PLAN OF BORINGS
DESIGN STRENGTH PARAMETERS

INote: Roman numerals refer to the stratigraphy as I

1----

:x,

[j.

•

x =

3,274,000ft

x =

3,279,000ft

x =

3,284,000ft

275,800 ft

I .

fie

Bleek-A--36

1---

m m

1ii

Galveston Area

270,800 ft

Offshore

•

Terminal

......

265,800 ft

SPM #1 PLET ,

SPM #1 Anch'l Leg

#21

1,470 f!,

....

260,800 ft

Projection: Texas South Central Zone Coordinates

PLAN OF BORINGS

)'f'M'#2

lI?1~or

Leg

, SPM #2 PLET ,

1,470ft~

....

)_@Re

ortNo.0201-6500

Texas Offshore Port System, Offshore Terminal Location

Block A-36, Galveston Area

PLATE 1

;>J

'iii

(f)

(jj

-u

Checked By:

Approved By:

1)1'

5A1

1.)'"

DateY/rk-

Date!/7k

Drawn By:

t"r

Dale: "/7't..

x =

3,279,382'

IDENTIFICATION TESTS, [%]

268,314'

BLOW

UNDRAINED SHEAR STRENGTH

COUNT

[ksf}

Texas South Central Zone Coordinates

SUBMERGED UNIT WEIGHT,

[kef}

SEAFLOORATEL-111'

0.03

0.04

0.05

0.06

VERY SOFT OLIVE GRAY LEAN

(S.O')

WOH

-::ti

0 0

ri''-~I==:±

I==±==:::!;__,

.::!!

CLAY

LOOSEGRAYSANDYSILT

"-----,'5.

•

••

•

Sirengih exceeds capacily

IJ :.:.:

•••

of measuring device.

= . 'IF

(2S.0'

,70

••

...

FIRM TO STIFF OLIVE GRAY TO GRAY

~-S

',!;

I~_

CLAYINTERLAYEREDWITHMEDIUM

PUSH

+[=$

<> *"' ....

DENSE SILT WITH SAND TO SILTY FINE

P~gH

• •

•

••

,.....

III

SAND

+---.-.-re---Ei-

<.><1>*

f- ...

P~gH!-.

n J9

III

J5S.01

STIFF TO VERY STIFF GRAY CLAY

PUSH

•

PUSH

+- ---____ •

£:> '"

•

I- '"

Note:

See PLATE 2b for detaIled soil

PUSH

• •

stratigraphy to 100-ft penetration.

PUSH

-t -----1---.0-

.....

I-

PUSH

I •

I--_----'lr.~

_+--+--+_--

;.. -wilhgas blisters, a few silt pockets, partings and

PUSH

+t-----

""-Q- 0

L:l.

....

seams, and light gray bands at 107'

-platY,116't0248'

PUSH

•

-with a few shell fragments

117'

I-

;- -with silt pockets and partings, 126' to 148'

PUSH

••

[

r"'~

-with shell fragments and a few claystones at 127'

-with gas blisters, 136' to 248'

PUSH

+ __

-e-_

-olive gray and lean at 137'

-expansive, with a few claystones at 147'

PUSH

• •

0 0

L:l.

...

-with shell fragments, a few yellowish red bands,

PUSH

•

and many sand pockets, partings, and seams

•

al157'

PUSH" ____

O--g--~--+

£:>

1>. ....

-dark gray, with sill and sand pockets at 167'

,=I'

...,

-greenish gray, with claystones, and silt pockets

PUSH

• •

.....

and partings at 177'

