CN112376603A

CN112376603A - Assembly type fan foundation and assembly method thereof

Info

Publication number: CN112376603A
Application number: CN202011223483.3A
Authority: CN
Inventors: 张广杰; 王康世; 马文勇; 卓杨; 康高英; 高宇峰
Original assignee: Shanghai Electric Wind Power Group Co Ltd
Current assignee: Shanghai Electric Wind Power Group Co Ltd
Priority date: 2020-11-05
Filing date: 2020-11-05
Publication date: 2021-02-19

Abstract

The assembled fan foundation comprises a reinforced tower section and a plurality of assembled pile foundation bearing platforms, wherein the reinforced tower section is used for being connected with a steel tower section, the assembled pile foundation bearing platforms are connected with the reinforced tower section through a supporting structure, the assembled pile foundation bearing platforms are firstly embedded into soil, then the supporting structure is connected to the assembled pile foundation bearing platforms, the reinforced tower section is connected to the supporting structure, the steel tower section is connected to the top of the reinforced tower section, the supporting structure is used for dispersing bending moment and axial force transmitted to the reinforced tower section by the steel tower section to each assembled pile foundation bearing platform, and the assembled pile foundation bearing platforms are used for transmitting load transmitted by the supporting structure to a foundation. The invention improves the assembly speed of the fan foundation, shortens the construction period, reduces the cost and improves the environmental protection degree.

Description

Assembly type fan foundation and assembly method thereof

Technical Field

The invention relates to an assembly type fan foundation and an assembly method thereof.

Background

At present, a gravity type extension foundation or a pile foundation is mainly adopted for the onshore wind power generation tower foundation, however, concrete needs to be poured on site no matter the pile foundation or the gravity type extension foundation, the onsite maintenance is carried out, the operation period is long, the influence of the environment is large, and particularly in winter construction, if the environment temperature is low, the construction can not be carried out.

As shown in fig. 1, in the construction process of the conventional gravity type extended foundation 4 ', the processes of excavation of a foundation pit 8', binding of reinforcing steel bars inside the gravity type extended foundation 4 ', pre-embedding of an upper anchor plate 3' and a lower anchor plate 6 'and a pre-stressed anchor bolt 5', template support of the gravity type extended foundation 4 ', concrete pouring of the gravity type extended foundation 4', concrete curing of the gravity type extended foundation 4 'and the like are involved, and only the curing of the gravity type extended foundation 4' requires about one month. Meanwhile, the construction precision requirement of the upper anchor plate 3 ', the lower anchor plate 6 ' and the prestressed anchor bolt 5 ' is high, and the installation difficulty is high. When the steel tower barrel is installed, grouting operation between the upper flange 2 'and the upper anchor plate 3' needs to be carried out, the construction period of the whole foundation is long, the number of related work types and manufacturers is large, and the assembly rate is low.

As shown in fig. 2, when the local geological conditions are poor, a pile foundation is generally adopted, and a precast pile foundation and a cast-in-place pile foundation are adopted as the conventional pile foundation, and considering that the construction period of the cast-in-place pile also needs to be added into the maintenance period of the pile, the construction period is longer than that of the conventional foundation.

The precast pile foundation usually adopts precast pile foundations such as a prestressed pipe pile, a high-strength prestressed pipe pile and a steel pile, the precast pile 9 'is usually sunk into the foundation by adopting modes such as hammering, static pressure and the like, then the pile head is broken, reinforcing steel bars are leaked, the reinforcing steel bars of the gravity type extended foundation 4' are bound, and procedures such as template support of the gravity type extended foundation 4 ', concrete pouring of the gravity type extended foundation 4', concrete maintenance of the gravity type extended foundation 4 'and the like are essentially the same as the gravity type foundation, the construction period is the same as that of the gravity type extended foundation 4', and the assembly rate is also lower.

The gravity type extended foundation or pile foundation adopted in the current wind power field mainly has the following problems:

1. the field operation relates to wet operations such as field steel bar binding, template supporting, concrete pouring and curing, and the assembly rate is low.

2. The foundation construction operation usually needs about one month, and the tower drum hoisting can be completed only one or two days, so that the foundation construction period seriously restricts the whole construction period of the fan set.

