Construction method for cast-in-place reinforced concrete tower drum through reverse building method
Through the reverse operation, the tower crane is used to gradually lift the tower section, which solves the problems of difficulty, accuracy and quality difficult to control during high-altitude operations in cast-in-place tower construction, and achieves an efficient and safe construction process.
Patent Information
- Application Number
- CN202411957373.8
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2024-12-30
- Publication Date
- 2025-04-18
AI Technical Summary
During the construction of cast-in-place reinforced concrete towers, due to the need for high altitude operations, the construction is difficult, the accuracy and quality are difficult to control, the safety risks are high, and the overall construction cost is high.
The reverse method is adopted, first the reinforced cage binding and concrete pouring are completed on the ground, and the tower crane is used to gradually lift the tower section, reduce high-altitude operations, and improve construction accuracy and quality.
The proportion of high-altitude operations is reduced, the difficulty of construction is reduced, the quality and safety of construction is improved, and the overall construction cost is reduced.
Smart Images
Figure CN119844299A_ABST
Abstract
Description
Technical Field
[0001] The invention relates to a construction method of a reverse cast-in-place reinforced concrete tower. Background Art
[0002] In order to obtain higher wind speeds to increase power generation and strengthen the development of wind power resources in low wind speed areas, the tower height of wind turbines has increased significantly. In order to increase the height of the tower, concrete-steel hybrid towers have begun to replace traditional single steel towers. Concrete-steel hybrid towers are also called hybrid towers. The lower part of the hybrid tower is a reinforced concrete structure to provide a stable base and a large deadweight, thereby enhancing the overall stiffness and wind resistance of the tower; the upper part of the hybrid tower is a steel structure to reduce the overall weight and facilitate the installation of wind turbine components. The combined structure of the hybrid tower can give full play to the material properties of steel and concrete, and has excellent mechanical properties such as good stability, high stiffness, high bearing capacity, and good fatigue resistance.
[0003] The reinforced concrete structure of a concrete tower is divided into two types: prefabricated and cast-in-place. The prefabricated type is to assemble prefabricated tower sections or tower petals together on site to form a tower. The prefabricated type has the advantages of easy transportation and assembly, but due to the presence of a large number of circumferential and longitudinal joints, grouting or bolting is required, which results in complex stress on the concrete tower, easy cracking of the structure, and safety hazards.
[0004] The cast-in-place type has the advantages of good integrity and high strength, and has begun to be promoted and used. At present, the cast-in-place type adopts the traditional concrete structure construction method, using formwork and adopting the method of pouring in sections from bottom to top. Due to the large height of the tower, during the construction process, scaffolding needs to be set up, and steel bar binding, concrete pouring and vibration are required at high altitudes. At the same time, the installation and removal of the formwork is difficult, resulting in the difficulty of cast-in-place construction, the difficulty in controlling precision and quality, high safety risks, and high comprehensive construction costs.
[0005] Therefore, how to retain the advantages of cast-in-place construction and overcome its disadvantages has become a need for further promoting cast-in-place tower structures. Summary of the invention
[0006] In order to solve the problems in the prior art of cast-in-place construction, such as high construction difficulty, difficulty in controlling precision and quality, high safety risks, and high comprehensive construction costs, due to the need for high-altitude operations, the present application proposes a construction method for a reverse cast-in-place reinforced concrete tower, which includes the following steps:
[0007] (1) Install a detachable steel tower on the foundation and install a tower crane on the top of the steel tower;
[0008] (2) The steel cage of the first tower section is tied at a preset position, and then the inner formwork and the outer formwork are respectively installed at their preset positions, so that a ring-shaped tower cavity is formed between the inner formwork and the outer formwork. The steel cage of the first tower section is located in the tower cavity, and concrete is poured into the tower cavity, and the upper surface of the concrete reaches the preset pouring height. After the concrete reaches the preset strength, the first tower section is formed;
[0009] (3) Remove the inner and outer formworks, and use a tower crane to lift the first tower section upward until the lower end surface of the first tower section reaches the set pouring height;
[0010] (4) The steel cage of the second tower section is tied at a preset position, and then the inner formwork and the outer formwork are respectively installed at their preset positions, so that a ring-shaped tower cavity is formed between the inner formwork and the outer formwork. The steel cage of the first tower section is located in the tower cavity, and concrete is poured into the tower cavity so that the concrete is bonded to the lower surface of the first tower section. After the concrete reaches a preset strength, the second tower section is formed; the second tower section is connected to the first tower section as a whole;
[0011] (5) removing the inner formwork and the outer formwork, and using a tower crane to lift the first tower section and the second tower section upward until the lower end surface of the second tower section reaches the set casting height;
[0012] (6) Repeating steps (4) and (5) until the construction of all tower sections is completed and the construction of the reinforced concrete tower is completed;
[0013] (7) Remove the tower crane on the top of the steel tower, use the lifting mechanism to lift the steel tower upward, and install the steel tower on the top of the reinforced concrete tower.
