Block A-36Galveston Area

GENERAL PROJECT INFORMATION

2.1 INTRODUCTION

2.1.1

Purpose and Scope

Fugro-McClelland Marine Geosciences, Inc. (FMMG) performed a geotechnical investigation

program to investigate soil conditions at the proposed Single Point Mooring (SPM) facility locations

in the

Texas Offshore Port System (TOPS), located

in Block A-36, of the Galveston Area in the Gulf of Mexico.

The primary purpose

of the investigation was to obtain data to develop foundation design recommendations

for anchor leg and Pipe Line End Termination (PLET) locations at the facility sites designated as the

SPM

#1 and SPM #2. To accomplish this objective, the following tasks were performed:

(1) Four soil borings, with one boring at a selected anchor leg location and one boring at the

proposed PLET location at each of the

SPM locations, were drilled to 131-ft penetration

below seafloor to explore the subsurface stratigraphy and obtain soil samples for laboratory

testing;

(2) Field and laboratory tests were conducted to evaluate pertinent index and engineering

properties of the foundation materials;

(3) A comparison of the geotechnical and geophysical data was performed to investigate soil

variability

to help in selecting soil parameters; and

(4) Engineering analyses were performed to develop pile design information, seafloor bearing

capacity, and a general pile installation assessment.

Enterprise Field Services,

LLC specified the boring locations and designations. A plan of borings

presenting the relative positions of the four borings is presented on Plate 2-1.

2.1.2

Report Format

The results of the geotechnical investigations completed for the TOPS campaign are presented in

the following reports:

0201-6500:

0201-6501:

0201-6502:

0201-6503:

0201-6504:

0201-6505:

Offshore Terminal Location, Block A-36, Galveston Area;

SPM

#1 and #2 PLET and Anchor Leg Locations, Block A-36, Galveston Area

(this report);

Offshore Terminal Location, Block A-56, Galveston Area;

SPM

#1 and #2 PLET and Anchor Leg Locations, Block A-56, Galveston Area;

Offshore Terminal Location, Block A-59, Galveston Area; and

SPM

#1 and #2 PLET and Anchor Leg Locations, Block A-59, Galveston Area;

The initial section

of this report contains brief descriptions of the field and laboratory phases of the

study, including a general description of the soil stratigraphy and a summary of the findings from the

geophysical survey across Block A-36.

Also included

in this section is a general discussion of the

engineering methods, axial and lateral pile design, used

at all the boring locations. Section 3 presets a

detailed description of the site-specific conditions encountered at each boring location followed

by brief

discussions

of axial pile design, lateral pile analyses, seafloor bearing capacity, and pile installation

recommendations.

Discussions of the field and laboratory investigations are presented

in Appendix A.

I ___

____

R_e_p_o_rt_N_O._O_2_01_'6_5_0_1___________________________________________________________

2_-1_______

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

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

[

3.3 SPM #2 PLET LOCATION

3.3.1

Introduction

The field investigation at the location designated as SPM #2 PLET was performed on

June 28. 2008.

Soil sampling was performed

to 131-ft penetration at Texas South Central Zone

Coordinates X

3,283,617 ft and Y

269,118 ft. A second set of coordinates is presented in the survey

report (Appendix

C) for the SPM #2 PLET boring to account for 5 ft of additional surface soil samples taken

at the supplemental water depth location. The measured water depth was 112 ft.

3.3.2

Soil Stratigraphy

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

log, Plate 3-23. 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

Firm lean clay

III

Loose to medium dense silt with sand to

sandy silt

Firm lean clay

Medium dense to dense silt interlayered

with firm to stiff lean clay

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 3-24.

3.3.2.1 Interpretation of Soil Properties

The shear strength and submerged unit weight profiles shown on Plates 3-25 and 3-26,

respectively, best represent the assembled test results plotted on the boring log. These profiles were used

in the engineering analyses.

3.3.3

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.

