CN221525013U - Prefabricated assembled concrete wind power tower section of thick bamboo - Google Patents
Prefabricated assembled concrete wind power tower section of thick bamboo Download PDFInfo
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- CN221525013U CN221525013U CN202323521998.3U CN202323521998U CN221525013U CN 221525013 U CN221525013 U CN 221525013U CN 202323521998 U CN202323521998 U CN 202323521998U CN 221525013 U CN221525013 U CN 221525013U
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- 239000004567 concrete Substances 0.000 title claims abstract description 68
- 235000017166 Bambusa arundinacea Nutrition 0.000 title claims description 4
- 235000017491 Bambusa tulda Nutrition 0.000 title claims description 4
- 241001330002 Bambuseae Species 0.000 title claims description 4
- 235000015334 Phyllostachys viridis Nutrition 0.000 title claims description 4
- 239000011425 bamboo Substances 0.000 title claims description 4
- 239000011178 precast concrete Substances 0.000 claims abstract description 82
- 210000002435 tendon Anatomy 0.000 claims abstract description 48
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 39
- 230000008859 change Effects 0.000 claims abstract description 16
- 229910000831 Steel Inorganic materials 0.000 claims description 27
- 239000010959 steel Substances 0.000 claims description 27
- 230000002787 reinforcement Effects 0.000 claims description 15
- 238000004873 anchoring Methods 0.000 claims description 8
- 230000011218 segmentation Effects 0.000 claims description 2
- 230000005611 electricity Effects 0.000 claims 2
- 125000004122 cyclic group Chemical group 0.000 claims 1
- 238000005452 bending Methods 0.000 abstract description 9
- 238000010276 construction Methods 0.000 description 10
- 238000006243 chemical reaction Methods 0.000 description 5
- 238000004519 manufacturing process Methods 0.000 description 5
- 230000008901 benefit Effects 0.000 description 4
- 230000009471 action Effects 0.000 description 3
- 238000013461 design Methods 0.000 description 3
- 230000007704 transition Effects 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 239000011372 high-strength concrete Substances 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 230000006978 adaptation Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 238000003754 machining Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000010248 power generation Methods 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
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Abstract
The utility model relates to a prefabricated assembled concrete wind power tower barrel, which comprises more than two prefabricated concrete sections which are arranged up and down, wherein each prefabricated concrete section comprises a plurality of prefabricated concrete rings with the same diameter, the diameter of the lower prefabricated concrete section is larger than that of the upper prefabricated concrete section, a reinforcing layer is arranged at the abrupt change position of the section of the prefabricated assembled concrete wind power tower barrel, vertical prestressed tendons are arranged in sections of the prefabricated concrete sections, and force is transferred through the reinforcing layer to form an integral stress structure, each prefabricated concrete ring is composed of a plurality of prefabricated concrete sheets, and the prefabricated concrete sheets are connected into an annular whole through the annular prestressed tendons and high-strength bolts. By implementing the technical scheme of the utility model, the die multiplexing rate of the precast concrete piece is high, the vertical prestressed rib segmented tensioning can save the use amount of the prestressed rib, reduce the prestress loss, the circumferential prestressed rib is convenient for the integral hoisting of the precast concrete ring, and the integral bending resistance and the torsional property of the wind power tower are good.
Description
Technical Field
The utility model belongs to the technical field of wind power, and particularly relates to a prefabricated concrete tower.
Background
Wind power generation is increasingly emphasized and developed by various countries as a renewable clean energy source, and as the capacity of a wind motor increases, the height of a tower supported by the wind motor needs to be increased to obtain more wind energy, so that the design of the wind motor tower has higher requirements, so that the wind motor tower has enough strength and rigidity to resist earthquake load and wind load, and meanwhile, has stricter requirements on a construction process, and the difficulty coefficient of construction is increased.