[0014] In this application, the reinforced concrete tower is poured in sections from top to bottom, and is gradually lifted by a tower crane installed on the top of the tower, so that the steel cage binding, concrete pouring, vibration and other work of the reinforced concrete tower can be carried out on the ground, which greatly reduces the proportion of high-altitude work and thus reduces the construction difficulty of the cast-in-place tower structure. Since the production of the reinforced concrete tower is mainly completed on the ground, the pouring quality of the concrete can be accurately controlled, thereby improving the construction quality and reducing the construction cost.
[0015] Furthermore, in order to facilitate the connection between the reinforced concrete tower and the steel tower, a concrete bracket protruding inward is provided at the top of the first tower section, and a steel bracket protruding outward is provided at the bottom of the steel tower, and the steel tower is installed on the lower side of the concrete bracket via the steel bracket. During the specific construction, the concrete bracket can be cast at once with the first tower section; or after the construction of the reinforced concrete tower is completed, a second casting is performed on the top of the first tower section; or a prefabricated bracket is used, and after the construction of the reinforced concrete tower is completed, the prefabricated bracket is installed on the top of the first tower section.
[0016] Furthermore, in order to smoothly complete the connection of two adjacent tower sections, a bracket is installed in the tower cavity. The bracket has a top plate, and the bracket is supported on a foundation. A rebar hole is arranged on the bracket, and the rebar hole passes through the top plate upward. A steel cage is supported on the top plate, and rebars are connected to the steel cage. The rebars freely pass through the rebar hole downward. In the two adjacent tower sections, the rebars of the tower section located on the upper side are poured into the tower section located on the lower side. In order to reduce the leakage of concrete, the inner and outer sides of the top plate are preferably sealed against the inner and outer formworks, respectively. The rebars are preferably welded to the steel cage of the lower tower section. The height of the bracket is used to provide a space for the rebars. When the tower section is lifted upward, the rebars of the previous tower section can extend into the steel cage of the next tower section, so that the steel cages of the two adjacent tower sections are connected as a whole through the rebars.
[0017] Furthermore, in order to simplify the construction steps, the bracket is cast in the lowermost tower section. This bracket processing method can simplify the construction steps, but a bracket needs to be made for each cast-in-place reinforced concrete tower of the wind power tower.
[0018] Alternatively, the following method can be used to process the support: when the concrete of the penultimate tower section reaches the set strength, the support is removed, the steel cage of the last tower section is tied on the foundation, and then the inner and outer templates are installed at their set positions respectively, forming a ring-shaped tower cavity between the inner and outer templates, and the steel cage of the last tower section is located in the tower cavity. Concrete is poured into the tower cavity and the concrete is bonded to the lower surface of the penultimate tower section. After the concrete reaches the set strength, the last tower section is formed. This method can improve the utilization rate of the support, but the construction steps are slightly cumbersome. During the specific construction, the above two support processing methods can be selected according to the specific situation.
