

0.00

0.17

0.20

0.00

0.07

0.13

0.24

0.34

0.00

0.07

0.12

0.18

0.22

0.13

0.24

0.34

14.0

0.14

0.22

0.26

0.00

0.07

0.13

0.00

0.16

0.29

0.13

0.24

0.34

17.0

0.22

0.00

0.10

28.0

0.00

0.42

0.00

0.10

28.0

0.14

0.36

0.43

0.00

0.07

0.13

0.24

0.34

63.0

0.00

0.28

0.46

0.70

0.83

0.00

O.D7

0.24

0.34

63.0

0.00

0.32

0.53

0.79

0.95

0.13

0.24

0.34

73.0

0.00

0.35

0.59

0.88

1.06

0.00

0.07

0.13

0.24

0.34

83.0

0.39

0.64

0.97

1.16

0.00

0.07

0.13

0.24

0.34

103.0

0.00

0.46

1.37

0.07

0.13

0.24

0.34

123.0

0.00

0.88

1.32

1.58

0.00

0.07

0.13

0.24

131.0

0.00

0.55

0.92

1.38

0.24

0.34

Notes:

"t"

mobilized soil-pile adhesion, [ksf].

"z"

axial pile displacement,

[in.]

Data for tension and compression coincide.

AXIAL LOAD TRANSFER DATA

(T-Z DATA)

API RP

2A (2000) Method

42-in.-Diameter Driven Pipe Piles

0.42

0.12

0.42

0.24

0.42

0.29

0.42

0.33

0.42

0.48

0.42

0.93

0.42

1.06

0.42

1.17

0.42

1.29

0.42

1.52

0.42

1.75

0.42

1.85

0.42

Report No.

0201-6505

Texas Offshore Port System, SPM #2 Anchor Leg #6

Block A-59, Galveston Area

0.00

0.84

0.11

0.84

42.00

0.20

42.00

0.22

0.84

0.26

0.84

0.29

42.00

0.43

0.84

42.00

0.83

0.84

42.00

0.95

42.00

.06

1.06

0.84

42.00

1.16

0.84

42.00

1.37

0.84

42.00

1.58

0.84

1.66

0.84

42.00

PLATE

-41

;.:.

IIl

;.:.

IIl

PENETRAT

BELOW

MUDLINE

(feet)

63.0

131

0.00

CURVE POINTS

0.08

110

122

0.08

1.76

4.20

130

156

173

0.08

1.76

C1)

Notes: 1.

"Q"

is mobilized

end bea

ing capacity

[kips]

2. "z"

axial

tip

displacement, [in.].

(.)

Report

No.

0201-6505

AL LOAD TRANSFER DATA

(Q-Z DATA)

API

2A (2000) Method

42-in.-Diameter Driven Pipe

Piles

Texas

Offshore Port System,

SPM #2 Anchor

Leg #6

lock

A-59, Galveston Area

122

42.00

173

42.00

PLATE

3-42

'be)

(

'fls

(

Seafloor~

Penetration

Soft tor

clay

Eso

2.0

17'

Medium dense

fine

sand

k =

20 pci

28'

at 28'

Firm to stiff lean clay

decreasing linearly to

= 1.0

at 63'

63' --

----

Stiff clay

1.0

100' -

Notes:

1. E

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

Soil strength parameters are shown on Plate 3-36.

Submerged unit

weight

profile is shown on Plate

3-37.

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

soils.

STRATIGRAPHY

AND PARAMETERS FOR P-Y DATA

Texas Offshore Port System, SPM #2 Anchor

Leg #6

Block A-59, Galveston Area

Report

No.

0201-6505

----.---___

PLATE

3-43

(

:ii

;:.

PENETRATION

BELOW

MUDLINE

(feet)

0.00

8.0

0.00

17.0

0.00

17.0

24.0

28.0

0.00

28.0

0.00

63.0

0.00

100.0

(and below)

0.00

Notes

1. "p" is soil resistance, [lb/in.]

"y''

is lateral deflection, [in.).