The current mainstream wind power tower adopts a round steel pipe tower, has convenient factory processing, mature construction process and lower comprehensive cost. However, with the continuous increase of the height and the installed capacity of the tower, the steel pipe tower is often subjected to buckling deformation and even collapse accidents caused by initial defects of the steel pipe wall caused by machining and construction errors, corrosion and the like.
With the development of the fabricated building, a large number of precast concrete factories (PC factories) are distributed nationally, and precast concrete wind power tower projects start to be applied on trial. The change of the section of the tower body can be divided into three types of gradual change tower barrels (in a round table shape), abrupt change tower barrels (in a telescopic fishing rod shape) and abrupt change transition tower barrels (in a rocket shape). The gradual change tower has the advantages of completely conforming to the stress state, and has the defects of various moulds of each prefabricated section, various components, less mould allocation times, increased cost and poor economic benefit. The abrupt change tower concrete has the advantages that the components in the same segment are identical, the height of the mould is standardized, and the factory production and the hoisting are convenient; the disadvantage is that there is a sudden change in stiffness at the section sections, and the concrete usage is increased compared to a graded tower body. The abrupt transition tower is compatible with the advantages of the two types in the aspects of stress state and factory prefabrication standardization, but the vertical prestressing tendons have larger prestressing loss at the abrupt transition section of the section.
In view of the foregoing, there is a need to provide a prefabricated concrete tower with improved mold versatility, reduced prestress loss, reduced prestressing tendons, and good overall bending and torsion resistance.
Disclosure of utility model
The utility model aims to provide the prefabricated concrete tower which can improve the universality of the mould, reduce the prestress loss, save the use amount of prestress ribs and has good integral bending resistance and torsion resistance.
The above purpose is realized by the following technical scheme: the utility model provides a prefabricated assembled concrete wind power tower section, includes the precast concrete section that sets up from top to bottom more than two, the precast concrete section includes the precast concrete ring of the same diameter of multisection, and the diameter of lower part precast concrete section is greater than the diameter of upper portion precast concrete section, the cross-section abrupt change position of prefabricated assembled concrete wind power tower section is provided with the enhancement layer, precast concrete section segmentation sets up vertical prestressing tendons, and passes through the enhancement layer biography power and then forms whole atress structure, the precast concrete ring comprises a plurality of precast concrete pieces, through annular prestressing tendons and high-strength bolted connection annular whole between the precast concrete piece.
According to the utility model, the precast concrete tower barrel is vertically divided into a plurality of precast concrete segments, and the precast concrete segments arranged up and down are connected into an integral stress structure through the vertical prestressed tendons, so that the precast concrete tower barrel is subjected to prestress along the vertical subsection, the length of the prestressed tendons after the subsection is reduced, the construction of the prestressed tendons by perforation is facilitated, and meanwhile, the prestress loss under the influence of creep, pipeline friction, wind load repeated action and the like is reduced. The prefabricated pieces forming the prefabricated concrete ring in the same prefabricated concrete section are the same, the die multiplexing rate is high, the production cost is reduced, and the prefabricated concrete ring can be made of common concrete, high-strength or ultra-high-strength concrete. Meanwhile, a reinforcing layer (formed by a reinforcing member and a horizontal section of the precast concrete section connected with the reinforcing member) is arranged at the structural abrupt change position, the reinforcing layer can be used as a prestressed reinforcement tensioning end of the lower precast section and a prestressed reinforcement anchoring end of the upper precast section, and meanwhile, the reinforcing layer can be used as a maintenance and conversion platform, so that the integral bending resistance and torsion resistance of the tower can be increased under stress.
When the special anchor device is applied, the prestressed tendons in the precast concrete segments at the bottom penetrate into the reserved anchor holes of the foundation from top to bottom from the top of the reinforcing layer in the reserved corrugated pipeline, and the prestressed tendons are tensioned through the special anchor devices and tensioning equipment. The prestress rib in the second precast segment penetrates into the reserved anchor hole of the precast concrete segment from top to bottom from the reserved corrugated pipeline, and the prestress rib is tensioned through a special anchor and tensioning equipment. And the vertical prestress rib is upwards arranged until the top of the uppermost vertical prestress rib extends to the steel tower barrel and is connected with the steel tower barrel.
The reinforced layer is arranged in the precast concrete ring at the top of the precast concrete segment. Therefore, the reinforcing layer is arranged at the abrupt change of the structural section of the wind power precast concrete tower barrel, the integral bending resistance and torsion resistance of the tower barrel are improved, and the reinforcing layer is similar to a common reinforcing layer of a super high-rise building; meanwhile, the reinforcing layer is further used as a conversion platform, a tensioning construction platform and an overhaul platform.
According to a further technical scheme, the reinforcing layer comprises annular brackets protruding inside the precast concrete ring and reinforcing members connected with the annular brackets, and the reinforcing members are steel trusses or steel beams.
The further technical scheme is that the reinforcing layer is a tensioning end of a vertical prestressed rib of the lower precast concrete segment and an anchoring end of a vertical prestressed rib of the upper precast concrete segment; or the anchoring end of the vertical prestressed tendons of the lower precast concrete segment and the tensioning end of the vertical prestressed tendons of the upper precast concrete segment.
The further technical scheme is that the number of the vertical prestressed tendons is gradually reduced from bottom to top along the segmented precast concrete segments. Therefore, the prestress rib can be configured according to the least unfavorable load of the segmented wind power precast concrete tower, and compared with the prestress rib configured according to the bottom load, the steel consumption of the prestress rib can be saved; the number of the prestressed tendons is gradually reduced along the sections, and the prestressed tendons accord with the stress characteristics.
According to the further technical scheme, the precast concrete rings are connected into a whole through more than one circumferential prestressed tendons, and the splicing seams of the adjacent precast concrete pieces are connected through the high-strength bolts. The circumferential prestress rib is similar to a circumferential iron hoop of a wooden barrel, so that the concrete tower barrel unit is stressed integrally, and the circumferential prestress and the high-strength bolts strengthen the integral rigidity, particularly the torsion resistance of the section. When the tower is installed, the prefabricated concrete sheet can be assembled into a prefabricated ring on the ground, then the bolt is screwed, the annular prestressed rib is tensioned to form a whole and then hoisted, and the scheme of connecting the high-strength bolt and the annular prestressed rib after the split hoisting can be adopted.
The bottom and the top of the precast concrete section are respectively connected with the foundation and the steel tower barrel into a whole by adopting vertical prestressed tendons. When the vertical prestressed reinforcement is specifically applied, the lower part of the bottommost vertical prestressed reinforcement is anchored in a foundation, penetrates through the bottommost precast concrete segment and then extends to the bottom of the upper section of the precast concrete segment of the bottommost precast concrete segment, and then upwards extends until the top of the topmost vertical prestressed reinforcement extends to a steel tower barrel and is connected with the steel tower barrel, namely, each vertical prestressed reinforcement is connected with an upper structural component, a middle structural component and a lower structural component. The steel tower cylinder is connected with the wind power precast concrete tower cylinder in a reinforcing way through the flange plate.
Compared with the prior art, the wind power precast concrete tower barrel is vertically divided into a plurality of precast concrete segments, the sectional abrupt tower barrel is adopted, the reinforcing layer is arranged at the abrupt position of the section, the length of the prestressed rib is reduced after the section is divided, the construction of the prestressed rib is facilitated, meanwhile, the prestress loss under the influence of creep, pipeline friction, wind load repeated action and the like is reduced, the abrupt tower barrel is adopted, the components of the precast segments in each precast concrete segment are the same, the die multiplexing rate is high, the production cost is reduced, and meanwhile, the reinforcing layer is arranged at the abrupt position of the structure, so that the integral bending resistance and torsion resistance of the tower barrel can be improved; on the other hand, the precast concrete ring is connected into a precast concrete segment by adopting circumferential prestress and high-strength bolts, so that the integral rigidity, particularly the torsion resistance of the section, is enhanced.
