Block A-36Galveston Area

Appendix B contains discussions of analytical procedures used in our engineering analyses. Appendix C

contains a positioning report by Fugro Chance, Inc.,

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 June 26 through 28, 2008, from the RN

Seaprobe.

The

soil conditions were determined by performing four exploratory borings, two at each SPM location with one

boring at a selected anchor leg 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 110 to 113 It. A chronological summary of field

operations is presented

in Appendix A.

2.2.1

Exploratory Borings

FMMG personnel drilled the soil borings with a DMX drill rig positioned over the centerwell of the

Seaprobe.

The vessel was anchored at the boring location by a 4-point mooring system.

Soil

conditions

at the site were explored 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

BlockA-36, 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-#TAncnor

Leg

Table 2-1: Final Boring Coordinates

(Texas South Central Zone Coordinates)

Fugro Chance

Boring

Proposed Boring

Final Boring

Designation

Coordinates

Core 3

X = 3,276,605.26 ft

X = 3,276,615 ft

Y = 265,296.65 ft

Y = 265,270 ft

Core 1

X = 3,275,201.70 ft

X = 3,275,180 ft

Y = 264,859.70 ft

264,853 ft

Core 4

X = 3,283,609.94 ft

X = 3,283,617 ft

269,139.12 ft

Y = 269,118 ft

Core 2

X-=-3;284~7t3:02-ft-

-X-=-3;-284;-7-33-ft

Y = 270,110.77 ft

Y = 270,117 ft

Boring

Termination

Depth

(ft)

131

Samples were obtained through 5.0-in.-OD, 4.5-in.-IF 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 all the locations, except at the SPM #2 PLET location. Sampling

intervals at the SPM #2 PLET location was completed as follows: 3-ft intervals to 23-ft penetration, 5-ft

intervals to 71-ft penetration, and 10-ft intervals thereafter to the final boring depth. Additionally, a 5-ft

____

R_ep_o_rt_N_O._O_20_1_-6_50_1____________________________

2_~

____

shallow boring, designated as Core 4A by Fugro Chance, was drilled at the SPM #2 PLET location to allow

re-sampling. The drilling and sampling techniques used to complete these borings are explained

in detail in

Appendix A.

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

bit. The water depth measurements are tabulated in Table 2-2. These water depth measurements are

intended for the purpose

of the geotechnical investigation only, and are not corrected for tidal or other

variations.

If utilized for other purposes, the water depth measurement should be adjusted to account for

meteorological tide and datum corrections. The water depth measuring procedures are explained in detail

in Appendix A.

\ '

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

112

1630 hours on

113

2245 hours on

June 27,2008

June 27, 2008

SPM

#1 ANCHOR

113

2400 hours on

113

0605 hours

LEG #2

June 26, 2008

June 27, 2008

SPM#2 PLET

112

0250 hours

112

1030 hours

June 28, 2008

SPM #2 ANCHOR

110

1450 hours on

111

2105 hours on

LEG #6

June 28, 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

the soil technician or field engineer.

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

compression tests, and miniature vane tests, were performed.

A description

of relevant laboratory procedures is 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-analyses and stress-strain curves from triaxial compression tests

____--'a"re

___llresented in

AflP~e~n~d~ix~A~.

______________________________

2.3 GENERAL SOIL CONDITIONS

2.3.1

Soil Stratigraphy

The soil stratigraphy at each of the boring locations disclosed by the field and laboratory

investigation

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

I __

___

R_ep_o_rt_N_O_.O_2_01_-_65_0_1______________________________2_.3_____

(

11-

(~:

...

x =

3,274,000«

Y =

275,800

...

3,279,000ft

Block A-36

Galveston Area

...

3,284,000ft

Y =

270,800

SPM.!2,.Anchor Leg #6'"

.....

Offshore

•

Terminal

Y =

265,800

SPM #1 PLET \

SPM

#1 Anchclr Leg

#21

•

1,470f!,

....

Y =

260,800

.....

...

I SPM #2 PLET \

1,47~1

.... _-

...

---~-~------I---------~~----------------------------------------------I-----------

Ii!

15..

Projection: Texas South Central Zone Coordinates

__@

Report No.

0201-6501

PLAN OF BORINGS

Texas Offshore Port System, Offshore Terminal Location

BlockA-36, Galveston Area

PLATE

2-1

TERMS AND SYMBOLS USED ON BORING LOG

SOIL TYPES

SAMPLER TYPES

[]Sand

Sill

~Clay

~GraVel

~Debris

~Liner

~In

Silu

o:Iog

••

~Thin-

...