3. Although the traditional pile foundation pile can adopt a precast pile, the load transmitted from the tower barrel 1' is not converted, and the cast-in-place bearing platform is still required to convert bending moment into axial force of the pile so as to convert the force. Because the cushion cap is bigger, the cushion cap part can not be prefabricated, and still need cast in situ, does not exert the fast advantage of precast pile foundation construction speed. The total construction period is not different from that of the gravity type extended foundation.

4. In the traditional wind turbine tower, a tower barrel door 7' needs to be arranged at a position near a foundation, wherein the position is the position with the largest bending moment and the largest axial force, the stress is complex, and the thickness of a steel plate is often required to be increased in an actual project so as to meet the requirements of fatigue strength and buckling strength.

5. The traditional gravity type foundation often occupies a large area, the fan foundation cannot be subjected to greening treatment, the ground surface is exposed, and the requirement of local environmental protection cannot be met. And traditional fan basis volume is huge, when the fan abandonment, can only explode the basis, can't retrieve, can produce building rubbish in the local, destroys local ecological environment.

Disclosure of Invention

The invention aims to provide an assembly type fan foundation and an assembly method thereof, which improve the assembly speed of the fan foundation, compress the construction period, reduce the cost and improve the environmental protection degree.

In order to achieve the above object, the present invention provides an assembled wind turbine foundation, comprising: the supporting structure is used for transmitting bending moment and axial force of the steel tower section to the reinforced tower section to be dispersed to each assembly type pile foundation, and the assembly type pile foundation is used for transmitting load transmitted by the supporting structure to the foundation.

The number of the supporting structures is consistent with that of the assembled pile foundation bearing platforms.

The fabricated pile foundation cap includes a modular cap and a plurality of improvement piles connecting the modular cap.

The modular bearing platform comprises: the precast concrete bearing platform is used for installing the improved pile, and the embedded connecting steel cylinder is used for connecting the supporting structure.

The support structure includes: the vertical connecting steel pipe concrete cylinder is used for connecting the embedded connecting steel cylinder of the assembled pile foundation bearing platform, and the vertical connecting steel pipe concrete cylinder and the at least two supporting rods of the reinforced tower section are respectively connected, wherein at least one supporting rod is an inclined support.

The reinforced tower section comprises: at least two sections of tower sections of interconnect, the tower section contains the steel cylinder, the tower section with at least one bracing piece in the bearing structure is connected, sets up at the top the steel tower section is connected to the tower section.

The pre-buried connection steel cylinder comprises: the load transmission assembly is arranged at the lower part of the steel pipe and is completely embedded into the precast concrete bearing platform.

The load transmission assembly comprises a plurality of first shear ring plates and a plurality of shear studs arranged on the outer surface of the steel pipe, and the first shear ring plates and the shear studs are used for transmitting the load transmitted by the supporting structure to the modular bearing platform.

Through setting up the first flange of the steel pipe upper end in the pre-buried connection steel cylinder, and set up the third flange of tip under the vertical connection steel pipe concrete section of thick bamboo realizes assembled pile foundation cushion cap with bearing structure's flange joint.

And a plurality of tapered holes are formed in the precast concrete bearing platform and used for installing the improved piles.

The improved pile comprises: the prefabricated steel pile section is installed in the tapered hole of the modular bearing platform, and the traditional prefabricated pile is connected with the prefabricated steel pile section.

The prefabricated steel pile section comprises: the second shear-resistant ring plates are arranged on the outer surface of the prefabricated steel pile section and used for forming wedge-shaped anti-pulling areas in gaps reserved with the modular bearing platform through filled grouting materials and resisting the pulling force transmitted to the improved pile by the upper structure.

And connecting the prefabricated steel pile section with the traditional prefabricated pile through a second connecting flange arranged at the lower end part of the prefabricated steel pile section.

And a plurality of flange reinforcing ribs are arranged on the second connecting flange.

The vertical connecting steel pipe concrete cylinder is provided with a plurality of first intersecting short steel pipes, the steel cylinder of the tower section is provided with a plurality of reinforcing tower section intersecting short steel pipes, one end of the supporting rod is connected with the first intersecting short steel pipes, and the other end of the supporting rod is connected with the tower section intersecting short steel pipes.

