CN203809220U - Wind driven generator tower - Google Patents
Wind driven generator tower Download PDFInfo
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- CN203809220U CN203809220U CN201420204401.4U CN201420204401U CN203809220U CN 203809220 U CN203809220 U CN 203809220U CN 201420204401 U CN201420204401 U CN 201420204401U CN 203809220 U CN203809220 U CN 203809220U
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- 239000004567 concrete Substances 0.000 claims abstract description 133
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 132
- 239000010959 steel Substances 0.000 claims abstract description 132
- 230000007704 transition Effects 0.000 claims abstract description 52
- 230000007246 mechanism Effects 0.000 claims abstract description 13
- 238000004873 anchoring Methods 0.000 claims abstract description 8
- 239000011513 prestressed concrete Substances 0.000 claims description 19
- 230000002787 reinforcement Effects 0.000 claims description 8
- 239000011148 porous material Substances 0.000 claims description 7
- 230000014759 maintenance of location Effects 0.000 claims description 4
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 15
- 238000012423 maintenance Methods 0.000 abstract description 10
- 230000008901 benefit Effects 0.000 abstract description 6
- 230000002035 prolonged effect Effects 0.000 abstract 1
- 238000013475 authorization Methods 0.000 description 8
- 238000013461 design Methods 0.000 description 6
- 239000011150 reinforced concrete Substances 0.000 description 6
- 239000002131 composite material Substances 0.000 description 5
- 238000011161 development Methods 0.000 description 5
- 230000018109 developmental process Effects 0.000 description 5
- 238000010248 power generation Methods 0.000 description 5
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 description 4
- 230000009471 action Effects 0.000 description 3
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- 230000006872 improvement Effects 0.000 description 3
- 238000011065 in-situ storage Methods 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 238000005336 cracking Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000005611 electricity Effects 0.000 description 2
- 238000000465 moulding Methods 0.000 description 2
- 239000011178 precast concrete Substances 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 230000011218 segmentation Effects 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 240000007594 Oryza sativa Species 0.000 description 1
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- 235000009566 rice Nutrition 0.000 description 1
- 239000003351 stiffener Substances 0.000 description 1
- 210000002435 tendon Anatomy 0.000 description 1
Classifications
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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
- 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
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Abstract
The utility model relates to a wind driven generator tower which comprises a tower foundation and a steel tower section arranged on the tower foundation. A lower flange disc of the steel tower section is arranged on the lower end face of the steel tower section, the tower foundation is a concrete beam plate foundation, a concrete bottom section tower barrel is arranged on the top of the concrete beam plate foundation, and a steel transition tower section is arranged between the concrete bottom section tower barrel and the steel tower section; the concrete bottom section tower barrel is connected with the concrete beam plate foundation through a vertical prestress anchoring mechanism, and the steel tower section is connected with the steel transition tower section through a fastening mechanism. The advantages of concrete and the steel structure can be fully utilized, direct construction cost of the structure is lowered, structure maintenance cost is lowered, road construction cost is reduced, structure performance and safety are improved, the service life of the structure is prolonged, and life cycle cost can be least.
Description
Technical field
The utility model relates to a kind of wind-driven generator tower frame.
Background technique
Wind energy is a kind of clean energy resource, and resources reserve amount is large, is also one of new energy pattern of at present domestic and international focus development.China's wind resource is widely distributed, in the northwestward, there is good wind resource middle part and the coastal region in east China, therefore the development prospect of wind-power electricity generation is quite wide.China is widely used horizontal axis wind-driven generator group present stage, generally uses all-steel pylon, and basis is the spread foundation of reinforced concrete independence, and steel pylon is directly connected with basis by pre-embedded foundation ring.
