Construction device for cast-in-place reinforced concrete tower drum through reverse building method

Abstract

The utility model provides a construction device for cast-in-place of a reinforced concrete tower tube through a reverse building method, the reinforced concrete tower tube is formed by tower tube sections which are formed by pouring in sequence from top to bottom, a steel tower tube is fixedly mounted at the top of the reinforced concrete tower tube, and the steel tower tube is mounted on a foundation before construction of the reinforced concrete tower tube is completed; the construction device comprises a tower crane, an inner formwork and an outer formwork, the tower crane is installed on the top of a steel tower drum located on a foundation, the inner formwork and the outer formwork are detachably installed on the foundation and surround the outer side of the steel tower drum, and a tower drum cavity used for arranging a reinforcement cage of a tower drum section and pouring concrete is formed between the inner formwork and the outer formwork; the inner formwork and the outer formwork are each composed of a plurality of formwork petals which are movably supported on a foundation. When the construction method is used for constructing the reinforced concrete tower drum, reinforcement cage binding, concrete pouring, vibrating and other work can be carried out on the ground, the proportion of high-altitude operation and the construction difficulty are reduced, the pouring quality can be accurately controlled, the construction quality is improved, and the construction cost is reduced.

Description

Technical Field

[0001] This invention relates to a construction device for a cast-in-place reinforced concrete tower using the reverse construction method. Background Technology

[0002] To achieve higher wind speeds and increase power generation, and to strengthen the development of wind power resources in low-wind-speed areas, the height of wind turbine towers has increased significantly. To further increase tower height, hybrid concrete-steel towers are beginning to replace traditional single-steel towers. These hybrid towers, also known as mixed towers, have a reinforced concrete lower section to provide a stable base and greater self-weight, thereby enhancing the overall rigidity and wind resistance of the tower. The upper section is a steel structure to reduce overall weight and facilitate the installation of wind turbine components. The combined structure of the hybrid tower fully utilizes the material properties of steel and concrete, exhibiting superior mechanical properties such as good stability, high rigidity, high load-bearing capacity, and good fatigue resistance.

[0003] The reinforced concrete structure of concrete towers is divided into two types: prefabricated and cast-in-place. Prefabricated towers are assembled on-site from precast tower sections or tower segments to form a tower. Prefabricated towers have advantages such as easy transportation and assembly. However, due to the presence of a large number of circumferential and longitudinal joints, grouting or bolting connections are required, which leads to complex stress on the concrete tower, making the structure prone to cracking and creating safety hazards.

[0004] Cast-in-place concrete structures have advantages such as good integrity and high strength, and are beginning to be promoted and used. Currently, cast-in-place concrete structures are constructed using traditional concrete construction methods, utilizing formwork and pouring concrete in sections from bottom to top. Due to the large height of the tower, scaffolding needs to be erected during construction, and work such as steel bar binding, concrete pouring and vibration needs to be carried out at high altitudes. At the same time, the installation and removal of formwork are difficult, resulting in high difficulty in controlling precision and quality, high safety risks, and high overall construction costs.

[0005] Therefore, how to retain the advantages of cast-in-place construction while overcoming its disadvantages has become a necessity for further promoting cast-in-place tower structures. Utility Model Content

[0006] To address the problems of high construction difficulty, difficulty in controlling precision and quality, high safety risks, and high overall construction costs caused by high-altitude operations in existing cast-in-place construction methods, this application proposes a construction device for cast-in-place reinforced concrete towers using a reverse construction method. The reinforced concrete tower is formed by several tower sections poured sequentially from top to bottom. A steel tower is fixedly installed on the top of the reinforced concrete tower. Before the construction of the reinforced concrete tower is completed, the steel tower is detachably installed on the foundation.

[0007] The construction device includes a tower crane, an inner formwork, and an outer formwork. The tower crane is detachably installed on the top of a steel tower located on a foundation. The inner and outer formwork are detachably installed on the foundation and located in their designated positions. The inner and outer formwork surrounds the outside of the steel tower and forms a tower cavity between the inner and outer formwork. The tower cavity is used to arrange the steel reinforcement cage of the tower section and pour concrete.

[0008] The inner template is composed of several inner template petals, each of which is movably supported on the foundation; the outer template is composed of several outer template petals, each of which is movably supported on the foundation.

