Construction method of mixed tower fan foundation formwork supporting system

Abstract

The invention provides a construction method of a mixed tower fan foundation formwork supporting system, and relates to the field of wind power generation infrastructure construction. Supporting cushion components are arranged at the bottoms of the first supporting vertical rods, the first supporting vertical rods are arranged, and transverse horizontal rods and longitudinal horizontal rods are erected to form an annular supporting frame body; a first inner formwork is arranged on the outer side of the annular supporting frame body, a center supporting frame body formed by matching of an inner-layer supporting frame and an outer-layer supporting frame is synchronously erected in the annular supporting frame body, and the center supporting frame body and the first inner formwork are connected through a first horizontal supporting rod; a second inner template is mounted at the top of the annular frame body; a third inner formwork is arranged on the second inner formwork and connected with the center supporting frame body through a second horizontal supporting rod; binding foundation bottom plate reinforcing steel bars and stand reinforcing steel bars, and carrying out foundation outer formwork construction. And by reasonably reinforcing the mixed tower fan foundation template, the economical efficiency is improved while the construction quality is guaranteed.

Description

Technical Field

[0001] This invention relates to the field of wind power infrastructure construction, and in particular to a construction method for a formwork support system for a hybrid tower wind turbine foundation. Background Technology

[0002] Due to their ultra-large diameter, massive size, and extremely complex internal structure, especially the irregularly shaped areas such as the tension chamber and anchorage ends, which are high-stress concentration and high-load conditions, hybrid tower wind turbine foundations place almost stringent demands on the stiffness, strength, and stability of the formwork support system. Traditional support systems generally suffer from drawbacks such as difficulty in reinforcing the formwork and poor overall coordination when dealing with the complex cavities and irregular structures of these large ring foundations. Insufficient reinforcement can lead to bulging, deformation, and displacement during concrete pouring, severely affecting the dimensional accuracy and appearance quality of the foundation and creating potential quality and safety hazards. Alternatively, excessive reinforcement can result in material waste, redundant procedures, and delays in construction, significantly reducing economic benefits.

[0003] Therefore, there is an urgent need for a construction method for a mixed-tower wind turbine foundation formwork support system to achieve reasonable reinforcement of the mixed-tower wind turbine foundation formwork, thereby improving economic efficiency while ensuring construction quality. Summary of the Invention

[0004] The purpose of this invention is to address the above problems by providing a construction method for a mixed-tower wind turbine foundation formwork support system.

[0005] This invention provides a construction method for a formwork support system for a hybrid tower wind turbine foundation, comprising: S1: Pour a concrete cushion layer in the construction area of ​​the hybrid tower wind turbine foundation, and construct the tension chamber bottom plate reinforcement on the concrete cushion layer according to the preset position of the tension chamber bottom plate reinforcement. S2: A support member is provided at the bottom of each first support pole included in the ring support pole assembly. The support member is used to increase the bottom contact area of ​​the first support pole. The ring support pole assembly is arranged on the concrete pad according to the preset position of the ring support pole assembly. The horizontal bar and the vertical bar are respectively erected with the corresponding first support pole to form a ring support frame. S3: The first inner template is placed on the outside of the annular support frame, and a central support frame is erected inside the annular support frame at the same time. The central support frame is connected to the first inner template through the first horizontal support rod to complete the installation of the first inner template. The central support frame includes an inner support frame and an outer support frame that cooperate with each other. S4: Install the second inner template on the top of the annular support frame; S5: The third inner template is placed on the second inner template according to the preset position of the third inner template, and the central support frame and the third inner template are connected by the second horizontal support rod; S6: According to the preset positions of the foundation slab and the column, tie the foundation slab reinforcement and the column reinforcement, and carry out the foundation external formwork construction based on the foundation slab reinforcement and the column reinforcement to complete the construction of the mixed tower wind turbine foundation formwork support system.

[0006] According to the technical solutions provided in certain embodiments of the present invention, step S1 includes: S101: Level the foundation of the construction area of ​​the hybrid tower wind turbine foundation, and pour a concrete cushion layer on the leveled foundation. S102: According to the preset position of the bottom plate reinforcement of the tension chamber, lay the lower bottom plate reinforcement of the tension chamber on the concrete cushion; tie U-shaped bars on the lower bottom plate reinforcement of the tension chamber; and tie the upper bottom plate reinforcement of the tension chamber on the U-shaped bars.

[0007] According to the technical solutions provided in some embodiments of the present invention, the support member includes: vertical steel bars, limiting steel bars and steel sheets, and the first support column 101 is hollow inside; Step S2 includes: S201: Vertical reinforcing bars are inserted into the interior of each of the first support pillars. One end of the vertical reinforcing bar is located inside the first support pillar, and a limiting reinforcing bar is welded at the connection position between the vertical reinforcing bar and the first support pillar. The other end of the vertical reinforcing bar extends out of the first support pillar and is welded to the steel sheet to complete the setting of the support component. S202: Confirm the preset position of each first support pole in the annular support pole assembly, and arrange the annular support pole assembly on the corresponding position of the concrete pad according to the preset position of each first support pole. S203: Based on the completed ring support pole assembly, multiple longitudinal horizontal poles are arranged along the height direction of each first support pole, and multiple transverse horizontal poles are arranged along the height direction of each first support pole to form the ring support frame. Both ends of the horizontal and vertical bars are connected to the adjacent first support poles via right-angle fasteners; the connection points between the horizontal bars and the first support poles and the connection points between the vertical bars and the first support poles do not coincide.

[0008] According to the technical solutions provided in certain embodiments of the present invention, the first inner template is arranged on the outside of the annular support frame, including: S301: Connect the first main beam to the first inner template; S302: Install a first adjustable support at one end of each of the transverse horizontal bars near the first inner template, the first adjustable support being located on the outside of the annular support frame; S303: Embed the first main rib into the first adjustable bracket, and adjust the length of the screw of the first adjustable bracket to make it press against the first main rib, so as to complete the connection between the first inner template and the outer side of the annular support frame.