The support rod comprises a rod body and fourth connecting flanges arranged at two ends of the rod body, and the fourth connecting flanges are used for connecting the rod body to the first intersecting short steel pipe and the tower section intersecting short steel pipe respectively.

And the fifth connecting flange arranged at the upper end part of the steel cylinder of the uppermost tower section is connected with the steel tower section.

And the two adjacent tower sections are connected through welding flanges arranged at the upper end part and/or the lower end part of the steel cylinder.

The tower section also comprises a steel tube concrete reinforcing ring arranged in the steel cylinder.

The concrete filled steel tube reinforcing ring comprises: the reinforced concrete pipe reinforced ring comprises a reinforced ring side plate and a plurality of reinforced ring transverse plates, wherein the reinforced ring side plate, the reinforced ring transverse plates and the steel cylinder are enclosed to form a plurality of cavities, a plurality of longitudinal reinforced rib plates are further arranged in the cavities, a plurality of grouting holes are formed in the reinforced ring transverse plates, concrete is poured through the grouting holes, and the steel pipe reinforced ring is finally formed.

The invention also provides an assembly method of the assembly type fan foundation, which comprises the following steps:

step S1, embedding the fabricated pile foundation bearing platform into a soil body;

step S2, connecting the supporting structure to the fabricated pile foundation bearing platform;

step S3, connecting the reinforced tower section to the supporting structure;

and step S4, connecting the steel tower section to the top of the reinforced tower section.

The method for embedding the fabricated pile foundation cap into the soil body comprises the following steps:

excavating a soil body to the top elevation of the second connecting flange on the improved pile, and sinking the improved pile to the top elevation by adopting pile sinking equipment;

sleeving the modular bearing platform into the improved pile, penetrating a prefabricated steel pile section at the top of the improved pile into a tapered hole on the prefabricated concrete bearing platform, and filling a gap between the modular bearing platform and the improved pile by grouting material to enable the modular bearing platform and the improved pile to form an integral assembled pile foundation bearing platform;

and backfilling the soil body to ensure that the precast concrete bearing platform is completely covered by the soil body and the embedded connecting steel cylinder is exposed out of the ground.

The method of connecting a support structure to an assembled pile cap comprises the steps of:

and the third connecting flange at the lower end part of the vertical connecting steel pipe concrete cylinder of the supporting structure is connected with the first connecting flange on the embedded connecting steel cylinder, so that the assembled pile foundation bearing platform is connected with the supporting structure.

The method of connecting a reinforced tower section to a support structure comprises the steps of:

the tower sections are connected in sequence through welding flanges, the supporting rods are connected to steel pipes at the intersecting ends of the tower sections through fourth connecting flanges on the supporting rods of the supporting structures, and the reinforced tower sections are installed.

The method of connecting a steel tower section to the top of a reinforced tower section comprises the steps of:

and the fifth connecting flange at the upper end part of the steel cylinder of the uppermost tower section is connected with the steel tower section.

The invention has the following advantages and beneficial effects:

1. the prefabricated gravity type foundation and the prefabricated pile foundation are combined, the prefabricated gravity type foundation and the prefabricated pile foundation can be assembled quickly, the foundation construction speed is increased, the assembly rate of the fan foundation is increased, the fan foundation construction period is shortened, and the installation period of the whole tower is shortened.

2. The fan tower barrel is integrally lifted through the supporting structure, a hole is not required to be formed in the wall of the tower barrel to form the tower barrel door, personnel only need to enter the tower barrel at the bottom of the tower barrel, the stress of the tower is improved, materials are saved, the whole lifting of the tower barrel reduces the occupied area of the fan tower frame foundation, the earth surface can be greened and planted, the environment-friendly requirements of various regions can be met, and the electrical flood control requirement of the tower can be met.

3. Through setting up the bearing diagonal, turn into the bending moment of a tower section of thick bamboo bottom the axial force on the assembled pile foundation, restraint the minor diameter stake simultaneously in groups, avoided the fan basis to adopt major diameter pile foundation, need not to adopt the stake of directly pouring greatly, reduced the pile foundation cost, saved the time limit for a project.