All the components of the utility model can be prefabricated in advance in factories, can be directly assembled and completed on site, and has convenient construction and high production efficiency, and the tower barrel adopts an innovative connection mode and has reasonable force transmission.
Drawings
The accompanying drawings, which are included to provide a further understanding of the utility model and are incorporated in and constitute a part of this specification, illustrate embodiments of the utility model and together with the description serve to explain the utility model.
FIG. 1 is a schematic view of a partial cross-sectional structure of a wind power mixing tower according to another embodiment of the present utility model;
FIG. 2 is a schematic horizontal cross-sectional view of a precast concrete segment in accordance with another embodiment of the present utility model;
Fig. 3 is a schematic cross-sectional view of the precast concrete segment referred to in fig. 2 along the A-A plane.
In the figure:
1 foundation 2 prefabricated assembled concrete tower 3 steel tower 4 precast concrete section
5 Reinforcing layer 6 vertical prestressed rib 7 precast concrete annular 8 circumferential prestressed rib
9 High-strength bolts 10 splice joint 11 flange 12 precast concrete piece
Detailed Description
The following detailed description of the utility model, taken in conjunction with the accompanying drawings, is given by way of illustration and explanation only, and should not be taken as limiting the scope of the utility model in any way. Furthermore, the features in the embodiments and in the different embodiments in this document can be combined accordingly by a person skilled in the art from the description of this document.
Referring to fig. 1 and 2, the prefabricated assembled concrete tower 2 comprises more than two prefabricated concrete segments 4 which are arranged up and down, wherein each prefabricated concrete segment 4 comprises a plurality of sections of prefabricated concrete rings 7 with the same diameter, the diameter of each prefabricated concrete segment 4 at the lower part is larger than that of each prefabricated concrete segment 4 at the upper part, a reinforcing layer 5 is arranged at a section abrupt change position of the prefabricated assembled concrete wind power tower 2, vertical prestressed tendons 6 are arranged at the sections of each prefabricated concrete segment 4 in a segmented mode, force is transferred through the reinforcing layer 5, and then an integral stress structure is formed, each prefabricated concrete ring 7 is formed by a plurality of prefabricated concrete pieces 12, and the prefabricated concrete pieces 12 are connected into an annular whole through annular prestressed tendons 8 and high-strength bolts 9.
As shown in fig. 1-3, the prefabricated concrete tower barrel is vertically divided into a plurality of prefabricated concrete sections 4, the prefabricated concrete sections 4 arranged up and down are connected into an integral stress structure through vertical prestressed tendons 6, so that the prefabricated concrete tower barrel is subjected to prestress along the vertical subsection, the length of the prestressed tendons after the subsection is reduced, the perforation construction of the prestressed tendons is facilitated, and meanwhile, the prestress loss under the influence of creep, pipeline friction, wind load repeated action and the like is reduced. The prefabricated sheets forming the prefabricated concrete ring 7 in the same prefabricated concrete section 4 are the same, the die multiplexing rate is high, the production cost is reduced, and the prefabricated concrete ring 7 can be made of common concrete, high-strength or ultra-high-strength concrete. Meanwhile, the structural abrupt change is provided with a reinforcing member, the horizontal section of the precast concrete section 4 connected with the reinforcing member forms a reinforcing layer 5 (the horizontal section of the precast concrete section connected with the reinforcing member is formed by the reinforcing member), the reinforcing layer 5 can serve as a prestressed tendon tensioning end of the lower precast section and a prestressed tendon anchoring end of the upper precast section, and meanwhile, the reinforcing member and the horizontal section of the precast concrete section are also served as overhauling and conversion platforms, so that the integral bending resistance and torsion resistance of the tower can be increased under stress.