[0019] Furthermore, to facilitate installation of the inner and outer templates, the inner template is composed of a plurality of inner template petals, each of which is movably supported on a foundation; the outer template is composed of a plurality of outer template petals, each of which is movably supported on a foundation.
[0020] Furthermore, at least one inner template petal is provided with a roller at its bottom, and at least one outer template petal is provided with a roller at its bottom. The use of the rollers can effectively improve the efficiency of installation and removal of the inner template and the outer template, thereby improving the construction efficiency.
[0021] Further, in order to facilitate the positioning of the inner template and the outer template, an inner limiting hole opening upward is provided in the base corresponding to each inner template petal, and an inner limiting member is provided corresponding to each inner limiting hole, and the inner limiting member can be detachably inserted in the corresponding inner limiting hole; when the inner template petal is located at its set position, the inner limiting member abuts against the inner side of the corresponding inner template petal or the inner limiting member freely passes through the inner template petal and is inserted into the inner limiting hole;
[0022] Corresponding to each outer template petal, an upwardly open outer limit hole is arranged in the base, and corresponding to each outer limit hole, there is an outer limit member, which can be detachably inserted into the corresponding outer limit hole; when the outer template petal is located at its set position, the outer limit member abuts against the outer side of the corresponding outer template petal or the outer limit member freely passes through the outer template petal and is inserted into the outer limit hole.
[0023] Furthermore, in order to prevent the tower sections from swinging greatly during the upward lifting process, which would affect the safety of the construction, several anti-swaying member groups are installed on the outer wall of the steel tower in the height direction, and each anti-swaying member group includes at least one anti-swaying member. In the radial direction of the steel tower, a rolling wheel is provided at one end of the anti-swaying member away from the steel tower. During the upward lifting process of the tower section, the rolling wheel is rotatably pressed against the inner wall of the tower section.
[0024] When the concrete corbel is integrally cast on the first tower section, the anti-swaying parts need to be gradually installed as the first tower section is lifted, so that the installed anti-swaying parts are always located at the bottom of the concrete corbel to avoid the anti-swaying parts hindering the lifting of the first tower section. When the concrete corbel is cast for the second time after the construction of the reinforced concrete tower is completed or a prefabricated corbel is used, all the anti-swaying parts can be installed in place at one time in advance. BRIEF DESCRIPTION OF THE DRAWINGS
[0025] Figure 1 It is a schematic diagram of detachably mounting a tower crane on a steel tower, wherein the steel tower is detachably mounted on a foundation.
[0026] Figure 2 It is a schematic diagram after the inner formwork and the outer formwork form the tower cavity.
[0027] Figure 3 yes Figure 2 View from the center BB direction.
[0028] Figure 4 is a top view of the bracket.
[0029] Figure 5 yes Figure 4 Magnified view of part C.
[0030] Figure 6 yes Figure 5 View from the center DD direction
[0031] Figure 7 This is the status diagram after the concrete pouring of the first tower section is completed.
[0032] Figure 8 yes Figure 7 Enlarged view of part E.
[0033] Fig. 9 This is the state diagram after the first section of the tower is lifted upward.
[0034] Fig.10 This is the status diagram after the concrete pouring of the second tower section is completed.
[0035] Fig.11 This is the status diagram after the construction of all tower sections is completed.
[0036] Fig.12 This is a diagram of the state when the steel tower is installed on the top of the reinforced concrete tower.
[0037] Fig.13 It is a structural diagram of the anti-swing component. DETAILED DESCRIPTION
[0038] The following is an explanation of the construction method of the reverse cast-in-place reinforced concrete tower, which includes the following steps:
[0039] (1) See Figure 1 The steel tower 11 is detachably mounted on the foundation 100, and a tower crane 20 is mounted on the top of the steel tower. The foundation 100 is a reinforced concrete structure, which is pre-constructed. The construction method is the same as that in the prior art, and will not be described in detail.