4. Adopt precast steel pile, stress tube stake in advance, modular cushion cap, all right highway transportation can combine to utilize the mature precast pile of traditional handicraft, can compress fan foundation construction cycle, can extract the pile foundation when fan pylon abandons, the modular cushion cap is dug out and is carried away, need not explode the basis, can not produce building rubbish and destroy local ecological environment.

Drawings

FIG. 1 is a schematic structural diagram of a conventional gravity type extended foundation of a wind power tower in the prior art.

FIG. 2 is a schematic structural diagram of a conventional pile foundation of a wind power tower in the prior art.

Fig. 3 is a schematic overall structure diagram of an assembled wind turbine foundation provided by the invention.

Fig. 4 is a structural schematic diagram of an assembled pile foundation cap.

Fig. 5 is a schematic structural view of the modular platform.

Fig. 6 is a schematic structural diagram of the embedded connection steel cylinder.

Fig. 7 is a schematic structural view of the improvement pile.

Fig. 8 is a sectional view of a connection structure of the modular cap and the modified pile.

Fig. 9 is a schematic structural view of the support structure.

FIG. 10 is a schematic view of a reinforced tower section.

FIG. 11 is a schematic structural view of an upper reinforced tower section.

FIG. 12 is a schematic view of the construction of the lower reinforced tower section.

Fig. 13 is a schematic structural view of a concrete filled steel tube reinforcement ring.

Fig. 14 to 19 are schematic assembly diagrams of an assembled fan base provided by the invention.

Detailed Description

The preferred embodiment of the present invention will be described in detail below with reference to fig. 3 to 19.

As shown in fig. 3, the present invention provides an assembled wind turbine foundation, comprising: a quantity with assembled pile foundation cushion cap 1's quantity is unanimous, assembled pile foundation cushion cap 1 is used for the enhancement tower section 3 of connecting the steel tower section, and through bearing structure 2 with strengthen a plurality of assembled pile foundation cushion caps 1 that tower section 3 is connected, the quantity of assembled pile foundation cushion cap 1 is according to fan model load size and the comprehensive decision of ground bearing capacity, can adopt four to support, six to support, eight to support isotructure forms, bearing structure 2 is used for transmitting the moment of flexure and the axial force on strengthening tower section 3 to the steel tower section and disperses on each assembled pile foundation cushion cap 1, bearing structure 2's quantity with assembled pile foundation cushion cap 1's quantity is unanimous, assembled pile foundation cushion cap 1 is used for transmitting the load that bearing structure 2 transmitted to the ground.

As shown in fig. 4, the fabricated pile foundation cap 1 includes a modular cap 11 and a plurality of improvement piles 12 connecting the modular cap 11. The fabricated pile foundation bearing platform 1 can obviously improve the construction speed due to the fabricated type.

As shown in fig. 5, the modular platform 11 includes: the prefabricated concrete pile cap comprises a fixedly connected prefabricated concrete pile cap 111 and a pre-buried connecting steel cylinder 112, wherein a plurality of tapered holes 113 are further formed in the prefabricated concrete pile cap 111 and used for installing the improved pile 12.

As shown in fig. 6, the embedded connection steel cylinder 112 includes: a steel pipe 1121, a first connecting flange 1122 provided at the upper end of the steel pipe, and a load transmission unit provided at the lower portion of the steel pipe. The lower portion of the steel tube 1121 is embedded in the precast concrete cap 111, the load transfer assembly is completely embedded in the precast concrete cap 111, and concrete is poured into a portion of the steel tube 1121 where the precast concrete cap 111 is exposed. The first connecting flange 1122 is used for connecting the support structure 2. The load transfer assembly includes a plurality of first shear ring plates 1123 and a plurality of shear studs 1124 disposed on the outer surface of the steel tube 1121, and the first shear ring plates 1123 and the shear studs 1124 are used to transfer the load transferred from the support structure 2 to the modular cap 11.

