CN206396816U - A kind of blower foundation various dimensions ruggedized construction - Google Patents
A kind of blower foundation various dimensions ruggedized construction Download PDFInfo
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- CN206396816U CN206396816U CN201720039649.3U CN201720039649U CN206396816U CN 206396816 U CN206396816 U CN 206396816U CN 201720039649 U CN201720039649 U CN 201720039649U CN 206396816 U CN206396816 U CN 206396816U
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Abstract
The utility model discloses a kind of blower foundation various dimensions ruggedized construction, including base concrete pier, foundation ring, there is gap at the boundary position of base concrete pier and foundation ring, gap location grout filling, the height difference space between the top of foundation ring and the top surface of base concrete pier is filled by concrete layer；In the vertical direction is inserted provided with head anchor pole, expansion head anchor pole is expanded at the top of concrete layer, until inside base concrete pier；In concrete layer multiple presstressed reinforcing steel rings being made up of presstressed reinforcing steel are embedded with around foundation ring, presstressed reinforcing steel ring leaves free end, and the free end extension passes the outer wall of base concrete pier, free end passes the anchorage head for being provided with the position of base concrete pier outer wall and tensioning being carried out to presstressed reinforcing steel.The utility model had both adapted to anchoring requirements of the Wind turbines under complicated operating condition, and safe operation requirement of the Wind turbines under chronic fatigue load action can be met again.
Description
Technical field
The utility model belongs to foundation of wind-driven generator unit technical field of structures, specifically related to a kind of blower foundation various dimensions
Ruggedized construction.
Background technology
The anchoring of tower barrel of wind generating set and bottom reinforcement bars concrete foundation is frequently with reinforcement foundation concrete pier
The pre-buried foundation ring with perforation, the connection function for laying perforation reinforcing bar reinforcement foundation ring and reinforcement foundation concrete pier.However,
Under the frequent dynamic loading of Wind turbines, because the rigidity of unlike material is touched, cause foundation ring and reinforcement foundation concrete
There is crack in pier contact site, and causes local concrete fatigue damage.Under long-term reciprocating fatigue load action, crack is continuous
Development, causes foundation ring to form rocking by a relatively large margin in base concrete pier, beyond Wind turbines tower consolidating in itself
There is vibration frequency.
It is presently used for being confined to unidirectional reinforcement mode the consolidation process to blower foundation more, such as, is applied in a direction
Plus anchor pole or presstressed reinforcing steel anchor reinforcement.Such reinforcing mode fails to consider the complexity of wind load suffered by Wind turbines
Property, the factor such as variability, diversity, thus anchoring requirements of the Wind turbines under complicated operating condition can not be adapted to, reinforce one
Often occur crack again after the section time, be that the longtime running of Wind turbines leaves certain potential safety hazard.
Utility model content
In view of the above-mentioned problems, to aim to provide a kind of reinforcement ability strong for the utility model, it is to avoid being used for for secondary crack occur
The various dimensions ruggedized construction of blower foundation.The structure had both adapted to anchoring requirements of the Wind turbines under complicated operating condition, again
Safe operation requirement of the Wind turbines under chronic fatigue load action can be met.
The utility model solve problem technical scheme be：A kind of blower foundation various dimensions ruggedized construction, including basis are mixed
Solidifying knoll, the pre- foundation ring being embedded in base concrete pier, the top of foundation ring is higher than the top surface of base concrete pier, the base
There is gap at the boundary position of plinth concrete pier and foundation ring, the gap location grouting between base concrete pier and foundation ring
Filling, the height difference space between the top of foundation ring and the top surface of base concrete pier is filled by concrete layer；
In the vertical direction is provided with head anchor pole is expanded, and expansion head anchor pole is inserted at the top of concrete layer, until base concrete
Inside pier, concrete layer is vertically anchored with base concrete pier；
In the concrete layer multiple presstressed reinforcing steel rings being made up of presstressed reinforcing steel, presstressed reinforcing steel are embedded with around foundation ring
Ring leaves free end, and free end extension passes the outer wall of base concrete pier, and free end is passed outside base concrete pier
The anchorage head that tensioning is carried out to presstressed reinforcing steel is provided with the position of wall.
In such scheme, the concrete layer increased both had increased the building-in depth of foundation ring, again can be with expanding head anchor pole, prestressing force
Muscle forms the entirety of common stress.Using from consolidation process mode vertically with ring both direction, wind more can be preferably adapted to
Anchoring requirements of the machine under complicated operating condition.
It is preferred that, the presstressed reinforcing steel is delayed bonding prestressed tendon, and its structure includes sleeve pipe, the steel being placed in sleeve pipe and twisted
Line and the slow cohesion agent being coated in sleeve pipe；Described sleeve pipe extends to base concrete Dun Waibichu cut-offs.In concrete layer
Intensity is reached after design strength, is applied prestressing force to delayed bonding prestressed tendon pre-buried in vivo, is belonged to post-tensioned construction.Slow cohesion
Agent is freely slidable in pulling anchor cable stage, is fully cured in 1 year.
Further, each presstressed reinforcing steel ring is spliced to form by two presstressed reinforcing steels at grade；Two pre-
Stress rib each surrounds semicircle, and two free ends of first presstressed reinforcing steel and two free ends pair of second presstressed reinforcing steel
It should intersect, the free end of all steel strand wires extends the outer wall for passing base concrete pier；The free end of first presstressed reinforcing steel
Extend in the opposite direction with the free end of second presstressed reinforcing steel；The steel strand wires free end of all presstressed reinforcing steels passes basis
The position of concrete pier outer wall is equipped with the anchorage head that steel strand wires are carried out with tensioning.
In the further improved scheme, free end to first presstressed reinforcing steel in presstressed reinforcing steel ring and second it is pre-
The free end of stress rib is respectively facing opposite direction tensioning, strengthens anchoring effect.Moreover, each prestress annular it is all from
Anchored by holding using anchorage head, this bull anchorage style can adjust anchorage head place side according to the prevailing wind direction of Wind turbines
Position, and monitor anchoring effect of the Wind turbines basis in the different operation phase.
It is preferred that, for enhancing consolidation effect, the presstressed reinforcing steel ring is distributed in mixed around foundation ring with different radii ring
In solidifying soil layer, and presstressed reinforcing steel ring tiles on the vertical direction of concrete layer multilayer.
The anchorage head is common tool of the prior art, and its structure includes bearing plate, the folder for clamping steel strand wires
Piece, the anti-loosening device for maintaining intermediate plate chucking power；
The cave mould for installing anchorage head is reserved with base concrete pier.
It is preferred that, being dug on base concrete pier outer wall has grouting channel, and it is mixed that the grouting channel end extends to basis
The bottom in solidifying intersection gap between knoll and foundation ring.The set-up mode of this grouting channel can avoid original main reinforcement,
Base concrete pier is not destroyed.During grouting, up it is in the milk from gap bottom, until filling up gap.
Vertical bar planting is additionally provided between concrete layer and the base concrete pier.
Waterproof sealing layer is embedded between concrete layer and the foundation ring outer wall.
Remarkable result of the present utility model is：
1. ruggedized construction form is simple, reasonable stress, easy construction, for being completed operation Wind turbines foundation ring anchor
Gu the reinforcing after deterioration or failure.Using from consolidation process mode vertically with ring both direction, more can preferably it fit
Answer anchoring requirements of the blower fan under complicated operating condition.
2. the concrete layer increased and the vertical connection of original concrete foundation, had both increased the building-in depth of foundation ring, again
Young concrete layer can be made to form the entirety of common stress with anchor pole, presstressed reinforcing steel, concrete crushing strength is given full play to high
Performance, reach various dimensions anchoring effect of the base concrete pier to foundation ring.
3. the bull anchorage style that planar opposite both direction is anchored respectively to presstressed reinforcing steel is taken, can basis
Orientation where Wind turbines prevailing wind direction regulation anchor head, and monitor anchoring effect of the Wind turbines basis in the different operation phase.
Do not intersect with the construction of newly-laid concrete layer and maintenance with prestress application 4. anchor pole, presstressed reinforcing steel are applied, operation letter
Victory, easy construction.
Brief description of the drawings
The utility model is described in further detail below in conjunction with the accompanying drawings.
Fig. 1 is the utility model various dimensions ruggedized construction front view.
Fig. 2 is that the utility model presstressed reinforcing steel ring reinforces floor map.
Fig. 3 is that the utility model anchor pole vertically reinforces floor map.
Fig. 4 is that the utility model presstressed reinforcing steel anchors schematic diagram.
In figure：1- foundation rings, 2- base concretes pier, 3- concrete layers, 4- grouting channels, 5-, which expand head anchor pole, 6-, in advance should
The vertical bar planting of power muscle, 7-, 8- caves mould, 9- intermediate plates, 10- anti-loosenings device, 11- spiral bars, 12- reinforced mesh, 13- bearing plates,
14- presstressed reinforcing steels ring, 15- anchorage heads.
Embodiment
As shown in figures 1-4, a kind of blower foundation various dimensions ruggedized construction, including base concrete pier 2, basis is embedded in advance
Foundation ring 1 in concrete pier 2, the top of foundation ring 1 is higher than the top surface of base concrete pier 2.The base concrete pier 2 with
There is gap at the boundary position of foundation ring 1.Being dug on the outer wall of base concrete pier 2 has grouting channel 4, the grouting channel 4
End extends to the bottom in intersection gap between base concrete pier 2 and foundation ring 1.In base concrete pier 2 and foundation ring 1
Between gap location grout filling.During grouting, up it is in the milk from gap bottom, until filling up gap.
Height difference space between the top of foundation ring 1 and the top surface of base concrete pier 2 is filled by concrete layer 3.
In the vertical direction is inserted provided with head anchor pole 5, expansion head anchor pole 5 is expanded from the top of concrete layer 3, until in base concrete pier 2
Portion, concrete layer 3 and base concrete pier 2 are vertically anchored.It is additionally provided between the concrete layer 3 and base concrete pier 2
Vertical bar planting 7.Waterproof sealing layer is embedded between concrete layer 3 and foundation ring 1 outer wall.
In the concrete layer 3 multiple presstressed reinforcing steel rings 14 being made up of presstressed reinforcing steel 6 are embedded with around foundation ring 1.In advance
Stress rib ring 14 leaves free end, and free end extension passes the outer wall of base concrete pier 2, and it is mixed that free end passes basis
The anchorage head 15 that tensioning is carried out to presstressed reinforcing steel 6 is provided with the position of the solidifying outer wall of knoll 2.
The presstressed reinforcing steel 6 be preferably delayed bonding prestressed tendon, its structure include sleeve pipe, be placed in sleeve pipe steel strand wires,
And it is coated in the slow cohesion agent in sleeve pipe；Described sleeve pipe, which is extended at the outer wall of base concrete pier 2, ends.
Each presstressed reinforcing steel ring 14 is spliced to form by two presstressed reinforcing steels 6 at grade.Two presstressed reinforcing steels 6
Each surround semicircle, and the friendship corresponding with two free ends of second presstressed reinforcing steel of two free ends of first presstressed reinforcing steel
Fork, all steel strand wires free ends extend the outer wall for passing base concrete pier 2；The free end of first presstressed reinforcing steel and second
The free end of root presstressed reinforcing steel extends in the opposite direction；The steel strand wires free end of all presstressed reinforcing steels 6 passes basic coagulation
The position of knoll outer wall is equipped with the anchorage head 15 that steel strand wires are carried out with tensioning.
The anchorage head 15 includes bearing plate 13, the intermediate plate 9 for clamping steel strand wires, for maintaining the chucking power of intermediate plate 9
Anti-loosening device 10.The cave mould 8 for installing anchorage head 15 is reserved with base concrete pier 2.
The presstressed reinforcing steel ring 14 is distributed in concrete layer 3 around foundation ring 1 with different radii ring, and presstressed reinforcing steel
Ring 14 tiles on the vertical direction of concrete layer 3 multilayer.
The Specific construction step of the ruggedized construction is as follows：
（1）The side wall of base concrete pier 2 along different azimuth take the least important seat at a square table to or oblique grout hole, with giant to drilling and
Crack is cleaned and used after the drying of air compressor machine borehole cleaning, and high-strength grouting material, filling foundation ring 1 and basis are irrigated into grout hole
The gap region of concrete pier 2；
（2）Bolthole is bored in the top surface of original base concrete pier 2, drilling is cleaned with giant and air compressor machine is used
After borehole cleaning is dried, pre-buried expansion head anchor rod component, and anchoring section is in the milk；
（3）Be implanted into vertical bar planting 7, spiral bar 11, reinforced mesh 12 etc. in the top surface of base concrete pier 2, formed ring and
Vertical closing bar-mat reinforcement, carries out raising reinforcing to base concrete pier 2；
（4）The pre-buried delayed bonding prestressed tendon component in bar-mat reinforcement；
（5）After the pre-buried waterproof and sealing material of the outer wall of foundation ring 1, the concrete layer 3 of raised portion is poured；
（6）After young concrete layer 3 reaches design strength, vertical expansion head anchor pole 5 and ring orientation prestress rib 6 are distinguished
Stretch-draw anchor is carried out, and anti-corrosion protection processing is carried out to anchorage head.
Claims (8)
1. a kind of blower foundation various dimensions ruggedized construction, including base concrete pier（2）, be in advance embedded in base concrete pier（2）In
Foundation ring（1）, foundation ring（1）Top be higher than base concrete pier（2）Top surface, the base concrete pier（2）With base
Plinth ring（1）Boundary position at there is gap, it is characterised in that：In base concrete pier（2）With foundation ring（1）Between gap
Locate grout filling, foundation ring（1）Top and base concrete pier（2）Top surface between height difference space pass through concrete layer
（3）Filling；
In the vertical direction is provided with expansion head anchor pole（5）, expansion head anchor pole（5）From concrete layer（3）Top is inserted, until basis is mixed
Solidifying knoll（2）Inside, by concrete layer（3）With base concrete pier（2）Vertical anchoring；
The concrete layer（3）Interior circular foundation ring（1）It is embedded with multiple by presstressed reinforcing steel（6）The presstressed reinforcing steel ring of composition
（14）, presstressed reinforcing steel ring（14）Free end is left, and free end extension passes base concrete pier（2）Outer wall, freely
End passes base concrete pier（2）It is provided with the position of outer wall to presstressed reinforcing steel（6）Carry out the anchorage head of tensioning（15）.
2. blower foundation various dimensions ruggedized construction according to claim 1, it is characterised in that：The presstressed reinforcing steel（6）For
Delayed bonding prestressed tendon, its structure includes sleeve pipe, the steel strand wires being placed in sleeve pipe and the slow cohesion agent being coated in sleeve pipe；
Described sleeve pipe extends to base concrete pier（2）End at outer wall.
3. blower foundation various dimensions ruggedized construction according to claim 2, it is characterised in that：Each presstressed reinforcing steel ring
（14）By two presstressed reinforcing steels at grade（6）It is spliced to form；Two presstressed reinforcing steels（6）Each surround semicircle, and the
Two free ends of a piece presstressed reinforcing steel are corresponding with two free ends of second presstressed reinforcing steel to intersect, the freedom of all steel strand wires
End extension passes base concrete pier（2）Outer wall；The free end of first presstressed reinforcing steel and second presstressed reinforcing steel from
Extended in the opposite direction by holding；All presstressed reinforcing steels（6）Steel strand wires free end pass the position of base concrete pier outer wall
Put the anchorage head for being equipped with and steel strand wires being carried out with tensioning（15）.
4. blower foundation various dimensions ruggedized construction according to claim 3, it is characterised in that：The presstressed reinforcing steel ring（14）
Around foundation ring（1）Concrete layer is distributed in different radii ring（3）It is interior, and presstressed reinforcing steel ring（14）In concrete layer（3）
Vertical direction on tiling have multilayer.
5. blower foundation various dimensions ruggedized construction according to claim 3, it is characterised in that：The anchorage head（15）Including
Bearing plate（13）, intermediate plate for clamping steel strand wires（9）, for maintaining intermediate plate（9）The anti-loosening device of chucking power（10）；
In base concrete pier（2）On be reserved with for installing anchorage head（15）Cave mould（8）.
6. blower foundation various dimensions ruggedized construction according to claim 1, it is characterised in that：In base concrete pier（2）
Being dug on outer wall has grouting channel（4）, the grouting channel（4）End extends to base concrete pier（2）With foundation ring（1）Between
The bottom in intersection gap.
7. blower foundation various dimensions ruggedized construction according to claim 1, it is characterised in that：The concrete layer（3）With
Base concrete pier（2）Between be additionally provided with vertical bar planting（7）.
8. blower foundation various dimensions ruggedized construction according to claim 1, it is characterised in that：The concrete layer（3）With
Foundation ring（1）Waterproof sealing layer is embedded between outer wall.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720039649.3U CN206396816U (en) | 2017-01-13 | 2017-01-13 | A kind of blower foundation various dimensions ruggedized construction |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720039649.3U CN206396816U (en) | 2017-01-13 | 2017-01-13 | A kind of blower foundation various dimensions ruggedized construction |
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| CN206396816U true CN206396816U (en) | 2017-08-11 |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109183791A (en) * | 2018-09-10 | 2019-01-11 | 福建宝丰管桩有限公司 | A kind of tubular pile head method for repairing damage |
| CN110130425A (en) * | 2019-05-17 | 2019-08-16 | 湖北中广公路勘察设计有限公司 | A kind of steel bar concrete pile plinth ruggedized construction and the building containing the ruggedized construction |
| CN110629784A (en) * | 2019-09-25 | 2019-12-31 | 江苏筑岩建设有限公司 | Fan foundation prestressed concrete additional strengthening |
| CN110700334A (en) * | 2019-09-25 | 2020-01-17 | 江苏筑岩建设有限公司 | Rapid repairing method for fan foundation |
| CN112064664A (en) * | 2020-09-17 | 2020-12-11 | 武大巨成结构股份有限公司 | Improved structure and improved method for fan foundation |
| CN113338365A (en) * | 2021-06-25 | 2021-09-03 | 中国华能集团清洁能源技术研究院有限公司 | Reinforced structure of onshore fan expanded foundation pipe pile and construction method |
| CN113833008A (en) * | 2021-08-23 | 2021-12-24 | 山东电力工程咨询院有限公司 | Method and structure for transforming existing foundation ring type fan foundation |
| CN114775676A (en) * | 2022-04-05 | 2022-07-22 | 中国电建集团华东勘测设计研究院有限公司 | Reconstruction method and application suitable for built old wind power plant fan foundation |
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2017
- 2017-01-13 CN CN201720039649.3U patent/CN206396816U/en active Active
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109183791A (en) * | 2018-09-10 | 2019-01-11 | 福建宝丰管桩有限公司 | A kind of tubular pile head method for repairing damage |
| CN110130425A (en) * | 2019-05-17 | 2019-08-16 | 湖北中广公路勘察设计有限公司 | A kind of steel bar concrete pile plinth ruggedized construction and the building containing the ruggedized construction |
| CN110629784A (en) * | 2019-09-25 | 2019-12-31 | 江苏筑岩建设有限公司 | Fan foundation prestressed concrete additional strengthening |
| CN110700334A (en) * | 2019-09-25 | 2020-01-17 | 江苏筑岩建设有限公司 | Rapid repairing method for fan foundation |
| CN110700334B (en) * | 2019-09-25 | 2021-04-27 | 江苏筑岩建设有限公司 | Rapid repairing method for fan foundation |
| CN112064664A (en) * | 2020-09-17 | 2020-12-11 | 武大巨成结构股份有限公司 | Improved structure and improved method for fan foundation |
| CN113338365A (en) * | 2021-06-25 | 2021-09-03 | 中国华能集团清洁能源技术研究院有限公司 | Reinforced structure of onshore fan expanded foundation pipe pile and construction method |
| CN113833008A (en) * | 2021-08-23 | 2021-12-24 | 山东电力工程咨询院有限公司 | Method and structure for transforming existing foundation ring type fan foundation |
| CN113833008B (en) * | 2021-08-23 | 2023-01-10 | 山东电力工程咨询院有限公司 | Method and structure for transforming existing foundation ring type fan foundation |
| CN114775676A (en) * | 2022-04-05 | 2022-07-22 | 中国电建集团华东勘测设计研究院有限公司 | Reconstruction method and application suitable for built old wind power plant fan foundation |
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