-expansive, 188' to 248'

~~~~

-$.

-with a few light gray bands, 188' to 208'

. -with a few claystones, 188' to 198'

PUSH

C---~

.e_g-----G ----of

L:l.

$' 8

....

PUSH"ODO

l>.

:...

PUSH. DO

£:>

....

•

,lean at 227'

PUSH

+ ____

0 0 [

".. •

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

shell fragments 236' to 249'

PUSH

...

•

_~d_at_

[__

.. -lean al 249'

(250.0')

~M~~'

.lJL •

.is

® ®

...

MEDIUM DENSE TO DENSE SILTY FINE

SAND

20.

-with clay pockets, partings, and seams,

ga~266

blisters and shell fraaments

•

I I I

~".IO'

VERY STIFF OLIVE GRAY CLAY

I -

I . -

I--

I..

-platy and expansive ta 288'

PUSH

-with gas blisters, a few sill packets and light gray

11- - - -

.Q-

bands ta 26B'

A>.

PUSH" 0

£:>

w., .....

-greenish gray, with many calcareous nodules, 296'

to 300'

-with silt pockets, partings, and seams

297'

P~8H

r;:(

IT]

1....

••

-silty at 299'

-sandy silt layer, with clay pockets at 300'

0 a

-platy. 306' to.338'

... i-.

-with silt pockets, 306' to 328'

L:l.

®...

-with silt partings, seams and a few shell fragments,

•

-l-.<I

306't0318'

1~---;-+-;;a..+--;--+-'nnt----jII----+---At--.;----;J

~.cl-----1

-with sand seams at 307'

PUSH

+- _

...

IT]

L:!..

~ ~

-expansive below 316'

-with sand pockets at 317'

PUSH

•

...

•

-with gas blisters below 326'

~...

-with a few silt seams, shell fragments, and

PUSH

I-.

0 ,..

L::...A.

calcareous nodules at 327'

,.....

I L

-greenish gray, 336' to 348'

•

-with sand pockets and partings

at 337'

PUSH

+ __

--* _____ Jt-

[

L:l.

-with silt pockets and a few shell fragments at 346'

• -platy below 356'

PUSH"

....

•

-blocky, with silt partings at 357'

;

-with many silt partings at 367'

-with many silt pockets and a few sand seams

PUSH

••

•

al 377'

(3B5.0')

DENSE TO VERY DENSE GRAY

'0_

VII ,_ ,

SILTY FINE TO FINE SAND

)

• •

VERY

-w;Ih ,;II

STIFF OLIVE GRAy CLAY

.@9B.01

3018"

II=---~==!~==:j::':::

n==I===:j====i

~===1F===i====t===1F===j

-platy and expansive, with gas blisters to 438'

PUSH

+ __ ...... _ __

Q....

L:l.

•

® ®

...

-wilh silt pockets and partings to 418'

-"-- '"

PUSH

.tt-

I..

-,and layer at 425'

30115".

~OL

"'" ...

-with a few silt partings at 427'

, I

.. -with many sand pockets and shell fragments

20118'

+ _

__.-1-

0 OJ

L:l....

•

al437'

-clayey sand layer, with many shell fragments

)

at 449' ______

----.i4~

PUSH

.......

il-

SAMPLING TECHNIQUES

CLASSIFICATION TESTS

STRENGTH TESTS

Number of blows

a 175-[b weight (hammer) dropped approximately 5

to produce a

...

SOLUBILITY [N HCL, [%]

POCKET PENETROMETER (PPJ

maximum of 24 in. of penetration of a 2.25-in.-OD, 2.125-in.-[D thin-walled tube

•

PERCENT PASSING -zoo S[EVE,

[%]

•

TORVANE

(lV)

sampler.

~PUSH"

denotes a 3.00-in...QD, 2.83-ln.-[0 thin-waUed tube sampler was

•

WATER CONTENT

f:Nj, ['Yo]

REMOTE VANE (RV)

advanced 24 in. with the weight of the drill shing. 'WOH" denotes a 2.SO-in.-OD,

SUBMERGED UNIT WE[GHT (SUW)

•

M[NIATURE VANE (MV)

($-

RESIDUAL (MVres) VALUE)

Z.1Z5-in..ID liner sampler was advanced 24 in. with the weight of the hammer.

... UNCONSOLIDATED UNDRAINED TRIAXIAL (UU)

PLASTIC LIMIT (PL)

LlQU[D LlM[T (LL)

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

(Open symbols indicate remolded (r) tests)

LOG OF BORING AND TEST RESULTS

Texas OffshDre Port System, Offshore Terminal Location

BIDCk A-36, Galveston Area

L-______________________________________________________________ -- ___

_____

100

125

150

175

200

225

0::

III

(f)

250

;::

(jj

:;::;

275

III

300

325

350

375

400

425

450

475

500

:l!!.

...::

(J)

:;:

(!J

:;:;

iii

D..

100

f}1

Checked By:

Approved By:

,tit..--

Daie:

f/;I...

Date

(7'

3,279,382'

268,314'

BLOW

COUNT

Texas South Central Zone Coordinates

SEAFLOOR AT

-111'

__ VERY SOFT OLIVE GRAY LEAN ClAY

WOH

-with many sand pockets

]

-with shell fragments and a few pieces of gravel

at3'

WOH

(6.0')

LOOSE GRAY SANDY SILT

-brownish yellow to 11'

-silt layer, mottled with gray, with a

few clay

pockets to 8'

-silty fine sand layer, with clay seams and many

shell fragments

at 9'

-with a few shell fragments, 12' to 23'

-with a few clay seams at 13'

f-:

-with a few clay pockets and mica at 22'

f-:

-with clay pockets and a few clay seams at 2

;6.0')

I-

FIRM TO STIFF OLIVE GRAY TO GRAY

ClAY INTERIAYERED WITH MEDIUM

DENSE SILT WITH SAND TO SILTY FINE

SAND

~Iean

to 38'

~with

many sand partings and seams

31'

PUSH

-with a few shell fragments at 36'

PUSH

[- «.

III

~with

silt pockets and partings, 41' to 43'

~with

many silt pockets, partings, and seams, and

PUSH

sand partings and seams at 46'

-with clay partings

48'

I-

-with silt pockets and partings at 50'

I-

(56.01

STIFF TO VERY STIFF GRAY ClAY

-with light gray bands to 108'

PUSH

-with many silt pockets, partings, and seams, sand

seams, and pockets of organrc matter at 57'

I-~

-lean, with a few silty fine sand layers at 66'

PUSH

I-~

-with silt pockets and partings, 76' to 98'

PUSH

-w;lh a few ,and pockets, 86' 10 9B'

PUSH

-w," s;(t ,earns at 97'

PUSH

SAMPLING TECHNIQUES

Number of blows of a 175-!b weight (hammer) dropped approXimately 5ft to produce a

maximum of

24 in. of penetration of a 2.25-in -00, 2.125-m.-10 thin-walled tube

sampler. "PUSH" denotes a 3.00-in.-00,2.83-in.-I0 thin-walled rube

sam~erwas

advanced 24 in. with the weight of the drill string. 'WOH" denotes a 2.50-in...QD,

2.125-1n.-ID liner sampler was advanced 24 in. with the weight

the hammer.

IDENTIFICATION TESTS, [%1

SUBMERGED UNIT WEIGHT, [kef]

0.03

0.04

0.05

0.06

---

---_e

• 0

•

---

-I

•

+------

i----

EIf

••

• •

•

--R

•

+--

----

•

••

+ -----

~--P.,

CLASSIFICATION TESTS

..,.. SOLUBILITY IN HCl, [%]

•

PERCENT PASSING -200 SIEVE,

[%]

•

WATER CONTENT

f'N), [%]

SUBMERGED UNIT WEIGHT (SUW)

PLASTIC

LIMIT (Pl)

liQUID liMIT (ll)

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

LOG OF BORING AND TEST RESULTS

Drawn By:

Date:

8'/r;:.

UNDRAINED SHEAR STRENGTH

[ksij

0.4

O.B

1.2

1.6

•

"'*~

•

$ ...

•

<[010.

•

....

®~

•

®*

STRENGTH TESTS

POCKET PENETROMETER (PP)

TORVANE

(TV)

<I> REMOTE VANE (RY)

•

MINIATURE VANE (MY)

(-e-

RESIDUAL (MVres) VALUE)

..... UNCONSOLIDATED UNDRAINED TRIAXIAL (UU)

(Open symbols indicate remolded

(r) tesLs)

Texas Offshore Port System, Offshore Terminal Location

Block A-36, Galveston Area

:l!!.

(J)

(!J

D..

100

I\;

0;",

I D

. /'!;-

m m

~ ~

TERMS AND SYMBOLS USED ON BORING LOG

SOIL TYPES

SAMPLER TYPES

[ISand

Siit

~Clay

DODO

Gravel

[J0ebriS

~Liner

•

~In

Situ

••

•

~Thin-

...

••

•

Walled

Test

Tube

IITll

Silty

mSandY

~SandY

Peat or

",,""v

Coral

• Sand

. Silt

. Clay

Highly

,,"v

-0rganic-

_v_v_

~Piston

~Clayey

mClayey

SlIty

Rock

:v:v

Shell

~ROCk

~NO

Core

Recovery

•

Sand

Silt

Clay

yYvV

SOIL GRAIN SIZE

u.s. STANDARD SIEVE

314"

200

GRAVEL

SAND

SILT

CLAV

COARSE

FINE

COARSE

MEDIUM

FINE

152

76.2

19.1

4.76

2.00

0.420

0.074

0.002

SOIL GRAIN SIZE IN MILLIMETERS

STRENGTH OF COHESIVE SOILS(1)

Undrained

DENSITY OF GRANULAR SOILg(2.3)

Consistency

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

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

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

StilL.........................................................

Shear Strength,

Kips Per Sq

Descriptive

Term

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

Loose....•........................................................•

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

Dense.............................................................

*ReJative

Density,

less than 15

15t035

35 to 65

65 to

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

less than 0.25

0.25 to 0.50

0.50101.00

1.00 to 2.00

2.00 to 4.00

Very Dense............................................ greater than 85

Hard..................................................... greater than 4.00

*Estimated from sampler driving record

SOIL STRUCTURE(1)

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

Having planes of weakness that appear slick and glossy. The degree of slickensided ness depends

upon the spacing

of slickensides and the ease of breaking along these planes.

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

Containing shrinkage or relief cracks, often filled with fine sand

or silt, usually more or less vertical.

PockeL...............................

Inclusion

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

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

InclUsion less than

1/Binch thick extending through the sample.

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

InclusIon

1/8

Inch to 3 inches thick extending through the sample.

Layer... ................................. Inclusion greater than 3 inches thick extending through the sample.

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

Soil sample composed

of alternating partings or seams of different soil types.

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

Soli sample composed

of alternating layers of different soil types.

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 time, geologic condition or construction activity.

Report No. 0201-6500

PLATE 3

I_@ ____

~----------

lr,

'::Z

1,-

c:J~

490

Shear Strength Profile, [ksf]

1--1----.-

---------

_.-

.--"-_.-

~:-~=-

5°, Nq : 8.0,

Imax

: 1.0 ksl,

qmax

ksf

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

III

f--

f...-----1----

11 ____

1-----

------

$=30°,~=

5°, Nq = 20.0,

1.7 ksf,

qmax '

100 ksf

f------

1-----

---;

1----- -----

f-- $ = 300, i; ;-

tc----

= 1.7 ksf,

qmax '

100ksf---

------

;S,

Nq =20.0,

VII

1------

1----

--_:.-

1--,----

------

VIII

1------

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

---- ------

rNote: Roman numerals refer to the stratigraphy as

described in the text and on the boring log.

DESIGN STRENGTH PARAMETERS

Texas Offshore Port System, Offshore Terminal Location

Block A-36, Galveston Area

PLATE 4

Report No. 0201-6500

...-@----------------

·~

<fl

...)

Submerged Unit Weight, [kcf]

0.00

r-----

0.02

0.04

0.06

0.08

0.10

.--L

..:

140

iii

210

(/)

.Q 280

350

420

490

1---,-

----

--7

'----

------

III

r-------.-

----

----------

--------

---.-

1----

--~

r---,-

------

--,---'.-

1----

--'-

------

1---'-

----

---,-

f----.-

------

1---,-

----

-.-

VII

----

------

VIII

1------

------

----_\ ------

------

Note: Roman numerals refer to the stratigraphy as

described in the text and on the bOring log.

DESIGN SUBMERGED UNIT WEIGHT

Texas Offshore Port System, Offshore Terminal Location

Block A-36, Galveston Area

Report No.

0201-6500

PLATE 5

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

I--

-<2a

or:

1'1

-1-

"'"

..:-

'iii

(J)

:;::>

. )

c..

ll.

0::>.)

I" -.

iii tl

I~ ~

if;

log

g E

Unit Skin Friction, [ksf]

I-

_ --L...

140

210

280

350

420

490

1------

r----.-

--_.-

------

----

--_.-

r---.-

------

III

----

--_.-

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

"'-

Notes:

1. Roman numerals refer to the stratigraphy as

.described in the text and on the boring log.

2. Tension and compression curves coincide.

'\.

----

---_.-

--_

_.-

--_.-

f--

_.-

------

VII

1--

_.-

------

VIII

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

UNIT SKIN FRICTION

API RP

2A (2000) Method

Texas Offshore Port System, Offshore Terminal Location

Block A-36, Galveston Area

)

Report No. 0201.6500

PLATE 6

-~@-----------

;;::::

ctI

III

:;:::;

....

ctI

..l)

()

li,~

...

Ii \\

{j;

•

iii

Unit End Bearing, [ksf]

120

150

--c-

_--L

f---.-

140

210

280

350

420

490

---

-----

---

48-in.1I

III

Z2:in.1l

Notes:

1. Roman numerals refer to the stratigraphy as

described in the text and on the boring log.

2. Dashed lines represent equivalent unit end

bearing available. from frictional resistance

of soil plug inside the indicate_d pile sizes.

3. End bearing component is -neglected for

caissons and conductors.

c---

--_.-

'----I

_.-

---

,----

_.-

_~I_.-

VIII

------

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

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

UNIT END BEARING

API RP

2A (2000) Method

Texas Offshore Port System, Offshore Terminal Location

Block A-36, Galveston Area

Report No. 0201-6500

PLATE 7

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

~------

iii

Ultimate Axial Capacity, [kips]

3000

6000

9000

12000

15000

or:

01--

_---L

c---.-

f----

--_.-

f------

-----

•

III

\--_.-

f----

----

--_.-

---

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

for caissons and conductors

140

"'"

I;::

210

(\l