..•

Walled

Test

~coral

Tube

SillY

mSandY

~SandY

~peator

• Sand

. Sill

. Clay

Highly

Organic

[

Sand

~Clayey

mClayey

Silt

mSillY

Clay

Rock

~PiSlon

v.,.v

Shell

~ROCk

~NO

Core

Recovery

SOIL GRAIN SIZE

u.s. STANDARD SIEVE

314"

200

COBBLES

GRAVEL

SAND

SILT

COARSE

FINE

COARSE

MEDIUM

FINE

152

76.2

19.1

4.76

2.00

0.420

0.074

SOil GRAIN SIZE IN MILLIMETERS

STRENGTH OF COHESIVE SOILS(1)

Undrained

DENSITY OF GRANULAR SOILS

2•J

)

Consistency

Shear Strength,

Kips Per

89 Ft

Descriptive

*Relative

Term

Density,

Very Soft.................................................

less than 0.25

0.25100.50

Very Loose.................................................

less than 15

Soft............................................................

Loose................................ ,... .......................... 15 to 35

Firm................................................ ...........

0.5010 1.00

Medium Dense.................................................

351065

SliIL.........................................................

1.0010 2.00

Oense.............................................................

65 to 85

Very Sliff....................................................

2.00 to 4.00

Very Dense............................................

greater than

Hard..................................................",

greater than 4.00

*Estimated from sampler driving record

.Slickensided..........................

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

Pocket. .................................

Parting.......................

Seam....................................

Layer....................................

Laminated.............................

SOIL STRUCTURE(1)

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.

Containing shrinkage

or relief cracks, often filled with fine sand or

sil~

usually more or less vertical.

Inclusion

of material of different texture that is smaller than the diameter of the sample.

InclusiOr1less

tfian'1/8 'iilch-ftlick extenCing-tIlrough-too-sample: -----

InclUsion

1/8

inch to 3 inches thick extending through the sample.

Inclusion greater than 3 inches

thick extending through the sample.

Soil

sample composed of alternating partings or seams of different soil types.

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

Interlayered...........................

Soil sample composed of alternating layers of different soil types.

x..

' 0

.:;:-

Intermixed.............................

Soil sample composed of pockets of different soil 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.

Information on each boring log is a compilation

of subsurface conditions and soil or rock

classifications obtained from the field as well as from laboratory testing

of samples. Strata have been

interpreted

by commonly accepted procedures. The stratum lines on the log may be transitional and

approximate in nature.

Water level measurements refer only to those observed at the times and

places indicated in the text, and

may vary with

tim~,

geologic condition or construction activity.

Report No.

0201-6501

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

PLATE 2-2

Report No. 0201-6501

LINe

82212

»>

'.00

;;::

'00

.00

-<'","~UNeS22H

<i.e.<UHE

S22trJ

li!

!il:

•

SPM#2 Anchor Leg #6

, ,I,

::-+--+---'-------"'4------ll.....----+--..::..------t"---...c-----'----+---..::.-----

+,L.--<;i(,dINESlP:M

l"A;Sr

.. SPM#2 PLET

~~~~_~

____!_________

~~~--------JL--_t----l.....l.....---------~,,------------l--_t------!0---------4-2~~-

_u~s~~»~sr

.. SPM#1 PLET

•

SPM#1 Anchor Leg #2 ,

.•

MAP OF SOIL BORINGS AND SUBBOTTOM PROFILE LINES

Texas Offshore Port System

Block A-36, Galveston Area

....«

LINE .'5;,,'201

IJM~

$Z2Qt)

,..»

PLATE 2-3

-@-------------------------------------------------------------------------------

SITE SPECIFIC SOIL AND PILE DESIGN INFORMATION

3.1 SPM #1 PLET LOCATION

3.1.1

Introduction

The field investigation at the location designated as SPM #1 PLET was performed on June 27 and

28,2008. Soil sampling was performed to 131-ft penetration at Texas South Central Zone Coordinates

3,276,615 ft and Y

265,270 ft. The measured water depth ranged from 112 to 113 ft.

3.1.2

Soil Stratigraphy

The soil stratigraphy disclosed by the field and laboratory investigations is presented

on the boring

log, Plate 3-1. 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

Very soft lean clay

Loose to medium dense sandy silt to silt

with sand

III

Firm lean clay

Medium dense silt to silty fine sand

131

Firm to very stiff clay

Detailed soil descriptions that include textural variations and inclusions are noted on the boring log.

A key to the terms and symbols used on the boring

log is presented on Plate 2-2. The Roman numeral

representing each stratum is also shown

on the boring log and on relevant plates. The variation in soil

stratigraphy across this site

is indicated in a comparison (integration) of the geophysical and geotechnical

soil information presented

on Plate 3-2.

3.1.2.1 Interpretation

of Soil Properties

The shear strength and submerged unit weight profiles shown

on Plates 3-3 and 3-4, respectively,

best represent the assembled test results plotted

on the boring log.

These profiles were used in the

engineering analyses.

3.1.3

Pile Design Information

The pile design information developed for this study includes 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.