[0009] When using the above-mentioned construction equipment and the reverse construction method for cast-in-place construction of reinforced concrete towers, the construction steps are as follows:

[0010] (1) A steel tower is detachably installed on the foundation, and a tower crane is installed on the top of the steel tower.

[0011] (2) Tie the steel cage of the first tower section at the preset position, and then install the inner formwork and the outer formwork at their respective preset positions to 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 and make the upper surface of the concrete reach the preset pouring height. After the concrete reaches the preset strength, it forms the first tower section.

[0012] (3) Remove the inner and outer formwork, and use the tower crane to lift the first tower section upward until the lower end of the first tower section reaches the set pouring height;

[0013] (4) Tie the steel cage of the second tower section at the preset position, and then install the inner formwork and outer formwork at their respective preset positions to 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 to bond the concrete to the lower surface of the first tower section. After the concrete reaches the preset strength, it forms the second tower section. The second tower section is connected to the first tower section as one unit.

[0014] (5) Remove the inner and outer formwork, and use the tower crane to lift the first tower section and the second tower section upwards until the lower end of the second tower section reaches the set pouring height;

[0015] (6) Repeat steps (4) and (5) until all tower sections are constructed and the reinforced concrete tower is completed.

[0016] (7) Remove the tower crane on top of the steel tower, use the lifting mechanism to lift the steel tower upward, and install the steel tower on top of the reinforced concrete tower.

[0017] When using the construction device described in this application to construct a reinforced concrete tower, a reverse construction method for cast-in-place construction can be adopted. The reinforced concrete tower is poured in sections from top to bottom and gradually lifted using a tower crane installed at the top of the tower. This allows the reinforcement cage binding, concrete pouring, and vibration of the reinforced concrete tower to be carried out on the ground, significantly reducing the proportion of high-altitude work and thus reducing the construction difficulty of the cast-in-place tower structure. Since the fabrication of the reinforced concrete tower is mainly completed on the ground, the quality of the concrete pouring can be precisely controlled, thereby improving construction quality and reducing construction costs.

[0018] Furthermore, to facilitate the connection between adjacent tower sections, a support frame is installed inside the tower cavity. This support frame has a top plate and rests on the foundation. Rebar anchoring holes are provided on the support frame, extending upwards through the top plate. The support frame supports the reinforcing cage, to which rebars are connected. These rebars can freely pass downwards through the anchoring holes. The height of the support frame provides a space for the rebars. As the tower section is lifted upwards, the rebars from the previous tower section can extend into the reinforcing cage of the next tower section, thus connecting the reinforcing cages of adjacent tower sections into a single unit through rebar anchoring.

[0019] Furthermore, the support can be poured into the lowermost section of the reinforced concrete tower; or it can be removed before the reinforcing cage of the lowermost section of the reinforced concrete tower is tied. In specific construction, the method of support treatment can be determined according to specific needs.

[0020] Furthermore, rollers are installed at the bottom of at least one inner formwork segment and at least one outer formwork segment. The use of rollers effectively improves the efficiency of installing and dismantling the inner and outer formwork, thereby increasing construction efficiency.

[0021] Furthermore, to facilitate the positioning of the inner and outer templates, each inner template petal is provided with an upward-opening inner limiting hole in the foundation, and each inner limiting hole is provided with an inner limiting member, which can be detachably inserted into the corresponding inner limiting hole; when the inner template petal is in 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] For each outer template petal, an upward-opening outer limiting hole is provided in the foundation. For each outer limiting hole, there is an outer limiting member. The outer limiting member can be detachably inserted into the corresponding outer limiting hole. When the outer template petal is in its set position, the outer limiting member abuts against the outside of the corresponding outer template petal or the outer limiting member freely passes through the outer template petal and is inserted into the outer limiting hole.

[0023] Furthermore, to improve the strength of the inner and outer template petals, each inner template petal includes an inner template panel extending vertically, an inner support plate is welded to the lower end of the inner template panel, the inner template panel is welded to the radial outer edge of the inner support plate, and an inner diagonal brace is welded between the inner support plate and the inner side of the inner template panel.

[0024] Each outer template flap includes an outer template panel extending vertically. An outer support plate is welded to the lower end of the outer template panel, and the outer template panel is welded to the radial inner edge of the outer support plate. An outer diagonal brace is welded between the outer support plate and the outer surface of the outer template panel. This design makes both the inner and outer template flaps a triangular structure, which not only improves the strength of the inner and outer template flaps but also enhances their stability.

