CN109356797A - Tower structure, offshore wind turbine and its installation method - Google Patents
Tower structure, offshore wind turbine and its installation method Download PDFInfo
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- CN109356797A CN109356797A CN201811622688.1A CN201811622688A CN109356797A CN 109356797 A CN109356797 A CN 109356797A CN 201811622688 A CN201811622688 A CN 201811622688A CN 109356797 A CN109356797 A CN 109356797A
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F03—MACHINES OR ENGINES FOR LIQUIDS; WIND, SPRING, OR WEIGHT MOTORS; PRODUCING MECHANICAL POWER OR A REACTIVE PROPULSIVE THRUST, NOT OTHERWISE PROVIDED FOR
- F03D—WIND MOTORS
- F03D13/00—Assembly, mounting or commissioning of wind motors; Arrangements specially adapted for transporting wind motor components
- F03D13/20—Arrangements for mounting or supporting wind motors; Masts or towers for wind motors
- F03D13/25—Arrangements for mounting or supporting wind motors; Masts or towers for wind motors specially adapted for offshore installation
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F03—MACHINES OR ENGINES FOR LIQUIDS; WIND, SPRING, OR WEIGHT MOTORS; PRODUCING MECHANICAL POWER OR A REACTIVE PROPULSIVE THRUST, NOT OTHERWISE PROVIDED FOR
- F03D—WIND MOTORS
- F03D13/00—Assembly, mounting or commissioning of wind motors; Arrangements specially adapted for transporting wind motor components
- F03D13/10—Assembly of wind motors; Arrangements for erecting wind motors
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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
-
- 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
- Y02E10/727—Offshore wind turbines
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Sustainable Development (AREA)
- Sustainable Energy (AREA)
- Chemical & Material Sciences (AREA)
- Combustion & Propulsion (AREA)
- Mechanical Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Wind Motors (AREA)
Abstract
The present invention provides a kind of tower structure, offshore wind turbine and its installation method.Tower structure for offshore wind turbine includes the tower barrel base successively installed from top to bottom, concrete tower segments and steel tower drum section, tower structure further include: concrete changeover portion, the tubular that concrete changeover portion is mounted between concrete tower segments and tower barrel base and is gradually increased from top to bottom with sectional area, wherein, concrete changeover portion has the shaped form bus of non-constant curvature and the bottom section product of concrete changeover portion is the 2 times or more of top cross-section product.By using tower structure according to the present invention, the cost of the tower structure of offshore wind farm construction project can be significantly reduced while the support of robust is provided, and concrete water-proof, Anticorrosive Character are made full use of to improve the durability of tower structure, to ensure that offshore wind turbine is safe and reliable and steadily runs.
Description
Technical field
This disclosure relates to wind power generation field, more particularly, to a kind of tower structure, offshore wind turbine and
The method for installing offshore wind turbine.
Background technique
Currently, offshore wind farm development has come into a completely new period.In built marine wind electric field, make more
With basis combination steel tower drum, concrete tower or the steel reinforced concrete of single-pile foundation, gravity type foundation, jacket basis and other forms
Tower (including steel tower drum section and concrete tower segments) is used as support construction.The installation of these tower structures is slow, operation on the sea when
Between it is long, this causes the cost of use of Large-scale Hoisting equipment to increase, and has raised single fighter cost.In addition, in order to improve making for tower
With the service life, it is also necessary to carry out anti-corrosion and waterproof processing to tower, which in turns increases the costs of single fighter.
Summary of the invention
Therefore, the purpose of the present invention is to provide a kind of cost that can reduce tower structure and be capable of providing stablize branch
The tower structure for offshore wind turbine of support.
It according to an aspect of the present invention, include successively installing from top to bottom for the tower structure of offshore wind turbine
Tower barrel base, concrete tower segments and steel tower drum section, the tower structure further include: concrete changeover portion, concrete mistake
Cross the tubular that section is mounted between concrete tower segments and tower barrel base and is gradually increased from top to bottom with sectional area, wherein
It is top cross-section that concrete changeover portion, which has the bottom section of the shaped form bus of non-constant curvature and concrete changeover portion product,
Long-pending 2 times or more.
