CN201358468Y - Grillage-type bearing platform wind power generation tower pile foundation - Google Patents
Grillage-type bearing platform wind power generation tower pile foundation Download PDFInfo
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- CN201358468Y CN201358468Y CNU2008201578220U CN200820157822U CN201358468Y CN 201358468 Y CN201358468 Y CN 201358468Y CN U2008201578220 U CNU2008201578220 U CN U2008201578220U CN 200820157822 U CN200820157822 U CN 200820157822U CN 201358468 Y CN201358468 Y CN 201358468Y
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Abstract
The utility model relates to a foundation architecture of the wind power generation tower, in particular to a grillage-type bearing platform wind power generation tower pile foundation, which consists of piles, a bearing platform base plate, eight cantilever beams, edge beams, anchor bolts, small bearing platforms, a concrete cushion and a concrete foundation center tube, wherein the eight cantilever beams extend out of the concrete foundation center tube to form a grillage shape; the concrete foundation center tube is positioned on the center of the grillage shape; the outer end of each cantilever beam is provided with a small bearing platform, and the small bearing platforms on the outer ends of the cantilever beams which are parallel are connected by the edge beams; the pile extends into the bearing platform by a certain depth; the small bearing platforms, the cantilever beams and the concrete foundation center tube are fixed on the bearing platform base plate; the concrete cushion is arranged under the bearing platform base plate; and the anchor bolts are uniformly buried in the tube wall of the concrete foundation center tube, and each anchor bolt forms an anchor bolt group, the top of the anchor bolt group is provided with an anchor bolt top plate, adjusting nuts are arranged under the anchor bolt top plate, and the top surface of the anchor bolt top plate is parallel and level to the top of the tube wall of the concrete foundation center tube. The utility model can improve the bending resistance efficiency of the pile foundation, thus reducing the concrete consumption of the bearing platform.
Description
Technical field
The utility model relates to a kind of wind power generation stepped foundation structure, is specifically related to the wind power generation stepped pile foundation of a kind of trave formula cushion cap.
Background technology
The at present pile foundations that adopt in wind power generation stepped basis on soft foundation, its structure more as shown in Figure 1, the base center tube 3 that this pile foundation is imbedded wherein by stake 1, concrete bearing platform 2 and head tower tube is formed, its king-pile is even layout planar.When suffered load was mainly vertical force, the stressed clear and definite while concrete amount of this pile foundation form was suitable, so in the general housing construction base for post of soft foundation employing is arranged more.But for wind power generation stepped, if it were not for pressure but moment of flexure, have a surplus so this tradition lays out pile by the anti-pressure ability of mode to the active force master on basis for superstructure, the bending resistance deficiency, thereby caused the bigger waste of pile foundation design.
Existing wind power generation stepped pile foundation adopts the equal thickness cantilevered plate as bearing sheet more, because the cushion cap planar dimension is big, the length of encorbelmenting of plate is big, and the stressed back of outrigger base structure effect is very big, so the basis is uneconomical, invests bigger.
The utility model content
The purpose of this utility model is to provide a kind of trave formula cushion cap wind power generation stepped pile foundation.
The wind power generation stepped pile foundation of trave formula cushion cap that the utility model proposes is made up of stake 4, cushion cap base plate 5, semi girder 6, edge girder 7, crab-bolt 8, little cushion cap 9, concrete cushion 10 and concrete foundation central tube 11, its structure such as Fig. 2-and shown in Figure 4.Wherein, semi girder 6 has 8, every semi girder 6 stretches out outward by concrete foundation central tube 11, form groined type, concrete foundation central tube 11 is positioned at the center of groined type, the outer end of every semi girder 6 is equipped with little cushion cap 9, and the little cushion cap 9 of semi girder 6 outer ends that are parallel to each other connects by edge girder 7; Certain depth in the little cushion cap 9 is stretched in stake 4, little cushion cap 9, semi girder 6 and concrete foundation central tube 11 are fixed in cushion cap base plate 5 tops, cushion cap base plate 5 belows are concrete cushion 10, evenly be embedded with crab-bolt 8 in the barrel of concrete foundation central tube 11, each crab-bolt 8 is formed a crab-bolt group, crab-bolt group top is provided with crab-bolt top board 13, and the crab-bolt top board is adjusting nut 14 below 13, and crab-bolt top board 13 end faces are concordant with the barrel top of concrete foundation central tube 11.
In the utility model, described concrete foundation central tube 11, semi girder 6, little cushion cap 9 and edge girder 7 are formed trave formula cushion cap.
In the utility model, described crab-bolt 8 is the prestressing force crab-bolt.
In the utility model, described prestressing force crab-bolt 8 is 200-300, can be fixed according to the stressed situation of superstructure.
In the utility model, the reverse balance flange 12 in tower tube lower end is connected in prestressing force crab-bolt 8.Wherein, oppositely balance flange 12 has been applied for Chinese patent, and the application number of this Chinese patent is ZL 2,006 20045883.9.
The semi girder that pile foundation utilization of the present utility model is stretched out by the center concrete tube bears the counter-force of pile foundation.Because be subjected to bend rather than bent by bearing sheet by semi girder, structure efficiency improves, so cushion cap part concrete amount can reduce.
In the utility model, as main bending resistance component, and surround the base center tube of wind-power electricity generation Tata tube with beam, with the engineering quantity of minimizing base concrete with the cantilever depth of beam.
In the utility model, the distribution of stake is all in basal perimeter, so anti-bending strength is good.
In the utility model, change wind power generation stepped head tower pin and being connected of basis into prestressing force crab-bolt formula by tower tube flush type and (be specially " solid can be regulated combination type prestressed crab-bolt ", applied for Chinese patent, the application number of this Chinese patent is 200820059615.1), this combination type prestressed crab-bolt life-cycle tension, concrete compression, structural strength, rigidity are even, good endurance.And can reduce the steel using amount that the head tower tube is imbedded foundation, also simplify the construction of this part simultaneously.
The beneficial effects of the utility model are: can improve the bending resistance efficient of this type pile foundation, thereby reduce the concrete consumption of cushion cap.
Description of drawings
Fig. 1 is existing wind power generation stepped pile foundation structure diagram.
Fig. 2 is the utility model plane structure diagram.
Fig. 3 is the utility model cross-section structure diagram.
Fig. 4 is that the wind power generation stepped pile foundation prestressing force of trave formula cushion cap crab-bolt 8 is connected detail drawing with the tower tube,
Number in the figure: 1 is equally distributed stake in the existing pile foundation, and 2 is concrete bearing platform, and 3 is that wind-power electricity generation Tata tube is imbedded base center tube wherein, 4 is the stake of leaning on circumferential distribution in the wind power generation stepped pile foundation of trave formula cushion cap, 5 is the cushion cap base plate, and 6 is semi girder, and 7 is edge girder, 8 is crab-bolt, 9 is little cushion cap, and 10 is concrete cushion, and 11 is the concrete foundation central tube, 13 is the crab-bolt top board, and 14 is adjusting nut.
The specific embodiment
The utility model is described in further detail below in conjunction with accompanying drawing.
Shown in Fig. 2,3,4, this base form mainly comprises stake 4, cushion cap base plate 5, semi girder 6, edge girder 7, prestressing force crab-bolt 8, little cushion cap 9, concrete cushion 10 and concrete foundation central tube 11.Wherein, concrete cushion is provided with cushion cap base plate 5 more than 10, top, cushion cap base plate 5 middle parts is provided with concrete foundation central tube 11, and semi girder 6 is stretched out outward by concrete foundation central tube 11 and is connected in little cushion cap 9, edge girder 7 two ends are connected in little cushion cap 9, form trave formula structure; Evenly be embedded with prestressing force crab-bolt 8 in the barrel of concrete foundation central tube 11, crab-bolt 8 is 200-300, form a crab-bolt group, crab-bolt group top is provided with crab-bolt top board 13, the crab-bolt top board is adjusting nut 14 below 13, and crab-bolt top board 13 end faces are concordant with the barrel top of concrete foundation central tube 11.Working procedure is as follows:
(1) pile foundation construction reserves the reinforcing bar that stretches into cushion cap in the stake;
(2) pile foundation test;
(3) excavation pit;
(4) the disturbing concrete bed course 10;
(5) all cheek boards of installation cushion cap base plate 5;
(6) prick cushion cap base plate 5 reinforcing bars, and the reinforcing bar colligation simultaneously of semi girder 6, edge girder 7, little cushion cap 9 and the concrete foundation central tube 11 of all anchors to the cushion cap base plate 5 is in place, and the reinforcing bar that stretches out in the stake 4 also anchors in the little cushion cap 9, and is in place fixing;
(7) water and smash cushion cap base plate 5 concrete;
(8) prick cushion cap base plate 5 above semi girders 6, edge girder 7, other reinforcing bar of little cushion cap 9 and the reinforcing bar of concrete foundation central tube 11, and prestressed crab-bolt 8;
(9) template of installation cushion cap base plate 5 above semi girders 6, edge girder 7, little cushion cap 9 and concrete foundation central tube 11;
(10) pouring concrete is to below the cushion cap end face 0.3 meter;
(11) maintenance;
(12) adjusting nut 14 under the adjustment crab-bolt top board 13 is with 13 leveling of crab-bolt top board;
(13) water the concrete of smashing the 0.3 meter height in top;
(14) coxopodite tower tube is installed, after the adjustment in place crab-bolt 8 is applied pretension, fix with nut.
Claims (5)
1, the wind power generation stepped pile foundation of a kind of trave formula cushion cap, by stake (4), cushion cap base plate (5), semi girder (6), edge girder (7), crab-bolt (8), little cushion cap (9), concrete cushion (10) and concrete foundation central tube (11) are formed, it is characterized in that semi girder (6) has 8, every semi girder (6) stretches out outward by concrete foundation central tube (11), form groined type, concrete foundation central tube (11) is positioned at the center of groined type, the outer end of every semi girder (6) is equipped with little cushion cap (9), and the little cushion cap (9) of the semi girder that is parallel to each other (6) outer end connects by edge girder (7); Certain depth in the little cushion cap (9) is stretched in stake (4), little cushion cap (9), semi girder (6) and concrete foundation central tube (11) are fixed in cushion cap base plate (5) top, cushion cap base plate (5) below is concrete cushion (10), evenly be embedded with crab-bolt (8) in the barrel of concrete foundation central tube (11), each crab-bolt (8) is formed a crab-bolt group, crab-bolt group top is provided with crab-bolt top board (13), crab-bolt top board (13) is following to be adjusting nut (14), and crab-bolt top board (13) end face is concordant with the barrel top of concrete foundation central tube (11).
2, the wind power generation stepped pile foundation of trave formula cushion cap according to claim 1 is characterized in that described crab-bolt (8) is the prestressing force crab-bolt.
3, the wind power generation stepped pile foundation of trave formula cushion cap according to claim 1 is characterized in that described concrete foundation central tube (11), semi girder (6), little cushion cap (9) and edge girder (7) composition trave formula cushion cap.
4, the wind power generation stepped pile foundation of trave formula cushion cap according to claim 2 is characterized in that described prestressing force crab-bolt (8) is 200-300.
5, the wind power generation stepped pile foundation of trave formula cushion cap according to claim 2 is characterized in that the reverse balance flange in tower tube lower end (12) is connected in prestressing force crab-bolt (8).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2008201578220U CN201358468Y (en) | 2008-12-25 | 2008-12-25 | Grillage-type bearing platform wind power generation tower pile foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2008201578220U CN201358468Y (en) | 2008-12-25 | 2008-12-25 | Grillage-type bearing platform wind power generation tower pile foundation |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201358468Y true CN201358468Y (en) | 2009-12-09 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNU2008201578220U Expired - Fee Related CN201358468Y (en) | 2008-12-25 | 2008-12-25 | Grillage-type bearing platform wind power generation tower pile foundation |
Country Status (1)
| Country | Link |
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| CN (1) | CN201358468Y (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102021913A (en) * | 2010-11-18 | 2011-04-20 | 天津大学 | Height-adjustable steel structure foundation and manufacturing method thereof |
| CN103924611A (en) * | 2014-05-06 | 2014-07-16 | 同济大学建筑设计研究院(集团)有限公司 | Prefabricated prestressed concrete frame inserting and connecting integrated high pile bearing platform foundation |
| CN106638663A (en) * | 2016-11-25 | 2017-05-10 | 天地科技股份有限公司 | Foundation reinforcing and integral inclination rectifying and shifting method for high-voltage transmission tower in subsidence area |
| CN107190764A (en) * | 2017-04-29 | 2017-09-22 | 中国能源建设集团安徽电力建设第工程有限公司 | A kind of booster stations building foundation construction method |
| CN108222050A (en) * | 2018-03-20 | 2018-06-29 | 江苏融宝达新能源科技有限公司 | Prefabricated components concrete tower fan foundation structure and preparation method thereof |
| CN115305946A (en) * | 2022-04-27 | 2022-11-08 | 四川电力设计咨询有限责任公司 | Mountain area built on stilts rib beam fan basis |
-
2008
- 2008-12-25 CN CNU2008201578220U patent/CN201358468Y/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102021913A (en) * | 2010-11-18 | 2011-04-20 | 天津大学 | Height-adjustable steel structure foundation and manufacturing method thereof |
| CN103924611A (en) * | 2014-05-06 | 2014-07-16 | 同济大学建筑设计研究院(集团)有限公司 | Prefabricated prestressed concrete frame inserting and connecting integrated high pile bearing platform foundation |
| CN106638663A (en) * | 2016-11-25 | 2017-05-10 | 天地科技股份有限公司 | Foundation reinforcing and integral inclination rectifying and shifting method for high-voltage transmission tower in subsidence area |
| CN106638663B (en) * | 2016-11-25 | 2018-11-20 | 天地科技股份有限公司 | A kind of Subsidence Area high-voltage power transmission tower strengthening of foundation and whole rectification shift method |
| CN107190764A (en) * | 2017-04-29 | 2017-09-22 | 中国能源建设集团安徽电力建设第工程有限公司 | A kind of booster stations building foundation construction method |
| CN108222050A (en) * | 2018-03-20 | 2018-06-29 | 江苏融宝达新能源科技有限公司 | Prefabricated components concrete tower fan foundation structure and preparation method thereof |
| CN115305946A (en) * | 2022-04-27 | 2022-11-08 | 四川电力设计咨询有限责任公司 | Mountain area built on stilts rib beam fan basis |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20091209 Termination date: 20171225 |