~~~

CI)

:l:

----

--_.-

---

"iii

L __._

III

----

---.~

---_.-

---

280

r-...

:;:>

(\l

.....

Il..

.}j

350

II~~

--_.-

----

-----

---

~""

--_.-

f----.;- --

VII

l;.j

;.j

--_.-

----

---

420

VIII

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

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

~----

iii

-g

-I

'Ii

. e

490

ULTIMATE AXIAL CAPACITY

API

RP 2A (2000) Method

48-in.-Diameter Driven Pipe Piles

Texas Offshore Port System, Offshore Terminal Location

Block A-36, Galveston Area

_I@

Report No. 0201-6500

PLATE 8

-~~

0.)

·I~~

~'{::

-2

!l:>

-.)

Ultimate Axial Capacity, [kips]

4000

8000

12000

16000

20000

f--

i--

----

.--L __

k-----

i----

-----

r---.-

-------

III

~----

i----

--_.-

f----

------

_\~

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

for caissons and conductors

--_.-

----

C------

----\-

~---

--_.-

r---

----r---.-

i----

--_.-

r-'~

C----

---.-

f----~

------

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

ULTIMATE AXIAL CAPACITY

API RP 2A (2000) Method

72-in.-Diameter Driven Pipe Piles

----.

------

~_---vil-

~--

Texas Offshore Port System, Offshore Terminal Location

Block A-36, Galveston Area

)

Report No. 0201.6500

PLATE 9

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

I-~~------·---

i'i

•

PENETRATION

BELOW

CURVE POINTS

MUDLINE

(feel)

0.0

0.00

0.08

0.15

0.27

0.38

0.48

0.96

48.00

1.0

0.00

0.02

0.03

0.04

0.05

0.06

0.05

0.00

0.08

0.15

0.27

0.38

0.48

0.96

48.00

3.0

0.00

0.02

0.04

0.06

0:07

0.07

--z-

~-0:00-~0:08---0:15---0:27---0:38---0:48---0:96--48:00--

6.0

0.00

0.03

0.05

0.08

0.10

0.11

0.10

0.00

0.08

0.15

0.27

0.38

0.48

0.96

6.0

0.00

0.06

0.00

0.10

48.00

26.0

0.00

0.32

0.00

0.10

48.00

26.0

0.00

0.14

0.23

0.35

0.42

0.47

0.42

0.00

0.08

0.15

0.27

0.38

0.48

0.96

56.0

0.00

0.24

0.40

0.60

0.72

0.80

0.72

0.00

0.08

0.15

0.27

0.38

0.48

0.96

56.0

0.00

0.30

0.50

0.74

. 0.89

0.99

0.89

0.00

0.08

0.15

0.27

0.38

0.48

0.96

117.0

0.00

0.51

0.85

1.27

1.52

1.69

1.52

0.00

0.08

0.15

0.27

0.38

0.48

0.96

137.0

0.00

0.58

0.96

1.44

1.73

1.92

1.73

0.00

0.08

0.15

0.27

0.38

0.48

0.96

157.0

0.00

0.65

1.08

1.62

1.94

2.16

1.94

0.00

0.08

0.15

0.27

0.38

0.48

0.96

177.0

0.00

0.72

1.20

1.79

2.15

2.39

2.15

0.00

0.08

0.15

0.27

0.38

0.48

0.96

187.0

0.00

0.75

1.25

1.88

2.26

2.51

2.26

0.00

0.08

0.15

0.27

0.38

0.48

0.96

227.0

0.00

0.89

1.48

2.21

2.66

2.95

2.66

0.00

0.08

0.15

0.27

0.38

0.48

0.96

227.0

0.00

0.66

1.10

1.65

1.98

2.20

1.98

0.00

0.08

0.15

0.27

0.38

0.48

0.96

250.0

0.00

0.66

1.10

1.65

1.98

2.20

1.98

0.00

0.08

0.15

0.27

0.38

0.48

0.96

250.0

0.00

1.70

0.00

0.10

48.00

266.0

0.00

1.70

0.00

0.10

48.00

266.0

0.00

0.90

1.50

2.25

2.70

3.00

2.70

0.00

0.08

0.15

0.27

0.38

0.48

0.96

Notes: 1. ''t'' is mobilized soil-pile adhesion, [ksfl.

2. ''z'' is axial pile displacement, [in.].

3. Data for tension and compression coincide.

AXIAL LOAD TRANSFER DATA

(T-Z

DATA)

API RP

2A (2000) Method

48-in.-Diameter Driven Pipe Piles

Texas Offshore Port System, Offshore Terminal Location

Block A-36, Galveston Area

0.10

48.00

0.42

48.00

0.72

48.00

0.89

48.00

1.52

48.00

1.73

48.00

1.94

48.00

2.15

48.00

2.26

48.00

2.66

48.00

1.98

48.00

1.98

48.00

2.70

48.00

Report No. 0201-6500

PLATE 10aa

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

f--

,---

...

