CN214994036U

CN214994036U - Double-cylinder fan foundation

Info

Publication number: CN214994036U
Application number: CN202121786515.0U
Authority: CN
Inventors: 李辉; 李龙华; 常显勇; 龚节福; 漆桧; 李锐
Original assignee: Sichuan Electric Power Design and Consulting Co Ltd
Current assignee: Sichuan Electric Power Design and Consulting Co Ltd
Priority date: 2021-08-02
Filing date: 2021-08-02
Publication date: 2021-12-03
Anticipated expiration: 2031-08-02

Abstract

The utility model relates to a binocular fan basis, including the cushion cap, be provided with the anchor structure on the cushion cap, the lower surface of cushion cap is provided with annular inlayer rampart of circle and the annular outer rampart of circle, inlayer rampart, outer rampart and the coaxial setting of cushion cap, and the anchor structure is located the top of inlayer rampart. Utilize annular inlayer rampart and the outer rampart of circle to replace current pile foundation, make the rigidity of whole basis bigger, the wholeness is better, the cushion cap atress is more even, and bearing capacity improves, reduces the requirement of ground simultaneously, and adaptability is stronger, and when the geological conditions changed, need not increase the radius of cushion cap, the concrete use amount that does not increase the cushion cap reduces construction cost. In addition, the construction of the inner-layer ring wall and the outer-layer ring wall is not limited by the length of a theoretical pile any more, and the construction difficulty is greatly reduced.

Description

Double-cylinder fan foundation

Technical Field

The utility model belongs to the technical field of fan erection equipment and specifically relates to a binocular fan basis.

Background

A fan (wind driven generator) belongs to an independent high-rise structure, the generated horizontal load and vertical load are large, and the load is transmitted to a foundation soil layer through a fan foundation. In areas with soft plastic silty clay, mucky soil and other high-compression soil layers at the upper part and dense silty soil or silty sand and the like at the lower part, the natural expansion foundation cannot meet the bearing capacity and settlement requirements of the fan foundation, and a pile foundation is required. Due to the change of geological conditions, the conditions that (1) calcareous tuberculosis and ginger stone are contained in cohesive soil layers, the distribution is uneven, the conglomerate distribution is mostly in a block shape, and the local enrichment is also caused, (2) the stratum distribution is fluctuated and unevenly distributed, a better bearing stratum in some areas is buried shallowly, a better bearing stratum in some areas is buried deeply, and the like can occur, when the condition (1) is met, pile sinking difficulty is easily caused in the construction process of a pile foundation, and the lengths of the pile foundations of the fan are different; when meeting the condition (2), the lengths of the pile foundations of the fans at different machine positions are different. For the same type of machine, the loads generated by the fans are the same, but due to unbalanced geological conditions, the bearing capacities of pile foundations at different positions are different, so that pile foundations with different quantities need to be arranged. As shown in fig. 1 to 4, the minimum pile spacing requirement of foundation piles needs to be considered when arranging piles, and for PHC piles, the minimum pile spacing is 3.5d (d is the pile diameter).

The vertical force N, the horizontal force H and the bending moment M generated by the fan act on the circular bearing platform 100 of the fan foundation, and according to the design specification of the foundation of the wind turbine generator in onshore wind power plant engineering NB/T10311-2019 No. 7.5.23, the pile foundation 200 is divided into two rows of inner and outer rows under the normal condition, so that the calculation requirements of the bearing capacity of the pile foundation 200 and the calculation requirements of the bending resistance, the punching bearing capacity and the shearing bearing capacity of the bearing platform 100 of the fan foundation can be met, and the detailed calculation requirements are shown in figures 1 and 2. However, due to the change of geological conditions, under the existing construction conditions, the pile foundation 200 is difficult to construct to the theoretical pile length, the length of the pile is shortened, and the bearing capacity of the foundation pile 200 is reduced, so that in order to increase the number of the pile foundations 200, in the case of satisfying the minimum foundation pile spacing of 3.5D (pile diameter D600, 3.5x600 2100), the arrangement of the pile foundations 200 is required to be arranged in 3 layers as shown in fig. 3 and 4, and the radius of the circular platform 100 is correspondingly increased.

