Steel plate-concrete composite tower and construction method thereof

Abstract

The application discloses a kind of steel plate-concrete composite tower drum and its construction method, including steel structure main body and the concrete being poured in the inside of steel structure main body, the steel structure main body includes by upper and lower sequentially connected multilayer annular steel structure tower section, the annular steel structure tower section includes sequentially spliced multiple sheet-shaped prefabricated parts along the circumference direction, each sheet-shaped prefabricated part includes concentrically arranged inner side steel plate and outer side steel plate, the outer wall of the inner side steel plate is provided with inner side oblique stiffening rib, the inner wall of the outer side steel plate is provided with outer side oblique stiffening rib at the position corresponding to inner side oblique stiffening rib, the edge of the upper and lower ends of the outer wall of the inner side steel plate is respectively provided with inner side annular stiffening rib, the inner wall of the outer side steel plate is provided with outer side annular stiffening rib at the position corresponding to inner side annular stiffening rib. The application can effectively improve the stress performance of tower drum and material utilization, reduce cost, and promote the further landing of flat-rate wind power.

Description

Technical Field

[0001] The present invention relates to the technical field of wind turbine towers, and in particular to a steel plate-concrete combined tower and a construction method thereof. Background Art

[0002] The tower structure used in wind turbines primarily bears bending and torque forces. Currently, the main tower types used in onshore wind turbines include steel towers, concrete towers, steel-concrete composite towers, and truss towers. Compared to steel towers, steel-concrete composite towers offer advantages such as greater rigidity and economic savings; compared to concrete towers, steel-concrete composite towers offer advantages such as convenient construction and efficient material utilization. However, existing steel-concrete composite towers have not effectively optimized their internal structures based on the tower's stress characteristics. Current research and development focuses on optimizing the internal structure based on the tower's stress characteristics to further improve the tower's stress performance and material utilization, reduce costs, and promote the development of affordable wind power. Summary of the Invention

[0003] The purpose of the present invention is to overcome the shortcomings of the existing technology and provide a steel plate-concrete composite tower. The interior of the tower is improved according to the stress characteristics of the tower. A stable "triangular" load-bearing truss is formed by oblique stiffening ribs, circumferential stiffening ribs and concrete wrapped inside. It can effectively improve the stress performance and material utilization rate of the tower, reduce costs, and promote the further implementation of parity wind power.

[0004] Another object of the present invention is to provide a construction method for a steel plate-concrete composite tower.

[0005] The purpose of the present invention is achieved through the following technical solutions:

[0006] A steel plate-concrete composite tower comprises a steel structure main body and concrete cast inside the steel structure main body, the steel structure main body comprises a multi-layer annular steel structure tower section connected in sequence from top to bottom, the annular steel structure tower section comprises a plurality of sheet prefabricated parts spliced ​​in sequence along the circumferential direction, each sheet prefabricated part comprises an inner steel plate and an outer steel plate arranged concentrically, an inner oblique stiffening rib is provided on the outer wall of the inner steel plate, an outer oblique stiffening rib is provided on the inner wall of the outer steel plate at a position corresponding to the inner oblique stiffening rib, an inner annular stiffening rib is provided at the edges of the upper and lower ends of the outer wall of the inner steel plate, and an outer annular stiffening rib is provided on the inner wall of the outer steel plate at a position corresponding to the inner annular stiffening rib, a stable "triangular" load-bearing truss is formed by the inner oblique stiffening ribs, the outer oblique stiffening ribs, the inner annular stiffening ribs, the outer annular stiffening ribs and the concrete wrapped between all the stiffening ribs, thereby improving the load-bearing performance of the tower.

[0007] Furthermore, a plurality of inner longitudinal stiffening ribs are arranged at equal intervals on the outer wall of the inner steel plate.

[0008] Furthermore, each inner longitudinal stiffening rib is composed of a plurality of inner local longitudinal stiffening ribs arranged at equal intervals along the longitudinal direction.

[0009] Furthermore, a plurality of outer longitudinal stiffening ribs are arranged at equal intervals on the inner wall of the outer steel plate.

