CN108266330A - A kind of Wind turbines prestressing force steel reinforced concrete tower - Google Patents
A kind of Wind turbines prestressing force steel reinforced concrete tower Download PDFInfo
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- CN108266330A CN108266330A CN201810181395.8A CN201810181395A CN108266330A CN 108266330 A CN108266330 A CN 108266330A CN 201810181395 A CN201810181395 A CN 201810181395A CN 108266330 A CN108266330 A CN 108266330A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 120
- 239000010959 steel Substances 0.000 title claims abstract description 120
- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 27
- 239000004567 concrete Substances 0.000 claims abstract description 96
- 230000009466 transformation Effects 0.000 claims abstract description 42
- 239000012634 fragment Substances 0.000 claims abstract description 30
- 239000011178 precast concrete Substances 0.000 claims abstract description 12
- 238000006073 displacement reaction Methods 0.000 claims abstract description 5
- 230000007704 transition Effects 0.000 claims abstract description 5
- 238000013467 fragmentation Methods 0.000 claims abstract description 4
- 238000006062 fragmentation reaction Methods 0.000 claims abstract description 4
- 239000003351 stiffener Substances 0.000 claims description 28
- 238000007789 sealing Methods 0.000 claims description 9
- 239000004570 mortar (masonry) Substances 0.000 claims description 6
- 239000002002 slurry Substances 0.000 claims description 6
- 238000009434 installation Methods 0.000 claims description 5
- 238000004873 anchoring Methods 0.000 claims description 4
- 230000005540 biological transmission Effects 0.000 claims description 3
- 239000003292 glue Substances 0.000 claims description 3
- 230000036316 preload Effects 0.000 claims description 3
- 238000005260 corrosion Methods 0.000 claims description 2
- 230000001681 protective effect Effects 0.000 claims description 2
- 238000003466 welding Methods 0.000 claims description 2
- 230000007797 corrosion Effects 0.000 claims 1
- 238000007363 ring formation reaction Methods 0.000 claims 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims 1
- 238000010276 construction Methods 0.000 abstract description 13
- 238000013461 design Methods 0.000 abstract description 4
- 125000004122 cyclic group Chemical group 0.000 abstract 1
- 238000011161 development Methods 0.000 description 4
- 230000001965 increasing effect Effects 0.000 description 4
- 238000000034 method Methods 0.000 description 3
- 238000002156 mixing Methods 0.000 description 3
- 239000002689 soil Substances 0.000 description 3
- 238000005345 coagulation Methods 0.000 description 2
- 230000015271 coagulation Effects 0.000 description 2
- 230000005611 electricity Effects 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000009417 prefabrication Methods 0.000 description 2
- 239000011513 prestressed concrete Substances 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 238000000926 separation method Methods 0.000 description 2
- 230000003260 anti-sepsis Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 238000000227 grinding Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 239000013589 supplement Substances 0.000 description 1
- 230000008719 thickening Effects 0.000 description 1
Classifications
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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
-
- 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
- F03D13/22—Foundations specially adapted for wind motors
-
- 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
- Y02E10/728—Onshore wind turbines
-
- 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
- Y02P—CLIMATE CHANGE MITIGATION TECHNOLOGIES IN THE PRODUCTION OR PROCESSING OF GOODS
- Y02P70/00—Climate change mitigation technologies in the production process for final industrial or consumer products
- Y02P70/50—Manufacturing or production processes characterised by the final manufactured product
Landscapes
- 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 Wind turbines prestressing force steel reinforced concrete towers, are vertically formed by connecting by the prefabricated tower segments of several truncated cone-shapeds including top steel tower tube, concrete tower and bottom disc shape basis, the concrete tower, segmented mode is horizontal fragmentation；Each section of tower segments are formed by connecting by the arc-shaped precast concrete fragment circumferential direction of multi-disc, and sliced fashion is vertical fragment, and after tower segments splicing is cyclic, the fissure of displacement is installed by the way of lifting paragraph by paragraph；Steel tower tube, concrete tower are connected with bottom disc shape basis by external prestressing steel strand wires；Concrete atop a tower sets concrete tower transformation segment, concrete tower transformation segment is also connected with steel tower tube section by bolt assembly, slow transition reduces concrete tower transformation segment tower wall thickness by a certain percentage, ensure that top end surface wall thickness is noticeably greater than stack shell wall thickness, external prestressing steel strand wires enter space in concrete towers cylinder cylinder after running through concrete tower transformation segment.Reasonable design of the present invention, construction is simple, convenient transportation, be connected firmly, be cheap, can lot flow construction.
