SEMIS SUBMERSIBLE WIND TURBINE PLATFORM AND ASSEMBLY METHOD OF SUCH PLATFORM

专利摘要:
floating wind turbine platform, mounting method and wind generating apparatus. The present invention relates to a semi-submersible wind turbine platform capable of floating on a body of water and supporting a wind turbine along a vertical central column that includes a vertical central column and three or more vertical outer columns spaced radially apart. from the central column, each of the outer columns being connected to the central column with one or more lower beams, upper beams, supports, with the main structural components being made of concrete and having sufficient buoyancy to support a wind turbine tower.
公开号:BR112014025492B1
申请号:R112014025492-3
申请日:2013-04-15
公开日:2021-09-14
发明作者:Habib J. Dagher；Anthony M. Viselli；Andrew J. Goupee
申请人:University Of Maine System Board Of Trustees；
IPC主号:

专利说明:

CROSS REFERENCE TO RELATED ORDERS
[0001] This Application is a partial extension of currently pending PCT Application No. PCT/US2011/059335 filed November 4, 2011, which claimed the benefit of US Provisional Application No. 61/410.127, filed November 4, 2010. This application also claims benefit for US Provisional Application No. 61/624,050, filed April 13, 2012, and US Provisional Application No. 61/653,816, filed May 31, 2012. The Disclosures of All orders listed above are incorporated into this document by reference. FUNDAMENTALS
[0002] Various modalities of a wind turbine platform are described in this document. In particular, the modalities described in this document refer to an improved floating wind turbine platform for use in large bodies of water.
[0003] Wind turbines to convert wind energy into electrical energy are known and provide an alternative energy source for power companies. On earth, large groups of wind turbines, often numbering in the hundreds of wind turbines, can be placed together in a geographic area. These large groups of wind turbines can generate undesirably high levels of noise and can be viewed as aesthetically unpleasant. Optimal airflow may not be available for these land-based wind turbines due to obstacles such as hills, woods, and buildings.
[0004] Groups of wind turbines can also be located offshore, but close to the coast in locations where the water depths allow the wind turbines to be fixedly fixed to a base on the seabed. Over the ocean, the airflow to wind turbines is not likely to be disturbed by the presence of various obstacles (ie, such as hills, woods, and buildings), resulting in higher average wind speeds and more energy. The foundations needed to secure wind turbines to the seabed at these locations close to the coast are relatively costly, and can only be made at relatively shallow depths, such as a depth of up to about 25 meters.
[0005] The US National Renewable Energy Laboratory has determined that winds from the US Coast over water having depths of 30 meters or more have an energy capacity of about 3,200 TWh/year. This equates to about 90 percent of the total US energy use of about 3,500 TWh/year. Most of the offshore wind resource resides between 37 and 93 kilometers offshore where the water is more than 60 meters deep. Fixed bases for wind turbines in such deep waters are probably not economically viable. This limitation has led to the development of floating platforms for wind turbines. Known floating wind turbine platforms are formed from steel and are based on technology developed by the offshore oil and gas industry. There is still a need in the art, however, for improved platforms for floating wind turbine applications. SUMMARY OF THE INVENTION
[0006] The present application describes various embodiments of a floating wind turbine platform.
[0007] According to this invention there is provided a semi-submersible wind turbine platform capable of floating in a body of water and supporting a wind turbine on a vertical center column, the wind turbine platform, the platform including a vertical center column, and three or more vertical outer columns spaced radially from the center column. Each of the outer columns is connected to the central column with one or more of: (a) a lower beam extending substantially horizontally between the lower portion of the outer column and a lower portion of the central column, and (b) an upper beam extending substantially horizontally between an upper portion of the outer column and an upper portion of the center column. The center column and outer columns are made of concrete and are buoyant with enough buoyancy to help support a wind turbine tower. External columns are not connected to each other by structurally substantial perimeter links.
[0008] According to this invention, there is also provided a semi-submersible wind turbine platform capable of floating in a body of water and supporting a wind turbine, the wind turbine platform. The platform includes a vertical center column, and three or more vertical outer columns spaced radially from the center column. Each of the outer columns is connected to the central column with (a) a lower beam extending substantially horizontally between the lower portion of the outer column and a lower portion of the central column, (b) an upper beam extending substantially horizontally between an upper portion of the outer column and an upper portion of the center column, and (c) a strut extending between a lower portion of the outer column and an upper portion of the center column. The center column and outer columns are made of concrete and are buoyant with enough buoyancy to support a wind turbine tower. External columns are not connected to each other by structurally substantial perimeter links.
[0009] According to this invention, a method of mounting a floating wind turbine platform is also provided. The methods include mounting at least three platform wings on two or more floating devices in a body of water, the platform wings having a lower beam and at least a base portion of a central or outer column, with each floating device. supporting one or more wings of the platform. The barges are grouped together on a lower cornerstone. Each of the platform wings is attached to the upper cornerstone to form the lower portion of a base for a wind turbine platform, with the outer columns spaced radially from the lower cornerstone, and the outer columns spaced circumferentially evenly on the stone. lower angle. Floating devices are removed from the platform wings so that the base floats in the body of water to form a floating wind turbine platform, thus allowing for additional construction of the platform on the water.
[0010] In accordance with this invention, there is also provided a wind generating apparatus including a floating wind turbine platform having a concrete center column, with an upper portion of the center column having upwardly oriented anchor bolts embedded in the concrete. A wind turbine tower is mounted on the platform, the wind turbine tower being made of a fiber reinforced composite material and having a lower base plate, with the base plate being bolted to the central concrete column using anchor bolts .
[0011] Several advantages of this invention will become apparent to those skilled in the art from the following detailed description of the preferred embodiment, when read in light of the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS
[0012] Figure 1 is an elevational view of a floating wind turbine platform of the Spar Buoy type in accordance with this invention.
[0013] Figure 1A is an enlarged view of a portion of an alternative embodiment of the floating wind turbine platform illustrated in Figure 1, showing a vertical axis wind turbine.
[0014] Figure 2 is an enlarged view, partially in section, of the floating wind turbine platform illustrated in Figure 1 partially removed and showing one embodiment of a connection joint between the tower and the hull.
[0015] Figure 3A is an elevation view in cross section of a portion of a first alternative embodiment of the connection joint in accordance with this invention.
[0016] Figure 3B is an elevation view in cross section of a portion of a second alternative embodiment of the connection joint in accordance with this invention.
[0017] Figure 3C is an elevation view in cross section of a portion of a third alternative embodiment of the connection joint in accordance with this invention.
[0018] Figure 3D is an elevation view in cross section of a portion of a fourth alternative embodiment of the connection joint in accordance with this invention.
[0019] Figure 3E is an elevational cross-sectional view of a portion of a fifth alternative embodiment of connection joint in accordance with this invention.
[0020] Figure 3F is an elevational view in cross section of a portion of a sixth alternative embodiment of connecting joint in accordance with this invention.
[0021] Figure 3G is an elevational cross-sectional view of a portion of a seventh alternative embodiment of connecting joint in accordance with this invention.
[0022] Figure 3H is an elevation view in cross section of a portion of an eighth alternative embodiment of the connecting joint in accordance with this invention.
[0023] Figure 31 is an elevational cross-sectional view of a portion of a ninth alternative embodiment of the connecting joint in accordance with this invention.
[0024] Figure 3J is an elevational cross-sectional view of a portion of a tenth alternative embodiment of connecting joint in accordance with this invention.
[0025] Figure 3K is an elevational view in cross section of a portion of an eleventh alternative embodiment of connecting joint in accordance with this invention.
[0026] Figure 3L is an elevational view in cross section of a portion of a twelfth alternative embodiment of connecting joint in accordance with this invention.
[0027] Figure 4 is an elevational view in cross section of a portion of a thirteenth alternative embodiment of connection joint in accordance with this invention.
[0028] Figure 5 is a perspective view of an alternative embodiment of the tower illustrated in Figure 1.
[0029] Figure 6 is an elevation view of a first alternative embodiment of the hull illustrated in Figure 1.
[0030] Figure 6A is an enlarged elevational view in cross section of the connecting joint illustrated in Figure 6.
[0031] Figure 6B is an enlarged cross-sectional elevation view of an alternative embodiment of the first end of the hull illustrated in Figure 6.
[0032] Figure 7 is a perspective view of a second alternative embodiment of the hull illustrated in Figure 1.
[0033] Figure 8 is an elevation view of a second embodiment of a floating composite wind turbine platform in accordance with this invention.
[0034] Figure 9 is a top plan view of the hull platform illustrated in Figure 8.
[0035] Figure 10 is an elevation view of a second embodiment of the floating composite wind turbine platform illustrated in Figure 8, showing an alternative embodiment of the hull platform.
[0036] Figure 11 is an elevation view of a third embodiment of a floating composite wind turbine platform in accordance with this invention.
[0037] Figure 12 is an elevation view of a fourth embodiment of a floating composite wind turbine platform in accordance with this invention.
[0038] Figure 13 is an elevation view of a fifth embodiment of a floating composite wind turbine platform in accordance with this invention.
[0039] Figure 14 is an elevation view of a sixth embodiment of a floating composite wind turbine platform, showing an underwater platform in accordance with this invention.
[0040] Figure 15 is an elevation view of the underwater platform illustrated in Figure 14, showing a rotating tower.
[0041] Figure 16 is a top plan view of a second embodiment of the underwater platform illustrated in Figure 14.
[0042] Figure 17 is a perspective view of a third modality of the underwater platform illustrated in Figure 14.
[0043] Figure 18A is a top plan view in cross section of a portion of a first embodiment of a joint between the pontoon and the structural member of the underwater platform illustrated in Figure 17.
[0044] Figure 18B is a top plan view in cross-section of a portion of a second modality of joint between the pontoone and the structural member of the underwater platform illustrated in Figure 17.
[0045] Figure 19 is an elevation view of an alternative embodiment of the floating wind turbine platform illustrated in Figure 1.
[0046] Figure 20 is a cross-sectional elevation view of a portion of an alternative embodiment of the tower illustrated in Figure 1.
[0047] Figure 21 is a perspective view of a fourth modality of the underwater platform illustrated in Figure 14.
[0048] Figure 22 is a perspective view of a seventh embodiment of a floating wind turbine platform assembled and deployed according to the method of the invention.
[0049] Figure 23A is a plan view of a wing member on a barge.
[0050] Figure 23B is a side elevation view of the wing member on a barge shown in Figure 23A.
[0051] Figure 24A is a first plan view of a second stage of the first stage of the method of assembly and deployment of the floating wind turbine platform illustrated in Figure 1.
[0052] Figure 24B is a plan view of the second stage of the first stage of the method of assembling and deploying the floating wind turbine platform illustrated in Figure 1, showing the construction of the center piece on the scaffold.
[0053] Figure 24C is a third plan view of the second stage of the first stage of the floating wind turbine platform assembly and deployment method illustrated in Figure 1, showing the center piece with the scaffold removed.
[0054] Figure 25 is a side elevation view of the portion of the floating wind turbine platform illustrated in Figures 24A, 24B, and 24C, showing the barges being removed.
