CN203906192U - Connection transition device for prestressed concrete tower section and steel tower section of combined wind power tower - Google Patents
Connection transition device for prestressed concrete tower section and steel tower section of combined wind power tower Download PDFInfo
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- CN203906192U CN203906192U CN201420315253.3U CN201420315253U CN203906192U CN 203906192 U CN203906192 U CN 203906192U CN 201420315253 U CN201420315253 U CN 201420315253U CN 203906192 U CN203906192 U CN 203906192U
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- concrete
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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
Abstract
The utility model relates to a connection transition device for a prestressed concrete tower section and a steel tower section of a combined wind power tower. The top end of a connection steel cylinder section is connected with the upper steel tower section through a connection mechanism, and an embedded-type steel cylinder section is embedded into the lower concrete tower section from the top face of the lower concrete tower section. A tension anchoring flange is arranged between the connection steel cylinder section and the embedded-type steel cylinder section, and an annular built-in chassis is installed on the bottom face of the embedded-type steel cylinder section. The cylinder wall of the embedded-type steel cylinder section is evenly provided with a plurality of rib penetrating holes, and a hole-through anchoring rib is installed in each rib penetrating hole and penetrates through the corresponding rib penetrating hole. According to the connection transition device for the prestressed concrete tower section and the steel tower section of the combined wind power tower, the integral rigidity of a connecting member can be enhanced greatly, stress concentration and maldistribution are avoided, the width of a crack of the prestressed concrete tower section can be controlled effectively, the cracking phenomenon of the prestressed concrete tower section can even be avoided, and the durability and anti-fatigue performance of a concrete tower cylinder are improved greatly.
Description
Technical field
The utility model relates to a kind of wind turbine tower, is specially a kind of combination wind power tower prestressed concrete and steel tower segment connecting device.
Background technique
Wind energy is a kind of clean energy resource, has the advantages such as reserves are huge, widely distributed, renewable, pollution-free, is also that following China gives special assistance to one of renewable energy sources of exploitation.China's wind resource enriches district and large compared with enriching district's area, has a very wide distribution, and has the wind energy taste that high, the continuous performance of stability is good, and the development prospect of wind-power electricity generation is quite wide.Present stage, because blower fan model increases, stack shell diameter is constantly increased in order to solve conventional steel tower cylinder, the problem such as transport suitable difficulty and steel tower cylinder corrosion resistance is poor, and service life is short, steel and concrete combined tower cylinder become a kind of best selection.And in combination type, connection part is the key point that ensures its structural system Security.In traditional wind turbine tower structural system, general use bolt connects and is connected with the steel flange of steel changeover portion.
Traditional bolt connects generally at the inner pre-embedded bolt of concrete towers cylinder, then is fixed and is connected with bolt by the flange in the bottom of top steel tower cylinder section.This connection is in the time of bolt under tension, and concrete towers cylinder will be subject to shearing, makes concrete towers cylinder discontinuity.Concrete tube, under wind action, is constantly subject to pressure effect simultaneously, and its cracking resistance and anti-fatigue performance all can not be guaranteed.
Traditional flange connects generally to be introduced prestressing force and prestress wire or prestressing force crab-bolt is anchored on flange plate in concrete.Traditional flange connection is due to the restriction of flange plate self rigidity, in the time that prestress application location gap is larger, concrete vertical stress skewness between two adjacent prestressing force holes that flange plate bottom concrete is arranged at hoop, even there will be tensile stress, have the possibility of tower top concrete Local Cracking.
Summary of the invention
The purpose of this utility model is,, concrete towers cylinder discontinuity low for the stressed complexity of concrete tower segment in prior art and steel tower segment joint, Security, problems such as cracking resistance and anti-fatigue performance are poor and designed a kind of combination wind power tower prestressed concrete and steel tower segment connecting device, improve combined column cylinder joint stress distribution nonuniformity, effectively control concrete tower segment crack width, improve durability and the anti-fatigue performance of combined column cylinder.
The technical solution of the utility model is, a kind of combination wind power tower prestressed concrete and steel tower segment connecting device, the central axis that comprises upper and lower installation point-blank and consistent connection steel cylinder section and the embedded steel cylinder section of radius, the top that connects steel cylinder section is connected with top steel tower segment by bindiny mechanism, and embedded steel cylinder section enters in the concrete tower segment of bottom from bottom concrete tower segment end face setting-in; Connect between steel cylinder section and embedded steel cylinder section stretch-draw anchor flange plate is installed, the barrel of described connection steel cylinder section and embedded steel cylinder section barrel are all positioned at the middle anchor ring in the middle of anchor ring and side ring surface outside stretch-draw anchor flange plate, and annular build-in chassis is installed in the bottom surface of embedded steel cylinder section; In the concrete tower segment of described bottom, be also provided with prestress application member; The barrel of described embedded steel cylinder section is evenly provided with multiple muscle holes of wearing, and in muscle hole, is provided with each wearing the perforation anchor rib of wearing muscle hole through this.