Description
Technical field
The invention belongs to the low wind speed area Wind turbines prestressing force mixing tower technical fields of high tower, and in particular to a kind of top
It is the prestressing force mixing tower that conventional steel tower, lower part are fragment prefabricated prestressed concrete tower cylinder.
Background technology
At present, China's tradition Wind turbines support construction overwhelming majority uses steel cone tower, but with China's wind
The fast development of power power industry, Wind turbines single-machine capacity is increasing, in order to efficiently use the wind energy resources in low wind speed area,
Gradually to altitude development of maximizing, matching hub height and rigidity requirement are continuously increased Wind turbines.When wheel hub height
When degree is more than 100m, traditional round taper steel tower tube bottom section diameter will limit, and beyond the size of conventional highway transportation with steel cylinder
The increase of height, overall stiffness declines the bad vibration characteristic that can induce Wind turbines, so as to limit high tower Wind turbines
Development.Therefore the hybrid pylon of concrete-steel cylinder can meet the requirement of large-scale wind electricity machine unit hub height, be obtained in wind-powered electricity generation field
To extensive concern.
The hybrid pylon lower part of concrete-steel cylinder uses concrete tower, and top uses steel tower drum, and basis is using hollow
Disc reinforced concrete structure, three are connected by prestress wire, so as to substantially reduce the height of steel tower drum section
Degree under the premise of traffic condition is met, also ensures that high tower barrel structure has better mechanical characteristic.Cast-in-place concrete tower has
There are the limitations such as construction is complicated, curing cycle is long, template dismounting is cumbersome, concrete construction quality is difficult to ensure that, it is difficult to meet big
The construction requirement of type wind power generating set mass, procedure.
Invention content
The purpose of the present invention is in view of the above problems, provide a kind of reasonable design, construction is simple, convenient transportation,
Be connected firmly, be cheap, can lot flow construction Wind turbines prestressing force steel reinforced concrete tower.For this purpose, the present invention adopts
Use following technical scheme：
A kind of Wind turbines prestressing force steel reinforced concrete tower, it is special including top steel tower tube, concrete tower and bottom disc shape basis
Sign is：The concrete tower is vertically formed by connecting by the prefabricated tower segments of several truncated cone-shapeds, and segmented mode is horizontal fragmentation；Often
One section of tower segments is formed by connecting by the arc-shaped precast concrete fragment circumferential direction of multi-disc, and sliced fashion is vertical fragment, and tower segments are spelled
After being connected into ring, the fissure of displacement is installed by the way of lifting paragraph by paragraph；By external prestressing steel strand wires by steel tower tube, concrete tower with
Bottom disc shape basis is connected；Concrete atop a tower sets concrete tower transformation segment, concrete tower transformation segment and head tower
Cylinder section is also connected by bolt assembly, and slow transition reduces concrete tower transformation segment tower wall thickness by a certain percentage, ensures top
End surface wall thickness is noticeably greater than stack shell wall thickness, and external prestressing steel strand wires enter concrete towers after running through concrete tower transformation segment
Space in cylinder cylinder.
Further, each section of tower segments and transformation segment are circumferential by the arc-shaped precast concrete fragment in 4 identical 1/4
It is formed by connecting.
Further, section concrete tower in bottom opens up door opening, and personnel's disengaging and equipment is facilitated to carry；Bottom disc shape basis
It is designed to that hollow disc formula anchors space with reserved steel strand tension；Concrete tower transformation segment top end surface is as prestress steel
The anchored end of twisted wire and bolt assembly, concrete tower transformation segment reserves steel strand wires pipe laying, and presets steel strand wires and spiral shell in top surface
The anchor of bolt；All arc-shaped precast concrete fragment setting leveling screw ducts and nut mounting groove and vertical bolt hole
Road and nut mounting groove.
Further, the longitudinal joint between precast concrete fragment is connected using straight bolt with slurry mode is sat, and vertical connection is same
Sample is using straight bolt and sits slurry mode, after the completion of splicing lifting, being tamped, being smoothed out with mortar at nut mounting groove, plays anti-corrosion
Effect, all junction gaps waterproof mortar or marine glue filling；After all installation is complete, prestress wire is carried out
Poling tensioning, and both ends are anchored.