[0055] Figure 26A is a plan view of a first stage of the second stage of the method of assembling and deploying the floating wind turbine platform illustrated in Figure 1, showing the floating base near port.
[0056] Figure 26B is a first side elevation view of the first stage of the second stage of the floating wind turbine platform assembly and deployment method illustrated in Figure 26A, showing the columns being formed.
[0057] Figure 26C is a second side elevation view of the first stage of the second stage of the floating wind turbine platform assembly and deployment method illustrated in Figures 26A and 26B, showing the columns and struts being formed.
[0058] Figure 27A is a first side elevation view of the second stage of the second stage of the floating wind turbine platform assembly and deployment method illustrated in Figures 26A, 26B, and 26C, showing the completed center column.
[0059] Figure 27B is a second side elevation view of the second stage of the second stage of the floating wind turbine platform assembly and deployment method illustrated in Figures 26A, 26B, and 26C, showing the struts being completed.
[0060] Figure 28A is a first side elevation view of the third stage of the second stage of the floating wind turbine platform assembly and deployment method illustrated in Figures 26A to 27B, showing the outer columns being completed.
[0061] Figure 28B is a second side elevation view of the third stage of the second stage of the floating wind turbine platform assembly and deployment method illustrated in Figures 26A to 27B, showing the completed external columns.
[0062] Figure 29 is a side elevation view of the fourth stage of the second stage of the floating wind turbine platform assembly and deployment method illustrated in Figures 26A to 28B, showing the upper beams being completed.
[0063] Figure 30 is a perspective view of a first stage of a second embodiment of the method of mounting and deploying the floating wind turbine platform according to the method of the invention.
[0064] Figures 31 to 39 are perspective views of the subsequent steps of the second modality of the method of mounting and deploying the floating wind turbine platform.
[0065] Figure 40 is a perspective view of a final step of the second embodiment of the method of mounting and deploying the floating wind turbine platform.
[0066] Figure 41 is a plan view of three wing members supported by two barges.
[0067] Figure 42 is an elevational view in cross section illustrating structural aspects of the platform elements.
[0068] Figure 43 in a plan view of a completed wind generating device.
[0069] Figure 44 is a perspective view of a lower cornerstone.
[0070] Figure 45 is a cross-sectional plan view of the lower portion of a base having four wings. DETAILED DESCRIPTION
[0071] The present invention will now be described with occasional reference to illustrated embodiments of the invention. This invention may, however, be embodied in different forms and should not be construed as limited to the embodiments set out herein, nor in any order of preference. Rather, these embodiments are provided to make this disclosure more complete, and will convey the scope of the invention to those skilled in the art.
[0072] Unless defined otherwise, all technical and scientific terms in this document have the same meaning as commonly understood by a person skilled in the art to which this invention belongs. The terminology used in describing the invention herein is to describe the specific embodiments only and is not intended to be a limiting factor to the invention. As used in the description of the invention and the appended claims, the singular forms "a", "an" and "the" are intended to include the plural forms as well, unless the context clearly indicates otherwise.
[0073] Unless otherwise indicated, all numbers expressing amounts of ingredients, properties such as molecular weight, reaction conditions, and so on, as used in the specification shall be understood to be modified in all cases by the term "about". Accordingly, unless otherwise indicated, the numerical properties set forth in the specification and claims are approximations which may vary depending on the desired properties sought to be obtained in the embodiments of the present invention. While the numerical ranges and parameters which establish the broad scope of the invention are approximations, the numerical values set forth in the specific examples are reported as accurately as possible. Any numerical values, however, inherently contain certain errors necessarily resulting from the error found in their respective measurements.
[0074] The embodiments of the invention disclosed below generally provide enhancements to various types of floating wind turbine platforms, such as Spar Buoy-type platforms, sling-legged platforms, and semi-submersible-type platforms. The invention includes enhancements to several types of floating wind turbine platforms, including building floating wind turbine platform components with selected materials to reduce the overall cost of floating wind turbine platforms.
[0075] Referring to the drawings, particularly Figure 1, a first embodiment of a floating composite wind turbine platform 10 is shown anchored to the seabed S. The illustrated floating wind turbine platform 10 is a stabilized ballast, platform Spar Buoye type includes a tower 12 attached to a hull 14 at a connecting joint 16. The mooring ropes 18 are attached to the hull 14 and further anchored to the seabed S by anchors 19. A wind turbine 20 is mounted to the tower 12.
[0076] A Spar Buoy-type platform maintains its buoyant stability by keeping its center of gravity below its center of buoyancy. This center of gravity ratio being below the center of buoyancy can be achieved by filling a long heavy tube or hull with ballast comprising water and dense material such as rocks.
[0077] In the embodiments illustrated in this document, the wind turbine 20 is a horizontal axis wind turbine. Alternatively, the wind turbine may be a vertical axis wind turbine such as shown at 20' in Figure 1A. The size of the turbine 20 varies based on the wind conditions at the location where the floating wind turbine platform 10 is anchored and the desired power output. For example, turbine 20 may have an output of about 5 MW. Alternatively, turbine 20 may have an output within the range of about 1MW to about 10MW.
[0078] The wind turbine 20 includes a rotating hub 22. At least one rotor blade 24 is coupled to and extends outward from the hub 22. The hub 22 is rotatably coupled to an electrical generator (not shown). The electric generator can be coupled through a transformer (not shown) and an underwater power cable 26 to a power network (not shown). In the illustrated embodiment, the rotor has three rotor blades 24. In other embodiments, the rotor may have more or less than three rotor blades 24.
[0079] In the illustrated embodiment, the tower 12 is formed as a tube and is made of fiber reinforced polymer composite material (FRP). Non-limiting examples of other suitable composite material include glass and carbon FRP. The tower may also be formed from a composite laminate material as shown at 312 in Figure 20. The illustrated tower 312 includes a first layer of FRP composite 314, a second layer of FRP 316 composite, and a foam core 318. Alternatively, tower 12 can be formed of concrete or steel in the same way as hull 14, described in detail below. In addition, tower 12 can be formed from steel.
[0080] The interior of the tower 12 defines a cavity 13 between a first end 12A (lower end seeing Figure 1) and a second end 12B (upper end seeing Figure 1). Best shown in Figure 2, an externally radially extending flange 12F is formed at the first end 12A of tower 12, as best shown in Figure 1A. The radially extending flange 12F defines a portion of the connecting joint 16.
[0081] Cavity 13 of tower 12 can be filled with foam or concrete for added rigidity. In the illustrated embodiment, foam F is shown filling a portion of cavity 13 of tower 12. Alternatively, foam F, or concrete (not shown), can fill the entire cavity 13 of tower 12 from first end 12A to second. end 12B. A non-limiting example of a suitable foam includes polyurethane. Sufficiently rigid material other than foam and concrete can also be used to fill or partially fill cavity 13 of tower 12.
[0082] Advantageously, the tower 12 formed from the composite material as described above will have the reduced mass above a waterline WL relative to a conventional steel tower. As the FRP 12 composite tower has reduced mass, the mass of the hull 14 (eg, own weight and ballast, described in detail below) is required below the WL waterline to maintain the stability of the floating wind turbine platform 10 as well. can be reduced. This will reduce the overall cost of the wind generating device. As used in this document, the waterline is defined as the approximate line where the floating wind turbine platform 10 meets the water surface.
[0083] Tower 12 can have any suitable outside diameter and height. In the illustrated embodiment, the outer diameter of tower 12 tapers from a diameter of about 6 meters at first end 12A to a diameter of about 4 meters at second end 12B. Alternatively, the outer diameter of tower 12 can be any other desired diameter, such as within the range of about 3 meters to about 12 meters. In the illustrated embodiment, the height of tower 12 is about 90 meters. Alternatively, the height of tower 12 can be within the range of about 50 meters to about 140 meters.
[0084] In the illustrated embodiment, the hull 14 is formed as a tube and is made of reinforced concrete. The interior of the hull 14 defines a cavity 15 between a first end 14A (lower end seeing Figure 1) and a second end 14B (upper end seeing Figure 1). Any desired process can be used to fabricate the hull 14, such as an overturned concrete process or conventional concrete forms. Alternatively, other processes such as those used in the precast concrete industry can also be used. The hull 14 can be reinforced with any desired reinforcing member R. Non-limiting examples of suitable reinforcing members R include high tensile strength steel cable and high tensile strength steel reinforcing bars or REBAR. Alternatively, hull 14 can be formed from FRP composite in the same way as tower 12, described above. Furthermore, the hull 14 can be formed from steel.
[0085] The hull 14 can have any suitable outer diameter and height. In the illustrated embodiment, the hull 14 has a first outside diameter D1 and a second outside diameter D2 that is smaller than the first outside diameter D1. The portion of the hull 14 having the first outside diameter D1 extends from the first end 14A to a tapered transition section 14T. The portion of the hull 14 having the second outside diameter D2 extends from the transition section 14T to the second end 14B. In the illustrated embodiment, the first outside diameter D1 is about 8 meters and the second outside diameter D2 is about 6 meters. Alternatively, the first and second outer diameters D1 and D2 of the hull 14 can be any other desired diameters, such as within the range of about 4 meters to about 12 meters and within the range of about 4.5 meters to about 13 meters respectively. Furthermore, the hull 14 can have a uniform outer diameter. In the illustrated embodiment, the height of the hull 14 is about 120 meters. Alternatively, the height of the hull 14 can be greater than or less than 120 meters, such as, for example, within the range of about 50 meters to about 150 meters.
[0086] An externally radially extending flange 14F is formed at the second end 14B of the hull 14, as best shown in Figure 2. The radially extending flange 14F defines a portion of the connecting joint 16. A first end 14A of the hull 14 is closed by a 14P plate. Plate 14P may be formed from any suitable substantially rigid material, such as steel. Alternatively, the first end 14A of the hull 14 may be closed off by a plate, which may be formed from any suitable substantially rigid material, such as steel.
[0087] In the illustrated embodiment, the connecting joint 16 is formed connecting the 12F flange and the 14F flange. In the embodiment illustrated in Figure 2, flanges 12F and 14F are connected by bolts 34 and nuts 36. Alternatively, flanges 12F and 14F can be connected by any other desired fasteners, such as rivets, adhesives, or by welding.
[0088] It will be understood that the 12F flange of the turret 12 and the 14F flange of the hull 14 may be formed as flanges extending radially internally so that the fasteners (e.g. screws 34 and nuts 36) are installed within the turret and hull cavities, 13 and 15 respectively.
[0089] As shown in Figure 2, cavity 15 of hull 14 can be filled with ballast B to stabilize floating wind turbine platform 10. In the illustrated embodiment, this ballast B is shown filling a portion of cavity 15 of hull 14 , such as less than 1/3 of cavity 15. Alternatively, ballast B may fill any other desired portion of cavity 15 of hull 14 from first end 14A to second end 14B. In the illustrated modality, ballast B is shown as rocks. Other non-limiting examples of suitable ballast material include water, steel scrap, copper ore, and other dense ores. Other sufficiently dense material can also be used as ballast to fill or partially fill cavity 15 of hull 14.
[0090] The hull 14 may be precast at a location remote from the location where the floating wind turbine platform 10 will be deployed. During the fabrication of the hull 14, the reinforcement members R may be pre-tensioned. Alternatively, during the fabrication of the hull 14, the reinforcing members R can be post-tensioned. Advantageously, the reinforced concrete hull 14 described above is relatively heavy and may require less B-ballast than conventional steel hulls.
