Block A-36Galveston Area
1. PLAN OF BORINGS

lNote: Roman numerals refer to the stratigraphy as I
1. DESIGN STRENGTH PARAMETERS
2. DESIGN SUBMERGED UNIT WEIGHT
-----

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

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

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

[

3.2 SPM #1 ANCHOR LEG #2 LOCATION

3.2.1

Introduction

The field investigation at the location designated as SPM #1 ANCHOR LEG #2 was performed on

June 26 and 27,2008. Soil sampling was performed to 131-ft penetration at Texas South Central Zone

Coordinates X

3,275,180 ft and Y

264,853 ft. The measured water depth was 113 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 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 silty fine sand

interlayered with firm

to stiff clay

III

Medium dense sandy silt to silty fine sand

Firm lean clay interlayered with medium

dense sand

131

Stiff 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 3-13.

3.2.2.1 Interpretation

of Soil Properties

The shear strength and submerged unit weight profiles shown

on Plates 3-14 and 3-15,

respectively, best represent the assembled test results plotted

on the boring log. These profiles were used

in the engineering analyses.

3.2.3

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.

3.2.3.1 Axial Pile Design

Ultimate Axial Capacity. The unit skin friction and unit end bearing values plotted on Plates 3-16

and 3-17, respectively, was 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 42-in.-diameter pipe

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

caissons and foundation piles) are presented

on Plate 3-18.

[ ___

_____

R_e_po_rt_N_O_._02_0_1'_6_50_1___________________________________________________________3_,_4______

I-

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 3-19 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 pipe 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

100-1t

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 100-1t penetration

may

be used for lateral load analyses at greater depths.

I __

_____

R_e_po_rt_N_O_._02_0_1-_6_50_1___________________________________________________________3_-_5______

'iii

(J)

III

D..

"1J

x=3,275,180'

y",

264,853'

Checked

By:

J.b

Approved By: 47A..

Oat" 1/t/O'e>

Daterl.lfo

BLOW

COUNT

IDENTIFICATION TESTS,

[%J

Texas South Central Zone Coordinates

SUBMERGED UNIT WEIGHT, [kcfl

SEAFLOOR AT EL. - 113'

0.03

0.04

0.06

VERY SOFT OLIVE GRAY LEAN CLAY

WOH

!-J!i

30 I-

(5.0')

WOH

...I..-

LOOSE TO MEDIUM DENSE GRAY

SILTY FINE SAND INTERLAYERED

WITH FIRM TO STIFF OLIVE GRAY

11.0'

CLAY

MEDIUM DENSE

GRAY SANDY SILT TO

SILTY FINE

SAND

Note:

See PLATE 3.12b for detailed soil I

stratigraphy 10 40-ft penetration

(28.0')

PUSH

+-1------41

•

*--te

++--..,

•

III

•

Drawn By:

UNDRAINED SHEAR STRENGTH

[kstl

1.5

1.0

1.5

Strength exceeds capacity

of measuring device.

Date.

'l1:uQJ-"

~.O

I-

FIRM GRAY LEAN ClAY INTEru.f-\,Tt:.1

WITH MEDIUM DENSE SAND

II. I

0].

]$$

-with sand partings at 43'

-olive gray sand layer, with silt below

44'

1-1

STIFF TO VERY STIFF GRAY CLAY

-lean, with a few sand pockets, light gray

pockets of organic matter to

60'

-olive gray to

50'

I-

-with silt pockets and partings,

63'

9B'

-with light gray bands and a few silt layers at

64'

-with a few light gray bands,

66' \0 9B'

-lean at 67'

I-

-with a few pockets of organic matter at

77'

I-

90 f-y

-platyatBT

-with gas blisters, 96' 10

DB'

-with silt partings and seams at

97'

100

I-~

1101-

120

I-

130~

140

I-

150 I-

160

I-

170

I-

180

I-

190

I-

•

-platy, with a few calcareous

nodu!e~,

106'

11 S'

-expansive at

116'

-brown and lean, with a few shell fragments at 126'

-olive gray and platy, mottled with brown, with gas

blisters, a

few sill pockets, partings and seams am

pocketsoforganicmatterat~ ~13m

30/1B"

•

----

--.UJL

PUSH

+1---+

PUSH

+-~-t-D.t-¢

+-j---e-

PUSH

•

PUSH

*___

-ej..-n++

PUSH

.0 10

PUSH

Ij- ____

fl+-+

PUSH

'Ii

PUSH

++-----

PUSH

I--- -+-

--":.

-.A

.®

•

...t

®,j

•

.0\1

•

...

•

...,..-"

/-__

.1-

1-;::-:::;I~;;::::::-:::::::7~~~-~.I----I ~

__-L__

~:;::::~::::;::=

.l-_-j

SAMPUNGTECHNIQUES

CLASSIFICATION TESTS

STRENGTH TESTS

Number of blows ofa 175-lb weight (hammer) dropped approximately 5 ftto

produ~e

SOLUBILITY IN HCL,

[%J

18 POCKET PENETROMETER (PP)

maximum of 24 in. of penetration of a 2.2S-ii'l.-OD, 2.12S-in.-ID thin-walled lUbe

•

PERCENT PASSING -200 SIEVE,

[%]

TORVANE (TV)

samplar. "PUSH" denotes a 3.DO-in.-OD, 2.83-in.-ID thin-walled tube sampler was

•

WATER CONTENT ryv),

['!oj

REMOTE

VANE (RV)

advanced 24 in. with the weighl of the drill string. 'WOH" denotes a 2.S0-ln.-OD,

SUBMERGED UNIT WEIGHT (SUW)

•

MINIATURE VANE (MV)

RESIDUAL (MVres) VALUE)

212S-in.-ID liner sampler was advanced 24 in. with the weighloflhe hammer

.. UNCONSOUDATED UNDRAINED TRIAXIAL (UU)

PLASTIC LIMIT (PL)

+---------

UQUID LIMIT (LL)

LOG OF BORING AND TEST RESULTS

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

Block A-36, Galveston Area

(Open symbols

;

100

110

120

130

140

150

160

170

180

190

200

<.n

'!:.

'as

'jij

(/)

..Q

tIl

.:::

:;::;

.:::

a..

npprove... u)',-

t..-

DatJ':>rt.p1

If--

Dab;-

"/~

(...:

X'" 3,275,180'

IDENTIFICATION TESTS,

[%]

Y =264,853'

BLOW

COUNT

SUBMERGED UNIT WEIGHT, [kcfJ I

Texas South Central Zone Coordinates

SEAFLOOR

113'

0.03

0.04

VERY SOFT OLIVE GRAY LEAN CLAY

WOH

0.05

0.06

.with sand pockets and a

few

shell fragments

-----t

11-.

]

~mottled

with brownIsh yellow at 3'

15.01

WOH

-I-

LOOSE TO MEDIUM DENSE GRAY SILTY

FINE SAND INTERLAYERED WITH FIRM

STIFF OLIVE GRAY CLAY

-~---tI

((

-with clay partings to

,"""--I-

-brownish yellow at

-mottled

with

brownish yellow, with sand POC

.. ,

hand partings

11.0'

•

•Iean below 9'

MEDIUM DENSE GRAY SANDY SILT TO

SILTY FINE SAND

•

-with,many shells and shell fragments to 14'

-with

a few

shell fragments al16'

•

...

III': :

-with

few clay pockets and pockets of organic

matter

at 19'

.....

-with a few shell fragments at 24'

-.;

...

FIRM GRAY LEAN CLAY INTERLAYERED

128.0'

PUSH

WITH MEDIUM DENSE SAND

--Ie

•

-with sand pock,ets to 29'

-w;,h

few

shellhgrn.nis

"34'

•

SAMPLING TECHNIQUES

CLASSIFICATION TESTS

Number of blows of a 175-lb weight (hammer) dropped approXimately 5 'It

produce a

SOLUBILITY IN Hel,

['*']

maximum of24 in. of penetration or a 2.25-in...QD, 2.125-1n.-10 thin-walled tube

•

PERCENT PASSING -200 SIEVE,

[%]

sampler. "PUSH" denotes a 3.00-in.-oD. 2.B3-in._ID thin-walled tube sampler was

•

WATER CONTENT'(W),

[%]

advanced 24 In. with !he we,ighl of the drill string. 'WOW denoles a 2.5O-In.-oO.

SUBMERGED UNIT WEIGHT (SUW)

2.125-1n.-10 liner sampler waS advanced 24 In.

with

the Weight of !he hammer.

PLASTIC LIMIT (PL)

LIQUID LIMIT (LLl

+---------~--------~-~~+

LOG OF BORING AND TEST RESULTS

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

Block A-36, Galveston Area.

UNDRAINED SHEAR STRENGTH

Iksf]

0.3

0.6

D••

1.2

". •

•

(1.5

,1O.0)~

,.,.

(/)

Strength exceeds capacity

of measuring devIce.

..Q

tIl

.:::

a..

STRENGTH TESTS

POCKET PENETROMETER (PP)

•

TORVANE

(TV)

REMOTE VANE (RY)

•

MINIATURE VANE (MY)

(-e-

RESIOUAl(MVreslVAlUE)

.&. UNCONSOLIDATED UNDRAINED TRIAXIAL (UU)

(Open symbols indicate remolded (I') tests)

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

~UN\T?U

UIllliDUMITtu.)

Report No. 0201-6501

••_ .._ ...bllf

_I0Il ..._ ...............

...........

•..

....

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

..".

,..

GEOPHYSICAL AND GEOTECHNICAL INTEGRATION

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

Block A-36, Galveston Area

3000

3500

PLATE 3-13

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

!;J'

..:

t;::

!II

(f)

:;:

:;:;

...

!II

0..

u:J

, iii

I,~

•

. t3

Shear Strength Profile, [ksf]

0.0

r-I

0.5

1.0

1.5

2.0

2.5

100

120

140

-~-=

----

---'-

---

r---'-

----

---'-

---

~?n'

1~'

N. _

A n L

- 1

n ••

In of

1---_.-

--\-

--_.-

---'-

--_.-

1---_.-

---

\--

---'-

---

Note: Roman numerals refer to the stratigraphy as

described In the text and on the boring log.

------

------

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

\.._----

DESIGN STRENGTH PARAMETERS

Texas Offshore Port System, SPM

#1 Anchor Leg #2

Block A-36, Galveston Area

Report No. 0201.6501

PLATE 3.14

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

..:

'iii

rJ)

"iii

III

....

c..

I~~

~ ~

•

Submerged Unit Weight, [kcf]

0.00

o.~

O.~

0.00

0.08

0.10

100

120

140

----

1----

.-r-----.-

---

--_.-

\----

_.-

._--

--_.-1----

---

r---.-

---

----

1----

_.-

---

Nole: Roman numerals refer to the

stratigraphy as

described in the-text and on the bOring log.

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

--~-

------

-----

DESIGN SUBMERGED UNIT WEIGHT

Texas Offshore Port System, SPM

#1 Anchor Leg #2

Block A-36, Galveston Area

Report No. 0201.6501

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

PLATE 3.15

!i:7

<;::

(II

(/)

:::

:;::;

(II

....

()(J"-t

.'Z

•

[

•

[

Unit Skin Friction, [ksf]

0.0

0.5

\ -'-

1.0

1.5

2.0

2.5

100

120

140

1----

---.-

;-'---'-

1--.-----

--_.-

;-'----

-~\

\--

--_.-

---'-

1--\

-_.-

;-'----

Notes:

'Roman numerals refer to the stratigraphy as

described in the text arid on the boring tog.

2. Tension and compression curves coincide.

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

~i_

UNIT SKIN FRICTION

API

RP 2A (2000) Method

---

---'-

-----

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

Block A-36, Galveston Area

[ __

~_R_e_po_rt_N_O._02_0_1-_65_0_1

__________________________________________________

P_~

TE_3_-1_6___

;i;

Unit End Bearing, [ksf)

..:

'iii'

III

'Q)

100

120

140

---',-

1---'-

f-'--~

--_.-

1--'-.-

" 142-;n.I('

i'~

........

.,..--_.-

1---"-,-

--_.-

-,-

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.

------

---

UNIT END BEARING

API RP

2A (2000) Method

---

-----

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

Block A-36, Galveston Area

_~_R_e_p_ort

NO_._O_20_1_~_5_01

______________________________________________________

~----P-LA--T-E-3--1-7---

l.l

Ultimate Axial Capacity, [kips]

500

1000

1500

2000

2500

'af

.....

'Iii

(f)

580

1ii

0..

100

120

140

l----'--.-

1----

--_.-

f---.-

---

,.-_.-

1----

--.-'-

t---.-

---

I \

--,--

1----

---.-

f--'--'--

---

-""T

1----

---.-f---.-

--_.-

Note: Roman numerals refer

to.

the stratigraphy as

described in the

text

and <?n the boring log.

Compression for piles

Tension for plies, or tension and compression

for caissons and conductors

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

------'

~----

-----

ULTIMATE AXIAL CAPACITY

API

RP 2A (2000) Method

42-in.-Diameter Driven Pipe Piles

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

Block A-36, Galveston Area

Report No. 0201-6501

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

PLATE 3-18

•

PENETRATION

BELOW

CURVE POINTS

MUDLINE

(feel)

0.0

0.00

0.00

0.07

0.13

0.24

0.34

1.0

0.00

0.02

0.03

0.04

0.05

0.00

0.07

0.13

0.24

0.34

3.0

0.00

0.02

0.04

0.06

0.Q7

0.00

0.07

0.13

0.24

0.34

5.0

0.00

0.03

0.05

0.07

0.09

0.00

0.07

0.13

0.24

0.34

5.0

0.00

0.07

0.12

0.18

0.22

0.00

0.07

0.13

0.24

0.34

11.0

0.00

0.09

0.16

0.24

0.28

0.00

0.07

0.13

0.24

0.34

11.0

0.00

0.12

0.00

0.10

42.00

28.0

0.00

0.34

0.00

0.10

42.00

28.0

0.00

0.17

0.28

0.42

0.51

0.00

0.07

0.13

0.24

0.34

48.0

0.00

0.24

0.40

0.61

0.73

0.00

0.07

0.13

0.24

0.34

48.0

0.00

0.27

0.45

0.68

0.82

0.00

0.07

0.13

0.24

0.34

117.0

0.00

0.52

0.86

1.29

1.55

0.00

0.07

0.13

0.24

0.34

131.0

0.00

0.56

0.94

1.41

1.69

0.00

0.07

0.13

0.24

0.34

Notes: 1. ''til 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

RP 2A (2000) Method

42-in.-Diameter Driven Pipe Piles

0.00

0.42

0.06

0.42

0.07

0.42

0.10

0.42

0.24

0.42

0.31

0.42

0.56

0.42

0.81

0.42

0.91

0.42

1.72

0.42

1.88

0.42

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

Block A-36, Galveston Area

0.00

0.84

42.00

0.05

0.84

42.00

0.07

0.84

42.00

0.09

0.84

42.00

0.22

0.84

42.00

0.28

0.84

42.00

0.51

0.84

42.00

0.73

0.84

42.00

0.82

0.84

42.00

1.55

0.84

42.00

1.69

0.84

42.00

PLATE 3-19

Report No.

0201-6501

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

PENETRATION

BELOW

CURVE POINTS

MUDLINE

(feet)

48.0

0.00

0.08

0.55

1.76

3.07

4.20

59.0

102

114

0.00

0.08

0.55

1.76

3.07

4.20

131.0

133

160

178

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-36, Galveston Area

l_@

Report No.

0201-6501

42.00

114

42.00

178

42.00

PLATE 3-20

<>='

S€'

seafloor~

Penetration

Very soft lean clay

Eso = 2.0

Loose to medium dense silty fine sand

interlayered with firm clay

Eso = 2.0

11'

Medium dense sandy silt

k=10pci

to silty fine sand

28'

Firm lean clay interlayered

Eso = 1.6

with medium dense sand

48' -------------------

Stiff to very stiff clay

ESO =

1.6

48'

decreasing linearly to

Eso = 1.0

at 100'

100' -

Report No. 0201-6501

Notes:

Eso 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-36, Galveston Area

PLATE 3-21

I_@______________________

I'l

;;

PENETRATION

BELOW

MUDLINE

(feet)

0.0

0.00

3.0

0.00

5.0

0.00

5.0

0.00

8.0

0.00

11.0

0.00

11.0

0.00

15.0

0.00

19.0

0.00

28.0

0.00

28.0

0.00

29.0

0.00

48.0

0.00

48.0

0.00

100.0

(and below)

0.00

Notes: 1. lip" is soil resistance, [Ib/in.].

'Y'

is lateral deflection, [in.].

CURVE POINTS

0.06

0.21

0.63

2.10

0.06

0.21

0.63

2.10

117

0.06

0.21

0.63

2:10

108

166

245

361

0.06

0.21

0.63

2.10

131

201

297

437

0.06

0.21

0.63

2.10

155

238

351

516

0.06

0.21

0.63 .

2.10

176

293

387

487

0.14

0.24

0.35

0.53

305

509

671

844

0.17

0.31

0.45

0.67

467

779

1028

1292

0.21

0.38

0.54

0.81

951

1585

2092

2631

0.29

0.52

0.75

1.12

315

482

713

1048

0.05

0.17

0.50

1.68

318

488

721

1060

0.05

0.17

0.50

1.68

374

574

848

1247

0.05

0.17

0.50

1.68

472

724

1071

1575

0.05

0.17

0.50

1.68

682

1046

1547

2275

0.03

0.10

0.31

1.05

P-YDATA

(CYCLIC LOADING)

API

RP 2A (2000) Method

42-in.-Diameter Driven Pipe Piles

6.30

139

6.30

168

6.30

519

6.30

629

6.30

743

6.30

557

0.81

966

1.04

1479

1.25

3011

1.73

1510

5.04

1526

5.04

1795

5.04

2268

5.04

3275

3.15

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

Block A-36, Galveston Area

-1'0,

31.50

42.00

31.50

42.00

31.50

42.00

31.50

42.00

188

31.50

42.00

303

31.50

42.00

581

586

1.18

42.00

1007

1017

1.50

42.00

1541

1557

1.81

42.00

3138

3170

2.50

42.00

1506

25.20.

42.00

1526

42.00

1795

42.00

2268

42.00

3275

42.00

PLATE 3-22

Report No. 0201-6501

.~@-----------

Date

June 26

2008

June 27, 2008

Time

From

Description

Activities

"'***

2155

Arrive in Block A

Galveston Area, SPM #1

Anchor Leg

#2 location aboard

the

vessel

Seaprobe.

2155

2245

Set 4-point anchors.

2245

2305

Rig up to

drill

and sample

*"'••

2305

Estimate

water depth of 108 ft with vessel's echo

sounder

and

113 ft using wireline

technique.

2305

2320

Perform

scanning sonar survey.

2320

2400

Run

drill

pipe

to mudline

****

2330

Conduct

pre-shift

safety

meeting.

****

2400

Measure water depth of 113

using bottom

sensor/pipe tally and

111

0 ft w

the

pressure

transducer.

0000

0500

Drill and sample

Boring

terminated at 131-ft

penetrat

0500

0605

Pull

drill

pipe above mudline

and

reposit

on vessel.

Measure

supplemental water

depth

113 ft

with

****

0605

the

bottom

sensor/pipe tally and 111

0 ft with

pressure transducer.

0605

0650

Pull

drill

pipe

deck and secure equipment

for

travel.

0650

0740

Pull

anchors.

0740

****

Depart

location

SUMMARY

FIELD

OPERATIONS

Texas Offshore Port System, SPM

#1 Anchor Leg

Block A-36, Galveston Area

PLATEA-2

Rep

0201-6501

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

_ •• __

•

-J'

f{~

Approved By:

Summary of Te

t R

sults

'tlz/t!<'6

~;.:

-rr:

'1/2(0'

Job No

: 0201-650

1-1

02-Sep-2008 0/e

#8)

ing: Texas Offshore Port

System,

SPM #1 Ancho

Leg #2

ock

A-36

ea:

Galveston

Identification

ests

tre

gth Est

ate

ane Tests

ression Tests

assing

(ksf)

LIquid

Plutlc

Mois

uno

Submerged

No. :ZOO

Moisture

Conrin1n"

Undisturbed

Remolded

Submerged

Failutll

Sample

Depth

iquidity

Limil

LImi

Weight

SieVfl

Type

Content

Pressure

SlrlIngth

Strength

Slniin

UnitWelllht

Str.lin

Type

No.

Indu

(%J

l%l

10<0

(\/0)

Penetro

eter

TOIV;lnl

Undisturbed

Remolded

Resi

lHli

Tut

(\!oj

(psi)

I.."

(%)

"'"

('10)

Fillhll'

0.17

0.07

1.50

.92

1.50

0.09

1.50

0.17

0.40

0.16

1.02

0.08

0.93

.69

8.00

1.50

10.50

120

0.7

2.9

.68

0.96

0.37

20.00

E OF TEST

TYPE OF FAILUR

Plus Signs [+] denote

tests which exceeded the

confined Compression

A- Bulge

capacity

of the measuring device.

UU- Unco

soli

ated-

Und

rai

d T

riaxia

gle Shear Plane

CU- Consolidated

Undrained Triaxial

Mul

iple Shea

Plane

NP = Non Plastic

Material

Vertical

Fracture

il'

Checked

By:

1"'\.J3.

Approved

ffi

Summary of Test Results

Date:<fI/--Z(C$

Date

?,4;(

Drawn

By:

-r(e>n..

Date:

'l/U

Job

No.:

020

1-6

501

-1

Sep-2008 (Ver

#8)

Boring

Texas

Offshore

Port

System, SPM #

Anchor

eg #2

Bloc

k: A-36

Area:

veston

Identification

Tests

Strength

Estimate

Miniature

Van

Tests

Compression Tests

PUling

(ksf)

Uquid

PJastlt;

Moisture

Submerged

No. 200

Moisture

Conllnlng

Und

isturbed

Remolded

Submerged

hnure

Sample

Depth

Liquidity

L1m1l

mit

Content

Un1tW111l1It

Sieve

Typo

Content

P",SIUrl!

trength

SIrl!nglll

SI....

Unit Wei

Strilln

Type of

No.

Iftl

Inde.-.

('10)

(%J

(%1

(p<f)

(%1

P,netromelu

TorvillllJ

Undisturbed

Remolded

Resid ....J

Tut

(%1

(psi)

(""

(%J

"'"

(%1

Falhl/'e

.00

1.25

.61

0.70

.00

0.33

3.5

49.50

119

7.0

.00

.00

121

0.44

55.00

1.75

.59

.34

1.4

.00

.32

59.50

NOTES:

TYPE OF

TYPE

FAILURE

Plus

Signs

[+J

denote

tests

exceeded the

Unconfined Compression

A -

Bulge

capacity of

the

measuring device.

UU-

Unconsolidated-Undrained

riaxial

- Single

Shear Plane

•

CU-

Conso

ated-Undrained

riaxial

ltiple Shear Plane

NP = Non

Plastic

Material

- Vertica

l Fra

cture

il'

-0

Checked

rlp

Approved

.,#If-

Summary of Test Results

Date

!?(o'fo

Date

~/.V't-

Drawn By:

](D

/>< ,,

Date:

q!').

Job

No.: 0201-6501.1

02.Sep.2008

0Ier

#8)

Boring:

Texas

Offshore

Port

System, SPM #1 Anchor

Leg

Block:

A.36

Area:

Galveston

dentificat

n T

ests

Strength Est

mate

Miniatur

Vane Tests

Compression

Tests

Pass

(ksf)

Uquld

Plastic

MoistunI

Submer"

No.

MoistunI

Confin

Undisturbed

Remold

Submerged

u",

Samp

Oepth

Liq

uidity

Limi

LImit

Con

UnltWelllht

Sieve

Type

Content

Press!'!"'

Strength

Strain

Unit We

!jlht

Sin

e of

1M'

Index

(%)

('10

)

(%)

"<1)

(%)

Penetrometer

To",

Undisturbed

RemoLded

Residual

Tut

(%)

[psi)

(ksf)

(kif)

(

"<1)

{

0.70

64.5

120

.68

1.91

1.75

1.40

1.50

1.98

noo

.00

1.32

119

1.00

2.00

87.00

1.25

1.36

.00

1.00

1.42

97.50

121

122

1.0

NOTES:

OF TEST

lYPE OF

FAILURE

Plus Signs [+] denote

tests which exceeded the

- Unc

nfine

d Compression

A- Bulge

capacity of the measuring

device

UU- Un

nso

idated-Undrained Tri

axia

Single

r Plane

CU-

Consolidated-Undrained

iaxial

Multiple Shear

lane

NP = Non

lastic Material

Vertical Fracture

Checked

By:.K'

''-

Appr

ove

,.::L

Summary of Te

t Re

ults

entification Tests

LJquid

Plastic

MOi

ture

Submerged

Sample

Depth

Uqujdity

Urn;!

Conlent

Unit

eight

N,.

,.,

Index

I%)

,%,

'''''

107

.50

108

08.00

17.

117

126.50

6,50

130

.00

130

.50

130

131.

131

ate

'1'1'z./o!.

Date

-?~;;

trength Esti

ate

Pus

(ksf)

No. 200

SievII

{%'

Penetrometer

Torvan

.40

1.50

1.42

1.40

1.50

1.65

1.75

1.40

1.50

Drawn By

-r/o/h&

Date:

q/,

(,po

Job No.:

0201

6501

Sep-2008 (Ver. #8)

oring:

as Offshore

Port System,

SPM #1

Ancho

Leg #

ock:

A-36

rea: Galveston

Miniat

re Vane Tests

(ksf)

Compres

ion

ests

Moistur

nfin

ing

Undisturbed

emold

Subm

erged

zllunt

Conlent

Pressu","

Strl!ngth

Sll1!n

Stnlin

Unit Weight

Strain

ype

Undisturbed

Remolded

Residu;al

Test

(%)

(

psi)

'WI

''''0

(pet)

Failure

123

2.35

1.0

120

2.49

120

122

1.95

0.9

TES:

TYPE OF TES

TYPE OF

AILUR

Plus

Signs

[

den

te tes

whic

xce

ed the

- Unconfined Compression

A _ Bu

capacity

of the measunng dev

UU- Unconsolidated-Undrained

riaxia

Single Shea

Plane

CU- Consolidated-Undrained T

riaxi

C - Multip

e Shear Plane

- Vertical Fracture

= Non P

las

tic

Material

100

II]

(jj

(j)

"'-

100

cked

pproved

'p.,

STANDARD

SIEVE

IZE

IN INCHES

Coarse

SAM

PLE

GRAVEL

DEPTH

17.00

25.00

45.00

oate

7/v'D~

oate

?/'ih

u.S. STANDARD

SIEVE

NUMBERS