CURVE POINTS

119

175

0.06

0.21

0.63

2.10

117

173

254

0.06

0.21

102

156

231

340

0.06

0.63

143

219

323

475

0.21

164

252

372

548

0.06

0.21

0.63

2.10

484

806

1064

1338

0.12

0.47

976

1626

2146

2699

0.17

0.31

0.45

0.67

1329

2215

2924

3677

0.36

0.78

256

392

580

853

0.04

0.47

394

604

893

1313

0.31

512

785

1160

1706

0.10

0.31

1.05

662

1015

1500

2206

0.03

0.31

DATA

(CYCLIC LOADING)

API RP

2A (2000) Method

42-in.-Diameter Driven Pipe Piles

252

6.30

366

6.30

490

6.30

684

789

6.30

1531

3089

4209

1228

4.72

1890

3.15

2457

3.15

3177

Texas Offshore Port System, SPM #2 Anchor Leg #6

Block A-59, Galveston Area

--~________

31.50

42.00

159

42.00

367

42.00

503

31.50

42.00

1596

1612

1.05

42.00

3220

3252

1.49

4386

4431

42.00

1228

42.00

1890

42.00

2457

3177

PLATE

3-44

Date

July 5, 2008

[

July 6, 2008

,i.:,

Time

From

DescriQtion

of Activ

ties

****

1835

Arrive in

Block A-59, Galveston Area, SPM #2

Anchor Leg #6 location aboard the vessel

Seaprobe

1835

2300

Repair anchor

cable.

2300

2400

Set 4-pt anchors

0000

0055

Set 4-pt anchors

0055

0115

Rig up to drill and sample.

****

0115

Estimate water depth of 118 ft with vessel's echo

sounder and 122 ft using wireline technique

0115

0125

Perform scanning sonar survey

0125

0220

Run drill pipe to mudline.

****

0220

Measure water depth of 124 ft with the bottom

sensor/pipe tally and 122.0

ft with pressure

transducer.

0220

0630

Drill and sample. Boring terminated at 131-ft

penetration

0630

0655

Pull drill pipe above mudline and reposition

vessel.

****

0655

Measure supplemental water depth of 124 ft with

the bottom sensor/pipe tally and 123

0 ft with

pressure transducer.

0655

0725

Pull drill pipe to

deck and secure equipment for

travel.

0725

0855

Cleaning deck and equipment for departure.

0855

0955

Pull anchors.

0955

****

Depart location.

SUMMARY OF FIELD OPERATIONS

Texas Offshore Port System, SPM #2 Anchor Leg #6

Block A-59, Galveston Area

PLATE

A-4

Report N

0201-6505

---

(1)

"Cl

;:::i.

CJ)

CJ1

ecke

Date

Approved By

Date

Summary of Test

Resu

dentification Tests

Passing

Liqu

P~stle

Moistu

Subme

ged

No.

Samp

Depth

Liq

dity

Limit

Limi

Unit Weight

200

No.

(ft>

ndex

(%)

(%1

(pef)

Sieve

1.00

1.50

2.00

4.00

4.50

5.00

1.03

5.00

.00

.50

8.00

1.03

10.00

10.50

11.00

13.00

OTES

TYPE OFTEST

Unconfined

Compression

UU- U

conso

idated

Und

rain

Tria

Consolidated-Undrained

Triaxia

----

Drawn By

rr;,,,,,

Date:

115"?0

Job No

020

-6505-4

05-Sep-2008

0fer.

#5)

Boring

: Texas Offshore

Port

System, SPM

Anchor

Leg

Bloc

Area:

veston

Strength

stimate

Minia

re Vane T

sts

mpr

ession Tests

sf)

Moistur9

Confining

Undisturbed

Remolded

Submerged

Fail

Typo

Conte

Pressu

~ngth

Stn!:ngth

St~

Unit Weight

Str.liT'I

pe of

etrometer

Torvane

Undi

sturbed

Remo(ded

Res

dua

est

(

(psi)

(ksf>

(

)

(

pef)

1%1

Failure

0.40

0.43

0.14

0.10

.40

0.32

0.40

0.37

0.14

0.56

0.16

0.22

0.16

0.50

0.39

0.40

0.9

0.77

0.30

0.56

OF FAILURE

Plus

gns[+

]

denote tests

ch exceeded the

A-

Bulge

capacity

the measuring

device

Single

hea

ane

Multiple Shear

Plane

Non

ast

Materia

rtic

acture

;:o

(1)

;:i.