The radius R of the circular bearing platform 100 of the fan corresponding to fig. 1 and fig. 2 is 8.5, and the square amount V of the concrete of the bearing platform is 435; fig. 3 and 4 correspond to radius R of circular bearing platform 100 of fan 9.5, and bearing platform concrete volume V535; if the number of foundation piles 200 is greater, the radius of the circular cap 100, i.e., the amount of concrete, is increased accordingly. Due to the requirement of pile number, the radius of the bearing platform 100 is correspondingly increased, the square amount of concrete is also correspondingly increased, and the construction cost is increased.

SUMMERY OF THE UTILITY MODEL

The utility model aims to solve the technical problem that a binocular fan basis is provided, under the unchangeable condition of retaining cushion cap radius, satisfies the bearing capacity requirement, and reduces the construction degree of difficulty.

The utility model provides a technical scheme that its technical problem adopted is: the double-cylinder fan foundation comprises a bearing platform, wherein an anchoring structure is arranged on the bearing platform, an annular inner ring wall and an annular outer ring wall are arranged on the lower surface of the bearing platform, the inner ring wall, the outer ring wall and the bearing platform are coaxially arranged, and the anchoring structure is located above the inner ring wall.

Furthermore, the inner-layer annular wall and the outer-layer annular wall both comprise a plurality of secant piles, and two adjacent secant piles are mutually meshed.

Furthermore, the occlusive pile comprises plain concrete piles and reinforced concrete piles, each reinforced concrete pile is located between two plain concrete piles, and each plain concrete pile is located between two reinforced concrete piles.

Furthermore, the lower part of the anchoring structure is embedded and arranged inside the inner-layer annular wall.

Further, the distance from the outer annular wall to the edge of the bottom surface of the bearing platform is equal to the diameter of the snap-in pile.

The utility model has the advantages that: utilize annular inlayer rampart of circle and outer rampart to replace current pile foundation, can be with superstructure's vertical force by the direct transmission of inner ring wall for the ground, superstructure's moment of flexure turns into interior, the axial force transmission of outer rampart is for the ground, the horizontal force is born by interior, the interior soil body of outer rampart, make the rigidity of whole basis bigger simultaneously, the wholeness is better, the cushion cap atress is more even, bearing capacity improves, simultaneously reduce the requirement to the ground, adaptability is stronger, when the geological conditions changes, need not increase the radius of cushion cap, the concrete use amount of cushion cap does not increase, construction cost is reduced. In addition, the construction of the inner-layer ring wall and the outer-layer ring wall is not limited by the length of a theoretical pile any more, and the construction difficulty is greatly reduced.

Drawings

FIG. 1 is a schematic front view of a prior art two-layer pile foundation;

FIG. 2 is a schematic diagram of a pile foundation distribution with two layers of pile foundations in the prior art;

FIG. 3 is a schematic front view of a prior art three-layer pile foundation;

FIG. 4 is a schematic diagram of pile foundation distribution of a three-layer pile foundation in the prior art;

fig. 5 is a schematic front view of the present invention;

FIG. 6 is a schematic diagram of the distribution of the inner annular wall and the outer annular wall of the present invention;

FIG. 7 is an enlarged schematic view of portion A of FIG. 5;

reference numerals: 100-a cushion cap; 200-pile foundation; 300-anchoring structure; 400-inner ring wall; 401-plain concrete pile; 402-reinforced concrete pile; 500-outer layer ring wall.

Detailed Description

The present invention will be further explained with reference to the drawings and examples.

As shown in fig. 5 and 6, the dual-cylinder fan foundation of the present invention includes a bearing platform 100, an anchoring structure 300 is disposed on the bearing platform 100, the lower surface of the bearing platform 100 is provided with an inner annular ring wall 400 and an outer annular ring wall 500, the inner ring wall 400, the outer ring wall 500 and the bearing platform 100 are coaxially disposed, and the anchoring structure 300 is disposed above the inner ring wall 400.

