Floating offshore wind power generation facility

Abstract

A floating offshore wind power generation facility includes a floating body, a mooring cable, a tower, and a windmill installed at the top of the tower, the windmill including a nacelle and a plurality of blades. The rotation axis of the windmill has a predetermined upward angle to avoid contact between the blades and the tower, and the windmill is of a downwind type in which the blades are attached to the leeward side of the nacelle and installed with the back surfaces of the blades facing windward, and the mooring point of the mooring cable to the floating body is set at a position below the surface of the sea and higher than the center of gravity of the floating body.

Claims

1. A floating offshore wind power generation facility comprising a floating body, a mooring cable, a tower, and a windmill installed at a top of the tower, the windmill including a nacelle and a plurality of blades, wherein the rotation axis of the windmill has a predetermined upward angle, and the windmill is a downwind windmill, in which the blades are attached to the leeward side of the nacelle and installed with the back surfaces of the blades facing windward, the mooring cable is attached to the floating body at a mooring point below the surface of the sea and higher than the center of gravity of the floating body, the floating body has a lower concrete floating body structure formed of concrete precast cylindrical bodies which are formed into cylindrical shapes having a same cross-sectional shape along planes which are perpendicular to an axial direction of the concrete floating body structure, and which are stacked in a direction of height, and each cylindrical body is connected along the height direction with a steel material, and wherein an upper steel floating body structure is provided on an upper part of the lower concrete floating body structure and wherein each of the concrete precast cylindrical bodies is composed of a plurality of split cylindrical bodies joined to each other along a circumferential direction of the concrete precast cylindrical bodies, each concrete precast cylindrical body comprises outer cables under tension wound around an outer circumference of the respective concrete precast cylindrical body, and wherein the cables have first ends and second ends, and the first ends are anchored to a first anchoring device on the respective concrete precast cylindrical body and the second ends are anchored to a second anchoring device on the respective concrete precast cylindrical body, wherein the first and second anchoring devices face each other along a diametrical direction of the respective concrete precast cylindrical body, and wherein each outer cable is positioned around a first circumferential side or a second circumferential side of the respective concrete precast cylindrical body and wherein a number of outer cables positioned around the first circumferential side of the respective concrete precast cylindrical body are the same as a number of outer cables positioned around the second circumferential side of the respective concrete precast cylindrical body.

2. The floating offshore wind power generation facility according to claim 1, wherein a plurality of yaw-suppressing fins protruding from a circumferential surface of the floating body are provided on the lower portion of the floating body around the circumferential surface with spacing between adjacent yaw-suppressing fins.

3. The floating offshore wind power generation facility according to claim 1, further comprising ballasts having a weight that has been determined so that, when wind acts at an average wind velocity, the blades rotate in a rotational plane that is a substantially vertical plane.

4. The floating offshore wind power generation facility according to claim 1, wherein the outer cables are spaced from one another in an axial direction of the respective concrete precast cylindrical body.

5. The floating offshore wind power generation facility according to claim 1, wherein each of the anchorage devices includes a lifting fitting for lifting the concrete precast cylindrical body.

6. The floating offshore wind power generation facility according to claim 1, wherein the split precast cylindrical bodies are formed by splitting the precast cylindrical bodies in the circumferential direction.

7. A method of producing and installing a floating offshore wind power generating facility, comprising producing and installing the floating offshore wind power generating facility of claim 1, which comprises producing the concrete floating body structure of the facility of claim 1 by stacking and joining the plurality of individual concrete precast cylindrical bodies to each other to form an integral concrete precast cylindrical body, removably winding and fastening the outer cables around the outer circumference of the integral concrete precast cylindrical body, and, after final assembly of the concrete floating body structure with other components to produce the facility of claim 1 and installing the facility of claim 1, removing the outer cables from the integral concrete precast cylindrical body.

Description

BRIEF DESCRIPTION OF THE DRAWINGS

(1) FIG. 1 is a side view of a floating offshore wind power generation facility 1 according to the present invention.

(2) FIG. 2 is a longitudinal sectional view of a floating body 2.