And in the transportation process, the embedded connecting steel cylinder 112 and the precast concrete bearing platform 111 form a whole, namely the modular bearing platform 11, and the whole is transported.

As shown in fig. 7, the improvement pile 12 includes: a prefabricated steel pile section 121 installed inside the modular cap 11, and a conventional prefabricated pile 122 connecting the prefabricated steel pile sections 121. The prefabricated steel pile section 121 is inserted into a tapered hole 113 reserved in the modular bearing platform 11, and a grouting material is filled in a gap between the prefabricated steel pile section 121 and the modular bearing platform 11, so that the improved pile 121 is connected with the modular bearing platform 11. The prefabricated steel pile section 121 includes: a plurality of second shear ring plates 1211 arranged on the outer surface of the prefabricated steel pile section 121, and a second connecting flange 1212 arranged at the lower end of the prefabricated steel pile section 121. The second connecting flange 1212 is engaged with connecting bolts 1213 for connecting the conventional precast pile 122, and a plurality of flange reinforcing ribs 1214 are further disposed on the second connecting flange 1212. The second shear ring 1211 is used to form a wedge-shaped uplift region in the gap reserved with the modular cap 11 by the filled grouting material, resisting the uplift force transmitted by the superstructure to the improved pile 12. The conventional precast pile 122 may be a conventional prestressed pipe pile or a high-strength prestressed pipe pile, or may be a steel pile.

As shown in fig. 8, the embedded connection steel cylinder 112 embedded in the modular bearing platform 11 transmits the load (mainly axial force) transmitted from the superstructure to the modular bearing platform 11, the modular bearing platform 11 transmits the transmitted pressure to the conventional precast pile 122 through the second connection flange 1212, the connection bolt 1213 and the flange reinforcing rib 1214, and the modular bearing platform 11 converts the tensile force transmitted from the embedded connection steel cylinder 112 to the pressure of the modular bearing platform 11 to the second shear ring 1211 of the embedded connection steel cylinder 112 through the wedge effect formed by mutual extrusion of the grouting material 13 and the second shear ring 1211, thereby transmitting the tensile force transmitted from the superstructure to the foundation. Meanwhile, the modular bearing platform 11 plays a role in horizontal and vertical restraint on the improved pile 12, and finally the modular bearing platform 11 and the improved pile 12 are stressed together.

As shown in fig. 9, the support structure 2 includes: the vertical connecting steel pipe concrete cylinder 21 is used for connecting the assembled pile foundation bearing platform 1, and the vertical connecting steel pipe concrete cylinder 21 and at least two support rods 22 for reinforcing the tower section 3 are respectively connected. Further, the vertically connected steel pipe concrete cylinder 21 includes: the third connecting flange 211 is arranged at the lower end of the vertical connecting steel pipe concrete cylinder 21, and the first intersecting short steel pipe 212 is arranged on the vertical connecting steel pipe concrete cylinder 21, the third connecting flange 211 is used for connecting a first connecting flange 1122 on the embedded connecting steel cylinder 112 on the fabricated pile foundation bearing platform 1, the first intersecting short steel pipe 212 and the vertical connecting steel pipe concrete cylinder 21 are welded in a factory intersecting manner and used for connecting the supporting rods 22, and the number of the first intersecting short steel pipes 212 is consistent with that of the supporting rods 22. The support rods 22 may be in a horizontal state or an inclined state, and in this embodiment, at least one support rod 22 is an inclined support, so as to convert the bending moment at the bottom of the tower into an axial force on the fabricated pile foundation. The support rod 22 comprises a rod body 221 and fourth connecting flanges 222 arranged at two ends of the rod body 221, the fourth connecting flanges 222 are used for connecting the rod body 221 to the first intersecting short steel pipe 212 and the reinforced tower section 3 respectively, and the support rod 22 is used for converting bending moment transmitted by the reinforced tower section 3 into axial force and transmitting the axial force to the vertical connecting steel pipe concrete cylinder 21.

As shown in fig. 10, the reinforced tower segment 3 includes: the interconnected upper and lower reinforced

tower sections

31, 32 are provided in two sections for transportation, or in multiple sections, in this embodiment.