()

<:(

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

PENETRATION

BELOW

CURVE POINTS

MUDLINE

(feel)

300.0

0.00

0.78

1.30

1.95

2.34

0.00

0.08

0.15

0.27

0.38

318.0

0.00

0.78

1.30

1.95

2.34

0.00

0.08

0.15

0.27

0.38

385.0

0.00

0.96

1.60

2.40

2.88

0.00

0.08

0.15

0.27

0.38

385.0

0.00

1.70

0.00

0.10

48.00

398.0

0.00

1.70

0.00

0.10

48.00

398.0

0.00

0.99

1.65

2.47

2.97

0.00

0.08

0.15

0.27

0.38

450.0

0.00

0.99

1.65

2.47

2.97

0.00

0.08

0.15

0.27

0.38

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

lksf].

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

3. Data for tension and compression coincide.

AXIAL LOAD TRANSFER DATA

(T-Z DATA)

API RP

2A (2000) Method

48-in.-Diameter Driven Pipe Piles

2.60

2.34

0.48

0.96

2.60

2.34

0.48

0.96

3.20

288

0.48

0.96

3.30

2.97

0.48

0.96

3.30

2.97

0.48

0.96

Texas Offshore Port System, Offshore TerminalLocation

Block A-36, Galveston Area

-fuURU

2.34

48.00

2.34

48.00

2.!i8

48.00

2.97

48.00

2.97

48.00

)

Report

No. 0201-6500

PLATE 10ab

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

1-------

PENETRATION

BELOW

MUDLINE

(feet)

CURVE POINTS

345

'tl-

100.0

144

173

0.00 .

0.10

0.62

2.02

3.50

215.0

163

244

293

0.00

0.10

0.62

2.02

3.50

1-----.22Z~I.J;l-1

124

t87

224

0.00

0.10

0.62

2.02

3.50

250.0

124

187

224

0.00

0.10

0.62

2.02

3.50

258.0

230

460

691

829

0.00

0.10

0.62

2.02

3.50

li~

o 0

Ij {

>..

'" '"

266.0

170

254

305

0.00

0.10

0.62

2.02

3.50

300.0

147

221

265

318.0

385.0

392.0

398.0

450.0

0.00

0.10

0.62

2.02

3.50

0.00

0.10

0.00

0.10

204

0.00

0.10

0.00

0.10

0.00

0.10

147

0.62

181

0.62

407

0.62

187

0.62

187

0.62

221

2.02

271

2.02

611

2.02

280

2.02

280

2.02

265

3.50

326

3.50

733

3.50

336

3.50

336

3.50

Notes: 1.

"Q"

is mobilized end bearing capacity, [kips].

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

AXIAL LOAD TRANSFER DATA

(Q-Z

DATA)

API

2A (2000) Method

48-in.-Diameter Driven Pipe Piles

192

4.80

48.00

325

4.80

48.00

249

2~9

1___

4.80

48.00

249

4.80

48.00

921

4.80

48.00

339

4.80

48.00

294

4.80

48.00

294

4.80

48.00

362

4.80

48.00

815

4.80

48.00

373

4.80

48.00

373

4.80

48.00

Texas Offshore Port System, Offshore Terminal Location

Block A-36, Galveston Area

Report No.

0201-6500

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

PLATE 10b

j--- .-.--.------.-.-----------

-tUURD

...

;:.

u '"

PENETRATION

BELOW

CURVE POINTS

MUDLINE

(feel)

0.0

0.00

0.12

0.22

0.41

0.58

1.0

0.00

0.02

0.03

0.04

0.05

0.00

0.12

0.22

0.41

0.58

3.0

0.00

0.02

0.04

0.06

0.07

0.00

0.12

0.22

0.41

0.58

6.0

0.00

0.03

0.05

0.08

0.10

0.00

0.12

0.22

0.41

0.58

6.0

0.00

0.06

0.00

0.10

72.00

26.0

0.00

0.32

0.00

0.10

72.00

26.0

0.00

0.14

0.23

0.35

0.42

0.00

0.12

0.22

0.41

0.58

56.0

0.00

0.24

0.40

0.60

0.72

0.00

0.12

0.22

0.41

0.58

56.0

0.00

0.30

0.50

0.74

0.89

0.00

0.12

0.22

0.41

0.58

117.0

0.00

0.51

0.85

1.27

1.52

0.00

0.12

0.22

0.41

0.58

137.0

0.00

0.58

0.96

1.44

1.73

0.00

0.12

0.22

0.41

0.58

157.0

0.00

0.65

1.08

1.62

1.94

0.00

0.12

0.22

0.41

0.58

177.0

0.00

0.72

1.20

1.79

2.15

0.00

0.12

0.22

0.41

0.58

187.0

0.00

0.75

1.25

1.88

2.26

0.00

0.12

0.22

0.41

0.58

227.0

0.00

0.89

1.48

2.21

2.66

0.00

0.12

0.22

0.41

0.58

227.0

0.00

0.66

1.10

1.65

1.98

0.00

0.12

0.22

0.41

0.58

250.0

0.00

0.66

1.10

1.65

1.98

0.00

0.12

0.22

0.41

0.58

250.0

0.00

1.70

0.00

0.10

72.00

266.0

0.00

1.70

0.00

0.10

72.00

266.0

0.00

0.90

1.50

2.25

2.70

0.00

0.12

0.22

0.41

0.58

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

2. 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

72-in.-Diameter Driven Pipe Piles

0.00

0.72

1.44

0.06

0.05

0.72

1.44

0.07

O.OZ

0.72

1.44

0.11

0.10

0.72

1.44

0.47

0.42

0.72

1.44

0.80

0.72

1.44

0.99

0.89

0.72

1.44

1.69

1.52

0.72

1.44

1.92

1.73

0.72

1.44

2.16

1.94

0.72

1.44

2.39

2.15

0.72

1.44

2.51

2.26

0.72

1.44

2.95

2.66

0.72

1.44

2.20

1.98

0.72

1.44

2.20

1.98

0.72

1.44

3.00

2.70

0.72

1.44

Texas Offshore Port System, Offshore Terminal Location

Block A-36, Galveston Area

0.00

72.00

0.05

72.00

OOZ

72.00

0.10

72.00

0.42.

7~.00

0.72

72.00

0.89

72.00

1.52

72.00

1.73

72.00

1.94

72.00

2.15

72.00

2.26

72.00

2.66

72.00

1.98

72.00

1.98

72.00

2.70

72.00

_1_~-R-e-p-ort-N-O.-0-2-01---65-0-0--------------------

______________P_LA_T_E_1_1_aa_

•

"--I~

PENETRATION

BELOW

CURVE POINTS

MUDLINE

(feel)

300.0

0.00

0.78

1.30

1.95

2.34

0.00

0.12

0.22

0.41

0.58

318.0

0.00

0.78

1.30

1.95

2.34

0.00

0.12

0.22

0.41

0.58

------385.0__

__0.00

0.96

___1.60___2.40

2.88

0.00

0.12

0.22

0.41

0.58

385.0

0.00

1.70

0.00

0.10

72.00

398.0

0.00

1.70

0.00

0.10

72.00

398.0

0.00

0.99

1.65

2.47

2.97

0.00

0.12

0.22

0.41

0.58

450.0

0.00

0.99

1.65

2.47

2.97

0.00

0.12

0.22

0.41

0.58

Notes: 1. "t" Is mobilized soil-pile adhesion, [ksf].

liZ"

is axial pile displacement, [in.J.