(3) FIGS. 3(A), 3(B), 3(C) are views of a precast cylindrical body 12 (13), wherein FIG. 3(A) is a longitudinal sectional view, FIG. 3(B) is a plan view (an arrow view taken on line B-B), and FIG. 3(C) is a bottom view (an arrow view taken on line C-C).

(4) FIGS. 4(A), 4(B) are views illustrating connection between precast cylindrical, bodies 12 (13).

(5) FIG. 5 is a longitudinal sectional view of a boundary between a lower concrete floating body structure 2A and an upper steel floating body structure 2B.

(6) FIG. 6 a cross-sectional view of a lower concrete floating body structure 2A including yaw-suppressing fins 8.

(7) FIGS. 7(A), 7(B) are side views illustrating tilting of a tower 4 by wind, wherein FIG. 7(A) shows a calm state (upright) and FIG. 7(B) shows a wind receiving state (tilted).

(8) FIG. 8 is a whole side view illustrating a tilt controlled state by the production of moment of resistance.

(9) FIG. 9 is a view illustrating a change in generated power output as a function of a tilt angle of a tower 4.

(10) FIGS. 10(A), 10(B) are side views of a lower concrete floating body structure 2A, wherein FIG. 10(A) is a cross-sectional view and FIG. 10(B) is a side view with the perspective in the left portion being different from the perspective in the right portion.

(11) FIGS. 11(A), 11(B) are a principal part enlarged views wherein FIG. 11(A) is a front view and FIG. 11(B) is a plan view.

(12) FIGS. 12(A), 12(B), 12(C) are views illustrating an anchorage device 30, wherein FIG. 12(A) is a plan view, FIG. 12(B) is a front view, and FIG. 12(C) is a side view.

(13) FIG. 13 is a front view of an outer cable 31.

(14) FIG. 14 is a flow diagram illustrating the procedure of construction of a floating offshore wind power generation facility 1.

(15) FIGS. 15(A), 15(B) are views illustrating a construction procedure (part 1), wherein FIG. 15(A) is a plan view and FIG. 15(B) is a front view.

(16) FIGS. 16(A), 16(B) are views illustrating a construction procedure (part 2), wherein FIG. 16(A) is a plan view and FIG. 16(B) is a front, view.

(17) FIGS. 17(A), 17(B) are views illustrating a construction procedure (part 3), wherein FIG. 17(A) is a plan view and FIG. 17(B) is a front view.

(18) FIGS. 18(A), 18(B) are views illustrating a construction procedure (part 4), wherein FIG. 18(A) is a plan view and FIG. 18(B) is a front view.

(19) FIGS. 19(A), 19(B) are views illustrating a construction procedure (part 5), wherein FIG. 13(A) is a front view and FIG. 19(B) is a plan view of a precast cylindrical body 12 portion.

(20) FIG. 20 is a plan view illustrating a construction procedure (part 6).

(21) FIG. 21 is a front view illustrating a construction procedure (part 7).

(22) FIG. 22 is a front view illustrating a construction procedure (part 8).

(23) FIG. 23 is a front view illustrating a construction procedure (part 9).

(24) FIG. 24 is a front view illustrating a construction procedure (part 10).

(25) FIG. 25 is a general view of a conventional floating offshore wind power generation facility (JP2010-223113A).

(26) FIGS. 26(A), 26(B) are side views illustrating tilting of a tower by wind in an upwind type, wherein FIG. 26(A) shows a calm state (upright) and FIG. 26(E) shows a wind receiving state (tilted).

DETAILED DESCRIPTION OF THE INVENTION

(27) Embodiments of the present invention will be described in detail with, reference to the accompanying drawings.

(28) As illustrated in FIG. 1, an offshore wind power generation facility 1 according to the present invention includes a floating body 2, mooring cables 3, a tower 4, and a windmill 5 installed at the top of the tower 4, the windmill 5 including a nacelle 6 and a plurality of blades 7, 7, . . . .