[0091] A first end (upper end when seeing Figure 1) of each mooring line 18 is attached to the hull 14. A second end (lower end seeing Figure 1) of each mooring line 18 is attached or anchored to the seabed S by an anchor 19, such as a suction anchor. Alternatively, other types of anchors can be used, such as a drag anchor, gravity anchor, or perforated anchor. In the illustrated embodiment, the mooring ropes 18 are configured as catenary mooring ropes. The mooring ropes 18 can be formed from any material desired. Non-limiting examples of suitable tether material include steel rope or cable, steel chain segments, and synthetic rope such as nylon. It will be understood that when the mooring lines 18 are slack, as shown, the catenary curve formed by the mooring lines will have a lower pulling angle of the anchor 19 than would be the case if the mooring lines 18 were almost in a straight line . This improves the performance of the anchor 19.
[0092] Referring to Figure 19, a second embodiment of a floating composite wind turbine platform is shown at 10'. The illustrated floating wind turbine platform 10' is substantially similar to the floating composite wind turbine platform shown at 10, but the tower 12 and hull 14 are formed as a one-piece tower/hull member 11. In the present embodiment, connection joint 16 is not required. One-piece turret/hull member 11 may be formed from FRP composite in the same way as turret 12, described in detail above. Alternatively, the one-piece tower/hull member 11 may be formed of reinforced concrete in the same way as the hull 14, described in detail above.
[0093] The interior of the tower/hull member 11 defines an elongated cavity 17 within the tower/hull member 11. In the illustrated embodiment, a wall 38 extends transversely within the cavity 17 and divides the cavity 17 into a cavity portion. of turret 13' and a portion of hull cavity 15'. At least a portion of the cavity portion of the tower 13' can be filled with foam or concrete (not shown in Figure 19) for added stiffness as described above. At least a portion of the hull cavity portion 15' may be filled with ballast (not shown in Figure 19) to stabilize the floating wind turbine platform 10' as described above.
[0094] Referring to Figures 3A to 3L, the alternative modalities of the connecting joint are shown in 16A to 16H, respectively. As shown in Figure 3A, a portion of a first alternative embodiment of the connecting joint is shown at 16A. In the illustrated embodiment, turret 12-1 and hull 14-1 are formed from FRP composite as described above. Other materials can be used. The 16A connecting joint includes a 12-1 turret and a 14-1 hull. Each of a pair of clamp members 12-IC includes a cylindrical clamp portion 110 and a flange portion 112. Clamp members 12-IC may be integrally formed with turret 12-1 and hull 14-1 of composite FRP, respectively. In the embodiment illustrated in Figure 3, the flange portions 112 are connected by screws 34 and nuts 36. Alternatively, the flange portions 112 may be connected by any other desired fasteners, such as rivets, adhesives, or by soldering.
[0095] As shown in Figure 3B, a portion of a second alternative embodiment of the connecting joint is shown at 16B. In the illustrated embodiment, turret 12-2 and hull 14-2 are formed from steel as described above. A radially extending flange 12-2F is formed at the first end 12-2A of the turret 12-2, and a radially extending flange 14-2F is formed at the second end 14-2B of the hull 14-2. The radially extending flange 12F defines a portion of the connecting joint 16. In the embodiment illustrated in Figure 3B, flanges 12-2F and 14-2F are connected by bolts 34 and nuts 36. Alternatively, flanges 12-2F and 14- 2F can be connected by any other desired fasteners or by soldering.
[0096] As shown in Figure 3, a portion of a third alternative embodiment of the connecting joint is shown at 16C. In the illustrated embodiment, connecting joint 16C is substantially identical to connecting joint 16B, except that turret 12-3 and hull 14-3 are formed from FRP composite. In the embodiment illustrated in Figure 3C, flanges 12-3F and 14-3F are connected by bolts 34 and nuts 36. Alternatively, flanges 12-3F and 14-3F can be connected by any other desired fasteners or by soldering.
[0097] As shown in Figure 3D, a portion of a fourth alternative embodiment of the connecting joint is shown in 16D. In the illustrated embodiment, turret 12-4 and hull 14-4 are formed from FRP composite as described above. Each of a pair of clamp members 12-4C includes a cylindrical clamp portion 114 and a flange portion 116. The clamp portion 114 of each of the pair of clamp members 12-4C is inserted into a notch formed in the first end 12-4A of turret 12-4 and second end 144B of hull 14-4, respectively. A layer of adhesive may be applied between clamp members 12-4C and each of tower 12-4 and hull 14-4. In the embodiment illustrated in Figure 3D, the flange portions 116 are connected by screws 34 and nuts 36. Alternatively, the flange portions 116 can be connected by any other desired fasteners or by soldering.
[0098] As shown in Figure 3E, a portion of a fifth alternative embodiment of the connecting joint is shown at 16E. In the illustrated embodiment, turret 12-5 and hull 14-5 are formed from FRP composite as described above. Each of a pair of clamp members 12-4C includes the cylindrical clamp portion 114 and the flange portion 116. The clamp portion 114 of each of the pair of clamp members 12-4C is inserted into a notch formed in the first end 12-5A of turret 12-5 and second end 14-5B of hull 14-5, respectively. A layer of adhesive may be applied between clamp members 12-4C and each of tower 12-5 and hull 14-5. In the embodiment illustrated in Figure 3E, the flange portions 116 are connected by screws 34 and nuts 36. Alternatively, the flange portions 116 may be connected by any other desired fasteners or by soldering.
[0099] As shown in Figure 3F, a portion of an alternative sixth embodiment of the connecting joint is shown at 16F. In the illustrated embodiment, turret 12-6 and hull 14-6 are formed from FRP composite as described above. A 12-6N notch is formed at the first end 12-6A of the 12-6 turret and a 14-6N notch is formed at the second end 14-6B of the 14-6 hull. The notch 12-6N of the first end 12-6A of the tower 12-6 is inserted into the notch 14-6N of the second end 14-6B of the hull 14-6 to define a lap joint.
[00100] As shown in Figure 3G, a portion of a seventh alternative embodiment of the connecting joint is shown in 16G. In the illustrated embodiment, connecting joint 16G is substantially identical to connecting joint 16F, except that a layer of adhesive is applied between notches 12-7N and 14-7N.
[00101] As shown in Figure 3H, a portion of an alternate eighth modality of the connecting joint is shown at 16H. In the illustrated embodiment, connecting joint 16G is substantially identical to connecting joint 16F, except that the lap joint is reinforced by a bolt 34, which extends through the lap joint and is secured by a nut 36.
[00102] As shown in Figure 31, a portion of a ninth alternative embodiment of the connecting joint is shown at 16A. In the illustrated embodiment, tower 12-9 is formed from the composite laminate material as also shown in Figure 20. The illustrated tower 12-9 includes the first layer of FRP 314 composite, the second layer of FRP 316 composite, and foam core 318. The hull is not shown in Figure 31, but can be any of the hull embodiments described in this document. A clamp member 12-9C includes parallel cylindrical clamp portions 320 and a flange portion 324. A channel 322 is defined between the clamp portions 320. Clamp member 12-9C is configured to be connected to another clamp, such as such as clamp 12-1C. A layer of adhesive may be applied between the clamp portions 320 and the foam core 318, and between the clamp portions 320 and the first and second FRP composite layers 314 and 316, respectively. In the embodiment illustrated in Figure 31, the clamp 12-9C and the clamp 12-IC are connected by screws 34 and nuts 36. Alternatively, the flange portions 112 may be connected by any other desired fasteners, such as rivets, or by welding .
[00103] As shown in Figure 3J, a portion of a tenth alternative embodiment of the connecting joint is shown at 16J. In the illustrated embodiment, tower 12-10 is formed of FRP composite as described above. The 14-10 hull is formed from reinforced concrete as described above. A first end 12-1 OA of tower 12-10 is incorporated into and bonded to the cured concrete of second end 1410B of hull 14-10.
[00104] As shown in Figure 3K, a portion of an eleventh alternative embodiment of the connecting joint is shown in 16K. In the illustrated embodiment, the tower 12-11 and the hull 14-11 are formed from the composite laminate material as also shown in Figures 20, 31. The illustrated tower 12-11 includes a first layer of FRP 330 composite, a second layer of FRP composite 332; and a foam core 334. First end 12-11A of tower 12-11 and second end 14-11B of hull 14-11 are closed off by a third layer of FRP composite 336. A layer of adhesive can be applied between the third layers of FRP 336 composite.
[00105] As shown in Figure 3L, a portion of a twelfth alternative embodiment of the connecting joint is shown in 16L. In the illustrated embodiment, tower 12-12 is formed of FRP composite as described above. If desired, an annular cavity 340 can be formed in tower 12-12 and filled with foam 342. Alternatively, tower 12-12 can be formed of a composite laminated material, as shown in Figure 20. A plurality of threaded fasteners 344 are secured within the fastener cavities 346 at the first end 12-12A of the tower. Threaded fasteners 344 may be incorporated into the FRP composite material of the first end 12-12A of tower 12-12 during the fabrication of tower 12-12. If desired, reinforcing fibers 348 can be wrapped around threaded fasteners 344 to reinforce the bond between the FRP composite and the threaded fasteners.
[00106] Hull 14-12 is formed from reinforced concrete as described above. An annular plate 350 is secured to the second end 1412B of the hull 14-12 by a screw 354. Alternatively, the annular plate 350 may be secured to the second end 14-12B of the hull 14-12 by a cable (not shown), or any other ways. Plate 350 includes a plurality of holes 352 through which screws 344 extend. Nuts 36 are secured to screws 344. Alternatively, the hull can be any of the hull arrangements illustrated in Figures 3A through 3E.
[00107] Referring now to Figure 4, a thirteenth embodiment of the connecting joint is shown at 122. In the illustrated embodiment, the tower 124 is formed from FRP composite, and the hull 126 is formed from concrete reinforced as described above. The turret 124 is substantially tubular and includes a cavity 125. The hull 126 is also substantially tubular and includes an outer wall 126W at the second end 126B of the hull 126. The first end 124A of the turret 124 is inserted into the second end 126B of the hull 126. The concrete that forms outer wall 126W extends inwardly and upwards in cavity 125 of tower 124 to define a stiffening member 130. When cured, stiffening member 130 provides added stiffness to tower 124.
[00108] The connecting joint 122 can be formed by inserting the first end 124A of the turret 124 into a hull shape (not shown) that defines the shape of the second end 126B of the hull 126 to be formed. Concrete may be poured (as indicated by arrows 128) along cavity 125 of tower 124 and into the hull to form outer wall 126W of second end 126B of hull 126. When the concrete is cured, the concrete of stiffening member 130 will be contiguous to the concrete of the outer wall 126W of the second end 126B of the hull 126, thus the first end 124A of the turret 124 will be incorporated into and connected to the second end 126B of the hull 126. In addition, an outer surface of the first end 124A may be textured. so that it interlocks and connects to the concrete of the outer wall 126W of the second end 126B of the hull 126, in the region identified by numeral 132 in Figure 4.
[00109] Figure 5 illustrates an alternative embodiment of the turret 212. The illustrated turret 212 is formed from a plurality of rings or sections 216. The sections of the turret 216 are connected to one another at connecting joints 218. connection 218 may be any of the connection joints described and illustrated in Figures 2, 3A through 3L, and 4. As described above in relation to tower 12, tower sections 216 may be fabricated from FRP composite material, reinforced concrete , or steel. Tower 212 may also have any suitable outside diameter and height. The tower sections 216 can also be connected by a post-tension cable in the same manner as described below in relation to the hull sections 220.
[00110] Figure 6 illustrates a first alternative embodiment of the hull 214. The illustrated hull 214 is formed from a plurality of rings or sections 220. The sections of the hull 220 are connected to one another at connecting joints 222. The joints 222 may be any of the connecting joints described and illustrated in Figures 2, 3A through 3L, and 4. As described above in relation to hull 14, hull sections 216 may be fabricated from FRP composite material, concrete. reinforced, or steel. Hull 214 may also have any suitable outside diameter and height. Alternatively, as best shown in Figure 6, the hull sections 220 can be connected by a post-tension cable 225 through some or all of the hull sections 220 thereby squeezing the hull sections 220 together and defining the hull 214. sealing member, such as a gasket G, may be disposed between hull sections 220 to seal connecting joints 222. Non-limiting examples of suitable gasket material include neoprene, waterproofing, rubber, and other elastomers.
