CN205502052U - Foundation structure suitable for prestressed rock stock wind turbine foundation - Google Patents
Foundation structure suitable for prestressed rock stock wind turbine foundation Download PDFInfo
- Publication number
- CN205502052U CN205502052U CN201620115982.3U CN201620115982U CN205502052U CN 205502052 U CN205502052 U CN 205502052U CN 201620115982 U CN201620115982 U CN 201620115982U CN 205502052 U CN205502052 U CN 205502052U
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- foundation
- anchor pole
- reinforced concrete
- applicable
- prestressed
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- Piles And Underground Anchors (AREA)
Abstract
The utility model provides a foundation structure suitable for prestressed rock stock wind turbine foundation, it has laid the plain concrete bed course including the composite foundation that lies in the below ground, the upper surface of composite foundation, and the top of plain concrete bed course is equipped with the reinforced concrete cushion cap, and the reinforced concrete cushion cap is equipped with to be given prominence to to the boss more than the ground, and the upper surface of boss inlays the adapting unit who is used for connecting an upper portion tower section of thick bamboo, the foundation structure still includes many stocks, and the stock passes the below rock stratum of reinforced concrete cushion cap, plain concrete bed course, composite foundation to composite foundation in proper order. This foundation structure suitable for prestressed rock stock wind turbine foundation, still can continue to adopt prestressed rock stock wind turbine foundation after carrying out the foundation treatment in thick overburden of messenger or shallow layer full blastization (more broken) rock stratum, improved the adaptability of prestressed rock stock wind turbine foundation to the ground condition.
Description
Technical field
This utility model relates to a kind of foundation structure being applicable to prestressed rock anchor pole blower foundation.
Background technology
Along with land wind power resources is the most limited, land wind-powered electricity generation progressively to the region promotion such as mountain area, Gobi desert, this region rock foundation
Generally it is distributed.Integrity and saturation uniaxial compressive strength all preferably region when rock, it is contemplated that use prestressed rock anchor pole
Blower foundation.
Be about due to the diameter of the cushion cap of prestressed rock anchor pole blower foundation the cushion cap of Conventional gravity formula blower foundation diameter one
Half, the cushion cap concrete square amount of prestressed rock anchor pole blower foundation is also the half of Conventional gravity formula blower foundation.Due to effect
Horizontal bending moment, horizontal force and vertical force on blower fan top is relatively big (load eccentricity is bigger), and the most single concrete bearing platform must cloth
Put rock-bolt about 20, after the posttension pulling force (arranging baffle plate at concrete bearing platform top) of rock-bolt applies, be equivalent to and
The cushion cap on fan basis applies about 20 vertical forces (generally, single vertical force size is about 800KN).To sum up,
Prestressed rock anchor pole blower foundation is higher to shallow layer foundation requirement for bearing capacity, it is generally required to reach 550～about 600Kpa.
As relatively thin in place cover layer, and the integrity of bottom rock and saturation uniaxial compressive strength are all preferable, and (now shallow layer foundation holds
Load power can reach 550～about 600Kpa) region, can directly use prestressed rock anchor pole blower foundation.
As thicker in place cover layer or superficial part ground is completely decomposed (more broken) rock stratum, but the integrity of bottom rock and saturated list
Axle comprcssive strength still preferable region, now needs to carry out relatively thick-covering or shallow-layer completely decomposed (more broken) rock stratum at ground
Reason, the Bearing Capacity of Composite Foundation processed reaches 550～about 600Kpa, the most still can continue to use prestressed rock anchor pole
Blower foundation.
Utility model content
The shortcoming of prior art in view of the above, the purpose of this utility model is to provide one to be applicable to prestressed rock anchor pole
The foundation structure of blower foundation, is used for solving relatively thick-covering or shallow-layer completely decomposed (more broken) rock stratum in prior art, it is impossible to
The problem using prestressed rock anchor pole blower foundation.
For achieving the above object and other relevant purposes, this utility model provides one to be applicable to prestressed rock anchor pole blower foundation
Foundation structure, it includes the composite foundation located below ground level, and the upper surface of composite foundation is equipped with plain concrete cushion layer, element
Concrete cushion be arranged over reinforced concrete pile cap, reinforced concrete pile cap is provided with the boss projecting to more than ground, boss
Upper surface be embedded with the connection member for connecting top tower；Foundation structure also includes many anchor poles, and anchor pole sequentially passes through reinforcing bar
Concrete bearing platform, plain concrete cushion layer, composite foundation are to the rock stratum, lower section of composite foundation.