3.1.3.1 Axial Pile Design

Ultimate Axial Capacity. The unit skin friction and unit end bearing values plotted

on Plates 3-5

and 3-6, respectively were calculated using the API RP 2A methods described in Appendix B. These values

were used

to calculate the ultimate axial compressive and tensile capacities for 24-in.-diameter pipe piles,

[ ___

_____

R_ep_o_rt_N_O_.O_2_0_1-_65_0_1___________________________________________________________3_.1_______

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

caissons, anchor and foundation piles) are presented

on Plate 3-7.

API

RP 2A recommends that pile penetrations be selected using appropriate factors of safety or

pile resistance factors. These factors are discussed

in Section 2.5.1 of this report.

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 3-8 and

3-9 presents the results

as side load-side movement (t-z) and tip load-tip movement (Q-z) data for 24-in.-

diameter driven pipe piles, respectively. The presented 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.

3.1.3.2 Lateral Pile Design Data

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

developed for individual 24-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 3-10. The p-y data

for 24-in.-diameter driven pipe piles are presented on Plate 3-11. P-y values presented at 100-ft penetration

may

be used for lateral load analyses at greater depths.

3.1.4

Seafloor Bearing Capacity

Ultimate bearing capacity equations for the near-surface soils were taken from a design method

developed by Skempton (1951) based

on undisturbed shear strength. The following equations can be used

to determine the ultimate bearing capacity for horizontal tubular members and' mud mats resting on the

seafloor:

1000

for tubular members and

(1000)(1 + 0.2 B/L)

for mud mats for B

50 ft

where:

ultimate bearing capacity, psf;

width of mud mat, ft; and

length of mud mat, ft.

For horizontal tubular members penetrating less than one radius, the projected area at the mud line

should be used to calculate the ultimate bearing capacity of the members. For members penetrating one

radius or more, the diameter should

be used. For triangular-shaped mud mats, B should be taken as 75

percent

of the least altitude and L should be taken as the longest side.

API

RP 2A recommends that appropriate factors of safety be applied to the capacity values. These

factors are discussed

in Section 2.6.1 of this report.

I __

_____

Re_p_o_rt_N_O_.O_2_01_-_65_0_1___________________________________________________________3_-2______

D-'T:~

rr- - - - -,.

" -

Date,

f, W"I;.

3,276,615'

IDENTIFICATION TESTS,

[%1

Y =265,270'

BLOW

UNDRAINED SHEAR STRENGTH

COUNT

[ksij

Texas South Central Zone Coordinates

SUBMERGED UNIT WEIGHT, [kef]

-r-'~

<l>

<.n

SEAFLOOR AT EL. - 112'

0.03

0,04

0.05

0.06

0.2

0.'

0.6

0.8

VERY SOFT OLIVE GRAY LEAN CLAY

WOH.

-with many sand pockets and few shell fragments

+--

-----fl

[

102'

00'

-with sand and 511t pockets and a

few

silt seams

WOH

0+•

at 3'

+--

---..

•

15.0'

LOOSE TO MEDIUM DENSE GRAY SANDY

SILT

TO SILT WITH SAND

•

-greenish gray, with a few clay seams, S'

10'

•

...

-motUed with brownish yellow at 10'

'<if

...

-with mica and a few shell fragments at 13'

•

...

...:

'iii

(/)

'- :-:

-with a few clay pockets and shell fragments

II ..:

below 15'

•

...:

(/)

r---

<28.0't

FIRM OLIVE GRAY LEAN CLAY

I-

-with sand at 28'

;

-+e

•

.with many silt pockets to 35'

III

I-

...

•

-with many sand pockets and a few wood and snell

fragments and sand seams below 38'

....-.

SAMPLING TECHNIQUES

CLASSIFICATION TESTS

STRENGTH TESTS

Number ef blews ef a 175-lb weight (hammer) dropped approldmately 5 file produce a

.,.

SOLUBILITY IN HCL,

[%]

POCKET PENETROMETER (PP)

maximum ef24 In. of penetration of a 2.25-in.-OD, 2.125-in.-ID thin-walled lube

•

PERCENT PASSING -200 SIEVE, [%1

•

TORVANE (TV)

sampler. "PUSH" denotes a 3.00-ln.-OD, 2.83-in.-ID thin-walled tube sampler was

•

WATER CONTENT (W),

[%]

¢>

REMOTEVANE(RV)

advanced 24 in. with !he weight efthe drill string. "WOW denotes a 2.S0-ln.-OD,

SUBMERGED UNIT WEIGHT (SUW)

•

MINIATURE VANE (MV)

RESIDUAL (MVres) VALUE)

2.125-in._ID liner samplerwas advanced 24 in. with the weight of the hammer.