Further, the bottom disc shape basis include ring beam, spread foundation plate, lower plate, concrete foundation bed course,
Upper sealing plate, annular haunch；The bottom disc shape basis is followed successively by concrete foundation bed course, lower plate, extension base from the bottom to top
Plinth plate, ring beam, upper sealing plate are located at the top on disc basis and are connected with ring beam；By annular haunch with mixing at the top of ring beam
Solidifying soil tower is connected；The basis is internally provided with " convex " shape cavity, and upper sealing plate is set into people's access opening；The bottom disc shape
Basis is in ring beam internal reservation steel strand wires poling, and pre-buried steel strand wires cast anchor plate.
Further, the axis vertical take-off of lower anchor slab and steel strand wires, after the lifting of steel reinforced concrete tower is in place, by steel strand wires by steel reinforced concrete
Tower is connected with bottom disc shape basis, and the cavity inside on bottom disc shape basis implements tensioning preload, and lead to steel strand wires
Tapered end is crossed by steel strand anchoring to ring beam bottom.
Further, the bottom end of top steel tower tube be equipped with flange arrangement, the flange arrangement include flanged plate, stiffener and
Backing plate；Prestress wire passes through flanged plate, backing plate, concrete tower transformation segment, and prestress wire upper end passes through tapered end anchor
It is fixed in flanged plate upper surface, lower end and is connected with the disc basis of Wind turbines steel reinforced concrete tower；Flanged plate and backing plate are annulus
Shape steel plate, flanged plate, steel tower tube and stiffener weld mutually, and circular ring shape backing plate is embedded in concrete as concrete protective device
Tower transformation segment top；The flanged plate and backing plate are equipped with the bolt hole of respective numbers and prestress wire cased perforated.
Further, the upper end of the bolt assembly is anchored in flanged plate upper surface, and through flanged plate and backing plate, passes through
Bolt sleeve is extended to inside concrete tower transformation segment, and bolt assembly lower end is with being welded on subordinate in concrete tower transformation segment
Nut thread connection on anchor slab.
Further, the stiffener is placed between flanged plate and backing plate and uniformly arranges along steel tower tube bottom is circumferential,
Stiffener upper end is welded with flanged plate, and outside is welded with steel tower tube inner wall；Stiffener upper end and the company of flanged plate and steel cylinder inner wall
The place's of connecing setting arc trepanning seamlessly transits local stress, optimizing stress transmission path.
Further, setting certain slope in stiffener lower end obliquely, forms gap between backing plate, is twisted by applying steel
It can preferably ensure that steel tower tube bottom end face is in pressured state after line and bolt pretension.
Further, the stiffener is trapezoidal steel plate, and the stiffener upper end width is more than lower end width, can be better
Adapt to the internal force distribution of stiffener.
The beneficial effects of the invention are as follows：
（1）Concrete tower is prefabricated using fragment, and construction quality and the more cast-in-place mode of concrete strength, which have, more fully to be ensured, and
The utilization rate of concrete material can be greatly improved；Each fragment size rule rationally, can stack transport, can improve conevying efficiency；
Concrete tower fragment prefabrication system can carry out lot flow construction and maintenance to tower, under the premise of quality is ensured
Construction and curing cycle is greatly shortened；Fragment prefabrication system can substantially reduce template number, it is only necessary to the 1/4 of conventional template, and
The tower of identical size can be used in close height Wind turbines, and template repeats utilization, reduces cost.
（2）After being anchored using external prestressing steel strand tension, tower greatly improves tower generally in preloading condition
Tensile strength and stability, ensure that the rigidity and intensity of concrete tower；Which is compared with in-body prestressed structure, nothing
Steel strand wires pipe laying need to be preset in precast concrete fragment, alignment and the steel of each section of tower built-in pipe can be avoided in the construction stage
The entire poling process of twisted wire.
（3）According to the mechanical characteristic of concrete tower, circumferential direction is bolted between fragment, both can guarantee lifting and fortune
Stress intensity requirement during row operating mode, also allows for in-site installation construction.
（4）Increase wind-powered machine unit hub height using the hybrid pylon of concrete-steel cylinder, rigidity enhancing, amplitude reduction,
Be conducive to structure safe and stable operation, Wind turbines enlargement, altitude demand for development can be met, low wind speed can be efficiently used
The wind-resources in area.