Checked By

!j-vt)

Approved By: ~,,

...

Date

Date:

Summary of Test Results

Identification Tests

Pus

iquid

Plastic

Moisture

Submerged

Sample

Depth

Liquidity

Limit

Content

Unit Weight

200

No.

{ft)

dex

('/,

)

(

'/,

)

('/,)

(pcO

Sieve

14.00

16.00

16.50

17.00

1.21

19.00

25.00

29.00

29.50

30.00

1.40

30.00

34.00

34.50

35.00

39.00

NOTES

TYPE OFTEST

Unconfined Compression

Unconsolidated-Undrained

Triaxia

CU- Consolidate

Undra

ined

Triaxia

Drawn

f(Q.-:.,"'

Date:

'f(_s-/oj

Job No.:

0201-6505-4

05-Sep-2008 (Ver.

#5)

Boring:

Texas Offshore

Port

System, SPM #2 Anchor

Leg

Block:

A-59

Area:

Galveston

Strength Estimate

Miniature

Vane Tests

Compression Tests

{ksf)

(ksf)

ture

nfining

Undisturbed

Remolded

&,o

Submerged

Fa11ure

Type

Content

Pressure

Strength

Strain

Unit Weight

Strain

Type of

Penetrometer

Torvane

Undisturbed

Remolded

Residual

Test

(

'/,

)

(psi)

(ksO

{ksl)

('/,)

(Pc0

(',.)

Failure

0.88

0.50

0.21

0.50

.33

0.78

0.68

3.4

0.64

0.25

0.85

TYPE OF

ILURE

Plu

ign

[+] denote

test

which exceeded the

A-

Bulge

capacity

the

measuring device.

B -

ingle

hear

Plane

- Multiple

Shear P

lan

Non Plastic Material

D -Vertical Fracture

;;o

;:a.

t1l

Checked

Date

Approved

Dat

Summary of Test Results

dentification

Tests

assi

Liquid

ast

Mois

ure

Submerged

No.

Sample

Depth

quidity

imi

Limit

Content

Unit

Weight

200

No.

(ft)

lnde.x

r.4

(

)

cf)

Sieve

.00

39.00

44.00

44.50

45.00

.70

49.00

49.50

50.00

.78

50.00

54.00

.50

54.50

59.00

59.50

.00

60.00

.67

64.00

.50

NOTE

TYPE

EST

Unconfined

Comp

ession

Unconsolidated-Undrained

Triaxia

U-

Consolidated

-Undr

ned

riax

ial

Job

No.:

Boring:

Block:

Area:

Strength E

stimate

Miniature Vane

Tests

(ksf)

sf)

Penetrom

ter

rvano

Und

turbed

Remolded

Residual

0.80

1.00

.92

1.10

1.00

1.50

.00

.05

.00

TYPE

FAILURE

lge

ingl

hear

lan

tip

Shear

Plane

D - Vert

ica

Fract

Drawn By

tf:,..,,

Date:

/<>I'

0201

6505-4

05-Sep-2008 (Ver

)

xas Offs

hore

Port System, SPM #2

Anc

hor

Leg #6

A-59

Galvesto

Compr

essio

n Test

Moi

ure

fining

distu

olde

Submerged

FaUUn!

Type

ntent

Pressure

trength

Streng

Strain

Weig

Stra

ype of

Test

(%)

(psi)

(ksf)

(%)

{pcl)

Failure

0.77

120

.23

0.6

121

0.8

s Sig

[+]

te tests

which

exceede

the

acity o

the

mea

suring

device

Non

last

c Mate

ial

;:i.