When the special anchor device is applied, the prestressed tendons in the bottom precast concrete segment 4 penetrate into the reserved anchor holes of the foundation 1 from top to bottom from the top of the reinforcing layer 5 in the reserved corrugated pipeline, and the prestressed tendons are tensioned through the special anchor devices and tensioning equipment. The prestress rib in the second precast segment penetrates into the reserved anchor hole of the precast concrete segment 4 from top to bottom from the reserved corrugated pipeline, and the prestress rib is tensioned through a special anchor and tensioning equipment. And the vertical prestress rib 6 extends upwards until the top of the uppermost vertical prestress rib extends to the steel tower 3 and is connected with the steel tower.
On the basis of the above-described embodiment, in another embodiment of the utility model, as shown in fig. 1, the reinforcement layer 5 is arranged in a precast concrete loop 7 on top of the precast concrete segment 4. Therefore, the reinforcing layer 5 is arranged at the abrupt change of the structural section of the wind power precast concrete tower drum 2, so that the integral bending resistance and torsion resistance of the tower drum are improved, and the tower drum is similar to the common reinforcing layer of a super high-rise building; meanwhile, the reinforcing layer 5 is further used as a conversion platform, a tensioning construction platform and an overhaul platform.
On the basis of the above-described embodiments, in a further embodiment of the utility model, as shown in fig. 1, the reinforcement layer 5 is arranged on top of the precast concrete segment 4. Therefore, the reinforcing layer 5 is arranged at the abrupt change of the structural section of the wind power precast concrete tower drum 2, so that the integral bending resistance and torsion resistance of the tower drum are improved, and the tower drum is similar to the common reinforcing layer 5 of a super high-rise building; meanwhile, the reinforcing layer 5 further serves as a conversion platform and an overhaul platform.
In another embodiment of the present utility model, as shown in fig. 1, the reinforcement layer 4 includes annular brackets protruding from the inside of the precast concrete ring 7 and reinforcement members connected to the annular brackets, and the reinforcement members are steel trusses or steel beams.
In another embodiment of the present utility model, as shown in fig. 1, the reinforcing layer 5 is a tensioning end of the vertical tendon 6 of the lower precast concrete segment 4 and an anchoring end of the vertical tendon of the upper precast concrete segment 4, or is an anchoring end of the vertical tendon 6 of the lower precast concrete segment 4 and a tensioning end of the vertical tendon 6 of the upper precast concrete segment 4.
On the basis of the above embodiment, in another embodiment of the present utility model, the number of the tendons is gradually reduced from bottom to top along the segmented precast concrete segment 4. Therefore, the prestress rib can be configured according to the least unfavorable load of the segmented wind power precast concrete tower drum 2, and compared with the prestress rib configured according to the bottom load, the steel consumption of the prestress rib can be saved; the number of the prestressed tendons is gradually reduced along the sections, and the prestressed tendons accord with the stress characteristics.
In another embodiment of the present utility model, as shown in fig. 2 and 3, the precast concrete segments 4 are integrally connected by more than one circumferential prestressed tendons 8, and the splicing seams 10 of the adjacent precast concrete segments 7 are connected by the high-strength bolts 9. The circumferential prestress rib 8 is similar to a circumferential hoop of a wooden barrel, so that the concrete tower barrel unit is stressed integrally, and the circumferential prestress and the high-strength bolts 9 strengthen the integral rigidity, particularly the torsion resistance of the section. The concrete tower cylinder unit can be installed, the concrete tower cylinder unit can be temporarily fixed by the high-strength bolts 9 after being hoisted in a segmented way (the torsion value is smaller than the design value), the concrete tower cylinder unit can also be integrally assembled and hoisted on the ground, the concrete tower cylinder unit can be integrally connected by the high-strength bolts 9 (the torsion value reaches the design value), the circumferential prestress can be applied after the segmented integral installation is completed, and the prestress rib can be a low-relaxation steel strand or a steel strand bundle.