3.3.3.1 Axial Pile Design

Ultimate Axial Capacity. The unit skin friction and unit end bearing values plotted on Plates 3-27

and 3-28, 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 24-in diameter pipe

[

Report

No. 0201-6501

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

3-7

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 3-29.

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, etal. (1976). Plates 3-30 and

3-38 present 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.

3.3.3.2 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 1DO-It

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 3-32. The p-y data

for 24-in.-diameter driven pipe piles are presented

on Plate 3-33. P-y values presented at 100-1t penetration

may be used for lateral load analyses at greater depths.

3.3.4

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:

750

for tubular members and

(750)(1 + 0.2 B/L)

for mud mats for B <; 50 It

where:

ultimate bearing capacity, psf;

width of mud mat, It; and

length of mud mat, It.

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

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 __

____

R_e_p_ort__

N_O._O_20_1_'6_5_0_1___________________________________________________________

3_-8______

i!::.

'iii

:;:

100

110

120

130

140

150

160

170

180

190

200

Checked By: I"\b

Approved By:

Date,l('Z(OO

Date'9.tf,..{

3,283,617'

Y=269,11B'

BLOW

COUNT

Texas South Central Zone Coordinates

SEAFLOOR

AT EL. - 112'

VERY SOFT OLIVE GRAY LEAN CLAY

WOH

(5.0')

•

FIRM GRAY LEAN CLAY

~O.O'

LOOSE TO MEDIUM DENSE GRAY SILT

WITH SAND TO SANDY SILT

III

~6.0'L

FIRM GRAY LEAN CLAY

PUSH

•

Note,

See PLATE

3-23.

for delaHed 50H

PUSH

stratIgraphy to 40-ft penetration

•

r-~

142.0'

PUSH

MEDIUM DENSE TO DENSE OLIVE GRAY

SILT INTERLAYERED WITH FIRM TO STIFF

OLIVE GRAY LEAN CLAY

PUSH

-with mica and a few pockets of organic matter

44'

-sandy at 42'

-silty fine sand layer, with clay seams

43'

-w.,h ,and

0145'

-fat, WIth sand pockets and partings and Sill pockets

PUSH

at 46'

-Wllh a few clay pockets, mica and partings and

pockets of organrc matter

47'

-wi1h poekel' of orgame matier

01 57'

-with a few gray bands a156'

_II-With clay pockets, partings, and seams and

PUSH

sand seams al62'

STIFF TO VERY STIFF GRAY CLAY

PUSH

-lean, wllh sand seams al 67'

-with a silt layer, with clay pockets and partings

al69'

-wilh gas blisters and silt pockets, partings, and

•

seams at 71'

-with sill pockets, partings, and seams and a few

PUSH

light gray bands, 79' to 101'

-platy at 80'

•

-with gas blisters, 89' to 101'

PUSH

-platy, with ,a few pockets of organic matter,

99' to 111'

PUSH

•

-olive gray, with a few calcareous nodules,

PUSH

109' to 121'

-slickensided,

with a few silt pockets a1110'

•

-blocky, with a few shell fragments, 119' to 131'

PUSH

-lean and expansive, with gas blisters and a few

sand pockets a1120'

=-~

•

-brown, with a few sill pockets and partings

r-and pockets of

org~tter

~30~13..1.:.Ql

PUSH

SAMPLING TECHNIQUES

Number

blows

a 175-lb weight (hammer) dropped approximately 5 ft

produce a

maximum of 24

m. of penetration of a 2.25-in.-OD, 2.125-m.-ID thin..walled tube

sempler. "PUSH" denotes a 3.00-in.-OD,

2.B3-in.-1D thin-walled tube sampler was

advanced

24 in. with the weight oflhe drill sIring 'WOH" denoles ill 2.50-in.-OD,

2.125-in.-ID

ITner sampler was advanced 24 in. with the weight of the hammer.

IDENTIFICATION TESTS, [%)

SUBMERGED UNIT WEIGHT, [kef]

0.03

0.04

0,05

0.06

---.~

.-+

]

•

-----1

••

•

[]I

--#c-

-..

