CN102628277B - Transition section-free monopile offshore wind turbine foundation structure - Google Patents
Transition section-free monopile offshore wind turbine foundation structure Download PDFInfo
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- CN102628277B CN102628277B CN201210114192.XA CN201210114192A CN102628277B CN 102628277 B CN102628277 B CN 102628277B CN 201210114192 A CN201210114192 A CN 201210114192A CN 102628277 B CN102628277 B CN 102628277B
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 46
- 239000010959 steel Substances 0.000 claims abstract description 46
- 238000000034 method Methods 0.000 claims description 7
- 239000011083 cement mortar Substances 0.000 claims description 4
- 239000004570 mortar (masonry) Substances 0.000 claims description 4
- 238000010248 power generation Methods 0.000 abstract description 6
- 230000005404 monopole Effects 0.000 abstract 4
- 150000001875 compounds Chemical class 0.000 abstract 1
- 230000000875 corresponding Effects 0.000 description 6
- 238000010276 construction Methods 0.000 description 5
- 238000002347 injection Methods 0.000 description 5
- 239000007924 injection Substances 0.000 description 5
- 239000000463 material Substances 0.000 description 4
- 230000005611 electricity Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 238000003466 welding Methods 0.000 description 3
- 239000003653 coastal water Substances 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000005684 electric field Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000010422 painting Methods 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
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Abstract
The invention relates to a transition section-free monopole offshore wind turbine foundation structure, and aims to provide a transition section-free monopole offshore wind turbine foundation structure, which is simple in structure, convenient to construct and high in cost performance. A transition section is eliminated, so that engineering cost is saved, firm connection is ensured, and the failure risk of a grouting compound is eliminated. The technical scheme of the invention is as follows: the transition section-free monopole offshore wind turbine foundation structure is provided with a monopile steel pipe pile and a wind turbine bottom section tower connected with the steel pipe pile, and is characterized in that a foundation top flange is arranged at the top of the steel pipe pile; a bottom section tower flange is arranged at the bottom of the wind turbine bottom section tower; a leveling mechanism is arranged between the two flanges; and the two flanges are connected through bolts and nuts. The transition section-free monopole offshore wind turbine foundation structure is applied to the offshore wind power generation industry.
Description
Technical field
The present invention relates to a kind of offshore wind turbine foundation structure, especially a kind of without changeover portion single pile formula offshore wind turbine foundation structure.Be applicable to Oversea wind power generation industry.
Background technology
Along with reaching its maturity of wind generating technology, the mode that relies on wind-power electricity generation to increase energy supply is more and more subject to the favor of countries in the world.Current, the whole world has had more than 70 countries and regions all to some extent, to develop wind-powered electricity generation, and has formulated the development that a series of encouragement policies promote Wind Power Generation Industry.Whole world Wind Power Generation Industry is just with the speed rapid growth of annual 25% left and right.
Wide ocean has abundant, stable wind energy resources because of it, has caused already people's concern.But because offshore construction task difficulty is large, marine environment complicated and changeable is higher to the requirement of unit quality, reliability, operation expense is high, and the development of Oversea wind power generation is always slower.In recent years, along with the land Wind Power Generation of European Countries is tending towards saturated and coastal waters wind generating technology, had breakthrough, offshore wind farm starts to accelerate.The built offshore wind farms of going into operation in Europe is more than totally three ten at present, and by the end of the end of the year 2009, world's offshore wind farm installation total amount surpasses 2,000,000 kW.
China has very long coastline, and marine site is contained abundant wind energy resources, and preliminary data shows, China coastal seas wind-powered electricity generation can exploitation amount be 7.5GW.At present, the maritime provinces such as Jiangsu, Zhejiang, Shanghai, Guangdong, Hebei, Fujian have all been formulated offshore wind farm development plan separately, and start to have the marine demonstration of part wind energy turbine set to put into operation.Along with the support energetically of national policy, especially, under the drive of " offshore wind farm royalty right " project, China's offshore wind farm construction process is accelerated, and in coming 10 years, China's offshore wind farm will welcome fast-developing epoch.
Single-pile foundation is to be applicable in marine wind electric field the most a kind of blower foundation pattern, in current European built wind energy turbine set, single-pile foundation proportion reaches more than 60%, its structural shape is: it is dark that the steel pipe pile of employing diameter 4 ~ 6m is squeezed into tens meters of sea beds, and be connected with top blower fan tower barrel by changeover portion.Single-pile foundation advantage is that simple in structure, quick construction, cost performance are high.Steel pipe pile piling verticality can reach in 1%, and top blower fan is because of the needs of normal operation, and to base water Pingdu, requirement is controlled at 1 ‰ left and right, therefore generally carry out secondary leveling by changeover portion is set, between changeover portion and steel pipe pile, by high-strength grouting material, is connected.
