Construction system, construction method and structure of ultrahigh wind power tower drum

Abstract

The invention belongs to the technical field of wind power construction, and particularly relates to a construction system, a construction method and a structure of an ultrahigh wind power tower drum. The hydraulic creeping formwork is used for building a cast-in-place prestressed concrete tower drum, the traction equipment is used for installing prestressed tendons, and the heavy-arm tower crane is used for installing a steel tower drum. By arranging the hydraulic creeping formwork, the fixed traction equipment and the heavy-arm tower crane, the ultrahigh wind power tower drum can be built with lower cost and higher efficiency. The wind power tower adopts parametric modeling, a genetic algorithm, topological optimization and other technologies to carry out multi-scheme comparison and demonstration, a concrete straight tube and a cast-in-place concrete creeping formwork construction scheme are innovatively combined, a whole set of unique ultrahigh wind power tower solution is formed, and the method has the advantages of being safe, economical, simple and efficient, and has wide application prospects. The links of stress, construction, transportation, hoisting, operation and maintenance and the like are considered, the macroscopic policy of vigorously developing energy in China is responded, and considerable economic benefits and social benefits are achieved.

Description

Technical Field

[0001] The present invention belongs to the technical field of wind power construction, and in particular relates to a construction system, a construction method and a structure of an ultra-high wind power tower. Background Art

[0002] Wind turbine towers are the poles of wind power generation, which mainly play a supporting role in wind turbine generator sets and absorb vibrations of the units. Ultra-high wind turbine towers are an important trend in the development of wind power technology. They can effectively improve the efficiency of wind energy utilization and reduce the cost of wind power, which is of great significance for promoting the sustainable development of the wind power industry.

[0003] Although there are many advantages, super-high towers are still difficult to promote, and their high manufacturing and installation costs are key constraints. Therefore, it is necessary to propose a construction system, construction method and structure of a super-high wind turbine tower to solve the above problems. Summary of the invention

[0004] In view of the above problems, the present invention provides a construction system, a construction method and a structure of an ultra-high wind power tower to solve the problems raised in the above background technology.

[0005] To achieve the above-mentioned purpose, the present invention provides the following technical solutions: a construction system for an ultra-high wind turbine tower, comprising a hydraulic climbing formwork, a traction device and a heavy-arm tower crane, wherein the hydraulic climbing formwork is used to construct a cast-in-place prestressed concrete tower, the traction device is used to install prestressed tendons, and the heavy-arm tower crane is used to install a steel tower.

[0006] The present invention also provides a construction method for an ultra-high wind power tower, comprising the following steps:

[0007] Step S1 includes constructing a tower foundation;

[0008] Step S2 includes using a hydraulic climbing formwork to construct a cast-in-place prestressed concrete tower and using a traction device to install prestressed tendons;

[0009] Step S3 includes installing the steel tower, the nacelle and the impeller using a heavy-arm tower crane.

[0010] Furthermore, the step S1 includes:

[0011] Step S11, after the prestressed pipe piles are inspected, the foundation is excavated, followed by tying the bottom reinforcement of the raft slab, and then supporting the foundation cavity side formwork and the ring beam bottom formwork;

[0012] Step S12, installing the embedded steel casing and positioning ring plate at the anchor end of the prestressed tendon;

[0013] Step S13, pouring mass concrete.

[0014] Furthermore, the step S2 comprises:

[0015] Step S21, installing a hydraulic climbing formwork to perform the nth layer of mold pouring concrete;

[0016] Step S22, tying the steel bars of the n+1th layer, moving the formwork backward, installing the wall supports and wall hangers, and climbing the guide rails;

[0017] Step S23, remove the wall supports, wall hangers and climbing formwork embedded parts of the n-1 floor, and use a tower crane to hoist the frame to the n+1 floor to complete a climbing cycle.

[0018] Furthermore, the step S2 further includes:

[0019] Step S24, installing traction equipment at the entrance of the cast-in-place prestressed concrete tower, installing fixed positioning pulleys and guide pulleys on the first-floor platform inside the cast-in-place prestressed concrete tower, and installing a first-level lifting hook on the top platform for installing prestressed tendons.

[0020] Furthermore, the step S2 further includes:

[0021] Step S25, after the prestressed tendons are installed, the tower crane is removed and a heavy-arm tower crane is installed to install the steel tower and the wind turbine.

[0022] The present invention also provides a structure of an ultra-high wind power tower, comprising a tower foundation, a cast-in-place prestressed concrete tower and a steel tower, wherein the cast-in-place prestressed concrete tower is arranged on the tower foundation, and the cast-in-place prestressed concrete tower is located at the lower end of the steel tower;

[0023] The tower foundation comprises a positioning ring plate, prestressed pipe piles, embedded steel casings and prestressed tendons, the prestressed pipe piles are arranged at the lower end of the positioning ring plate, the embedded steel casings are inserted into the positioning ring plate, the prestressed tendons are arranged in the embedded steel casings, and the prestressed tendons are connected to the positioning ring plate through anchoring ends;

[0024] The cast-in-place prestressed concrete tower includes a 1-1 section concrete straight cylinder, a 1-2 section concrete straight cylinder, a 1-3 section concrete straight cylinder and a 1-4 section concrete transition section, which are distributed in sequence from bottom to top. The steel tower includes a 2-0 section steel straight cylinder, a 2-1 section steel conical cylinder, a 2-2 section steel conical cylinder, a 2-3 section steel conical cylinder and a 2-4 section steel conical cylinder, which are distributed in sequence from bottom to top.

[0025] Furthermore, the structure of the super-high wind power tower also includes an external prestressed tendon anchor end, a second bottom flange, a filling polyurethane foaming agent, a sealing plate, a stiffening rib, a first bottom flange, an upper anchor plate, a high-strength grouting material, an embedded steel casing, a prestressed spiral tendon, a lower anchor plate, an external prestressed tendon, a shock absorber and annular prestressed tendons. The second bottom flange, the filling polyurethane foaming agent, the sealing plate, the stiffening rib, the first bottom flange, the upper anchor plate and the high-strength grouting material are sequentially distributed from top to bottom between the 1-4 concrete transition section and the 2-0 section steel straight tube;

[0026] The prestressed spiral reinforcement and the lower anchor plate are disposed on the outer sleeve of the embedded steel casing, the lower anchor plate is connected to the second bottom flange through anchor bolts, the external prestressed reinforcement is disposed inside the embedded steel casing, the upper end of the external prestressed reinforcement is provided with the external prestressed reinforcement anchor end, the lower end of the embedded steel casing is provided with the shock-absorbing body, and the 1-4 concrete transition section is provided with the annular prestressed reinforcement.

[0027] Technical effects and advantages of the present invention:

[0028] 1. By setting up hydraulic climbing formwork, fixed traction equipment and heavy-arm tower crane, ultra-high wind turbine towers can be built at lower cost and higher efficiency.

[0029] 2. The wind turbine tower adopts parametric modeling, genetic algorithm, topology optimization and other technologies to compare and demonstrate multiple schemes, and innovatively combines the concrete straight tube with the cast-in-place concrete climbing formwork construction scheme to form a complete set of unique ultra-high wind turbine tower solutions, which are safe, economical, simple and efficient, taking into account the stress, construction, transportation, hoisting, operation and maintenance, etc., responding to the country's macro policy of vigorously developing energy, and has considerable economic and social benefits.

[0030] Other features and advantages of the present invention will be described in the following description, and partly become obvious from the description, or be understood by practicing the present invention. The purpose and other advantages of the present invention can be realized and obtained by the structures pointed out in the description and the drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the embodiments or the description of the prior art. Obviously, the drawings described below are some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0032] Figure 1 A schematic diagram showing the structure of an ultra-high wind power tower according to an embodiment of the present invention is shown;

[0033] Figure 2 Shows Figure 1 A magnified image of area A;

[0034] Figure 3 Shows Figure 2 Cross-sectional view in the D direction;

[0035] Figure 4 Shows Figure 2 Cross-sectional view along the E direction;

[0036] Figure 5 A schematic diagram of the structure of the tower foundation is shown.