As shown in fig. 11, the upper reinforced tower segment 31 includes: the steel pipe reinforced concrete structure comprises a first steel cylinder 311, a fifth connecting flange 312 arranged at the upper end part of the first steel cylinder 311, a first welding flange 313 arranged at the lower end part of the first steel cylinder 311, a second intersecting end steel pipe 314 arranged on the first steel cylinder 311, and a first steel pipe concrete reinforcing ring 315 arranged on the inner wall of the first steel cylinder 311. The fifth connecting flange 312 is used for connecting steel tower sections, the first welding flange 313 is used for connecting the lower reinforced tower section 32, the second intersecting end steel pipe 314 and the first steel cylinder 311 are welded in a factory intersecting manner and used for connecting the support rods 22 in the support structure 2, and the first steel pipe concrete reinforcing ring 315 is used for enhancing the rigidity of the first steel cylinder 311.

As shown in fig. 12, the lower reinforced tower section 32 includes: the steel pipe reinforcement structure comprises a second steel cylinder 321, a second welding flange 322 arranged at the upper end part of the second steel cylinder 321, a third penetrating end steel pipe 323 arranged on the second steel cylinder 321, and a second concrete filled steel pipe reinforcement ring 324 arranged on the inner wall of the second steel cylinder 321. The second welding flange 322 is used for connecting the upper reinforced tower section 31, the third through end steel tube 323 and the second steel cylinder 321 are welded in a factory through manner and used for connecting the support rod 22 in the support structure 2, and the second concrete filled steel tube reinforcing ring 324 is used for enhancing the rigidity of the second steel cylinder 321.

As shown in fig. 13, the first concrete filled steel tube reinforcing ring 315 and the second concrete filled steel tube reinforcing ring 324 have the same structure, and both include: the reinforced concrete tower section comprises a reinforced ring side plate 401 and a plurality of reinforced ring transverse plates 402, the reinforced ring side plate 401 and the reinforced ring transverse plates 402 and the first steel cylinder 311 (or the second steel cylinder 321) enclose a plurality of cavities, a plurality of longitudinal stiffening rib plates 403 are further arranged in the cavities, a plurality of grouting holes 404 are formed in the reinforced ring transverse plates 402, concrete is poured through the grouting holes 404, and finally the reinforced concrete-filled steel tube reinforced ring is formed and has high rigidity so as to ensure that the support rods 22 in the support structure 2 are rigidly connected with the reinforced tower section 3.

In an embodiment of the present invention, the assembling method of the assembled wind turbine foundation includes the following steps:

and step S0, transporting the components such as the fabricated pile foundation cap 1, the support structure 2 and the reinforced tower section 3 in place in advance.

And step S1, mounting the fabricated pile foundation cap 1.

As shown in fig. 14, the soil is excavated to the top elevation of the second connecting flange 1212 on the improved pile 12, and the improved pile 12 is sunk to the top elevation by using the pile sinking apparatus.

After the improved pile 12 is formed, the modular bearing platform 11 is sleeved into the improved pile 12, the prefabricated steel pile section 121 at the top of the improved pile 12 penetrates into the tapered hole 113 on the prefabricated concrete bearing platform 111, and the gap between the modular bearing platform 11 and the improved pile 12 is filled with grouting material, so that the modular bearing platform 11 and the improved pile 12 form the integral assembly type pile foundation bearing platform 1.

And backfilling the soil body to ensure that the precast concrete bearing platform 111 is completely covered by the soil body and the embedded connecting steel cylinder 112 is exposed out of the ground, wherein the height of the backfilled soil body is generally 1-2 meters higher than that of the precast concrete bearing platform 111 so as to ensure the planting depth.

Because modularization cushion cap 11 is prefabricated for the mill, improves stake 12 and also for the mill's prefabrication, grout material 1 to 2 days can reach design strength, and modularization cushion cap 11 plays the constraint effect to the pile crowd who improves stake 12, improves horizontal rigidity, and it is whole to form the atress vertically, consequently can make assembled pile foundation cushion cap 1 reach the bearing capacity demand fast.

Step S2, mounting the support structure 2.