DOD

--_.

•

-----

•

_B-+

•

++ ••

i==-"~

o 0

•

1--••

[

-u

f----'+

"-J

-'"

~.-

-'-"-+

-e- -e

r-~

CLASSIFICATION TESTS

'f' SOLUBILITY IN HCL,

[%]

•

PERCENT PASSING -200 SIEVE, l%]

•

WATER CONTENT

0N),

[%)

SUBMERGED UNIT WEIGIfT (SUW)

PLASTIC

LIMIT (PL)

LIQUID LIMIT (LL)

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

LOG OF BORING AND TEST RESULTS

Texas Offshore Port System, SPM #2 PLET

Block A-36, Galveston Area

Drawn By'

,If<'J

Date:

~.?(OJY

UNDRAINED SHEAR STRENGTH

[ksf]

0.5

1.0

1.5

2.0

•

",$ $

•

"'"

"'.

•

'<A

•

&g$

•

100

$'"

110

•

120

---

130

140

150

160

170

180

190

STRENGTH TESTS

200

POCKET PENETROMETER (PP)

'*' TORVANE

(TV)

<:I>

REMOTE VANE (RY)

•

MINIATURE VANE (MV)

RESIDUAL (MVres) VALUE)

.. UNCONSOLIDATED UNDRAINED TRIAXIAL (UU)

(Open symbols indIcate remolded (r) tesls)

'af

:!::.

..:

q::

;;:

Cii

[l.

Checke9-6L-"\.~

__.

Da~/CB-

••pprov£._

~J'

//1.

Del_.

vfN,4

3,283,617'

IDENTIFICATION lESTS,

[%1

Y=269,11B'

BLOW

COUNT

Texas South Central Zone Coordinates

SUBMERGED UNIT WEIGHT, [kef]

SEAFLOOR AT EL. - 112'

0.03

0,04

0.05

0.06

VERY SOFT OLIVE GRAY LEAN CLAY

WOH

-mottled with brownish yellow, with sand pockets

---...

and a few shell fragments

-wIth silt pockets and partlngs to.'

•

...gray, WIth sand partings and calcareous

0')

nodules below 4'

5.0'

FIRM GRAY LEAN CLAY

-with a silty fine sand layer, with clay pockets.

••

partings and seams, and many shell fragments

-----f

•

-with sand pockets and partings

below

®.Q1.

-with a few pockets of organic matter and

shell fragments at S'

•

-with sand seams and many shell fragments

belew9'

LOOSE TO MEDIUM DENSE GRAY SILT

WITH SAND TO SANDY SILT

•

I-

~wi1h

mica and a few shell fragments

~wi1h

sand and clay partings and seams and a few

pieces of wood

10'

•

IIJ

III

-with Clay pockets at

22'

•

I-

(26.0')

FIRM GRAY LEAN CLAY

-with a few shell fragments to 33'

PUSH

--~

I-

-with a

few

pockets of organic matter below 3"

-with a few sand pockets at 32'

PUSH

! ••

DOD

I-

•

-«-

SAMPLING TECHNIQUES

CLASSIFICATION TESTS

Number of blows of a 175-1b weight (hammer) dropped approximately 5 'It to produce e

SOLUBILITY IN HCL,

[%]

maximum of 24 in. of penetration of a 225-in.-QD, 2.125-1n.-l0 thin-walled tube

•

PERCENT PASSING -200 SiEVE,

[%]

sampler.

"PUSH~

denotes a 3.0Q...ln.-QO, 263-in.-10 thin-walled tube sampler was

•

WATE~

CONTENT

(w). i%]

advanced 24 in.

witI'1

the weight of the drill string. "WaH" denotes a 2.5Q-.inAm,

SUBMERGED UNIT WEIGHT (SUW)

2.125-in.-ID liner sampler was advanced 24 in. with the weight afUle hammer.