Preferably, ring based on connection member, the bottom of foundation ring is positioned at reinforced concrete pile cap, and the top of foundation ring is with upper
Portion's tower is connected.The most preferably, the lower end of foundation ring is connected with adpting flange.
Preferably, many plain concrete piles it are provided with in composite foundation.
Preferably, it is free segment that anchor pole is positioned at the part in reinforced concrete pile cap, plain concrete cushion layer, composite foundation, freely
The outside of section is cased with sleeve pipe, and it is anchoring section that anchor pole is positioned at the part below composite foundation, and anchoring section passes through grouting with the rock of periphery
Material fixes.
Preferably, anchor pole projects to the upper end outside reinforced concrete pile cap and is provided with transverse baffle, the lower surface of transverse baffle and steel
The upper surface of reinforced concrete cushion cap contacts.
Preferably, the thickness of plain concrete cushion layer is 15～20cm.
Preferably, the thickness of composite foundation is 3～6m.
Preferably, the distance between upper surface and the ground of plain concrete cushion layer is 1.5～1.8m.
As it has been described above, this utility model is applicable to the foundation structure of prestressed rock anchor pole blower foundation, have the advantages that
This is applicable to the foundation structure of prestressed rock anchor pole blower foundation, makes relatively thick-covering or shallow-layer completely decomposed (more broken)
After rock stratum carries out basement process, still can continue to use prestressed rock anchor pole blower foundation, improve prestressed rock anchor pole wind
Machine basis is for the adaptation ability of foundation condition, and prestressed rock anchor pole blower foundation compares Conventional gravity formula blower foundation economy
Advantage is more obvious, such that it is able to be preferably that whole engineering saves cost.
Accompanying drawing explanation
Fig. 1 is shown as the structural representation that this utility model is applicable to the foundation structure of prestressed rock anchor pole blower foundation.
Element numbers explanation
1 composite foundation
2 plain concrete cushion layer
3 reinforced concrete pile caps
31 boss
4 anchor poles
41 free segments
42 anchoring sections
5 foundation rings
6 adpting flanges
7 plain concrete piles
8 transverse baffles
Detailed description of the invention
By particular specific embodiment, embodiment of the present utility model being described below, those skilled in the art can be by this specification
Disclosed content understands other advantages of the present utility model and effect easily.
Refer to Fig. 1.It should be clear that structure depicted in this specification institute accompanying drawings, ratio, size etc., the most only in order to coordinate
Content disclosed in bright book, understands for those skilled in the art and reads, being not limited to this utility model enforceable
Qualifications, therefore do not have technical essential meaning, the modification of any structure, the change of proportionate relationship or the adjustment of size,
Do not affect under effect that this utility model can be generated by and the purpose that can reach, all should still fall in the skill disclosed in this utility model
In the range of art content can contain.Meanwhile, in this specification cited as " on ", D score, "left", "right", " middle "
And the term of " " etc., it being merely convenient to understanding of narration, and be not used to limit the enforceable scope of this utility model, it is relative
Being altered or modified of relation, is changing under technology contents without essence, when being also considered as the enforceable category of this utility model.
As it is shown in figure 1, this utility model provides a kind of foundation structure being applicable to prestressed rock anchor pole blower foundation, it includes
The composite foundation 1 located below ground level, the upper surface of composite foundation 1 is equipped with plain concrete cushion layer 2, plain concrete cushion layer 2
Being arranged over reinforced concrete pile cap 3, reinforced concrete pile cap 3 is provided with the boss 31 projecting to more than ground, boss 31 upper
Surface is embedded with the connection member for connecting top tower；Foundation structure also includes many anchor poles 4, and anchor pole 4 sequentially passes through reinforcing bar
Concrete bearing platform 3, plain concrete cushion layer 2, the rock stratum, lower section of composite foundation 1 to composite foundation 1.
Ring 5 based on connection member, the bottom of foundation ring 5 is positioned at reinforced concrete pile cap 3, and the top of foundation ring 5 is with upper
Portion's tower is connected, and the lower end of foundation ring 5 is connected with adpting flange 6.If flange at the bottom of the tower of top is T-flange, it is possible to adopt
Replace foundation ring 5 as connection member with the high-strength prestressed crab-bolt group anchored in reinforced concrete pile cap 3.