Increase along with pylon height, tower cylinder steel plate thickness is along with increase, it is difficult all the more that the manufacturing of steel tower becomes, the restriction of road transport size does not allow steel tower cylinder diameter further to increase, the diameter of the steel tower cylinder of current domestic use is all limited in 4.5 meters once, and this has limited the application of all-steel pylon structure on high-power generator more.Secondly, steel pylon structure mechanical property is Shortcomings also, and its rigidity is little, and under wind effect, greatly, amplitude is large, to maintenance, brings very big difficulty in tower top distortion, and directly cost and operation and maintenance cost are high.Particularly when Construction of The Mountainous Region wind field, the transportation of all-steel tower cylinder is difficulty, dangerous high all the more, and need to build the special road of going up a hill for all steel tower cylinder that shipping diameter is large, the long and heavy amount of length is large, greatly improve construction cost, and built the direct welding of road.Mechanical property deficiency, director costs and the indirect cost of tradition all-steel tower barrel structure are high, and the having a big risk of process of construction, maintenance cost is high and shorter etc. greatly limited its application in mountain area wind field is built service life, is also difficult to meet the electric motor power of wind-driven generator unit towards the demand for development maximizing.Finally, now widely used traditional foundation ring flush type independence spread foundation stress performance and Economy are not good.Realized with being connected by flush type basis flange of top steel tower cylinder on this kind of basis, is convenient to standardization, construct comparatively easy, when power of fan compared with little and foundation slab cantilever span compared with hour, this basic pattern is more reasonable.But its force-transmission mechanism is complicated, there is sudden change at basic end face in tower cylinder bottom section Rigidity and strength, and stress is concentrated obviously, easily causes brittle failure, poor durability, and its vertical bearing capacity is had a surplus but antidumping and anti-bending strength are not good.And under large eccentricity load action, the disengagement area of edge of foundation and ground often plays control action, particularly, for high-power blower, the cantilever span on this basis is too large, Economy variation.The wind power tower structural system of necessary development of new, reduces direct cost, reduces maintenance cost, reduces road construction cost, improves structural behaviour and Security.
Authorize model utility < < prestressed concrete steel structure composite wind power tower > > (notice of authorization number: CN201962693U) proposed a kind of prestressed concrete steel structure composite wind power tower, on cast in situ concrete foundation, by embedded foundation steel flanges and high-strength bolt, be connected with bottom concrete tower segment, between concrete tower segment, be to be also connected by steel flanges and high-strength bolt between concrete tower segment and top steel tower section.The concrete tower segment of this utility model patent adopts precast prestressed concrete member, does not apply the prestressing force of perforation at tower cylinder vertical direction, is only that precast concrete tower section exists prestressing force when prefabricated.Because bolt cannot transmit prestressing force, this mode causes prestressing force in concrete segment, not apply continuously.Concrete towers cylinder easily ftractures under the large Moment of blower fan, and the durability of practicability and concrete segment tower cylinder is brought to negative effect.
Authorize model utility < < concrete-steel structure composite wind power tower > > (notice of authorization number: CN202031370U) disclose a kind of concrete-steel structure composite wind power tower, comprise pedestal and tower body, it is characterized in that: described pedestal is hollow disc shape structure, and its upper end is embedded with steel flanges; Described tower body is cone barrel type structure, and tower body is divided into a plurality of tower sections, and tower section comprises concrete tower segment and steel tower section, and the two ends of tower section are embedded with steel flanges, the default stiffener of part of steel flanges Transducers Embedded in Concrete tower section and pedestal; The steel flanges circumferential position corresponding with tower body cavity has been evenly arranged attachment hole; The attachment hole of the steel flanges of pedestal and tower body and adjacent two tower sections aligns, and high-strength bolt runs through attachment hole and two ends utilize nut to fix.In this model utility, concrete tower segment is ordinary reinforced concrete structure, in concrete tower segment integral body, applies prestressing force, and concrete towers cylinder easily ftractures under the large Moment of blower fan, and the durability of practicability and concrete segment tower cylinder is brought to negative effect.