[0009] According to the technical solutions provided in certain embodiments of the present invention, a central support frame is simultaneously erected inside the annular support frame, and the central support frame is connected to the first inner template through a first horizontal support rod to complete the installation of the first inner template; the central support frame includes an inner support frame and an outer support frame that cooperate and overlap with each other, including: S304: Confirm the center of the annular support frame according to its specifications; S305: The central support frame is placed at the center of the annular support frame. The geometric centers of the inner and outer support frames of the central support frame coincide and are on the same straight line as the center of the annular support frame. The outer support frame is located outside the inner support frame and is connected to the inner support frame by a horizontal tie rod to form the central support frame. The inner support frame includes a second support column arranged circumferentially along its geometric center, and a third horizontal support column for connecting adjacent second support columns, and multiple third horizontal support columns are arranged along the height direction of the second support columns. The outer support frame includes a third support column arranged circumferentially along its geometric center, and a fourth horizontal support column for connecting adjacent third support columns, and multiple fourth horizontal support columns are arranged along the height direction of the third support columns. S306: The outer support frame is connected to the first inner template by the first horizontal support rod to complete the installation of the first inner template.

[0010] According to the technical solutions provided in certain embodiments of the present invention, step S4 includes: S401: Connect the second main beam to the second inner template; S402: Install a second adjustable bracket at the top of each of the first support columns, the second adjustable bracket being located at the top of the annular support frame; S403: Embed the second main rib into the second adjustable bracket, and adjust the length of the screw of the second adjustable bracket to make it press against the second main rib, so as to complete the installation of the second inner template.

[0011] According to the technical solutions provided in certain embodiments of the present invention, foundation external formwork construction is carried out based on the foundation slab reinforcement and column reinforcement, including: S601: Multiple first outer formwork panels are arranged on the outside of the foundation slab reinforcement. Adjacent first outer formwork panels are connected by fasteners. Steel wire ropes are installed on the outside of the multiple first outer formwork panels. The steel wire ropes are used to lock the first outer formwork panels. S602: Multiple second outer formwork panels are arranged on the outside of the column reinforcement. Adjacent second outer formwork panels are connected by fasteners. Steel wire ropes are installed on the outside of the multiple second outer formwork panels. The steel wire ropes are used to lock the second outer formwork panels.

[0012] In summary, this invention provides a construction method for a formwork support system for a hybrid tower wind turbine foundation, comprising: S1: pouring a concrete cushion layer in the construction area of ​​the hybrid tower wind turbine foundation, and constructing the tension chamber bottom slab reinforcement on the concrete cushion layer according to the preset position of the tension chamber bottom slab reinforcement; S2: setting support members at the bottom of each first support column included in the annular support column assembly, the support members being used to increase the bottom contact area of ​​the first support column; and arranging them on the concrete cushion layer according to the preset position of the annular support column assembly; erecting the transverse horizontal bars and longitudinal horizontal bars with the corresponding first support columns to form an annular support frame; S3: placing the first inner formwork on the outside of the annular support frame, and simultaneously... Step S4: Erect a central support frame inside the annular support frame, and connect the central support frame to the first inner template through a first horizontal support rod to complete the installation of the first inner template; the central support frame includes an inner support frame and an outer support frame that cooperate and overlap with each other; Step S5: Install a second inner template on top of the annular support frame; Step S6: Place the third inner template on top of the second inner template according to the preset position of the third inner template, and connect the central support frame and the third inner template through a second horizontal support rod; Step S7: Tie the foundation plate reinforcement and the column reinforcement according to the preset positions of the foundation plate and the column reinforcement, and carry out the foundation outer template construction based on the foundation plate reinforcement and the column reinforcement to complete the construction of the mixed tower wind turbine foundation template support system.

[0013] This invention constructs a ring-shaped support frame by combining a first supporting upright with horizontal and vertical horizontal bars, providing stable support for the first and second inner formwork. Simultaneously, the use of padding components increases the contact area between the first supporting upright and the concrete pad, effectively preventing the ring-shaped support frame and the first and second inner formwork from sinking. The central support frame stabilizes the first inner formwork with a first horizontal support rod and supports the third inner formwork with a second horizontal support rod. Combined with the construction of the foundation outer formwork, this achieves reasonable reinforcement of the mixed-tower wind turbine foundation formwork, ultimately improving construction economy while ensuring construction quality.

[0014] It should be understood that the descriptions of technical features, technical solutions, beneficial effects, or similar language in this invention do not imply that all features and advantages can be achieved in any single embodiment. Rather, it is understood that the description of a feature or beneficial effect means that a specific technical feature, technical solution, or beneficial effect is included in at least one embodiment. Therefore, the descriptions of technical features, technical solutions, or beneficial effects in this specification do not necessarily refer to the same embodiment. Furthermore, the technical features, technical solutions, and beneficial effects described in this embodiment can be combined in any suitable manner. Those skilled in the art will understand that embodiments can be implemented without one or more specific technical features, technical solutions, or beneficial effects of a particular embodiment. In other embodiments, additional technical features and beneficial effects may be identified in specific embodiments that do not embody all embodiments. Attached Figure Description

[0015] To more clearly illustrate the technical solutions in the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0016] Figure 1 A schematic flowchart illustrating a construction method for a mixed-tower wind turbine foundation formwork support system provided in an embodiment of the present invention; Figure 2 A schematic diagram illustrating the process of step S1 provided in an embodiment of the present invention; Figure 3 A flowchart illustrating step S2 provided in an embodiment of the present invention; Figure 4 A schematic diagram illustrating the process of step S3 provided in an embodiment of the present invention; Figure 5 This is a schematic diagram illustrating the process of step S4 provided in an embodiment of the present invention; Figure 6 A schematic diagram illustrating the process of step S6 provided in an embodiment of the present invention; Figure 7 This is a schematic diagram of the structure of the annular support frame provided in an embodiment of the present invention; Figure 8 This is a schematic diagram of the structure of the central support frame provided in an embodiment of the present invention; Figure 9 This is a schematic diagram of the support component provided in an embodiment of the present invention; Figure 10 A schematic diagram showing the installation relationship between the first inner template, the second inner template, the third inner template, and the grouting groove provided in an embodiment of the present invention; Figure 11 This is a schematic diagram illustrating the installation relationship between the first outer template and the second outer template provided in an embodiment of the present invention. Figure 12 This is a schematic diagram of the installation position of the wire rope provided in an embodiment of the present invention.

