CN207376640U - Wind turbines prestressing force foundation structure - Google Patents
Wind turbines prestressing force foundation structure Download PDFInfo
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- CN207376640U CN207376640U CN201721473370.2U CN201721473370U CN207376640U CN 207376640 U CN207376640 U CN 207376640U CN 201721473370 U CN201721473370 U CN 201721473370U CN 207376640 U CN207376640 U CN 207376640U
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- girder
- wind turbines
- foundation structure
- prestressing force
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Abstract
The utility model discloses a kind of Wind turbines prestressing force foundation structures, it is related to the foundation structure field of Wind turbines, it solves large-scale wind electricity unit and uses existing beam and slab type Wind turbines foundation structure, the ratio of reinforcement of girder substantially increases, not only increase cost, and bar spacing is small, is unfavorable for constructing operation, the problem of influencing structural concrete security.The technical solution adopted in the utility model is：Wind turbines prestressing force foundation structure, for beam and slab type, it is important actor including sole plate, in the middle part of sole plate, manhole is set in important actor, the girder of uniformly distributed divergent shape around important actor, prestressed cable is set to replace the vertical muscle of script in girder, foundation structure concrete is mainly prestressed concrete, and prestressed cable uses post- tension tensioning, by manhole, the service work that basis carries out prestressed cable can be entered.By introducing the theory of prestressed concrete, reduction steel using amount is cost-effective, convenient for construction, ensures pouring quality, and easy access.
Description
Technical field
The utility model is related to the foundation structure fields of Wind turbines, are specifically a kind of Wind turbines prestressing force basis knot
Structure.
Background technology
At present, by land in wind power engineering widely used shallow embedding gravity type spread foundation, i.e., conventional mat foundation,
The type of foundation has the advantages that excavation of foundation pit is shallower during construction, working procedure is less.To improve economy, conventional mat foundation
Structural shape be optimized for waffle-slab raft.Due to waffle-slab raft concrete stress levels higher, can more give full play to mixed
Solidifying soil resistance to compression, the ability of reinforcing bar tension have notable economic property.According to statistics, the same Wind turbines top knot of same engineering
Structure using waffle-slab raft than the construction cost using conventional board-like base section about 10%, is roughly equal to 10~150,000 yuan.
With the development of wind-powered electricity generation industry, Wind turbines develop towards high wheel hub, big impeller direction, Wind turbines and pylon conduct
Superstructure, the eccentric load increase being integrally subject to is more, and substructure Wind turbines basis is caused to be subject to the eccentric lotus of bigger
It carries.Requirement is calculated to meet foundation structure, the diameter of Wind turbines waffle-slab raft increases, and bottom surface span and area have larger
Increase.To meet crack and deflection design requirement of the large span base concrete under limiting condition, the base concrete ratio of reinforcement
Increase.The increase of the above-mentioned ratio of reinforcement is only to meet concrete cracking and amount of deflection control requirement, significantly adds engineering cost, and
And it is unfavorable for controlling construction quality.
As depicted in figs. 1 and 2, large-scale wind electricity unit uses existing beam and slab type Wind turbines foundation structure, sole plate 1
Middle part is cylindric, solid important actor 2, and 1 outer edge of sole plate is basic three-dimensional-structure outer profile, and connection is set in important actor 2
The anchor bolt cage of Wind turbines tower, the girder 5 of uniformly distributed divergent shape around important actor 2, the outside of two neighboring girder 5 is by edge girder
7 connections.For hollow structure between two neighboring girder 5, when construction, carries out backfill processing.For large-scale wind electricity unit, basic bottom
The diameter of plate 1 is up to 18~23m, a diameter of 5~6m of solid important actor 2, to meet large span base concrete in limiting condition
Under crack and deflection design requirement, the base concrete ratio of reinforcement increase 0.08t/m3~0.14t/m3.It is indulged to meet in girder 5
9 section force request of muscle is indulged muscle 9 in girder 5 and is selectedReinforcing bar (HRB400), result of calculation shows：In Fig. 2,5 width of girder
For 1100mm, a diameter of 5.4m of important actor 2, the vertical muscle 9 at 5 top of girder includes：Upper row 14Reinforcing bar, middle row 14
Reinforcing bar, lower row 7Reinforcing bar；The vertical muscle 9 of 5 bottom of girder includes：Upper row 7Reinforcing bar, lower row 11Reinforcing bar.Girder
5 topsReinforcing bar clear spacing is even up to 44mm.