Model utility < < external prestressing steel-concrete wind power tower > > (notice of authorization number: CN202493386U) disclose a kind of external prestressing steel-concrete wind power tower, comprise concrete segment and steel structure section, and the changeover portion that connects the two, described changeover portion comprises concrete changeover portion and steel structure changeover portion; Pylon sequentially connects according to concrete segment, transition concrete segment, transition steel structure section, steel structure section; And described transition steel structure section is connected by stud bolt with described transition concrete segment.Between the changeover portion of this wind power tower, stud bolt connects.Concrete segment in this model utility and concrete changeover portion are prefabricated, and on-site hoisting is installed.
Authorize model utility < < prestressing with bond steel-concrete wind power tower > > (notice of authorization number: CN202500731U) disclose a kind of prestressing with bond steel-concrete wind power tower, comprise concrete segment and steel structure section, and the changeover portion that connects the two, described changeover portion comprises transition concrete segment and steel structure changeover portion; According to concrete segment, transition concrete segment, transition steel structure section, steel structure section, sequentially connect; Described transition steel structure section is connected with described transition concrete segment stud bolt, also by steel strand, connect simultaneously, described steel strand connect described transition steel structure section, and run through inner steel strand pipe laying and the stretch-draw arranging of described transition concrete segment and concrete segment and be fixed on tower foundation inside.Between the changeover portion of this wind power tower, by steel strand, connect and stud bolt connects.Concrete segment in this model utility and concrete changeover portion are prefabricated, and on-site hoisting is installed.
More than authorize model utility < < external prestressing steel-concrete wind power tower > >, (notice of authorization number: CN202493386U) with < < prestressing with bond steel-concrete wind power tower > >, (notice of authorization number: technologic difficulty while CN202500731U) all not considering fondational structure pattern and prestress application.How anchoring enters cast-in-situ steel reinforced concrete basis to prestress wire.Because concrete tower segment is prefabricated, prestressed tendon must stretch in concrete foundation by prestressed pore passage after concrete tower segment installation in position, and how cast-in-place moulding of basis is aligned in the prestressed pore passage in prestressed pore passage in basis and precast concrete tower cylinder in construction and is difficult to guarantee.Must to conventional infrastructure pattern, improve for prestressed the applying of concrete towers cylinder.
Authorize utility model patent < < foundation pressure-bearing beam plate type wind power generation tower foundation > > (notice of authorization number: CN 202152463 U) to relate to a kind of foundation pressure-bearing beam plate type wind power generation tower foundation structure.The utility model concrete cushion is ring, ring is embedded with backing plate, bed course is provided with concrete foundation base plate, the middle part of foundation slab is provided with ring concrete stub, the place of keeping to the side is provided with edge girder, and stub is connected by overhang with edge girder, forms meter-shape structure, two edge girders that face mutually link together by overhang, form annular; In stub, crab-bolt one end is connected with the lower anchor slab in basis, and the other end is connected with tower cylinder.The utility model rice word beam reduces the engineering work load of base concrete.Basis reduces with ground bearing area, and air ring lamination stress increases, and opposing superstructure moment of flexure causes the pull out force of the bottom of foundation, thereby reduces foundation ' s bottom area.Change wind power generation stepped tower cylinder into prestressing force crab-bolt formula with basic being connected by basic ring type.Guarantee tower cylinder and basic being rigidly connected, reduced steel using amount.This model utility is the improvement to the spread foundation of traditional foundation ring flush type independence, coordinates all-steel tower cylinder to use, and basic end face is directly connected with upper end steel tower cylinder, but prestressing force is not introduced to tower cylinder.