(29) As shown, in FIG. 2, the floating body 2 includes a lower concrete floating body structure 2A and an upper steel floating body structure 2B provided consecutively on the upper side of the lower concrete floating body structure 2A, the lower concrete floating body structure 2A including a plurality of concrete precast cylindrical bodies 12 and 13 stacked on top of each other in the direction of height, the concrete precast cylindrical bodies 12 and 13 having been, integrally connected to each other with a PC steel material 19. A draft L of the floating body 2 is set to approximately 60 m or more for 2-MW power generation facilities.

(30) The offshore wind power generation facility 1 will be described in more detail.

(31) The lower concrete floating body structure 2A includes concrete precast cylindrical bodies 12, 12 . . . and a lower half portion of a composite precast member 13. As shown in FIG. 3, the precast cylindrical body 12 is a circular cylindrical precast member having an axially identical section. The precast cylindrical bodies may be those manufactured using an identical mold, or alternatively hollow precast members manufactured by centrifugal molding may be used.

(32) In addition, to reinforcing bars 20, sheathes 21, 21 . . . for insertion of PC steel rods 19 are buried within a wall surface circumferentially at proper intervals. Sheath, diameter expansion portions 21a that can allow a coupler for coupling between the PC steel rods 19 to be inserted, are formed at the lower end of the sheathes 21, 21, . . . , and blockout portions 22 for fitting of anchor plates for anchoring are formed on the upper part. A plurality of lifting fittings 23 are provided at the top surface.

(33) The precast cylindrical bodies 12 are connected to each other as follows. As shown in FIG. 4(A), precast cylindrical bodies 12, 12 are stacked on top of each other while inserting PC steel rods 19, 19 . . . extended upward from the lower precast cylindrical body 12 into sheathes 21, 21, . . . . An anchor plate 24 is then fitted in a blockout portion 22, and tensile force is introduced into the PC steel rod 19 by a nut member 25 for integration. A grout material is poured into the sheath 21 through a grout pouring hole 27. The hole 24a formed in the anchor plate 24 is a grout pouring confirming hole, and, when the grout material is delivered through the confirming hole, the filling of the grout material is terminated.

(34) Next, as shown in FIG. 4(B), a coupler 26 is threadably mounted on a projection part of the PC steel rod 19. The PC steel rods 19, 19 . . . on the upper side are joined to each other, and the upper precast cylindrical body 12 is stacked while inserting the above PC steel rods 13, 19 . . . into the sheathes 21, 21, . . . of the precast cylindrical, body 12. The procedure of anchoring the PC steel rod 19 is successively repeated by the above method to stack the precast cylindrical bodies 12 in the direction of height. In this case, an epoxy resin-based or other adhesive 28 or a sealing agent is coated on a joining face between the lower precast cylindrical body 12 and the upper precast cylindrical body 12 to ensure water sealing and to join the mating faces.

(35) Next, as shown in FIG. 5, the composite precast member 13 has a composite structure composed of a concrete precast cylindrical body 16 and a steel cylindrical body 17. The concrete precast cylindrical body 16 and the steel cylindrical body 17 are integrally manufactured. The precast cylindrical body 16 has an outer diameter that is a value obtained by subtracting the wall thickness of the steel cylindrical body 17 from the outer diameter of the steel cylindrical body 17, and the lower half of the steel cylindrical body 17 is fitted to the outer circumference of the precast cylindrical body 16. The upper end face of the precast cylindrical body 15 serves as a fastening face for the PC steel rod 19.

(36) The upper steel floating body structure 2B includes the upper half of the composite precast, member 13 and the steel cylindrical bodies 14, 15. The lower portion of the lower steel cylindrical body 14 has an outer diameter identical to the composite precast member 13 and is connected, to the composite precast, member 13, for example, by a bolt or welding (fastening with a bolt being shown in the drawing). The upper part of the steel cylindrical body 14 has a circular truncated cone shape having a gradually reduced diameter.

(37) The upper steel cylindrical body 15 is a cylindrical body that has an outer diameter identical to the upper part outer diameter of the lower steel cylindrical body 14 and is continued from the upper part of the lower steel cylindrical body 14. The upper steel cylindrical body 15 is joined to the lower steel cylindrical body 14, for example, by a bolt or welding (fastening with a bolt being shown in the drawing).