[0025] Furthermore, to prevent significant swaying during the upward lifting of each tower section, which could affect construction safety, several anti-sway assembly groups are installed on the outer wall of the steel tower along the height direction. Each anti-sway assembly includes at least one anti-sway component. Along the radial direction of the steel tower, a rolling wheel is located at the end of the anti-sway component away from the steel tower. The rolling wheel can rotatably press against the inner wall of the tower section. Attached Figure Description

[0026] Figure 1 This is a schematic diagram of a tower crane detachably mounted on a steel tower, wherein the steel tower is detachably mounted on a foundation.

[0027] Figure 2 This is a schematic diagram showing the tower cavity formed by the inner and outer templates.

[0028] Figure 3 yes Figure 2 A view from the center (BB direction).

[0029] Figure 4 This is a top view of the support frame.

[0030] Figure 5 yes Figure 4 Enlarged view of section C.

[0031] Figure 6 yes Figure 5 View in the middle DD direction

[0032] Figure 7 This is a diagram showing the state of the tower section after the concrete pouring was completed.

[0033] Figure 8 yes Figure 7 Enlarged view of section E in the middle.

[0034] Figure 9 This is a diagram showing the state of the first tower section after it has been lifted upwards.

[0035] Figure 10 This is a diagram showing the state of the tower section after the concrete pouring was completed.

[0036] Figure 11 This is a diagram showing the state after all tower sections have been constructed.

[0037] Figure 12 This is a diagram showing the state when the steel tower is installed on top of the reinforced concrete tower.

[0038] Figure 13 This is a structural diagram of the anti-sway device. Detailed Implementation

[0039] The following description first illustrates the reinforced concrete tower constructed using this application; please refer to [link / reference]. Figure 12 The reinforced concrete tower 800 is formed by casting several tower sections sequentially from top to bottom. In the accompanying drawings, the first tower section 801 and the second tower section 802 are exemplarily labeled. A steel tower section 11 is fixedly installed at the top of the reinforced concrete tower 800. The top of the reinforced concrete tower 800 has inwardly extending concrete brackets 86, and the bottom of the steel tower section has outwardly extending steel brackets 15. The steel brackets are installed on the underside of the concrete brackets using anchor bolts. See also... Figure 1 Before the construction of the reinforced concrete tower is completed, the steel tower 11 is detachably installed on the foundation 100.

[0040] The construction device in this application is described below in conjunction with the construction steps of the cast-in-place reinforced concrete tower using the reverse construction method.

[0041] Please continue reading. Figure 1 The construction device includes a tower crane 20, an inner formwork 60, an outer formwork 50, and a support 40. The tower crane is detachably installed on top of a steel tower 11 located on the foundation. The steel tower 11 is also detachably installed on the foundation. The tower crane 20 is essentially the same as conventional tower cranes in the prior art, specifically including a column 21 and a boom 22. The column is bolted to the top of the steel tower via a base 25. The boom 22 extends horizontally, with its middle section rotatably mounted on top of the column. The installation method of the boom and column uses existing mature technology and will not be described in detail. Lifting devices are installed at both ends of the boom, and hooks 24 are installed on the lifting ropes 23 of the lifting devices.

[0042] Please also refer to Figures 1-8 The inner and outer formwork are detachably installed on the foundation and located in their designated positions. The inner and outer formwork surround the outside of the steel tower tube, forming a tower tube cavity 70 between the inner and outer formwork. The tower tube cavity is used to arrange the steel reinforcement cage 81 of the tower tube section and to pour concrete 82.

[0043] The support 40 is located inside the tower cavity 70. In this embodiment, the support 40 is a two-half structure, including two arc-shaped parts, namely the first arc-shaped part 411 and the second arc-shaped part 412. Both arcs are semi-circular. When the two arc-shaped parts abut against each other, they can form a complete ring-shaped support. The two arc-shaped parts have the same structure. The structure of the two arc-shaped parts will be described below using the first arc-shaped part as an example.

[0044] The first arcuate portion 411 includes a base plate 43 and a top plate 44 spaced apart in the vertical direction. A support rod 42 is located between the base plate and the top plate, extending vertically, with both ends welded to the base plate and the top plate respectively. A rebar hole 441 for inserting rebar 811 is provided on the top plate. The rebar hole 441 is a through hole, allowing it to penetrate upwards through the top plate. The rebar 811 is connected to the reinforcing cage, and can freely pass downwards through the rebar hole.