Authorize utility model patent < < grillage-type bearing platform wind power generation tower pile foundation > > (notice of authorization number: CN 201358468 Y) to relate to a kind of grillage-type bearing platform wind power generation tower pile foundation.By stake, cushion cap base plate, overhang, marginal beam, crab-bolt, little cushion cap, concrete cushion and concrete foundation central tube, formed, overhang has 8, by concrete foundation central tube, stretch out, form cross form, concrete foundation central tube is positioned at the center of cross form, the outer end of every overhang is equipped with little cushion cap, and the little cushion cap of the overhang outer end being parallel to each other connects by marginal beam; Certain depth in cushion cap is stretched in stake, little cushion cap, overhang and concrete foundation central tube are fixed on cushion cap base plate top, cushion cap base plate below is concrete cushion, in the barrel of concrete foundation central tube, be evenly embedded with crab-bolt, each crab-bolt forms a crab-bolt group, crab-bolt group top is provided with crab-bolt top board, and crab-bolt top board is adjusting nut below, and crab-bolt top board end face is concordant with the barrel top of concrete foundation central tube.Can improve the bending resistance efficiency of this type pile foundation, thereby reduce the concrete consumption of cushion cap.This model utility is also for all-steel tower cylinder, and crab-bolt prestressing force is not introduced tower cylinder.
Summary of the invention
The purpose of this utility model is, mechanical property for traditional all-steel tower cylinder and independent spread foundation structural system is not enough, director costs and the indirect cost of construction are high, having a big risk of process of construction, maintenance cost is high, shorter service life than the Concrete Structure Design, structure is difficult to meet the electric motor power of wind-driven generator unit towards the problems such as demand for development that maximize, one wind-driven generator tower frame is provided, give full play to the advantage of concrete and steel structure, reduce the direct cost of structure itself, reduce structural maintenance expense, reduce road construction cost, improve structural behaviour and Security, extending structure service life, realize life cycle cost minimum.
The technical solution of the utility model is, a kind of wind-driven generator tower frame, the steel tower section that comprises tower foundation and tower foundation top, steel tower section lower flange is installed in the lower end surface of described steel tower section, described tower foundation is beams of concrete plate base, described beams of concrete plate base top is provided with concrete bottom section tower cylinder, and between concrete bottom section tower cylinder and steel tower section, steel transition tower section is set; Described concrete bottom section tower cylinder is connected by vertical prestressing anchoring mechanism with beams of concrete plate base, and by retention mechanism, is connected between steel tower section and steel transition tower section.
It is prestressed girder sheet-form flexible basis that the utility model improvement conventional steel foundation ring flush type is independently expanded reinforced concrete foundation.This measure can greatly be saved basic concrete amount and be saved steel flush type foundation ring, and the economic benefit of this measure is simultaneously fairly obvious.By introduce vertical prestressing in beams of concrete plate base, make the concrete of beams of concrete plate base in pressured state, avoid concrete cracking, basic stress form is clear and definite, and mechanical property is better than the spread foundation of conventional steel foundation ring flush type independence.The bottom of traditional all-steel tower cylinder is replaced with to concrete bottom section tower cylinder, and concrete bottom section tower cylinder and prestress concrete girder slab basis, by cast-in-place concrete section construction, form overall structure.Concrete bottom section tower cylinder is positioned at the end section of pylon structure system, and steel tower section is positioned at the epimere of pylon structure system, between the two, by steel tower section, connects.Steel tower section is placed in the top of section tower cylinder at the bottom of prestressed concrete, by prestressed, apply, make beams of concrete plate base and concrete bottom section tower cylinder all in pressured state, reach not tension of tower cylinder concrete structure concrete, can not produce the object of cracking phenomena, greatly improve durability and the anti-fatigue performance of prestressed concrete foundation and tower cylinder.Epimere steel tower section is connected tower section upper flange with steel connects by high-strength bolt, finally forms a whole pylon.Top steel tower section maintains original design, can avoid the difficulty of high-altitude concrete construction, also can give full play to the advantage of prefabricated steel tower cylinder.
Described beams of concrete plate base comprises base plate, be located at the circular ring wall at plate top surface center, the side bar of longitudinal setting of base plate outer edge, connect the crossbeam of side bar and ring wall, and described vertical prestressing anchoring mechanism longitudinally passes ring wall and is connected with base plate.