(38) On the other hand, the tower 4 is formed of a steel material, concrete or PRC (prestressed reinforced concrete) and is preferably formed of a steel material and has a small total weight. The outer diameter of the tower 4 is substantially identical to the outer diameter of the upper steel cylindrical body 15, and the outer shape is free from a difference in level and is vertically continued. In an example shown in the drawing, a ladder 3 is provided at the upper part of the upper steel cylindrical body 15, and a corridor anchorage 10 is circumferentially provided, at a substantial boundary between the tower 4 and the upper steel cylindrical body 15.

(39) As shown in FIG. 1, a mooring point P of the mooring cable 3 to the floating body 2 is set to a position that is below the sea surface and above a gravity center G of the floating body 2. Accordingly, the contact of boats and ships with the mooring cable 3 can be prevented. Further, a resistance moment M with the gravity center G of the floating body 2 presumed to be central is produced at the mooring point P so as to prevent excessive tilting of the floating body 2, and thus, the tilted posture of the tower 4 can be properly kept.

(40) On the other hand, the nacelle 6 is a device loaded with, for example, a generator that converts the rotation of the windmill 5 to electricity, or a controller that can automatically change the angle of the blade.

(41) As shown, in FIG. 7(A), in the blades 7,7 . . . , the rotation axis has a predetermined upward angle θ to avoid contact with the tower 4. Accordingly, the blade rotational plane S is set so as to be tilted at an upward angle θ. As shown in the same drawing, in the present invention, the windmill type is a downwind type in which the blades 7,7 . . . are mounted on a leeward side of the nacelle 6 and the back side of the blades 7,7 . . . faces upwind. The upward angle 9 is approximately in the range of 5 to 10°. Thus, in a calm state, as shown in FIG. 7(A), the rotational plane S of the blade 7 is in a downward state (−θ) against upwind. On the other hand, when the blade 7 receives wind, as shown in FIG. 7(B); the blade 7 is tilted on the leeward, side and, consequently, the wind receiving area is increased, contributing to the prevention of a lowering in power generation efficiency.

(42) According to existing literature (Proceedings of the Fourth Lecture Meeting “(5) Futai Shiki Yojo Furyoka Hatsuden No Kaihatu (Development of floating body-type offshore wind power generation),” National Maritime Research Institute), as shown in FIG. 9, it was demonstrated that, at an upward, angle of 10°, the power generation efficiency is lowered by about 5%. Accordingly, in such a state that the windmill 5 is rotated, when the tower 4 is tilted toward a leeward, side and the blade faces windward (where the blade rotational plane S is vertical), a 5% improvement in power generation efficiency can be expected.

(43) On the other hand, in the present invention, as shown in FIG. 1, the mooring point P of the mooring cable 3 to the floating body 2 is set at a position that is below the sea surface and above the gravity center G of the floating body 2. Accordingly, as shown in FIG. 8, when the tower 4 is excessively tilted on the leeward, side by wind pressure, a resistance moment M with she gravity center G of the floating body 2 presumed to be central is produced at the mooring point P to suppress excessive tilting of the floating body 2, and, thus, the tilted posture of the tower 4 can be properly kept. The lower side of the floating body structure is a concrete floating body structure formed of a plurality of concrete precast cylindrical bodies stacked on top of each other in the direction of height, and the upper side of the floating body structure is a steel floating body structure formed of a steel member. By virtue of this construction, the gravity center G can be set at a position that is on a considerably downward side of the mooring point, and thus a large resistance moment M can be produced by an increased arm length l of the resistance moment M.

(44) Ballast materials such as water, gravels, fine or coarse aggregates, or metallic particles are introduced into the hollow portion of the floating body 2. Preferably, the amount of the ballast material, introduced, is regulated so that, when wind acts at an average wind velocity, the rotational plane S of the blades 7 is a substantially vertical plane.