.&. UNCONSOLIDATED UNDRAINED TRIAXIAL (UU)

PLASTIC LIMIT (PL)

LIQUID LIMIT (ll)

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

(Open symbots indicate remolded (r) tests)

LOG OF BORING AND TEST RESULTS

Texas Offshore Port System, SPM #1 PLET

Block A-36, Galveston Area

---

._-

..:

<;::

III

(J)

:;:::;

iog~

.~~

;;

.ii-

•

0.0

0.5

Shear Strength Profile, [ksf]

1.0

1.5

2.0

~~-.-

1----

--_.-

1--_.-

---

$ =

20°.

5°. N

= B.a. !m.,.

1.0 kg!, qmax

akg!

2.5

---'-

r----

--_.-

1---'-

---.-

100

120

140

III

--_.-

I-L __

---.-

1----

---

$ =

25°,

0°, N

= 12.0, !m

= 1.4 kg!, qmax =

60 kg!

~--.-

----

--~-.-

~--.-

---

INote: Roman numerals refer to the stratigraPhY, as

described in the text and on the boring log.

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

___i_

-----

DESIGN STRENGTH PARAMETERS

Texas Offshore Port System, SPM

#1 PLET

Block A-36, Galveston Area

Report No. 0201.6501

PLATE

3.3

[

I-'~

"'"

..:

<;::::

«l

(J)

..Q

:::

:;:;

«l

J:l

(])

0...

Submerged Unit Weight, [kef]

000

008

010

100

120

140

f----------

--~

---

f----.-

---~

---

'-------

-----

Il!

r---'-

----

--- ---.--

---

Not.: Roman numerals refer to the straligraphy as

described in the text and on the boring log.

f------------~-

---'

---

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

--~-

------

DESIGN SUBMERGED UNIT WEIGHT

Texas Offshore Port System, SPM

PLET

Block A-36 , Galveston Area

[

_~_R-e-po-rt-N-0.-O-20-1--65-0-1~----------------------------------------

_____

TE_34

_____

I-~

.ii-

•

'iii

..:

'lij

C/)

Unit Skin Friction, [ksf]

0.0

0.5

1.0

1.5

2.0

2.5

O~----~------~-------r------~------'

-_._------_._--_.- --_.-

20~~*---~-------+--------Y-~--~~------~

-\->-.....\1- ------------. ---.-.-, - - --

III

40~~--~----~----~~--+---~

--_._-

._~.-

---.---~===--==- =~=

1------l__----l__-+-~l__----l__---__1

0..

100~------~-------+------~Y-------~------~

1. Roman numerals refer to the stratigraphy as

described in the text and on the boring log.

Notes:

120~_2._T_en_$iO_n_an_d~oo_m_pre_s_sio_n_cu_w_.s_oo~in_cid_._.---l--~.---l-----~

140

1---------------------- -------

UNIT SKIN FRICTION

API

2A (2000) Method

Texas Offshore Port System, SPM

#1 PLET

Block A-36, Galveston Area

PLATE 3-5

Report No. 0201.6501

._@-----------

[ r

[

•

$.~

.~i-

;;

1ii

[

£;

[

•

Unit End Bearing, [ksf]

..:

0::

C\l

100

120

140

-----

---

---.-

,----

'<',

f--

f----

1-------

---.-

,----

Notes:

1. Roman numerals refer to the stratigraphy as

described in the text and on the boring log.

2. Dashed line represents equivalent unit end

bearing available from frictional resistance

of soil plug inside the indicated pile size.

3. End bearing component is neglected for

caissons and conductors.

___L_

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

UNIT END BEARING

API RP 2A (2000) Method

---

III

---

-----

Texas Offshore Port System, SPM #1 PLET

Block A-36, Galveston Area

1 __

~_R_e_po_rt_N_O

___

02_0_1_-6_50_1____________________________________________________________P_LA

TE__

3-_6____

;;,

•

;;,

i....:-

iii

(j)

"iii

III

100

120

140

Ultimate Axial Capacity, [kips]

. 200

400

600

800

1000

,,--_.-

1----

--_.-

r---.~

_._-

Note: Roman numerals refer to the stratigraphy as

described in the

text

and on the boring log.

-- Compression for piles

Tension for piles, or tension and compression

: I

for caissons and conductors

f-"{ -.-.-

1----

---.-

r---.-

---

III

1----

---.-

r---.-

---

-..;~

1----

--_.-

r----

---

,"\

1------

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

------'

~---

-'-

ULTIMATE AXIAL CAPACITY

API RP 2A (2000) Method

24-in."Diameter Driven Pipe Piles

Texas Offshore Port System, SPM #1 PLET

Block A-36, Galveston Area

_~_R_e_po_rt_N_O._02~O~1-~65~01

_________________________________

~P_~

TE_3_-7___

[-~

;;

•

;:.