Beams of concrete plate base is divided into following two kinds: base plate be shaped as regular polygon, and the outer wall of crossbeam and ring wall is tangent; Base plate be shaped as circle, crossbeam is along base plate radial arrangement.
Steel transition tower section upper flange plate is installed in the upper-end surface of described steel transition tower section, and steel transition tower section lower flange is installed in the lower end surface of steel transition tower section.
Described vertical prestressing anchoring mechanism comprises a plurality of prestressed stretch-draw parts that along the circumferential direction evenly arrange, these prestressed stretch-draw parts are in turn through the ring wall of concrete bottom section tower cylinder and beams of concrete plate base, and the top of prestressed stretch-draw parts is anchored at steel transition tower section lower flange and bottom is anchored on the base plate of beams of concrete plate base.The lower flange of steel transition tower section serves as the anchor slab of prestressed stretch-draw parts.
Described steel transition tower section lower flange is provided with the steel transition tower section lower flange prestressing force hole passing for prestressed stretch-draw parts, and described concrete bottom section tower cylinder is provided with the concrete bottom section tower cylinder prestressed pore passage passing for prestressed stretch-draw parts.
Described prestressed stretch-draw parts are one or more in prestress wire, prestressed reinforcement or prestressing force crab-bolt.
At the bottom of described prestressed concrete, section tower cylinder is along being arranged circumferentially inside and outside two-layer vertical reinforcement, circumferential reinforcement and level to lacing wire; At the bottom of described prestressed concrete, section tower cylinder top arranges reinforcing mesh.
Described retention mechanism is for connecting the high-strength bolt of steel tower section lower flange and steel transition tower section upper flange plate.
Adding steel flush type foundation ring structural system with traditional all-steel tower cylinder and the spread foundation of reinforced concrete independence compares, the beneficial effect that the utility model has advantages of is: the wind turbine tower the utility model proposes is given full play to prestressed concrete structure and steel structure, by apply the measure of prestressing force and improvement fondational structure pattern together with tower cylinder, greatly optimized basic stress performance; Adopt prestressed reinforced concrete structure partly to replace traditional all-steel tower barrel structure, directly obviously reduced cost, the reduction maintenance cost of tower cylinder; Because concrete adopts cast in situs, transport amount reduces greatly, has reduced transport difficulty, risk and expense simultaneously; Requirement to transport routes greatly reduces, and greatly reduces and builds the additional investment that road brings, and has reduced the cost of per unit generated output; Owing to adopting part to adopt prestressed concrete structure to replace head tower barrel structure, improved the rigidity of structural system, the displacement of tower top under wind action greatly reduces, and can alleviate structural vibration; Pylon structure epimere keeps the design of original steel tower cylinder, can accelerating construction progress, also avoid the difficulty of concrete high-altitude construction; In addition, this new composite structure system has been avoided the restriction in the transportation of major diameter all steel tower cylinder, can meet the needs of larger generated output wind power tower structure.In addition, because the design life of 50 years of concrete structure is far longer than the design life of 20 years of existing steel tower cylinder, after adopting prestressed concrete tower cylinder and fondational structure, concrete does not ftracture, can greatly improve durability and the fatigue resistance of structural system, the life cycle cost of structural system reduces greatly, the service life of extending structure, greatly improve earning rate; When top steel tower cylinder reaches design life, in the situation that preserving hypomere prestressed-concrete tower segment continuation use, can only change top steel tower section and can continue to produce power benefit, and avoid rebuilding, increasing the economic loss that the duration brings; Prestressed concrete tower barrel structure run duration is without special maintenance, the cost step-down in the later maintenance of pylon; It is large that prestressed concrete tower cylinder weight after moulding is compared steel tower cylinder, for this large eccentricity structure of blower fan pylon, is conducive to reduce eccentricity of foundation load, is conducive to basic stability against overturning.The utility model is built tool to the wind-powered electricity generation of mountain area wind field and is of great significance.