PLASTIC LIMIT (Pl)

LIQUID liMIT (ll)

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

LOG OF BORING AND TEST RESULTS

Texas Offshore Port System, SPM

PLET

Block A-36, Galveston Area

.D.rav.nBy:

..ILtAL

JJa1O'-')S

ULU

D --

UNDRAINED SHEAR STRENGTH

Ik,n

0.2

A.'

O.B

•

1,4.5)"'~

(1. 2. 5.0)...-"

•

,.,.

..:

q::

•

[l.

1:>.

... $

$'"

(1.1

• 38.0)"':;>

STRENGTH TESTS

POCKET PENETROMETER (PP)

•

"T:ORVANE (lV)

¢o

REMOTE VANE (RV)

•

MINIATURE VANE (MV)

RESIDUAL (MVres) VALUE)

A. UNCONSOLIDATED UNDRAINED TRIAXIAL (UU)

(Open symbols Indicate remolded (r) tests)

125 METERS

PlASTICUWTtptj

J...IQUOliM;'jU1

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

.....

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

-....,...

..,~~nprtvo

_1111_

••

.....

p!DIII, ......... ""

_"7~

.........

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

~1"'!'-."illl71'

....

_p:dIIIrt~_.

lIII'illl1'

..... p',..".tor __...

,.,,'Z\'

~"'"I''''.''''II.IUI'

oIidi!\ ............,..'lfill21'

.................,.-.....l1li'

001 ....01..

1.\211'

GEOPHYSICAL AND GEOTECHNICAL INTEGRATION

Texas Offshore Port System, SPM #2 PLET

Block A36, Galveston Area

Portion of SUbbottom Profiler

Line 2208

Report No. 0201-6501

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

____________________________________________

________________________________P_LA

T_E_3-_2_4_________

lil

I **

I ,S$!

•

:;::'

..:

'iii

:;::;

ItI

....

1il

Shear Strength Profile, [ksf]

0.0

1-'

0.5

1.0

1.5

2.0

2.5

100

120

140

--'---

--_.-

---

1---,-

i- --

---,------

---

$=20'.8=

5°, N

8.0, f

= 1.0 ksl. qmax =

ksl

III

f----'-

--'\-

-----

--_.-

---

f----.-

----\-

----

-----

---

$=20'.8= 5'. Imax = 1.0 k:l!

- clay profile (se note

t-----

----,

~\-

------

---

Notes:

1. Roman numerals refer to the stratigraphy as

described in the text and on the boring log.

2. Clay profile in this layer is used for end

bearing Computation.

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

---_\

-----

DESIGN STRENGTH PARAMETERS

Texas Offshore Port System, SPM #2

PLET

Block A-36, Galveston Area

I __

~-R-e-po-rt-N-O-.O-20-1--6-50-1----------------------------------------------

________

PLA

T_E_3-_25____

...:-

'iii

(J)

...

1-.

~'*

'~~

,..

;;

•

Submerged Unit Weight, [kef]

0.00

0.02

0.04

0.06

0.08

0.10

100

120

140

--_.-

f------,-

-_.-

---

i----.-

f-----

--'-

--_

III

---.-

'----

------

--)

-f-

l.Note: Roman-numerals re_fer to the stratigraphy as

described in the text and on the boring log,

--_.-

-.-----r--

L.. ___

---

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

----

------

-----

DESIGN SUBMERGED UNIT WEIGHT

Texas Offshore Port System, SPM #2

PLET

Block A-36 , Galveston Area

Report No. 0201.6501

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

PLATE 3-26

1-'t1

I~~

iii

•

[

•

Unit Skin Friction, [ksf]

0.0

_.-

0.5

1.0

1.5

2.0

2.5

"'"

..:-

1ij

0..

100

120

140

----

---..

---.-.-

----

.. _.-

r---.-

-_\

---

--_.-

r---.-

--_.-

\_.-

'--_.-

Notes:

1. Roman numerals refer to the stratigraphy as

described in the text and on the boring log.

Tension and compression curves coincide.