[

;;

.!i

•

PENETRATION

BELOW

CURVE POINTS

MUDLINE

(feel)

0.0

0.00

0.04

0.07

0.14

0.19

0.24

1.0

0.00

0.02

0.04

0.05

0.06

0.07

0.00

0.04

0.07

0.14

0.19

0.24

4.0

0.00

0.03

0.05

0.07

0.09

0.10

0.00

0.04

0.07

0.14

0.19

0.24

5.0

0.00

0.03

0.06

0.08

0.10

0.11

0.00

0.04

0.07

0.14

0.19

0.24

5.0

0.00

0.05

0.00

0.10

24.00

28.0

0.00

0.35

0.00

0.10

24.00

28.0

0.00

0.14

0.23

0.34

0.41

0.45

0.00

0.04

0.07

0.14

0.19

0.24

42.0

0.00

0.18

0.31

0.46

0.55

0.61

0.00

0.04

0.07

0.14

0.19

0.24

43.0

0.00

0.19

0.31

0.46

0.56

0.62

0.00

0.04

0.07

0.14.

0.19

0.24

43.0

0.00

0.73

0.00

0.10

24.00

56.0

0.00

0.94

0.00

0.10

24.00

56.0

0.00

0.29

0.48

0.72

0.87

0.96

0.00

0.04

0.07

0.14

0.19

0.24

88.0

0.00

0.40

0.67

1.00

1.20

1.33

0.00

0.04

0.07

0.14

0.19

0.24

119.0

0.00

0.50

0.84

1.25

1.50

1.67

0.00

0.04

0.07

0.14

0.19

0.24

131.0

0.00

0.54

0.90

1.35

1.63

1.81

0.00

0.04

0.07

0.14

0.19

0.24

Notes: 1. "t" is mobilized soil-pile adhesion, [ksf}.

liZ"

is axial pile displacement, [in.}.

3. Data for tension and compression coincide.

AXIAL LOAD TRANSFER DATA

(T-Z DATA)

API

2A (2000) Method

24-in.-Diameter Driven Pipe Piles

Texas Offshore Port System, SPM

#1 PLET

Block A-36, Galveston Area

0.00

0.48

24.00

0.06

0.48

24.00

0.09

0.48

24.00

0.10

0.48

24.00

0.41

0.48

24.00

0.55

0.48

24.00

0.56

0.48

24.00

0.87

0.48

24.00

1.20

0.48

24.00

1.50

0.48

24.00

1.63

0.48

24.00

Report No.

0201-6501

PLATE 3-8

-@--------------------------------

•

l'iti

"-.!

;;

•

PENETRATION

BELOW

CURVE POINTS

MUDLINE

(feet)

56.0

0.00

0.05

0.31

1.01

1.75

131.0

0.00

0.05

0.31

1.01

1.75

Notes: 1. "a" 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

24-in.-Diameter Driven Pipe Piles

Texas Offshore Port System, SPM

#1 PLET

Block A-36, Galveston Area

2.40

24.00

2.40

24.00

I __

~_R_e_po_rt_N_O_.0_20_1_-6_50_1

________________________________________________________

P_~_T_E_3_-9

___

Firm to very stiff clay

2.0 % at 56'

decreasing linearly to

=1.0

% at

100'

100' -

_@eport No. 0201-6501

Notes:

850

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

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

3. Submerged unit weight profile is shown on Plate 3-4.

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

STRATIGRAPHY AND PARAMETERS FOR P-Y DATA

Texas Offshore_Pol"! System, SPM #1

PLET

Block A-36, Galveston Area

PLATE

3-10

[

!'<i

;;

•

;;;

•

PENETRATION

BELOW

CURVE POINTS

MUDLINE

(feet)

0.0

0.00

0.03

0.12

0.36

1.20

3.60

2.0

0.00

0.03

0.12

0.36

1.20

3.60

5.0

132

0.00

0.03

0.12

0.36

1.20

3.60

5.0

107

123

0.00

0.07

0.12

0.17

0.26

0.39

7.0

116

154

193

221

0.00

0.09

0.15

0.22

0.33

0.51

11.0

157

261

345

434

496

0.00

0.12

0.22

0.31

0.47

0.72

15.0

276

460

608

764

875

0.00

0.16

0.28

0.41

0.61

0.94

19.0

422

703

928

1167

1336

0.00

0.19

0.34

0.49

0.73

1.13

28.0

631

1051

1388

1745

1998

0.00

0.19

0.34

0.50

0.74

1.15

28.0

113

173

255

375

540

0.00

0.03

0.12

0.36

1.20

3.60

43.0

140

214

316

465

670

0.00

0.03

0.12

0.36

1.20

3.60

43.0

1765

2941

3882

4882

5588

0.00

0.18

0.31

0.45

0.68

1.04

56.0

2269

3782

4992

6278

7186

0.00

0.17

0.31

0.45

0.67

1.03

56.0

259

397

587

863

1242

0.00

0.03

0.12

0.36

1.20

3.60

100.0

358

549

811

1192

1717

(and below)

0.00

0.02

0.06

0.18

0.60

1.80

Notes: 1.

