CN210563692U - Pre-tensioning method burst prefabricated assembly type prestressed concrete tower structure - Google Patents
Pre-tensioning method burst prefabricated assembly type prestressed concrete tower structure Download PDFInfo
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- CN210563692U CN210563692U CN201920344188.XU CN201920344188U CN210563692U CN 210563692 U CN210563692 U CN 210563692U CN 201920344188 U CN201920344188 U CN 201920344188U CN 210563692 U CN210563692 U CN 210563692U
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- 238000000034 method Methods 0.000 title claims abstract description 20
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- 238000009434 installation Methods 0.000 abstract description 2
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/72—Wind turbines with rotation axis in wind direction
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/728—Onshore wind turbines
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Abstract
The utility model provides a pretensioning method burst prefabricated assembled prestressed concrete tower structure, its ring shape concrete tower section of thick bamboo section is formed by four 1/4 arc precast concrete tower section burst hoop connections, connects into the whole ring through horizontal prestressed bent bolt between the adjacent concrete tower section burst, the vertical reinforcing bar in the arc precast concrete tower section burst adopts the pretensioning method prestressed tendons before the concrete placement; the adjacent sections of concrete tower barrel sections are connected through vertical prestressed bolts which are circumferentially and uniformly arranged; the top section concrete tower barrel section is connected with the steel tower barrel through vertical prestressed bolts which are circumferentially and uniformly arranged. The utility model discloses satisfy the requirement of wind turbine generator system high cavitation, maximization, can avoid adopting prestressing force steel strand wires and grout connected mode simultaneously, have the installation convenient, firm in connection, recoverable reuse and can be in batches the characteristics that the flow construction was built.
Description
Technical Field
The utility model belongs to the technical field of the high tower section of thick bamboo of low wind speed district wind turbine generator system, concretely relates to upper portion is conventional steel tower section of thick bamboo, and the lower part is the prefabricated assembled prestressed concrete tower section of thick bamboo of pretensioning method burst.
Background
At present, the traditional wind turbine generator supporting structure in China mostly adopts a steel conical tower barrel, but with the rapid development of the wind power generation industry in China, the single machine capacity of the wind turbine generator is larger and larger, in order to effectively utilize the wind energy resource in a low wind speed area, the wind turbine generator gradually develops to large scale and high altitude, and the requirements on the height and the rigidity of a hub matched with the wind turbine generator are increased continuously. When the hub height exceeds 100m, the steel tower base diameter cannot usually exceed 4.3m due to the limitation of the conventional road transportation size, and therefore the bending resistance of the structure can be improved only by increasing the steel tower wall thickness, resulting in a significant increase in material and machining costs. Along with the increase of the height of the hub, the overall flexibility of the steel tower drum is increased, so that the tower top displacement is overlarge, the problem of fatigue damage is obvious, and the normal operation of the fan is seriously influenced; in addition, the first-order natural vibration frequency of the all-steel flexible tower is lower than the rated rotating speed frequency of the impeller, namely, the flexible tower can resonate with the impeller at a certain rotating speed point during the period from the rotation of the impeller to the reaching of the rated rotating speed of the impeller, although the fan can rapidly jump over the rotating speed by adjusting the control strategy of the unit, the generated energy can be lost by about 3% -5%.
The concrete tower barrel is adopted at the lower part of the steel-concrete tower frame, the steel tower barrel is adopted at the upper part of the steel-concrete tower frame, the steel tower barrel and the concrete tower barrel are connected with the fan foundation through the prestressed steel strand system, the whole concrete tower barrel structure is in a prepressing state to resist the bending moment effect of the wind turbine generator, the requirements of the height and the rigidity of a hub of the large wind turbine generator can be met, the frequency crossing problem of a flexible tower is avoided, and certain attention, popularization and application are obtained in the technical field of high tower barrel wind power. However, the existing steel-concrete tower schemes all adopt a post-tensioning method, namely, pre-tightening force is applied to the concrete tower cylinder through steel strands in vivo or in vitro after the concrete tower cylinder is installed, and along with the increase of the height of the tower cylinder, the cost of a pre-stressed steel strand system, the complex tensioning and maintaining procedures, the serious pre-stress loss, the large difficulty of grouting connection maintenance construction, the long period and other factors can restrict the development of the existing steel-concrete tower schemes in the field of high tower cylinders.