In recent years find, between the single-pile foundation grouting material of external part offshore wind turbine and changeover portion, occur coming to nothing and vertical displacement, have certain potential safety hazard.
Summary of the invention
The technical problem to be solved in the present invention is: for the problem of above-mentioned existence, provide a kind of simple in structure, quick construction, cost performance high without changeover portion single pile formula offshore wind turbine foundation structure, be intended to cancel changeover portion, save engineering cost, be connected firmly, eliminate the risk that grouting material lost efficacy.
The technical solution adopted in the present invention is: a kind of without changeover portion single pile formula offshore wind turbine foundation structure, there is the steel pipe pile of single pile formula and be attached thereto the blower fan coxopodite tower cylinder connecing, it is characterized in that: the top of described steel pipe pile is provided with basic top flange, and in the bottom of blower fan coxopodite tower cylinder, be provided with coxopodite tower drum flange, between above-mentioned two flanges, a levelling gear is set, and two flanges are connected by screw bolt and nut.
Described levelling gear is two-pad leveling structure, and the specification of two pad I is in full accord, is the annular gasket of even And of Varying Depth, and stacked up and down, the height change scope of two pad I is 30 ~ 100mm; The external diameter of pad I is identical with basic top flange external diameter, in each pad I, along even circumferential, one circle bolt hole is set, and the quantity of bolt hole and position are all corresponding with basic top flange and coxopodite tower drum flange.
Described levelling gear is three pad leveling structures, and the specification of three pad II is different, and each pad II is the isodiametric annulus pad of even And of Varying Depth; The external diameter of pad II is identical with basic top flange external diameter, in each pad II, along even circumferential, one circle bolt hole is set, and the quantity of bolt hole and position are all corresponding with basic top flange and coxopodite tower drum flange; The pad II corresponding leveling 1 ‰, 2 ‰ of difference of three kinds of specifications and 5 ‰ horizontal accuracy.
Described levelling gear is wedge pad mortar leveling structure, and this structure is by the wedge pad of 6 different-thickness and cement mortar forms and in their outside and inner side, outside grouting plate and inner side grouting plate are set respectively.
Described basic top flange is located at the inner side, top of steel pipe pile, and the upper surface of flange flushes with stake top.
Described basic top flange is located at the top outer of steel pipe pile, and flange upper surface is positioned at the below on stake top.
Described basic top flange is located at the inside top of steel pipe pile, and flange upper surface is positioned at the below on stake top.
Bracket is established in inner side, steel pipe pile top, and described basic top flange is located at the outside, top of steel pipe pile and is connected as a single entity with bracket.
Described basic top flange is located at the inner side, top of steel pipe pile, and symmetrical interim process flange is set above the top flange of basis at this.
The invention has the beneficial effects as follows: 1) the present invention cancels the changeover portion steel cylinder of traditional single pile top socket, directly by top flange, is connected with blower fan coxopodite tower cylinder, and separate unit blower foundation is saved 50 ~ 80 tons of steel, and economic benefit is obvious; 2) the present invention cancels traditional grouting connected mode, be connected firmly, and the risk losing efficacy without grouting material; 3) the present invention cancels traditional marine welding connecting mode, avoids the local anticorrosion painting layer of welding heat damage, improves the durability of offshore wind turbine foundation; 4) the invention provides four kinds of leveling methods (being respectively two-pad leveling, three pad leveling, the cylinder leveling of coxopodite tower and the leveling of wedge pad mortar), by these leveling methods, realized the accurate leveling to blower fan coxopodite tower cylinder, especially with two-pad and three pad leveling methods simple and fast the most.
Accompanying drawing explanation
Fig. 1 ~ Fig. 5 is the structural representation of various steel pipe piles in the present invention.
Fig. 6 is the structural representation of embodiment 1.
Fig. 7 is the plan view of embodiment 1 Intermediate gasket I.
Fig. 8 is three pad adjustment structure schematic diagrames in embodiment 2.
Fig. 9 is the structural representation of embodiment 3.
Figure 10 ~ Figure 12 is the schematic diagram of embodiment 4.
The specific embodiment
Embodiment 1: as shown in Figure 6, the present embodiment comprises the super-large diameter steel pipe pile 1 of squeezing into sea bed certain depth, stake footpath is 4000mm ~ 6500mm, stake withstands on the basic top flange 2 of welding in factory, and this basis top flange is located at the inside top of steel pipe pile 1 and the upper surface of flange flushes with steel pipe pile 1 end face.This example also comprises the blower fan coxopodite tower cylinder 13 being connected with steel pipe pile 1 upper end, and is provided with coxopodite tower drum flange 12 in the bottom of blower fan coxopodite tower cylinder 13.Two-pad leveling structure is set between coxopodite tower drum flange 12 and basic top flange 2, and by bolt 10, nut 11, two flanges is closely coupled together.