[0010] Furthermore, each outer longitudinal stiffening rib is composed of a plurality of outer partial longitudinal stiffening ribs arranged at equal intervals along the longitudinal direction.

[0011] Furthermore, the inner oblique stiffening ribs and the outer oblique stiffening ribs are both in a herringbone shape, and there are two inner oblique stiffening ribs and two outer oblique stiffening ribs respectively.

[0012] Furthermore, two adjacent layers of annular steel structure tower sections are staggered along the circumferential direction.

[0013] Another object of the present invention is achieved through the following technical solutions:

[0014] A construction method for a steel plate-concrete composite tower, comprising:

[0015] S1. Weld inner oblique stiffening ribs in a herringbone shape on the outer wall of the inner steel plate, and weld inner circumferential stiffening ribs at the upper and lower edges of the outer wall; weld outer oblique stiffening ribs in a herringbone shape on the inner wall of the outer steel plate at positions corresponding to the inner oblique stiffening ribs, and weld outer circumferential stiffening ribs on the inner wall at positions corresponding to the inner circumferential stiffening ribs;

[0016] S2. Welding the outer steel plate and the inner steel plate together using steel bars or steel plates to complete the production of multiple sheet-shaped prefabricated parts;

[0017] S3. Sequentially splicing multiple sheet-like prefabricated parts along the circumferential direction, welding the two outer steel plates of two adjacent sheet-like prefabricated parts to each other, and welding the two inner steel plates to each other, to complete the production of multiple single-layer annular steel structure tower sections;

[0018] S4. Rotate multiple single-layer annular steel structure tower segments from top to bottom by a preset angle layer by layer, and weld the two outer steel plates of the upper and lower adjacent annular steel structure tower segments to each other, and weld the two inner steel plates to each other, to complete the fabrication of the steel structure main body;

[0019] S5. Use the main steel structure as a concrete pouring template, pour concrete between the outer steel plate and the inner steel plate, and complete the production of the steel plate-concrete composite tower.

[0020] Furthermore, the concrete is high-strength concrete or ultra-high performance concrete.

[0021] Further, in step S1, multiple inner longitudinal stiffening ribs are welded at equal intervals on the outer wall of the inner steel plate, and each inner longitudinal stiffening rib is composed of multiple inner local longitudinal stiffening ribs arranged at equal intervals along the longitudinal direction. Multiple outer longitudinal stiffening ribs are welded at equal intervals on the inner wall of the outer steel plate, and each outer longitudinal stiffening rib is composed of multiple outer local longitudinal stiffening ribs arranged at equal intervals along the longitudinal direction.

[0022] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0023] 1. The present invention forms an annular structure through the annular stiffening ribs of multiple sheet-like prefabricated parts spliced ​​in sequence along the circumferential direction, and forms an annular steel tube concrete structure together with the annular structure, inner steel plate, outer steel plate and internal concrete of the adjacent annular steel structure tower section, which can effectively compensate for the negative impact of weak welds between tower sections of each layer; the inclined steel tube concrete structure is formed by the oblique stiffening ribs, inner steel plate, outer steel plate and internal concrete, which serves as the main load-bearing component in the vertical and torsional directions, and can effectively enhance the bending and torsional resistance of the tower; the annular steel tube concrete structure and the oblique steel tube concrete structure form a "triangular" steel tube concrete load-bearing truss, and the oblique steel tube concrete structure can transfer the main load to the intersection node and then to the annular steel tube concrete structure, and then the annular steel tube concrete structure further transfers the main load to the lower oblique steel tube concrete structure, thereby optimizing the force path of the tower and improving the force-bearing performance of the tower.

[0024] 2. The present invention wraps the oblique stiffening ribs, the circumferential stiffening ribs and the longitudinal stiffening ribs with concrete, and the stiffening ribs provide linear constraints on the inner and outer steel plates, which can improve the local buckling performance of the inner and outer steel plates and enhance the stress strength of the inner and outer steel plates.

[0025] 3. The present invention provides oblique stiffening ribs and circumferential stiffening ribs. When the bearing capacity decreases, the concrete is in a relatively high three-dimensional constraint state. According to the steel tube concrete theory, the compressive strength and ductility of the concrete can be improved.

[0026] 4. The steel structure body of the present invention can be used as a formwork for concrete pouring. Compared with traditional concrete towers, it has the advantage of no formwork and reduces costs. In addition, due to the full utilization of steel and concrete strength, the present invention has a lighter weight than traditional concrete towers under the same bearing capacity, further reducing the cost of the foundation and promoting the parity of wind power.

[0027] 5. Compared to traditional steel towers, this invention offers superior fire resistance. Concrete is poured between the inner and outer steel plates, making the tower stiffer than a pure steel tower. Furthermore, due to the lower cost of concrete, the tower construction cost can be significantly reduced for the same load-bearing capacity. BRIEF DESCRIPTION OF THE DRAWINGS

[0028] Figure 1 It is an overall schematic diagram of the combined tower of the present invention.

[0029] Figure 2 It is a structural schematic diagram of a single-layer annular steel structure tower section of the present invention.

[0030] Figure 3 It is a schematic structural diagram of a single sheet-like preform of the present invention.

[0031] Figure 4 It is a structural schematic diagram of the inner steel plate of the present invention.

[0032] Figure 5 It is a structural schematic diagram of the outer steel plate of the present invention.

[0033] Figure 6 It is a schematic diagram of the forces inside the combined tower of the present invention.

[0034] Figure 7 Schematic diagram of the splicing of sheet-like preforms of the present invention. DETAILED DESCRIPTION

[0035] In order to make the purpose, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are part of the embodiments of the present invention, not all the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention.

[0036] Example 1:

[0037] like Figures 1 to 5 As shown, this embodiment provides a steel plate-concrete composite tower, including a steel structure main body and concrete cast inside the steel structure main body. The steel structure main body includes multiple layers of annular steel structure tower sections connected in sequence from top to bottom, and the two adjacent layers of annular steel structure tower sections are staggered along the circumferential direction. Each layer of annular steel structure tower section includes multiple sheet-like prefabricated parts 1 spliced ​​in sequence along the circumferential direction. This embodiment takes six pieces as an example.

[0038] Specifically, each sheet preform 1 includes an inner steel plate 101 and an outer steel plate 102 arranged concentrically. An inner oblique stiffening rib 1011 is provided on the outer wall of the inner steel plate 101. In this embodiment, the inner oblique stiffening rib 1011 is in a herringbone shape and there are two of them. An outer oblique stiffening rib 1021 is provided on the inner wall of the outer steel plate 102 at a position corresponding to the inner oblique stiffening rib 1011. In this embodiment, the outer oblique stiffening rib 1021 is in a herringbone shape and there are two of them. Inner annular stiffening ribs 1012 are respectively provided at the edges of the upper and lower ends, and outer annular stiffening ribs 1022 are provided on the inner wall of the outer steel plate 102 and at positions corresponding to the inner annular stiffening ribs 1012. A stable "triangular" load-bearing truss is formed by the inner oblique stiffening ribs 1011, the outer oblique stiffening ribs 1021, the inner annular stiffening ribs 1012, the outer annular stiffening ribs 1022 and the concrete wrapped between all the stiffening ribs, which can optimize the force path of the tower and improve the force performance of the tower.

[0039] Specifically, a plurality of inner longitudinal stiffening ribs are arranged at equal intervals on the outer wall of the inner steel plate 101 , and each inner longitudinal stiffening rib is composed of a plurality of inner local longitudinal stiffening ribs 1013 arranged at equal intervals along the longitudinal direction.

[0040] Specifically, a plurality of outer longitudinal stiffening ribs are arranged at equal intervals on the inner wall of the outer steel plate 102 , and each outer longitudinal stiffening rib is composed of a plurality of outer local longitudinal stiffening ribs 1023 arranged at equal intervals along the longitudinal direction.

[0041] Under the same steel content, the structure of this embodiment can effectively improve the lateral stiffness and strength of steel-concrete, and can enhance the overall bending moment and torque resistance of the tower used in the wind turbine.

[0042] This embodiment welds a certain number of stiffening ribs on the outer and inner walls of the inner and outer steel plates respectively. The stiffening ribs are gripped and bonded by the concrete, providing linear constraints to the inner and outer steel plates, effectively tightening the inner and outer steel plates to prevent local buckling of the inner and outer steel plates, and improving the buckling resistance of the steel plates. For the internal concrete, the inner and outer steel plates can effectively constrain the internal concrete, so that the internal concrete is in a three-phase constraint state, thereby improving the compressive strength of the concrete. An oblique steel tube concrete structure is formed by the inner oblique stiffening ribs, the outer oblique stiffening ribs, the outer steel plate, the inner steel plate and the concrete wrapped therein. An annular steel tube concrete structure is formed by the inner annular stiffening ribs, the outer annular stiffening ribs, the outer steel plate, the inner steel plate and the concrete wrapped therein. Then, the oblique steel tube concrete structure and the annular steel tube concrete structure together form a "triangular" steel tube concrete load-bearing truss, which greatly optimizes the external stress of the tower and has good stress stability. The stress on the internal compression side of the tower is as follows: Figure 6 As shown by the arrow in the middle, the force direction on the tensile side is opposite.

[0043] Example 2:

[0044] This embodiment provides a construction method for a steel plate-concrete composite tower, comprising:

[0045] S1. Welding a herringbone-shaped inner oblique stiffening rib on the outer wall of the inner steel plate, and respectively welding an inner circumferential stiffening rib at the edges of the upper and lower ends of the outer wall, and welding a plurality of inner longitudinal stiffening ribs at equal intervals on the outer wall, each inner longitudinal stiffening rib consisting of a plurality of inner local longitudinal stiffening ribs arranged at equal intervals along the longitudinal direction; welding a herringbone-shaped outer oblique stiffening rib at positions on the inner wall of the outer steel plate corresponding to the inner oblique stiffening ribs, and welding an outer circumferential stiffening rib at positions on the inner wall corresponding to the inner circumferential stiffening ribs, and welding a plurality of outer longitudinal stiffening ribs at equal intervals on the inner wall, each outer longitudinal stiffening rib consisting of a plurality of outer local longitudinal stiffening ribs arranged at equal intervals along the longitudinal direction;

[0046] S2. Welding the outer steel plate and the inner steel plate together using steel bars or steel plates to complete the production of multiple sheet-shaped prefabricated parts;

[0047] S3, splicing multiple sheet prefabricated parts in sequence along the circumferential direction, that is, the two outer steel plates of two adjacent sheet prefabricated parts are welded correspondingly, and the two inner steel plates are welded correspondingly, such as Figure 7 As shown, the production of multiple single-layer ring-shaped steel structure tower segments is completed;

[0048] S4. Rotate multiple single-layer annular steel structure tower segments by 30 degrees from top to bottom, and weld the two outer steel plates of the upper and lower adjacent annular steel structure tower segments to each other, and weld the two inner steel plates to each other, to complete the production of the steel structure main body;

[0049] S5. Use the main steel structure as a concrete pouring template, pour concrete between the outer steel plate and the inner steel plate, and complete the production of the steel plate-concrete composite tower.

[0050] In this embodiment, it is recommended to use high-strength concrete or ultra-high performance concrete, and the fine aggregate ratio can be increased according to needs.

[0051] The steel plate-concrete composite tower produced in this embodiment can be connected to the upper steel tower and the bottom foundation by anchor (screw) bolt connection, prestressed connection, welding, etc. according to actual needs.

[0052] The above is only a preferred embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any technician familiar with the technical field can make equivalent replacements or changes based on the technical solution and invention concept of the present invention within the scope disclosed by the present invention, which falls within the scope of protection of the present invention.

Claims

1. A construction method for a steel plate-concrete composite tower, characterized by: The steel plate-concrete composite tower comprises a steel structure body and concrete poured inside the steel structure body, the steel structure body comprises a multi-layer annular steel structure tower section connected in sequence from top to bottom, the annular steel structure tower section comprises a plurality of sheet prefabricated parts spliced ​​in sequence along the circumferential direction, each sheet prefabricated part comprises an inner steel plate and an outer steel plate arranged concentrically, an inner oblique stiffening rib is arranged on the outer wall of the inner steel plate, and an outer oblique stiffening rib is arranged on the inner wall of the outer steel plate at a position corresponding to the inner oblique stiffening rib. Ribs, the inner oblique stiffening ribs and the outer oblique stiffening ribs are both in a herringbone shape, inner circumferential stiffening ribs are respectively provided at the edges of the upper and lower ends of the outer wall of the inner steel plate, and outer circumferential stiffening ribs are provided on the inner wall of the outer steel plate at positions corresponding to the inner circumferential stiffening ribs. A stable "triangular" load-bearing truss is formed by the inner oblique stiffening ribs, the outer oblique stiffening ribs, the inner circumferential stiffening ribs, the outer circumferential stiffening ribs and the concrete wrapped between all the stiffening ribs, thereby improving the load-bearing performance of the tower; The construction method of the steel plate-concrete composite tower comprises: S1. Weld inner oblique stiffening ribs in a herringbone shape on the outer wall of the inner steel plate, and weld inner circumferential stiffening ribs at the upper and lower edges of the outer wall; weld outer oblique stiffening ribs in a herringbone shape on the inner wall of the outer steel plate at positions corresponding to the inner oblique stiffening ribs, and weld outer circumferential stiffening ribs on the inner wall at positions corresponding to the inner circumferential stiffening ribs; S2. Welding the outer steel plate and the inner steel plate together using steel bars or steel plates to complete the production of multiple sheet-shaped prefabricated parts; S3. Sequentially splicing multiple sheet-like prefabricated parts along the circumferential direction, welding the two outer steel plates of two adjacent sheet-like prefabricated parts to each other, and welding the two inner steel plates to each other, to complete the production of multiple single-layer annular steel structure tower sections; S4. Rotate multiple single-layer annular steel structure tower segments from top to bottom by a preset angle layer by layer, and weld the two outer steel plates of the upper and lower adjacent annular steel structure tower segments to each other, and weld the two inner steel plates to each other, to complete the fabrication of the steel structure main body; S5. Use the main steel structure as a concrete pouring template, pour concrete between the outer steel plate and the inner steel plate, and complete the production of the steel plate-concrete composite tower.

2. The construction method of the steel plate-concrete composite tower according to claim 1, characterized in that: A plurality of inner longitudinal stiffening ribs are arranged on the outer wall of the inner steel plate at equal intervals.

3. The construction method of the steel plate-concrete composite tower according to claim 2, characterized in that: Each inner longitudinal stiffening rib is composed of a plurality of inner local longitudinal stiffening ribs arranged at equal intervals along the longitudinal direction.

4. The construction method of the steel plate-concrete composite tower according to claim 1, characterized in that: A plurality of outer longitudinal stiffening ribs are arranged on the inner wall of the outer steel plate at equal intervals.

5. The construction method of the steel plate-concrete composite tower according to claim 4, characterized in that: Each outer longitudinal stiffening rib is composed of a plurality of outer local longitudinal stiffening ribs arranged at equal intervals along the longitudinal direction.

6. The construction method of the steel plate-concrete composite tower according to claim 1, characterized in that: There are two inner oblique stiffening ribs and two outer oblique stiffening ribs respectively.

7. The construction method of the steel plate-concrete composite tower according to claim 1, characterized in that: The adjacent two-layer annular steel structure tower sections are staggered along the circumferential direction.

8. The construction method of the steel plate-concrete composite tower according to claim 1, characterized in that: The concrete is high-strength concrete or ultra-high performance concrete.

9. The construction method of the steel plate-concrete composite tower according to claim 1, characterized in that: In step S1, multiple inner longitudinal stiffening ribs are welded at equal intervals on the outer wall of the inner steel plate, and each inner longitudinal stiffening rib is composed of multiple inner local longitudinal stiffening ribs arranged at equal intervals along the longitudinal direction. Multiple outer longitudinal stiffening ribs are welded at equal intervals on the inner wall of the outer steel plate, and each outer longitudinal stiffening rib is composed of multiple outer local longitudinal stiffening ribs arranged at equal intervals along the longitudinal direction.

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