[0017] The text labels in the image represent: 1. Circular support frame; 101. First support upright; 102. Horizontal bar; 103. Longitudinal horizontal bar; 2. Central support frame; 201. Inner support frame; 2011. Second support upright; 2012. Third horizontal support rod; 202. Outer support frame; 2021. Third support upright; 2022. Fourth horizontal support rod; 203. Horizontal tie rod; 3. First horizontal support rod; 4. First inner formwork; 5. Second inner formwork; 6. Third inner formwork; 7. Support components; 701. Vertical reinforcement; 702. Limiting reinforcement; 703. Steel sheet; 8. First adjustable support; 9. Second horizontal support rod; 10. First outer formwork; 11. Second outer formwork; 12. Grouting groove; 13. Steel wire rope. Detailed Implementation

[0018] To enable those skilled in the art to better understand the technical solutions of the present invention, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. This description is merely illustrative and explanatory, and should not be construed as limiting the scope of protection of the present invention in any way. Specifically, the described embodiments are only some embodiments of the present invention, not all embodiments. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without creative effort should fall within the scope of protection of the present invention.

[0019] It should be noted that similar reference numerals and letters in the following figures denote similar items; therefore, once an item is defined in one figure, it does not need to be further defined and explained in subsequent figures. Furthermore, the terms "comprising" and "having," and any variations thereof, are intended to cover non-exclusive inclusion. For example, a process, method, system, product, or apparatus that comprises a series of steps or units is not necessarily limited to those steps or units explicitly listed, but may include other steps or units not explicitly listed or inherent to such process, method, product, or apparatus.

[0020] As the core load-bearing structure of a wind power generation system, the foundation of a hybrid tower wind turbine has extremely unique engineering characteristics. In terms of structural scale, the diameter of mainstream hybrid tower wind turbine foundations can typically reach 20-30m, and the diameter of some large units even exceeds 35m. The amount of foundation concrete poured is generally 500-1000m³. 3The sheer size of the formwork means it must withstand concrete lateral pressure and vertical loads far exceeding those of conventional building foundations. Furthermore, the complexity of its internal structure poses a severe challenge to the design and construction of the support system. It not only includes conventional components such as the ring-shaped foundation slab and columns, but also integrates irregularly shaped critical areas like tension chambers and anchorage ends. These areas, needing to withstand the enormous tensile and torque forces generated during wind turbine operation, are typical high-stress-concentration, high-load conditions, with local stress values ​​reaching 3-5 times that of conventional areas. Under such demanding conditions, the formwork support system not only needs sufficient overall rigidity to control structural geometric deformation, but also must achieve precise force transfer in irregularly shaped, high-stress areas to prevent local instability.

[0021] However, traditional support systems generally exhibit unavoidable technical defects when dealing with the complex cavities and irregular structures of such large ring foundations, leading to a dual dilemma of quality and safety hazards and low economic efficiency. On the one hand, if traditional full-span scaffolding or simple ring support schemes are used, the lack of specialized reinforcement design results in insufficient local stiffness of the support system. During concrete pouring, this can cause formwork bulging and even displacement in some areas. This not only compromises the dimensional accuracy of the foundation but also introduces safety hazards such as stress concentration and structural fatigue during wind turbine operation. On the other hand, to mitigate these quality risks, some construction companies adopt over-reinforcement strategies, such as increasing the spacing between support uprights, using heavy steel to replace conventional scaffolding materials, and adding multiple layers of redundant horizontal tie rods. While this approach can improve the stability of the support system to some extent, it introduces significant economic problems.

[0022] Therefore, please refer to the following for the above questions. Figure 1 This embodiment provides a construction method for a formwork support system for a hybrid tower wind turbine foundation, including: S1: Pour a concrete cushion layer in the construction area of ​​the mixed tower wind turbine foundation, and construct the tension chamber bottom slab reinforcement on the concrete cushion layer according to the preset position of the tension chamber bottom slab reinforcement. Specifically, pouring a concrete cushion layer within the construction area of ​​the hybrid tower wind turbine foundation transforms uneven and soil-homogeneous ground into a level construction base surface with uniform elevation, providing a construction reference surface for subsequent construction steps. Simultaneously, it isolates the superstructure from the influence of moisture and impurities in the foundation. The tension chamber, as the stress core area of ​​the wind turbine foundation, must withstand the enormous tensile and torque forces generated by the wind turbine's operation over a long period. The reinforcing steel bars in the tension chamber's bottom slab, laid at predetermined positions, form an integral load-bearing structure with the subsequently poured concrete, jointly resisting the tensile and torque forces in this area and ensuring the structural performance of the wind turbine foundation.

[0023] S2: A support member 7 is provided at the bottom of each of the first support uprights 101 included in the annular support upright assembly. The support member 7 is used to increase the bottom contact area of ​​the first support upright 101. The annular support upright assembly is arranged on the concrete pad according to the preset position of the annular support upright assembly. The transverse horizontal bar 102 and the longitudinal horizontal bar 103 are respectively erected with the corresponding first support upright 101 to form the annular support frame 1. For details, please refer to Figure 9 Support members 7 are provided at the bottom of each first support pole 101 included in the annular support pole assembly. This increases the contact area between the first support pole 101 and the concrete pad, distributing the load on the first support pole 101 according to the pressure principle and preventing the first support pole 101 from sinking due to concentrated force. The annular support pole assembly is then positioned on the concrete pad according to preset locations, such as... Figure 7 As shown, multiple first support uprights 101 are arranged in a ring. Horizontal bars 102 and vertical bars 103 are respectively erected with the corresponding first support uprights 101 to form a ring support frame 1. The ring structure itself has excellent lateral stiffness, which can resist the radial thrust generated by the lateral pressure of concrete on the subsequent formwork; at the same time, the horizontal bars 102 and vertical bars 103 can limit the deformation of the first support uprights 101, improving the stability of the ring support frame 1.