[00111] Referring to Figure 6B, a lower hull section 221 at the first end 214A of hull 214 can be formed from concrete and has an outside diameter significantly larger than the outside diameter of sections 220. hull 221 would thus have a greater mass than a section of hull 220, and would provide additional ballast for hull 214.
[00112] Referring to Figure 7, a second alternative embodiment of the hull is illustrated at 28. The hull 28 includes a plurality of hollow tube members 30. In the illustrated embodiment, the tube members 30 are connected by elongated screens 32. tube members 30 can be fabricated from FRP composite material and each tube member 30 can be filled or partially filled with F foam or concrete for additional stiffness as described above. Alternatively, hollow tube members 30 can be formed from concrete in the same manner as hull 14 described above. In the illustrated embodiment, hull 28 has six hollow tube members 30. In other embodiments, hull 28 may have more or fewer than six hollow tube members 30.
[00113] Referring now to Figure 8, a second embodiment of a floating composite wind turbine platform 40 is shown anchored to the seabed S. The illustrated floating wind turbine platform 40 is a cable-stabilized splay-legged platform. mooring and includes tower 12 attached to a platform on hull 44 at a connecting joint 46. Mooring cables 48 are attached to platform 44 and also anchored with anchors 19 to the seabed S. Wind turbine 20 is mounted on tower 42 .
[00114] A platform with shackled legs maintains its stability afloat through a hull or floating platform anchored to the seabed by taut mooring lines. This type of floating wind turbine platform can be substantially lighter than other types of floating wind turbine platform because the center of gravity does not have to be below the center of buoyancy.
[00115] Referring to the embodiment illustrated in Figures 8 and 9, the platform 44 includes a central portion 50 and legs 52 extending radially outward from the central portion 50. A vertically extending portion 54 extends outwardly from of the central portion 50 (upwards when viewed in Figure 8). The interior of platform 44 defines a cavity substantially filled with air for buoyancy. In the illustrated embodiment, platform 44 has three legs 52. In other embodiments, platform 44 may have more or fewer than three legs 52.
[00116] Platform 44 can be formed from reinforced concrete as described above. Alternatively, platform 44 may be formed from FRP composite in the same manner as tower 12, described above. In addition, platform 44 can be formed from steel.
[00117] The platform 44 can have any desired dimensions. In the illustrated embodiment, for example, each of the legs 52 of the platform 44 has a length of about 45 meters when measured from a center C of the platform 44. Alternatively, each of the legs 52 may have a length within the range from about 30 meters to about 100 meters when measured from center C of platform 44.
[00118] A radially extending flange 44F is formed, at a first end of the vertically extending portion 54 (upper end when viewed in Figure 8). The radially extending flange 44F defines a connecting joint portion 46.
[00119] In the illustrated embodiment, the connecting joint 46 is formed by connecting the 12F flange of the tower 12 and the 44F flange. Flanges 12F and 44F can be joined by bolts 34 and nuts 36, as shown in Figure 2 and described above. Alternatively, flanges 12F and 44F can be joined by any other desired fastening means, such as rivets, adhesive, or by welding. In addition, connecting joint 46 can be any of the connecting joints described and illustrated in Figures 2, 3A through 3L and 4.
[00120] A first end (upper end, as seen in Figure 8) of each mooring line 48 is attached to a distal end of each leg 52 of platform 44. The second end (lower end when viewing Figure 8) of each mooring line 48 is connected or anchored to the seabed S by an anchor 19 as described above. In the illustrated embodiment, the lashing ropes 48 are configured as taut lashings. The mooring ropes 48 can be formed from any material desired. Non-limiting examples of suitable tether material include steel rope or cable, steel chain segments, synthetic rope such as nylon rope, and composite tendons such as FRP tendons. As shown in Figure 8, a lower portion of tower 12 (i.e., first end 12A) is below waterline WL.
[00121] Referring to Figure 10, a second embodiment of the tangled leg platform stabilized by is shown at 40'. The illustrated floating wind turbine platform 40' includes the tower 12' connected to a hull platform 44' at a connecting joint 46'. Mooring ropes 48 are attached to hull deck 44 and also anchored to the seabed (not shown in Figure 10). Wind turbine 20 is mounted on tower 12'. The illustrated hull platform 44' is substantially similar to the hull platform 44, but the vertically extending portion 54' is longer than the vertically extending portion 54. In the illustrated embodiment, the vertically extending portion 54' is configured such that a first end 54A', and its attached flange 44F are above the waterline WL. In the illustrated embodiment, the vertically extending portion 54' is about 40 meters long. Alternatively, the vertically extending portion 54' may have a length within the range of about 5 meters to about 50 meters.
[00122] Referring now to Figure 11, a third embodiment of a floating composite wind turbine platform 60 is shown anchored to the seabed S. The illustrated floating wind turbine platform 60 is similar to the cable-stabilized splay-legged platform. 40 illustrated in Figure 8 and includes a turret 62 connected to the hull platform 44 to a joint link 66. Mooring ropes 48 are connected to the hull platform 44 and further anchored via anchors 19 to the seabed S. The wind turbine 20 is mounted on turret 62. Cable stays 64 are connected to hull platform 44 and also connected to turret 62.
[00123] In the illustrated embodiment, the tower 62 is formed as a tube and is fabricated from fiber reinforced polymer composite (FRP) material. Non-imitation examples of suitable FRP composite material include glass and carbon FRP. Alternatively, tower 62 can be formed of concrete or steel, as described above.
[00124] Since the cable stays 64 reduce the leaning stress on tower 62, tower 62 may be of a smaller diameter than tower 12 illustrated in Figure 8. For example, tower 62 may have any outside diameter and height suitable. In the illustrated embodiment, the outer diameter of tower 62 is about 4 meters. Alternatively, the outer diameter of tower 62 can be any other desired diameter, such as within the range of about 3 meters and about 10 meters. In the illustrated embodiment, the height of the tower 62 is about 90 meters. Alternatively, the height of tower 62 can be within the range of about 40 meters to about 150 meters.
[00125] The interior of the turret 62 also defines a cavity (not shown in Figure 11) between the first end 62A and the second end 62B. A radially extending flange 62F is formed at the first end 62A of the turret 62, as best shown in Figure 4. The radially extending flange 62F defines a connecting joint portion 66.
[00126] In the illustrated embodiment, the connecting joint 66 is formed by connecting the flange 62F and flange 44F. Flanges 62F and 44F can be connected via bolts 34 and nuts 36 as shown in Figure 2 and described above. Alternatively, the flanges 62F and 44F can be joined by any other desired fastening means, such as rivets, glue, grout, or by welding. In addition, connecting joint 66 can be any of the connecting joints described and illustrated in Figures 2, 3A through 3L and 4.
[00127] A first end (lower end, when viewed in Figure 11) of each cable stay 64 is attached to a distal end of each leg 52 of the hull platform 44. A second end (top end, when viewed in Figure 11). ) of each cable stay 64 is connected to a midpoint 62M of the tower 62. The cable stay 64 supports and reduces the tilt stress on the tower 62. The cable stay 64 can be formed from any desired material. Non-limiting examples of suitable tether material include steel rope or cable, steel chain segments, synthetic rope such as nylon rope, and composite tendons such as FRP tendons.
[00128] Referring now to Figure 12, a fourth embodiment of a floating composite wind turbine platform 70 is shown anchored to the seabed S. The illustrated floating wind turbine platform 70 is similar to the illustrated floating composite wind turbine platform 60. in Figure 11 and includes the tower 62 connected to the platform hull 44 in the tie assemblies 66. The mooring ropes 74 are connected to the hull platform 44 and also anchored to the seabed S. The wind turbine 20 is mounted on the tower 62 Cable stays 64 are connected to hull platform 44 and additionally connected to turret 62.
[00129] Instead of the taut mooring ropes 48 shown in Figure 11, the mooring ropes 74 are configured as catenary mooring ropes as described above. The floating composite wind turbine platform 70 further includes a large mass 72 suspended from the hull platform 44 by cables 76. The mass 72 can have any desired weight, such as a weight of about 1000 kg. Alternatively, the mass 72 may have a weight within the range of about 10 kg to about 1500 kg. The mass 72 can be formed from any material having the desired weight. Non-limiting examples of materials suitable for use as the putty 72 include one or more keystones, pieces of concrete, and pieces of steel. These one or more articles may be contained in a screen, bucket or other container or outer wrapping.
[00130] a first end (lower end, when seen in Figure 12) of each of the cables 76 is connected to ground 72. A second end (upper end, when seen in Figure 12) of each of the cables 76 is connected to a distal end of each leg 52 of the hull platform 44. Non-limiting examples of suitable materials include rope rope or steel rope, steel chain segments, and synthetic rope such as nylon rope, and composite tendons such as FRP tendons.
[00131] Referring now to Figure 13, a fifth embodiment of a floating composite wind turbine platform 80 is shown anchored to the seabed S. The illustrated floating wind turbine platform 80 is a tether-stabilized semi-submersible type platform, and includes a tower 82 connected to a subsea platform 84. Mooring lines 90 are connected to the subsea platform 84 and further anchored by anchors 19 to the seabed S. The wind turbine 20 is mounted on the tower 82. The tower 82 can be any suitable tower and may be identical to tower 12 described above. Thus, tower 82 can be formed of reinforced concrete, FRP composite, or steel, as described above.
[00132] The underwater platform 84 includes a plurality of floating members or pontoons86 connected by structural elements 88. In the illustrated embodiment, the underwater platform 84 has three pontoons86. In other embodiments, the underwater platform 84 may have more or less than three pontoons86. The pontoons 86 illustrated have a radially extending flange 87 formed on a first end 86A of each pontoon 86. Alternatively, the pontoons 86 can be formed without the flanges 87.
[00133] In the modality of the underwater platform 84, as shown in Figure 13, the tower 82 can be connected to a pontoon86 through a connection joint (not shown). This connecting joint can be any of the connecting joints described and illustrated in Figures 2, 3A through 3L, and four. In a second embodiment of the underwater platform 84' as shown in Figure 16, the pontoons 86 are connected to a central hub 92 by structural members 94. In this embodiment, the tower 82 is connected to the central hub 92 via a common connector (not shown) , but just like any of those described in the connecting joints and illustrated in Figures 2, 3A through 3L and four.
[00134] In the illustrated embodiment, the pontoons86 are substantially hollow and define a cavity. A portion of the cavity of any of the pontoons86 can be filled with ballast B to help stabilize the floating wind turbine platform 80. Alternatively, the ballast B can fill the entire cavity of any of the pontoons86. Non-limiting examples of suitable ballast material include water, rock, copper ore, and other dense ores. Other sufficiently dense material can also be used as ballast to fill or partially fill the pontoon cavities86.
[00135] Pontoons86 can be formed from reinforced concrete, FRP Composite, or steel as described above. Structural elements 88 may also be formed from reinforced concrete, FRP composite, or steel, as described above.
[00136] The underwater platform 84 can have any desired dimensions. For example, each of the pontoons86 can have an outside diameter of about 12 meters and a height of about 30 meters. Alternatively, the pontoons86 can have an outside diameter within the range of about 10 to about 50 meters and a height within the range of about 10 meters to about 40 meters. The distance D measured between the centers of the pontoons86 can be about 30 meters. Alternatively, distance D can be within the range of about 15 meters to about 100 meters.
[00137] The first end (upper end when viewed from Figure 13) of each mooring line 90 is attached to a pontoon86 of the underwater platform 84. The second end (lower end when viewed from Figure 13) of each mooring line 90 is attached or anchored to the seabed S by anchor 19 as described above. In the illustrated embodiment, the mooring ropes 90 are configured as catenary mooring ropes. The mooring ropes 90 can be formed from any material desired. Non-limiting examples of suitable tether material include steel rope or cable, steel chain segments, and synthetic rope such as nylon rope, and composite tendons such as FRP tendons.