There are following deficiencies for above-mentioned design：Firstth, girder bar diameter is larger, and vertical muscle clear spacing is smaller, root
According to code requirement, beam upper reinforcement clear spacing is not less than 1.5d, i.e. 48mm；Beam lower rebar spacing is not less than d, i.e. 32mm.It can
To see, it is overstocked that girder indulges muscle, and reinforcing bar is caused to be difficult to bind regular, concrete and be difficult to vibration compacting, influences binding and concreting,
It is unfavorable for ensureing the construction quality of foundation structure, seriously affects structure safety.Secondth, since foundation structure span is larger, by curved
Square effect is larger, and the increased purpose of the base concrete ratio of reinforcement, which is only that, meets structural cracks and deflection deformation control requirement,
It is economically less cost-effective due to increasing the reinforcing bar of a large amount of " extra ".3rd, structure reinforcing bars are not only overstocked, but also model is more, unfavorable
In the guarantee project construction duration.
Utility model content
The utility model provides a kind of Wind turbines prestressing force foundation structure, solves large-scale wind electricity unit and uses existing beam
Board-like Wind turbines foundation structure, to meet distress in concrete and deflection design requirement, the ratio of reinforcement of girder substantially increases, not only
Increase cost, and bar spacing is small, is unfavorable for constructing operation, the problem of influencing structural concrete security.
Technical solution is used by the utility model solves its technical problem：Wind turbines prestressing force foundation structure is
Beam and slab type is columned important actor in the middle part of sole plate including sole plate, sets to connect Wind turbines tower in important actor
Anchor bolt cage, manhole is set in important actor, and the girder of uniformly distributed divergent shape around important actor sets constructional reinforcement inside girder, adjacent
The outside of two girders is connected by edge girder, and mounting hole, peace are set along girder between the outside of each girder and manhole
It fills and prestressed cable is set in hole.
It is further：Mounting hole in the girder is formed by metal bellows, inside metal bellows steel is set to twist
Line is as the prestressed cable.Specifically, the prestressed cable from the manhole of important actor to girder outside cloth diagonally downward
It puts, prestressed cable is located at one end of manhole for fixing end, and one end on the outside of girder is stretching end.Specifically, it is each
A branch of prestressed cable is only set in girder.
Specifically, a diameter of 1000mm of the manhole.
The beneficial effects of the utility model are：Wind turbines prestressing force foundation structure, by Wind turbines basis important actor center
The solid concrete of script sets manhole, and manhole is also used for prestressed cable wire, while prestressing force is set in girder
Cable wire replaces the vertical muscle of script, and girder inner region reinforcing bar is constructional reinforcement, and foundation structure concrete is mainly prestressed concrete,
Prestressed cable uses post- tension tensioning, by the manhole on important actor, can enter the maintenance that basis carries out prestressed cable
Work.
Since prestressed cable has the material property of high tensioning underrelaxation, compared to regular reinforcement (HRB400), it is subject to same
When pulling force, prestressed cable is also smaller than the deformation that regular reinforcement occurs, and the arrangement of prestressed cable can be bunchy
Into stock flexible arrangement, from effect of distance, the vertical muscle that can solve former scheme girder top is overstocked and seriously affects reinforcing bar and ties up
It pricks, the problem of concrete vibrating, ensures pouring quality.In addition, prestressed concrete have to the control of malformation it is larger excellent
Gesture, prestressed cable are stretched to design load step by step after concrete strength reaches design requirement, and concrete is applied from girder both ends
Add precompression, Member Lip is made not generate tensile stress during the work time, so as to which concrete be avoided to generate cracking.
Wind turbines prestressing force foundation structure can ensure base concrete structure stress requirement, ensure crack, amount of deflection
On the premise of it is required that, the ratio of reinforcement of beam and slab type Wind turbines foundation structure is greatly reduced, reduces reinforcing bar cost, solves girder reinforcing bar
The problem of overstocked, makes girder indulge muscle connection and reasonable arrangement, and constructing operation is simple, and the easy vibration compacting of concreting contributes to
Ensure the construction quality of concrete.The non-principal steel bar stress model of foundation structure presses constructional reinforcement, and main principal rod uses
Prestressed cable has accomplished reduction structure reinforcing bars model purpose, has advantageously ensured that the construction period.
Description of the drawings
Fig. 1 is the horizontal layout schematic diagram that large-scale wind electricity unit uses existing beam and slab type Wind turbines foundation structure.
A-A sectional views in Fig. 1 in Fig. 2.
Fig. 3 is the horizontal layout schematic diagram of the utility model Wind turbines prestressing force foundation structure.
Fig. 4 is B-B sectional views in Fig. 3.
Fig. 5 is C-C sectional views in Fig. 4.Parts, position and number in figure：Sole plate 1, important actor 2, anchor bolt cage 3, inspection
Repair hole 4, girder 5, constructional reinforcement 6, edge girder 7, prestressed cable 8, vertical muscle 9, metal bellows 10.Ruler in Fig. 1~5
For very little mark except having indicated unit, other units are mm.
Specific embodiment
The utility model is described in further detail below in conjunction with the accompanying drawings.