As shown in fig. 15, the third connecting flange 211 of the lower end of the vertical connecting steel pipe concrete cylinder 21 of the supporting structure 2 is connected with the first connecting flange 1122 on the embedded connecting steel cylinder 112, so that the connection between the fabricated pile foundations 1 and the supporting structures 2 is completed, and each fabricated pile foundation 1 is correspondingly connected with one supporting structure 2.

And step S3, mounting the reinforced tower section 3.

As shown in fig. 16, the lower reinforced tower section 32 is installed, and the support rod 22 is connected to the third through-end steel pipe 323 of the lower reinforced tower section 32 through the fourth connecting flange 222 on the support rod 22 of the support structure 2, so as to complete the installation of the lower reinforced tower section 32.

As shown in fig. 17, the upper reinforced tower segment 31 is installed, the support rod 22 is connected to the second through end steel pipe 314 of the upper reinforced tower segment 31 by the fourth connecting flange 222 on the support rod 22 of the support structure 2, and the first welding flange 313 at the lower end of the first steel cylinder 311 of the upper reinforced tower segment 31 is connected to the second welding flange 322 at the upper end of the second steel cylinder 321 of the lower reinforced tower segment 32, thereby completing the installation of the upper reinforced tower segment 31.

And step S4, mounting the steel tower section 5.

As shown in fig. 18, the steel tower segment 5 is connected by a fifth connecting flange 312 at the upper end of the upper reinforced tower segment 31.

Step S5, as shown in fig. 19, the terrace is finished, and the ladder 5 from the ground to the reinforcing tower section 3 is installed to complete the installation of the whole fan foundation.

The invention has the following advantages and beneficial effects:

1. the wind turbine tower can be quickly assembled, the foundation construction speed is increased, the assembly rate of the wind turbine foundation is increased, the construction period of the wind turbine foundation is shortened, and the installation period of the whole tower is shortened.

It should be noted that in the embodiments of the present invention, the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", and the like indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, which is only for convenience of describing the embodiments, and do not indicate or imply that the referred device or element must have a specific orientation, be configured and operated in a specific orientation, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.

While the present invention has been described in detail with reference to the preferred embodiments, it should be understood that the above description should not be taken as limiting the invention. Various modifications and alterations to this invention will become apparent to those skilled in the art upon reading the foregoing description. Accordingly, the scope of the invention should be determined from the following claims.

Claims

1. An assembled fan foundation, comprising: the supporting structure is used for transmitting the steel tower section to the reinforcing tower section, and the supporting structure is used for transmitting the bending moment and the axial force on the reinforcing tower section to the assembling type pile foundation bearing platforms, and the assembling type pile foundation bearing platforms are used for transmitting the load transmitted by the supporting structure to the foundation.

2. The fabricated wind turbine foundation of claim 1, wherein the number of said supporting structures is the same as the number of said fabricated pile foundations.

3. The fabricated wind turbine foundation of claim 1, wherein the fabricated pile foundation cap comprises a modular cap and a plurality of improvement piles connecting the modular cap.

4. The fabricated wind turbine foundation of claim 3, wherein the modular bearing platform comprises: the precast concrete bearing platform is used for installing the improved pile, and the embedded connecting steel cylinder is used for connecting the supporting structure.

5. The fabricated wind turbine foundation of claim 4, wherein the support structure comprises: the vertical connecting steel pipe concrete cylinder is used for connecting the embedded connecting steel cylinder of the assembled pile foundation bearing platform, and the vertical connecting steel pipe concrete cylinder and the at least two supporting rods of the reinforced tower section are respectively connected, wherein at least one supporting rod is an inclined support.

6. The fabricated wind turbine foundation of claim 5, wherein the reinforced tower section comprises: at least two sections of tower sections of interconnect, the tower section contains the steel cylinder, the tower section with at least one bracing piece in the bearing structure is connected, sets up at the top the tower section is connected the steel tower section.

7. The assembled wind turbine foundation of claim 6, wherein the pre-buried connection steel cylinder comprises: the load transmission assembly is arranged at the lower part of the steel pipe and is completely embedded into the precast concrete bearing platform.