!='

c.n

cked By

l}vJ

Approved By

Date

9/51i>r

Date

.r,hA:

Job

No.:

Summary of Test Re

ults

Boring:

lock:

ea:

Identifica

ion

trength

timate

ini

atu

re V

e Tests

Passing

(ksf)

Liquid

Plastic

Moisture

Submerged

No.

Sample

Depth

Liquidity

Limit

Content

nit We

No.

(ft)

Index

l'M

l'-4)

(%)

(pcf)

Sieve

enetrometer

Torvane

Und

turbed

oldcd

Resid

ual

.06

74.00

1.70

74.50

75.00

.45

1.1

75.00

84.00

1.50

84.50

85.00

.49

1.50

1.55

1.59

1.50

94.50

95.00

1.50

1.68

104

104.50

104

105

.00

1.75

2.08

114

2.00

1.90

114.50

115.00

1.85

1.50

124

.50

TYPE OFTEST

TYPE OF FA

LURE

- Unconfi

Comp

ession

A- Bulge

UU- Unconsoli

ed-

Undra

iaxia

B - Sin

le Shear P

ane

CU-

Consolidated

Und

ained

iaxial

C - Multiple Shear

ane

ical

Fracture

'("

---

awn

"1(;,,..17

Date

'11s-lt1

0201-6505-4

Sep-20

0/er.

#5)

Texas Offshore

Port

System, SPM

Anchor

Leg #6

veston

mpr

essi

on T

ests

ure

Confin

ing

Undisturbed

Remolded

.,.

Submerged

Failur.

Type

Content

Pressure

Strengt

Streng

Stt'111n

Unit Weight

Strain

Type

Test

(

psi)

(ksf)

(ks!)

(

(pc!)

(

ure

120

1.77

0.6

119

0.61

120

2.52

120

1.35

120

1.54

us S

)

denote tests w

ich

excee

ed t

capacity

of the

measur

ng de

Non Plast

Material

...

Checked By:

Date:

Approved By

Date:

Summary of Test Results

S.tmple

Depth

LlquJ

d;ty

No.

(II)

Index

124.50

62 125.00

.48

63 130.00

130.50

131

NOTES:

Identification Tests

Passing

Liquid

Plastic

Mois1ure

Submerged

No.

Umlt

Ltmit

Content

Unit Weight

200

rJ.J

(%)

(

(pcf)

Sieve

TYPE OFTEST

U - Unconfined

Comp

ssion

UU- Unconsolidated

Undrained Triaxial

CU-

Consolidated-Undrained

Triaxial

Job

No.:

Boring:

Block:

Area

Strength Estimate

Miniature Vane Tests

(ksf)

Penetrom

ter

Torvane

1.25

1.60

2.00

1.95

(ksf)

Undisturbed

Remolded

TYPE OF FAILURE

A-

Bulge

Residual

Single Shear Plane

C -

Multip

e Shea

r Pl

ane

D - Vertical Fracture

...-----

Drawn

By:

rlohl

Date:

"l/S-/of

0201-6505-4

05-Sep-2008

(I/er.

#5)

xas

Offshore Port System,

SPM

#2 Anchor Leg #6

A-59

Galveston

Moistu~

Confining

TYJ1e

Content

Pressure

Test

(

(psi)

120

Compression

Tests

Undisturbed

Remolded

Submerged

Failure

Stre

gth

Strength

Stra

Unit

Weight

Sir.I

ypeol

(ksl)

(kslJ

(pcf)

(

)

Failure

Plus Signs

[+)

denote te

which

exceeded

the

capacity

of the measuring device.

Non

Plastic

Material

I\.)

()1

I-

(!)

Ill

(!)

ci5

I-

(.)

0:::

100

eked

Date:

---Y-1

s1C0

Approved

Date:

/1'/

U.S. STANDARD

SIZ

IN INCHES

U.S.

TAN

DARD SI

E NUMBERS

1 3/4

3/8

100

-j"--1

r--_

:-.......

1: ...

-r---

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