SUMMERY OF THE UTILITY MODEL
The utility model aims at the problem that above-mentioned exists, provide a prefabricated assembled prestressed concrete tower structure of pretensioning method burst, satisfy the requirement of wind turbine generator system high cavitation, maximization, can avoid adopting prestressing force steel strand wires and grout connected mode simultaneously, have the characteristics that the installation is convenient, firm in connection, recoverable reuse and can flow the construction in batches and build. Therefore, the utility model adopts the following technical scheme:
a pre-tensioning method slicing prefabricated assembly type prestressed concrete tower structure comprises an upper steel tower cylinder and a lower prestressed concrete tower cylinder, wherein the prestressed concrete tower cylinder is formed by vertically connecting a plurality of annular concrete tower cylinder sections; the method is characterized in that:
the circular ring-shaped concrete tower drum section is formed by annularly connecting four 1/4 circular arc-shaped prefabricated concrete tower drum fragments, adjacent concrete tower drum fragments are connected into a whole ring through horizontal prestressed bent bolts, and vertical reinforcing steel bars in the circular arc-shaped prefabricated concrete tower drum fragments adopt pretensioned prestressed reinforcing steel bars before concrete pouring; the adjacent sections of concrete tower barrel sections are connected through vertical prestressed bolts which are circumferentially and uniformly arranged; the top section concrete tower barrel section is connected with the steel tower barrel through vertical prestressed bolts which are circumferentially and uniformly arranged.
Furthermore, the concrete tower tube is prefabricated by a pretensioning method, the strength grade of concrete is between C50 and C70, each section is 15m to 20m high, the prestressed tendons are tensioned to control stress before pouring, the tensioned prestressed tendons are temporarily anchored on a pedestal or a steel template, the prestressed tendons are released when the strength of the poured concrete ensures that the prestressed tendons are sufficiently bonded with the concrete, and the prestressed components are prestressed in an elastic retraction stage of the prestressed tendons by virtue of the bonding effect of the concrete and the prestressed tendons; the four concrete tower barrels are spliced into a whole ring in a fragmentation mode, hoisted section by section from bottom to top, and connected into a whole through vertical prestressed bolts.
Furthermore, the vertical section of the concrete tower barrel partition is Z-shaped and consists of an upper thickened connecting section, a middle straight barrel section and a lower thickened connecting section; the wall thickness of the upper thickened connecting section is increased towards the inner side of the tower barrel, a PVC bolt pore passage is reserved, and an annular steel base plate is embedded in the top surface of the upper thickened connecting section; the wall thickness of the lower thickened connecting section is increased towards the outer side of the tower barrel, PVC bolt pore passages are reserved, an upper anchor plate is embedded in the annular bolts in the lower thickened connecting section, nuts are welded on the upper surface of the upper anchor plate, and an annular steel base plate is embedded in the bottom surface of the lower thickened connecting section. And the steel backing plate is reserved with bolt through holes.
Furthermore, the inner diameter and the outer diameter of the upper thickening connecting section and the lower thickening connecting section of the adjacent concrete tower barrel sections are consistent, so that the upper concrete tower barrel section and the lower concrete tower barrel section are completely overlapped at the section, and the force transmission characteristic is better.