Embedded steel cylinder section setting-in enters in the concrete tower segment of bottom, the concrete towers cylinder part at embedded steel cylinder section place is that concrete towers cylinder is strengthened changeover portion, strengthening changeover portion at concrete towers cylinder embeds embedded steel cylinder section with holes and sets up radial perforation anchor rib, wear aperture, muscle hole and be greater than perforation anchor rib diameter, after concreting, wear and in muscle hole, form concrete tenon, huge axle power and moment load on steel cross section are assigned in concrete, steel structure stress is well disperseed, improved the mechanical property of connection part.
Between the middle anchor ring of described stretch-draw anchor flange plate and interior side ring surface, in the middle of stretch-draw anchor flange plate, between anchor ring and outside anchor ring, be evenly provided with respectively prestress hole.Described prestress application member is through prestress hole, and prestress application member top is anchored at the top of stretch-draw anchor flange plate, and the bottom of prestress application member penetrates bottom concrete tower segment.
Between the middle anchor ring of described stretch-draw anchor flange plate and interior side ring surface, in the middle of stretch-draw anchor flange plate, between anchor ring and outside anchor ring, be evenly provided with respectively concreting hole, inject Steel Fiber Reinforced Concrete by concreting hole to concrete towers cylinder section.
Described concreting hole and prestress hole interlaced arrangement.
Prestress application member is prestress wire or prestressing force crab-bolt.
The bottom surface of described stretch-draw anchor flange plate is provided with the anchor bar stretching out to bottom concrete tower segment; Be provided with inner side and outside that many changeover portion enhancing steel rings that distribute are up and down looped around respectively embedded steel cylinder section; Be provided with inner side and outside that many bottom concrete tower segment ring muscle that distribute are up and down looped around respectively prestress application member; Described stretch-draw anchor flange plate bottom surface is provided with the changeover portion the stretching out reinforcement vertical reinforcement that is distributed in embedded steel cylinder section inner side and outside downwards; Described stretch-draw anchor flange plate bottom surface is provided with the bottom concrete vertical reinforcement stretching out that is distributed in prestress application member inner side and outside downwards; In the concrete tower segment of bottom, be also provided with the bottom concrete tower segment lacing wire that the two ends of level are connected with bottom concrete vertical reinforcement respectively.Concrete towers cylinder is strengthened excessively section configuration changeover portion and is strengthened vertical reinforcement, changeover portion lacing wire, changeover portion enhancing steel ring, changeover portion is strengthened vertical reinforcement and the vertical muscle overlap joint of bottom concrete tower segment and is together formed reinforcement cage with bottom concrete tower segment ring muscle, and fills Steel Fiber Reinforced Concrete by concreting hole; Form entirety with connection set, further improve the rigidity of connection set, make the pre-applied force of prestress wire or prestressing force crab-bolt fully be delivered to bottom concrete tower segment part.
Be anchored in compared with concrete Placement by anchor bar with conventional flange, the beneficial effects of the utility model are: strengthen excessively section at concrete towers cylinder and embed embedded steel cylinder section with holes and set up radial perforation anchor rib, wear aperture, muscle hole and be greater than radially anchor rib diameter, after concreting, wear and in muscle hole, form concrete tenon, huge axle power and moment load on steel cross section are assigned in concrete, steel structure stress is well disperseed, improved the mechanical property of connection part; Strengthen changeover portion configuration vertical reinforcement, ring muscle, lacing wire at concrete towers cylinder, and fill Steel Fiber Reinforced Concrete by concreting hole, can greatly improve the integral rigidity of connector element, avoid stress to concentrate and skewness; Make prestressed-concrete tower segment concrete vertically in pressured state by introducing prestressing force, can effectively control the crack width of prestressed-concrete tower segment, even can avoid the appearance of prestressed-concrete tower segment cracking phenomena, greatly improve durability and the fatigue characteristic of concrete towers cylinder.
Brief description of the drawings
Fig. 1 adopts the prestressed-concrete tower segment of connection set and the connecting device schematic diagram of steel tower segment described in this patent;
Fig. 2 is connection set elevation;
Fig. 3 is that the excessive section of prestressed concrete tower cylinder reinforcement is crossed the sectional schematic diagram of wearing muscle hole;
Fig. 4 is that the excessive section of prestressed concrete tower cylinder reinforcement is not crossed the sectional schematic diagram of wearing muscle hole;
Fig. 5 is the structural representation of connection set on prestressed concrete tower top before the steel tower segment of installation top;
Fig. 6 is the structural representation that after installation top steel tower segment and prestress application member, connecting device connects prestressed-concrete tower segment and top steel tower segment.
Embodiment
As shown in Figure 1, between top steel tower segment 1 and bottom prestressed-concrete tower segment 3, connection set 2 is set.
As shown in Figure 2 and Figure 3, a kind of combination wind power tower prestressed concrete and steel tower segment connecting device, the central axis that comprises upper and lower installation point-blank and consistent connection steel cylinder section 5 and the embedded steel cylinder section 22 of radius, the top that connects steel cylinder section 5 is connected with top steel tower segment 1 by bindiny mechanism, embedded steel cylinder section 22 enters in bottom prestressed-concrete tower segment 3 from bottom prestressed-concrete tower segment 3 end face setting-ins, and bindiny mechanism is upper mounting flange 4 and high-strength bolt 18; Connect between steel cylinder section 5 and embedded steel cylinder section 22 stretch-draw anchor flange plate 6 is installed, the barrel of described connection steel cylinder section 5 and embedded steel cylinder section 22 barrels are all positioned at the middle anchor ring in the middle of stretch-draw anchor flange plate 6 outside anchor rings and side ring surface, and annular build-in chassis 20 is installed in the bottom surface of embedded steel cylinder section 22; In embedded steel cylinder section 22 and bottom prestressed-concrete tower segment 3, be also provided with prestress application member 13; The barrel of described embedded steel cylinder section 22 is evenly provided with multiple muscle holes 11 of wearing, and in muscle hole 11, is provided with each wearing the perforation anchor rib 19 of wearing muscle hole 11 through this.
As shown in Figure 3, Figure 4, in the middle of stretch-draw anchor flange plate 6 between anchor rings and interior side ring surface, between stretch-draw anchor flange plate 6 centre anchor rings and outside anchor ring, be evenly provided with respectively prestress hole 17; Prestress application member is through prestress hole 17, and prestress application member 13 tops are anchored at the top of stretch-draw anchor flange plate 6, and the bottom of prestress application member 13 penetrates bottom prestressed-concrete tower segment 3.
Between stretch-draw anchor flange plate 6 middle anchor rings and interior side ring surface, in the middle of stretch-draw anchor flange plate 6, between anchor ring and outside anchor ring, be evenly provided with respectively concreting hole 23, by building Steel Fiber Reinforced Concrete 10 in 23Xiang bottom, concreting hole prestressed-concrete tower segment 3.Concreting hole 23 and prestress hole 17 interlaced arrangement.
As shown in Figure 5, Figure 6, the bottom surface of stretch-draw anchor flange plate 6 is provided with the anchor bar 12 stretching out to bottom prestressed-concrete tower segment 3; Be provided with inner side and outside that many changeover portion enhancing steel rings 9 that distribute are up and down looped around respectively embedded steel cylinder section 22; Be provided with inner side and outside that many bottom prestressed-concrete tower segment ring muscle 15 that distribute are up and down looped around respectively prestress application member 13; Stretch-draw anchor flange plate 6 bottom surfaces are provided with the changeover portion the stretching out reinforcement vertical reinforcement 7 that is distributed in embedded steel cylinder section 22 inner sides and outside downwards; Stretch-draw anchor flange plate 6 bottom surfaces are provided with the bottom concrete vertical reinforcement 14 stretching out that is distributed in prestress application member 13 inner sides and outside downwards; The changeover portion lacing wire 8 that vertical reinforcement 7 and changeover portion enhancing steel ring 9 overlap is strengthened with adjacent changeover portion respectively in the two ends that are also provided with bottom prestressed-concrete tower segment lacing wire 16 that the two ends of level are connected with bottom concrete vertical reinforcement 14 respectively, level in the prestressed-concrete tower segment of bottom.
Prestress application member 13 is prestress wire.
Claims (10)
1. one kind is combined wind power tower prestressed concrete and steel tower segment connecting device, it is characterized in that, the central axis that comprises upper and lower installation point-blank and consistent connection steel cylinder section (5) and the embedded steel cylinder section (22) of radius, the top that connects steel cylinder section (5) is connected with top steel tower segment (1) by bindiny mechanism, and embedded steel cylinder section (22) enters in bottom prestressed-concrete tower segment (3) from bottom concrete tower segment (3) end face setting-in; Connect between steel cylinder section (5) and embedded steel cylinder section (22) stretch-draw anchor flange plate (6) is installed, the barrel of described connection steel cylinder section (5) and embedded steel cylinder section (22) barrel are all positioned at the middle anchor ring in the middle of stretch-draw anchor flange plate (6) outside anchor ring and side ring surface, and annular build-in chassis (20) is installed in the bottom surface of embedded steel cylinder section (22); In described bottom prestressed-concrete tower segment (3), be also provided with prestress application member (13); The barrel of described embedded steel cylinder section (22) is evenly provided with multiple muscle holes (11) of wearing, and in muscle hole (11), is provided with each wearing the perforation anchor rib (19) of wearing muscle hole (11) through this.
2. combine according to claim 1 wind power tower prestressed concrete and steel tower segment connecting device, it is characterized in that, between the middle anchor ring of described stretch-draw anchor flange plate (6) and interior side ring surface, in the middle of stretch-draw anchor flange plate (6), between anchor ring and outside anchor ring, be evenly provided with respectively prestress hole (17).
3. combine according to claim 2 wind power tower prestressed concrete and steel tower segment connecting device, it is characterized in that, between the middle anchor ring of described stretch-draw anchor flange plate (6) and interior side ring surface, in the middle of stretch-draw anchor flange plate (6), between anchor ring and outside anchor ring, be evenly provided with respectively concreting hole (23).
4. combine according to claim 3 wind power tower prestressed concrete and steel tower segment connecting device, it is characterized in that, described concreting hole (23) and prestress hole (17) interlaced arrangement.
5. combine according to claim 2 wind power tower prestressed concrete and steel tower segment connecting device, it is characterized in that, described prestress application member is through prestress hole (17), and prestress application member (13) top is anchored at the top of stretch-draw anchor flange plate (6), and the bottom of prestress application member (13) penetrates bottom prestressed-concrete tower segment (3).
6. according to combining wind power tower prestressed concrete and steel tower segment connecting device described in claim 1 or 2, it is characterized in that, the bottom surface of described stretch-draw anchor flange plate (6) is provided with the anchor bar (12) stretching out to bottom prestressed-concrete tower segment (3).
7. according to combining wind power tower prestressed concrete and steel tower segment connecting device described in claim 1 or 2, it is characterized in that, the many changeover portion enhancing steel rings (9) that are provided with distribution are up and down looped around respectively inner side and the outside of embedded steel cylinder section (22).
8. according to combining wind power tower prestressed concrete and steel tower segment connecting device described in claim 1 or 2, it is characterized in that, the many bottom prestressed-concrete tower segment ring muscle (15) that are provided with distribution are up and down looped around respectively inner side and the outside of prestress application member (13).
9. according to combining wind power tower prestressed concrete and steel tower segment connecting device described in claim 1 or 2, it is characterized in that, described stretch-draw anchor flange plate (6) bottom surface is provided with the changeover portion the stretching out reinforcement vertical reinforcement (7) that is distributed in embedded steel cylinder section (22) inner side and outside downwards.
10. according to combining wind power tower prestressed concrete and steel tower segment connecting device described in claim 1 or 2, it is characterized in that, described stretch-draw anchor flange plate (6) bottom surface is provided with the bottom concrete vertical reinforcement (14) stretching out that is distributed in prestress application member (13) inner side and outside downwards.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420315253.3U CN203906192U (en) | 2014-06-13 | 2014-06-13 | Connection transition device for prestressed concrete tower section and steel tower section of combined wind power tower |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420315253.3U CN203906192U (en) | 2014-06-13 | 2014-06-13 | Connection transition device for prestressed concrete tower section and steel tower section of combined wind power tower |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203906192U true CN203906192U (en) | 2014-10-29 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201420315253.3U Withdrawn - After Issue CN203906192U (en) | 2014-06-13 | 2014-06-13 | Connection transition device for prestressed concrete tower section and steel tower section of combined wind power tower |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN203906192U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103994035A (en) * | 2014-06-13 | 2014-08-20 | 湖南大学 | Connection transition device of prestress concrete tower section and steel tower section of combined wind power tower |
| CN109537621A (en) * | 2018-12-19 | 2019-03-29 | 天津大学 | A kind of combined type sea windward electricity bucket foundation |
-
2014
- 2014-06-13 CN CN201420315253.3U patent/CN203906192U/en not_active Withdrawn - After Issue
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103994035A (en) * | 2014-06-13 | 2014-08-20 | 湖南大学 | Connection transition device of prestress concrete tower section and steel tower section of combined wind power tower |
| CN103994035B (en) * | 2014-06-13 | 2015-03-11 | 湖南大学 | Connection transition device of prestress concrete tower section and steel tower section of combined wind power tower |
| CN109537621A (en) * | 2018-12-19 | 2019-03-29 | 天津大学 | A kind of combined type sea windward electricity bucket foundation |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20141029 Effective date of abandoning: 20150311 |
|
| RGAV | Abandon patent right to avoid regrant |