On the basis of the above embodiment, in another embodiment of the present utility model, as shown in fig. 1, the bottom and the top of the precast concrete segment 2 are respectively connected with the foundation 1 and the steel tower 3 into a whole by adopting vertical prestressed tendons 6.
In specific application, the lower part of the bottommost vertical prestressed tendon 6 is anchored in the foundation 1, passes through the bottommost precast concrete segment 4 and then extends to the bottom of the upper section of precast concrete segment 4 on the bottommost precast concrete segment 4, and then upwards extends until the top of the topmost vertical prestressed tendon 6 extends to the steel tower 3 and is connected with the steel tower, namely, each vertical prestressed tendon 6 is connected with the upper, middle and lower three structural components. The steel tower 3 and the wind power precast concrete tower 2 are connected in a reinforcing way through a flange 11.
The foregoing is merely a preferred embodiment of the present utility model and it should be noted that modifications and adaptations to those skilled in the art may be made without departing from the principles of the present utility model, which are intended to be comprehended within the scope of the present utility model.
Claims (7)
1. The utility model provides a prefabricated assembled concrete wind-powered electricity generation tower section of thick bamboo, its characterized in that includes the precast concrete section that sets up from top to bottom more than two, the precast concrete section includes the precast concrete ring of multisection same diameter, and the diameter of lower part precast concrete section is greater than the diameter of upper portion precast concrete section, the cross-section abrupt change position of prefabricated assembled concrete wind-powered electricity generation tower section of thick bamboo is provided with the enhancement layer, precast concrete section segmentation sets up vertical prestressing tendons, and passes through the enhancement layer passes power and then forms whole atress structure, the precast concrete ring comprises a plurality of precast concrete pieces, through annular prestressing tendons and high-strength bolted connection between the precast concrete piece into cyclic annular wholly.
2. The prefabricated concrete wind power tower according to claim 1, wherein the reinforcement layer is disposed within a prefabricated concrete collar on top of the prefabricated concrete segments.
3. The prefabricated concrete wind power tower according to claim 2, wherein the reinforcement layer comprises annular brackets protruding from the interior of the prefabricated concrete ring and reinforcement members connected to the annular brackets, and the reinforcement members are steel trusses or steel beams.
4. The prefabricated concrete wind power tower according to claim 1 or 2, wherein the reinforcing layer is a tensioning end of a vertical prestressed tendon of a lower prefabricated concrete section and an anchoring end of a vertical prestressed tendon of an upper prefabricated concrete section; or the anchoring end of the vertical prestressed tendons of the lower precast concrete segment and the tensioning end of the vertical prestressed tendons of the upper precast concrete segment.
5. The prefabricated concrete wind power tower according to claim 4, wherein the number of the vertical tendons is gradually reduced from bottom to top along the segments.
6. The prefabricated concrete wind power tower according to claim 5, wherein more than one circumferential prestressed tendons are arranged in the prefabricated concrete ring to connect the prefabricated concrete sheets into a whole, and the splicing seams of adjacent prefabricated concrete sheets are connected through the high-strength bolts.
7. The prefabricated concrete wind power tower according to claim 1, wherein the bottom and the top of the prefabricated concrete section are respectively connected with the foundation and the steel tower into a whole by adopting vertical prestressed tendons.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202323521998.3U CN221525013U (en) | 2023-12-22 | 2023-12-22 | Prefabricated assembled concrete wind power tower section of thick bamboo |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202323521998.3U CN221525013U (en) | 2023-12-22 | 2023-12-22 | Prefabricated assembled concrete wind power tower section of thick bamboo |
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| Publication Number | Publication Date |
|---|---|
| CN221525013U true CN221525013U (en) | 2024-08-13 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202323521998.3U Active CN221525013U (en) | 2023-12-22 | 2023-12-22 | Prefabricated assembled concrete wind power tower section of thick bamboo |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN221525013U (en) |
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2023
- 2023-12-22 CN CN202323521998.3U patent/CN221525013U/en active Active
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