Accompanying drawing explanation
Fig. 1 is the utility model embodiment 1 pylon structure figure;
Fig. 2 is the half sectional view of Fig. 1;
Fig. 3 is the structure plan view of beams of concrete plate base in the utility model embodiment 1;
Fig. 4 is the structural front view that in the utility model embodiment 1, beams of concrete plate base is connected with concrete bottom section tower cylinder;
Fig. 5 is the structural representation that in the utility model embodiment 1, steel transition tower section is connected with concrete bottom section tower cylinder;
Fig. 6 is the structural representation of steel changeover portion in the utility model embodiment 1;
Fig. 7 is the structural representation of transition tower section lower flange processed in the utility model embodiment 1;
Fig. 8 is the linkage structure schematic diagram of steel tower section in the utility model embodiment 1, steel transition tower section and concrete bottom section tower cylinder;
Fig. 9 is the utility model embodiment 2 pylon structure schematic diagram;
Figure 10 is the half sectional view of Fig. 9;
Figure 11 is the structure plan view of beams of concrete plate base in the utility model embodiment 2;
Figure 12 is the structural front view that in the utility model embodiment 2, beams of concrete plate base is connected with concrete bottom section tower cylinder.
Embodiment
embodiment 1
As shown in Figure 1, a kind of wind-driven generator tower frame, comprises beams of concrete plate base 1, concrete bottom section tower cylinder 2, steel transition tower section 3, steel tower section 4 from the bottom to top successively.Beams of concrete plate base 1 uses cast-in-place concrete segmentation to build with section tower cylinder at the bottom of prestressed concrete 2, forms whole.
As shown in Figure 2, concrete bottom section tower cylinder 2, steel transition tower section 3, steel tower section 4 are open circles tubular.
As shown in Figure 3, beams of concrete plate base comprises base plate 18, is located at the circular ring wall 8 at base plate 18 end face centers, the crossbeam 16 of the side bar 17 of longitudinal setting of base plate outer edge, connection side bar 17 and ring wall 8; Ring wall 8 central axis overlap with the vertical center line of concrete bottom section tower cylinder 2; Base plate 18 be shaped as octagon, crossbeam 16 is tangent with the outer wall of ring wall 8.
As shown in Figure 6, steel transition tower section upper flange plate 12 is installed in the upper-end surface of steel transition tower section 3, steel transition tower section lower flange 10 is installed in the lower end surface of steel transition tower section 3, as shown in Figure 8, steel tower section lower flange 11 is connected by bolt 13 with steel transition tower section upper flange plate 12, and steel transition tower section lower flange 10 is provided with the steel transition tower section lower flange tapped hole 25 for construction bolt 13.Steel transition tower section lower flange 10 is provided with for tower top concreting and the grouting hole 26 that vibrates.
As shown in Figure 4, Figure 5, be provided with inside and outside two-layer prestressed stretch-draw parts 5 and pass in turn the ring wall 8 of concrete bottom section tower cylinder 2 and beams of concrete plate base, the end face of ring wall 8 is base roof plate 28, and the top of prestressed stretch-draw parts 5 is anchored at steel transition tower section lower flange 10 by ground tackle 9 and bottom is anchored on the base plate 18 of beams of concrete plate base by ground tackle 27.By post stretching stretch-draw prestressing force, after stretch-draw, in concrete bottom section tower cylinder prestressed pore passage 19, carry out grouting treatment.
At the bottom of described prestressed concrete, section tower cylinder 2 is along being arranged circumferentially inside and outside two-layer vertical reinforcement 20, circumferential reinforcement 21 and level to lacing wire 22; At the bottom of described prestressed concrete, section tower cylinder 2 tops arrange reinforcing mesh 23, steel transition tower section lower flange 10 lower surface welding anchor bars 24.