3. Data for tension and compression coincide.

AXIAL LOAD TRANSFER DATA

(T-Z DATA)

API RP 2A (2000) Method

72-in.-Diameter Driven Pipe Piles

2.60

2.34

0.72

1.44

2.60

2.34

0.72

1.44

320

2.86

0.72

1.44

3.30

2.97

0.72

1.44

3.30

2.97

0.72

1.44

Texas Offshore Port System, Offshore Terminal Location

Block A-36, Galveston Area

2.34

72.00

2.34

72.00

2.88

72.00

2.97

72.00

2.97

72.00

Report No. 0201-6500

PLATE 11ab

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

~~--

()

PENETRATION

BELOW

CURVE POINTS

MUDLINE

(feel)

100.0

108

216

324

389

0.00

0.14

0.94

3.02

5.26

209.0

179

358

537

645

0.00

0.14

0.94

3.02

5.26

227.0

.J.L

140

28.0

420

504

0.00

0.14

0.94

3.02

5.26

250.0

140

280

420

504

0.00

0.14

0.94

3.02

5.26

258.0

392

784

1176

1411

0.00

0.14

0.94

3.02

5.26

266.0

191

382

573

687

0.00

0.14

0.94

3.02

5.26

300.0

165

331

496

595

0.00

0.14

0.94

3.02

5.26

318.0

165

331

496

595

0.00

0.14

0.94

3.02

5.26

385.0

204

407

611

733

0.00

0.14

0.94

3.02

5.26

392.0

376

751

1127

1352

0.00

0.14

0.94

3.02

5.26

398.0

210

420

630

756

0.00

0.14

0.94

3.02

5.26

450.0

210

420

630

756

0.00

0.14

0.94

3.02

5.26

Notes: 1.

"Q"

is mobilized end bearing capacity, [kips].

liZ"

is axial tip displacement, [in.}.

AXIAL LOAD TRANSFER DATA

(O-Z

DATA)

API

RP 2A (2000) Method

72-in.-Diameter Driven Pipe Piles

433

7.20

717

7.20

560

7.20

560

7.20

1568

7.20

763

7.20

662

7.20

662

7.20

814

7.20

1502

7.20

840

7.20

840

7.20

Texas Offshore Port System, Offshore Terminal Location

Block A-36 , Galveston Area

433

72.00

717

72.00

560---

72.00

560

72.00

1568

72.00

763

72.00

662

72.00

662

72.00

814

72.00

1502

72.00

840

72.00

840

72.00

PLATE 11b

Report No.

0201-6500

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

seaftoor~

Penetration.

Very soft lean clay

E50 =

2.0 %

Loose sldY silt

k = 10 pci

26'

Firm to stiff clay

interlayered with

E =1 75 %

medium dense silt with sand

to~'r~d

.~~

.l!i

•

--Jl

1) 3:

I @Report No. 0201-6500

Stiff to very stiff clay

---

Notes:

120'

ESO =1.75 %

56'

decreasing linearly to

Eso = 1.0 % at 120'

E50

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

2. Soil strength parameters are shown on Plate 4.

3. Submerged unit weight profile is shown on Plate 5.

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

STRATIGRAPHY AND PARAMETERS FOR P-Y DATA

Texas Offshore Port System, Offshore Terminal Location

Block A-36, Galveston Area

PLATE 12

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

, 1

;;

•

'<i

PENETRATION

BELOW

MUDLINE

(feet)

0.0

0.00

3.0

0.00

6,0--

-p

0.00

6.0

0.00

10.0

0.00

14.0

0.00

18.0

0.00

22.0

0.00

26.0

0.00

26.0

0.00

27.0

0.00

56.0

0.00

56.0

0.00

120.0

(and below)

0.00

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

"y"

is lateral deflection, [in.].

CURVE POINTS

0.06

0.24

0.72

2.40

109

0.06

0.24

0.72

2.40

144

0.06

0.24

0.72

2.40

121

159

200

0.10

0.18

0.27

0.40

167

279

368

463

0.14

0.26

0.37

0.55

295

491

648

815

0.18

0.32

0.46

0.69

455

758

1000

1258

0.22

0.39

0.56

0.83

647

1079

1424

1791

0.25

0.45

0.65

0.97

873

1455

1920

2415

0.29

0.51

0.74

256

393

581

854

0.06

0.21

0.63

2.10

265

406

600

882

0.06

0.21

0.63

2.10

369

566

836

1230

0.06

0.21

0.63

2.10

562

862

1275

1875 .

0.06

0.21

0.63

2.10

857

1314

1943

2857

0.03

0.12

0.36

1.20

P-Y DATA

(CYCLIC LOADING)

API RP 2A (2000) Method

48-in.-Diameter Driven Pipe Piles

108

7.20

36.00

157

7.20

36.00

207

7.20

36.00

229

239

0.61

0.89

529

552

0.85

1.23

933

972

1.07

1.55

1440

1500

1.29

1.86

2050

2136

1.50

2.16

2764

2880

1.71

2.47

1230

1196

6.30

31.50

1270

6.30

48.00

1771

6.30

48.00

2700

6.30

48.00

4115

3.60

48.00

Texas Offshore Port System, Offshore Terminal Location

Block A-36,

Galveston

Area

48.00

95--

48.00

242

48.00

557

48.00

982

48.00

1515

48.00

2158

48.00

2909

48.00

1196

48.00

Report No.

0201-6500

PLATE 13

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

""-

, I

,----

•

Notes: 1.

up"

is soil resistance, [lb/in.].

2. '''/' is lateral deflection, [in.].

P-Y

DATA

(CYCLIC LOADING)

API RP

2A (2000) Method

72-in.-Diameter Driven Pipe Piles

Texas Offshore Port System, Offshore Terminal Location

Block A-36, Galveston Area

PLATE 14

Report No.

0201-6500

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

I~-- --~-

----

-tUURD

FIELD

OPERATIONS

Drilling Procedures

A drilling

rig mounted on a suitable offshore platform was used to perform the boring. The drilling

platform

is usually an anchored or dynamically positioned vessel or a mobile drilling platform. The borehole

is advanced with open hole, wet rotary techniques, using a drag bit attached to the drill pipe. A combination

i-------.

-.fffresil water gel ana welgl1t malenals mixeClWitll salt water are usea as necessary to suspena ana--re"'tn=o"'v"'e----

drill cuttings and to provide lateral pressure to support the sides

of the borehole. A brief chronological

Summary of Field Operations is presented on Plate A-1.

Sampling Procedures

Samples are obtained through the open bore of the drill pipe. Cohesive samples are generally

obtained

by the push sampling technique, and granular samples by the percussion technique.

Push samples are taken

by lowering the sample tube into the soil formation with the weight of the

drill pipe. After the boring is drilled to the desired depth, the drill bit is raised from the borehole bottom, and

the sampler is allowed to fall through the drill pipe until it rests

on a catch ring above the drill bit. The

sampler

is then pushed about 24 to 30 in. into the soil by lowering the drill string. The sampler is retrieved

by pulling it out of the soil formation with the drill pipe

and then raising it to the deck using an overshot

retrieving device attached to a wireline.

After retrieving the sampler, the boring is advanced and the

sampling procedure is repeated. Samples obtained

in this fashion are noted by "PUSH" on the boring log.

Percussion samples are obtained

by advancing the sampler tube with a hammer and slide

assembly, which is lowered to

the desired sampling depth.

The hammer, a 175-lb sliding weight, is

repeatedly raised approximately 5 ft and dropped, to achieve a maximum penetration

of 24 in. or a

maximum

of 30 blows. The number of blows required to achieve 24-in. penetration, or the penetration for a

maximum

of 30 blows, is recorded on the boring log.

Samples recovered with the liner sampler are advanced 24 in. into the formation with the weight of

the hammer and slide assembly. Liner samples are noted as "WOH" on the boring log.