As seen in figures 3-5, the utility model Wind turbines prestressing force foundation structure is beam and slab type, including sole plate 1,
Sole plate 1 is rounded, and the outer edge of sole plate 1 is basic build structure outline line, and 1 middle part of sole plate is cylindric
Important actor 2, set in important actor 2 to connect the anchor bolt cage 3 of the first section tower of Wind turbines, manhole 4, maintenance be set in important actor 2
The diameter in hole 4 can be entered with people and is advisable, such as a diameter of 1 meter, it can enter convenient for later stage worker in the hollow structure of important actor 2 and carry out
Service work.The girder 5 of uniformly distributed divergent shape, the outside of two neighboring girder 5 are connected by edge girder 7 around important actor 2, and adjacent two
Area being emptied for triangle between a girder 5, being backfilled after the completion of prestressing force foundation structure, each edge girder 7 is connected shape
Into regular polygon.
Mounting hole is set along girder 5 between manhole 4 in the outside of each girder 5 and important actor 2, is set in mounting hole pre-
Stress cable wire 8, one end that prestressed cable 8 is located at 5 outside of girder is stretching end, and prestressed cable 8 is located at manhole 4
Interior one end is fixing end.Prestressed cable 8 in girder 5 is set according to result of calculation, the inspection out of important actor 2 of prestressed cable 8
It repaiies hole 4 to be in tilted layout to the outside of girder 5, as shown in Figure 4.Prestressed cable 8 replaces the vertical muscle 9 in former designing scheme, girder 5
Interior regular reinforcement is constructional reinforcement 6.Mounting hole is formed after girder 5 is poured, by setting 10 shape of metal bellows in girder
Into.
Prestressed cable 8 is prestress wire, and steel strand wires have the material property of high tensioning underrelaxation, can play it
The characteristic of high tensile.Specifically, a mounting hole in each girder 5 is set, prestressed cable 8 is set in mounting hole, such as Fig. 5 institutes
Show.Prestressed cable 8 in girder 5 is set according to the stress envelope being calculated, and ensures compliance with section force request.In advance should
Power cable wire 8 can flexible arrangement, calculate the required section gross area and significantly reduce, that is, arrange that a small amount of prestressed cable 8 can expire
Sufficient structure stress requirement, is greatly reduced rolled steel dosage, cost-effective.Bar spacing is closed in Wind turbines prestressing force foundation structure
Reason convenient for concreting, ensures the quality of concrete foundation.
Wind turbines prestressing force foundation structure introduces the theory of prestressed concrete, reduces steel using amount, cost-effective, just
In construction, ensure quality, and convenient for later stage repair and maintenance.
Claims (5)
1. Wind turbines prestressing force foundation structure is beam and slab type, including sole plate (1), to be cylindric in the middle part of sole plate (1)
Important actor (2), it is characterised in that：Setting sets for connecting the anchor bolt cage (3) of Wind turbines tower in important actor (2) in important actor (2)
It puts manhole (4), the girder (5) of divergent shape is evenly distributed with around important actor (2), constructional reinforcement (6) is set inside girder (5), adjacent two
The outside of a girder (5) is connected by edge girder (7), along girder (5) between the outside of each girder (5) and manhole (4)
Mounting hole is set, prestressed cable (8) is set in mounting hole.
2. Wind turbines prestressing force foundation structure as described in claim 1, it is characterised in that：Installation in the girder (5)
Hole is formed by metal bellows (10), and steel strand wires are set inside metal bellows (10) as the prestressed cable (8).
3. Wind turbines prestressing force foundation structure as described in claim 1, it is characterised in that：The prestressed cable (8) from
The manhole (4) of important actor (2) arranges that prestressed cable (8) is located at one end of manhole (4) diagonally downward to girder (5) outside
For fixing end, one end on the outside of girder (5) is stretching end.
4. Wind turbines prestressing force foundation structure as described in claim 1, it is characterised in that：It is only set in each girder (5)
A branch of prestressed cable (8).
5. Wind turbines prestressing force foundation structure as described in claim 1, it is characterised in that：The diameter of the manhole (4)
For 1000mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201721473370.2U CN207376640U (en) | 2017-11-07 | 2017-11-07 | Wind turbines prestressing force foundation structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201721473370.2U CN207376640U (en) | 2017-11-07 | 2017-11-07 | Wind turbines prestressing force foundation structure |
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| Publication Number | Publication Date |
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| CN207376640U true CN207376640U (en) | 2018-05-18 |
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| CN201721473370.2U Active CN207376640U (en) | 2017-11-07 | 2017-11-07 | Wind turbines prestressing force foundation structure |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107829444A (en) * | 2017-11-07 | 2018-03-23 | 中国电建集团成都勘测设计研究院有限公司 | Wind turbines prestressing force foundation structure |
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2017
- 2017-11-07 CN CN201721473370.2U patent/CN207376640U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107829444A (en) * | 2017-11-07 | 2018-03-23 | 中国电建集团成都勘测设计研究院有限公司 | Wind turbines prestressing force foundation structure |
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