"p"

is soil resistance, [Ib/in.].

"'I'

is lateral deflection, [in.].

P-YDATA

(CYCLIC LOADING)

API

2A (2000) Method

24-in.-Diameter Driven Pipe Piles

Texas Offshore Port System, SPM

#1 PLET

Block A-36, Galveston Area

18.00

24.00

18.00

24.00

18.00

24.00

128

129

0.57

24.00

231

233

0.73

24;00

517

522

1.05

24.00

911

921

1.35

24.00

1392

1406

1.63

24.00

2082

2103

1.66

24.00 .

540

24.00

670

24.00

5823

5882

1.51

24.00

7488

7564

1.49

24.00

1242

24.00

1717

24.00

Report No. 0201-6501

PLATE 3-11

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

CONCLUSIONS AND RECOMMENDATIONS

The TOPS geotechnical program was conducted to investigate soil conditions within the proposed

SPM

#1 and SPM #2 facilities located in Block A-36 of the Galveston Area in the Gulf of Mexico. The

program consisted of four soil borings, field and laboratory testing, and engineering analyses. A summary

of the pertinent conclusions and recommendations follows:

•

Soil borings across the proposed facility locations indicate a significant degree of near-

surface soil variability. Soil conditions above 65-ft penetration show channel features

within the block. These channel features vary both

in depth and width across the

block and resulted in variable soil stratigraphy and properties. FMMG recommends

that a site-specific soil boring

be completed at each of the anchor and PLET locations

prior

to design of the foundation elements.

•

A scanning sonar survey was performed at each boring location and

is available upon

request from Fugro Chance.

•

The water depth ranged from

110ft to 113 ft across the boring locations within Block

A-36

in the Galveston Area.

•

Final engineering design data are presented for 24- and 42-in.-diameter driven pipe

piles for the PLET and anchor locations, respectively.

•

The safety and load resistance factors should be carefully reviewed based on

API

RP 2A guidelines and appropriately applied to the engineering analyses presented

in this report.

•

Pile group effects and pile interaction with spud can depressions should

be evaluated

when the geometry and location of these elements are determined.

•

Mud mat bearing capacities at the PLET locations should be reviewed when the final

size and configurations and proximity to spud can depressions are determined.

•

Pile driving problems are not expected based

on the soil information presented in this

study but a drivability study could

be performed to select an appropriate hammer-pile

combination.

FMMG would

be pleased to assist in re-evaluations and additional analyses.

Report No. 0201-6501

._@------------

4-1

I ------------------------------------

REFERENCES

American Petroleum Institute (1993), Recommended Practice for Planning, Designing, and Constructing

Fixed Offshore Platforms-Load and Resistance Factor Design, API Recommended Practice 2A-LRFD

(RP 2A-LRFD), 1st Ed., API, Washington, D.C.

American Petroleum Institute (2000), Recommended Practice for Planning, Designing, and Constructing

Fixed Offshore Platforms - Working Stress Design, API Recommended Practice 2A-WSD (RP 2A-WSD),

21st Ed., December 2000, API, Washington, D.C.

American Society for Testing and Materials (2008), "Soil and Rock," Annual Book

of ASTM Standards, Vol.

4.08 and 4.09, ASTM,

West Conshohocken, Pennsylvania.

Dennis, N.D. and Olson, R.E. (1983), "Axial Capacity

of Steel Pipe Piles in Clay," Proceedings of the

Conference on Geotechnical Practice

in Offshore Engineering, Austin, April, pp. 370-388.

Fugro Geoservices, Inc. (2008), Archaeological and Hazard Survey Blocks A36 and A37 Galveston Area,

Report No

..2407-1298.

Matlock,

H. (1970), "Correlations for Design of Laterally Loaded Piles in Soft Clay," Proceedings, 2nd

Offshore Technology Conference, Houston, Vol.

1, pp. 577-594.

Matlock, H., Meyer, P.L., and Holmquist, D.V. (1976), "A Program for Discrete-Element Solution

of Axially

Loaded Members with Linear or Nonlinear Supports," A Report to the American Petroleum Institute,

University

of Texas at Austin, Department of Civil Engineering, March.

O'Neill,

MW. and Murchison, J.M. (1983), "An Evaluation of p-y Relationships in Sands," Report PRAC

82-41-1, Prepared for the American Petroleum Institute, Houston, May.

Quiros, G.W., Young, A.G., Pelletier, J.H., and Chan, J.H-C. (1983), "Shear Strength Interpretation for Gulf

of Mexico Clays," Proceedings of the Conference on Geotechnical Practice in Offshore Engineering, Austin,

April, pp. 144-165.

Reese, L.C. (1964), "Load vs Settlement

of an Axially Loaded Pile," Proceedings, Symposium on Bearing

Capacity

of Piles, Roorkee, India.