Water Depth Measuring Procedures

The water depth measurements are usually taken at the boring location

by one or more of the

following methods: (1) the vessel's echo sounder, (2)

an electronic bottom sensor, (3) pressure transducer

located

in the bottom sensor and (4) the first sample recovery during the coring operation. An initial water

depth

is estimated using the vessel's echo sounder. After the initial water depth estimate is made, a bottom

sensor

is used to more accurately measure the water depth. The bottom sensor is an electronic seafloor

sensor that

is operated on an electric cable and latches into the drill bit. The drill string is slowly lowered to

the seafloor until the electronic sensor signals that its tip has contacted the soil. The bottom sensor

contains a pressure transducer that provides

an independent water depth measurement. This pressure

transducer measurement also checks the pipe tally length used for the bottom sensor measurement. The

water depths obtained from these methods are then confirmed

by recovery of the first soil sample. The

Cavins wireline counter is used

in conjunction with the sampling equipment to obtain the mudline sample.

The water depth measurement thought to be most representative is indicated

on the boring log. After

completing

the soil boring, a confirmatory water depth measurement is sometimes taken. The coring vessel

is repositioned,

and the water depth is confirmed. Some variations in these procedures may occur due to

available equipment

and conditions at the time of the boring.

Report No. 0201.6500

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

A-1

'~---------------"'~

FIELD AND LABORATORY TESTING

A summary of the field and laboratory test results is presented on Plate A-2. In the field, each

sample

is extruded from the sampler and carefully examined, classified, and tested by the soil technician or

field engineer. Representative portions

of each recovered sample are appropriately packaged for shipment

to the laboratory

in Houston. The test procedures, which are in general accordance with ASTM Standards

---,"1:

(2006), are described in the following paragraphs.

}

_I,

I I

•J'.

[

-I

I (

-II

Classification Tests

The classification tests, performed to verify field soil classifications, are assigned

to granular and

cohesive soils. These data are tabulated

on the Summary of Test Results, and most results are also

plotted

on the Log of Boring and Test Results.

For cohesive samples, plastic and liquid limits are determined to provide information for soil

classification. Water content and. density determinations are made for soil compression test

specimens~

For granular samples, classification tests are directed toward determining grain size. Grain-size

analyses performed include sieve analysis and/or the percent material passing the

No. 200 sieve. These

values are presented

on the Summary of Test Results.

Strength Tests

The undrained shear strength

of cohesive samples is obtained from Torvane, pocket penetrometer,

miniature vane,

and unconsolidated-undrained triaxial compression tests. The results are tabulated on the

Summary

ofTest Results and are plotted on the boring log.

The Torvane is a small, hand-operated device consisting of a metal disc with thin, radial vanes

projecting from

one face. The disc is pressed against a flat surface of the soil until the vanes are fully

embedded

and is rotated through a torsion spring until the soil is sheared. The device is calibrated to

indicate shear strength of the soil directly from the rotation

of the torsion spring.

The pocket penetrometer is a small, hand-held device consisting

of a flat-faced cylindrical plunger

and spring encased

in a cylindrical housing. The plunger is pressed against a flat soil surface, compressing

the spring until the soil experiences a punching type bearing failure. The penetrometer

is calibrated to

indicate shear strength of the soil directly from compression

of the spring.

The miniature vane test is used to measure the undrained shear strength

of cohesive soils. In this

test, a small, 4-bladed vane is inserted into either an undisturbed or remolded cohesive specimen. Torque

is applied to the vane through a calibrated spring until soil shear failure occurs. The undrained shear

strength

is determined by multiplying the rotation, in degrees, by the spring constant.

In the unconsolidated-undrained triaxial compression test, either an undisturbed or remolded soil

specimen is enclosed

in a thin. rubber membrane and subjected to a confining pressure of at least the

computed effective overburden pressure. The specimen is then loaded axially

to failure at a nearly constant

rate

of strain without allowing drainage. The undrained shear strength of cohesive soils is computed as

one-half the maximum observed deviator stress. Normalized stress-strain curves from undisturbed

triaxial compression tests are presented on Plate A-

I_@

~*=1~

l~~

!l-----------------'=~

-I

Time

Date

From

Description of Activities

June 25, 2008

****

1920

Arrive in Block A-36, Galveston Area aboard the

vessel

RN Seaprobe.

1920

....

2015

Set 4-pt anchors.

2000~~Gonductp[e,shiftsafety-meeting

2015

2025

Rig up to drill and sample.

****

2025

Estimate water depth of 106 ft with vessel's echo

sounder and 112 ft using wireline technique.

2025

2050

Perform scanning sonar survey

2045

2130

Run drill pipe to mudline.

****

2130

Measure water depth of 111 ft with the bottom

sensor/pipe tally and 109.3 ft with pressure

transducer.

2130

2400

Drill and sample.

****

2330

Conduct pre-shift safety meeting.

June 26, 2008

0000

1200

Drill and sample.

****

0455

Reposition vessel. Vessel moved 13 ft

off

location

due to strong currents.

'/t*.*

1125

Conduct pre-shift safety meeting.

**""*

1135

Conduct fire drill.

1200

1220

Repair grating on drill floor.

1220

1715

Drill and sample. Boring terminated

at 450-ft

penetration.

1715

2020

Pull pipe above mud line and reposition vessel.

""**""

2020

Measure supplemental water depth

of 111 ft with

the bottom sensor/pipe tally and 109.6 ft with

pressure transducer.

2020

2100

Pull drill pipe to deck and secure equipment

for

travel.

2100

2145

Pull anchors.

2145

****

Depart location.

SUMMARY OF FIELD OPERATIONS

Texas Offshore Port System, Offshore Terminal Location

Block A-36, Galveston Area

~N~=l~

~@--------------------------------

--L

-- --

eked By:

1A3

Date:

r.,/

roved By:

t?/L

Date: /

/?t,

Summary of Test Results

---

Drawn

By: 1fOV"\.c;l!

rate:

Job No.:

0201-6500

06-tug-2008 (Ver. #5)

Boring: Texas Offshore Port System, Offshore Terminal Location

Block: A-36

Area: Galveston

Identification Tests

Strength Estimate

Miniature Vane Tests

compreSSj~n

Tests

Passing

(ksf)

LJquld

Plastic:

Moisture

Submerved

N,.

Moisture

Confining

UndlstLU'bed

RemOldedi

E~o

Submerged

FajllU'~

Sample

D.""

Liquid"1ty

Limit

Content

Unit Weight

'DO

Type

Conll!nt

Pressure

Strength

stl1illn

Unit Weight

Strain

Type of

N,.

Cft,

Index

('!oj

C%,

""I

Sieve

Penetromets(

TOl'Vllne

Undlsturlled

Remolded

Residual

T6'

{%'

(psll

("'n

(ksf)

(%1

(pcf)

(%)

Failure

0.80

1.08

0.80

0.08

0.80

0.18

0.08

3.50

4.30

.95

4.30

0.09

4.30

0.10

8.00

10.50

14.00

17.00

19.50

23.00

26.00

27.50

0.44

28.00

26.50

0.14

28.50

1.15

28.50

0.32

31.00

0.72

31.50

0.19

""Cl

NOTES:

TYPE OF TEST

TYPE OF FAILURE

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

C - Multiple Shear Plane

NP = Non Plastic MLerial

Vertical Fracture

--- --

---- --

I~-

il'

----L

---

-- --

:kedBy:

Date:

'ifl (.,;Ot,

ved

By:

de:.,

Date:

Summary of Test Results

loate:

fl.:

-.~-

Drawn By: UO>'h-.l>I

Job No.:

0201-6500

06JAU9-2008 0Ier. #5)

Boring: Texas Offshore Port System, Offshore

Terminal Location

Block: A-36

Area:

Galveston

Identification Tests

Strength Estimate

Miniature Vane Tests

compressilon Tests

Sample

"plh

N,.