8. The fabricated wind turbine foundation of claim 7, wherein the load transfer assembly comprises a plurality of first shear ring plates and a plurality of shear pins disposed on the outer surface of the steel duct, the shear ring plates and shear pins being configured to transfer loads transferred from the support structure to the modular cap.

9. The fabricated wind turbine foundation of claim 7, wherein the flange connection between the fabricated pile foundation cap and the supporting structure is achieved through a first connecting flange arranged at the upper end part of the steel pipe in the embedded connection steel cylinder and a third connecting flange arranged at the lower end part of the vertical connection steel pipe concrete cylinder.

10. The fabricated wind turbine foundation of claim 6, wherein the precast concrete cap is provided with a plurality of tapered holes for installing the improvement piles.

11. The fabricated wind turbine foundation of claim 10, wherein the improvement pile comprises: the prefabricated steel pile section is installed in the tapered hole of the modular bearing platform, and the traditional prefabricated pile is connected with the prefabricated steel pile section.

12. The fabricated wind turbine foundation of claim 11, wherein the prefabricated steel pile sections comprise: and the second shear-resistant ring plates are arranged on the outer surface of the prefabricated steel pile section and used for forming wedge-shaped anti-pulling areas in gaps reserved with the modular bearing platform through filled grouting materials and resisting the pulling force transmitted to the improved pile by an upper structure.

13. The fabricated wind turbine foundation of claim 12, wherein the prefabricated steel pile section and the conventional prefabricated pile are connected by a second connection flange provided at a lower end portion of the prefabricated steel pile section.

14. An assembled wind turbine foundation according to claim 13 wherein a plurality of flange reinforcing ribs are provided on said second attachment flange.

15. The assembled fan foundation of claim 6, wherein the vertical connecting steel tube concrete cylinder is provided with a plurality of first intersecting short steel tubes, the steel cylinder of the tower section is provided with a plurality of reinforcing tower section intersecting short steel tubes, one end of the support rod is connected with the first intersecting short steel tubes, and the other end of the support rod is connected with the reinforcing tower section intersecting short steel tubes.

16. The fabricated wind turbine foundation of claim 15, wherein the support rods comprise a rod body and fourth connection flanges disposed at two ends of the rod body, and the fourth connection flanges are used for connecting the rod body to the first intersecting short steel pipe and the reinforcing tower segment intersecting short steel pipe respectively.

17. A fabricated wind turbine foundation according to claim 6 wherein the steel tower segments are joined by a fifth connecting flange provided at the upper end of the steel cylinder of the uppermost tower segment.

18. The fabricated wind turbine foundation of claim 6, wherein two adjacent tower sections are connected by welding flanges arranged at the upper end part and/or the lower end part of the steel cylinder.

19. The fabricated wind turbine foundation of claim 6, wherein the tower section further comprises a concrete filled steel tube reinforcement ring disposed within the steel can.

20. The fabricated wind turbine foundation of claim 19, wherein the concrete filled steel tube reinforcement ring comprises: the reinforced concrete pipe reinforced ring comprises a reinforced ring side plate and a plurality of reinforced ring transverse plates, wherein the reinforced ring side plate, the reinforced ring transverse plates and the steel cylinder are enclosed to form a plurality of cavities, a plurality of longitudinal reinforced rib plates are further arranged in the cavities, a plurality of grouting holes are formed in the reinforced ring transverse plates, concrete is poured through the grouting holes, and the steel pipe reinforced ring is finally formed.

21. A method of assembling a fabricated wind turbine foundation according to any one of claims 1-20, comprising the steps of:

step S3, connecting the reinforced tower section to the supporting structure;

22. The method of assembling an assembled wind turbine foundation of claim 21, wherein the method of burying the assembled pile cap in the soil comprises the steps of:

23. A method of assembling a fabricated wind turbine foundation according to claim 22, wherein the method of connecting the support structure to the fabricated pile cap comprises the steps of:

24. The method of assembling a fabricated wind turbine foundation of claim 22, wherein the method of attaching the reinforced tower section to the support structure comprises the steps of:

25. The method of assembling a fabricated wind turbine foundation of claim 22, wherein the method of attaching the steel tower section to the top of the reinforced tower section comprises the steps of: