A reinforcement structure for the joint of concrete ring pieces of a wind turbine power generation tower and its construction method

Abstract

The invention discloses a reinforcement structure for the joint seams of concrete ring pieces of a wind turbine power generation tower, comprising a tower formed by splicing more than one concrete ring piece together, a protective layer of a certain thickness is provided on the outer wall of the concrete ring piece, a plurality of annular steel bars for fixing are provided in the protective layer, and joint seams are formed between adjacent concrete ring pieces, and steel bar implantation holes are respectively provided in all the joint seams, and a plurality of steel bar implantation holes are evenly distributed on the same joint seam, and steel bars are respectively implanted in all the steel bar implantation holes, and the inner ends of the steel bar implantation holes are close to the inner side wall of the protective layer of the concrete ring piece. The original glue and drilling chips can be completely removed during the drilling process, and the construction quality is reliable; the steel bar planting construction process is mature and reliable, and the cost is low; the steel rod installation holes are symmetrically and staggeredly arranged in batches to ensure the connection strength of the connected parts, and it is also beneficial to take into account the optimization of the construction process, first construct the area with less stress, and then construct the area with concentrated stress, so as to ensure the safety of the construction process.

Description

Technical Field

[0001] The invention belongs to the construction technology of a wind turbine power generation tower, and in particular relates to a repair and reinforcement technology for splicing seams of concrete ring pieces of a wind turbine power generation tower. Background Art

[0002] The wind turbine generator towers in the prior art are all provided with connecting rings at the roots to reinforce the connection of the wind turbine generator towers. According to the current specifications and data atlases, there are currently two commonly used reinforcement methods for the concrete rings of wind turbine generator towers: one is to reinforce with steel wrapping; the other is to remove the glue at the joints and then re-inject glue for reinforcement.

[0003] The first reinforcement method mentioned above requires a large amount of steel and anchor bolts, which is very costly. At the same time, the large number of anchor bolt holes caused damage to the original structure. The second reinforcement method makes it difficult to ensure that the original glue layer is cleanly removed and the construction quality cannot be guaranteed.

[0004] In order to meet the safety requirements of the concrete ring structure of the wind turbine tower, including safety during construction and use, while keeping the cost low and not affecting the appearance, a new technical solution is needed with a more reasonable structure, more reliable connection, more convenient construction, low cost and a neat appearance. Summary of the invention

[0005] The purpose of the present invention is to overcome the defects of the prior art wind turbine tower concrete ring segment reinforcement structure, such as the large amount of materials used, high cost, damage to the original structure, difficulty in ensuring the clean removal of the original adhesive layer, and inability to ensure construction quality, and to propose a new technical solution, which has a more reasonable structure, more reliable connection, more convenient construction, low cost and neat appearance for repairing and reinforcing the splicing seams of the concrete ring segments of the wind turbine power generation tower.

[0006] The objective of the present invention is achieved through the following technical solutions:

[0007] A reinforcement structure for the joints of concrete ring segments of a wind turbine power generation tower comprises a tower formed by mutually splicing more than one concrete ring segments, wherein the concrete ring segments are called upper concrete ring segments and lower concrete ring segments according to their relative positions on the tower, a protective layer of a certain thickness is provided on the outer wall of the concrete ring segment, a plurality of annular steel bars for fixing are provided in the protective layer, joints are formed between adjacent concrete ring segments, all the joints are respectively provided with steel bar implantation holes, a plurality of steel bar implantation holes are evenly distributed on the same joint, steel bars are respectively implanted in all the steel bar implantation holes, the inner ends of the steel bar implantation holes are close to the inner side walls of the protective layer of the concrete ring segment but do not pass through to prevent the annular steel bars in the protective layer of the concrete ring segment from being damaged, the outer ends of the steel bars are close to the inner side walls of the concrete ring segment, a special adhesive is poured into the gap formed between the outer ends of the steel bars and the inner side walls of the concrete ring segment, and in the steel bar implantation holes.