1ft)

31.50

32.00

33.50

34.00

34.50

37.00

37.50

38,00

40.50

42.50

42.50

43.00

43.50

46.00

46.50

47.00

48.50

49.00

49.50

57.00

NOTES:

Liquidity

Tnd",

.92

.87

.64

.97

Passing

(ksf)

UquLd

PlastIc

Moisture

Submerged

N,.

Limit

Content

Unit WeIght

'"'

(1)

(%)

(pd)

Sieve

penetrometl!r

Torvane

0.64

0.78

0.52

1.25

1.10

1.00

1.00

0.60

0.40

1.00

0.60

0.68

1.20

TYPE OF TEST

- Unconfined Compression

UU- Unconsolidated-Undrained Triaxial

CU- Consolidated-Undrained Triaxial

(ksf)

Moisture

Confining

Undisturbed

Remolded

E..

Submerged

Fa.llure

Typ.

Content

Pressure

Strength

strengthl

Stl1l.in

Unl\~~ht

StrOlln

Type of

Undisturbed

Remolded

Residual

THt

(%)

("'"

(ksf)

('"

(%)

Failul1I

120

0.59

2.2

0.75

0.61

1.19

0.38

0.22

0.77

119

0.74

1.5

0.46

0.93

120

0.78

5.1

0.16

TYPE OF FAILURE

Plus Signs [+J den6te tests which exceeded the

A- Bulge

capacity of the measuring device.

B - Single Shear Plane

C - Multiple Shear Plane

NP = Non Plastic

~aterial

Vertical Fracture

f(l

-L

-I

• •

....,

"."

:?/h/o%

Job No.: 0201.6500

06-tU9-2008 IYer. #5)

Sum

mary of Test ResuIts

Boring: Texas Offshore Port System, Offshore Terminal Location

Block: A-36

Area:

Galveston

Identification Tests

Strength Estimate

Miniature Vane Tests

compressiJn Tests

Uquld

Plerrtic

Mol.stun!l

Submerged

No.

Moistun=

Confining

UndIsturbed

Remolded

E3lI

Submerged

Failure

Pn,j"

(ksf)

Sample

Depth

Uquidity

Urni!

limit

Content

Unit Weight

200

Type

Content

pressure

Strength

Stlll;n

Unit WeIght

Strain

TYPe of

NO.

(ttl

Index

(%)

(%1

(pl:f)

Sieve

Penetrometer

Torvene

Undisturbed

Remolded

Residual

Tast

(%)

(psi)

(ksf)

(%)

(pcf)

(%1

F.ilure

5B.OO

1.00

1.64

58.00

~oo

67.50

1.08

1.02

1.70

120

0.61 I

67.50

121

1.05

I 1.7

n.oo

1.50

1.54

n.50

7B.OO

1.10

1.20

1.36

7B.OO

B7.00

1.00

1.20

B7.50

120

1.86

I 1.3

BB.OO

.59

1.00

1.12

1.42

97.00

1.00

9B.00

1.00

1.12

1.08

9B.00

107.00

1.42

107.50

118

0.73 I

107.50

120

1.84

I 1.0

it;

10B.00

.69

1.25

1.32

1.64

".K.I.

NOTES:

TYPE OF TEST

TYPE OF FAILURE

Plus Signs

[+]

deno\<,

t~sts

which exceeded the

1~~r:!1

- Unconfined Compression

A _Bulge

capacIty of the measunng deVIce.

UU- Unconsolidated-Undrained Triaxial

B - Single Shear Plane

CU- Consolidated-Undrained Triaxial

C - Multiple Shear Plane

NP = Non PlastiC Material

D - Vertical Fracture

il'

r;J

::1

.."

...

---1

--- --

-- --

~--

---

I Date:]

eeked By:

.).><\)

Date:

"61

(;,)

Drawn By:

rrt;>p\.~.1

.. roved By: 4'<-

Date: ....

/Th

-,-

Summary of Test Results

Job No.: 0201-6500

06jAu9-2008 (Ver. #5)

Boring: Texas Offshore Port System, Offshore Terminal Location

Block: A-36

Area:

Galveston

Strength Estimate

Miniature Vane Tests

Identification Tests

Compress,on Tests

Passing

(ksf)

RemOld~

Uquld

Plastic

Moisture

Submerged

N,.

Moisture

Confining

Undisturbed

Submerged

Failure

Sample

Depth

LIquidity

Limit

Umlt

Content

Unit Weight

Type

Conlern

PlI!55ure

Stnongth

stnn

S!ra.in

Unit Weight

Stnlln

Type

No.

1ft,

Index

1%,

I%J

1%'

"of)

SillVfl

Penetrometer

Torvane

Un(flSturbed

Remolded

Residual

'"'

1%'

Ipsl)

'''''

''''.

)%,

"of)

I%J

Failure

117.00

1.50

1.36

117.50

118.00

1.50

1.48

2.10

127.00

1.00

1.10

127.50

118

1.28

1.2

128.00

1.50

1.58

1.04

137.00

1.40

137.50

138.00

1.32

1.93

13B.OO

.63

147.00

1.25

1.75

147.50

119

1.39

1.5

147.50

119

0.8~

148.00

1.20

1.70

1.74

157.00

1.60

157.50

158.00

1.45

2.02

158.00

167.00

2.00

167.50

119

2.67

1.5

167.50

117

1.211

168.00

.40

2.00

2.10

2.55

NOTES:

TYPE OF TEST

TYPE OF FAILURE

Plus Signs [+]

de~ote

tests which exceeded the

U -

Unconfined Compression

A - Bulge

capacity of the m,asuring device.

UU- Unconsolidated-Undrained Triaxial

B - Single Shear Plane

CU- Consolidated-Undrained Triaxial

C - Multiple Shear Plane

= Non Plastic ratenal

- Vertical Fracture

"CJ

=-.L

r----

~--

-- --

loate:

~(or'

Drawn By: "[fO>'l1. ...

...

~ ,~"

Summary of Test Results

Job

No.: 0201-6500

06JAU9.2008 rver. #5)

""""

,~-.

-,-","'"1

""'~

Block: A.36

Area: Galveston

Strength Estimate

Miniature

Vane Tests

Identification Tests

Compressipn Tests

Passing

(ksf)

Rl!mOlde~

Liquid

Plastic

Mo'stu",

Submerged

N,.

MOistur1l

Confining

Undisturbed

Submerged

Filllul1I

Sample

Depth

liquidity

L.imit

Um'

Content

UnUWeight

,,,

Type

Conlenl

PII09SUn=

Strength

stren!il1

Strain

UnltWeight

strain

Type of

N,.

(ftJ

Index

(%J

(pol)

"mm

Penetrometer

Torva,nB

Undisturbed

Remolded

Residual

T,"

(%J

(psi)

("'.

(ko.

(%J

(pol)

(%J

Failure

177.00

2.00

177.50

119

2.87

2.3

178.00

2.00

2.76

189.00

2.25

189.50

190.00

2.50

2.45

2.00

197.00

2.50

2.20

197.50

120

3.14

1.1

197.50

118

1.401

198.00

.33

2.50

2.15

3.25

207.00

2.00

1.80

207.50

120

3.10

0.9

207.50

120

1.081

208.00

2.00

1.91

208.00

217.00

2.75

2.30

217.50

120

1.461

217.50

118

3.72

1.2

218.00

2.75

2.25

3.61

227.00

2.00

227.50

120

2.11

1.7

NOTES:

TYPE OF TEST

TYPE OF FAILURE

Plus Signs [+] denote tests which exceeded the

- Unconfined Compression

A. Bulge

capacity of the

me~suring

device.

UU- Unconsolidated-Undrained Triaxial

Single Shear Plane

CU- Consolidated-Undrained Triaxial

C • Multiple Shear Plane

NP :::: Non Plastic Jaterial

---

-_.