[0040] The tower crane 20 is basically the same as a conventional tower crane in the prior art, specifically comprising a column 21 and a boom 22. The column is fixed to the top of the steel tower tube by bolts via a base 25. The boom 22 extends in the horizontal direction, and the middle part of the boom is rotatably mounted on the top of the column. The mounting method of the boom and the column adopts the existing mature technology, which will not be described in detail. A lifting device is installed at both ends of the boom, and a hook 24 is installed on the lifting rope 23 of the lifting device.
[0041] (2) Please also refer to Figure 1-Figure 8A bracket 40 is installed at a preset position of the foundation. The bracket 40 is a two-half structure, including two arc portions, namely a first arc portion 411 and a second arc portion 412. Both arcs are semicircular. When the two arc portions are pressed against each other, a complete annular bracket can be formed. The two arc portions have the same structure. The structure of the two arc portions is described below using the first arc portion as an example.
[0042] The first arc portion 411 includes a bottom plate 43 and a top plate 44 spaced apart in the up-down direction, a support rod 42 is located between the bottom plate and the top plate, the support rod extends in the vertical direction, and the two ends of the support rod are welded to the bottom plate and the top plate respectively, and a reinforcement hole 441 for inserting the reinforcement 811 described below is provided on the top plate, and the reinforcement hole penetrates the top plate upward. In this embodiment, the support rod is specifically made of H steel. The top plate and the bottom plate are both semicircular, and the top plates of the two arc portions can abut against each other and form a complete circular ring. When the top plates of the two arc portions abut against each other, the two bottom plates may or may not abut against each other, but in order to maintain the stability of the bracket, it is recommended that the two bottom plates abut against each other. Specifically in this embodiment, the bottom plates of the two arc portions abut against each other, and the bottom plates and top plates of the two arc portions are respectively connected as one body by welding. It can be understood that in other embodiments, the bottom plates and top plates of the two arc portions can also be detachably connected together by bolts.
[0043] The steel cage 81 of the first tower section is tied on the bracket 40 so that the steel cage 81 is supported on the top plate. After the steel cage is tied, the inner formwork 60 and the outer formwork 50 are respectively installed at their set positions, and a ring-shaped tower cavity 70 is formed between the inner formwork and the outer formwork, and the bracket is located in the tower cavity, so that the steel cage of the first tower section is located in the tower cavity, and concrete 82 is poured into the tower cavity, and the upper surface of the concrete reaches the set pouring height. After the concrete reaches the set strength, the first tower section 801 is formed. In this embodiment, the top surfaces of the inner formwork and the outer formwork are at the same height, and the set pouring height is the elevation of the top surface of the inner formwork or the outer formwork. In order to prevent concrete from leaking downward, the inner and outer sides of the top plate 44 are sealed against the inner formwork and the outer formwork respectively.
[0044] Both the inner template and the outer template are composed of a plurality of petals. In this embodiment, the inner template 60 is composed of ten inner template petals 601, and the outer template 50 is composed of ten outer template petals 501. Each inner template petal 601 includes an inner template panel 62 extending in the vertical direction, an inner support plate 61 is welded at the lower end of the inner membrane panel, the inner membrane panel is welded on the radial outer edge of the inner support plate 61, and an inner cross brace 63 and an inner vertical brace 64 are welded on the inner side surface of the inner membrane panel. The inner cross brace 63 extends in the horizontal direction, and the inner vertical brace extends in the vertical direction, so that the inner cross brace 63 and the inner vertical brace 64 together form a grid structure to improve the strength of the inner membrane panel, and an inner diagonal brace 612 is welded between the inner support plate 61 and the inner side surface of the inner membrane panel to further improve the stability of the inner membrane panel. In this embodiment, an inner roller 611 is installed at the bottom of each inner support plate 61, that is, a roller is installed at the bottom of the inner formwork flap, so that each inner formwork flap can be movably supported on the foundation. Pushing each inner formwork flap inward can make each inner formwork flap leave its set position, so that the inner formwork is separated from the concrete and each tower section is solidified. In order to make each inner formwork flap move inward smoothly, it is necessary to make each inner formwork flap that is separated from the set position intertwine with each other. In order to make each inner formwork flap smoothly form a complete inner formwork, chamfers 65 are set on the inner side of the circumferential ends of each inner formwork flap. When the inner formwork flap successfully forms a complete inner formwork, a V-shaped notch 66 with its end pressed against is formed between two adjacent inner formwork flaps. When viewed in the vertical direction, the opening of the V-shaped notch faces the center of the inner formwork.