Furthermore, the outer diameter of the concrete tower barrel is in an integral section-by-section reducing type according to the concrete tower barrel section, and the barrel diameter of the concrete tower barrel is gradually reduced from bottom to top; the bottom section concrete tower barrel section is connected with the fan foundation through an anchor bolt, the anchor bolt penetrates through the lower thickened connecting section of the bottom section concrete tower barrel, the lower end of the anchor bolt is anchored on a lower flange of an anchor bolt cage, and the upper end of the anchor bolt is anchored on the upper surface of the lower thickened connecting section; the upper end of a vertical prestressed bolt between adjacent sections of concrete tower barrel sections is in threaded connection with a nut welded on an upper anchor plate, penetrates through PVC bolt hole channels reserved in the lower thickened connecting section and the upper thickened connecting section and extends downwards to form an upper thickened connecting section, and the bolt pretightening force is applied in a bottom tensioning mode and anchored to a lower anchor plate on the bottom surface of the upper thickened connecting section; the upper end of the vertical prestressed bolt between the top section concrete tower barrel section and the steel tower barrel is anchored on the upper surface of the L-shaped flange of the steel tower barrel, and the lower end of the vertical prestressed bolt is anchored on the lower anchor plate on the bottom surface of the upper thickening connecting section.
Furthermore, the prestress sum of the vertical prestress bolts between the adjacent sections of the concrete tower barrel sections is equal to the tension sum of the prestressed tendons inside the concrete tower barrel sections, so that the continuity of the internal force at the joints between the concrete tower barrel sections is ensured.
Furthermore, circular arc-shaped PVC bolt holes are reserved in the concrete tower tube fragments along the horizontal annular direction, horizontal prestress bending bolts penetrate through the circular arc-shaped PVC bolt holes, and nut operation grooves for installing the horizontal prestress bending bolts are formed in the opening parts of the circular arc-shaped PVC bolt holes in the inner walls of the concrete tower tube fragments.
Furthermore, the size of the nut operating groove meets the perforation stroke of the horizontal bent bolt, and the end face of the nut operating groove is perpendicular to the tangential direction of the circular arc-shaped PVC bolt hole channel.
Furthermore, two ends of the horizontal prestressed bending bolt are anchored at the anchor plate attached to the end face of the nut operation groove.
Furthermore, the vertical prestressed bolts, the horizontal prestressed bent bolts and the anchor bolts are all subjected to anti-corrosion treatment, and waterproof sealant is coated at the joints when the vertical joints and the horizontal joints are spliced.
The utility model has the advantages that:
(1) the utility model provides a prefabricated assembled prestressed concrete tower structure of pretension method burst just exerts stress to it in advance at the precast process of concrete component, can improve the bending resistance and the anti-cracking performance of a concrete tower section of thick bamboo on the one hand, and on the other hand can avoid traditional thoughtlessly to mix the tower scheme and adopt that the cost that the prestress wire leads to is expensive, stretch-draw maintenance procedure is complicated, prestressing loss is serious, the construction degree of difficulty is big, drawbacks such as cycle length.
(2) Pretensioning method concrete tower section of thick bamboo burst is formed by factory's centralized prefabrication, concrete placement quality is secure, and tower section of thick bamboo burst prefabrication precision is high, can reach the section roughness requirement of exempting from grout to connect, adopt the assembled theory, the perps and the horizontal joint of a tower section of thick bamboo pass through prestressing force bolted connection, but batch flow ization concatenation hoist and mount, compare with the mode that traditional tower scheme of mixing adopted the grout to connect, can reduce construction maintenance cycle by a wide margin, and the cost is reduced, and recoverable reuse to a certain extent, economic and environmental protection benefit that has showing.
(3) Adopt the pylon structural scheme of steel on mixing down, can make wind turbine generator system tower section of thick bamboo integral rigidity reinforcing, the amplitude reduction can effectively avoid the structure fatigue problem that tower section of thick bamboo periodicity amplitude swing arouses on the one hand, and on the other hand tower section of thick bamboo natural frequency increases, can effectively avoid fan wheel's rotational frequency in order to avoid taking place resonance, but the maximum simultaneously avoids the unit lock machine problem that leads to because of tower section of thick bamboo amplitude is too big, effectively improves the generated energy.
(4) The concrete tower section of thick bamboo burst vertical section is the zigzag, thickens the linkage segment about setting up, can make a tower section of thick bamboo diameter reduce step by step from bottom to top, and passes the force characteristic good, can avoid current reducing formula tower section of thick bamboo step by step to adopt a cone section of thick bamboo formula linkage segment to carry out the stress concentration problem that tower section of thick bamboo diameter transition exists.
Drawings
Fig. 1 is a general elevation view of an embodiment of the pretensioned segmented prefabricated prestressed concrete tower structure of the present invention.
Fig. 2 is a sectional elevation view of a pre-tensioned precast concrete tower tube according to an embodiment of the present invention.
Fig. 3 is an enlarged view of a portion a of fig. 1, which is a partial schematic view of a joint between a bottom concrete tower tube section and a fan foundation in the embodiment of the present invention.
Fig. 4 is an enlarged view of a portion B of fig. 1, which is a partial schematic view of a vertical connection between concrete tower sections according to an embodiment of the present invention.
Fig. 5 is an enlarged view of a portion C of fig. 1, which is a partial schematic view of a junction between a top concrete tower tube section and a steel tower tube in an embodiment of the present invention.
Fig. 6 is a cross-sectional view taken along the direction D-D of fig. 1, which is a layout view of vertical bolts connected by horizontal seams according to an embodiment of the present invention.
Fig. 7 is the embodiment of the utility model provides an in arc concrete tower section of thick bamboo burst hoop concatenation schematic diagram.
Fig. 8 is an enlarged view of a portion E of fig. 7, which is a partial schematic view of a circumferential bolt connection portion of a circular arc-shaped concrete tower segment in an embodiment of the present invention.
Fig. 9 is the embodiment of the utility model provides an arc precast concrete tower section of thick bamboo burst sketch map.
Detailed Description
The embodiment is a tower cylinder with a hub height of 120m, wherein the upper part is a 40m traditional steel tower cylinder 1, the lower part is a concrete tower cylinder 3 consisting of four ring-shaped pretensioning precast concrete tower cylinder sections 2 with the heights of 20m, and all concrete tower cylinder segments 15 are precast in a centralized manner by factories and are transported to the site for splicing and hoisting. The present invention will be described in further detail with reference to the accompanying drawings.
As shown in fig. 1 to 9, the pretensioning method segmented prefabricated prestressed concrete tower structure in the embodiment includes an upper steel tower tube 1 and a lower prestressed concrete tower tube 3, where the prestressed concrete tower tube 3 is formed by vertically connecting four 20 m-high circular concrete tower tube sections 2; the circular ring-shaped concrete tower barrel section 2 is formed by annularly connecting four same 1/4 circular arc-shaped precast concrete segments 15.
As shown in fig. 9, the concrete tower tube segment 15 is prefabricated by a pretensioning method, the concrete strength level is C60, each segment is 20m high, the prestressed tendons are tensioned to a control stress before pouring, the prestressed tendons are adopted as the vertical tendons of the concrete tower tube segment 15, the tensioned prestressed tendons are temporarily anchored on a pedestal or a steel template, the concrete is poured until the strength of the concrete reaches 75% of the design strength value, the prestressed tendons are released when the prestressed tendons and the concrete are sufficiently bonded, and the prestressed tendons are prestressed on the concrete member at the elastic retraction stage of the prestressed tendons by the bonding effect of the concrete and the prestressed tendons.
Furthermore, the control tension value applied to the prestressed tendon in the pre-tensioning prefabrication process needs to be determined after being integrally calculated by combining with load data.
As shown in fig. 1 to 2 and 9, the vertical section of the concrete tower tube segment 15 is in a zigzag shape and is composed of an upper thickened connecting section 6, a middle straight tube section 7 and a lower thickened connecting section 8. The wall thickness of the upper thickened connecting section 6 is increased towards the inner side of the tower barrel, a PVC bolt hole 9 is reserved, and an annular steel base plate 10 is embedded in the top surface of the upper thickened connecting section 6; the wall thickness of the lower thickening connecting section 8 is increased towards the outer side of the tower barrel, a PVC bolt hole 9 is reserved, an upper anchor plate 11 is arranged on an embedded ring bolt in the lower thickening connecting section 8, a nut 12 is welded on the upper surface of the upper anchor plate 11, and an embedded ring-shaped steel base plate 10 is arranged on the bottom surface of the lower thickening connecting section 8.
Further, as shown in fig. 4, the inner and outer diameters of the upper thickened connecting section 6 and the lower thickened connecting section 8 are consistent, so as to ensure that the upper and lower concrete tower tube sections 2 are completely overlapped at the section, and the force transmission characteristic is better.
As shown in fig. 1 and 4, the outer diameter of the concrete tower barrel is gradually reduced from bottom to top at the positions of the upper thickening connecting section 6 and the lower thickening connecting section 8, and the whole concrete tower barrel is gradually reduced. As shown in fig. 1 and 3, the bottom concrete tower segment 2 is connected to the wind turbine foundation 4 through the anchor bolt 5, the anchor bolt 5 penetrates through the lower thickened connecting segment 8 of the bottom concrete tower segment 2, the lower end of the anchor bolt is anchored to the anchor bolt cage lower flange 16, and the upper end of the anchor bolt is anchored to the upper surface of the lower thickened connecting segment. Vertical prestressed bolt 13 through hoop evenly arranged is connected between each section of concrete tower section of thick bamboo section 2 on it, as shown in fig. 4, vertical prestressed bolt 13 upper end and the welding are at last anchor plate 11's nut 12 threaded connection to pass the inside PVC bolt pore 9 of reserving of upper and lower thickening linkage segment 6 and 8 and extend to the substructure, apply the bolt pretightning force through the mode of bottom stretch-draw, and anchor to the lower anchor plate 14 of the 6 bottom surfaces of upper thickening linkage segment. The top section concrete tower barrel section 2 is connected with the steel tower barrel 1 through vertical prestressed bolts 13 which are circumferentially and uniformly arranged, the upper ends of the bolts 13 are anchored on the upper surface of an L-shaped flange 19 of the steel tower barrel, and the lower ends of the bolts are anchored on a lower anchor plate 14 on the bottom surface of the upper thickening connecting section 6.
Further, the prestressing force sum of the vertical bolt 13 at the positions of the upper thickening connecting section 6 and the lower thickening connecting section 8 is equal to the tension force sum of the prestressed reinforcing steel inside the concrete tower cylinder 3, so that the continuity of the internal force of the concrete tower cylinder section 2 at the connecting part is ensured.
As shown in fig. 7 to 9, circular arc-shaped PVC bolt holes 21 are reserved on the inner side of the zigzag section of the concrete tower tube segment 15, nut operating grooves 17 are formed in the inner wall of the concrete tower tube segment 15, the nut operating grooves 17 are mounted on a corresponding number of horizontal bent bolts 20, further, the size of each nut operating groove 17 meets the perforation stroke of the horizontal bent bolt 20, and the end surface of each nut operating groove 17 is perpendicular to the tangential direction of the circular arc-shaped PVC bolt hole 21. The concrete tower barrel sub-sections 15 are connected into a whole ring through horizontal prestressed bent bolts 20 and waterproof sealants, and two ends of each horizontal bent bolt 20 are anchored at anchor plates 18 attached to the end faces of the nut operating holes 17. The four concrete tower drum fragments 15 are spliced into a whole ring, hoisted section by section from bottom to top, and connected into a whole through the vertical prestressed bolt 13.
Further, in this embodiment, all the vertical connecting bolts 13, the horizontal connecting bent bolts 20 and the anchor bolts 5 need to be subjected to anticorrosive treatment, and waterproof sealant needs to be applied to the joints when all the vertical joints and the horizontal joints are spliced.
The above embodiments are merely preferred technical solutions of the present invention, and it should be understood by those skilled in the art that modifications or substitutions of technical solutions or parameters in the embodiments can be made without departing from the principles and essential conditions of the present invention, and all the modifications or substitutions should be covered within the protection scope of the present invention.
Claims (9)
1. A pre-tensioning method slicing prefabricated assembly type prestressed concrete tower structure comprises an upper steel tower cylinder and a lower prestressed concrete tower cylinder, wherein the prestressed concrete tower cylinder is formed by vertically connecting a plurality of annular concrete tower cylinder sections; the method is characterized in that:
the circular ring-shaped concrete tower drum section is formed by annularly connecting four 1/4 circular arc-shaped prefabricated concrete tower drum fragments, adjacent concrete tower drum fragments are connected into a whole ring through horizontal prestressed bent bolts, and vertical reinforcing steel bars in the circular arc-shaped prefabricated concrete tower drum fragments adopt pretensioned prestressed reinforcing steel bars before concrete pouring; the adjacent sections of concrete tower barrel sections are connected through vertical prestressed bolts which are circumferentially and uniformly arranged; the top section concrete tower barrel section is connected with the steel tower barrel through vertical prestressed bolts which are circumferentially and uniformly arranged.
2. The pre-tensioned, segmented, prefabricated prestressed concrete tower construction according to claim 1, wherein: the concrete tower barrel partitioned vertical section is Z-shaped and consists of an upper thickened connecting section, a middle straight barrel section and a lower thickened connecting section; the wall thickness of the upper thickened connecting section is increased towards the inner side of the tower barrel, a PVC bolt pore passage is reserved, and an annular steel base plate is embedded in the top surface of the upper thickened connecting section; the wall thickness of the lower thickened connecting section is increased towards the outer side of the tower barrel, a PVC bolt pore channel is reserved, an upper anchor plate of a circular bolt is pre-embedded in the lower thickened connecting section, a nut is welded on the upper surface of the upper anchor plate, and an annular steel backing plate is pre-embedded in the bottom surface of the lower thickened connecting section; and the steel backing plate is reserved with bolt through holes.
3. A pre-tensioned, segmented, prefabricated prestressed concrete tower construction according to claim 2, characterised in that: the inside and outside footpath of the upper portion thickening linkage segment and the lower part thickening linkage segment of adjacent concrete tower section of thick bamboo section is unanimous to concrete tower section of thick bamboo section overlaps completely in section department about guaranteeing, and the power transmission characteristic is better.
4. A pre-tensioned, segmented, prefabricated prestressed concrete tower construction according to claim 2, characterised in that: the outer diameter of the concrete tower barrel is integrally changed in a section-by-section mode according to the concrete tower barrel section, and the barrel diameter of the concrete tower barrel is gradually reduced from bottom to top; the bottom section concrete tower barrel section is connected with the fan foundation through an anchor bolt, the anchor bolt penetrates through the lower thickened connecting section of the bottom section concrete tower barrel, the lower end of the anchor bolt is anchored on a lower flange of an anchor bolt cage, and the upper end of the anchor bolt is anchored on the upper surface of the lower thickened connecting section; the upper end of a vertical prestressed bolt between adjacent sections of concrete tower barrel sections is in threaded connection with a nut welded on an upper anchor plate, penetrates through PVC bolt hole channels reserved in the lower thickened connecting section and the upper thickened connecting section and extends downwards to form an upper thickened connecting section, and the bolt pretightening force is applied in a bottom tensioning mode and anchored to a lower anchor plate on the bottom surface of the upper thickened connecting section; the upper end of the vertical prestressed bolt between the top section concrete tower barrel section and the steel tower barrel is anchored on the upper surface of the L-shaped flange of the steel tower barrel, and the lower end of the vertical prestressed bolt is anchored on the lower anchor plate on the bottom surface of the upper thickening connecting section.
5. The pre-tensioned, segmented, prefabricated prestressed concrete tower construction according to claim 1, wherein: the prestress sum of the vertical prestress bolts between the adjacent sections of concrete tower tube sections is equal to the tension sum of the prestressed tendons inside the concrete tower tube sections, so that the continuity of the internal force at the joints between the concrete tower tube sections is ensured.
6. A pre-tensioned, segmented, prefabricated prestressed concrete tower construction according to claim 2, characterised in that: a circular arc-shaped PVC bolt hole is reserved in the concrete tower tube fragments along the horizontal annular direction, a horizontal prestress bending bolt penetrates through the circular arc-shaped PVC bolt hole, and a nut operation groove for installing the horizontal prestress bending bolt is formed in the opening of the circular arc-shaped PVC bolt hole in the inner wall of the concrete tower tube fragments.
7. The pre-tensioned, segmented, prefabricated prestressed concrete tower construction according to claim 6, wherein: the size of the nut operation groove meets the perforation stroke of the horizontal bent bolt, and the end face of the nut operation groove is perpendicular to the tangential direction of the circular arc-shaped PVC bolt pore channel.
8. The pre-tensioned, segmented, prefabricated prestressed concrete tower construction according to claim 6, wherein: two ends of the horizontal prestressed bending bolt are anchored at the anchor plate attached to the end face of the nut operation groove.
9. The pre-tensioned, segmented, prefabricated prestressed concrete tower construction according to claim 1, wherein: and the vertical prestressed bolts, the horizontal prestressed bent bolts and the anchor bolts are subjected to anticorrosive treatment, and waterproof sealant is smeared at the joints when the vertical joints and the horizontal joints are spliced.
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| CN201920344188.XU CN210563692U (en) | 2019-03-19 | 2019-03-19 | Pre-tensioning method burst prefabricated assembly type prestressed concrete tower structure |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109930892A (en) * | 2019-03-19 | 2019-06-25 | 中国电建集团华东勘测设计研究院有限公司 | A kind of pre-tensioning system fragment prefabricated prestressing concrete tower structure |
| CN111946555A (en) * | 2020-07-17 | 2020-11-17 | 中国电建集团华东勘测设计研究院有限公司 | Assembly platform and assembly method for assembly type concrete tower bobbin pipe pieces |
| CN114060223A (en) * | 2020-07-29 | 2022-02-18 | 上海市机电设计研究院有限公司 | Barrel piece splicing device and method for piece-separating type concrete barrel section |
| WO2022037219A1 (en) * | 2020-08-21 | 2022-02-24 | 中国电建集团华东勘测设计研究院有限公司 | Grouting-free dry-type prestressed bolt segment-assembled prefabricated concrete tower |
| CN116556759A (en) * | 2023-05-30 | 2023-08-08 | 巨杰科技发展集团股份有限公司 | Prefabricated assembled concrete tower vertical seam splicing mechanism and splicing method thereof |
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2019
- 2019-03-19 CN CN201920344188.XU patent/CN210563692U/en active Active
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109930892A (en) * | 2019-03-19 | 2019-06-25 | 中国电建集团华东勘测设计研究院有限公司 | A kind of pre-tensioning system fragment prefabricated prestressing concrete tower structure |
| CN111946555A (en) * | 2020-07-17 | 2020-11-17 | 中国电建集团华东勘测设计研究院有限公司 | Assembly platform and assembly method for assembly type concrete tower bobbin pipe pieces |
| CN111946555B (en) * | 2020-07-17 | 2022-03-04 | 中国电建集团华东勘测设计研究院有限公司 | Assembly platform and assembly method for assembly type concrete tower bobbin pipe pieces |
| CN114060223A (en) * | 2020-07-29 | 2022-02-18 | 上海市机电设计研究院有限公司 | Barrel piece splicing device and method for piece-separating type concrete barrel section |
| WO2022037219A1 (en) * | 2020-08-21 | 2022-02-24 | 中国电建集团华东勘测设计研究院有限公司 | Grouting-free dry-type prestressed bolt segment-assembled prefabricated concrete tower |
| CN116556759A (en) * | 2023-05-30 | 2023-08-08 | 巨杰科技发展集团股份有限公司 | Prefabricated assembled concrete tower vertical seam splicing mechanism and splicing method thereof |
| CN116556759B (en) * | 2023-05-30 | 2023-11-03 | 巨杰科技发展集团股份有限公司 | Prefabricated assembled concrete tower vertical seam splicing mechanism and splicing method thereof |
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