As shown in Figure 7, steel transition tower section lower flange 10 is provided with the steel transition tower section lower flange prestressing force hole 25 passing for prestressed stretch-draw parts 5, and concrete bottom section tower cylinder 2 is provided with the concrete bottom section tower cylinder prestressed pore passage 19 passing for prestressed stretch-draw parts 5.
Prestressed stretch-draw parts 5 are prestress wire.
embodiment 2
As shown in Figure 9, Figure 10, a kind of wind-driven generator tower frame, comprises beams of concrete plate base 1, concrete bottom section tower cylinder 2, steel transition tower section 3, steel tower section 4 from the bottom to top successively.Beams of concrete plate base 1 uses cast-in-place concrete segmentation to build with section tower cylinder at the bottom of prestressed concrete 2, forms whole.
As shown in Figure 11, Figure 12, beams of concrete plate base comprises base plate 18, is located at the circular ring wall 8 at base plate 18 end face centers, the crossbeam 16 of the side bar 17 of longitudinal setting of base plate outer edge, connection side bar 17 and ring wall 8; Ring wall 8 central axis overlap with the vertical center line of concrete bottom section tower cylinder 2; Base plate 18 be shaped as circle, crossbeam 16 is along base plate 18 radial arrangement.
All the other structures are consistent with embodiment 1 structure.
Claims (10)
1. a wind-driven generator tower frame, the steel tower section (4) that comprises tower foundation and tower foundation top, steel tower section lower flange (11) is installed in the lower end surface of described steel tower section (4), it is characterized in that, described tower foundation is beams of concrete plate base (1), described beams of concrete plate base (1) top is provided with concrete bottom section tower cylinder (2), and is provided with steel transition tower section (3) between concrete bottom section tower cylinder (2) and steel tower section (4); Described concrete bottom section tower cylinder (2) is connected by vertical prestressing anchoring mechanism with beams of concrete plate base (1), and by retention mechanism, is connected between steel tower section (4) and steel transition tower section (3).
2. wind-driven generator tower frame according to claim 1, it is characterized in that, described beams of concrete plate base comprises base plate (18), be located at the circular ring wall (8) at base plate (18) end face center, the side bar (17) of longitudinal setting of base plate outer edge, connect the crossbeam (16) of side bar (17) and ring wall (8), and described vertical prestressing anchoring mechanism is longitudinally through ring wall (8) and be connected with base plate (18).
3. wind-driven generator tower frame according to claim 2, is characterized in that, described base plate (18) be shaped as regular polygon; Described crossbeam (16) is tangent with the outer wall of ring wall (8).
4. wind-driven generator tower frame according to claim 2, is characterized in that, described base plate (18) be shaped as circle; Described crossbeam (16) is along base plate (18) radial arrangement.
5. wind-driven generator tower frame according to claim 2, it is characterized in that, steel transition tower section upper flange plate (12) is installed in the upper-end surface of described steel transition tower section (3), and steel transition tower section lower flange (10) is installed in the lower end surface of steel transition tower section (3).
6. wind-driven generator tower frame according to claim 5, it is characterized in that, described vertical prestressing anchoring mechanism comprises a plurality of prestressed stretch-draw parts (5) that along the circumferential direction evenly arrange, these prestressed stretch-draw parts (5) are in turn through the ring wall (8) of concrete bottom section tower cylinder (2) and beams of concrete plate base, and the top of prestressed stretch-draw parts (5) is anchored at steel transition tower section lower flange (10) and bottom is anchored on the base plate (18) of beams of concrete plate base.
7. wind-driven generator tower frame according to claim 6, it is characterized in that, described steel transition tower section lower flange (10) is provided with the steel transition tower section lower flange prestressing force hole (25) passing for prestressed stretch-draw parts (5), and described concrete bottom section tower cylinder (2) is provided with the concrete bottom section tower cylinder prestressed pore passage (19) passing for prestressed stretch-draw parts (5).
8. wind-driven generator tower frame according to claim 6, is characterized in that, described prestressed stretch-draw parts (5) are one or more in prestress wire, prestressed reinforcement or prestressing force crab-bolt.