Many plain concrete piles 7 it are provided with in composite foundation 1.During construction, use CFG (C20) concrete dry operation drilling pile
Technique pours many plain concrete piles 7 of formation, plain concrete pile 7 and surrounding rock-soil layer form compound foundation 1, composite foundation 1
Processing thickness is 3～6m；Plain concrete cushion layer 2 can be the C20 plain concrete cushion layer of thick 15～20cm.
The part that anchor pole 4 is positioned in reinforced concrete pile cap 3, plain concrete cushion layer 2, composite foundation 1 is free segment 41, from
It is cased with sleeve pipe by the outside of section 41；It is anchoring section 42 that anchor pole 4 is positioned at the part below composite foundation 1, anchoring section 42 and periphery
Rock fixed by grouting material.The free segment 41 of anchor pole 4 can be the most movable in sleeve pipe, it is ensured that the free segment of anchor pole 4
41 can occur free stretcher strain, and the rock of anchoring section 42 and periphery is fixed by C60 high-strength grout, compound ground
The integrity of the rock below base 1 and saturation uniaxial compressive strength are all preferable, provide enough resisting between anchoring section 42 and rock
Pull out force, to ensure the safety and stability of reinforced concrete pile cap 3.
Anchor pole 4 projects to the upper end outside reinforced concrete pile cap 3 and is provided with transverse baffle 8, the lower surface of transverse baffle 8 and steel
The upper surface of reinforced concrete cushion cap 3 contacts.The setting of transverse baffle 8, applies posttension pulling force to anchor pole 4, can be always ensured that
Reinforced concrete pile cap 3 is in pressured state, thus ensures the safety and stability of whole reinforced concrete pile cap 3.After anchor pole 4
The stretching force desirable calculating single anchor pole of gained 4 need to provide 1.1～1.2 times of pulling force ultimate value, and the posttension pulling force of anchor pole 4 should be set to
600～800Kpa, the design load of posttension pulling force is different because top blower fan load is different.
The embedded depth of foundation of above-mentioned prestressed rock anchor pole blower foundation is 1.5～1.8m, i.e. the upper surface of plain concrete cushion layer 2 and ground
Distance between face is 1.5～1.8m.
The Bearing Capacity of Composite Foundation of above-mentioned foundation structure can reach 550～600Kpa, makes relatively thick-covering or shallow-layer completely decomposed (more broken
Broken) after rock stratum carries out basement process, still can continue to use prestressed rock anchor pole blower foundation.
The construction method of the above-mentioned foundation structure being applicable to prestressed rock anchor pole blower foundation, comprises the following steps:
1), after the particular location of selected blower fan seat in the plane, data achievement is surveyed in base area, carries out the construction operation of composite foundation 1 at original ground,
Specifically, use the technique of CFG (C20) concrete dry operation drilling pile to pour many plain concrete piles 7 of formation, element is mixed
Solidifying soil stake 7 and surrounding rock-soil layer form compound foundation 1, the stake footpath of plain concrete pile 7 can be 0.5m；The process of composite foundation 1
Thickness is below the bottom of plain concrete cushion layer 2 3～6m, it is important to note that the layout of plain concrete pile 7 will be with the height of subsequent construction
The position of strength prestressed rock-bolt 4 staggers；
2) above composite foundation 1, dig out the foundation ditch of blower foundation, the foundation bearing capacity of composite foundation 1 is detected；If inspection
When the foundation bearing capacity of the composite foundation 1 measured is 550～600Kpa, then it is assumed that the foundation bearing capacity of composite foundation 1 is qualified,
The construction of follow-up anchor pole 4 can be carried out；
3), after the foundation bearing capacity detection of composite foundation 1 is qualified, many anchor poles 4 are inserted in composite foundation 1 until composite foundation
The rock stratum, lower section of 1；Wherein, the construction of anchor pole 4 specifically includes following steps,
1. in composite foundation 1, insert the lower surface flush of many sleeve pipes, the lower surface of sleeve pipe and composite foundation 1, sleeve pipe
Length is equal to composite foundation 1, plain concrete cushion layer 2, the whole height of reinforced concrete pile cap 3；
2. being inserted into anchor pole 4 at sleeve pipe, anchor pole 4 is inserted into the rock stratum, lower section of composite foundation 1；
3. irrigating C60 high-strength grout from the gap between sleeve pipe and composite foundation 1, anchor pole 4 is positioned at composite foundation by grouting material
The part of the lower section of 1 fixes with the rock of surrounding；
Anchor pole 4 be positioned at sleeve pipe for free segment 41, anchor pole 4 by the rock of grouting material Yu surrounding fix for anchoring section 42；
The free segment 41 of anchor pole 4 can be the most movable in sleeve pipe, it is ensured that the free segment 41 of anchor pole 4 can occur free stretcher strain,
And the rock of anchoring section 42 and periphery is fixed by C60 high-strength grout, the integrity of the rock below composite foundation 1 and
Saturation uniaxial compressive strength is all preferable, provides enough withdrawal resistances, to ensure that armored concrete holds between anchoring section 42 and rock
The safety and stability of platform 3；
4), after anchor pole 4 construction, after grouting material reaches age, the most some anchor poles 4 (preferably 1～2) are chosen
Carry out anti-pulling capacity detection；If the anti-pulling capacity of the anchor pole detected 4 is more than 600～800Kpa, then it is assumed that anchor pole 4
Anti-pulling capacity qualified, the design load of the anti-pulling capacity of this anchor pole 4 is different because top blower fan load is different；
5), after the anti-pulling capacity detection of anchor pole 4 is qualified, the upper surface at composite foundation 1 pours plain concrete cushion layer 2；Wherein,
Plain concrete cushion layer 2 is the C20 plain concrete cushion layer of thick 15～20cm, the embedded depth of foundation of prestressed rock anchor pole blower foundation,
I.e. the distance between upper surface and the ground of plain concrete cushion layer 2 is 1.5～1.8m；
6) upper surface colligation cushion cap reinforcing bar installation in plain concrete cushion layer 2 are used for connecting the connection member of top tower, then
Casting concrete forms reinforced concrete pile cap 3, and the bottom of connection member embeds in reinforced concrete pile cap 3；This reinforced concrete
The half of the cushion cap that concrete square amount is Conventional gravity formula blower foundation of soil cushion cap 3, the top of reinforced concrete pile cap 3 is provided with
Project to the boss 31 on more than ground；
7) after cushion cap concrete reaches age, project to the one end above reinforced concrete pile cap 3 at anchor pole 4 and transverse gear is installed
Plate 8, the lower surface of transverse baffle 8 contacts with the upper surface of reinforced concrete pile cap 3, makes anchor pole 4 produce posttension pulling force；
The posttension pulling force desirable calculating single anchor pole of gained 4 of anchor pole 4 need to provide 1.1～1.2 times of pulling force ultimate value, the post-stretching of anchor pole 4
Power should be set to 600～800Kpa, and the design load of posttension pulling force is different because top blower fan load is different.
In sum, this utility model is applicable to the foundation structure of prestressed rock anchor pole blower foundation, makes compared with thick-covering or shallow
After layer completely decomposed (more broken) rock stratum carries out basement process, still can continue to use prestressed rock anchor pole blower foundation, improve
The prestressed rock anchor pole blower foundation adaptation ability for foundation condition, and prestressed rock anchor pole blower foundation compares tradition
Gravity type blower foundation economic advantages are more obvious, such that it is able to be preferably that whole engineering saves cost.So, this practicality is new
Type effectively overcomes various shortcoming of the prior art and has high industrial utilization.
Above-described embodiment only illustrative principle of the present utility model and effect thereof, not for limiting this utility model.Any
Above-described embodiment all can be modified under spirit and the scope of the present utility model or change by those skilled in the art.
Therefore, such as art has usually intellectual without departing from the spirit disclosed in this utility model with under technological thought
All equivalences completed are modified or change, and must be contained by claim of the present utility model.
Claims (9)
1. the foundation structure being applicable to prestressed rock anchor pole blower foundation, it is characterised in that: it includes that locate below ground level answers
Closing ground (1), the upper surface of described composite foundation (1) is equipped with plain concrete cushion layer (2), described plain concrete cushion layer
(2) be arranged over reinforced concrete pile cap (3), described reinforced concrete pile cap (3) is provided with and projects to more than ground
Boss (31), the upper surface of described boss (31) is embedded with the connection member for connecting top tower；Described foundation structure
Also including many anchor poles (4), described anchor pole (4) sequentially passes through described reinforced concrete pile cap (3), plain concrete cushion layer
(2), the rock stratum, lower section of composite foundation (1) extremely described composite foundation (1).
