GB1590177A - Marine structure - Google Patents

Description

(54) A MARINE STRUCTURE (71) We, A/S HYER-ELLEFSEN, a Norwegian Body Corporation of Bygdy Alley, Oslo 2, Norway, do hereby declare the invention, for which we pray that a patent may be granted to us, and the method by which it is to be performed, to be particularly described in and by the following statement: The present invention relates to marine structures. More particularly, but not exclusively, the invention is concerned with a marine structure for the drilling for and/or production of hydrocarbons may be conducted.

Present developments in offshore oil and gas exploration have proved that the drilling for and the production of subaqueous mineral deposits will increase significantly in the near future and will be extended to sites further from shore at greater depths, or to sites where earthquakes are likely to occur or to areas where the load bearing capacity of the sea bed soil may be characterized as low. The production of hydrocarbons from these sites creates many new problems, not the least of which is that of reducing the imposed forces from the platform structure on to the sea bed to a level which the sea bed soil can withstand.In order to reduce the forces due to wind and wave action which are imposed by the platform structure on to the sea bed, it has been proposed to pivot an offshore drilling platform at its base to the sea bed in order to allow the platform to oscillate about the pivot. The platform consists of a base which is fixed to the sea bed and an upright tower pivoted to the base by means of a universal joint therebetween, the tower being kept stable by buoyancy. When subjected to wave action the tower will sway linearly about the vertical, resulting in a bend of its centreline at the pivot. Since such an articulated tower is designed for drilling for or the production of hydrocarbons, the platform is equipped with a plurality of conduits extending from the sea bed up to a deck structure above sea level.Due to the linear swaying of the tower about the universal joint, producing a sharp bend of its centreline at the joint, each conduit must be equipped with a mechanical joint of some sort. Failure may otherwise occur in the conduits due to excessive forces at the bend. Both the universal joint and the mechanical joint(s) in the conduits require frequent maintenance.

According to the present invention, there is provided a marine structure comprising a relatively rigid base which is intended to be fixed to the sea bed, at least one relatively elastic, prestressed concrete column which is rigidly fixed to and extends up from the relatively rigid base and a buoyant, relatively rigid structure comprising a part intended to be submerged and a part intended to project up above the sea level to support a deck superstructure, the lower end of the part intended to be submerged being rigidly fixed to the upper end of the at least one relatively elastic, prestressed column, said column having dimensions and elasticity whereby said column will readily deflect in a smooth curved manner when the buoyant rigid structure is subjected to environmental forces and the structure will readily oscillate about its vertical equilibrium when subjected to forces due to waves and wind.

The present invention is particularly suitable for use in offshore earthquake areas, for use in areas where the sea bed consists of soil having low load bearing capacity or for use in waters of great depths, for example depths exceeding 150 metres. It permits the provision of a platform structure of a type imposing reduced forces on to the sea bed compared with a gravity structure designed for the same depth of waters and the same sea bed conditions.

The at least one column is preferably made of very high strength concrete and preferably with multiaxial prestressing. Both the base and the buoyant structure are rigid bodies while the at least one column is formed as an elastic unit which is designed to deflect in a curved manner. When subjected to environmental forces a platform structure according to the present invention is constructed to oscillate about the vertical producing a continual deflection of the at least one column with a radius of curvature which does not produce excessive tensile/compressive forces in conductors/risers installed between the sea bed and the deck structure.

The deflection from the vertical at any section of the at least one column is given by the formulae: 6 = f (y)d where 6 = deflection (y) = a function of y-coordinates (see Figure 2) = = angle of deflection from the vertical Further, the deflection from the vertical o(y) of the at least one elastic column is a function of the following parameters:: = = f(H, L, E I,9) where H = horizontal force occurring at top of the at least one column 1 = length of the at least one elastic column E I= the stiffness of the column 9 = the angle resulting from forced rotation (see Figure 2) H is a calculated force dependent upon the equation of motion for the structure, while E I is dependent upon the designed shape of the at least one elastic column, taking into account the properties of the very high strength concrete used and the prestressing method used.