[0024] S3: The first inner template 4 is placed on the outside of the ring support frame 1, and the central support frame 2 is erected inside the ring support frame 1 at the same time. The central support frame 2 is connected to the first inner template 4 through the first horizontal support rod 3 to complete the installation of the first inner template 4. The central support frame 2 includes an inner support frame 201 and an outer support frame 202 that cooperate with each other. For details, please refer to Figure 10The first inner template 4 is the lower inner template of the tensioning chamber. The first inner template 4 is placed outside the annular support frame 1, and adjacent first inner templates 4 are fixed with bolts. The annular contour of the annular support frame 1 serves as the outer support reference for the first inner template 4, ensuring that the first inner template 4 can be installed in a circular shape. Simultaneously, a central support frame 2 is erected inside the annular support frame 1. The central support frame 2 is connected to the first inner template 4 via a first horizontal support rod 3. This allows the first inner template 4 to receive stable support from the outside of the annular support frame 1, while simultaneously transferring the lateral load generated during concrete pouring and the self-weight of the first inner template 4 to the central support frame 2 via the first horizontal support rod 3. This distributes the load between the two support frames, thereby improving the stability and lateral displacement resistance of the first inner template 4. The central support frame 2 is formed by the inner support frame 201 and the outer support frame 202 overlapping each other. The double-layer overlapping structure can improve the overall rigidity and deformation resistance of the central support frame 2 and avoid the stress instability caused by the large span of a single frame.

[0025] S4: Install the second inner template 5 on the top of the ring support frame 1; For details, please refer to Figure 10 The second inner template 5 is fan-shaped. When installing the second inner template 5 on the top of the annular support frame 1, multiple fan-shaped second inner templates 5 are sequentially spliced ​​along the top edge of the annular frame, using the annular outline of the top of the annular support frame 1 as a reference. Adjacent second inner templates 5 are then connected by bolts to form a complete annular inner template structure. Since the annular support frame 1 has formed a stable annular force-bearing system through previous construction, its top can provide a flat and sufficiently rigid support base, which can directly bear the self-weight of the second inner template 5. At the same time, the small size of each fan-shaped template facilitates hoisting and installation. The annular accuracy can be finely adjusted by adjusting the splicing position of each template to ensure that the center of the annular circle after the second inner template 5 is spliced ​​coincides with the center of the annular circle of the first inner template 4, thereby ensuring construction accuracy.

[0026] S5: The third inner template 6 is placed on the second inner template 5 according to the preset position of the third inner template 6, and the central support frame 2 and the third inner template 6 are connected by the second horizontal support rod 9. For details, please refer to Figure 10The third inner formwork 6 is the inner formwork on the upper side of the tensioning chamber. When installing the third inner formwork 6 on top of the second inner formwork 5, the top end face of the second inner formwork 5 is used as the vertical support reference. Simultaneously, the calibrated annular center of the second inner formwork 5 is used as a positioning reference to ensure that the third inner formwork meets the design requirements in both vertical elevation and horizontal annular position, avoiding misalignment defects in concrete forming due to formwork misalignment. Since the third inner formwork 6 is located in the upper part of the foundation, it will bear significant lateral pressure during subsequent concrete pouring. Relying solely on the support of the lower second inner formwork 5 is insufficient to guarantee its stability. Therefore, it needs to be connected to the central support frame 2 via the second horizontal support rod 9. This not only transfers the lateral load borne by the third inner formwork 6 to the central support frame 2, distributing the load, but also constrains the radial deformation of the third inner formwork 6 in the horizontal direction, preventing bulging or displacement. In this embodiment, the circular diameter of the third inner formwork 6 is 5.8m. The third inner formwork 6 is a composite steel formwork with a panel thickness of 3.5mm and a height of 2.0m. The second horizontal support rod 9 is made of steel pipe with an outer diameter of 48mm and a wall thickness of 2.5mm, but the choice can be made according to the actual construction situation, and no specific limitation is made here. In addition, a grouting groove 12 can be installed on the upper side of the third inner formwork 6 to guide the flow of grout in the subsequent concrete pouring process, avoid grout leakage or voids during the pouring process, and improve the overall density and integrity of the wind turbine foundation.

[0027] S6: Based on the preset positions of the foundation slab and columns, tie the reinforcing bars of the foundation slab and columns, and construct the external formwork of the foundation based on the reinforcing bars of the foundation slab and columns to complete the construction of the formwork support system for the mixed tower wind turbine foundation.

[0028] Specifically, the foundation slab refers to the bottom ring-shaped load-bearing structure of the hybrid tower wind turbine foundation, and the abutment refers to the ring-shaped structure extending upwards from the outside of the tensioning chamber. Based on the predetermined positions of the foundation slab and abutment, the reinforcing steel bars of the foundation slab and abutment are tied. The external formwork of the foundation is then constructed based on these reinforcing steel bars. The rigidity of the reinforcing steel cage provides internal support to the external formwork, ensuring that the external formwork conforms to the design contours of the foundation slab and abutment. Simultaneously, through the synergistic effect of the external formwork and reinforcing steel bars, it is ensured that the foundation slab and abutment formed after concrete pouring meet the design requirements.

[0029] This invention utilizes a ring-shaped support frame constructed with a first supporting upright, horizontal bars, and vertical bars to provide stable support for the first and second inner formwork. By employing padding components, the contact area between the first supporting upright and the concrete pad is increased, preventing the ring-shaped support frame and the first and second inner formwork from sinking. The central support frame stabilizes the first inner formwork with a first horizontal support rod and supports the third inner formwork with a second horizontal support rod. Combined with the construction of the foundation outer formwork, this invention achieves reasonable reinforcement of the mixed-tower wind turbine foundation formwork, improving construction economy while ensuring construction quality.

[0030] In a preferred embodiment, step S1 includes: S101: Level the ground in the construction area of ​​the hybrid tower wind turbine foundation, and pour a concrete cushion layer on the leveled ground. S102: According to the preset position of the bottom slab reinforcement of the tension chamber, lay the lower bottom slab reinforcement of the tension chamber on the concrete cushion; tie U-shaped bars on the lower bottom slab reinforcement of the tension chamber; and tie the upper bottom slab reinforcement of the tension chamber on the U-shaped bars.

[0031] Specifically, such as Figure 2 As shown, leveling the foundation in the construction area involves eliminating slope, pits, and uneven soil texture through earthwork leveling and compaction. This ensures a uniform distribution of the foundation's bearing capacity and prevents stress imbalance and cracking of the subsequent concrete cushion layer due to uneven foundation conditions. Based on the pre-set positions of the tension chamber's bottom slab reinforcement, the lower layer of tension chamber bottom slab reinforcement is laid on the concrete cushion layer, and the upper layer of tension chamber bottom slab reinforcement is tied to the U-shaped bars. The U-shaped bars tied to the lower layer of tension chamber bottom slab reinforcement serve as connecting members between the two layers of reinforcement, controlling the spacing between them and fixing the vertical position of the upper layer of tension chamber bottom slab reinforcement, preventing displacement during concrete pouring. This reinforcement method enhances the shear and tensile strength of the tension chamber bottom slab, forming an integral load-bearing structure with the subsequently poured concrete, reducing the risk of foundation cap deformation and cracking under high stress conditions. In addition, concrete pads should be placed under the bottom slab reinforcement of the tension chamber to control the thickness (protective layer thickness) between the bottom slab reinforcement and the concrete pad, and to prevent the bottom slab reinforcement from directly contacting the concrete pad, thereby improving the service life of the bottom slab reinforcement.

[0032] In a preferred embodiment, the support member 7 includes: a vertical steel bar 701, a limiting steel bar 702, and a steel sheet 703, and the first support column 101 is hollow inside; Step S2 includes: S201: Vertical reinforcing bars 701 are inserted into each first support column 101. One end of the vertical reinforcing bar 701 is located inside the first support column 101, and a limiting reinforcing bar 702 is welded at the connection position between the vertical reinforcing bar 701 and the first support column 101. The other end of the vertical reinforcing bar 701 extends out of the first support column 101 and is welded to the steel sheet 703 to complete the setting of the support component 7. S202: Confirm the preset position of each first support pole 101 in the ring support pole assembly, and arrange the ring support pole assembly on the corresponding position of the concrete pad according to the preset position of each first support pole 101. S203: Based on the completed ring support pole assembly, multiple longitudinal horizontal poles 103 are arranged along the height direction of each first support pole 101, and multiple transverse horizontal poles 102 are arranged along the height direction of each first support pole 101 to form a ring support frame 1. Both ends of the horizontal bar 102 and the vertical bar 103 are connected to the adjacent first support pole 101 by right-angle fasteners; the connection point between the horizontal bar 102 and the first support pole 101 and the connection point between the vertical bar 103 and the first support pole 101 do not coincide.

[0033] Specifically, such as Figure 3 and Figure 9 As shown, the support member 7 includes vertical reinforcing bars 701, limiting reinforcing bars 702, and steel plates 703. Vertical reinforcing bars 701 are inserted into the interior of each first support column 101, with one end of each bar located inside the column and the other end extending out and welded to the steel plate 703. The steel plate 703 increases the contact area between the first support column 101 and the concrete pad, distributing the load on the upper part of the column 101 and preventing the annular support frame and the first inner formwork 4 and second inner formwork 5 from sinking. Limiting reinforcing bars 702 are welded to both sides of the connection point between the vertical reinforcing bars 701 and the first support column 101 to limit the relative displacement between them. In this embodiment, a vertical steel bar 701 with a diameter of 25mm, a limiting steel bar 702 with a diameter of 14mm, and a steel sheet 703 with a side length of 50mm and a thickness of 8mm are selected. The vertical steel bar 701 extends into the first support pole 101 to a depth of 150mm, but it can be selected according to the actual construction situation, and no specific limitation is made here.

[0034] Confirm the preset positions of each first support column 101 in the annular support column assembly, and according to the preset positions of each first support column 101, arrange the annular support column assembly at the corresponding positions on the concrete pad. For example... Figure 7As shown, in this embodiment, the first support poles 101 are arranged in a ring, and three first support poles 101 are equally spaced along the same radial direction. The first support poles 101 are made of steel pipes with an outer diameter of 48mm and a wall thickness of 2.5mm. The radial spacing H1 between the three first support poles 101 is 500~650mm, and the perpendicular radial spacing H2 between two adjacent first support poles 101 is 520~710mm. However, these can be selected according to the actual construction situation, and no specific limitation is made here.

[0035] like Figure 7 As shown, based on the completed ring-shaped support pole assembly, three transverse horizontal poles 102 are arranged along the height direction of each first support pole 101. Starting from the top surface of the concrete foundation, the spacing of the three longitudinal horizontal poles 103 are 500mm, 700mm, and 600mm, respectively. Each transverse horizontal pole 102 is connected to three first support poles 101 at equal intervals along the same radial direction, and is connected to each first support pole 101 by right-angle fasteners. Both ends of each transverse horizontal pole 102 extend at least 100mm beyond the first support pole 101. Three longitudinal horizontal poles 103 are arranged along the height direction of each first support pole 101, perpendicular to the transverse horizontal poles 102. The three longitudinal horizontal poles 103 are positioned above the three transverse horizontal poles 102, and are all connected to two adjacent first support poles 101 by right-angle fasteners. Both ends of each longitudinal horizontal pole 103 extend at least 100mm beyond the first support pole 101. The connection point between the horizontal bar 102 and the first support column 101 and the connection point between the longitudinal horizontal bar 103 and the first support column 101 do not coincide. In this embodiment, both the horizontal bar 102 and the longitudinal horizontal bar 103 are made of steel pipe with an outer diameter of 48 mm and a wall thickness of 2.5 mm.

[0036] In a preferred embodiment, the first inner template 4 is positioned on the outside of the annular support frame 1, including: S301: Connect the first main beam to the first inner template 4; S302: Install a first adjustable support 8 at one end of each horizontal bar 102 near the first inner template 4. The first adjustable support 8 is located on the outside of the annular support frame 1. S303: Insert the first main rib into the first adjustable support 8, and adjust the length of the screw of the first adjustable support 8 to make it press against the first main rib, so as to complete the connection between the first inner template 4 and the outer side of the annular support frame 1.