（5）Bottom disc shape basic engineering is reasonable in design, resistance to capsizing is strong, is connected firmly into hollow shape, can
It realizes that high-power wind turbine crew base and the reasonable of pylon are fastenedly connected, is operated convenient for the stretch-draw anchor of prestress wire, it can
Tower frame for wind generating set is made to greatly improve tensile strength, resistance to capsizing and the stability of tower generally in preloading condition, and
The working at height risk brought by atop a tower tensioning is effectively prevented, also allows for equipment O＆M, steel strand wires subsequently supplement
The operations such as drawing.
（6）Steel reinforced concrete tower prestress wire Opposite direction connection flange arrangement proposed by the present invention, reasonable in design, company
Connect securely, mechanical characteristic it is good, cheap, highly practical, it can be achieved that the conjunction of prestressed concrete tower cylinder section and steel tower tube section
Reason is fastenedly connected.
（7）Coagulation is connected with prestress wire composite structure using flanged plate, stiffener, backing plate, high-strength bolt component
Native tower and steel tower tube can substantially reduce material and processing cost compared with traditional thick flange connector；Flange can not increased
Under the premise of plate thickness, increase rigidity of flange and bolt length simultaneously by way of increasing or thickening stiffener, ensure coagulation
The bonding strength of native tower and steel tower tube, the fatigue problem for preferably avoiding structure that from may occurring.
（8）Sheet separation of putting more energy into is formed between the slope setting of stiffener lower end and billet, by applying steel strand wires and spiral shell
Steel tower tube bottom end face greatly improves steel tower tube always in pressured state during can ensureing fan operation after bolt pretension
Resistance to capsizing.
Description of the drawings
Fig. 1 is Wind turbines prestressing force steel reinforced concrete tower sectional view of the embodiment of the present invention.
Fig. 2 be in the embodiment of the present invention concrete tower top surface from vertical view downward A-A.
Fig. 3 is 3-D view on the outside of 1/4 fragment of concrete tower in the embodiment of the present invention.
Fig. 4 is 1/4 fragment of concrete tower inside 3-D view in the embodiment of the present invention.
Fig. 5 is the structure sectional view on disc basis in bottom in the embodiment of the present invention.
Fig. 6 is the sectional view of steel tower tube and concrete tower transformation segment connecting flange structure in the embodiment of the present invention.
Fig. 7 be in the embodiment of the present invention steel tower tube and concrete tower transformation segment connecting flange structure from bowing under B-B direction
View.
Fig. 8 is the tomograph of steel tower tube and concrete tower transformation segment connecting flange structure in the embodiment of the present invention.
Fig. 9 is steel tower tube and the three-dimensional partial structurtes of concrete tower transformation segment connecting flange structure in the embodiment of the present invention
Figure.
Specific embodiment
The present embodiment is a Wind turbines prestressing force steel reinforced concrete tower, and wherein concrete tower is 48 meters high, with reference to attached
Figure is described in further detail the present invention.
As shown in Fig. 1 ~ Fig. 9, which is connected by bottom section 12, tower top transformation segment 13 with ten 11 fissure of displacement of interlude
It forms, segmented mode is horizontal fragmentation；Each section of tower spliced by the arc-shaped precast concrete fragment 100 in four identical 1/4 and
Into sliced fashion is vertical fragment.All concrete tower fragments 100 are in the unified prefabricated maintenance of precast plant and transport to scene spelling
Lifting is connect, is in towering truncated cone-shaped after the completion of entire concrete tower splicing.Tower top outer diameter 5.2m, wall thickness 1.0m, tower bottom
Section 12 is connected with basis 2, bottom end outer diameter 7.8m；Tower top transformation segment 13 passes through bolt assembly 3 and Opposite direction connection flange arrangement 4 and steel
Tower 5 is connected.The concrete tower unilateral side gradient is 2.7%.
Tower barrel bottom section opens up door opening 5, and in addition to tower top transformation segment 13, each section of wall thickness of concrete tower is 400mm.In order to set
It puts the anchored end of atop a tower prestress wire 6 and bolt assembly 3 and ensures to push up the intensity of section compressive region concrete, tower top turns
13 wall thickness of section is changed by 1:3 gradient even transition reduces, and it is 1.0m to ensure top end surface wall thickness.Tower top transformation segment 13 reserves steel strand
Line pipe laying 413, and circular ring shape billet 46 is preset in top surface.Upper end is anchored in concrete tower top after 6 poling tensioning of steel strand wires
The flange arrangement upper surface in face, anchoring lower ends to foundation ring soffit 26 make tower that can be effectively improved generally in preloading condition
The tensile strength and stability of concrete tower；Prestress wire is along the circumferentially spaced-apart 15 ° of arrangements of concrete tower, totally 24 beam,
To avoid door opening, the prestressed cable of door opening both sides（Totally 4 beam）It is opened to both sides.