(45) On the other hand, in the present invention, as shown in FIG. 1, a plurality of yaw-suppressing fins 8,8 . . . protruding from a circumferential surface are provided on the lower side of the floating body 2 in a circumferential direction while providing spacing between the yaw-suppressing fins 8,8 . . . . Specifically, as shown in FIG. 6, yaw-suppressing fins 8,8 . . . that are radially protruding are provided on a circumferential surface of the precast cylindrical bodies 12, 13 in a circumferential direction at equal intervals (eight equally spaced intervals in an example illustrated in the drawing). In general, in a spar-type offshore wind power generation facility, fins are not provided because the fins increase the resistance of water. Since, however, fins are provided only on the lower side of the floating body 2, the yaw movement of the floating body 2 during a storm can be effectively prevented. Preferably, the yaw-suppressing fins 8, 8 . . . are installed at a position of 25 m or more, more preferably 30 m, in terms of water depth. Preferably, the protrusion length of the yaw-suppressing fins 8 is approximately 0.10 to 0.15 time, more preferably 0.11 to 0.13 time, the outer diameter on the lower side of the floating body 2.

(46) The lower concrete floating body structure 2A may be such that the precast cylindrical bodies 12 and 13 have been integrated with each other in a circumferential direction. Alternatively, in large-scale offshore wind power generation facilities, as shown in FIGS. 10 and 11, the lower concrete floating body structure 2A is formed of circumferentially joined split precast cylindrical bodies 12a to 12d corresponding to a plurality of circumferentially split precast cylindrical bodies 12 and 13. An outer cable 31 with a tensioning force introduced thereinto is circumferentially wound in the outer circumference of the precast cylindrical bodies 12 and 13 formed by joining the split precast cylindrical bodies 12a to 12d in a circumferential direction. The precast cylindrical body 12 is circumferentially split into two or more portions, for example, four portions in an example illustrated in FIG. 10.

(47) The joint structure of the precast cylindrical bodies 12 and 13 may be a publicly known one. However, a joint structure of precast concrete members disclosed in JP2009-235850A is suitable. In the joint structure of the precast concrete members, embedded members for anchoring respectively joined, to reinforcing bars disposed in plural stages in the vertical direction are embedded in a joint end face of one precast concrete member. Pocket-shaped, notched grooves with an opening thereof facing the outside are formed, in the embedded member for anchoring. At the same time, notched grooves having the same shape as the above notched grooves are formed in a vertical direction of concrete. Thus, vertical grooves that are vertically continued, are formed. At the joint end face of the other precast concrete member, reinforcing bars are disposed vertically in plural stages so as to be protruded to the outside, and anchorage members fitted to the pocket-shaped notched, grooves are fixed to the tip end of the protruding reinforcing bars. Anchorage members of the reinforcing bars provided in a protruded form at the joint end face of the other precast concrete member are inserted along the vertical grooves of the one precast concrete member to join the precast concrete members to each other. In such a state that the anchorage members of the other precast concrete member are positioned in the pocket-shaped notched grooves of the embedded members for anchoring of the one precast concrete member, a grout material is filled into gaps. According to this joint structure, the necessity of welding work at the work site can be eliminated, and, at the same time, the necessary amount of grout used can be reduced. Thus, shortening of working hours and a reduced construction cost can be realized. Further, when the width of the joint portion is reduced, a good appearance can be realized.

(48) In the outer cable 31, both ends are anchored by an anchorage device 30 that serves as a tensioning end in introducing the tensioning force. As shown in FIG. 11(A), the anchorage device 30 is installed in a pedestal concrete 32 provided in the outer circumference of the precast cylindrical body 12. As shown in FIG. 10(A), the anchorage device 30 is provided at two places that face each other in a diametrical direction of the precast cylindrical body 12. More specifically, as shown in FIG. 12, the anchorage device 30 is composed mainly of a base plate 33 installed on the pedestal concrete 32, side plates 34, 34 that are provided upright from both sides of the base plate 33 at a predetermined inward angle, and a plurality of bearing plates 35, 35 . . . provided upright between the side plates 34, 34 in a longitudinal direction at predetermined intervals. A lifting fitting 36 that lifts the precast cylindrical body 12 is provided in an outward, protruded state in one side plate 34.