[0037] Specifically, such as Figure 4As shown, the first main rib is connected to the first inner formwork 4. The function of the main rib is to evenly distribute the loads such as the concrete lateral pressure and self-weight borne by the first inner formwork 4 in the transverse direction, preventing the first inner formwork 4 from deforming due to excessive local stress, and at the same time providing a rigid carrier for the subsequent connection with the first adjustable support 8. The first adjustable support 8 is installed at the end of each transverse horizontal bar 102 near the first inner formwork 4 (i.e., the outer side of the ring support frame 1). The first main rib is embedded into the first adjustable support 8, and the length of the screw of the first adjustable support 8 is adjusted to make it tighten against the first main rib, thereby completing the connection between the first inner formwork 4 and the outer side of the ring support frame 1. In this embodiment, the first main rib adopts the form of a double steel pipe with an outer diameter of 48mm and a wall thickness of 2.5mm. The first adjustable support 8 is a U-shaped spiral adjustable support. The diameter of the circle formed by splicing the first inner formwork 4 is 8.6m. The first inner formwork 4 is a combined steel formwork with a panel thickness of 3.5mm and a height of 1.6m. However, the choice can be made based on the actual construction situation, and no specific restrictions are made here.

[0038] In a preferred embodiment, a central support frame 2 is simultaneously erected inside the annular support frame 1, and the central support frame 2 is connected to the first inner template 4 via a first horizontal support rod 3 to complete the installation of the first inner template 4; the central support frame 2 includes an inner support frame 201 and an outer support frame 202 that cooperate and overlap with each other, including: S304: Confirm the center of the ring support frame 1 according to its specifications; S305: The central support frame 2 is placed at the center of the annular support frame 1. The geometric centers of the inner support frame 201 and the outer support frame 202 of the central support frame 2 coincide and are on the same straight line as the center of the annular support frame 1. The outer support frame 202 is located outside the inner support frame 201 and is connected to the inner support frame 201 by a horizontal tie rod 203 to form the central support frame 2. The inner support frame 201 includes a second support column 2011 arranged circumferentially along its geometric center, and a third horizontal support column 2012 for connecting adjacent second support columns 2011, and multiple third horizontal support columns 2012 are arranged along the height direction of the second support columns 2011. The outer support frame 202 includes a third support column 2021 arranged circumferentially along its geometric center, and a fourth horizontal support column 2022 for connecting adjacent third support columns 2021, and multiple fourth horizontal support columns 2022 are arranged along the height direction of the third support columns 2021. S306: The outer support frame 202 is connected to the first inner template 4 by the first horizontal support rod 3 to complete the installation of the first inner template 4.

[0039] Specifically, such as Figure 4 and Figure 8 As shown, the center of the annular support frame 1 is determined according to its specifications and marked on the concrete pad. Using the marked center of the annular support frame 1 as the geometric center of the inner support frame 201 and the outer support frame 202, lines are laid out at the corresponding positions on the concrete pad according to the design dimensions of the inner and outer support frames 201 and 202. Based on the laid-out positions of the inner and outer support frames 201 and 202, the inner and outer support frames of the central support frame 2 are positioned at the center of the annular support frame 1, ensuring that the geometric centers of the inner and outer support frames of the central support frame 201 and 202 coincide and are on the same straight line as the center of the annular support frame 1. The outer support frame 202 is located outside the inner support frame 201 and is connected to the inner support frame 201 via a horizontal tie rod 203 to form the central support frame 2. In this embodiment, the inner support frame 201 includes four second support columns 2011 arranged circumferentially along its geometric center, and a third horizontal support column 2012 for connecting adjacent second support columns 2011. Multiple third horizontal support columns 2012 are arranged along the height direction of the second support columns 2011. Measured from the top surface of the concrete pad, the spacing between third horizontal support columns 2012 at different heights is 700mm, 500mm, 600mm, 500mm, 700mm, and 700mm, respectively. The outer support frame 202 includes four third support uprights 2021 arranged circumferentially along its geometric center, and fourth horizontal support rods 2022 for connecting adjacent third support uprights 2021. Multiple fourth horizontal support rods 2022 are arranged along the height direction of the third support uprights 2021. Measured from the top surface of the concrete pad, the spacing between fourth horizontal support rods 2022 at different heights is 700mm, 500mm, 600mm, 500mm, 700mm, and 700mm, respectively. After the central support frame 2 is erected, the outer support frame 202 is connected to the first inner formwork 4 via first horizontal support rods 3 to provide lateral support for the first inner formwork 4. Multiple first horizontal support rods 3 are also arranged along the height direction of the third support uprights 2021, with the same height distribution as the fourth horizontal support rods 2022, and multiple first horizontal support rods 3 are also arranged within the same height range. In this embodiment, the height of the annular support frame 1 is 2.1m, the height of the central support frame 2 is 4m, the inner support frame 201 is a rectangle with a side length of 1m, and the outer support frame 202 is a rectangle with a side length of 3m. The second support pole 2011, the third horizontal support pole 2012, the third support pole 2021, the fourth horizontal support pole 2022, the horizontal tie rod 203, and the first horizontal support pole 3 are all made of steel pipe with an outer diameter of 48mm and a wall thickness of 2.5mm.

[0040] In a preferred embodiment, step S4 includes: S401: Connect the second main beam to the second inner template 5; S402: Install a second adjustable bracket at the top of each of the first support uprights 101. The second adjustable bracket is located at the top of the annular support frame 1. S403: Insert the second main rib into the second adjustable bracket, and adjust the length of the screw of the second adjustable bracket to make it press against the second main rib, so as to complete the installation of the second inner template 5.

[0041] Specifically, such as Figure 5 As shown, the second main rib is connected to the second inner template 5 to distribute the lateral force borne by the second inner template 5. A second adjustable bracket is installed at the top of each first support column 101 (i.e., the top of the annular support frame 1). The second main rib is embedded into the second adjustable bracket, and the length of the screw of the second adjustable bracket is adjusted to tighten it against the second main rib, thus completing the installation of the second inner template 5. In this embodiment, the second main rib is a double steel pipe with an outer diameter of 48mm and a wall thickness of 2.5mm; the second adjustable bracket is a U-shaped spiral adjustable bracket. The second inner template 5 is a fan-shaped steel template with a panel thickness of 3.5mm, but this can be selected according to the actual construction situation and is not specifically limited here.