[0037] Figure numerals: 11, 1-1 section concrete straight cylinder; 12, 1-2 section concrete straight cylinder; 13, 1-3 section concrete straight cylinder; 14, 1-4 section concrete conversion section; 21, 2-0 section steel straight cylinder; 22, 2-1 section steel cone cylinder; 23, 2-2 section steel cone cylinder; 24, 2-3 section steel cone cylinder; 25, 2-4 section steel cone cylinder; 31, external prestressed tendon anchorage end; 321, second bottom flange; 322, polyurethane foaming agent; 3 23. Sealing plate; 324. Stiffening ribs; 325. First bottom flange; 326. Upper anchor plate; 327. High-strength grouting material; 331. Embedded steel casing; 332. Prestressed spiral tendons; 333. Lower anchor plate; 334. External prestressed tendons; 335. Shock absorber; 336. Anchor bolt; 34. Annular prestressed tendons; 41. Positioning ring plate; 42. Prestressed pipe piles; 43. Embedded steel casing; 44. Prestressed tendons; 45. Anchor end. DETAILED DESCRIPTION

[0038] In order to make the purpose, technical solution and advantages of the embodiments of the present invention clearer, the technical solution in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0039] A construction system for an ultra-high wind turbine tower according to an embodiment of the present invention comprises a hydraulic climbing formwork, a traction device and a heavy-arm tower crane, wherein the hydraulic climbing formwork is used to construct a cast-in-place prestressed concrete tower, the traction device is used to install prestressed tendons, and the heavy-arm tower crane is used to install a steel tower.

[0040] In this embodiment, by setting up a hydraulic climbing formwork, it can be used for the construction of a cast-in-place prestressed concrete tower of a wind turbine tower; by setting up a traction device, it can be used for the installation of prestressed tendons; by setting up a heavy-arm tower crane, it can be used for the installation of a steel tower, a nacelle, and an impeller. Thus, by setting up a hydraulic climbing formwork, a fixed traction device, and a heavy-arm tower crane, an ultra-high wind turbine tower can be constructed at a lower cost and higher efficiency.

[0041] A construction method of an ultra-high wind power tower according to another embodiment of the present invention comprises the following steps:

[0042] Step S1 includes constructing a tower foundation;

[0043] Step S2 includes using a hydraulic climbing formwork to construct a cast-in-place prestressed concrete tower and using a traction device to install prestressed tendons;

[0044] Step S3 includes installing the steel tower, the nacelle and the impeller using a heavy-arm tower crane.

[0045] Optionally, the step S1 includes:

[0046] Step S11, after the prestressed pipe piles are inspected, the foundation is excavated, followed by tying the bottom reinforcement of the raft slab, and then supporting the foundation cavity side formwork and the ring beam bottom formwork;

[0047] Step S12, installing the embedded steel casing and positioning ring plate at the anchor end of the prestressed tendon;

[0048] Step S13, pouring mass concrete.

[0049] In this embodiment, the tower foundation adopts C80 high-strength prestressed pipe piles, and the pipe piles are constructed by 80-type diesel hammer pile driver. The excavation adopts 1:1 slope layered excavation, and the foundation cushion layer is constructed by 15cm thick C15 concrete. During the steel bar binding process, large-volume concrete cooling pipes and temperature measuring wires are installed at the same time. The embedded steel casing and positioning ring plate of the anchor end of the prestressed tendon are installed, and the tower crane embedded parts, lightning protection grounding and other construction are coordinated during the process. The concrete strength on the bottom steel bar of the raft slab is C40. Two concrete truck pumps are used to pour the concrete from the inside to the outside at the same time. The layer thickness should be 30-50cm. During and after the concrete pouring process, the large-volume concrete cooling pipe is cooled by water to avoid cracks due to excessive heat of cement hydration inside the concrete. In order to reduce the concrete cracks caused by the temperature difference between the inside and outside of the concrete, thermal insulation and maintenance measures are taken in time after the pouring is completed.

[0050] Optionally, step S2 includes:

[0051] Step S21, installing a hydraulic climbing formwork to perform the nth layer of mold pouring concrete;

[0052] Step S22, tying the steel bars of the n+1th layer, moving the formwork backward, installing the wall supports and wall hangers, and climbing the guide rails;

[0053] Step S23, remove the wall supports, wall hangers and climbing formwork embedded parts of the n-1 floor, and use a tower crane to hoist the frame to the n+1 floor to complete a climbing cycle.

[0054] In this embodiment, the first section of the cast-in-place prestressed concrete tower below 10m is constructed by erecting double-row scaffolding, and the section above 10m is constructed by hydraulic climbing formwork. The cast-in-place prestressed concrete tower is externally configured with an outer climbing frame consisting of 8 frames distributed around the tower and constructed synchronously, and the inner climbing frame consisting of 6 frames is internally configured. The inner climbing frame is a retractable frame, and the overall arrangement is a spider web structure to increase its stability.

[0055] The hydraulic climbing formwork is composed of an embedded parts system, guide rails, a lower frame, an upper frame, a formwork rearward moving device, a platform system, a enclosure system, and a power system. The embedded parts system includes climbing formwork embedded parts, wall supports, and wall mounts. The platform system includes a platform and a construction elevator. The enclosure system includes formwork. The power system is hydraulic.

[0056] The tower is cast every 5 meters below 75 meters. When casting the first mold of the first section of the pier body, the embedded parts are installed as the fulcrum for the installation of the second mold frame. After the first mold is cast, the lower frame is installed, the machine position and truss are moved back, and then the formwork is hoisted to serve as the support platform and steel bar binding platform for the second mold. After the second mold is cast, the formwork is moved back, the bracket is installed, the guide rail is inserted, and the climbing frame is prepared. After the climbing is completed, the mold is closed and the third mold is cast, the decoration platform is installed, the steel bars of the fourth mold are tied, and the entire frame is installed, and the standard climbing formwork cycle is carried out.

[0057] The standard climbing formwork cycle includes: pouring concrete on the nth layer, tying steel bars on the n+1th layer, moving the formwork backward, installing wall mounts and wall hangers, and climbing guide rails. Removing the wall supports, wall hangers, and embedded climbing formwork parts on the n-1th layer, and climbing the frame to the n+1th layer to complete a climbing cycle.

[0058] The wall thickness of the cast-in-place prestressed concrete tower changes from 650mm to 550mm from the elevation of 25m to 75m. The telescopic adjustment of the top crossbeam of the inner frame reaches the variable diameter condition. At the elevation of 75m, pre-embedded annular slow-bonding prestressed tendons and embedded parts for the construction platform from 75m to 85m of the tower are reserved. The internal climbing frame is removed, and the construction platform and the internal full-hall scaffolding support system are set up.

[0059] The cast-in-place prestressed concrete tower was constructed to the 78.7m embedded prestressed cantilever beam, and the fixed flange and embedded pipe fittings were installed. The formwork construction and concrete pouring continued until the roof was completed.

[0060] After the pouring of the cast-in-place prestressed concrete tower is completed, the climbing formwork system can be dismantled in sections, removing the upper frame, removing the formwork, removing the wall supports and wall hangers, removing the guide rails, removing the bottom layer of wall supports and wall hangers, removing the lower frame, and finally removing the wall supports and wall hangers.

[0061] Optionally, the step S2 further includes:

[0062] Step S24, installing traction equipment at the entrance of the cast-in-place prestressed concrete tower, installing fixed positioning pulleys and guide pulleys on the first-floor platform inside the cast-in-place prestressed concrete tower, and installing a first-level lifting hook on the top platform for installing prestressed tendons.

[0063] In this embodiment, after the concrete strength reaches 100%, the upper transition section flange is hoisted, grouting material is poured, the steel tower conversion section is hoisted, the traction equipment is fixed at the tower entrance, the positioning pulley and the guide pulley are fixed under the first-floor platform in the tower, and auxiliary devices such as a first-level lifting hook are set on the top platform. The lower end prestressed tendons are passed through the corresponding holes of the anchor, lifted up and pulled down, so as to complete the installation of the prestressed tendons.

[0064] Secondly, the prestressed tendons are tensioned. After tensioning is completed, the exposed excess prestressed tendons are cut off, and protective caps are installed after anti-corrosion.

[0065] Optionally, the step S2 further includes:

[0066] Step S25, after the prestressed tendons are installed, the tower crane is removed and a heavy-arm tower crane is installed to install the steel tower and the wind turbine.

[0067] In this embodiment, the heavy-arm tower crane uses a JLD2250S crane with a maximum lifting height of 198.5m and a maximum rated lifting capacity of 200t. The 4 steel tower sections are hoisted to a height of 182m by a heavy-arm tower crane. The wind turbine installation first completes the installation of the cabin, and then assembles the impeller. Two 100t truck cranes are used on site in advance to cooperate with the boom tower crane to assemble the 3 blades. The 3 blades are docked with the hub. The impeller is turned over by the boom tower crane and the 100T truck crane, and then the impeller is installed in place by the boom tower crane alone.

[0068] Another embodiment of the present invention provides a structure of an ultra-high wind power tower, such as Figure 1 and Figure 5 As shown, it includes a tower foundation, a cast-in-place prestressed concrete tower and a steel tower, wherein the cast-in-place prestressed concrete tower is arranged on the tower foundation, and the cast-in-place prestressed concrete tower is located at the lower end of the steel tower;

[0069] The tower foundation includes a positioning ring plate 41, a prestressed pipe pile 42, an embedded steel casing 43 and a prestressed tendon 44. The prestressed pipe pile 42 is arranged at the lower end of the positioning ring plate 41, the embedded steel casing 43 is inserted into the positioning ring plate 41, the prestressed tendon 44 is arranged in the embedded steel casing 43, and the prestressed tendon 44 is connected to the positioning ring plate 41 through an anchor end 45;

[0070] The cast-in-place prestressed concrete tower includes a 1-1 section concrete straight cylinder 11, a 1-2 section concrete straight cylinder 12, a 1-3 section concrete straight cylinder 13 and a 1-4 section concrete conversion section 14, which are distributed in sequence from bottom to top. The steel tower includes a 2-0 section steel straight cylinder 21, a 2-1 section steel cone cylinder 22, a 2-2 section steel cone cylinder 23, a 2-3 section steel cone cylinder 24 and a 2-4 section steel cone cylinder 25, which are distributed in sequence from bottom to top.

[0071] In this embodiment, the 1-1 section concrete cylinder 11 is butted with the positioning ring plate 41, and the 1-4 section concrete conversion section 14 is butted with the 2-0 section steel cylinder 21. Secondly, the height of the hub center is 185m, the height of the cast-in-place prestressed concrete tower is 85m, and the height of the steel tower is 97m.

[0072] Alternatively, if Figures 2 to 4 As shown, the structure of the super-high wind power tower also includes an external prestressed tendon anchor end 31, a second bottom flange 321, a filling polyurethane foaming agent 322, a sealing plate 323, a stiffening rib 324, a first bottom flange 325, an upper anchor plate 326, a high-strength grouting material 327, an embedded steel casing 331, a prestressed spiral tendon 332, a lower anchor plate 333, an external prestressed tendon 334, a shock absorber 335 and annular prestressed tendons 34, and the second bottom flange 321, the filling polyurethane foaming agent 322, the sealing plate 323, the stiffening rib 324, the first bottom flange 325, the upper anchor plate 326 and the high-strength grouting material 327 are sequentially distributed between the 1-4 concrete conversion section 14 and the 2-0 section steel straight tube 21 from top to bottom;

[0073] The prestressed spiral ribs 332 and the lower anchor plate 333 are disposed on the outer shell of the embedded steel casing 331. The lower anchor plate 333 is connected to the second bottom flange 321 via anchor bolts 336. The external prestressed ribs 334 are disposed inside the embedded steel casing 331. The external prestressed ribs 334 have their anchoring ends 31 disposed on their upper ends. The shock-absorbing body 335 is disposed at the lower end of the embedded steel casing 331. The 1-4 concrete transition section 14 is provided with the annular prestressed ribs 34.

[0074] In addition, the wind turbine tower uses parametric modeling, genetic algorithms, topology optimization and other technologies to compare and demonstrate multiple schemes, and innovatively combines the concrete straight tube with the cast-in-place concrete climbing formwork construction scheme to form a complete set of unique ultra-high wind turbine tower solutions. It is safe, economical, simple and efficient, and takes into account the stress, construction, transportation, lifting, operation and maintenance, etc., responding to the country's macro-policy of vigorously developing energy, and has considerable economic and social benefits.

[0075] Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the aforementioned embodiments, or make equivalent substitutions for some of the technical features therein; and these modifications or substitutions do not make the essence of the corresponding technical solutions deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A construction system for an ultra-high wind power tower, characterized in that: It comprises a hydraulic climbing formwork, a traction device and a heavy-arm tower crane. The hydraulic climbing formwork is used for constructing a cast-in-place prestressed concrete tower tube, the traction device is used for installing prestressed tendons, and the heavy-arm tower crane is used for installing a steel tower tube.

2. A construction method for an ultra-high wind power tower, characterized in that: The construction system of the super-high wind power tower according to claim 1 comprises the following steps: Step S1 includes constructing a tower foundation; Step S2 includes using a hydraulic climbing formwork to construct a cast-in-place prestressed concrete tower and using a traction device to install prestressed tendons; Step S3 includes installing the steel tower, the nacelle and the impeller using a heavy-arm tower crane.

3. The construction method of the super-high wind power tower according to claim 2, characterized in that: The step S1 comprises: Step S11, after the prestressed pipe piles are inspected, the foundation is excavated, followed by tying the bottom reinforcement of the raft slab, and then supporting the foundation cavity side formwork and the ring beam bottom formwork; Step S12, installing the embedded steel casing and positioning ring plate at the anchor end of the prestressed tendon; Step S13, pouring mass concrete.

4. The construction method of the super-high wind power tower according to claim 3, characterized in that: The step S2 comprises: Step S21, installing a hydraulic climbing formwork to perform the nth layer of mold pouring concrete; Step S22, tying the steel bars of the n+1th layer, moving the formwork backward, installing the wall supports and wall hangers, and climbing the guide rails; Step S23, remove the wall supports, wall hangers and climbing formwork embedded parts of the n-1 layer, and use the hydraulic system to lift the frame to the n+1 layer to complete a climbing cycle.

5. The construction method of the super-high wind power tower according to claim 4, characterized in that: The step S2 further comprises: Step S24, installing traction equipment at the entrance of the cast-in-place prestressed concrete tower, installing fixed positioning pulleys and guide pulleys on the first-floor platform inside the cast-in-place prestressed concrete tower, and installing a first-level lifting hook on the top platform for installing prestressed tendons.

6. The construction method of the super-high wind power tower according to claim 5, characterized in that: The step S2 further comprises: Step S25, after the prestressed tendons are installed, the tower crane is removed and a heavy-arm tower crane is installed to install the steel tower and the wind turbine.

7. A structure of an ultra-high wind power tower, characterized in that: The construction method of the super-high wind turbine tower according to any one of claims 1 to 6 is applied, wherein the structure of the super-high wind turbine tower comprises a tower foundation, a cast-in-place prestressed concrete tower and a steel tower, wherein the cast-in-place prestressed concrete tower is arranged on the tower foundation, and the cast-in-place prestressed concrete tower is located at the lower end of the steel tower; The tower foundation comprises a positioning ring plate (41), a prestressed pipe pile (42), a pre-buried steel casing (43) and a prestressed tendon (44); the prestressed pipe pile (42) is arranged at the lower end of the positioning ring plate (41); the pre-buried steel casing (43) is inserted into the positioning ring plate (41); the prestressed tendon (44) is arranged in the pre-buried steel casing (43); the prestressed tendon (44) is connected to the positioning ring plate (41) via an anchoring end (45); The cast-in-place prestressed concrete tower comprises a 1-1 section concrete straight cylinder (11), a 1-2 section concrete straight cylinder (12), a 1-3 section concrete straight cylinder (13) and a 1-4 section concrete conversion section (14), which are sequentially arranged from bottom to top. The steel tower comprises a 2-0 section steel straight cylinder (21), a 2-1 section steel conical cylinder (22), a 2-2 section steel conical cylinder (23), a 2-3 section steel conical cylinder (24) and a 2-4 section steel conical cylinder (25), which are sequentially arranged from bottom to top.

8. The structure of the super-high wind power tower according to claim 7, characterized in that: It also includes an external prestressed tendon anchor end (31), a second bottom flange (321), a filled polyurethane foaming agent (322), a sealing plate (323), a stiffening rib (324), a first bottom flange (325), an upper anchor plate (326), a high-strength grouting material (327), a pre-buried steel casing (331), a prestressed spiral tendon (332), a lower anchor plate (333), an external prestressed tendon (334), a shock absorber (335) and an annular prestressed tendon (34); the second bottom flange (321), the filled polyurethane foaming agent (322), the sealing plate (323), the stiffening rib (324), the first bottom flange (325), the upper anchor plate (326) and the high-strength grouting material (327) are sequentially distributed between the 1-4 concrete conversion section (14) and the 2-0 section steel straight tube (21) from top to bottom; The embedded steel casing (331) is provided with the prestressed spiral tendons (332) and the lower anchor plate (333) on its outer sleeve; the lower anchor plate (333) is connected to the second bottom flange (321) via anchor bolts (336); the embedded steel casing (331) is provided with the external prestressed tendons (334); the upper end of the external prestressed tendons (334) is provided with the external prestressed tendon anchoring end (31); the lower end of the embedded steel casing (331) is provided with the shock absorbing body (335); and the 1-4 concrete transition section (14) is provided with the annular prestressed tendons (34).

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