[0045] In this embodiment, the support rod is specifically made of H-steel. Both the top and bottom plates are semi-circular, and the two arc-shaped top plates can abut together to form a complete ring. When the two arc-shaped top plates abut together, the two bottom plates may or may not abut together, but to maintain the stability of the support, it is recommended that the two bottom plates abut together. Specifically, in this embodiment, the two arc-shaped bottom plates abut together, and the bottom and top plates of the two arc-shaped sections are connected as one unit by welding. It can be understood that in other embodiments, bolts can also be used to detachably connect the bottom and top plates of the two arc-shaped sections.

[0046] When constructing a reinforced concrete tower using this application, the support can be poured into the lowermost section of the reinforced concrete tower; or the support can be removed before the steel cage of the lowermost section of the reinforced concrete tower is tied.

[0047] Both the inner and outer templates are composed of multiple 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 vertically. An inner support plate 61 is welded to the lower end of the inner template panel, and the inner template panel is welded to the radially outer edge of the inner support plate 61. Inner horizontal braces 63 and inner vertical braces 64 are welded to the inner surface of the inner template panel. The inner horizontal braces 63 extend horizontally, and the inner vertical braces extend vertically, so that the inner horizontal braces 63 and inner vertical braces 64 together form a grid structure to improve the strength of the inner template panel. An inner diagonal brace 612 is welded between the inner support plate 61 and the inner surface of the inner template panel to further improve the stability of the inner template panel. The inner template panel, the inner support plate, and the inner diagonal brace together form a triangular structure with high stability.

[0048] In this embodiment, an inner roller 611 is installed at the bottom of each inner support plate 61, that is, rollers are installed at the bottom of the inner template petals, so that each inner template petal is movably supported on the foundation. It can be understood that, depending on different needs, inner rollers may also be installed only at the bottom of some inner support plates.

[0049] Pushing the inner formwork segments inward allows them to move away from their designated positions, thus detaching the inner formwork from the solidified concrete of each tower section. To facilitate smooth inward movement, the segments must be staggered as they move out of their designated positions. To ensure the smooth formation of a complete inner formwork, the inner sides of both circumferential ends of each segment are chamfered at 65°. When the inner formwork segments successfully form a complete inner formwork, a V-shaped notch 66 is formed between adjacent segments, with its ends pressing against each other. Viewed vertically, the opening of this V-shaped notch faces the center of the inner formwork.

[0050] Each outer mold panel 501 includes an outer mold panel 52 extending vertically. An outer support plate 51 is welded to the lower end of the outer mold panel, and the outer mold panel is welded to the radial inner edge of the outer support plate 51. Outer horizontal braces 53 and outer vertical braces 54 are welded to the outer surface of the outer mold panel. The outer horizontal braces 53 extend horizontally, and the outer vertical braces extend vertically, so that the outer horizontal braces 53 and outer vertical braces 54 together form a grid structure to improve the strength of the outer mold panel. An outer diagonal brace 512 is welded between the outer support plate 51 and the outer surface of the outer mold panel to further improve the stability of the outer mold panel. The outer mold panel, outer support plate, and outer diagonal brace together form a triangular structure with high stability.

[0051] In this embodiment, an outer roller 511 is installed at the bottom of each outer support plate 51, that is, rollers are installed at the bottom of the outer formwork segments, so that each outer formwork segment is movably supported on the foundation. Pushing each outer formwork segment outward can cause each outer formwork segment to leave its set position, so that the outer formwork is detached from the concrete and the tower section is solidified. It can be understood that, depending on different needs, outer rollers may also be installed only at the bottom of some outer support plates.

[0052] For each inner template petal 601, an upward-opening inner limiting hole 602 is provided in the foundation. For each inner limiting hole 602, an inner limiting member 603 is provided. In this embodiment, the inner limiting member 603 is specifically made of steel pipe. The inner limiting member can be detachably inserted into the corresponding inner limiting hole. When the inner template petal is in its set position, the inner limiting member abuts against the inner side of the corresponding inner template petal. It can be understood that in another embodiment, an inner insertion rod hole extending vertically in the form of a through hole can also be provided on the inner template petal, so that the inner limiting member can freely pass through the inner insertion rod hole and be inserted into the inner limiting hole.