[0042] In a preferred embodiment, the construction of the foundation external formwork based on the foundation slab reinforcement and the column reinforcement includes: S601: Multiple first outer formwork 10s are arranged on the outside of the foundation slab reinforcement. Adjacent first outer formwork 10s are connected by fasteners. Steel wire ropes 13 are installed on the outside of the multiple first outer formwork 10s. The steel wire ropes 13 are used to lock the first outer formwork 10s. S602: Multiple second outer formwork panels 11 are arranged on the outside of the column reinforcement. Adjacent second outer formwork panels 11 are connected by fasteners. Steel wire ropes 13 are installed on the outside of the multiple second outer formwork panels 11. The steel wire ropes 13 are used to lock the second outer formwork panels 11.

[0043] Specifically, such as Figure 11 and Figure 12As shown, multiple first outer formwork panels 10 are arranged outside the foundation slab reinforcement. Adjacent first outer formwork panels 10 are connected by fasteners, and steel wire ropes 13 are installed on the outside of the multiple first outer formwork panels 10 to lock them in place. Similarly, multiple second outer formwork panels 11 are arranged outside the column reinforcement. Adjacent second outer formwork panels 11 are connected by fasteners, and steel wire ropes 13 are installed on the outside of the multiple second outer formwork panels 11 to lock them in place. In this embodiment, the fasteners are bolts, the steel wire ropes 13 have a diameter of 14mm, and four steel wire ropes 13 are arranged on the outside of the first outer formwork panels 10 and three steel wire ropes 13 are arranged on the second outer formwork panels 11. However, the specific arrangement can be adjusted according to the actual construction conditions, and no specific limitation is made here.

[0044] This invention provides a construction method for a formwork support system for a hybrid tower wind turbine foundation. A ring-shaped support frame is constructed using first support uprights, horizontal and vertical bars to provide stable support for the first and second inner formwork. Simultaneously, padding components increase the contact area between the first support uprights and the concrete pad, effectively preventing subsidence of the ring-shaped support frame and the first and second inner formwork. The central support frame stabilizes the first inner formwork with first horizontal support rods and supports the third inner formwork with second horizontal support rods. Combined with the construction of the outer foundation formwork, this achieves reasonable reinforcement of the hybrid tower wind turbine foundation formwork. Furthermore, the first support uprights are connected to the horizontal and vertical bars using right-angle couplers, ensuring high material versatility and worker familiarity. The erection of the ring-shaped inner support frame and the central support frame is relatively simple, avoiding the need for excessive and complex pre-embedded components in the concrete and improving construction efficiency. The main materials used in erecting the foundation formwork support system—steel pipes, couplers, and steel wire ropes—are reusable, reducing construction costs.

[0045] To facilitate understanding by those skilled in the art, the workflow of the construction method for a hybrid tower wind turbine foundation formwork support system provided by the present invention is as follows: The ground in the foundation construction area of ​​the hybrid tower wind turbine is leveled and a concrete cushion layer is poured; according to the preset position of the bottom plate reinforcement of the tension chamber, the lower bottom plate reinforcement of the tension chamber is laid on the concrete cushion layer, and U-shaped reinforcement and the upper bottom plate reinforcement of the tension chamber are tied; vertical reinforcement 701 is inserted into the bottom of each first support column 101, with one end extending into the interior of the first support column 101 and the other end welded to the steel sheet 703, and limiting reinforcement 702 is welded at the connection position between the vertical reinforcement 701 and the first support column 101 to form a support component 7; the ring support column assembly is arranged according to the preset position; along the height direction of the first support column 101... Arrange longitudinal horizontal bars 103 and transverse horizontal bars 102 (both ends are connected to the adjacent first support uprights 101 via right-angle fasteners, and the connection points do not coincide) to form a ring-shaped support frame 1; connect the first main rib to the first inner template 4, install the first adjustable bracket 8 at the end of the transverse horizontal bar 102 near the first inner template 4, embed the first main rib into the first adjustable bracket 8 and adjust its screw to tighten the first inner template 4; at the same time, arrange the central support frame 2 (composed of an inner support frame 201 and an outer support frame 202 connected by a horizontal tie rod 203, with the inner support frame 201 connected to the outer support frame 202 by a horizontal tie rod 203) at the center of the ring-shaped support frame 1. The supporting frame 201 includes circumferentially arranged second supporting uprights 2011 and multiple third horizontal supporting rods 2012; the outer supporting frame 202 includes circumferentially arranged third supporting uprights 2021 and multiple fourth horizontal supporting rods 2022 (the geometric centers of both are collinear with the center of the annular supporting frame 1); the outer supporting frame 202 is connected to the first inner template 4 via the first horizontal supporting rod 3, completing the installation of the first inner template 4; the second main rib is connected to the second inner template 5; a second adjustable bracket is installed at the top of the first supporting upright 101; the second main rib is embedded into the second adjustable bracket and the adjusting screw is used to tighten the second inner template 5, completing the installation. The second inner template 5 is installed on top of the ring support frame 1; the third inner template 6 is placed on top of the second inner template 5 according to the preset position, and the central support frame 2 and the third inner template 6 are connected by the second horizontal support rod 9; the corresponding steel bars are tied according to the preset positions of the foundation plate and the column; multiple first outer templates 10 are placed on the outside of the foundation plate steel bars and connected by fasteners, and steel wire ropes 13 are installed on the outside of them for locking; multiple second outer templates 11 are placed on the outside of the column steel bars and connected by fasteners, and steel wire ropes 13 are installed on the outside of them for locking; finally, the construction of the mixed tower wind turbine foundation template support system is completed.

[0046] The above description is merely a preferred embodiment of the present invention and an explanation of the technical principles employed. Those skilled in the art should understand that the scope of the invention is not limited to the specific combination of the above-described technical features, but also includes other technical solutions formed by arbitrary combinations of the above-described technical features or their equivalents without departing from the inventive concept. For example, technical solutions formed by substituting the above-described features with (but not limited to) technical features with similar functions disclosed in this invention.