It should be appreciated that the forces imposed on to the sea bed by a platform structure in accordance with the present invention are dependent upon the flexibility of the at least one column. Thus an elastic column will impose reduced forces on to the sea bed compared with a rigid column.

By using at least one elastic column and by allowing the platform structure to sway under the influence of wave and wind action, the forces imposed on the sea bed will be greatly reduced compared with a gravity structure designed for the same depth of water. In addition, the weight of the structure may be levelled out by its buoyancy, thereby producing no downwardly acting force on the sea bed. Thus, a platform according to the present invention is particularly suitable for use in areas where the sea bed soil has a low load bearing capacity. Further, due to the application of an elastic column, the present platform is also suitable for use in earthquake areas or arctic areas,. The slender form of the structure makes it suitable for use in waters of great depth.

By using at least one elastic column which is designed to deflect in a curved manner without any sharp bends when subjected to environmental forces, the stresses produced along the curved section will be within reasonable limits. Thus a conventional riser/ conductor system with no universal or mechanical joints, arranged around the column, may be used. In addition, due to the omission of such joints, maintenance work will be limited compared with a pivoted structure, and the installation work is simplified.

Embodiments of the invention will now be described by way of example with reference to the accompanying drawings wherein like components in the various views are identified by like reference numerals.

In the drawings: Figure 1 shows in principle a pivoted tower according to the prior art Figure 2 shows in principle a platform with an elastic column according td the present invention oscillating about the vertical, Figure 3 shows a vertical section of one embodiment of a platform structure in accordance with the present invention, Figure 4 shows a horizontal section of the base along line C-C on Figure 3, Figure 5 shows a horizontal section of the buoyant structure along line B-B on Figure 3, Figure 6 shows in principle a vertical section of one preferred way of prestressing the column multiaxially, Figure 7 shows a horizontal section through the column shown in Figure 6, Figure 8 shows in principle a vertical section of a second preferred way of prestressing the column multiaxially, Figure 9 shows a horizonal section through the column shown in Figure 8, Figures 10 to 13 show in a schematic way various stages of a preferred method of construction, and Figures 14 to 16 show in a schematic way various stages of a construction. in principle ,,ay variousstages of a second preferred-method of Figure 1 shows in principle an articulated tower 1 according to the prior art. The tower 1 is fixed to the sea bed 2 by means of a pivot or a hinge 3 and the tower 1 is designed to oscillate about its vertical equilibrium, as indicated by the dotted lines. The prior art tower 1 behaves as a rigid body which, when subjected to wave and wind action will sway linearily about the vertical. The swaying results in a sharp bend of its centreline at the pivot.

Figure 2 shows in principle a platform 1 according to the present invention. The platform 1 is fixed to the sea bed and is designed to oscillate about its vertical equilibrium when subjected to wave and wind action. The main difference between the prior art structure and the structure according to the present, invention the means for allowing the oscillating motion. While the prior art uses a pivot, universal joint or the like 3, the present invention is based on at least one upright elastic column 4 rigidly founded on the sea bed 2, through a base, ane rigidly attached to a buoyant structure.As shown on Figure 2 the at least one column 4 is designed to oscillate about its vertical equilibrium producing a continuous deflection along the at least one column 4 with a radius of curvature which does not produce excessive and prohibitive tensile/compressive stresses for example in conductors/risers (not shown) installed in a vertical position around the column. The length of the column 4, is denoted by 1, # is the deflection, # is the angle of displacement with respect to the vertical, # is the angle resulting from forced rotation of the buoyant structure (due to its buoyancy and its inertia) and H is the horizontal force acting at the top of the at least one elastic column. The buoyant structure is designed to behave as a rigid body.