[0053] For each outer template petal 501, an upward-opening outer limiting hole 502 is provided within the foundation. For each outer limiting hole 502, an outer limiting member 503 is provided. In this embodiment, the outer limiting member 503 is specifically made of steel pipe. The outer limiting member can be detachably inserted into the corresponding outer limiting hole. When the outer template petal is in its set position, the outer limiting member abuts against the outer side of the corresponding outer template petal. It can be understood that in another embodiment, a through-hole-shaped outer insertion rod hole extending vertically can also be provided on the outer template petal, allowing the outer limiting member to freely pass through the outer insertion rod hole and be inserted into the outer limiting hole.

[0054] Before pouring concrete, a release varnish needs to be applied to the inner wall of the tower cavity. The inner wall of the tower cavity includes at least 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 support.

[0055] In this embodiment, several anti-sway component groups are installed on the outer wall of the steel tower along the height direction. Each anti-sway component group includes three anti-sway components 30, and the three anti-sway components 30 in each group are evenly arranged around the steel tower. Please refer to [link to previous document]. Figure 13 Each anti-sway component 30 includes a crossbar 31 extending radially along the steel tower. One end of the crossbar is welded to the outer wall of the steel tower, and the other end of the crossbar extends horizontally away from the steel tower. A roller frame 32 is bolted to the crossbar, and a roller 33 is rotatably mounted at the end of the roller frame that extends out of the crossbar. During the upward lifting of the tower section, the roller rotatably presses against the inner wall of the tower section.

[0056] The following describes the construction steps for constructing a reinforced concrete tower using the reverse construction method with the aforementioned construction equipment. The specific steps are as follows:

[0057] (1) See Figure 1 A steel tower 11 is detachably installed on the foundation 100, and a tower crane 20 is installed on the top of the steel tower.

[0058] (2) Please refer to the following at the same time Figures 1-8A support frame 40 is installed at a predetermined position on the foundation. The reinforcing cage 81 of the first tower section is then tied to the support frame 40, supporting the reinforcing cage 81 on the top slab. After the reinforcing cage is tied, the inner formwork 60 and outer formwork 50 are installed at their respective predetermined positions, forming a ring-shaped tower cavity 70 between the inner and outer formwork. The support frame is located inside the tower cavity, ensuring the reinforcing cage of the first tower section is positioned within it. Concrete 82 is poured into the tower cavity until the upper surface of the concrete reaches a predetermined pouring height. Once the concrete reaches a predetermined strength, the first tower section 801 is formed. In this embodiment, the top surfaces of the inner and outer formworks are at the same height, and the predetermined pouring height is the elevation of the top surface of either the inner or outer formwork. To prevent concrete leakage downwards, the inner and outer sides of the top slab 44 are sealed against the inner and outer formworks, respectively.

[0059] Before pouring concrete, a release varnish needs to be applied to the inner wall of the tower cavity. The inner wall of the tower cavity includes at least 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 support.

[0060] (3) Please refer to Figure 9 Remove the inner and outer formwork, and use the tower crane hook to lift the first tower section 801 upwards until the lower end of the first tower section reaches the set pouring height.

[0061] (4) Please refer to Figure 10 The reinforcing cage of the second tower section 802 is tied at the preset position. Then, the inner and outer formwork are installed at their respective positions, forming a ring-shaped tower cavity between the inner and outer formwork. The reinforcing cage of the first tower section is located inside the tower cavity. Concrete is poured into the tower cavity, allowing the concrete to bond to the lower surface of the first tower section. After the concrete reaches the set strength, the second tower section is formed. The second tower section is connected to the first tower section as a whole. The reinforcing bars of the first tower section are welded into the tower cavity and welded to the reinforcing cage of the second tower section.

[0062] (5) Remove the inner and outer formwork, and use the hook of the tower crane to lift the first tower section and the second tower section upward until the lower end of the second tower section reaches the set pouring height.

[0063] (6) Please refer to Figure 11 Repeat steps (4) and (5) until all tower sections are constructed and the reinforced concrete tower is completed.

[0064] (7) Please refer to Figure 12 The tower crane 20 on top of the steel tower is dismantled, and the steel tower is lifted upward using the lifting mechanism and installed on top of the reinforced concrete tower.

[0065] In this embodiment, the concrete corbel 86 is poured simultaneously when the first tower section is poured.

[0066] It is understood that in other embodiments, a secondary pour can be made at the top of the first tower section after the construction of the reinforced concrete tower section is completed. Alternatively, precast corbels can be used, and after the construction of the reinforced concrete tower section is completed, the precast corbels can be installed at the top of the first tower section.