0- Vertical fracture

-- --

Checked By: l).Av

",. "il

Date:

<6 (

Approved By: ""'''''

Date:

.ffd',t;.

Summary of Test Results

-~T~

Drawn By:'lfo,,",{

lDate:

~(",(Oy

Job No.:

0201-6500

06-tug-2008 rver.

#5)

Boring:

Texas Offshore Port System. Offshore iT"erminal Location

Block: A-36

Area:

Galveston

Identification Tests

strength Estimate

Miniature Vane Tests

compreSSi~n

Tests

Pa.s;slng

(ksf)

Liquid

Plastic

Moisture

Submerged

No.

Moisture

Confining

Undisturbed

RemOldedl

£9

Submerlled

Failure

Sample

Depth

Liquidity

Umlt

Limit

Conll!nt

Unit Weight

'"'

Ty,.

Content

Pressure

Strength

Slriiln

Unit Weight

strain

Type of

No.

(ft)

Indu.

('I.)

(%)

(Pd)

Sieve

Penetrometer

Tarvane

Undisturbed

Remolded

Residual

T~t

(%)

(psi)

I'd)

("'"

(%)

(Pd)

(%)

Failure

103

286.50

2.75

2.50

100

287.00

118

1.291

100

287.00

119

3.23

1.9

105

287.50

2.75

3.53

106

297.00

2.50

3.40

107

297.50

120

0.961

107

297.50

120

2.62

6.2

108

298.00

100

299.00

.27

2.75

2.25

121

1.53

1.7

110

299,50

111

300.00

112

307.00

1.75

2.50

113

307.50

120

1.05

113

307.50

121

2.39

1.7

II.

30B.00

11.

30B.OO

2.00

2.47

115

317.00

2.50

2.20

116

317.50

119

1.861

116

317.50

118

2.66

1.7

117

318,00

3.00

118

327.00

3.75

3.30

110

327.50

120

1.82

NOTES:

TYPE OF TEST

TYPE OF FAILURE

Plus Signs r+}

deno~e

tests which exceeded the

- Unconfined Compression

A- Bulge

capacity of the measuring device.

UU- Unconsolidated-Undrained Triaxial

- Single Shear Plane

NP = Non Plastic

M~terial

CU- Consolidated-Undrained Triaxial

C - Multiple Shear Plane

0- Vertical Fracture

7rl

_1-

...

,.,.-

Summary of Test Results

--_.

---"--

: 'II/i.lo,

~, ~

Job No.: 0201-<1500

061u9-2008 (\Ier. #5)

""~ '~·-·-'-~"1'~"~"·

Block: A-36

Area: Galveston

Identification Tests

Strength Estimate

Miniature Vane Tests

compress~on

Tests

:t>

sample

Depth

N,.

fft,

119

327.50

120

328.00

120

328,00

121

337.00

122

337.50

123

338.00

124

346.50

12.

347.00

12.

347.00

126

347.50

126

347.50

127

357.00

128

357.50

128

357.50

129

358.00

130

367.00

131

367.50

132

368.00

133

377.00

134

377.50

13.

378.00

13'

378.00

NOTES:

Liquidity

Indelt

.38

.34

Passing

Uquld

Plastic

Moisture

Subml!rged

N,.

Limit

content

Unit Weight

f%)

('''I

f%f

(Pd)

Sieve

TYPE OF TEST

- Unconfined Compression

UU- Unconsolidated-Undrained Triaxial

CU- Consolidated-Undrained Triaxial

(ksf)

Penetrometer

Torvane

Undisturbed

Remolded

Residual

3.00

2.35

3.38

4.00

3.40

3.25

3.80

4.00

3.50

3.83

3.83 +

2.57

TYPE OF FAILURE

A- Bulge

B - Single Shear Plane

C - Multiple Shear Plane

- Vertical Fracture

RemOlda~

Moisture

Confining

Undisturbed

Submerged

Failu~

Ty,.

Content

Pl'!!ssun=

Stnmgth

StI1!l

ngth

Strain

Unit Weight

Strain

TYPe of

TUt

f%)

(ps])

(ksf)

f""

(%)

(pcl)

f%)

Failure

120

3.84

1.8

120

2.24

1.7

120

2.57

1.7

120

2.381

63.

120

1.401

120

3.03

2.7

120

2.53

3.1

Plus Signs [+] denote tests which exceeded the

capacity of the

me~suring

device.

NP =Non Plastic Material

[

-,-~

-- --

-- -- --

Checked By:

lA<:

Date:

'2'((,,/0<6

Approved By: P.A-

Date:

#'/?~

Summary of Test Results

--- --

-:-

Drawn By: II eo""",",'

rate: \

I 1,/0"(,

Job No.: 0201.6500

061u9.2008

ryer,

#5)

Boring: Texas Offshore Port System, Offshore

Terminal Location

Block: A-36

Area: Galveston

Identification Tests

Strength Estimate

Miniature Vane Tests

compreSSi~n

Tests

Passing

(ksf)

Uquld

Plastic

Moisture

Submerged

No.

Molsture

Confining

Undl!iturbed

Remolded

E..

Submerged

Failure

Sample

Depth

Liquidity

Limit

LImit

content

Unit Weight

,,,

Typo

Content

Pressl.lre

Strength

strengthi

Strollin

Unit

Weight

Strolln

Type of

No,

fft)

Inde.>;

(%)

f%f

(%)

f,d)

SIeve

Penetrometer

Torvane

Undisturbed

Remolded

Residual

Test

f%)

(psI)

f""l

"'"

f%)

f,d)

f%)

Failure

136

386.80

137

396.40

138

407.00

3,25

139

407.50

120

4,28

2,9

139

407.50

121

2,141

140

408.00

,32

3,50

2.87

141

417,00

3,50

142

417,50

143

418.00

3,50

3,29

143

418.00

144

427.00

3,00

2,85

145

427.50

121

1,941

145

427.50

119

3,13

4,1

146

428.00

2.75

3,00

2,95

147

437.00

148

437.50

120

2.20

0.9

148

437.50

120

1.641

149

438.00

3,50

3,10

3,15

149

438.00

.79

150

449.00

151

449.50

120

2.56

8,8

152

450.00

1.75

2.00

NOTES:

TYPE OF TEST

TYPE OF FAILURE

Plus Signs [+] dendte tests which exceeded the

- Unconfined Compression

A - Bulge

capacity

of the

me~lsurin9

device.

UU- Unconsolidated-Undrained Triaxial

B • Single Shear Plane

CU- Consolidated-Undrained Triaxial

C - Multiple Shear Plane

NP = Non Plastic Material

- Vertical Fracture

\--------------

)

t;=

..i

'l~

iii

r ..

-I~

1.25

1.00 I

;:g:W

-~"Sip'"e"

URi

f stili?

0.75

.:;

CIS

0.50

CIS

L-

0.25

0.00 _

Strain in Percent

Maximum

Confining

Deviator

Curve

Sample

Depth

Test

Pressure

Stress

G50

No.

[ft)

Type

[psi)

[ksf]

[%)

<r---e

31.50

119.6

1.18

2.2

t'i

42.50

118.7

1.49

1.5

•

49.50

119.8

1.57

5.1

•

67.50

121.1

2.11

1.7

• Normalized with respect

to maximum deviator stress.

STRESS-STRAIN CURVES

Unconsolidated-Undrained Triaxial Compression Test

Texas Offshore Port System, Offshore Terminal Location

Block A-36, Galveston Area

Report

No. 0201-6500

PLATEA-3a

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1:;

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Il '"

-ii

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1.00

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.....

CI)

.....

0.75

.:;

0.50

....

0.25

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Strain in Percent

Maximum

Confining

Deviator

Curve

Sample

Depth

Test

Pressure

Stress

G50

No.