-----~

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

--~~-

UNIT SKIN FRICTION

API

2A (2000) Method

--_.-

---

III

--_.-

-c

---

------

Texas Offshore Port System, SPM #2 PLET

Block A-36, Galveston Area

I __

~_R_e_po_rt_N_O._02_0_1-_65_0_1

__________________________________________________

P_~_T_E_3_~_7

___

I,~

" "

ltD

;,;

•

"'"

.J!!

..:

(II

!Xl

.....

(II

Unit End Bearing, [ksf]

100

120

140

, I

--_.-

f------

......

,-'-

--_.-

f------

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

----,_.

f----.-

-_.

_.--

---.--

--_.-

,--_.-

.. _.--

_._-

\--

--_.-

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

c;aissons and conductors.

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

------

-~---

UNIT END BEARING

API

RP 2A (2000) Method

-_._-,

--_.-

III

---

--_.-

-----

Texas Offshore Port System, SPM #2 PLET

Block A-36, Galveston Area

I __

~_R_e_p_ort

NO_._O_20_1_-6_5_01____________________________________________________________P_LA

T_E_3_-2_8____

•

Ultimate Axial Capacity, [kips]

...

200

400

600

800

1000

..:

'iij

0..

100

120

140

~-.---

f----

-_._--

'----

---

1\-.-.. ---

1----

_._---

r-----

---

III

~-.--

1"'"---

---.-

;------

_._---

J-"-c---'\-

----

---

.. -

-----

--.-.-.-"

Note: Roman numerals refer to the stratigraphy as

described in the

text

and on the boring log.

-- 'Compression for piles

Tension for piles; or terision and compression

for caissons and conductors

f'--'-.- --"'

----

-----

---

,-------

------

----

-"'-

~---

ULTIMATE AXIAL CAPACITY

API RP 2A (2000) Method

24-in_-Diameter Driven Pipe Piles

Texas Offshore Port System, SPM #2

PLET

Block A-36, Galveston Area

Report No_ 0201-6501

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

PLATE 3-29

PENETRATION

BELOW

CURVE POINTS

MUDLINE

(feet)

0.0

0.00

0.04

0.07

0.14

0.19

0.24

1.0

0.00

0.02

0.03

0.04

0.05

0.06

0.00

0.04

0.07

0.14

0.19

0.24

3.0

0.00

0.02

0.04

0.06

0.07

0.00

0.04

0.07

0.14

0.19

0.24

5.0

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

0.07

0.11

0.17

0.20

0.23

0.00

0.04

0.07

0.14

0.19

0.24

9.5

0.00

0.08

0.14

0.21

0.25

0.28

0.00

0.04

0.07

0.14

0.19

0.24

9.5

0.00

0.11

0.00

0.10

24.00

26.0

0.00

0.31

0.00

0.10

24.00

26.0

0.00

0.16

0.26

0.39

0.47

0.52

0.00

0.04

0.07

0.14

0.19

0.24

32.0

0.00

0.18

0.30

0.45

0.54

0.60

0.00

0.04

0.07

0.14

0.19

0.24

42.0

0.00

0.22

0.36

0.54

0.65

0.72

0.00

0.04

0.07

0.14

0.19

0.24

42.0

0.00

0.51

0.00

0.10

24.00

65.0

0.00

0.79

0.00

0.10

24.00

65.0.

0.00

0.32

0.54

0.80

0.96

1.07

0.00

0.04

0.07

0.14

0.19

0.24

120.0

0.00

0.51

0.85

1.28

1.54

1.71

0.00

0.04

0.07

0.14

0.19

0.24

131.0

0.00

0.55

0.92

1.38

1.65

1.84

0.00

0.04

0.07

0.14

0.19

0.24

NOles: 1. "t" is mobilized soilwpile adhesion, [ksf].

2. liZ"

axial pile displacement, [in.].