[0067] In this embodiment, the support frame is cast into the lowest tower section. It can be understood that in another embodiment, the support frame is removed before casting the final tower section. When removing the support frame, the steps are as follows:

[0068] Once the concrete of the penultimate tower section reaches the set strength, the support is removed, and the reinforcing cage for the last tower section is tied to the foundation. Then, the inner and outer formwork are installed in their designated positions, forming a ring-shaped tower cavity between them. The reinforcing cage for the last tower section is located inside the tower cavity. Concrete is poured into the tower cavity and bonded to the lower surface of the penultimate tower section. Once the concrete reaches the set strength, the last tower section is formed.

[0069] In this embodiment, since a concrete corbel is installed at the top of the first tower section, to avoid the anti-sway components obstructing the lifting of the first tower section, each anti-sway component needs to be installed gradually as the first tower section is lifted, ensuring that the installed anti-sway components are always located under the concrete corbel. It can be understood that when the concrete corbel is used after the construction of the reinforced concrete tower section is completed, and a second pour is performed or a precast corbel is used, all anti-sway components can be pre-installed all at once.

Claims

1. A construction device for a reverse-construction cast-in-place reinforced concrete tower, characterized in that, The reinforced concrete tower is formed by pouring several tower sections sequentially from top to bottom. A steel tower is fixedly installed on the top of the reinforced concrete tower. Before the construction of the reinforced concrete tower is completed, the steel tower is detachably installed on the foundation. The construction device includes a tower crane, an inner formwork, and an outer formwork. The tower crane is detachably installed on the top of a steel tower located on a foundation. The inner and outer formwork are detachably installed on the foundation and located in their designated positions. The inner and outer formwork surrounds the outside of the steel tower and forms a tower cavity between the inner and outer formwork. The tower cavity is used to arrange the steel reinforcement cage of the tower section and pour concrete. The inner template is composed of several inner template petals, each of which is movably supported on the foundation; the outer template is composed of several outer template petals, each of which is movably supported on the foundation.

2. The construction device according to claim 1, characterized in that, A support frame is installed inside the tower cavity. The support frame has a top plate and is supported on the foundation. Rebar holes are provided on the support frame and penetrate upward through the top plate. The bracket is used to support the rebar cage, which is connected to the anchor bars, which can freely pass downward through the anchor bar holes.

3. The construction device according to claim 2, characterized in that, The support can be poured into the lowermost section of the reinforced concrete tower; or it can be removed before the reinforcement cage of the lowermost section of the reinforced concrete tower is tied.

4. The construction device according to claim 1, characterized in that, At least one inner template leaf has a roller installed at its bottom, and at least one outer template leaf has a roller installed at its bottom.

5. The construction device according to claim 1, characterized in that, For each inner template petal, an upward-opening inner limiting hole is provided in the foundation. For each inner limiting hole, there is an inner limiting member that can be detachably inserted into the corresponding inner limiting hole. When the inner template petal is in 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. For each outer template petal, an upward-opening outer limiting hole is provided in the foundation. For each outer limiting hole, there is an outer limiting member. The outer limiting member can be detachably inserted into the corresponding outer limiting hole. When the outer template petal is in its set position, the outer limiting member abuts against the outside of the corresponding outer template petal or the outer limiting member freely passes through the outer template petal and is inserted into the outer limiting hole.

6. The construction device according to claim 1, characterized in that, Each inner mold panel includes an inner mold panel extending vertically. An inner support plate is welded to the lower end of the inner mold panel. The inner mold panel is welded to the radial outer edge of the inner support plate. An inner diagonal brace is welded between the inner support plate and the inner side of the inner mold panel. Each outer mold panel includes an outer mold panel extending vertically. An outer support plate is welded to the lower end of the outer mold panel. The outer mold panel is welded to the radial inner edge of the outer support plate. An outer diagonal brace is welded between the outer support plate and the outer side of the outer mold panel.

7. The construction device according to claim 1, characterized in that, Along the height direction, several anti-sway component groups are installed on the outer wall of the steel tower. Each anti-sway component group includes at least one anti-sway component. Along the radial direction of the steel tower, there is a rolling wheel at the end of the anti-sway component away from the steel tower. The rolling wheel can rotate and press against the inner wall of the tower section.

Images