Figure 3 shows a vertical section through one preferred embodiment of a platform structure 1 according to the present invention. Basically, the embodiment of Figure 3 comprises a rigid base 5, a column 4 rigidly fixed to and projecting up from the base 5, a buoyant structure 6, rigidly connected to and supported by the upper end of the column 4 and a deck superstructure 7 supported by the buoyant structure 6 above sea level 8. The base is founded on the sea bed 2, for example by means of one o@ more downwardly projecting and downwardly open skirts 9. The base 5 comprises a plurality of cells which serve as buoyancy means during transport of the structure, but which can be filled with ballast during submergence and penetration of the platform. The column 4 is rigidly fixed to the base 5 and extends up from it.The column 4 is soldidly made of very high strength concrete and is multiaxially prestressed. The column is designed and prestressed to deflect in an elastic manner as shown in Figure 2. The buoyant structure 6 is rigidly conneeted to the elastic column 4 and comprises a plurality of longitudinal cells 10, at least one of which (11) is lengthened to above sea level to support the deck superstructure 7.

The non-lengthened cells 10 are preferably terminated at both ends by dome structures 12. As shown on Figures 3 and 5 the buoyant structure 6 consists of seven elongated and contiguous cells 10, 11 of concrete, each having a circular cross-section According to the embodiment shown in Figure 3 only the central cell 11 is lengthened to project up above the sea level when the platform is founded on the sea bed. The central cell 11 contains an internally and concentrically arranged cell 13. The space between these two cells is designed to house the risers/conductors, if any, the inner cylinder 13 forming a utility shaft. The dotted lines 14 on Figure 3 indicate the conductor/risers. These should be arranged as close to the elastic column 4 as possible.

The buoyant structure has a positive hydrostatic uplift, whereby the vertical load on the sea bed due to the weight of the platform may be cancelled out.

Two practical forms of an elastic column which is multiaxially prestressed are shown in Figures 6 to 9.

The column may be formed as a solid column of very high strength concrete having a circular or polygonal cross-sectional area. The column may be prefabricated in convention al manner encasing the reinforcement and the prestressing cables, the latter being installed in ducts. Optionally, the column may be cast in situ.

Figure 6 shows a vertical section through the at least one column, showing the vertical prestressing cables 15 and the radial prestressing cables 16. The cables 16 are arranged around the periphery of the column 4 and should be protected by a concrete laver or by a layer of for example epoxy, a mild steel tube, a rubber tube, or a combination of materials.

It may be convenient to have a steel lining next to the concrete column and arranging the radial prestressing stands or cables outside this lining. To protect the strands or cables a protection as described above may be arranged outside the strands. The radial prestressing is not applied to the column until the column has obtained the required degrec of compressive strength. The prestressing procedure may be as follows: Firstly, the radial prestressing or a part of the radial prestressing is applied along the entire length of the column, whereafter the longitudinal cables are tensioned, and triaxial prestiessing is obtained.

Figure 8 shows a vertical section through the column 4 prestressed in a different manner.

According to this method prestressing cables are arranged in helices as shown in Figure 8.

When these helices are tensioned, they will produce force components in both a horizontal and vertical direction whereby a multiaxial prestressing effect is obtained.

Figures 10 to 13 show schematically the various stages of a preferred method of construction. As shown on Figure 10 the base and the column are cast in a dry dock. The lower part 16 of the buoyant structure is cast on top of the base, simultaneously with the construction of the column. The lower part 16 rest freely on top of the base. It should be appreciated that the lower part 16 at this stage is cast to a height which gives the completed lower part 16 sufficient buoyancy to float.

Water is then pumped into the dock and the completed raft is towed out of the dock to a deep water site as shown on Figure 11.

By ballasting the base, the base will sink down to a predesigned depth leaving a section of the column above the sea level. The lower section of the buoyant body floats during the submergence of the base.

The lower section 16 is then towed into position and connected rigidly to the upper end of the column 4, forming a body as shown in Figure 12. The platform is then completed in any known manner, preferably by using the slipforming technique.