(49) As shown in FIGS. 12 and 13, in one side plate 34, holes 34a, 34a, . . . are provided at predetermined intervals in a longitudinal direction, for the insertion of a flat 43 fixed to the end of the outer cable 31 from the inside. An anchor plate 37 and a nut 38 are mounted in the flat 43 protruding from the hole 34a, and the nut 38 is fastened, so that a tensioning force with the side plate 34 serving as a tensioning end can be introduced. An opening 34b is provided in the other side plate 34 that faces the one side plate 34 to allow the outer cable 31 to be inserted into a standing proximal end.

(50) In such a state that the outer cable 31 is inserted respectively into the hole 34a and the opening 34b provided in the side plates 34, 34, the bearing plate 35 is provided in a pair parallel to each other on both sides of the outer cable 31. Two support walls 39, 39 perpendicular to the bearing plates 35, 35 are provided upright between adjacent bearing prates 35, 35 corresponding to adjacent outer cables 31, 31.

(51) The anchorage device 30 is preferably provided in two places that face each other in a diametrical direction of the precast cylindrical body 12, whereby one outer cable 31 provided in a tensioned state between the anchorage devices 30, 30 on both sides is provided, so as to fasten an approximately half circumference of the precast cylindrical body 12.

(52) A lifting fitting 36 that lifts the precast cylindrical body 12 is provided in each of the anchorage devices 30, 30 on both sides. Accordingly, the necessity of separately assembling a stand for lifting can be eliminated, and the precast cylindrical body 12 can be lifted with a crane.

(53) The outer cable 31 is provided so that, with respect to the anchorage device 30, an outer cable provided halfway around one side of the precast cylindrical body 12 and an outer cable provided halfway around the other side of the precast cylindrical body 12 are disposed substantially alternately. In the example shown in the drawing, as shown in FIG. 10(B), except for the outer cable 31 at both ends in the axial direction, an intermediate outer cable 31 is provided in a pair so that an outer cable provided, halfway around one side (left half portion) of the precast cylindrical body 12 and an outer cable provided halfway around the other side (right half portion) of the precast cylindrical body 12 are disposed substantially alternately. The number of outer cables 31 provided around one side is equal to the number of outer cables 31 provided around, the other side.

(54) The outer cable 31 may be formed, of a PC steel rod or a PC steel strand. Preferably, however, as shown in FIG. 13, unbonded wires obtained by coating a grease 41 as a rust preventive/lubricating agent onto the outer circumference of a PC steel strand 40 and covering the processed PC steel strand 40 with, a synthetic resin 42 such as polyethylene are preferred. The use of the unbonded wire 31 as the outer cable 31 is advantageous in that, since the lubricity is high, the precast cylindrical body 12 can be evenly fastened and excellent rust preventive properties, constructability, and workability can be realized. A flat 43 for anchoring is fixed at both ends of the PC steel strand, and, at the same time, a stopper sheath 44 is fixed in the outer circumference of the base of the flat 43. The outer diameter of the stopper sheath 44 is formed larger than the inner diameter of the hole 34a provided in the side plate 34 to prevent excessive fastening by the outer-cable 31.

(55) Next, the procedure of assembling the lower concrete floating body structure 2A will be explained. As shown in FIG. 14, at the first step, the introduction and assembly of construction materials are carried out, and iron plates, H steels, and square bars are installed for preparation of laying.

(56) Next, at the second, step, as shown in FIG. 15, a ring construction stand 45 for the construction of a ring-shaped precast cylindrical body 12 by joining the split precast cylindrical bodies 12a to 12d in a circumferential direction is installed, and an internal ruler 46 that serves as a guide that, is abutted against the inner face of the precast cylindrical body 12 for finishing to a predetermined ring shape is installed on the ring construction stand 45.