As shown in Fig. 3 ~ Fig. 4, in the present embodiment, the high 4.0m of every section of tower, each section concrete tower is prefabricated using fragment,
Strength grade of concrete is between C40 ~ C70, and preferably concrete strength is C50.All fragments are produced in batches in precast plant, prefabricated
When the domed placement of template, template designated position does protrusion, prepared screw-bolt hole road and nut mounting groove, peace is automatically formed after demoulding
Tankage, feed inlet are located at die head, vibrate uniformly, and after the completion of concrete fragment pours, ground mould is done in outside, and steam curing is protected
Demonstrate,prove concrete pouring quality.Prefabricated concrete fragment, which lies low, to be stacked, and can meet conventional highway transportation requirement.
In tower splicing, 2 1/4 precast concrete fragments 100 by leveling screw component 101 and are sat into slurry first
Mode is spliced into 1/2 annulus, then 2 1/2 annulus are spliced into truncated cone-shaped tower segments by same mode.It treats all prefabricated mixed
After the completion of solidifying soil fragment splicing, using by it is lower and it is upper lift paragraph by paragraph by the way of the fissure of displacement install, vertical connection uses vertical bolt group
Part 102 and seat slurry mode, are often circumferentially evenly arranged 8 bolts between section concrete.After the completion of splicing, nut mounting groove
103 are tamped with mortar, smoothed out, and play antisepsis, all junction gaps waterproof mortar or marine glue filling.
After the completion of the lifting of each section of tower, put the oil in reserved pipe laying inner ring and penetrate steel strand wires 6.
As shown in Figure 1,5, described basic 2 be hollow disc shape basis, including ring beam 21, spread foundation plate 22, lower plate
23rd, concrete foundation bed course 211, upper sealing plate 24, haunch 212."convex" shaped cavity 25 is set in described basic 2, is on the one hand convenient for
Equipment disposes and artificial O＆M, on the other hand convenient for the stretch-draw anchor of steel strand wires 6 so as to effectively prevent through atop a tower
The working at height risk that drawstring comes.
The disc basis 2 is constructed using cast-in-place mode, and strength grade of concrete is between C40 ~ C45, basic bottom
Portion is laid with concrete foundation bed course 211, and spread foundation plate 22 is in trapezoidal shape, increases earthing under the premise of underlying strength is ensured
Amount promotes the resistance to capsizing of tower frame for wind generating set.Basic 21 internal reservation steel strand wires poling 28 of ring beam, and under pre-buried steel strand wires
Anchor slab 29, lower anchor slab 29 are rectangular steel plates, ensure the axis vertical take-off of anchor slab 29 and steel strand wires 6 when pre-buried.24 center of upper sealing plate is set
Circular hole is put into people's channel 210, is entered inside basic cavity 25 convenient for personnel.
The bottom section 12 of concrete tower is connected by annular haunch 212 with basic ring beam 21；After tower hoisting is in place, pass through
Concrete tower is connected by steel strand wires 6 with basis 2, implements tensioning preload to steel strand wires inside basic cavity 25, passes through tapered end
27 are anchored to steel strand wires 6 on the lower anchor slab 29 of foundation ring soffit 26.By prestress wire 6 to structure stretch-draw anchor
Afterwards so that tower frame for wind generating set greatly improves tensile strength, resistance to capsizing and the stabilization of tower generally in preloading condition
Property.
As shown in Fig. 6 ~ Fig. 9, connecting flange structure of the invention, including flanged plate 44, stiffener 45, backing plate 46.
Stiffener 45 is placed between flanged plate 44 and backing plate 46 and along the uniformly arrangement of circumferentially spaced-apart 7.5 ° of steel tower tube bottom,
Totally 48 pieces.Flanged plate 44, stiffener 45 and steel tower tube 5 are welded mutually, and all weld seams are through grinding process to eliminate residual stress；Circle
Annular backing plate 46 is embedded in 13 top surface of concrete tower transformation segment, plays a part of to protect tower top surface compressive region concrete.It puts more energy into
45 upper end of plate and the junction of 5 inner wall of flanged plate 44 and steel tower tube set arc trepanning 49 to make part should to avoid stress concentration
Power seamlessly transits, optimizing stress transmission path.