3. Data for tension and compression coincide.

[_@

Report No. 0201-6501

AXIAL LOAD TRANSFER DATA

(T-Z DATA)

API RP

2A (2000) Method

24-in.-Diameter Driven Pipe Piles

Texas Offshore Port System, SPM #2 PLET

Block A-36, Galveston Area

0.00

0.48

24.00

0.05

0.48

24.00

0.07

0.48

24.00

0.09

0.48

24.00

0.20

0.48

24.00

0.25

0.48

24.00

0.47

0.48

24.00

0.54

0.48

24.00

0.65

0.48

24.00

0.96

0.48

24.00

1.54

0.48

24.00

1.65

0.48

24.00

PLATE 3-30

11>0

--!?

1$9

I~~

PENETRATION

BELOW

CURVE POINTS

MUDLINE

(feet)

65.0

0.00

0.05

0.31

1.01

1.75

71.0

0.00

.0.05

0.31

1.01

1.75

131.0

0.00

0.05

0.31

1.01

1.75

Notes: 1. "Q" is mobilized end bearing capacity, [kips].

2. "z" is axial tip displacement, [in.].

Report No. 0201-6501

AXIAL LOAD TRANSFER DATA

(Q-Z DATA)

API

2A (2000) Method

24-in.-Diameter Driven Pipe Piles

Texas Offshore Port System, SPM #2

PLET

Block A-36, Galveston Area

2.40

24.00

2.40

24.00

2.40

24.00

PLATE 3-31

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

'<Xl

0.-

:ri

&;-

seafloor~

Very soft lean clay

Firm lean clay

Loose to medium dense silt

with sand to sandy silt

Firm lean clay

Medium dense to dense silt

interlayered with firm

to stiff lean clay

Stiff to very stiff clay

Penetration

9.5'

26'

42'

65'

"50

= 2.0

"50

= 2.0

k=10pci

"50

= 2.0

k=10pci

"50

= 1.5 % at 65'

decreasing linearly to

1>50

= 1.0 % at 100'

100' -

Report No.

0201~6501

Notes:

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

2. Soil strength parameters are shown on Plate 3-25.

3. Submerged unit weight profile is shown on Plate 3-26.

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 PLET

Block A-36, Galveston Area

PLATE 3-32

I_@______________________

I'!

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

107

0.00

0.03

0.12

0.36

1.20

3.60

5.0

147

216

311

0.00

0.03

0.12

0.36

1.20

3.60

7.0

117

173

255

367

0.00

0.03

0.12

0.36

1.20

3.60

9.5

140

208

305

440

0.00

0.03

0.12

0.36

1.20

3.60

9.5

114

190

251

316

361

0.00

0.10

0.18

0.26

0.40

0.61

12.0

175

292

386

485

556

0.00

0.13

0.22

0.32

0.48

0.74

15.0

266

443

584

735

841

0.00

0.15

0.27

0.39

0.58

0.90

19.0

408

680

897

1128

1291

0.00

0.18

0.33

0.47

0.7.1

1.09

26.0

568

946

1249

1570

1797

0.00

0.19

0.33

0.48

0.72

1.11

26.0

169

259

383

563

810

0.00

0.03

0.12

0.36

1.20

3.60

42.0

198

304

449

660

950

0.00

0.03

0.12

0.36

1.20

3.60

42.0

914

1523

2011

2528

2894

0.00

0.19

0.33

0.48

0.72

1.11

65.0

1421

2369

3127

3932

4501

0.00

0.19

0.33

0.48

0.72

1.11

65.0

281

431

637

937

1350

0.00

0.02

0.09

0.27

0.90

2.70

100.0

365

559

827

1216

1751

(and below)

0.00

0.02

0.06

0.18

0.60

1.80

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

2. "y" ;s lateral deflection, [in.].

P-YDATA

(CYCLIC LOADING)

API RP

2A (2000) Method

24-in.-Diameter Driven Pipe Piles

Texas Offshore Port System, SPM #2 PLET

Block A-36, Galveston Area

iii

18.00

24.00

18.00

24.00

18.00

24.00

18.00

24.00

146

18.00

24.00

235

18.00

24.00

376

380

0.88

24.00

579

585

1.07

24,00

877

885

1.30

24.00

1345

1359

1.58

24.00

1873

1892

1.60

24.00

810

24.00

950

24.00

3016

3046

1.60

24.00

4690

4738

1.61

24.00

1350

24.00

1751

24.00

PLATE 3-33

Report No. 0201-6501

'-@-----------

-.-

¥-

Date

June

2008

Time

From

Descri[!tion

of Activities

"'*"'*

0030

Arrive

in Block A-36

Galveston Area, SPM #2

PLET location onboard the

RN Seaprobe.

0030

0115

Set 4-point anchors.

0115

0145

Rig up to drill and sample.

***.

0145

Estimate water depth of 108 ft using echo sounder

and 110ft

ing

wireline technique.

0145

0155

Perform scanning sonar survey.

0155

0250

Run drill

pipe

to mud

line.

****

0250

Measure water depth

of 112 ft

using

pipe

tally/bottom sensor and 110.0 ft using pressure

transducer.

0250

0950

Drill and sample. Bo

ing terminated

131-ft

penetration

0950

1030

Pull pipe above mud line and

repositio

vessel.

*.*.

1030

Measure supp

emental water depth

112 ft

using

bottom sensor/pipe tally and 110.0 ft using

pressure

transducer

1030

1055

Resample to 5-ft penetration

1055

1120

Pull drill p

pe to deck and secure equipment for

travel.

1120

1140

Pull

ancho

****

1130

Conduct pre-shift safety meeting.

1140

1200

Wait

on weather. (Seas: 5-7/8 Winds:

mph)

1200

1240

Pull anchors

1240

."'..

Depart

location

SUMMARY OF FIELD OPERATIONS

Texas Offshore Port System, SPM

PLET

Block A-36, Galveston Area

PLATEA-3

Report No

0201-6501

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

(,'

ecked

Aooroved

Summary of Test Results

Date

qrZ(O~

Date

4d;';

Drawn

y:-rt.",.f

Date

'r/~/o"is

Job No.:

0201

501.3

02.Sep.2008 (Ver

#4)

oring:

xas

Offshore

Port System,

SPM

Block

Area:

Gal

vest

Identification Tests

Strength Estimate

Miniature Vane Tests

Comp

ession

ests

Puslnll

(ksl)

L.i'luid

Plastic:

ture

Submerged

No. 200

oist

ure

nfining

Undisturbed

Remolded

Submerged

"il

ul'fl

Simp18

epth

LiquIdity

Limit

mil

Con

ten

Unitw.rghl

evl!

Typ

Content

Pressure

Strength

51111

\JnitWe

Strain

Type

"0.

Indax

(

)

(.,

(pdJ

(%'

netrometer

Torv

Undisturbed

Remolded

Res

Tul

(p$i)

(k$f)

sf)

('h)

"OJ

(

Failure

1.00

.50

.00

2.00

3.50

202

.00

4.5

203

1.01

8.9

204

5.00

0.75

7.00

.00

0.37

.00

20,00

23.00

27.00

.50

27.50

1.2

.00

TYP

OF TEST

TYPE

FAI

URE

Plus Signs [+

]

denote

tests wh

h e

xceed

ed the

Unconfined Compression

Bulge

capacity

the measuring device

UU- Unconsolidated-Un

aine

axia

- Single Shear Plane

Consolidated-Undrained

riaxial

- Multiple Shear P

ane

Non Plastic Material

0- Vertical Fracture

1:'

Checke

d B

,..{ B

Summ

ry of T

t R

ult

Date:'ir,,(,

<:Pc.