Figures 14 to 16 show schematically various stages of a second preferred method of construction. As shown in Figure 14, the base 5, the column 4 and the lower part 16 of the buoyant structure 6 are cast in a dry dock. The lower part 16 of the buoyant structure, which is temporarily supported by the base 5, is cast simultaneously with the column 4 up to a height at least corresponding to the upper termination of the column. The lower part 16 is then rigidly connected to said upper termination of the column 4 and the temporary support is preferably removed. Water is then pumped into the dock and the raft is towed out of the dock to a deep water site as shown in Figure 15, the base serving as buoyancy means during this stage. At the deep water site, the base is ballasted so that a change of floating position from the bottom structure to the cells is achieved (Figure 16).The remaining part of the structure is thereafter completed in conventional manner.

The base 5 and the lower section 16 of the buoyancy structure according to the embodiment shown in Figure 14 is slightly different from the embodiment shown in Figure 3. The base comprises a base slab 18, two vertically arranged, concentrical walls 19 arranged around the periphery of the base and a ringformed top slab 22 on top of the two concentric walls thereby forming a cell structure peripherally arranged on the slab, and an open topped, central cell 20. Both the central cell and the base are divided into compartments by means of radial partitions or ribs 21. The lower end of the column 4 is rigidly connected to the base slab 18 and the radial partitions 21. The cells 10 of the buoyant structure may extend further down compared with the embodiment shown in Figure 3.

Due to the above methods of construction, maximum compressive forces and maximum prestressing will occur immediately after the tensioning of the cables in the at least one column. Since the prestressing operations normally will be executed on the construction site, tests for function and strength are achieved prior to tow-out to the offshore field.

The embodiments shown and described above are formed with only one elastic column.

It should be noted, however, that an elastic part comprising two or more elastic columns may be used. These may be arranged either in parallel or in series, i.e. in a spaced relation in the vertical direction of the column.

The elastic unit may for example consist of a plurality of multiaxial prestressed "mini"-columns, clustered together or spaced apart. These units may preferably, but not necessarily, be prefabricated. Alternatively, prefabricated concrete columns with uni- or multiaxial prestressing may be used as prestressing members in the main elastic column.

It should be noted that in the previous discussions, multiaxial prestressing is assumed. If the forces acting on the structure are comparatively small, however, uniaxial prestressing may be used.

Still further, in the above description of the drawings the structure is described as a platform suitable for the drilling for or the production of hydrocarbons. It should be appreciated, however, that the platform may be used as a mooring and loading buoy, as a lighthouse or for other functions.

In the embodiment shown in Figure 3, the base consists of a caisson resting on the sea bed and founded by means of skirts. It should be appreciated, however, that the base may consist of a pile structure pressed or piled into the sea bed to form a more or less rigid support.

It should further be appreciated that the present invention is not limited to a buoyant structure as described in connection with Figure 3. The buoyant structure may have any shape.

Claims (7)

WHAT WE CLAIM IS:-

1. A marine structure comprising a relatively rigid base which is intended to be fixed to the sea bed, at least one relatively elastic, prestressed concrete column which is rigidly fixed to and extends up from the relatively rigid base and a buoyant, relatively rigid structure comprising a part intended to be submerged and a part intended to project up above the sea level to support a deck superstructure, the lower end of the part intended to be submerged being rigidly fixed to the upper end of the at least one relatively elastic, prestressed column said column having dimensions and elasticity whereby said column will readily deflect in a smooth curved manner when the buoyant rigid structure is subjected to environmental forces and the structure will readily oscillate about its vertical equilibrium when subjected to forces due to waves and wind.

2. A marine structure as claimed in claim 1, wherein the at least one column is multiaxially prestressed.

3. A marine structure as claimed in claim 2, wherein the multiaxial prestressing is achieved by vertical cables and circumferentially arranged cables.

4. A marine structure as claimed in claim 2, wherein the multiaxial prestressing is achieved by a plurality of cables which are arranged in helices about a vertical axis.

5. A marine structure as claimed in any of the preceding claims, wherein the base comprises a plurality of rigidly interconnected cells.

6. A marine structure as claimed in any of the preceding claims, wherein the buoyant structure comprises at least one closed cell.

7. A marine structure substantially as hereinbefore described with reference to Figures 3-7 or Figures 3-5, 8 and 9 of the accompanying drawings.