[00138] Referring now to Figure 14, a sixth embodiment of a floating composite wind turbine platform 100 is shown anchored to the seabed S. The illustrated floating wind turbine platform 100 is substantially similar to the floating composite wind turbine platform 80 illustrated in Figure 13 and includes a tower 102 connected to underwater platform 84 as described above. Each mooring rope 90 is connected to a dock 86 of subsea platform 84 and is also anchored to the sea bed S via anchor 19. Wind turbine 20 is mounted on tower 102. A cable stay 104 is connected to each dock 86 of subsea platform 84 and further connected to a first end 102A of tower 102.
[00139] Since the cable stay 104 reduces the leaning stress on tower 102, tower 102 may be of a smaller diameter than tower 82 illustrated in Figure 13. For example, tower 102 may have any outside diameter and height suitable. In the illustrated embodiment, the outer diameter of tower 102 is about 4 meters. Alternatively, the outer diameter of tower 102 can be any other desired diameter, such as within the range of about 3 meters and about 12 meters. In the illustrated embodiment, the height of tower 102 is about 90 meters. Alternatively, the height of tower 102 can be within the range of about 50 meters to about 140 meters.
[00140] Referring now to Figure 15, the subsea platform 84 may include a rotating tower 106 mounted on a lower end of the subsea platform 84. In the embodiment illustrated in Figure 15, the mooring cables 90 are connected to the rotating tower 106 at instead of the pontoons86. In this embodiment, the composite floating wind turbine platform, such as platforms 80 and 100, can rotate relative to tower 106 and thus self-align in response to wind and sea direction currents.
[00141] Referring now to Figures 17, 18A, and 18B, a third embodiment of the underwater platform is illustrated at 140. The underwater platform 140 includes a plurality of floating members or pontoons142 connected by structural members 144. In the illustrated embodiment, the underwater platform 140 has three pontoons142. In other embodiments, the underwater platform 140 may have more or less than three pontoons142. The illustrated pontoons142 have a radially extending flange 146 formed on a first end 142A of each pontoon142. Alternatively, pontoons142 can be formed without flanges 146.
[00142] In the illustrated embodiment, the pontoons142 are substantially hollow and define a cavity and are formed of reinforced concrete. The illustrated structural members 144 are substantially tubular, define a cavity 145, and are formed from FRP composite.
[00143] As best shown in Figure 18A, in a first embodiment of the underwater platform 140, pontoon142 includes an external wall 142W. First and second ends 144A and 144B, respectively, of structural elements 144 are inserted into outer walls 142W of pontoons142. The concrete that forms outer wall 142W extends into cavities 145 of each structural member 144 to define a stiffening member 148. When cured, stiffening member 148 provides additional stiffness to subsea platform 140.
[00144] A second embodiment of the underwater platform is illustrated at 140' in Figure 18B. Subsea platform 140' is substantially identical to subsea platform 140, but does not include stiffness member 148. First and second ends 144A and 144B, respectively, of structural elements 144 are inserted and connected to outer walls 142W of pontoons142.
[00145] The stiffening member 148 can be formed by inserting the first and second ends 144A and 144B, respectively, of the structural elements 144, into a pontoon shape (not shown), which defines the shape of the pontoon to be formed. Concrete can be poured in the shape of a pontoon to define the 142W outer wall of the pontoon142. This concrete will also flow into cavity 145 of structural member 144. When the concrete is cured, the concrete of stiffening member 148 is contiguous with the concrete of the outer wall 142W of pontoon142, thus the first and second ends 144A and 144B of the members Structural 144 are, respectively, incorporated and connected to the pontoons142. Additionally, an outer surface of each of the first and second ends 144A and 144B, respectively, of the structural members 144 can be textured such that each outer surface bonds with the concrete of the outer walls 142W of the pontoons142.
[00146] It should be understood that structural elements 144 may also be formed from reinforced concrete or steel, as described above.
[00147] In the modality of the underwater platform 140, as shown in Figure 17, a tower such as tower 82 (illustrated by a dashed line in Figure 17) can be connected to one of the pontoons142 through a connecting joint (not shown ). This connection joint can be any of the connection joints described and illustrated in Figures 2, 3 through 3L, and 4.
[00148] Referring now to Figure 21, a fourth embodiment of the underwater platform is illustrated at 440. The underwater platform 440 includes a plurality of floating members or pontoons442 connected to a central pontoon444 by structural members 446. In the illustrated embodiment, the underwater platform 440 has three pontoons442. In other embodiments, the underwater platform 440 may have more or less than three pontoons442. The pontoons442 illustrated have a radially extending flange 448 formed on a first end 442A of each pontoon442. Alternatively, the pontoons 442 can be formed without the flanges 448. In this embodiment, a turret, such as turret 82, is connected to the central pontoon 444 through a connecting joint (not shown), but just like any of the connecting joints. described and illustrated in Figures 2, 3A through 3L, and 4. Alternatively, tower 82 can be connected to any of the three pontoons442.
[00149] Each of the illustrated pontoons442 is formed from a plurality of rings or sections 450. Sections 450 are bonded together in connecting joints 452. As described above in connection with hull 14, sections 450 may be manufactured from composite material of FRP, reinforced concrete, or steel. The 450 sections can be connected by 454 post-tension cables that run through some or all of the 450 sections thus securing the 450 sections and defining the pontoon442. A sealing element, such as gasket G, may be disposed between sections 450 to seal connecting joints 452. Alternatively, connecting joints 452 can be any of the connecting joints described and illustrated in Figures 2, 3 through 3L, e4.
[00150] Clamping rings 456 are mounted circumferentially to an outer surface of the pontoons442 and provide a mounting structure for securing the structural elements 446 to the pontoons442. Clamping Rings 456 can be formed from steel, FRP composite material, or reinforced concrete. Alternatively, clamp rings 456 can be mounted on connecting joint 452 between two adjacent sections 450.
[00151] Once the sections 450 are assembled to form the pontoon442, a closure member 458 can be attached to the second end 442B of the pontoon442.
[00152] Referring to Figure 22, a seventh embodiment of a floating wind turbine platform is illustrated at 510. Floating wind turbine platform 510 includes a base 514 that supports a composite tower 512. The composite tower 512 supports a wind turbine 516. The composite tower 512 illustrated is made of lightweight corrosion resistant material such as a fiber reinforced polymer such as E-glass and a polyester polymer resin. Compost tower 512 can be made of other desired materials that provide support for wind turbine 516. The walls of compost tower 512 can be a solid structure, or it can be a tubular structure. For example, composite tower 512 may be any of the towers described above, including, for example, towers 12, 12', 212, and 312. Base 514 is structured and configured to float, semi-submerged, in a body of water. . Mooring ropes 518 may be attached to wind turbine platform 510 and then attached to anchors, such as anchors 19 shown above, on the sea floor to limit displacement of wind turbine platform 510 over the body of water. It should be understood that the mooring ropes 518 illustrated may be slack, i.e. catenary mooring ropes, as shown in Figures 12 through 15, and do not have to be energized during normal operation of the wind turbine platform 510. The base is semi-submersible, and therefore a portion of the base 514 will be above water when the base is floating on water. Furthermore, the base 514 will float in the vertical position, even with the tilt load or moment applied to the platform by the wind stress exerted on the tower 512 and the wind turbine 516. This is in contrast to a vertical stress system such as the one shown in Figure 10, where if the tension lines are cut, the platform will topple over.
[00153] The illustrated base 514 is formed from three lower beams 521 extending radially outward from a central or inner column 522. In the illustrated embodiment, the lower beams 521 are positioned such that the angle between the centerlines of adjoining lower beams 521 is approximately 120 degrees. The bottom beams 521 illustrated are pre-stressed concrete members. It should be understood that the lower beams 521 may be formed from other desired materials. The benefit of using concrete is that it is lighter than other materials, such as steel, and is more resistant to corrosion than steel. Three outer columns 524 are mounted on or near the distal ends of bottom beams 521. Outer columns 524 are optionally further connected to center column 522 by top beams 526. Optional brackets 528 extend between and attach to or at the top. end of center column 522 and at the distal ends of lower beams 521 or lower ends of outer columns 524. The floating wind turbine platform embodiment 510 illustrated in Figure 22 has a height of about 35 meters (115 feet). The tower embodiment 512 illustrated in Figure 22 is about 85 meters (279 feet) high. It should be understood that floating wind turbine platform 510 and tower 512 can be manufactured at any desired height.
[00154] Each outer column 524 may be formed from a plurality of sections 524S, as shown in Figures 22, 28A, and 28B. Center column 522 may also be formed from a plurality of sections 522S, as also shown in Figures 22, 28A, and 28B.
[00155] A first embodiment of the method for assembling and installing the floating wind turbine platform 510 is illustrated in Figures 23A to 29. As shown, the wind turbine platform 510 can be assembled in two phases.
[00156] In a first stage (Phase I) assembly, three wing members 530 may be placed on separate barges B. Each wing member 530 illustrated includes a lower beam 521 and a base portion 524P of an outer column 524. If desired, wing members 530 can be post-tensioned with gussets, as illustrated with the dashed lines in Figures 23A and 23B. A strut anchor 528A may be formed and attached to the underbeam 521 and the base portion 524P. Each of the illustrated B barges has a deck surface of approximately 150 ft x 60 ft, although other barges with suitable deck surface dimensions may be used. In the illustrated embodiment, base portion 524P has a height of about 32 m, although base portion 524P may have any other suitable height.
[00157] After the 530 wing members have been launched, the three B barges will be moved to a relatively quiet area such as a harbor area. The three barges B containing the three wing members 530 will be secured together with a fastening structure, such as a temporary frame 536 shown in Figure 24A and 24B. In the illustrated embodiment, frame 536 is a substantially triangular-shaped steel frame. Alternatively, frame 536 may be of other desired shapes and sizes and may be formed from another material.
[00158] Optionally, scaffolding (not shown) may be used to support frame 536 during construction. Lower cornerstone 532 will then be built into or on top of frame 536. Cornerstone 532 includes a center column support portion 522P upon which center column 522 will be constructed, as described below. Cornerstone 532 also includes circumferentially spaced connections 623 oriented to connect to each of the lower beams 521, as shown in Figure 31. After the cornerstone 532 is completed and connected to each of the three lower beams 521, the scaffold and frame 536 can be removed. The three wing members 530 and centerpiece 532 define base 514. If desired, the entire base 514 can be post-tensioned.
[00159] As shown in Figure 25, the three barges B can then be submerged and removed and under each wing member 530 of base 514, allowing base 514 to float on itself. Floating base 514 can then be towed to a dock (not shown), or other suitable installation, for a second stage of assembly.
[00160] In the illustrated embodiment of the method for assembling and installing the floating wind turbine platform 510, the second phase (phase II) occurs with the base 514 floating adjacent to a dock in a relatively calm water zone, as shown in Figures 26 to 29. Jump forms538 will be installed on the 524P base portions of the wing members 530 and over the cornerstone 532. In the illustrated embodiment, Jump forms 538 are structured and configured to allow for molding 524S sections of the outer columns 524 and 522S sections of the center column 522. In the illustrated embodiment, sections 524S and 522S are about 12 m high, although sections 524S and 522S can have any other suitable height. A portion of each outer column 524 will then be constructed to a predetermined height to allow construction and attachment of struts 528.
[00161] Brace 540 will then be constructed in each underbeam 521, and will be used to pour a first segment 528P1 of diagonal brace 528. It will be understood that first segment 528P1 of brace 528 may be cast at another location and then attached to strut anchor 528A of base 514. In the embodiment illustrated in Figure 26C, first segment 528P1 of strut 528 is connected to outer column base 524 and bottom beam 521 through strut anchor 528A. Alternatively, first segment 528P1 strut 528 can only be attached to the base of the outer column 524.