Preferably, shaped form mother curvature of a curve can be gradually increased from top to bottom or first be gradually increased and be gradually reduced again.
Preferably, the bottom section product of concrete changeover portion can be 6 times or less of top cross-section product.
Preferably, the section of concrete changeover portion can be circle, and the top diameter of concrete changeover portion can be in 8m to 15m
In the range of, the base diameter of concrete changeover portion can be in the range of 20m to 35m, and the height of concrete changeover portion can be in 20m
To in the range of 40m.
Preferably, the section of concrete changeover portion can be polygon.
Preferably, the section of tower barrel base can be circle, and the diameter of tower barrel base can be in the range of 30m to 45m.
Preferably, the height of concrete tower segments can account for the 30% of the sum of height of steel tower drum section and concrete tower segments
~70%.
Preferably, tower structure may also include in the barrel for being distributed in concrete changeover portion and the barrel of concrete tower segments
Prestressing force portion, the upper end in prestressing force portion can be anchored at the position of steel tower drum section connecting with concrete tower segments, answer in advance
The lower end in power portion can be anchored on tower barrel base.
Preferably, prestressing force portion can may include for integral type prestressing tendon or prestressing force portion the first prestressing tendon and
The upper end of second prestressing tendon, the first prestressing tendon can be anchored at the position of steel tower drum section connecting with concrete tower segments
Place, the lower end of the second prestressing tendon can be anchored on tower barrel base, and the lower end of the first prestressing tendon and the second prestressing tendon
Upper end be anchored on the inner surface of concrete changeover portion.
Preferably, the wall thickness for the part of concrete changeover portion connecting with concrete tower segments can gradually become from top to bottom
It is thin, wherein concrete tower segments can be prefabricated concrete member.
Preferably, tower barrel base can be suction tube basis or gravity type foundation.
According to another aspect of the present invention, a kind of offshore wind generating including tower structure as described above is also provided
Group.
According to another aspect of the invention, a kind of method for installing offshore wind turbine as described above is also provided,
This method comprises: using concreting concrete changeover portion on tower barrel base；Concrete strength to concrete changeover portion reaches
To after design strength, tower barrel base and concrete changeover portion are dragged in region to be moored；Concrete tower segments are lifted to concrete
On changeover portion, while the displacement of tower barrel base is adjusted to reach balance；Steel tower drum section is lifted to concrete tower segments,
The displacement of tower barrel base is adjusted simultaneously to reach balance.
Preferably, this method may also include that after the concrete strength of concrete changeover portion reaches design strength, will answer in advance
The a part in power portion is mounted in concrete changeover portion；It, will after lifting concrete tower segments to concrete changeover portion
The another part in prestressing force portion is mounted in concrete tower segments.
Preferably, this method, which may also include that, installs in region to be moored after installing steel tower drum section and debugs sea
The other component of wind power generating set；Offshore wind turbine is integrally pulled and leaves the port to seat in the plane point to sink to installing.
By using tower structure according to the present invention, sea can be significantly reduced while the support of stable and robust is provided
The cost of the tower structure of windward electricity construction project, and the waterproof of concrete, Anticorrosive Character are made full use of to improve tower structure
Durability, thus the need that the engineering construction cost for meeting the tower structure of powerful offshore wind turbine constantly declines
It asks, and ensures that offshore wind turbine is safe and reliable and steadily runs.
In addition, tower structure is installed by using installation method according to the present invention, by tower barrel base and concrete mistake
Crossing section, entirety is dragged to region to be moored again after harbour is assembled, and can promote installation rate, shortens Potential Working Time For Operation At Sea, and
Reduce the use of large scale equipment.
Detailed description of the invention
Present invention will now be described in detail with reference to the accompanying drawings., and above and other objects of the present invention, feature and advantage will
It can be more clearly understood, in the accompanying drawings:
Fig. 1 is the schematic diagram of the tower structure of first embodiment according to the present invention, wherein concrete changeover portion, which has, to be thrown
Object line style bus；
Fig. 2 is shown and is formed in the barrel of concrete changeover portion along the sectional view of the line A-A interception in Fig. 1
Prestress hole；
Fig. 3 is that integral type prestressing tendon installs diagram in prestress hole shown in figure 2；
Fig. 4 is shown and is formed in the barrel of concrete changeover portion along the sectional view of the line A-A interception in Fig. 1
Prestress hole and the first anchoring body and the second anchoring body being formed on the inner surface of concrete changeover portion；
Fig. 5 is that the first prestressing tendon and the second prestressing tendon are mounted in prestress hole shown in Fig. 4 and by first
Anchoring body and the second anchoring body are fixed on the diagram on the inner surface of concrete changeover portion；
Fig. 6 is the schematic diagram of the tower structure of second embodiment according to the present invention, wherein concrete changeover portion has ellipse
Circular curve type bus；
Fig. 7 is the schematic diagram of the tower structure of third embodiment according to the present invention, wherein concrete changeover portion has sample
Shaped form bus；
Fig. 8 is the schematic diagram of the tower structure of fourth embodiment according to the present invention, wherein concrete changeover portion, which has, to be divided
Segmentation shaped form bus.
Drawing reference numeral explanation:
10: tower barrel base, 20: concrete tower segments, 201: door, 30: steel tower drum section, 40,40-1,40-2 and 40-3:
Concrete changeover portion, 50: prestressing force portion, 51: prestress hole, 52: integral type prestressing tendon, 53: the first prestressing tendons, 531: the
One anchoring body, 54: the second prestressing tendons, 541: the second anchoring bodys.
Specific embodiment
Now, it describes in detail with reference to the accompanying drawings according to an embodiment of the invention, its example is shown in the drawings, wherein
Identical label always shows identical component.
Referring to Fig. 1, Fig. 6 to Fig. 8, steel reinforced concrete tower combination tower is can be used in the tower structure for offshore wind turbine
The form on basis, that is, tower structure includes the tower barrel base 10 successively installed from top to bottom, concrete tower segments 20 and steel
Tower segments 30.As shown in Figure 1, the tower structure of an exemplary embodiment of the present invention further includes concrete changeover portion 40, mix
Solidifying soil changeover portion 40 is mounted between concrete tower segments 20 and tower barrel base 10 and there is sectional area to be gradually increased from top to bottom
Tubular, wherein concrete changeover portion 40 have non-constant curvature shaped form bus and concrete changeover portion 40 bottom
Sectional area is the 2 times or more of top cross-section product.
Further, in an embodiment according to the present invention, shaped form mother curvature of a curve can be gradually increased from top to bottom or
Person is first gradually increased and is gradually reduced again, so that the increase rate of the sectional area of concrete changeover portion 40 is gradually increased from top to bottom.
Specifically, Fig. 1, Fig. 6 show the example of the shaped form bus with non-constant curvature to Fig. 8.Tower structure shown in Fig. 1
Concrete changeover portion 40 and tower structure shown in Fig. 6 concrete changeover portion 40-1 be respectively provided with parabolic type bus and
ECC Type bus, the parabolic type bus and ECC Type mother curvature of a curve are gradually increased from top to bottom.Show in Fig. 7
The concrete changeover portion 40-2 of the tower structure of third embodiment according to the present invention out has spline curve type bus, batten
Shaped form mother curvature of a curve can be gradually increased from top to bottom or first be gradually increased and be gradually reduced again.In addition, root shown in Fig. 8
Concrete changeover portion 40-3 according to the tower structure of the fourth embodiment of the present invention has segmented shaped form bus, the segmented
Shaped form bus have upper part, middle section and lower part, upper and bottom section can be straight line or the lesser curve of curvature,
Middle section is the biggish curve of curvature, therefore segmented shaped form mother curvature of a curve is first gradually increased gradually subtracts again from top to bottom
It is small.Optionally, shaped form mother curvature of a curve can be in the range of 1/10 to 1/200, for example, 1/11 to 1/34,1/36 to 1/59
Or 1/61 to 1/200.
Concrete changeover portion 40 have shaped form bus in the case where, concrete changeover portion 40 can have it is horn-like (section
Face is round) or side be the prism-frustum-shaped of concave curved surface (section is polygon).For example, the section of concrete changeover portion 40
It can be the polygon with rounded corner, compared with sharp chamfering, rounded corner can avoid the neutralization of stress collection and be corroded by sea washes
The case where occur.
In addition, the long-pending ratio with top cross-section product in the bottom section of concrete changeover portion 40 can in the range of 1.5 to 20,
To guarantee to provide the support of robust.Determine that the bottom of concrete changeover portion 40 is cut by considering the power of the assembling unit and wind-resources condition
Area and top cross-section product ratio and tower structure more than sea level and b.s.l. height.Recognize by experiment
Card and calculating analysis, the bottom section product of concrete changeover portion 40 and the ratio of top cross-section product are preferably between 2 to 6.Generally
For, the power of the assembling unit is bigger, and ratio is bigger.However, embodiment according to the present invention is without being limited thereto, the bottom of concrete changeover portion 40
The ratio of portion's sectional area and top cross-section product can also be 3,4,5,7,8,10,12 or 15 etc..
In addition, the height more than sea level of concrete changeover portion 40 is arranged centainly according to the maximum height of splash zone
Safety zone, to ensure the link position between concrete tower segments 20 and concrete changeover portion 40 (for Fig. 2 to Fig. 3's
Embodiment hereafter will be described in more detail) or the first anchoring body 531 and the second anchoring body 541 (for the implementation of Fig. 4 to Fig. 5
Example, hereafter will be described in more detail) more than sea level.Preferably, between concrete tower segments 20 and concrete changeover portion 40
Link position it is 1.5m to 2.5m higher than the maximum height of splash zone.In addition, concrete changeover portion 40 on sea level and tower
Height between basis 10 is determined according to the depth of water in wind power generating set fitting machine site.
By taking certain powerful offshore wind turbine as an example, the size of each part of tower structure is as follows: tower barrel base 10
Diameter can be in the range of 30m to 45m, preferably 35m；Height can be in the range of 8m to 15m, preferably 10m.It is mixed
The height of solidifying soil changeover portion 40 can be in the range of 20m to 40m, preferably 22.2m；Top diameter can be in the range of 8m to 15m
It is interior, preferably 10.36m；Base diameter can be in the range of 20m to 35m, preferably 24m.
In addition, being mixed to establish stronger bonding strength between the bottom of concrete changeover portion 40 and tower barrel base 10
The base diameter of solidifying soil changeover portion 40 can be only 8m to 12m smaller than the diameter of tower barrel base 10, and the cylinder of concrete changeover portion 40
The wall thickness of wall can also be gradually increased along direction from top to bottom.
In addition, the cross section on the top of concrete changeover portion 40 can cooperate with the cross section of the lower part of concrete tower segments 20
Docking, in order to which the two is fixed together.For example, it is circular that the top of concrete changeover portion 40, which has one section of cross section,
Cylindrical portion, cylindrical portion are docked with the cooperation of the circular cross section of the lower part of concrete tower segments 20.Preferably, concrete changeover portion 40
The part being connect with concrete tower segments 20 wall thickness it is gradually thinning from top to bottom, with increase link position load bear energy
Power.
The height of steel tower drum section 30 and concrete tower segments 20 determines according to wind-resources situation, wherein concrete tower
The height of section 20 can account for the 30%~70% of the sum of height of steel tower drum section 30 and concrete tower segments 20.
Further, tower structure may also include prestressing force portion 50, and the upper end in prestressing force portion 50 is anchored at steel tower drum section
At 30 position connecting with concrete tower segments 20, the anchoring lower ends in prestressing force portion 50 are on tower barrel base 10.By answering in advance
Power portion 50 applies prestressing force to tower barrel base 10, concrete changeover portion 40, concrete tower segments 20 and steel tower drum section 30, can incite somebody to action
The various pieces of tower structure link together, and to provide for offshore wind turbine, the rigidity of structure is relatively strong, structure is more stable
And reliable support construction.
In addition, for the prestressed portion 50 in tower structure, in the barrel and concrete towers of concrete changeover portion 40
Along direction from top to bottom it is formed with prestress hole 51 in the barrel of cylinder section 20, so as to can extend across this pre- in prestressing force portion 50
Stress hole 51 is to apply prestressing force to tower structure.
Fig. 1, Fig. 6 only symbolically show prestressing force portion 50 to Fig. 8 and extend continuously to tower base from steel tower drum section 30
Plinth 10.In an embodiment according to the present invention, prestressing force portion 50 can be integral type prestressing tendon or two-part prestressing tendon.Under
Face will describe the specific structure of both prestressing tendons referring to Fig. 2 to Fig. 5.
Fig. 2 to Fig. 3 describes the embodiment that integral type prestressing tendon 52 is mounted in prestress hole 51.Specifically, such as Fig. 2
It is shown, 24 prestressing force separated with identical angular spacing are circumferentially formed in the barrel of concrete changeover portion 40
Hole 51.In addition, being also accordingly formed with 24 prestress hole (not shown) in the barrel of concrete tower segments 20.Integral type is pre-
Stress beam 52 passes through these prestress holes 51 (as shown in Figure 3) and its upper and lower ends is anchored at steel tower drum section 30 respectively and mixes
On the position (usually connecting flange) and tower barrel base 10 that solidifying soil tower segments 20 connect, by tower barrel base 10, concrete towers
Cylinder section 20, concrete changeover portion 40 and steel tower drum section 30 are fixed together.Integral type prestressing tendon 52 is suitable for concrete
Tower segments 20 and the lesser situation of the height of concrete changeover portion 40, are capable of providing stronger rigidity or prestress strength.
Fig. 4 to Fig. 5 describes the embodiment that two-part prestressing tendon is mounted in prestress hole 51.Specifically, such as Fig. 4 institute
Show, 24 prestress holes separated with identical angular spacing are circumferentially formed in the barrel of concrete changeover portion 40
51.In addition, being also accordingly formed with 24 prestress hole (not shown) in the barrel of concrete tower segments 20.Two-part is answered in advance
Power beam includes the first prestressing tendon 53 and the second prestressing tendon 54 across prestress hole 51.The upper end anchor of first prestressing tendon 53
Gu lower end passes through the first anchor at the position (usually connecting flange) of steel tower drum section 30 connecting with concrete tower segments 20
Solid 531 is being anchored at concrete changeover portion 40 at the position that concrete changeover portion 40 is connect with concrete tower segments 20
On inner surface (as shown in Figure 5).The anchoring lower ends of second prestressing tendon 54 are on tower barrel base 10, upper end and the first prestressing tendon
53 anchoring lower ends are in similar position, but the second anchoring body 541 and the first anchoring body 531 are along the circumference side of tower structure
To spaced apart to prevent the first prestressing tendon 53 and the second prestressing tendon 54 interfering with each other.Although it is pre- to be shown in FIG. 5 first
Stress beam 53 and the second prestressing tendon 54 are intersected with each other, but can be with indeed according to the top view of tower structure (referring to fig. 4)
Find out, the first anchoring body 531 and the second anchoring body 541 are circumferentially spaced apart, therefore the first prestressing tendon 53 and second
Prestressing tendon 54 will not be interfering with each other.
Although only describing the embodiment of integral type prestressing tendon and two-part prestressing tendon, root into Fig. 5 in Fig. 2
According to embodiments of the present invention are not limited thereto, prestressing force portion 50 can also be three-stage prestressing tendon, four-part form prestressing tendon or tool
There is the multisection type prestressing tendon of more multistage.The number of segment of prestressing tendon included by prestressing force portion 50 can be according to concrete tower segments 20
Change with the height of concrete changeover portion 40 and prestress strength or the rigidity requirement of tower structure.Usually, it is segmented
Formula prestressing tendon is suitable for the higher-height situation of concrete tower segments 20 and concrete changeover portion 40, can be convenient for prestressing tendon
Installation.
In addition, the quantity of prestress hole 51 and the prestressing tendon across each prestress hole 51 can be according to the ruler of tower structure
Very little (for example, diameter and/or height) and rigidity of structure demand and change.Usually, the quantity of prestress hole 51 can be greater than or
Equal to 4, the quantity across the prestressing tendon of each prestress hole 51 can be greater than or equal to 1.Further, each prestressing force
Beam can be made of one or more prestress wires, or be made of one or more parallel steel wire bunchy cable bodies.
It is separated in addition, though showing 24 prestress holes 51 in Fig. 2 and Fig. 4 with identical angular spacing, but it is according to the present invention
Embodiment is without being limited thereto, and the quantity of prestress hole 51 can be more or less, and prestress hole 51 can also be between different angles
Every separating.For example, in more settable prestress holes 51 of the side windward of tower structure to install more prestressing force portions 50,
So as to bear stronger load.
In addition, staff passes in and out tower structure for convenience, in the lower part of concrete tower segments 20 (that is, splash zone is high
Degree or more part) offer door opening, door 201 is installed on door opening.It is noted that concrete tower segments 20 offer
The position of door opening should avoid the prestress hole 51 for prestressed portion, to avoid prestressing tendon disconnection.However, if coagulation
The position for offering door opening of native tower segments 20 can not avoid prestress hole 51, then the prestressing tendon disconnected can pass through institute as above
The anchoring body stated is anchored on the inner surface of concrete tower segments 20.
Preferably, tower barrel base 10 can be suction tube basis, suction caisson or gravity type foundation, or can be can
The other types of basis (for example, jacket basis or more pile-type basis) of concrete changeover portion 40 is installed, to adapt to sea
Basic environment.
In addition, according to the abovementioned embodiments of the present invention it is found that tower structure as described above is suitable for wind power generating set.
The installation method of wind power generating set according to the present invention is described below with reference to Fig. 1 to Fig. 5, this method comprises:
Concreting concrete changeover portion 40 is used on tower barrel base 10；
After the concrete strength of concrete changeover portion 40 reaches design strength, by tower barrel base 10 and concrete changeover portion
40 are dragged in region to be moored；
Concrete tower segments 20 are lifted to concrete changeover portion 40, while adjusting the displacement of tower barrel base 10 to reach
To balance；
Steel tower drum section 30 is lifted to concrete tower segments 20, while adjusting the displacement of tower barrel base 10 to reach
Balance.
This method may also include that after the concrete strength of concrete changeover portion 40 reaches design strength, by prestressing force portion
50 a part is mounted in concrete changeover portion 40；By the lifting of concrete tower segments 20 on concrete changeover portion 40 it
Afterwards, the another part in prestressing force portion 50 is mounted in concrete tower segments 20.Preferably, first section steel tower drum section is being installed
After 30, it should ensure that prestressing force portion 50 establishes and complete.
This method, which may also include that, to be installed in region to be moored after installing steel tower drum section 30 and debugs wind-driven generator
The other component (for example, host, wheel hub, blade etc.) of group；Wind power generating set is integrally pulled and leaves the port to seat in the plane point to sink to pacifying
Dress.
Above-mentioned installation method, it is equally applicable to structure shown in Fig. 6 to Fig. 8.
According to the abovementioned embodiments of the present invention, tower barrel base 10 and concrete tower segments 20 can be raw for prefabricated
Component is produced, especially tower barrel base 10 can be integrally dragged in region to be moored after factory or the prefabricated connection of harbour, is sent out to wind-force
After motor group integral installation debugging, wind power generating set is integrally pulled and is left the port, until seat in the plane point sinks, realizes the whole of seat in the plane point
Body pylon method for rapidly mounting, so as to shorten the time (especially Potential Working Time For Operation At Sea) of installation tower structure and reduce large size
The use of hanging device.
Compared with the tower structure of traditional frustum form or the transition structure of the arc bus with constant curvature,
In the case that the bottom section product of same load design and concrete changeover portion is constant, concrete mistake is designed by mode as above
The structure of section is crossed, the increase rate of the sectional area of concrete changeover portion can be made to be gradually increased from top to bottom, to increase concrete
The contact area of changeover portion and tower barrel base and increase concrete changeover portion top dimension design margin, for concrete towers
Other components of cylinder section, steel tower drum section and wind power generating set provide relatively reliable and robust support.In addition, pass through by
Concrete changeover portion is mounted between concrete tower segments and tower barrel base, can make full use of low cost, the waterproof of concrete
With Anticorrosive Character to significantly reduce the cost of offshore wind turbine construction and improve the durability of tower structure.
Therefore, by using the tower structure according to the present invention with above structure, the support of robust can provided
Simultaneously significantly reduce offshore wind farm construction project tower structure cost, and make full use of concrete water-proof, Anticorrosive Character with
The durability for improving tower structure, to meet the engineering construction cost of the tower structure of powerful offshore wind turbine
The demand constantly declined, and ensure that offshore wind turbine is safe and reliable and steadily runs.
In addition, tower structure is installed by using installation method according to the present invention, by tower barrel base and concrete mistake
Crossing section, entirety is dragged to region to be moored again after harbour is assembled, and can promote installation rate, shortens Potential Working Time For Operation At Sea, and
Reduce the use of large scale equipment.
Although having show and described some embodiments of the present invention, it will be understood by those skilled in the art that not taking off
It, can be to these embodiments in the case where from the principle and spirit of the invention defined by the claims and their equivalents
It modifies.
Claims (15)
1. a kind of tower structure for offshore wind turbine, the tower structure include the tower successively installed from top to bottom
Cylinder basic (10), concrete tower segments (20) and steel tower drum section (30), which is characterized in that the tower structure further include:
Concrete changeover portion (40,40-1,40-2,40-3), the concrete changeover portion (40,40-1,40-2,40-3) are mounted on
The tubular being gradually increased from top to bottom between the concrete tower segments (20) and the tower barrel base (10) and with sectional area,
Wherein, the concrete changeover portion (40,40-1,40-2,40-3) has the shaped form bus of non-constant curvature and described mixed
The bottom section product of solidifying soil changeover portion (40,40-1,40-2,40-3) is the 2 times or more of top cross-section product.
2. tower structure according to claim 1, which is characterized in that the shaped form mother curvature of a curve is from top to bottom gradually
Increase or be first gradually increased and is gradually reduced again.
3. tower structure according to claim 1, which is characterized in that the concrete changeover portion (40,40-1,40-2,
Bottom section product 40-3) is 6 times or less of top cross-section product.
4. tower structure according to claim 1, which is characterized in that the concrete changeover portion (40,40-1,40-2,
Section 40-3) is circle, the model of the top diameter of the concrete changeover portion (40,40-1,40-2,40-3) in 8m to 15m
In enclosing, the base diameter of the concrete changeover portion (40,40-1,40-2,40-3) is in the range of 20m to 35m, the coagulation
The height of native changeover portion (40,40-1,40-2,40-3) is in the range of 20m to 40m.
5. tower structure according to claim 1, which is characterized in that the concrete changeover portion (40,40-1,40-2,
Section 40-3) is polygon.
6. tower structure according to claim 1, which is characterized in that the section of the tower barrel base (10) is circle, institute
The diameter of tower barrel base (10) is stated in the range of 30m to 45m.
7. tower structure according to claim 1, which is characterized in that the height of the concrete tower segments (20) accounts for described
The 30%~70% of the sum of the height of steel tower drum section (30) and the concrete tower segments (20).
8. tower structure according to claim 1, which is characterized in that the tower structure further includes being distributed in the coagulation
Prestressing force portion in the barrel of native changeover portion (40,40-1,40-2,40-3) and the barrel of the concrete tower segments (20)
(50), the upper end of the prestressing force portion (50) is anchored at connecting with the concrete tower segments (20) for the steel tower drum section (30)
At the position connect, the anchoring lower ends of the prestressing force portion (50) are on the tower barrel base (10).
9. tower structure according to claim 8, which is characterized in that the prestressing force portion (50) is integral type prestressing tendon
(52), or
The prestressing force portion (50) includes the first prestressing tendon (53) and the second prestressing tendon (54), first prestressing tendon
(53) upper end is anchored at the position of the steel tower drum section (30) connecting with the concrete tower segments (20), and described
The anchoring lower ends of two prestressing tendons (54) on the tower barrel base (10), and the lower end of first prestressing tendon (53) and
The upper end of second prestressing tendon (54) is anchored at the inner surface of the concrete changeover portion (40,40-1,40-2,40-3)
On.
10. tower structure according to claim 1, which is characterized in that the concrete changeover portion (40,40-1,40-2,
The wall thickness of the part connecting with the concrete tower segments (20) 40-3) is gradually thinning from top to bottom, wherein the concrete
Tower segments (20) are prefabricated concrete member.
11. tower structure according to claim 1, which is characterized in that the tower barrel base (10) be suction tube basis or
Gravity type foundation.
12. a kind of includes the offshore wind turbine of the tower structure as described in any one of claims 1 to 11.
13. a kind of method for installing offshore wind turbine as claimed in claim 12, which is characterized in that the method packet
It includes:
Concreting concrete changeover portion (40,40-1,40-2,40-3) is used on tower barrel base (10)；
After concrete strength to the concrete changeover portion (40,40-1,40-2,40-3) reaches design strength, by the tower
Cylinder basic (10) and the concrete changeover portion (40,40-1,40-2,40-3) are dragged in region to be moored；
Concrete tower segments (20) are lifted to the concrete changeover portion (40,40-1,40-2,40-3), while adjusting institute
The displacement of tower barrel base (10) is stated to reach balance；
Steel tower drum section (30) are lifted to the concrete tower segments (20), while adjusting the row of the tower barrel base (10)
Water is to reach balance.
14. according to the method for claim 13, which is characterized in that the method also includes: to the concrete changeover portion
After the concrete strength of (40,40-1,40-2,40-3) reaches design strength, a part of prestressing force portion (50) is mounted on institute
It states in concrete changeover portion (40,40-1,40-2,40-3)；It lifts by the concrete tower segments (20) to the concrete
After on changeover portion (40,40-1,40-2,40-3), the another part of prestressing force portion (50) is mounted on the concrete tower
In section (20).
15. according to the method for claim 13, which is characterized in that the method also includes: installing the steel tower
It is installed in the region to be moored after cylinder section (30) and debugs the other component of the offshore wind turbine；By the sea
Wind power generating set, which is integrally pulled, leaves the port to seat in the plane point to sink to installing.
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| CN201811622688.1A CN109356797B (en) | 2018-12-28 | 2018-12-28 | Tower drum structure, offshore wind generating set and installation method thereof |
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| CN201811622688.1A CN109356797B (en) | 2018-12-28 | 2018-12-28 | Tower drum structure, offshore wind generating set and installation method thereof |
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| CN109356797B CN109356797B (en) | 2022-09-13 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112196745A (en) * | 2020-10-30 | 2021-01-08 | 广州容柏生建筑工程设计咨询有限公司 | Variable-section assembled wind power tower cylinder and construction method thereof |
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| CN109356797B (en) | 2022-09-13 |
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