-,-

rawn By:"1I

"'/h'/

Date:

020

-650

-3

02-Sep-2008

#4)

oring: Te

as Offshore P

rt S

stem, SPM #2 P

k: A-36

ea:

Gal

eston

dent

n Tests

treng

h Estimate

ini

ests

pression T

sts

Pas

(ksl)

Uquld

tle:

Moist

f"C

Submuged

o. 200

Moisture

Con

Undisturbed

Remo

ded

Submerg

FiI

ure

imp

Depth

Liq

idity

Limit

Content

tWe

llht

Sieve

Type

tent

PIlI"U"

Strength

Str

ngt

SI",l

Unit W

ight

Stra

Typ

(ft

)

Ind

'%)

(

pet)

'%I

Pin

rntttir

orvane

Undist

rbed

Rem

lded

a.l

'''

(pSi)

(ksf)

'''"

('10)

of)

'%I

ilure

0.30

0.78

0.59

0.92

2.2

1.4

7.00

.08

OTES

TYP

EST

TYP

FAILUR

Plus Sig

[

+] de

ote tests wh

ch ex

eded

confine

pression

A -

capacity of

he measuring device

soli

ated-Un

aine

d Tr

iaxial

e S

r Pl

ane

Consolid

-Undrai

ed T

iaxial

Multiple Shea

ane

NP = Non Plastic Materia

Vertica

Fracture

Checked By:

Approved By: /'-

Summary of Test Results

Date:

?{~o'b

-;I'it{

Drawn

By:'1f·~

Date:'!r"I"

...

No.:

0201-6501:3

02-Sep

2008

(Ver

#4)

Boring: Texas Offshore Port

System

SPM

#2 PLET

Block:

A-36

Area:

veston

Ide

tification

ests

Strength

stima

Miniature

ane Tests

Compression Tests

Puslng

(ksf)

Uqu!d

Pluti.;

Moisture

Submergld

No. laO

Moistur

Confining

Undisturbed

Remolded

Subme"ied

Failure

Simple

Depth

Liquidity

imit

Limit

Content

UnitWIlght

SilVIS

Type

CORtf!nl

Pressure

Strength

Stnlin

Weight

Str.llin

Type of

Inl

Index

1%1

1%)

1%1

1,<1)

1%)

Penetromller

Tornn,

UndIsturbed

Remolded

Reiidl.lal

..,

(psi]

I""

1"0

[pcf)

I%J

Filill

63.00

1.00

.71

70.00

122

100

0.8

1.50

1.40

120

1.1

120

0.42

.42

.50

1.00

1.32

120

0.9

0.33

124

0.36

1.40

100

1.50

1.40

100

120

0.64

100

121

0.7

OF T

TYPE OF

AILURE

Plus

Signs

[

+] denote

tests which

exceeded

the

- Unconfined Compression

A - Bulge

capacity of the measuring device.

UU- Unconsolidated-Undrained Triaxial

- Single Shear Plane

CU- Consolidated-Undrained Triaxial

Multiple Shear Plane

Plastic Materia

- Vertical

Fracture

:;J

ed By

;(

Approved

Summary of Te

t Results

Identification Tests

Uquid

asllc

Moisture

Submerged

Samp

tli

L.lquldlty

Lim

Umlt

onl

Weight

N•.

Iftl

de:.:

1%1

)

I%)

,,,

101.00

.56

110

.00

120

.00

121

.00

130.00

130.5

130

131.00

Date~(:?lo~

Date

74.1:

ength

stimate

assing

(ksf)

No. 200

Sieve

1%)

Penetrom

Tarvin"

1.75

.75

1.50

7r.:,,.,,

Date

q OJ'"

ob No.:

020

-S5

-3

02-Sep-2008

er. #4

)

Bori

Off

Port S

stem, SPM #2 PlET

ock:

A-

rea:

eston

iature

e Tests

(ksf)

Compression Tests

MOi

ConfinIng

Und

sturb

Remo

ded

Submerged

llur

T".

Content

ressure

Stren

Strength

StIlIin

Wei

51.... ln

Undisturbed

Remolded

Residua

TOM

I%)

(psI)

I""

1%)

(

)

ure

120

122

0.59

122

'--

TYPE OF TEST

TYP

OF FAILURE

us Signs

[

]

denote tests which exceeded

-I

_ Unconfined Compression

lge

capacIty of the meas

ring device

Unconsolida

ed-

Undr

aine

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