Wherein two-pad leveling structure comprises two specification pad I 9 in full accord, the annular gasket that this pad I is even And of Varying Depth, and stacked up and down, the height change scope of two pad I 9 is 30 ~ 100mm; The external diameter of pad I is identical with basic top flange 2 external diameters, in each pad I, along even circumferential, one circle bolt hole is set, all corresponding (see figure 7)s of the quantity of bolt hole and position and basic top flange 2, coxopodite tower drum flange 12.For ease of erection bolt after leveling, pad I bolt hole aperture, compared with blower foundation top flange 2, the coxopodite tower drum flange 12 slightly large 2 ~ 3mm in bolt hole aperture, is generally 50 ~ 80mm.
The concrete construction method of the present embodiment is as follows: first use hydraulic pile hammer 3 that steel pipe pile 1 is squeezed into sea bed projected depth smoothly.If a stake top levelness can meet the required precision that is less than 1 ‰, direct lifting fan coxopodite tower cylinder 13, starts lower step operation; If levelness can not meet the required precision that is less than 1 ‰, at steel pipe pile 1 top, two-pad leveling structure is installed, two-pad leveling structure upper surface levelness is met and be less than 1 ‰ required precision, and note when bolt connects, each organizes bolt hole needs corresponding one by one.Then lifting fan coxopodite tower cylinder 13, and by bolt 10, pass through flange hole basic top flange 2, pad I 9 and coxopodite tower drum flange 12 are coupled together, and fastening by nut 11, can start lower step working procedure.
In this example, steel pipe pile 1 is when pile sinking, and the direct injection of hydraulic pile hammer 3 is in basic top flange 2 upper surfaces (as shown in Figure 1), and this mode is driven piles basic top flange 2 is had a certain impact.For avoiding or reducing the damage to basic top flange, the present embodiment provides following four kinds of modes available.
1) as shown in Figure 2, basic top flange 2 is located at the top outer of steel pipe pile 1, and flange upper surface is positioned at the below certain distance (distance of leaving is looked the requirement of technique, as long as pile hammer is not encountered flange) on stake top.This steel pipe pile is when pile sinking, and hydraulic pile hammer 3 directly injection pushes up in stake, can not cause damage to basic top flange 2.
2) as shown in Figure 3, basic top flange 2 is located at the inside top of steel pipe pile 1, and flange upper surface is positioned at the below certain distance on stake top.Steel pipe pile is when pile sinking, and hydraulic pile hammer 3 directly injection pushes up in stake, to basic top flange 2 not damageds.
3) as shown in Figure 4, bracket 6 is established on steel pipe pile 1 top, and basic top flange 2 is located at the outside, top of steel pipe pile 1 and is connected as a single entity with bracket 6.Steel pipe pile when pile sinking, hydraulic pile hammer 3 directly injection on the bracket 6 of steel pipe pile inner side, basic top flange 2 not damageds to outside.
4) basic top flange 2 is located at the inside top of steel pipe pile 1 and the upper surface of flange flushes with steel pipe pile 1 end face.For avoiding the direct hammering of hydraulic pile hammer 3 in basic top flange 2 surfaces, on basic top flange 2, interim process flange 8(is set as shown in Figure 5).Steel pipe pile is when pile sinking, and hydraulic pile hammer 3 directly injection, in interim process flange 8, reduces the damage to basic top flange 2 to greatest extent.
Embodiment 2: this routine basic structure is identical with embodiment 1, difference is only to arrange between basic top flange 2 and coxopodite tower drum flange 12 three pad adjustment structures (as shown in Figure 8), this structure is comprised of the even And of Varying Depth equal diameter annulus pad II 14 of three kinds of different sizes, stacked up and down, pad II 14 height change scopes are 20 ~ 80mm.The external diameter of pad II 14 is identical with basic top flange 2 external diameters, in each pad II 14, along even circumferential, one circle bolt hole is set, and the quantity of bolt hole and position are all corresponding with basic top flange 2 and coxopodite tower drum flange 12; The levelness that the pad II 14 of three kinds of specifications is adjusted is respectively 1 ‰, 2 ‰ and 5 ‰.The annulus pad II 14 of generally choosing 1 ~ 3 different size combines, thereby adjusts this pad II end face level, and the aggregate level degree of blower foundation is reached in 1 ‰.
Embodiment 3: as shown in Figure 9, the top of steel pipe pile 1 is basic top flange 2, because piling precision reason steel pipe pile 1 there will be inclination, cause flange top face tilt, according to basic top flange 2 upper surface measured level degree, processing blower fan coxopodite tower cylinder 13, makes tower cylinder verticality reach requirement.Between coxopodite tower drum flange 12 and basic top flange 2, by bolt 10, nut 11, it is closely connected.
Embodiment 4: as shown in Figure 10 ~ 12, the basic structure of the present embodiment is identical with embodiment 1, difference is that the present embodiment arranges wedge pad mortar leveling structure between basic top flange 2 and coxopodite tower drum flange 12, and this structure is comprised of the wedge pad 17 of six different-thickness, an outside grouting plate 18 and an inner side grouting plate 19.Wedge pad 17 is evenly arranged between basic top flange 2 and coxopodite tower drum flange 12, and two flange inner sides are inner side grouting plate 19, and outside is between outside grouting plate 18, two grouting plates, in cavity, to adopt cement mortar 20 shutoff.
According to actual steel pipe pile verticality, select the wedge pad 17 of different-thickness, adjust this group wedge pad end face planeness, its planeness is reached in 1 ‰.
Claims (6)
1. one kind without changeover portion single pile formula offshore wind turbine foundation structure, there is the steel pipe pile (1) of single pile formula and be attached thereto the blower fan coxopodite tower cylinder (13) connecing, it is characterized in that: the top of described steel pipe pile (1) is provided with basic top flange (2), and in the bottom of blower fan coxopodite tower cylinder (13), be provided with coxopodite tower drum flange (12), between above-mentioned two flanges, a levelling gear is set, and two flanges are connected with nut (11) by bolt (10);
Described levelling gear is wedge pad mortar leveling structure, and this structure consists of the wedge pad (17) of 6 different-thickness and cement mortar (20) and in their outside and inner side, outside grouting plate (18) and inner side grouting plate (19) is set respectively; Wedge pad (17) is evenly arranged between basic top flange (2) and coxopodite tower drum flange (12), two flange inner sides are inner side grouting plate (19), outside is outside grouting plate (18), adopts cement mortar (20) shutoff between two grouting plates in cavity.
According to claim 1 any one without changeover portion single pile formula offshore wind turbine foundation structure, it is characterized in that: described basic top flange (2) is located at the top inner side of steel pipe pile (1), the upper surface of flange pushes up and flushes with stake.
According to claim 1 any one without changeover portion single pile formula offshore wind turbine foundation structure, it is characterized in that: described basic top flange (2) is located at the top outer of steel pipe pile (1), flange upper surface is positioned at the below on stake top.
According to claim 1 any one without changeover portion single pile formula offshore wind turbine foundation structure, it is characterized in that: described basic top flange (2) is located at the inside top of steel pipe pile (1), flange upper surface is positioned at the below on stake top.
According to claim 1 any one without changeover portion single pile formula offshore wind turbine foundation structure, it is characterized in that: bracket (6) is established in inner side, steel pipe pile (1) top, described basic top flange (2) is located at the outside, top of steel pipe pile (1) and is connected as a single entity with bracket (6).
According to claim 1 any one without changeover portion single pile formula offshore wind turbine foundation structure, it is characterized in that: described basic top flange (2) is located at the inner side, top of steel pipe pile (1), and symmetrical interim process flange (8) is set above basis top flange (2) at this.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201210114192.XA CN102628277B (en) | 2012-04-18 | 2012-04-18 | Transition section-free monopile offshore wind turbine foundation structure |
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| CN201210114192.XA CN102628277B (en) | 2012-04-18 | 2012-04-18 | Transition section-free monopile offshore wind turbine foundation structure |
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Families Citing this family (3)
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| CN103225311B (en) * | 2013-03-22 | 2015-12-23 | 广东明阳风电产业集团有限公司 | For the fixing leveling structure that marine fan jacket foundation is installed |
| CN103422512B (en) * | 2013-08-29 | 2016-01-27 | 中国水电顾问集团华东勘测设计研究院 | Replaceable pre-embedded bolt formula wind generation set concrete foundation and construction method thereof |
| CN103556649B (en) * | 2013-11-08 | 2015-08-12 | 广东明阳风电产业集团有限公司 | The jacket levelling gear of offshore wind turbine |
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| CN101736754A (en) * | 2010-01-29 | 2010-06-16 | 天津大学 | Offshore wind power unit foundation adopting prestressed concrete cylindrical structure |
| CN101812849A (en) * | 2010-04-02 | 2010-08-25 | 中国海洋石油总公司 | Offshore single-pile base structure and installation method thereof |
| CN201953582U (en) * | 2010-12-02 | 2011-08-31 | 中国水电顾问集团华东勘测设计研究院 | Offshore wind turbine foundation with levelling structure |
| CN202610824U (en) * | 2012-04-18 | 2012-12-19 | 中国水电顾问集团华东勘测设计研究院 | Non transition section single pile type offshore blower fan foundation structure |
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| CN102628277A (en) | 2012-08-08 |
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