The bearing platform 100 and the anchoring structure 300 are of the existing structure, the anchoring structure 300 is used for fixing the fan, and after foundation construction is completed, the tower cylinder of the fan can be fixedly connected to the anchoring structure 300, so that the tower cylinder of the fan is kept stable. The inner annular wall 400 and the outer annular wall 500 are used for supporting the bearing platform 100, during construction, the whole bearing platform 100, the inner annular wall 400 and the outer annular wall 500 are buried under the ground, the vertical force N of the upper structure is directly transmitted to the foundation by the inner annular wall 400, and the bending moment M of the upper structure is converted into the axial force of the inner annular wall 400 and the outer annular wall 500 and is directly transmitted to the foundation; the horizontal force is borne by the walls of the inner and outer

annular walls

400 and 500 and the soil mass on both sides of the inner and outer

annular walls

400 and 500. The anchoring structure 300 is located right above the inner ring wall 400 and penetrates through the bearing platform 100, as shown in fig. 7, the lower portion of the anchoring structure 300 is pre-embedded inside the inner ring wall 400, specifically, a positioning plate is pre-embedded inside the inner ring wall 400, the lower surface of the positioning plate is provided with a plurality of reinforcing ribs, the upper surface of the positioning plate is provided with vertical connecting rods, and the upper ends of the connecting rods are connected with the lower portion of the anchoring structure 300. After the wind turbine tower is installed on the anchoring structure 300, the wind turbine tower, the bearing platform 100 and the inner ring wall 40 are integrated into a whole, so that the whole rigidity is higher, the bearing capacity is improved, and the load of the wind turbine tower can be directly transmitted to the inner ring wall 400, so that the stability of the bearing platform 100 is ensured.

The inner annular wall 400 and the outer annular wall 500 can be made of cylindrical reinforced concrete walls, and preferably, the inner annular wall 400 and the outer annular wall 500 both comprise a plurality of secant piles, and two adjacent secant piles are mutually secant. The occlusive pile comprises plain concrete piles 401 and reinforced concrete piles 402, wherein each reinforced concrete pile 402 is located between two plain concrete piles 401, and each plain concrete pile 401 is located between two reinforced concrete piles 402. During construction, two plain concrete piles 401 are poured, the part of the plain concrete pile 401, which is meshed with the reinforced concrete pile 402, is cut off before the plain concrete pile 401 is initially set, and the reinforced concrete pile 40 is poured between the two plain concrete piles 401. The pile wall is formed by adopting a mode of mutually engaging the engaging piles, so that the bearing capacity can be ensured, and the using amount of reinforcing steel bars is reduced.

The outer surround 500 is close to the bottom edge of the platform 100 to ensure stable support of the platform 100, and specifically, the distance from the outer surround 500 to the bottom edge of the platform 100 is equal to the diameter of the bite pile.

Compared with the existing pile foundation 200, the inner annular wall 400 and the outer annular wall 500 increase the contact area with the bearing platform 100 and the foundation, improve the supporting stability, ensure more uniform stress on the bearing platform 100, reduce the requirement on the foundation, and have stronger adaptability and wider application range. In addition, the inner ring wall 400 and the outer ring wall 500 are not limited by the length of a theoretical pile any more during construction, and the construction difficulty is greatly reduced. When the geological conditions change, the radius of the bearing platform 100 does not need to be increased, the concrete consumption of the bearing platform 100 does not need to be increased, and the construction cost is reduced.

The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims

1. Binocular fan basis is provided with anchor structure (300) including cushion cap (100) on cushion cap (100), its characterized in that: the lower surface of the bearing platform (100) is provided with an annular inner-layer annular wall (400) and an annular outer-layer annular wall (500), the inner-layer annular wall (400), the outer-layer annular wall (500) and the bearing platform (100) are coaxially arranged, and the anchoring structure (300) is located above the inner-layer annular wall (400).

2. The dual-drum wind turbine foundation of claim 1, wherein: the inner-layer annular wall (400) and the outer-layer annular wall (500) both comprise a plurality of secant piles, and two adjacent secant piles are meshed with each other.

3. The dual-drum wind turbine foundation of claim 2, wherein: the occlusive pile comprises plain concrete piles (401) and reinforced concrete piles (402), wherein each reinforced concrete pile (402) is located between two plain concrete piles (401), and each plain concrete pile (401) is located between two reinforced concrete piles (402).

4. The dual-drum wind turbine foundation of claim 1, wherein: the lower part of the anchoring structure (300) is embedded inside the inner-layer annular wall (400).

5. The dual-drum wind turbine foundation of claim 2, wherein: the distance from the outer annular wall (500) to the edge of the bottom surface of the bearing platform (100) is equal to the diameter of the snap pile.