[0045] Each outer formwork flap 501 includes an outer formwork panel 52 extending in the vertical direction, an outer support plate 51 is welded at the lower end of the outer membrane panel, the outer membrane panel is welded on the radial inner edge of the outer support plate 51, and an outer cross brace 53 and an outer vertical brace 54 are welded on the outer side of the outer membrane panel. The outer cross brace 53 extends in the horizontal direction, and the outer vertical brace extends in the vertical direction, so that the outer cross brace 53 and the outer vertical brace 54 together form a grid structure to improve the strength of the outer membrane panel, and an outer diagonal brace 512 is welded between the outer support plate 51 and the outer side surface of the outer membrane panel to further improve the stability of the outer membrane panel. In this embodiment, an outer roller 511 is installed at the bottom of each outer support plate 51, that is, a roller is installed at the bottom of the outer formwork flap, so that each outer formwork flap can be movably supported on the foundation. Pushing each outer formwork flap outward can cause each outer formwork flap to leave its set position, so that the outer formwork is separated from each tower section where the concrete has been solidified.
[0046] Corresponding to each inner template petal 601, an inner stopper hole 602 opening upward is provided in the base, and corresponding to each inner stopper hole 602, an inner stopper piece 603 is provided. In this embodiment, the inner stopper piece 603 is specifically made of a steel pipe, and the inner stopper piece can be detachably inserted into the corresponding inner stopper hole. When the inner template petal piece is located at its set position, the inner stopper piece abuts against the inner side of the corresponding inner template petal piece. It can be understood that in another embodiment, an inner rod insertion hole in the shape of a through hole extending in the vertical direction can also be provided on the inner template petal piece, so that the inner stopper piece can freely pass through the inner rod insertion hole and then be inserted into the inner stopper hole.
[0047] Corresponding to each outer template petal 501, an outer limit hole 502 opening upward is provided in the base, and corresponding to each outer limit hole 502, an outer limit piece 503 is provided. In this embodiment, the outer limit piece 503 is specifically made of a steel pipe, and the outer limit piece can be detachably inserted into the corresponding outer limit hole. When the outer template petal is located at its set position, the outer limit piece abuts against the outer side of the corresponding outer template petal. It can be understood that in another embodiment, an outer rod hole in the shape of a through hole extending in the vertical direction can also be provided on the outer template petal, so that the outer limit piece can freely pass through the outer rod hole and then be inserted into the outer limit hole.
[0048] Before pouring concrete, isolation paint needs to be applied on the inner wall of the tower cavity, which at least includes the side wall of the inner formwork facing the outer formwork, the side wall of the outer formwork facing the inner formwork, and the upper surface of the bracket.
[0049] (3) Please refer to Fig. 9 , remove the inner and outer formworks, and use the hook of the tower crane to lift the first tower section 801 upwards until the lower end surface of the first tower section reaches the set casting height.
[0050] (4) Please refer to Fig.10 , tie the steel cage of the second tower section 802 at the preset position, then install the inner formwork and the outer formwork at their set positions respectively, form a ring-shaped tower cavity between the inner formwork and the outer formwork, the steel cage of the first tower section is located in the tower cavity, pour concrete into the tower cavity, make the concrete bond to the lower surface of the first tower section, and after the concrete reaches the set strength, form the second tower section; the second tower section is connected to the first tower section as a whole. The embedded steel bars of the first tower section are welded into the tower cavity and welded to the steel cage of the second tower section.
[0051] (5) Remove the inner and outer formworks, and use the hook of the tower crane to lift the first tower section and the second tower section upward until the lower end surface of the second tower section reaches the set casting height.
[0052] (6) Please refer to Fig.11, repeat step (4) and step (5) until the construction of all tower sections is completed and the construction of reinforced concrete tower 800 is completed.
[0053] (7) Please refer to Fig.12 , remove the tower crane 20 on the top of the steel tower, use the lifting mechanism to lift the steel tower upward, and install the steel tower on the top of the reinforced concrete tower 800.
[0054] In this embodiment, in order to facilitate the connection between the steel tower and the reinforced concrete tower, a concrete bracket 86 protruding inward is provided at the top of the first tower section, and a steel bracket 15 protruding outward is provided at the bottom of the steel tower. The steel bracket is installed on the lower side of the concrete bracket by anchor bolts. The connection method of the steel bracket and the concrete bracket adopts the existing mature technology and will not be described in detail. In this embodiment, when pouring the first tower section, the pouring of the concrete bracket 86 is completed at the same time.
[0055] It is understood that in other embodiments, after the construction of the reinforced concrete tower is completed, a second pouring can be performed on the top of the first tower section. Alternatively, the concrete brackets are prefabricated brackets, and after the construction of the reinforced concrete tower is completed, the prefabricated brackets are installed on the top of the first tower section.
[0056] In this embodiment, the bracket is cast in the lowermost tower section. It is understood that in another embodiment, the bracket is removed before casting the last tower section. When the bracket is removed, the steps are as follows:
[0057] When the concrete of the penultimate tower section reaches the set strength, the bracket is removed, the steel cage of the last tower section is tied on the foundation, and then the inner formwork and the outer formwork are respectively installed at their set positions to form a ring-shaped tower cavity between the inner formwork and the outer formwork. The steel cage of the last tower section is located in the tower cavity, and concrete is poured into the tower cavity and bonded to the lower surface of the penultimate tower section. After the concrete reaches the set strength, the last tower section is formed.
[0058] In this embodiment, in order to prevent the tower sections from swinging greatly during the upward lifting process, which would affect the safety of the construction, several anti-swaying member groups are installed on the outer wall of the steel tower along the height direction. Each anti-swaying member group includes three anti-swaying members 30. The three anti-swaying members 30 in each anti-swaying member group are evenly arranged around the steel tower. Fig.13 Each anti-swaying member 30 includes a cross bar 31 extending in the radial direction of the steel tower, one end of the cross bar is welded to the outer wall of the steel tower, and the other end of the cross bar extends horizontally away from the steel tower. A roller frame 32 is installed on the cross bar by bolts, and a rolling wheel 33 is rotatably installed on the end of the roller frame extending out of the cross bar. When the tower section is lifted upward, the rolling wheel rotatably presses against the inner wall of the tower section.
[0059] In this embodiment, since a concrete corbel is provided at the top of the first tower section, in order to prevent the anti-swaying parts from hindering the lifting of the first tower section, each anti-swaying part needs to be gradually installed as the first tower section is lifted, so that the installed anti-swaying part is always located at the lower side of the concrete corbel. It can be understood that when the concrete corbel is cast for the second time or a prefabricated corbel is used after the construction of the reinforced concrete tower is completed, all the anti-swaying parts can be installed in place at one time.
Claims
1. A construction method for a top-down cast-in-place reinforced concrete tower, characterized in that: The steps include: (1) Install a detachable steel tower on the foundation and install a tower crane on the top of the steel tower; (2) The steel cage of the first tower section is tied at a preset position, and then the inner formwork and the outer formwork are respectively installed at their preset positions, so that a ring-shaped tower cavity is formed between the inner formwork and the outer formwork. The steel cage of the first tower section is located in the tower cavity, and concrete is poured into the tower cavity, and the upper surface of the concrete reaches the preset pouring height. After the concrete reaches the preset strength, the first tower section is formed; (3) Remove the inner and outer formworks, and use a tower crane to lift the first tower section upward until the lower end surface of the first tower section reaches the set pouring height; (4) The steel cage of the second tower section is tied at a preset position, and then the inner formwork and the outer formwork are respectively installed at their preset positions, so that a ring-shaped tower cavity is formed between the inner formwork and the outer formwork. The steel cage of the first tower section is located in the tower cavity, and concrete is poured into the tower cavity so that the concrete is bonded to the lower surface of the first tower section. After the concrete reaches a preset strength, the second tower section is formed; the second tower section is connected to the first tower section as a whole; (5) removing the inner formwork and the outer formwork, and using a tower crane to lift the first tower section and the second tower section upward until the lower end surface of the second tower section reaches the set casting height; (6) Repeating steps (4) and (5) until the construction of all tower sections is completed and the construction of the reinforced concrete tower is completed; (7) Remove the tower crane on the top of the steel tower, use the lifting mechanism to lift the steel tower upward, and install the steel tower on the top of the reinforced concrete tower.
2. The construction method according to claim 1, characterized in that: The top of the first tower section is provided with an inwardly protruding concrete corbel, and the bottom of the steel tower is provided with an outwardly protruding steel corbel. The steel tower is installed on the lower side of the concrete corbel via the steel corbel.
3. The construction method according to claim 1, characterized in that: A bracket is installed in the tower cavity, and the bracket has a top plate. The bracket is supported on a foundation, and a rebar hole is arranged on the bracket. The rebar hole passes through the top plate upward. A steel cage is supported on the top plate, and rebars are connected to the steel cage. The rebars freely pass through the rebar hole downward. In two adjacent tower sections, the rebars of the tower section on the upper side are cast in the tower section on the lower side.
4. The construction method according to claim 3, characterized in that: The bracket is cast into the lowermost tower section.
5. The construction method according to claim 3, characterized in that: When the concrete of the penultimate tower section reaches the set strength, the bracket is removed, the steel cage of the last tower section is tied on the foundation, and then the inner formwork and the outer formwork are respectively installed at their set positions to form a ring-shaped tower cavity between the inner formwork and the outer formwork. The steel cage of the last tower section is located in the tower cavity, and concrete is poured into the tower cavity and bonded to the lower surface of the penultimate tower section. After the concrete reaches the set strength, the last tower section is formed.
6. The construction method according to claim 1, characterized in that: The inner template is composed of a plurality of inner template petals, each of which is movably supported on a foundation; the outer template is composed of a plurality of outer template petals, each of which is movably supported on a foundation.
7. The construction method according to claim 6, characterized in that: A roller is mounted on the bottom of at least one inner formwork flap, and a roller is mounted on the bottom of at least one outer formwork flap.
8. The construction method according to claim 6, characterized in that: Corresponding to each inner template petal, an inner limit hole opening upward is provided in the base, and corresponding to each inner limit hole, an inner limit member is provided, and the inner limit member can be detachably inserted in the corresponding inner limit hole; When the inner template petal is located at its set position, the inner limiting member abuts against the inner side of the corresponding inner template petal or the inner limiting member freely passes through the inner template petal and is inserted into the inner limiting hole; Corresponding to each outer template petal, an upwardly open outer limit hole is arranged in the base, and corresponding to each outer limit hole, there is an outer limit member, which can be detachably inserted into the corresponding outer limit hole; when the outer template petal is located at its set position, the outer limit member abuts against the outer side of the corresponding outer template petal or the outer limit member freely passes through the outer template petal and is inserted into the outer limit hole.
9. The construction method according to claim 1, characterized in that: Along the height direction, several anti-sway member groups are installed on the outer wall of the steel tower, and each anti-sway member group includes at least one anti-sway member. Along the radial direction of the steel tower, a rolling wheel is provided at the end of the anti-sway member away from the steel tower. During the process of lifting the tower section upward, the rolling wheel rotatably presses against the inner wall of the tower section.