Claims

1. A construction method for a formwork support system for a hybrid tower wind turbine foundation, characterized in that, include: S1: Pour a concrete cushion layer in the construction area of ​​the hybrid tower wind turbine foundation, and construct the tension chamber bottom plate reinforcement on the concrete cushion layer according to the preset position of the tension chamber bottom plate reinforcement. S2: A support member (7) is provided at the bottom of each of the first support poles (101) included in the annular support pole assembly. The support member (7) is used to increase the bottom contact area of ​​the first support pole (101). And according to the preset position of the ring support pole assembly, it is laid on the concrete pad; the horizontal bar (102) and the vertical bar (103) are respectively erected with the corresponding first support pole (101) to form a ring support frame (1). S3: The first inner template (4) is placed on the outside of the ring support frame (1), and the central support frame (2) is erected inside the ring support frame (1) at the same time. The central support frame (2) is connected to the first inner template (4) through the first horizontal support rod (3) to complete the installation of the first inner template (4). The central support frame (2) includes an inner support frame (201) and an outer support frame (202) that cooperate with each other. S4: Install the second inner template (5) on the top of the ring support frame (1); S5: The third inner template (6) is placed on the second inner template (5) according to the preset position of the third inner template (6), and the central support frame (2) and the third inner template (6) are connected by the second horizontal support rod (9). S6: According to the preset positions of the foundation slab and the column, tie the foundation slab reinforcement and the column reinforcement, and carry out the foundation external formwork construction based on the foundation slab reinforcement and the column reinforcement to complete the construction of the mixed tower wind turbine foundation formwork support system.

2. The construction method of the mixed-tower wind turbine foundation formwork support system according to claim 1, characterized in that, Step S1 includes: S101: Level the foundation of the construction area of ​​the hybrid tower wind turbine foundation, and pour a concrete cushion layer on the leveled foundation. S102: According to the preset position of the bottom plate reinforcement of the tension chamber, lay the lower bottom plate reinforcement of the tension chamber on the concrete cushion; tie U-shaped bars on the lower bottom plate reinforcement of the tension chamber; and tie the upper bottom plate reinforcement of the tension chamber on the U-shaped bars.

3. The construction method of the mixed-tower wind turbine foundation formwork support system according to claim 1, characterized in that, The support member (7) includes: vertical steel bar (701), limiting steel bar (702) and steel sheet (703), and the first support pole (101) is hollow inside; Step S2 includes: S201: Insert vertical steel bars (701) into each of the first support poles (101), with one end of the vertical steel bar (701) located inside the first support pole (101), and weld a limiting steel bar (702) at the connection position between the vertical steel bar (701) and the first support pole (101); the other end of the vertical steel bar (701) extends out of the first support pole (101) and is welded to the steel sheet (703) to complete the setting of the support member (7); S202: Confirm the preset position of each first support pole (101) in the annular support pole assembly, and arrange the annular support pole assembly on the corresponding position of the concrete pad according to the preset position of each first support pole (101). S203: Based on the completed ring support pole assembly, multiple longitudinal horizontal poles (103) are arranged along the height direction of each first support pole (101), and multiple transverse horizontal poles (102) are arranged along the height direction of each first support pole (101) to form the ring support frame (1). Both ends of the horizontal bar (102) and the vertical bar (103) are connected to the adjacent first support pole (101) by right-angle fasteners; the connection point between the horizontal bar (102) and the first support pole (101) and the connection point between the vertical bar (103) and the first support pole (101) do not coincide.

4. The construction method of the mixed-tower wind turbine foundation formwork support system according to claim 1, characterized in that, The first inner template (4) is placed on the outside of the annular support frame (1), including: S301: Connect the first main beam to the first inner template (4); S302: Install a first adjustable support (8) at one end of each of the transverse horizontal bars (102) near the first inner template (4), the first adjustable support (8) being located on the outside of the annular support frame (1); S303: Insert the first main rib into the first adjustable bracket (8), adjust the length of the screw of the first adjustable bracket (8) to make it press against the first main rib, so as to complete the connection between the first inner template (4) and the outer side of the annular support frame (1).

5. The construction method of the mixed-tower wind turbine foundation formwork support system according to claim 1, characterized in that, A central support frame (2) is erected simultaneously inside the annular support frame (1), and the central support frame (2) is connected to the first inner template (4) via a first horizontal support rod (3) to complete the installation of the first inner template (4); the central support frame (2) includes an inner support frame (201) and an outer support frame (202) that overlap and cooperate with each other, including: S304: Confirm the center of the annular support frame (1) according to its specifications; S305: The central support frame (2) is placed at the center of the annular support frame (1). The geometric centers of the inner support frame (201) and the outer support frame (202) of the central support frame (2) coincide and are on the same straight line as the center of the annular support frame (1). The outer support frame (202) is located outside the inner support frame (201) and is connected to the inner support frame (201) by a horizontal tie rod (203) to form the central support frame (2). The inner support frame (201) includes a second support column (2011) arranged circumferentially along its geometric center, and a third horizontal support column (2012) for connecting adjacent second support columns (2011), and multiple third horizontal support columns (2012) are arranged along the height direction of the second support columns (2011). The outer support frame (202) includes a third support column (2021) arranged circumferentially along its geometric center, and a fourth horizontal support column (2022) for connecting adjacent third support columns (2021), and multiple fourth horizontal support columns (2022) are arranged along the height direction of the third support column (2021). S306: The outer support frame (202) is connected to the first inner template (4) by the first horizontal support rod (3) to complete the installation of the first inner template (4).

6. The construction method of the mixed-tower wind turbine foundation formwork support system according to claim 1, characterized in that, Step S4 includes: S401: Connect the second main beam to the second inner template (5); S402: Install a second adjustable bracket at the top of each of the first support uprights (101), the second adjustable bracket being located at the top of the annular support frame (1); S403: Insert the second main rib into the second adjustable bracket, and adjust the length of the screw of the second adjustable bracket to make it press against the second main rib, so as to complete the installation of the second inner template (5).

7. The construction method of the mixed-tower wind turbine foundation formwork support system according to claim 1, characterized in that, Foundation external formwork construction based on the aforementioned foundation slab reinforcement and column reinforcement includes: S601: Multiple first outer formwork (10) are arranged on the outside of the foundation slab reinforcement. Adjacent first outer formwork (10) are connected by fasteners. Steel wire ropes are installed on the outside of the multiple first outer formwork (10). The steel wire ropes (13) are used to lock the first outer formwork (10). S602: Multiple second outer templates (11) are arranged on the outside of the column reinforcement. Adjacent second outer templates (11) are connected by fasteners. Steel wire ropes (13) are installed on the outside of the multiple second outer templates (11) to lock the second outer templates (11).

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