9. according to wind-driven generator tower frame described in claim 1 or 2, it is characterized in that, at the bottom of described prestressed concrete, section tower cylinder (2) is along being arranged circumferentially inside and outside two-layer vertical reinforcement (20), circumferential reinforcement (21) and level to lacing wire (22); At the bottom of described prestressed concrete, section tower cylinder (2) top arranges reinforcing mesh (23).
10. wind-driven generator tower frame according to claim 5, is characterized in that, described retention mechanism is for connecting the bolt (13) of steel tower section lower flange (11) and steel transition tower section upper flange plate (12).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420204401.4U CN203809220U (en) | 2014-04-25 | 2014-04-25 | Wind driven generator tower |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420204401.4U CN203809220U (en) | 2014-04-25 | 2014-04-25 | Wind driven generator tower |
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| Publication Number | Publication Date |
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| CN203809220U true CN203809220U (en) | 2014-09-03 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201420204401.4U Expired - Lifetime CN203809220U (en) | 2014-04-25 | 2014-04-25 | Wind driven generator tower |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106516992A (en) * | 2016-12-09 | 2017-03-22 | 天津五洲国际集装箱码头有限公司 | Heightening structure for container crane |
| CN106762441A (en) * | 2016-12-13 | 2017-05-31 | 北京金风科创风电设备有限公司 | Transition connecting piece and wind power tower |
| CN108301983A (en) * | 2018-03-06 | 2018-07-20 | 中国电建集团华东勘测设计研究院有限公司 | A kind of fragment prefabricated Wind turbines prestressed concrete tower cylinder |
| CN111287458A (en) * | 2018-12-06 | 2020-06-16 | 深圳京创重工特种工程有限公司 | Construction method of anchoring tower barrel section |
| CN111287459A (en) * | 2018-12-06 | 2020-06-16 | 深圳京创重工特种工程有限公司 | Construction method of anchoring tower barrel section |
| CN111520289A (en) * | 2020-05-12 | 2020-08-11 | 上海电气研砼(木垒)建筑科技有限公司 | Connecting node of segmented prefabricated assembled combined tower cylinder and mounting method thereof |
| CN114439033A (en) * | 2022-03-08 | 2022-05-06 | 中国石油大学(华东) | Reinforced concrete self-sinking umbrella-shaped mudflat wind power foundation and installation method thereof |
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2014
- 2014-04-25 CN CN201420204401.4U patent/CN203809220U/en not_active Expired - Lifetime
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| CN106762441A (en) * | 2016-12-13 | 2017-05-31 | 北京金风科创风电设备有限公司 | Transition connecting piece and wind power tower |
| CN108301983A (en) * | 2018-03-06 | 2018-07-20 | 中国电建集团华东勘测设计研究院有限公司 | A kind of fragment prefabricated Wind turbines prestressed concrete tower cylinder |
| CN111287458A (en) * | 2018-12-06 | 2020-06-16 | 深圳京创重工特种工程有限公司 | Construction method of anchoring tower barrel section |
| CN111287459A (en) * | 2018-12-06 | 2020-06-16 | 深圳京创重工特种工程有限公司 | Construction method of anchoring tower barrel section |
| CN111287459B (en) * | 2018-12-06 | 2022-02-11 | 上海风领新能源有限公司 | Construction method of anchoring tower barrel section |
| CN111287458B (en) * | 2018-12-06 | 2022-03-01 | 上海风领新能源有限公司 | Construction method of anchoring tower barrel section |
| CN111520289A (en) * | 2020-05-12 | 2020-08-11 | 上海电气研砼(木垒)建筑科技有限公司 | Connecting node of segmented prefabricated assembled combined tower cylinder and mounting method thereof |
| CN114439033A (en) * | 2022-03-08 | 2022-05-06 | 中国石油大学(华东) | Reinforced concrete self-sinking umbrella-shaped mudflat wind power foundation and installation method thereof |
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