45 lower end of the stiffener setting certain slope obliquely, forms sheet separation 410 of putting more energy between backing plate 46, passes through
It can preferably ensure that 5 bottom end face of steel tower tube is in pressured state always after 3 tensioning of steel strand wires 6 and high-strength bolt.As preferred
Scheme, the gap 410 between 45 inside of stiffener and backing plate 46 are maintained between 2mm ~ 5mm；Under 45 upper end width of stiffener is more than
Width is held, can preferably adapt to the distribution of its internal force.
Steel tower tube section 5 and concrete tower transformation segment 13 are connected by high-strength bolt component 3 and prestress wire 6, high
3 upper end of strength bolt is anchored in 44 upper surface of flanged plate, through flanged plate 44 and backing plate 46 and pass through bolt sleeve 411 extend to it is mixed
Inside solidifying soil tower transformation segment 13, lower end is threadedly coupled with the nut 414 being welded on lower anchor slab 412, welding spiral shell on the outside of nut
Mother set.6 upper end of prestress wire is anchored in 44 upper surface of flanged plate by tapered end, through flanged plate 44 and backing plate 46, and leads to
Steel strand wires pipe laying 413 is crossed after concrete tower transformation segment 13 in the internal stretch to substructure of concrete tower,
Lower end is anchored at foundation ring soffit 26 by tapered end 27.High-strength bolt component 3 and prestress wire 6 are staggered installation of at two pieces
15 ° of circumferential directions are spaced between stiffener 45, between bolt 3 to be evenly arranged, totally 24.
13 top pressurized zone of concrete tower transformation segment adds with circumferential stirrup, to protect atop a tower compressive region concrete
Compression strength.After the completion of the installation tensioning of steel reinforced concrete tower, used in the junction of steel tower tube section 5 and concrete tower transformation segment 13 anti-
Watertight sealing is filled.
Slow transition reduces 13 wall thickness of concrete tower transformation segment by a certain percentage, ensures that top end surface wall thickness is noticeably greater than
Stack shell wall thickness, on the one hand can be the supporting surface that top steel tower tube and transformation segment 13 provide bigger, protection concrete atop a tower by
Pressure area；On the other hand it is concrete tower top section pre-embedded bolt casing and prestress wire under the premise of rigidity requirement is ensured
Pipe laying provides space.
Above example is only a kind of more excellent technical solution of the present invention, it will be understood by those of skill in the art that not
The technical solution in embodiment or parameter can be modified or be replaced in the case of disengaging the principle of the present invention and essence, all
It is covered by the protection scope of the present invention.
Claims (11)
1. a kind of Wind turbines prestressing force steel reinforced concrete tower, basic including top steel tower tube, concrete tower and bottom disc shape,
It is characterized in that：The concrete tower is vertically formed by connecting by the prefabricated tower segments of several truncated cone-shapeds, and segmented mode is horizontal fragmentation；
Each section of tower segments are formed by connecting by the arc-shaped precast concrete fragment circumferential direction of multi-disc, sliced fashion be vertical fragment, tower segments
After splicing cyclization, the fissure of displacement is installed by the way of lifting paragraph by paragraph；By external prestressing steel strand wires by steel tower tube, concrete tower
It is connected with bottom disc shape basis；Concrete atop a tower sets concrete tower transformation segment, concrete tower transformation segment and steel
Tower segments are also connected by bolt assembly, and slow transition reduces concrete tower transformation segment tower wall thickness by a certain percentage, ensures
Top end surface wall thickness is noticeably greater than stack shell wall thickness, and external prestressing steel strand wires enter concrete after running through concrete tower transformation segment
Space in tower cylinder.
2. a kind of Wind turbines prestressing force steel reinforced concrete tower according to claim 1, it is characterised in that：Each section of tower segments with
And transformation segment is formed by connecting by the arc-shaped precast concrete fragment circumferential direction in 4 identical 1/4.
3. a kind of Wind turbines prestressing force steel reinforced concrete tower according to claim 1, it is characterised in that：Bottom section concrete tower
Door opening is opened up, personnel's disengaging and equipment is facilitated to carry；Bottom disc shape basic engineering is into hollow disc formula with reserved steel strand wires
Draw anchoring space；Anchored end of the concrete tower transformation segment top end surface as prestress wire and bolt assembly, concrete
Tower transformation segment reserves steel strand wires pipe laying, and presets anchor in top surface；All arc-shaped precast concrete fragment setting water
Flat bolt duct and nut mounting groove and vertical bolt duct and nut mounting groove.
4. according to a kind of Wind turbines prestressing force steel reinforced concrete tower described in claim 1, it is characterised in that：Precast concrete fragment it
Between longitudinal joint using straight bolt and sit slurry mode and connect, vertical connection equally using straight bolt and sits slurry mode, splices and has lifted
Cheng Hou being tamped, being smoothed out with mortar at nut mounting groove, plays the role of corrosion-resistant, all junction gaps waterproof mortar or
Marine glue is filled；After all installation is complete, poling tensioning is carried out, and both ends are anchored to prestress wire.
5. a kind of Wind turbines prestressing force steel reinforced concrete tower according to claim 1, it is characterised in that：The bottom disc shape
Basis includes ring beam, spread foundation plate, lower plate, concrete foundation bed course, upper sealing plate, annular haunch；The bottom disc shape
Basis is followed successively by concrete foundation bed course, lower plate, spread foundation plate, ring beam from the bottom to top, and upper sealing plate is located at bottom circle
The top on dish type basis is simultaneously connected with ring beam；It is connected at the top of ring beam by annular haunch with concrete tower；
The bottom disc shape basis is internally provided with " convex " shape cavity, and upper sealing plate is set into people's access opening；
The bottom disc shape basis is in ring beam internal reservation steel strand wires poling, and pre-buried steel strand wires cast anchor plate.
6. a kind of Wind turbines prestressing force steel reinforced concrete tower according to claim 5, it is characterised in that：Lower anchor slab and steel strand wires
Axis vertical take-off, after the lifting of steel reinforced concrete tower is in place, steel reinforced concrete tower is connected with bottom disc shape basis by steel strand wires, in bottom
The cavity inside on disc basis implements tensioning preload to steel strand wires, and passes through tapered end by steel strand anchoring to ring beam bottom.
7. a kind of Wind turbines prestressing force steel reinforced concrete tower according to claim 1, it is characterised in that：The bottom of top steel tower tube
End is equipped with flange arrangement, and the flange arrangement includes flanged plate, stiffener and backing plate；Prestress wire passes through flanged plate, pad
Plate, concrete tower transformation segment, prestress wire upper end are anchored in flanged plate upper surface, lower end and and wind turbine by tapered end
The disc basis of group steel reinforced concrete tower is connected；Flanged plate and backing plate are circular ring shape steel plate, and flanged plate, steel tower tube and stiffener are mutual
Welding, circular ring shape backing plate are embedded in concrete tower transformation segment top as concrete protective device；The flanged plate and backing plate
It is equipped with the bolt hole of respective numbers and prestress wire cased perforated.
8. a kind of Wind turbines prestressing force steel reinforced concrete tower according to claim 7, it is characterised in that：The bolt assembly
Upper end is anchored in flanged plate upper surface, and through flanged plate and backing plate, concrete tower transformation segment is extended to by bolt sleeve
Inside, bolt assembly lower end are connect with being welded on the nut thread inside concrete tower transformation segment on lower anchor slab.
9. a kind of Wind turbines prestressing force steel reinforced concrete tower according to claim 7, it is characterised in that：The stiffener vertically-arranged
Between flanged plate and backing plate and along the circumferential uniformly arrangement in steel tower tube bottom, stiffener upper end is welded with flanged plate, outside and steel
Tower inner wall welds；Stiffener upper end makes local stress smoothed with the setting arc trepanning of the junction of flanged plate and steel cylinder inner wall
It crosses, optimizing stress transmission path.
10. a kind of Wind turbines prestressing force steel reinforced concrete tower according to claim 7, it is characterised in that：Stiffener lower end is set
It puts certain slope obliquely, gap is formed between backing plate, by can preferably ensure after applying steel strand wires and bolt pretension
Steel tower tube bottom end face is in pressured state.
11. a kind of Wind turbines prestressing force steel reinforced concrete tower according to claim 7, it is characterised in that：The stiffener is
Trapezoidal steel plate, the stiffener upper end width are more than lower end width, can preferably adapt to the internal force distribution of stiffener.
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| CN201810181395.8A CN108266330A (en) | 2018-03-06 | 2018-03-06 | A kind of Wind turbines prestressing force steel reinforced concrete tower |
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| CN201810181395.8A CN108266330A (en) | 2018-03-06 | 2018-03-06 | A kind of Wind turbines prestressing force steel reinforced concrete tower |
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| CN108266330A true CN108266330A (en) | 2018-07-10 |
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| CN201810181395.8A Pending CN108266330A (en) | 2018-03-06 | 2018-03-06 | A kind of Wind turbines prestressing force steel reinforced concrete tower |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109404224A (en) * | 2018-12-10 | 2019-03-01 | 重庆大学 | It is a kind of based on edge put more energy into combined shell wind-powered electricity generation mix tower |
| 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 |
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| CN113167243A (en) * | 2018-12-07 | 2021-07-23 | 乌本产权有限公司 | Method for pre-tensioning a tower of a wind energy installation |
| CN113408025A (en) * | 2021-06-03 | 2021-09-17 | 中国电建集团华东勘测设计研究院有限公司 | VB language-based wind power steel-concrete tower design tool and parameterized three-dimensional design method |
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Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201982259U (en) * | 2011-03-30 | 2011-09-21 | 江苏新誉重工科技有限公司 | Reverse balance flange of tower drum |
| CN102758554A (en) * | 2012-07-31 | 2012-10-31 | 北京中水恒信环境科技发展有限公司 | Tower drum frame |
| CN102767303A (en) * | 2012-07-13 | 2012-11-07 | 北京金风科创风电设备有限公司 | Precast concrete tower and construction method thereof |
| CN103899499A (en) * | 2014-04-25 | 2014-07-02 | 湖南大学 | Wind turbine generator tower |
| CN104005919A (en) * | 2014-06-13 | 2014-08-27 | 湖南大学 | Anchored ribbed type connecting device for prestressed concrete and steel tower section of wind power combined tower |
| CN104121155A (en) * | 2014-07-10 | 2014-10-29 | 中国电建集团西北勘测设计研究院有限公司 | Prestressed concrete and steel combined tower on which self-support wind generator set can be assembled and anchoring method of prestressed concrete and steel combined tower |
| CN205779491U (en) * | 2016-04-12 | 2016-12-07 | 中国电建集团华东勘测设计研究院有限公司 | Sectional prefabricating type concrete tower |
| CN205841102U (en) * | 2016-07-06 | 2016-12-28 | 上海电气风电设备有限公司 | Steel reinforced concrete combination type tower |
| CN107023442A (en) * | 2017-06-08 | 2017-08-08 | 北京建筑大学 | A kind of connected mode of precast concrete tower |
-
2018
- 2018-03-06 CN CN201810181395.8A patent/CN108266330A/en active Pending
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201982259U (en) * | 2011-03-30 | 2011-09-21 | 江苏新誉重工科技有限公司 | Reverse balance flange of tower drum |
| CN102767303A (en) * | 2012-07-13 | 2012-11-07 | 北京金风科创风电设备有限公司 | Precast concrete tower and construction method thereof |
| CN102758554A (en) * | 2012-07-31 | 2012-10-31 | 北京中水恒信环境科技发展有限公司 | Tower drum frame |
| CN103899499A (en) * | 2014-04-25 | 2014-07-02 | 湖南大学 | Wind turbine generator tower |
| CN104005919A (en) * | 2014-06-13 | 2014-08-27 | 湖南大学 | Anchored ribbed type connecting device for prestressed concrete and steel tower section of wind power combined tower |
| CN104121155A (en) * | 2014-07-10 | 2014-10-29 | 中国电建集团西北勘测设计研究院有限公司 | Prestressed concrete and steel combined tower on which self-support wind generator set can be assembled and anchoring method of prestressed concrete and steel combined tower |
| CN205779491U (en) * | 2016-04-12 | 2016-12-07 | 中国电建集团华东勘测设计研究院有限公司 | Sectional prefabricating type concrete tower |
| CN205841102U (en) * | 2016-07-06 | 2016-12-28 | 上海电气风电设备有限公司 | Steel reinforced concrete combination type tower |
| CN107023442A (en) * | 2017-06-08 | 2017-08-08 | 北京建筑大学 | A kind of connected mode of precast concrete tower |
Non-Patent Citations (2)
| Title |
|---|
| 刘延翔: "钢-混凝土组合结构风电塔架设计关键技术 研究", 《硕士学位论文》, pages 10 * |
| 曹成帅 等: "新型塔架的类型及发展趋势", 《电工电气》, pages 1 - 5 * |
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