Skempton, A.W. (1951), "The Bearing Capacity

of Clays," Proceedings, Building Research Congress,

Institute

of Civil Engineers, London, pp. 180-183.

Report No. 0201-6501

'-@----------~

5-1

Date

June

27, 2008

ol:::.

-.;.

June 28,

2008

Time

From

DescriQtion

of Activities

.*.*

0750

Arrive

in Block A-36, Galveston

Area, SPM

PLET

location

aboard the

RN Seaprobe

0750

1250

Wait

weather.

(Seas

4-6/7

;

Winds

SSE15-20

mph)

1130

Conduct

pre-shift safety and weekly

HSE meetings

(afternoon

shift).

•

••

1230

Conduct

weekly

HSE meeting

(morning shift)

1250

1410

Set 4-point anchor

spread.

1410

1515

Perform scanning

sonar survey.

1515

1530

Rig up to drill and sample

.."'.

1530

Estimate water depth

of 1

ft using echo

sounder

and

110ft using wireline technique.

1530

1630

Run drill p

pe to mud line

••"'*

1630

Measure water depth of 112 ft using pipe

tally/bottom sensor and

110

8 ft using pressure

transducer

1630

2210

Drill and sample. Boring terminated at 131-ft

penetration

2210

2245

drill pipe above mudline and reposition vessel.

.*.

2245

Measure supplemental

water depth of

113 ft

using

bottom sensor/pipe tally

and

111

ft using

pressure transducer

2245

2315

Pull drill pipe to deck

and

secure equipment for

travel.

2315

2400

Pul

anchors

•••

•

2345

Conduct pre-shift safety meeting

0000

0015

Pull anchors

0015

•••

•

Depart location.

SUMMARY OF FIELD OPERATIONS

Texas Offshore Port System, SPM #1

PLET

Block A-36, Galveston Area

O 2

_________________________________________________________

___

[

{!i

[;l

:;-

ecked By

Approved

,..?\.

Summ

ry of T

t R

ult

ate

{"r

t>B

Date.,,4'/"

Drawn By: TT;;

,...

Date

/V 0

'if

b No

: 0201-6501

02-Sep-2008 (Ve

#6)

Borin

g: Texas Offshore Port System

SPM #1 PLET

ck: A-36

rea

Galveston

ent

fica

ests

Esti

ate

ature

ests

ess

n T

ests

using

(

Uquid

Plutic

Moisture

Submerged

No, 200

Moisture

Confining

disturbed

Remolded

Submerged

Failure

SilITlp

Depth

Uquldity

Limit

LImit

Cootenl

UnilWelllht

Sieve

Type

Content

Pressure

Strength

rength

SII'II;n

Unll Weight

Stra

Type

N,.

(

ft'

Index

(.,

(

'/0}

('A.)

(pd)

(%(

Penetrometer

Undisturbed

Remolded

Residual

,,~

(%)

(psi)

("'.

Ibf)

(%,

(".

(%)

Failure

2.00

1.06

2.00

0.20

0.07

4.3

25.00

29.30

1.50

0.58

120

0.55

0.27

3.0

E O

TYPE O

ILU

Plu

s Signs [+] deno

ests wh

ch exceede

the

- Unconfined Compression

A - Bulge

capacity of the measuri

g device.

soli

ated

raine

iaxial

Single Shear P

ane

- Co

dated-

ained T

iaxia

C - M

ltiple Shear

NP = Non Plastic Mater

Vertical

racture

!!i

Checke

d B

prove

d B

bt..

Summary of T

t R

ult

Date

'th

(

ate:f'&A

Drawn By

1!G'''''",

(

Date:

q(~

0$-

b No

0201-650

-2

02-Sep-2008

(IIer

#6)

oring: Texas Offshore Port

System,

SPM #1 PLET

lock: A-36

Area

lves

ton

Ide

tifi

ati

n Tests

h Estimate

atu

ane

ests

ession Tests

Passi

(ksf)

Uquid

Plastic

oisture

Submerged

200

Moistu

Confin

Undisturbed

Remolded

Submerged

Failure

Sample

Depth

Uquldity

Limi

imit

Contllrrt

UnitWerghl

Type

Content

Prenu",

Slreng1h

SlllIngth

Stra

Unll Wolg-ht

Stra

J>" of

'0.

tftl

Indell

t%J

(%1

t...

t%)

Penetromete

Torvane

Undist

rbed

Remo

ded

Residul.

TUI

t%J

[psi)

tu"

(%1

(

pet)

[

'!o

ure

35.00

.75

0.53

.50

39.50

020

0.48

44.30

0.48

0.34

.80

1.16

.30

0.84

.21

59.50

60.00

.70

0.94

0.79

.50

1.23

64.50

0.96

1.1

0.56

2.9

F TE

TYP

OF FAI

Plus S

[

]

denote tests which

exceeded the

- Unconfined Compression

Bulge

capacity of the measuring device

- U

nco

solidated

Undrai

iaxia

- Si

le Shea

Plane

Consol

dated-Undrained

riaxial

C - M

ltiple Shear Plane

Non Plastic Material

- Vertical

Fractu

i:'

:r-

..-

,- -.