The foundation structure being applicable to prestressed rock anchor pole blower foundation the most according to claim 1, it is characterised in that: described company
Ring (5) based on relay part, the bottom of described foundation ring (5) is positioned at described reinforced concrete pile cap (3), described base
The top of plinth ring (5) is connected with described top tower.
The foundation structure being applicable to prestressed rock anchor pole blower foundation the most according to claim 2, it is characterised in that: described base
The lower end of plinth ring (5) is connected with adpting flange (6).
The foundation structure being applicable to prestressed rock anchor pole blower foundation the most according to claim 1, it is characterised in that: described multiple
It is provided with many plain concrete piles (7) in closing ground (1).
The foundation structure being applicable to prestressed rock anchor pole blower foundation the most according to claim 1, it is characterised in that: described anchor
The part that bar (4) is positioned in described reinforced concrete pile cap (3), plain concrete cushion layer (2), composite foundation (1) is for certainly
By section (41), the outside of described free segment (41) is cased with sleeve pipe；Described anchor pole (4) is positioned at described composite foundation (1)
The part of lower section is anchoring section (42), and described anchoring section (42) is fixed by grouting material with the rock of periphery.
The foundation structure being applicable to prestressed rock anchor pole blower foundation the most according to claim 1, it is characterised in that: described anchor
Bar (4) projects to described reinforced concrete pile cap (3) upper end outward and is provided with transverse baffle (8), described transverse baffle (8)
Lower surface contact with the upper surface of described reinforced concrete pile cap (3).
The foundation structure being applicable to prestressed rock anchor pole blower foundation the most according to claim 1, it is characterised in that: described element
The thickness of concrete cushion (2) is 15～20cm.
The foundation structure being applicable to prestressed rock anchor pole blower foundation the most according to claim 1, it is characterised in that: described multiple
The thickness closing ground (1) is 3～6m.
The foundation structure being applicable to prestressed rock anchor pole blower foundation the most according to claim 1, it is characterised in that: described element
Distance between upper surface and the ground of concrete cushion (2) is 1.5～1.8m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620115982.3U CN205502052U (en) | 2016-02-04 | 2016-02-04 | Foundation structure suitable for prestressed rock stock wind turbine foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620115982.3U CN205502052U (en) | 2016-02-04 | 2016-02-04 | Foundation structure suitable for prestressed rock stock wind turbine foundation |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN205502052U true CN205502052U (en) | 2016-08-24 |
Family
ID=56725654
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201620115982.3U Withdrawn - After Issue CN205502052U (en) | 2016-02-04 | 2016-02-04 | Foundation structure suitable for prestressed rock stock wind turbine foundation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN205502052U (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105569067A (en) * | 2016-02-04 | 2016-05-11 | 上海勘测设计研究院有限公司 | Foundation structure applicable to pre-stressed rock anchor rod fan base and construction method of foundation structure |
| CN106592622A (en) * | 2016-12-19 | 2017-04-26 | 长安大学 | Annular concrete based wind-driven generator foundation structure with vertical prestress |
| CN106638658A (en) * | 2016-10-29 | 2017-05-10 | 中国十七冶集团有限公司 | Construction method for building road to foundation bottom of fan |
| CN110206692A (en) * | 2019-06-14 | 2019-09-06 | 湖南城市学院 | A kind of wind turbine tower |
-
2016
- 2016-02-04 CN CN201620115982.3U patent/CN205502052U/en not_active Withdrawn - After Issue
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105569067A (en) * | 2016-02-04 | 2016-05-11 | 上海勘测设计研究院有限公司 | Foundation structure applicable to pre-stressed rock anchor rod fan base and construction method of foundation structure |
| CN106638658A (en) * | 2016-10-29 | 2017-05-10 | 中国十七冶集团有限公司 | Construction method for building road to foundation bottom of fan |
| CN106592622A (en) * | 2016-12-19 | 2017-04-26 | 长安大学 | Annular concrete based wind-driven generator foundation structure with vertical prestress |
| CN110206692A (en) * | 2019-06-14 | 2019-09-06 | 湖南城市学院 | A kind of wind turbine tower |
| CN110206692B (en) * | 2019-06-14 | 2020-10-30 | 湖南城市学院 | Wind power generation tower |
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Legal Events
| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20160824 Effective date of abandoning: 20220507 |
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| AV01 | Patent right actively abandoned |
Granted publication date: 20160824 Effective date of abandoning: 20220507 |
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| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned |