2023年7月25日发(作者：)

`Fan. 19, 1971 |.. c. PoGoNowsKl

COMPOSITE FOUNDATION MEMBER AND METHOD

Filed Sept. 16,- 1968

3,555,831

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f7. United States Patent O ”

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3,555,831

Patented Jan. 19, 1971

1

2

COMPOSITE FOUNDATION MEMBER AND

3,555,831

means for readily installing and locking the anchoring ele

offshore body of water. A further object is to provide

Ivo C. Pogonowski, Houston, Tex., assignor to Texaco

METHOD

ment of the composite foundation member with respect

Inc., New York, N.Y., a corporation of Delaware

to a platform support leg. Another object is to provide a

simple, quickly attainable locking connection between

concentrically disposed support and anchor units in a

U.S. Cl. 61-46.5

Int. Cl. E02b 17/00; E02d 21 / 00; B21d 39/04

Filed Sept. 16, 1968, Ser. No. 759,964

9 Claims

composite foundation member, for an offshore drilling

platform positioned above a working surface. A still

further object is to provide a firm peripheral joint for a

ABSTRACT 0F THE DISCLOSURE

multi-element foundation member in which the use of

The invention relates to a foundation element or mem

ber of an offshore platform normally positioned in an

precluded.

flowable intermediaries such as cement or the like is

anchoring medium to elevate the platform a predeter

These and other objects of the invention are afforded

mined distance above said medium. The foundation ele

by the present arrangement which contemplates the use

ment comprises a first or outer casing disposed in a

generally upright position and being operably or fixedly

relatively elongated, rigid foundation members, which

with an elevated oil drilling structure, of one or more

connected at the upper end to the platform. The opposed

supportably attach to the str-ucture. More specifically,

lower end of the foundation element comprises a pile

the disclosed device embodies a plurality of such rigid

or similar member adapted to be forcefully imbedded

foundation members which extend from the floor of a

in the anchoring medium. The latter member is guidably

20

body of water such as the ocean, to rigidly support an

positioned in the casing and is fastened to the casing at

oil drilling platform above the water surface.

a peripheral interlocking joint to form the two concen

tric members into a unitary body.

centrically arranged heavy walled, metallic tubular ele

Each foundation member includes two or more con

ments the outer element being a casing, the inner ele

25

ment being an anchoring pile. The respective elements

BACKGROUND OF THE INVENTION

are joined at an overlapping portion by a dimpled or

outwardly deformed section‘formed of a plurality of

Offshore structures of the type contemplated are utilized

discrete indentations in the pile wall which extend radially

primarily in an oil producing or drilling installation

outward to deform a corresponding section of the casing.

wherein a platform is supported above either the land or

30

The contiguously disposed Walls of the respective units

the ocean surface. In the instance of an offshore facility,

are thereby fixed into a rigid, unrnoving relationship

one or more legs extending from the platform into the

by a common locking joint therebetween through which

water, are fixed to the ocean floor by piles connected

axial loads applied to the foundation element are trans

to the legs. Normally a rigid connection is maintained

ferred,

between the concentrically arranged pile and leg by

cementing or grouting an overlapping section of the two

DESCRIPTION OF THE DRAWINGS

members for a length of 20 or more feet depending on

the weight to be supported and the depth of the water.

FIG. 1 illustrates an elevation view of a leg supported

Such grouted joints however, do not always properly

offshore oil well installation in which a segment of one

grout contamination, improper curing and similar condi

rigidize the structure, which are often weakened due to

40

support leg is shown enlarged and in cross section. FIG.

2 is a segmentary view on an enlarged scale of one of the

tions. A failure of this type below diver access level can

transverse annular joints shown in the leg sections of

render the joint unsafe and the plaform perhaps unusable.

FIG. l. FIGS. 3ft-3c inclusive are segmentary views on

Further, during the installation of the support members,

an enlarged scale and in cross section similar to the

the step of cementìng or grouting of the leg to the piling

peripheral joint shown in FIG. 2, illustrating the sequen

is a protracted operation since the nature of the cement

tial steps followed in forming a joint of the type disclosed

is such that hardening and curing will occur only over

and FIG. 4 is an enlarged segmentary view of a wall

a period of time.

deforming element shown in FIG. 2.

In forming such cemented joints, it is usually necessary

Referring to FIG. l, composite foundation member 10

to provide a flow control system of piping from the

50

is shown in a substantially upright position. Said mem

water’s surface, to the grouted joint whereby the cement

ber includes in essence, an elongated cylindrical casing

might be directed to the latter. This condition, when

11 which extends normally from a position slightly above

considered for deep water operations, can prompt com

the ocean floor, through the body of water, and is oper

plications, not the least of Iwhich is -prehardening of the

ably fastened at its upper end by a clamping mechanism

cement before reaching the joint section.

Ul Ul

12 to drilling platform 13. A pile 14, comprising an

Considering further, such a cemented connection is

elongated, open ended cylindrical element, is disposed

relatively permanent and unalterable once installed re

concentrically Within casing 11, The pile 14 lower end

gardless of the weight load put on the supported struc

penetrates the ocean floor for a suitable distance to

ture. Therefore, the grouted joint is usually made exces

anchor, and rigidly support platform 13 at a predeter

60

especially where the overall pile length is greater than

sively long, or over-designed to assure a safe connection,

ciently large to permit the pile, prior to installation, to

mined location. The outer dimension of pile 14 is suffi

several hundred feet.

slide freely through casing 11 and yet have the outer

to offshore drilling platform supports, the presently dis

In overcoming the aforementioned problems related

Walls thereof contiguous with the casing inner wall.

closed arrangement is provided with specific features to

65

joined into a unitary, rigid foundation member during

The relatively long casing 11 and inner pile 14, are

afford greater economy, a more positive wall connection,

initial installation or positioning of platform 13. In a

accuracy of installation, and greater versatility in the

normal drilling platform arrangement, three or more

use of the offshore facilities. Therefore one object of

such composite foundation members depend downwardly

the invention is to provide a composite foundation mem

from platform 13 to provide the necessary stable sup

ber adapted to accurately and economically position an

70

port to the structure, and to maintain the later in a con

oil producing 0r drilling platform either inland, or in an

dition of substantial equilibrium during the drilling op

eration in spite of weather and water conditions. Y 8,555,831

4

Casing 11, in accordance with a particular water depth,

and lateral forces induced by weather, water currents, etc.,

may extend from the ocean floor to platform 13 for a

to permit a transfer of stresses between the two fastened

distance of several hundred feet. However, it is con

elements. However, economically the length of pile 14

templated that with the successful progress in drilling

disposed within casing 11 is minimized since the pile length

technology, future offshore wells will conceivably .be posi

disposed upward of the locking area contributes virtually

tioned in 700 to 1,000 feet or more of water. The herein

nothing toward the support of platform 13, and but a

described foundation member is suitably applicable to an

minimal degree of lateral support in fiexure stress.

offshore platform installation maintained in virtually any

For the present description, the locking area is shown

water depth so long as the physical capabilities of the

as being confined to a particular length of the composite

composite members are adequate to support the platform

10

member extending from the lower end of casing 11, up

load, and resist adverse storm forces.

wardly. This locking area as shown in FIGS. 1 and 2,

Referring again to FIG. 1, casing 11 of foundation

comprises a plurality of discretely disposed dimples 1'6

member 10 is normally fabricated of a series of tubing

and 17 formed by a radially outwardly deformed wall

lengths end welded to achieve a desired length. The diame

section of pile 14. The inner portion of dimple 16 is de

ter and wall thickness of the tubing are physically sufficient

fined by a generally conically configured cavity 22 at the

to support the platform load at a particular water depth.

pile wall inner surface, which terminates at an external

Since casing 11 upper end is either operatively or fixedly

arcuate apex 23.

held to platform 13 by clamping arrangement 12, both of

The wall area of casing 14 intermediate apex 23 and

which arrangements are familiar to the art, the platform

might be positioned either stationarily, or adjusted verti

severely compressed and usually strained beyond the

the circular base of the cone defined by cavity 22, is

cally in the manner of a jack-up arrangement.

'I'he lower end of casing 11 according to preferred prac

tion points assume a substantially permanent set which

metal’s yield point. Thus, the respective dimpled connec

tice, terminates a relatively short distance above the ocean

will be inwardly deformed only under extreme compres

floor. Anchor piece or pile 14 extends concentrically within

sive axial loading on the casing 11 by the platform.

casing 11 lower portion for a suñicient distance to afford a

The degree of penetration achieved by apex 23 entering

compression loading and bending moment are readily

structurally safe overlapping load transfer section. Thus,

the adjacent inner wall of casing 11, is such that the pene

trated area of the latter will not be stressed beyond its

transferred from the elongated casing to the anchor mem

elastic limit. Further, the inner radius of apex 19 is suiii

ber.

ciently large to avoid rupturing the pile internal or ex

Pile 14 is normally driven into the soft ocean floor by a

30

ternal wall under the stress of being permanently de

hammer or similar surface positioned tool to a predeter

formed.

mined depth, or even to an indefinite depth if the composi

The penetrating angle A as sho-wn in FIG. 6, is best

tion of the ocean floor is unknown. Therefore, pile 14,

determined or designed in accordance with optimum pene

which is likewise made up of end-connected tubing lengths,

tration to achieve a firm joint. It has been found for exam

could feasibly extend several hundred feet into the ocean

ple that angle A may be within the range of between 60

floor as well as up to about 1,000 feet through the casing.

and 120°.

In either instance, concentrically disposed casing 11 and

pile «14 are joined into a unitary structural member at one

peripherally and longitudinally apart to effect optimum

The respective dimples 16 and 17 are disposed both

or more rigid locking joints near the casing lower end.

efficiency in the connecting joint. During the step of form

The number of such joints actually needed is limited only

40

ing the respective interlocked dimpled halves, a relatively

by the physical requirements dictated by a particular in

uniform strain on the pile wall is achieved by maintaining

stallation.

a substantially uniform arrangement of the dimples. Thus

normally disposed contiguous with outer surface 19 of

Referring to FIG. 2, inner surface 18 of casing 11 is

the latter are disposed preferably in diametrically opposed

pairs across the pile diameter and are spaced longitudinally

pile 14 to define an annular space 21 therebetween. The

45

as is required. The disposition of the dimpled points within

seemingly wide separation of the respective walls as illus

the locking section of the composite member may com

trated by FIG. 2 is an exaggeration of the spatial relation

prise a random arrangement of deformations. However, it

ship between pile and casing to more clearly delineate the

area, that the dimples be arranged in a relatively orderly

is preferred in order to assure a more uniform rigidizing

configuration of the wall deformation rather than a

proportional annular dimension. The annulus defined by

50

fashion of peripheral rows and vertical lines.

the spaced apart walls facilitates a sliding relationship

between the casing and pile during the anchoring opera

METHOD OF OPERATION

tion. However, the Width of annulus 21 as a matter of

practicality is minimized to the degree of outward defor

In the installation and use of the composite foundation

mation of the inner pile wall, which is essential to de

55

element 10, normally, marine platform 13 is transported

form the outer casing wall. Thus, the annulus width W is

or more appropriately, floated to a predetermined loca

sufficiently great to permit lateral deformation of the pile

tion at a drilling site. This would presuppose that the

wall at discrete points, to an extent whereby the pile 14

platform is of the type that normally might be towed

material’s elastic limit is exceeded. Further, the pile 14

through the water with legs raised to be at least partially

outer wall 19 is expanded at said discrete points into con

60

out of the water, and is sufiiciently buoyant to maintain it

tact with the casing 11 wall.

self afloat. At the site, the respective foundation elements

Said expansion is achieved lwith a sufficient radial force

or support legs 10 are lowered from the platform into

to at least partially deform the casing to a physical point

position. Preferably, such positioning requires that the

at which the resulting stress in said casing wall does not

lower end of the leg be disposed adjacent to but spaced

exceed the material’s elastic limit.

65

from the ocean ñoor.

Prior to being transported, pile 14 is prepositioned and

extends longitudinally of the composite foundation mem

The mutual locking area between pile 14 and casing 11

removably locked within casing 11 to avoid inadvertently

ber. The locking area may be limited to the lower end of

sliding therethrough. At the drilling site, after the founda

casing 11 or in the alternative, may constitute two or more

tion elements are lowered into the water to the required

distinct and separated locking areas spaced longitudinally

70

depth, pile 14 is released from casing 11 and permitted

apart. The physical load imposed on the foundation ele

to guidably descend -by its own weight into the anchoring

medium. When such descent has reached its deepest point,

efiicient locking arrangement. For example, the length of

ment will determine at least in part the preferred and most

by gravity, the pile is forcibly driven to further penetrate

the locking area in which casing 111 and pile 14 overlap,

into the anchoring medium the required distance.

must be sufficient when subjected to both platform loading

site, the composition of the ocean ñoor will be precata

Under normal circumstances for a particular drilling 3,555, 831

loged and as a consequence the ability of the anchoring

ment, aside fromv the dirnple locking area no further ap

6

readily determined. Thus, the piling operation is pro

medium to ñrmly position a floating platform can be

plication of grouting material is required since the locking

grammed, as to the approximate length of pile required,

joint is properly designed, is suñ‘iciently rigid to over

and the depth to which it will be driven. As a pile forci

come both longitudinal and lateral forces applied to the

bly penetrates the anchoring media, additional pile lengths

Cl

foundation member.

are added to the upper end to maintain said upper end

Other modifications and variations of the invention as

accessible to the pile driver. To most effectively utilize

hereinbefore set forth may be made without departing

the pile ywith maximum economy, a batter pile might bc

from the spirit and scope thereof, and therefore, only

used at the upper end of anchorin-g pile 14, and there

such limitations should be imposed as are indicated in

after removed subsequent to imbedment of the latter.

the appended claims.

With pile 14 at its optimum holding or imbedded depth,

Iclaim:

pile 14 and casing 11 are fastened into a unitary member

1. A foundation element for supporting a platform

as herein mentioned, by displacing discrete portions of

above an anchoring medium, said foundation element

the pile inner wall outwardly into contact with the adja

extending downwardly from said platform and being at

cent casing wall at the locking area. The wall deforming

least partially imbedded in said anchoring medium, said

step is achieved by use of an expander unit or tool such

foundation element including:

as shown in FIGS. 3 to 5. The latter to accomplish its

an elongated support casing, means in said casing

Vdefining an axial guide passage, at least a portion

comprises essentially a radial piston cylinder block or tool

purpose may constitute a number of embodiments but

of said means defining said axial guide passage com

head 2.6, supported at the lower end of a cable 27 which

a load supporting anchor piece longitudinally posi

p‘rising deformable Wall, and

head 26 embodies diametrically aligned passages which

in turn is supported on a derrick at the water surface. Tool

tioned within said guide passage, extending for at

guidably retain oppositely positioned pistons `with remov

least a portion of the casing length, said anchor

able deforming tips 27 and 28. The latter are carried

piece having the lower end thereof adapted for

at the remote ends of simultaneously actuated hydraulic

25

pistons 31 and 32 which are horizontally actuatable within

said anchor piece having an outwardly deformable

penetration into said anchor medium,

the head. Said pistons are reciprocably mounted, and actu

side panel disposed contiguous with the deformable

wall portion of said means defining said guide pas

pressurized fluid system connected with the respective hy

ated between expanded and withdrawn positions by a

positioning said anchor piece and said casing into

sage, and at least one overlapping locking area rigidly

draulic pistons and controlled from the water surface.

30

Each deforming tip, 27 for example, comprises as noted

a unitary structure, said locking area comprising

herein, essentially a conical or similarly shaped hard

piece deformable panel being outwardly deformed

discretely positioned dimpled sections of said anchor

ened metallic member having a convex apex 29‘ defined

into contact with said casing guide passage deform

by an included angle A of between about 60 and 120 de

cretely positioned dimpled section of said anchor

able wall a sufficient distance for straining said dis

grees. The tip side surface or surfaces flare outwardly

to a peripheral base 33 at the tip broad end, the latter

being adapted to be threadably or otherwise removably

piece panel beyond the elastic limit thereof and for

deforming said casing wall for a degree as to not

connected to piston outer end.

exceed the elastic limit thereof.

With pile 14 imbedded in the ocean substratum to a

40

desired depth, and with head 26 lowered through the pile

wherein said locking area comprises a plurality of dimpled

2. In a foundation element as defined in claim 1

sections disposed circumferentially about the inner wall

ing of the tool head at the joint area is a matter of choice

center, the joint may be quickly formed. Exact position

of said anchor piece.

among any of a number of known methods. With head

3. In a found-ation element as defined in claim 1

26 properly positioned, deforming of the pile walls to

wherein said locking area dimpled sections are disposed

in longitudinal spaced apart relationship one from the

other and circumferentially arranged about said anchor

radially outward from the pile. Ordinarily, such a force

by simultaneously deforming diametrically opposed points

obtain a joint of uniform strength is preferably achieved

piece.

application will create a tendency for the circular pile

4. Ina foundation element as defined in claim 1 where

wall to yield into a non-circular configuration.

pile and casing being initially rigidized, deforming tips 27

Subsequent to a plurality of dimples being formed, and

50

in said dimpled sections are arranged in random disposi

tion about the periphery of said anchor piece.

5. Method for locating a marine platform in an ele

and 28 are retracted into head 26. The latter is thereafter

vated position above an anchoring medium, which com

accurately rotated a predetermined degree in accordance

prises the steps of:

with the number of dimples to be formed; the deforming

operation is then repeated. While not presently shown,

55

lotwering at least one foundation support element from

said platform to said anchoring medium, said founda

the head may be repositioned by a suitable mechanism

tion element including an outer cylindrical casing

such as a remotely controlled drive means together with

disposed externally of an anchor piece, said respec

scanning means associated with the head.

tive casing and anchor piece having contiguously

After a peripheral row of dimples is formed, vhead 26

disposed walls for permitting sliding movement

with tips in the withdrawn position, is elevated to a higher

60

therebetween,

level. A second and further series of dimples is then

imbedding the lower end of said anchor piece into

formed. The respective deformations are then continued

said anchoring medium to firmly position the same,

upward of the pile length to define a locking area of suf

and

ñcient length to rigidize the casing and the pile to a uni

form composite member.

65

outwardly deforming the walls of said anchor piece

at a plurality of discretely arranged dimpled sec

tions, whereby the outwardly deformed anchor piece

of the composite anchoring legs. The platform will thus

The same operation is performed sequentially on each

will engage and deform the contiguously disposed

be rigidly supported against the ocean floor on each of

wall of said casing therebyy to form a joint with the

its foundation members. Thereafter in the instance of a

jack-up type of rig, the platform is adjusted to a desired

70

latter to preclude further movement of said anchor

height preparatory to commencing the drilling operation.

piece with respect to said casing.

6. A method for locating a platform in an elevated

The presently described method embodies numerous

position above an anchoring medium which comprises

advantages over the previous means of making a pile con

nection by cementing or grouting. In the present arrange

75 element in a generally upright position from said plat

the steps of: lowering at least one platform foundation 8,555,881 Y

g . ' ' :

form to said anchoring medium, said foundation element

including an outer casing and an inner anchor piece, each

step of providing discretely disposed dimpled points

9. In the method as delined in claim 6 including the

posed deformable walls,

of said casing and anchor piece having contiguously dis

choring piece surface.

spaced longitudinally one from the other along said an

rigidly fixing said foundation element outer casing to

References Cited _outwardly deforming said anchor piece at a plurality

said platform, and

of discretely disposed points along the surface of

UNITED STATES ‘PATENTSi A

____ „___v 294523

piece wall will engage and deform the contiguous

the latter, whereby the outwardly deformed anchor

277,427 5/1883_l Recht _-_____‘ _2,845,851 8/1958 Pelham _________ __.„ .6i-45.5

surface of said casing and form a contact joint

10

3,347,053 10/1967 Manning _-___«___-_._-___ 61-465

3,412,565 11/1968 Lindsey et al.- ______ ___ y61---535

discretely disposed points of said anchor piece are de

7. In the method as defined in claim 6 wherein said

therebetween.

3,453,831 7/1969 Rusche ______ __'_„__ 61-535

formed from'the wall of the latter a suñicient distance

JACOB SHAPIRO, Primary Examiner

to exceed the elastic limit of said anchor piece material.

deformed portion of said casing wall comprises a dimpled

8. In the method as defined in claim 7 wherein the

Us. C1. XR.

29-523; 51-53; 287-109

wall section outwardly deformed such that the material

thereof is not strained in excess of said materials thereof.