Job No.: 0201-6501-2

02-5ep-2008 (Ver

)

Summary of Test Results

Boring: Texas

Offshore Port System, SPM #1

PLET

Block: A-36

Area: Galveston

Identification Tests

Strength Estimate

Miniature Vane Tests

Compression Tests

PassIng

(ksf)

Liquid

prullt

Moisture

Submerged

No. 2.00

Moisture

Connn

n51

Undisturbed

Remolded

Submellled

Failu",

Sample

Depth

Uquldlty

Limit

Contlnt

UnIt WeIght

SIeve

Ty"

Conte

Pressure

Strength

8tn1in

Unit Weight

Str.a

Typ

No.

Index

(%)

'%)

'''''

(%)

Penetrometer

Torv

l/\e

Undisturbed

Remolded

Residual

Test

(%)

(psi)

''''''

(%)

(pel)

(%1

ul"ll

.38

1.56

78.00

1.50

119

0.55

122

1.25

79,00

120

1.93

.59

1.75

2.00

1.50

1.85

122

1.07

0.7

107.50

1.75

.85

108

1.75

120

2.14

0.8

108

18.

2.00

118

2.15

121

1.23

0.5

118

121

NOTES:

TYPE OF TEST

TYPE OF FAILURE

Plus Signs

[+)

denote

tests

which e

ceeded the

Uncon

fined

Compression

A- Bulge

capacity of the

measuring device

UU-

Unconsolidated-Undrained Triaxial

Single Shear

Plane

CU-

Consolidated-Undrained Triaxial

Multiple

Shear

Plane

Non Plastic Material

erti

Fracture

il'

.;,

Checked By: 11. 0

Approved By:

/.7~

Summary of Test Results

Identification

Tests

Uquld

Plastic

Mol,tvre

Submerged

Simple

Depth

Liq

uid

ity

Limit

limit

Conlent

UnitW.

ght

--.

1'/

index

1'/

I'M

1%1

'''''

119

130

130.50

131

.50

Date

~/z!o~

Date

~,;,;;.:

Strength

Estimate

PUling

(ksf)

No. 200

Sieve

Penetrometer

Torvan.

1.50

.50

2.30

Drawn By

-rr;,,,,~

Date:

"'/1

/e>;

Job No.:

0201-6501-2

02-Sep-200B (Ver. #6)

Boring:

Texas Offshore Port

System, SPM #1

PLET

Block:

A-36

Area:

Galveston

Miniature Vane

Tests

Compression

Tests

(ksf)

Mol'ltu

flI

Confining

Und

i:rtu

rbed

R~m

lded

Submerged

iliure

Type

Contf:nt

Pres

ure

Strenllth

Stl1lnlllh

Strain

Unit

Weight

Strain

Type

Undl

umd

Remold,d

fWsidLlllI

Tu.

IPsi)

I""

1%1

(pef)

Failure

120

0.6

NOTES

TYPE OF TEST

TYPE

FAILURE

Plus Signs

[+)

denote tes

which exceeded

..,

Unconfined Compression

Bulge

capacity

of the measunng

deVice

UU- Unconsolidated-Undrained Triaxial

B - Single Shear Plane

CU- Consolidated-Undra

ned

riaxia

C - Multiple Shear Plane

Vert

cal Fracture

NP = Non Plast

Material

100

(!)

<f)

100

ecked

by:

J,...\

Approved

by:

L,7c..

U.S. STANDARD

SIEVE SIZES

IN IN

Coarse

SAMPL

NO.

3/4

3/8

T-.........

GRAVE

Fine

DEPTH

10.00

.00

49.30

Dat,'(rZ/"'f'.

Oat"

'f7Z~~

U.S

STANDA

SIEVE NUMBERS

100

200

0.1

.07

GRAIN

SIZE

MILLIMETERS

SAND

Coarse

Medium

Drawn

by:

D/n

HYD

ROMETER

0.Q1

ILTorC

LAY

SYMBOL

LAS

CATlON

•

SILT (ML)

with

few

clay seams

SAN

SILT

(ML) with

few

clay

pockets and

shell fagments

ilT

(ML)

'Nith sand, a

few

clay

pockets and

shell tagments

SILT

(

)

with

few clay pockets and partings

and

pockets

oforgan

matte

GRAIN-SIZE DISTRIBUTION CURVES

Offshore

Port

System,

SPM

PLET

Block A-36

Galveston

Area

Date:

'1/'<:1<:7')'

(!)

100

0.002

0.001

1.25

V<>

•

1.00

•

.....

(/')