(57) At the third step, as shown in FIG. 16, among the split precast cylindrical bodies 12a to 12d formed by splitting the precast cylindrical body into four parts, two split precast cylindrical bodies 12a, 12b are installed on the ring construction stand 45 in conformity to the internal ruler 46 to construct a half ring-shaped split precast cylindrical body. Specifically, an adhesive is coated on a joint end face of the split precast cylindrical body 12a, 12b. One of the split precast cylindrical bodies, i.e., the split precast cylindrical body 12a, is set in conformity to the internal ruler 46. The other split precast cylindrical body, i.e., the split precast cylindrical body 12b, is then pulled and set by a pulling tool such as a jack suspended between both joint end faces. On the following day, when the adhesive is deemed to be dried, a sleeve mortar is poured, followed by curing for two days.

(58) Thereafter, as shown in FIG. 17, a half ring-shaped split precast cylindrical body that has been separately prepared in the same manner as described above is installed, in conformity to the internal ruler 46, on the ring construction stand 45 on which the above-manufactured half ring-shaped split precast cylindrical body has been set, and both the half ring-shaped split precast cylindrical bodies are joined to each other to construct a ring-shaped precast cylindrical body 12. The procedure of joining between these end faces is as described above.

(59) At the fourth step, water-resistant coating is applied on an outer surface and an inner surface of the ring-shaped precast cylindrical body 12.

(60) At the fifth step, as shown in FIG. 18, an anchorage device 30 and an outer cable 31 are installed. A nut 38 is fastened to introduce a prestress into the outer cable 31, and the precast cylindrical body 12 is fastened. Preferably, in installing the outer cable 31, guide members are previously provided at predetermined intervals between, the anchorage devices 30, 30, and the outer cable 31 is installed along the guide members.

(61) At the sixth step, as shown, in FIG. 19, a precast cylindrical, body 12 that has been constructed sideways on a ring construction stand 45 is suspended with a crane, and, as shown in FIG. 20, is transferred sideways to a rotary stand 47. In the rotary stand 47, as shown in FIG. 21, one end of the stand is hoisted with a crane to erect the stand upright together with, the precast cylindrical body 12.

(62) At the seventh step, as shown in FIG. 22, fixing of the rotary stand 47 is removed. A tool is mounted on the lifting fitting 36 of the anchorage device 30, and the precast cylindrical body 12 is hoisted with the crane and, as shown in FIG. 23, is then installed on a stationary stand 48. In this case, the precast cylindrical body 12 is installed while providing spacing from previously installed and connected precast cylindrical bodies 12 by about 500 mm.

(63) At the eighth step, an adhesive is applied, to an end face of a joint between an already installed and connected precast cylindrical body 12 and a precast cylindrical body 12 to be newly connected, and the cylindrical bodies are axially connected to each other as stated above. Specifically, as shown in FIG. 24, in such a state that the precast cylindrical body 12 is slightly hoisted with a crane, the precast cylindrical body 12 is pulled by a jack or the like, and, while inserting PC steel rods 19, 19 . . . into sheathes 21, 21 . . . , the precast cylindrical body 12 is connected. Thereafter, as described above and shown in FIG. 4, a tensile force is introduced into the PC steel rods 19, and a grout material is poured into the sheathes 21 for joining.

(64) The second to eighth steps are repeated to complete a concrete floating body structure 2A.

(65) In the floating offshore wind power generation facility 1 according to the present invention, even when the lower concrete floating body structure 2A is formed by joining split precast cylindrical bodies obtained by circumferentially splitting a precast cylindrical body 12, since an outer cable 31 with a tensioning force introduced thereinto is circumferentially wound, the precast cylindrical body 12 is fastened in a circumferential direction, contributing to an increased bending strength. As a result, even when a bending stress acts on the lower concrete floating body structure 2A, for example, in work for the connection of the precast cylindrical body 12 and work for erecting the floating offshore wind power generation facility 1, deformation and damage of the concrete floating body structure 2A can be prevented.

(66) The outer cable 31 may be continuously installed even after the installation of the floating offshore wind power generation facility 1. Alternatively, since no significant bending stress acts after the installation of the floating offshore wind power generation facility 1, a method may be adopted in which the outer cable 31 is temporarily provided in assembling the floating offshore wind power generation facility 1 and can be removed after the installation of the floating offshore wind power generation facility 1.