[00162] Upon completion of the first 528P1 segments of the struts 528, the center column 522 will be constructed to its final desired height, as shown in Figure 27A. Once center column 522 is constructed, struts 528 will be completed. In the embodiment illustrated in Figure 27B, a second segment 528P2 of strut 528 is converted to another location, such as a land location, and then connected to the first segment 528P1 and center column 522. In the embodiment illustrated in Figure 27B, the remaining segments 528P2 of the struts 528 are lifted into place with two C cranes. Alternatively, the additional scaffold 540 can be built into each bottom beam 521, and the second segment 528P2 of the strut 528 can be molded into place in the same manner as the first 528P1 segment of strut 528. Upon completion of struts 528, outer columns 524 will be built to their desired final height. Once constructed and connected, struts 528 can be post-tensioned as needed.
[00163] The upper beams 526 can be prefabricated in another location, such as an onshore location, and then connected between the outer columns 524 and the center column 522, as shown in Figure 29. In the embodiment illustrated in Figure 29, upper beams 526 are formed into segments 526P1, 526P2 and 526P3 and then installed in shoring towers 542 built into lower beams 521. The segments illustrated in upper beams 526P1, 526P2 and 526P3 are lifted into place with one or more cranes. Alternatively, the top beam segments 526P1, 526P2 and 526P3 can be molded in place. In addition, top beam 526 can be formed as a single piece and connected between outer columns 524 and center column 522 using shoring towers 542. Top beams 526 can be post-tensioned as required. Upon completion of the upper beams 526, the wind turbine platform 510 is ready for attaching the tower 512 and the wind turbine 516.
[00164] Another embodiment of the method for assembling and installing the floating wind turbine platform 610 is illustrated in Figures 30 to 40. The method of assembling and deploying the floating wind turbine platform 610 illustrated in the Figures. 30-40 is a modular assembly method that is similar to the first embodiment of the method for assembling and installing the floating wind turbine platform 510 illustrated in Figures 23A to 29.
[00165] As shown in Figure 30, lower wing members 630 are deployed in barges B. Lower wing members 630 include lower beam 621, a base portion 624P of an outer column 624, and a first segment 628P1 of the strut diagonal 628. If desired, lower wing members 630 can be post-tensioned. As shown in Figure 31, the cornerstone 632 is also deployed on a barge B. The cornerstone 632 is attached to one of the three wing members 630 so that the barge B can be removed from under the cornerstone 632. The two Remaining wing members 630 can then be moved into contact with, and attached to, keystone 632, as shown in Figures 32 and 33. The three wing members 630 and keystone 632 define base 614, as shown in Figure 33. The barges B can then be moved under the base 614 as described above and as shown in Figure 34. It should be understood that the wing members 630 and the cornerstone 632 can be cast on the barges B, or cast elsewhere, as an on-shore location, and then moved to barges B.
[00166] As shown in Figure 35, the center column 622 will be constructed at its final desired height. The struts 628 will then be completed, as shown in Figure 36. The outer columns 624 will then be constructed to their desired final height, as shown in Figure 37. The center column 622 and outer columns 624 can be formed by any desired method , such as, for example, by jump form as described above.
[00167] As shown in Figure 38, after completion of the outer columns 624, the top beams 626 can be connected between the outer columns 624 and center column 622. The top beams 626 can be precast in another location, such as a site on-shore, and then clamped, formed into segments and then installed as described above, or can be molded into place. The wind turbine platform 610 is then ready for further attachment of the tower 612 and the wind turbine 616, as shown in Figures 39 and 40. It should be understood that the assembly of the various base elements 614 can be completed in any order.
[00168] As shown in Figure 41, in an alternative embodiment of a method of building the wind platform, the three wing members 630 can be joined together by a cornerstone 632 and supported by two barges B' during assembly. Barges can later be removed at the appropriate stage in the assembly process.
[00169] As shown in Figure 42, and as explained above, the basic structure of the wind turbine platform 610 includes the following main structural elements: lower beams 621, lower cornerstone 632, center column 622, upper cornerstone 639, struts 628 , upper beams 626 and external columns 624. These main structural elements are made of cast concrete, although other materials may be used. These main structural elements are made in segments, although they could be made at once as a single element. In order to reinforce these elements, they are subjected to compressive forces by applying post-tensioning reinforcements. Such reinforcements can be in the form of steel cables or any other suitable tension elements. The application of post-strain reinforcements helps provide key structural elements in a way that maintains their integrity under stresses when wind turbine towers are deployed in the ocean. In addition, post-tensioning reinforcements provide sufficient strength to these main structural elements to allow the cavities defined in each of the main structural elements to be maintained as hollow spaces, thus preserving the buoyancy of the main structural elements.
[00170] As shown in Figure 42, the bottom beam is provided with 621R post-tension reinforcements. These extend horizontally along the entire length of bottom beam 621, including lower section 624P of outer column 624, and 632. placed in different positions within or around the lower beam. Post-tensioning reinforcements 621R place the entire bottom beam 621 in compression, thereby increasing the strength of the bottom beam 621.
[00171] As shown in Figure 44, cornerstone 632 includes a number of screens 660, arranged in pairs in a parallel orientation. Screens 660 include ducts or channels 664 that extend within screen 660 and along the elongated or longitudinal axes of screens 660. screens 660. It can be seen that the cornerstone 632 has three attachment fronts 623, oriented 120 degrees apart, for connecting the three lower beams 621. The cornerstone 632 e can accommodate the 621R reinforcements for all three beams bottoms 621. The fronts are provided with holes 666 to initially fasten the smaller beams 621 to the cornerstone 632. Other fastening means can also be used. As a result of this arrangement, the post-tensioning reinforcements cause pre-compression in the concrete of the lower beams in the radial direction between the outer column 624 and the center column 622.
[00172] As further shown in Figure 42, vertically oriented post-tension reinforcements 624R cause pre-compression in the concrete of the outer columns 624 in the vertical direction. In addition, vertically oriented post-tensioning 622R gussets cause pre-compression in the concrete of center column 622 in the vertical direction. In addition, 626R horizontally oriented post-tension reinforcements cause pre-compression in the concrete of the upper 626 beams in the vertical direction. The 626R gussets extend from the top section 642T of the outer column 624 to the top cornerstone 639 at the top of the center column 639. Similarly, diagonally oriented 628R post-tension gussets cause pre-compression in the concrete of the strut columns 624 in the direction of the length of the struts 628.
[00172] As further shown in Figure 42, post-tensioning reinforcements 624R cause pre-compression in the concrete of the outer columns 624 in the vertical direction. In addition, post-tensioned 622R reinforcements cause pre-compression in the concrete of the 622 center column in the vertical direction. In addition, horizontally oriented 626R post-tensioning reinforcements cause pre-compression in the concrete of the upper 626 beams in the vertical direction. The 626R gussets extend from the top section 642T of the outer column 624 to the top cornerstone 639 at the top of the center column 639. Likewise, diagonally oriented 628R post-tension gussets cause pre-compression in the concrete of the column struts 624 in the length direction of struts 628.
[00173] As shown in Figure 42, the following main structural elements - bottom beams 621, center column 622, struts 628, top beams 626 and outer columns 624 - can be formed into segments or sections. For example, bottom beam 621 includes sections 62 IS that are defined by means of bulkheads 670 that are perpendicular to the longitudinal axes of bottom beams 621. The bulkheads can be steel, composite material, or concrete, or any combination of these materials. The bulkheads can be in the form of ribs, or hollow or solid diaphragms. Bulkheads 670 help resist hydrostatic or hydrodynamic pressures experienced by key structural elements such as bottom beam 621. In addition, bulkheads 670 allow for proper transfer of load from component to component (eg, between bottom beams 621 and the cornerstone 632, and between the lower beams 621 and the outer column 624), and allow accommodation and mitigation of the high stress levels developed during post-tensioning.
[00174] In addition to the vertically oriented bulkheads 670 of the lower beam 621, the design may include horizontally oriented secondary screens or membranes 672. These secondary membranes can be of any suitable material, size and shape. Secondary membranes allow proper load transfer from component to component (eg, between lower beams 621 and keystone 632, and between lower beams 621 and outer column 624) and accommodate and mitigate the high stress levels developed during post-tensioning.
[00175] In a manner analogous to the use of bulkheads 670 and secondary membranes 672 to reinforce bottom beams 621, additional bulkheads and membranes can be used to reinforce top beams 626, center column 622, outer columns 624 and struts 628.
[00176] As shown in Figure 43, the complete wind generating device 644 includes three lower beams 621, three upper beams 626, tower 612 the wind turbine 616 and turbine blades 646. The struts 628 are not shown in Figure 43 because they are covered by the upper beams.
[00177] Figure 45 illustrates that the platform 714 can be constructed using a center column 722 and four wings 730 and each having an outer column 728. It should be understood that the platform can be made of any number of wings. The wings can be oriented with equal circumferential angular spacing, such as being circumferentially spaced at 90 degrees shown in Figure 45.
[00178] The transverse shapes of beams and struts can be square, rectangular, circular or any other suitable shape. Furthermore, although one embodiment of the wind turbine platform 610 includes lower horizontal beams connecting the central column to the outer column, upper horizontal beams connecting the central column to the outer column, and struts, it should be understood that in alternative embodiments to 610 platform is built with less than all of these major structural elements. For example, in one embodiment, platform 610 is constructed without struts 628. In another example, platform is constructed without top beams 626.
[00179] The smaller beams 621, the upper beams 626 and the struts 628 have sufficient structural integrity, and the connections between the smaller beams 621, the upper beams 626 and the struts 628 are sufficiently solid that in some arrangements there is no need of connecting external columns adjacent to each other with structurally substantial perimeter connections. Connection through cornerstones 632 and 639 is sufficient to maintain the structural integrity of platform 610 when operating offshore.
[00180] In one modality the lower beams and upper beams include post-tensioning reinforcements, causing pre-compression in the concrete in the horizontal or vertical tangential directions, perpendicular to the radial lines between the outer columns and the central column.
[00181] In another embodiment the lower beams are hollow beams in which one or more internal hollow spaces are: (a) filled with air, (b) partially filled with water, or (c) substantially filled with water.
[00182] In yet another modality the hollow spaces are almost completely filled with air during operations on the wharf, and partially or fully filled with ballast water during transit and in its final position anchored within an offshore wind farm.
[00183] In another embodiment one or more of the internal spaces of the beam includes an orifice that can be opened to the surrounding sea water, thus allowing at least partial equalization of internal and external water pressures.
[00184] The platform according to claim 1, with mooring cables of catenary form connected to the external radial columns on one side and to the anchorage points on the seabed, on the other hand, allowing the semi-submersible platform to remain in the station.
[00185] The platform according to claim 22, wherein the anchorage points on the seabed are one of the following: (a) a drag anchor, (b) a perforated rock anchor, (c) a drag anchor. gravity, (d) a suction anchor, and (e) a suction anchor-gravity combination.
[00186] The principle and mode of operation of the wind turbine platform have been described in its preferred embodiments. However, it should be noted that the wind turbine platform described herein may be practiced differently than specifically illustrated and described, without departing from its scope.

权利要求:
Claims (10)
[0001]
1. Semi-submersible wind turbine platform (510) capable of floating on a body of water and supporting a wind turbine (516) thereon, the wind turbine platform (510) comprising a base (514) and a composite tower ( 512) mounted to a base (514), characterized in that: the base (514) is configured to be semi-submersible so that a portion of the base (514) and the compost tower (512) are above water when the base (514) is floating on a body of water, the base (514) including: a central vertical column (522); three or more vertical outer columns (524) spaced radially from the center column (522); a lower beam (521) extending horizontally between a lower portion of each outer column (524) and a lower portion of the center column (522); and an upper beam (526) extending horizontally between an upper portion of each outer column (524) and an upper portion of the center column (522); wherein the portion of the base (514) that is above the water when the base (514) is floating in a body of water includes upper beams (526) and portions of the vertical outer columns (524) and the center column (522); wherein the lower beams (521) are connected to the center column (522) with a lower cornerstone (532) in the center column (522), with the lower cornerstone (532) having circumferentially spaced connecting faces (623) for the connecting the lower beams (521) to the lower cornerstone (532); where lower beams (521) include post-tensioning reinforcements (621R), causing pre-compression in the concrete in the radial direction between the outer columns (524) and the center column (522), and the post-tensioning reinforcements (621R ) are anchored in the lower cornerstone (532); wherein, the center column (522) and outer columns (524) are made of concrete and are buoyant with sufficient buoyancy to help support the composite tower (512); and wherein the outer columns (524) are not connected to one another by structurally substantial perimeter connections.
[0002]
2. Platform (510) according to claim 1, characterized in that it includes a support (528) extending between a lower portion of each outer column (524) and an upper portion of the central column (522).
[0003]
3. Platform (510), according to claim 1, characterized in that the lower beams (521) and the upper beams (526) include structural reinforcement (670, 672) to increase the resistance to global and local bending.
[0004]
4. Platform (510), according to claim 3, characterized in that the structural reinforcement is in the form of bulkheads (670) oriented perpendicular to the axis of the upper and lower beams (626, 621).
[0005]
5. Platform (510) according to claim 3, characterized in that the structural reinforcement is in the form of solid or hollow membranes (672) oriented in a direction parallel to the longitudinal axes of the lower and upper beams (621, 626).
[0006]
6. Platform (510) according to claim 1, characterized in that the lower beams (621) are hollow box beams, and in which one or more internal hollow spaces are: (a) filled with air, ( b) partially filled with water, or (c) filled with water.
[0007]
7. Platform (510) according to claim 1, characterized in that the upper beams (526) are connected to the central column with an upper cornerstone (539) in the central column, with the upper cornerstone (539) having circumferentially spaced connecting faces for connecting the upper beams (526) to the upper cornerstone (539).
[0008]
8. Platform (510) according to claim 1, characterized in that the upper beams (526) and supports (528) include post-tensioning reinforcements (626R, 628R), the post-tensioning reinforcements ( 626R, 628R) causing pre-compression in the concrete between the outer columns (524) and the central column (522); wherein the center and outer columns (522, 524) include post-tension reinforcements (622R, 624R), causing vertical pre-compression in the concrete; wherein the upper beams (526) are connected to the center column (522) with an upper cornerstone (539) in the center column (522), with the upper cornerstone (539) having circumferentially spaced connecting faces (623) for the connecting the upper beams (526) to the upper cornerstone (539); and wherein the post-tensioning reinforcements (626R) for the upper beams (526) are anchored in the upper cornerstone (539).
[0009]
9. Method of mounting the floating wind turbine platform (510), as defined in claim 1, characterized in that it comprises: mounting at least three platform wings (530) for two or more floating devices (B) in one body of water, each platform wing (530) having a lower beam (521) and at least a base portion of a central or outer column (524P, 522P), with each flotation device (B) supporting one or more wings the platform (530); joining the floating devices (B) arranged on a lower cornerstone (532); affixing each platform wing (530) to the circumferentially spaced connecting faces (623) of the upper cornerstone (532) to form the lower portion of a base (514) for a wind turbine platform (510), with the outer columns ( 524) radially spaced from the lower cornerstone (532) and the outer columns (524) circumferentially spaced equally about the lower cornerstone (532); removing the flotation devices (B) from under the platform wings (530) so that the base (514) floats in the body of water to define a floating wind turbine platform (510); adding column sections (524S) to the base portions of the outer columns (524) to form complete outer columns (524); building a center column (522) above the lower cornerstone (532); adding an upper cornerstone (539) on top of the center column (522); and connecting the upper beams (526) between the upper cornerstone (539) and the upper portions of the outer columns (524).
[0010]
10. Method according to claim 9, characterized in that it includes adding a support (528) between the central column (522) and each external column (524).

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法律状态:
2018-12-04| B06F| Objections, documents and/or translations needed after an examination request according [chapter 6.6 patent gazette]|

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2020-03-10| B06U| Preliminary requirement: requests with searches performed by other patent offices: procedure suspended [chapter 6.21 patent gazette]|

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2021-08-10| B09A| Decision: intention to grant [chapter 9.1 patent gazette]|

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2021-08-10| B15K| Others concerning applications: alteration of classification|Free format text: AS CLASSIFICACOES ANTERIORES ERAM: F03D 11/00 , F03D 11/04 , E02D 27/52 Ipc: E02D 27/52 (2006.01), F03D 13/00 (2016.01), F03D 1 |

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2021-09-14| B16A| Patent or certificate of addition of invention granted [chapter 16.1 patent gazette]|Free format text: PRAZO DE VALIDADE: 20 (VINTE) ANOS CONTADOS A PARTIR DE 15/04/2013, OBSERVADAS AS CONDICOES LEGAIS. |

优先权:

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申请号 | 申请日 | 专利标题

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US201261624050P| true| 2012-04-13|2012-04-13|

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US61/624,050|2012-04-13|

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PCT/US2013/036596|WO2013155521A1|2012-04-13|2013-04-15|Floating wind turbine platform and method of assembling|

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