[0008] In a preferred embodiment, steel bars are implanted in the steel bar implantation holes and poured with special adhesives, the inner sides of the upper concrete ring piece and the lower concrete ring piece are lined with reinforcing steel plates, and the reinforcing steel plates are simultaneously connected to the upper concrete ring piece and the lower concrete ring piece, and the joint seam is close to the transverse center line of the reinforcing steel plate, and a plurality of transverse steel rod mounting holes are arranged in a radial array along the upper concrete ring piece, the lower concrete ring piece and the periphery of the reinforcing steel plate, the steel rod mounting holes penetrate the reinforcing steel plates, and the steel rod mounting holes do not penetrate the side walls of the upper concrete ring piece and the lower concrete ring piece, and the steel rod mounting holes include an upper half and a lower half, and the upper half of the steel rod mounting holes has two rows, and the arrangement order of the two rows of steel rod mounting holes is staggered, forming a triangular wave shape; similarly, the lower half of the steel rod mounting holes is provided with two rows of steel rod mounting holes, and the arrangement order of the two rows of steel rod mounting holes in the lower half is staggered, also forming a triangular wave shape, and steel rods are installed in the steel rod mounting holes.

[0009] In a preferred embodiment, the diameter of the steel bar implantation hole is larger than the thickness of the joint between the upper concrete ring piece and the lower concrete ring piece, so as to facilitate the cleaning of the original special adhesive in the joint. The diameter of the steel bar implantation hole is smaller than twice the thickness of the concrete protective layer of the concrete ring piece, so as to allow the steel bar to avoid the annular steel bar in the protective layer of the concrete ring piece and prevent the outer wall structure of the upper concrete ring piece and the lower concrete ring piece from being damaged.

[0010] Preferably, the depth of the steel bar implantation hole is the thickness of the concrete ring segment side wall minus twice the diameter of the steel bar implantation hole, so that the steel bar avoids the annular steel bar in the protective layer of the concrete ring segment and prevents the outer side wall structure of the upper concrete ring segment and the lower concrete ring segment from being damaged.

[0011] Preferably, the thickness of the reinforcement steel plates is 8-12 mm.

[0012] In a preferred embodiment, the radial angles of two adjacent steel rod mounting holes in the same row relative to the centers of the upper and lower concrete ring pieces are 15°.

[0013] In a preferred embodiment, the steel rod is a hexagonal bolt or a stud; the mechanical property of the hexagonal bolt is grade 8.8, and the specification is M30×150mm; the preload force of the hexagonal bolt is 0.7-0.85σ s .

[0014] A construction method for reinforcing a structure of a splicing seam of a concrete ring piece of a wind turbine power generation tower comprises the following steps:

[0015] (1) Remove the aged special adhesive and remove the old special adhesive inside the joints of the concrete ring segments of the wind turbine power tower;

[0016] (2) Processing steel bar implantation holes, drilling holes at the joints of the concrete ring segments of the wind turbine power generation tower. The drilling requirements are: the diameter of the steel bar implantation hole is larger than the thickness of the joints between the upper concrete ring segment and the lower concrete ring segment, so as to remove all the original special adhesives, and is less than twice the thickness of the concrete protective layer of the concrete ring segment. The depth of the steel bar implantation hole is the thickness of the side wall of the concrete ring segment minus twice the diameter of the steel bar implantation hole; the drilling needs to be carried out in multiple batches and symmetrically, first constructing the area with less stress, and then constructing the area with concentrated stress, to avoid drilling too many holes at one time, which will cause too much damage to the original structure and affect the structural safety; all steel bar implantation holes are evenly distributed on the same joint and cover the joint;

[0017] (3) Implanting steel bars: Implant steel bars into the steel bar implantation holes. Requirements for implanting steel bars: When implanting steel bars, they must be implanted in multiple batches and symmetrically. First, the area with less stress should be constructed, and then the area with concentrated stress should be constructed to avoid implanting too many steel bars at one time, which may cause too much damage to the original structure and affect the structural safety.

[0018] (4) A special adhesive is poured into the gap formed between the outer end of the steel bar and the inner wall of the concrete ring piece, as well as into the steel bar implantation hole.

[0019] The beneficial effects of the present invention are:

[0020] 1. The original glue and drilling chips can be completely removed during the drilling process, and the construction quality is reliable;

[0021] 2. The construction technology of rebar planting is mature and reliable with low cost;

[0022] 3. Set the steel rod installation holes symmetrically and staggered in batches to ensure the connection strength of the connected parts, and also help optimize the construction process. First construct the area with less stress, then the area with concentrated stress, to ensure the safety of the construction process;

[0023] 4. The inner side of the concrete ring is reinforced without affecting the appearance of the facade.

[0024] 5. It is practical to use a transversely inserted steel rod, which can simplify the process, save materials and costs, and the connection and fixing effect is equally reliable. Because from a structural point of view, the device is actually composed of three cylinders nested together, and the only freedom that needs to be constrained is the axial movement and the rotation around the central axis. Such constraints can be completely solved by a transverse steel rod, and the load borne by the steel rod is actually only focused on coping with shear force;

[0025] 6. The steel rod mounting holes are distributed in a triangular waveform, which is conducive to increasing and balancing the distance between holes and avoiding excessive weakening of the strength indicators of the connected parts due to drilling;

[0026] 7. Low manufacturing cost and good economic benefits. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Figure 1 It is a schematic diagram of the planar structure of an embodiment of the concrete ring plate reinforcement of the present application.

[0028] Figure 2 It is a schematic diagram of the planar structure of another embodiment of the concrete ring reinforcement of the present application.

[0029] Figure 3 yes Figure 2 AA cross-sectional diagram of ;

[0030] Figure 4 yes Figure 2 Schematic diagram of the reinforcement hole array in the B-direction view.

[0031] Symbols in the figure: concrete ring segment 1; protective layer of concrete ring segment 2; steel bar 3; upper concrete ring segment 11; lower concrete ring segment 22; joint seam 33; reinforcing steel plate 44; steel rod mounting hole 66; steel rod 77; upper edge 88; lower edge 99; hexagonal head bolt 100. DETAILED DESCRIPTION

[0032] The following is a detailed description of an embodiment of the present invention in conjunction with the accompanying drawings: This embodiment is implemented on the premise of the technical solution of the present invention, and a detailed implementation method and a specific operation process are given, but the protection scope of the present invention is not limited to the following embodiments.

[0033] Embodiment 1: A reinforcement structure for the joints of concrete ring segments of a wind turbine power generation tower, comprising a tower formed by splicing more than one concrete ring segments together, wherein the concrete ring segments are called upper concrete ring segments and lower concrete ring segments according to their relative positions on the tower, and a protective layer of a certain thickness is provided on the outer wall of the concrete ring segment, wherein a plurality of annular steel bars for fixing are provided in the protective layer, and joints are formed between adjacent concrete ring segments, wherein all the joints are provided with steel bar implantation holes, wherein a plurality of steel bar implantation holes are evenly distributed on the same joint, and steel bars are implanted in all the steel bar implantation holes, wherein the inner ends of the steel bar implantation holes are close to the inner wall of the protective layer of the concrete ring segment but do not pass through, so as to prevent the annular steel bars in the protective layer of the concrete ring segment from being damaged, and the outer ends of the steel bars are close to the inner wall of the concrete ring segment, and a special adhesive is poured into the gap formed between the outer ends of the steel bars and the inner wall of the concrete ring segment, and in the steel bar implantation holes. Figure 1 .

[0034] Embodiment 2: A reinforcement structure for the joint of concrete ring segments of a wind turbine power generation tower, wherein the concrete ring segments are respectively spliced ​​into an upper concrete ring segment 11 and a lower concrete ring segment 22, and the upper concrete ring segment 11 and the lower concrete ring segment 22 are spliced ​​to form an integral concrete ring segment of a power generation tower. The inner side of the joint 33 between the upper concrete ring segment 11 and the lower concrete ring segment 22 is lined with a reinforcing steel plate 44, and the thickness of the reinforcing steel plate 44 is 8-12 mm. In this embodiment, the thickness of the reinforcing steel plate 44 is preferably 10 mm. Figure 2 .

[0035] There is a steel bar implantation hole at the concrete ring segment joint 33. The diameter of the steel bar implantation hole is larger than the width of the joint and smaller than twice the thickness of the concrete protective layer of the concrete ring segment. The purpose is to avoid the steel bars originally set in the concrete ring segment. The steel bar implantation hole is implanted with steel bars and poured with special adhesive.

[0036] The concrete ring segment is divided into an upper concrete ring segment 11 and a lower concrete ring segment 22. A steel bar implantation hole is provided at the joint of the upper concrete ring segment 11 and the lower concrete ring segment 22. Steel bars are implanted in the steel bar implantation holes and poured with special adhesive. The inner side surfaces of the upper concrete ring segment 11 and the lower concrete ring segment 22 are lined with a reinforcing steel plate 44. The reinforcing steel plate 44 is connected to the upper concrete ring segment 11 and the lower concrete ring segment 22 at the same time. The joint is close to the transverse center line of the reinforcing steel plate 44. A radial array is provided along the upper concrete ring segment 11 and the lower concrete ring segment 22 and the periphery of the reinforcing steel plate 44. A plurality of transverse steel rod mounting holes 66 are arranged, the steel rod mounting holes 66 penetrate the reinforcing steel plate 44, and the steel rod mounting holes 66 do not penetrate the side walls of the upper concrete ring piece 11 and the lower concrete ring piece 22. The steel rod mounting holes 66 include an upper half and a lower half. The upper half of the steel rod mounting holes 66 has two rows, and the arrangement order of the two rows of steel rod mounting holes 66 is staggered, forming a triangular wave shape; similarly, the lower half of the steel rod mounting holes 66 is provided with two rows of steel rod mounting holes 66, and the arrangement order of the two rows of steel rod mounting holes in the lower half is staggered, also forming a triangular wave shape, and steel rods 77 are installed in the steel rod mounting holes 66. See Figure 3 , Figure 4 .

[0037] The radial angles of two adjacent steel bar implantation holes in the same row relative to the centers of the upper and lower concrete ring pieces are 15°.

[0038] The steel bars and the steel rod 77 are threaded steel made of low-carbon alloy steel.

[0039] The significance of using transversely inserted steel rods 77 is that it can simplify the process, save materials and costs, and the connection and fixing effect is equally reliable. Because from a structural point of view, the device is actually composed of three cylinders that are nested together. The only degrees of freedom that need to be constrained are axial movement and rotation around the central axis. Such constraints can be completely solved by using transverse steel rods 77, and the load borne by the steel rods 77 is actually only focused on dealing with shear forces.

[0040] When installing the device, first remove the aged special adhesive, and then drill holes in the joint seams 33 of the concrete ring pieces of the wind turbine power generation tower. As mentioned above, the diameter of the drilled hole should be larger than the width of the joint seams 33 and smaller than twice the thickness of the concrete layer of the concrete ring piece to avoid the steel bars in the concrete ring piece. The drilling depth is the thickness of the side wall of the concrete ring piece minus twice the drilling diameter.

[0041] Then, steel bars are implanted at the drilling locations and special adhesives are poured in. In addition, according to the process requirements, drilling and reinforcing bar implantation should be carried out in multiple batches and symmetrically, first constructing the area with less stress, then constructing the area with concentrated stress, to avoid drilling too many holes at one time, which will cause too much damage to the original structure and affect the structural safety.

[0042] Embodiment 3: A reinforcement structure for the joint of a concrete ring of a wind turbine power generation tower, wherein the steel rod is composed of a hexagonal bolt 100 or a stud. The mechanical property of the hexagonal bolt 100 is grade 8.8, and the specification is M30×150mm; the installation preload of the hexagonal bolt 100 is 0.7-0.85σ s . See Figure 3 .

[0043] A construction method for reinforcing a structure of a splicing seam of a concrete ring piece of a wind turbine power generation tower according to the present invention comprises the following steps:

[0044] (1) Remove the aged special adhesive and remove the old special adhesive inside the joints of the concrete ring segments of the wind turbine power tower;

[0045] (2) Processing steel bar implantation holes, drilling holes at the joints of the concrete ring segments of the wind turbine power generation tower. The drilling requirements are: the diameter of the steel bar implantation hole is larger than the thickness of the joints between the upper concrete ring segment and the lower concrete ring segment, so as to remove all the original special adhesives, and is less than twice the thickness of the concrete protective layer of the concrete ring segment. The depth of the steel bar implantation hole is the thickness of the side wall of the concrete ring segment minus twice the diameter of the steel bar implantation hole; the drilling needs to be carried out in multiple batches and symmetrically, first constructing the area with less stress, and then constructing the area with concentrated stress, to avoid drilling too many holes at one time, which will cause too much damage to the original structure and affect the structural safety; all steel bar implantation holes are evenly distributed on the same joint and cover the joint;

[0046] (3) Implanting steel bars: Implant steel bars into the steel bar implantation holes. Requirements for implanting steel bars: When implanting steel bars, they must be implanted in multiple batches and symmetrically. First, the area with less stress should be constructed, and then the area with concentrated stress should be constructed to avoid implanting too many steel bars at one time, which may cause too much damage to the original structure and affect the structural safety.

[0047] (4) A special adhesive is poured into the gap formed between the outer end of the steel bar and the inner wall of the concrete ring piece, as well as into the steel bar implantation hole.

[0048] The above shows and describes the basic principles and main features of the present invention and the advantages of the present invention. It should be understood by those skilled in the art that the present invention is not limited to the above embodiments. The above embodiments and descriptions are only for explaining the principles of the present invention. Without departing from the spirit and scope of the present invention, the present invention may have various changes and improvements, which fall within the scope of the present invention to be protected. The scope of protection of the present invention is defined by the attached claims and their equivalents.

Claims

1. A reinforcement structure for the joints of concrete ring segments of a wind turbine power generation tower. It is characterized in that The tower comprises more than one concrete ring segments spliced ​​together, wherein the concrete ring segments are called upper concrete ring segments and lower concrete ring segments according to their relative positions on the tower, a protective layer of a certain thickness is provided on the outer wall of the concrete ring segment, a plurality of annular steel bars for fixing are provided in the protective layer, a splicing seam is formed between adjacent concrete ring segments, all the splicing seams are provided with steel bar implantation holes, a plurality of steel bar implantation holes are evenly distributed on the same splicing seam, steel bars are implanted in all the steel bar implantation holes, the inner ends of the steel bar implantation holes are close to the inner wall of the protective layer of the concrete ring segment but do not pass through to prevent the annular steel bars in the protective layer of the concrete ring segment from being damaged, the outer ends of the steel bars are close to the inner wall of the concrete ring segment, a special adhesive is poured into the gap formed between the outer ends of the steel bars and the inner wall of the concrete ring segment, and in the steel bar implantation holes; The diameter of the steel bar implantation hole is larger than the thickness of the joint between the upper concrete ring piece and the lower concrete ring piece, so as to facilitate the removal of the original special adhesive in the joint. The diameter of the steel bar implantation hole is smaller than twice the thickness of the concrete protective layer of the concrete ring piece, so as to make the steel bar avoid the annular steel bar in the protective layer of the concrete ring piece and prevent the outer wall structure of the upper concrete ring piece and the lower concrete ring piece from being damaged. The depth of the steel bar implantation hole is the thickness of the concrete ring segment side wall minus twice the diameter of the steel bar implantation hole, so that the steel bar avoids the annular steel bar in the protective layer of the concrete ring segment and prevents the outer wall structure of the upper concrete ring segment and the lower concrete ring segment from being damaged.

2. A reinforcement structure for the joints of concrete ring segments of a wind turbine power generation tower according to claim 1, It is characterized in that A steel bar implantation hole is provided at the joint of the upper concrete ring piece and the lower concrete ring piece, and steel bars are implanted in the steel bar implantation hole and poured with a special adhesive. The inner side surfaces of the upper concrete ring piece and the lower concrete ring piece are lined with a reinforcing steel plate, and the reinforcing steel plate is connected to the upper concrete ring piece and the lower concrete ring piece at the same time. The joint is close to the transverse center line of the reinforcing steel plate. A plurality of transverse steel rod mounting holes are provided along the radial array of the upper concrete ring piece, the lower concrete ring piece and the periphery of the reinforcing steel plate. The steel rod mounting holes penetrate the reinforcing steel plate, and the steel rod mounting holes do not penetrate the side walls of the upper concrete ring piece and the lower concrete ring piece. The steel rod mounting holes include an upper half and a lower half. The upper half of the steel rod mounting holes has two rows, and the arrangement order of the two rows of steel rod mounting holes is staggered, presenting a triangular wave shape. Similarly, the lower half of the steel rod mounting holes is provided with two rows of steel rod mounting holes, and the arrangement order of the two rows of steel rod mounting holes in the lower half is staggered, also presenting a triangular wave shape, and steel rods are installed in the steel rod mounting holes.

3. A reinforcement structure for the joints of concrete ring segments of a wind turbine power generation tower according to claim 2, It is characterized in that The thickness of the reinforcement steel plates is 8-12 mm.

4. A reinforcement structure for the joints of concrete ring segments of a wind turbine power generation tower according to claim 2, It is characterized in that The radial angles of two adjacent steel rod mounting holes in the same row relative to the centers of the upper and lower concrete ring pieces are 15°.

5. A reinforcement structure for the joints of concrete ring segments of a wind turbine power generation tower according to claim 2, It is characterized in that The distance between the steel bar embedding hole and the edge of the outer steel plate, and the distance between adjacent rows of steel rod mounting holes are as follows: in the upper half of the outer steel plate, the distance between the upper edge of the outer steel plate and the first row of steel rod mounting holes in the upper half is 50mm; the distance between the first row of steel rod mounting holes in the upper half and the second row of steel rod mounting holes in the upper half is 150mm; the distance between the second row of steel rod mounting holes in the upper half and the joint of the upper and lower concrete ring segments is 150mm; the distance between the joint of the upper and lower concrete ring segments and the first row of steel rod mounting holes in the lower half is 150mm; the distance between the first row of steel rod mounting holes in the lower half and the second row of steel rod mounting holes in the lower half is 150mm; the distance between the second row of steel rod mounting holes in the lower half and the lower edge of the outer steel plate is 50mm.

6. A reinforcement structure for the joints of concrete ring segments of a wind turbine power generation tower according to claim 2, It is characterized in that The steel bars and the steel rods are threaded steels made of low-carbon alloy steel.

7. A reinforcement structure for the joints of concrete ring segments of a wind turbine power generation tower according to claim 2, It is characterized in that The steel rod is a hexagonal bolt or a stud; the mechanical property of the hexagonal bolt is 8.8, and the specification is M30×150mm; the preload force of the hexagonal bolt is 0.7-0.85σ s .

8. A construction method for reinforcing the structure of the joint seams of concrete ring segments of a wind turbine power generation tower as claimed in claim 1, comprising the following steps: (1) Remove the aged special adhesive and remove the old special adhesive inside the joints of the concrete ring segments of the wind turbine power tower; (2) Processing steel bar implantation holes, drilling holes at the joints of the concrete ring segments of the wind turbine power generation tower. The drilling requirements are: the diameter of the steel bar implantation hole is larger than the thickness of the joints between the upper concrete ring segment and the lower concrete ring segment, so as to facilitate the removal of all the original special adhesives, and is less than twice the thickness of the concrete protective layer of the concrete ring segment. The depth of the steel bar implantation hole is the thickness of the side wall of the concrete ring segment minus twice the diameter of the steel bar implantation hole; the drilling needs to be carried out in multiple batches and symmetrically, first constructing the area with less stress, and then constructing the area with concentrated stress, to avoid drilling too many holes at one time, which will cause too much damage to the original structure and affect the structural safety; all steel bar implantation holes are evenly distributed on the same joint and cover the joint; (3) Implanting steel bars: Implant steel bars into the steel bar implantation holes. Requirements for implanting steel bars: When implanting steel bars, they must be implanted in multiple batches and symmetrically. First, the area with less stress should be constructed, and then the area with concentrated stress should be constructed to avoid implanting too many steel bars at one time, which may cause too much damage to the original structure and affect the structural safety. (4) A special adhesive is poured into the gap formed between the outer end of the steel bar and the inner wall of the concrete ring piece, as well as into the steel bar implantation hole.

Images