CN220789832U - Assembled tower foundation - Google Patents

Abstract

The utility model discloses an assembled tower foundation, which comprises a core tube, a plurality of ribs and a bottom plate, wherein the bottom plate is a cast-in-situ bottom plate and is arranged on the foundation, the core tube is a prefabricated core tube, the axial direction of the core tube extends along the vertical direction, the bottom of the core tube is connected with the bottom plate, the ribs are prefabricated ribs, the plurality of ribs are arranged at intervals around the core tube in the circumferential direction of the core tube, the ribs are provided with a first end close to the core tube and a second end far away from the core tube, the first ends of the ribs are rigidly connected with the core tube, and the bottoms of the ribs are buried in the bottom plate. The prefabricated core tube has the advantages of high production efficiency, low cost, more convenient construction and higher precision and flatness. The prefabricated ribs are used for improving the collapse resistance of the core tube. The cast-in-place floor supports the core tube to withstand vertical loads. The assembled tower foundation provided by the utility model has the advantages of good mechanical property, relatively small occupied area, low material cost and low construction cost.

Description

Assembled tower foundation

Technical Field

The utility model relates to the technical field of wind power foundations, in particular to an assembled tower foundation.

Background

The wind power generation tower foundation is an important component for transmitting loads of the wind turbine generator and the tower to a foundation. The tower foundation is generally classified into an integral cast-in-place foundation, a fully prefabricated foundation and a partially prefabricated foundation according to the manufacturing mode. The integral cast-in-situ foundation processed by the cast-in-situ process has the advantages of complex construction flow, long construction time, single type, simple structure, incapability of preparing various complex structures, high requirement on the precision and flatness of the tower foundation because the upper part of the tower foundation is required to support the tower, difficulty in guaranteeing the precision and flatness of the foundation in cast-in-situ, easiness in being influenced by factors such as site weather environment, insufficient stress performance and the like, and the need of performing a plurality of leveling works, even the risk of falling the tower. In addition, the fully prefabricated foundation assembly node is complex, high in precision requirement, unreasonable in partial prefabricated foundation structure scheme and difficult to practically apply.

In addition, because the mechanical property and the bearing capacity of the ultra-high tower are high, the tower foundation in the related art cannot effectively meet the construction requirement of the ultra-high tower, and even if a large amount of material cost and occupied area are increased to enlarge the foundation size, the mechanical requirement cannot be effectively met.

Disclosure of Invention

The present utility model aims to solve at least one of the technical problems in the related art to some extent. Therefore, the embodiment of the utility model provides the assembled tower foundation with good mechanical property and small occupied area.

The assembled tower foundation of the embodiment of the utility model comprises the following components: the core tube is a prefabricated core tube, the axial direction of the core tube extends along the vertical direction, the bottom of the core tube is connected with the bottom plate, the ribs are prefabricated ribs, the ribs are arranged at intervals around the core tube in the circumferential direction of the core tube, the ribs are provided with a first end close to the core tube and a second end far away from the core tube, the first ends of the ribs are rigidly connected with the core tube, and the bottoms of the ribs are buried in the bottom plate.

The core tube used for being connected with the bottom tube section of the wind power tower tube in the assembled tower tube foundation is a prefabricated core tube, and compared with the mode of factory prefabrication and on-site pouring, the assembled tower tube foundation is high in production efficiency, low in cost and high in flexibility, and various core tube structures can be prefabricated. Because no in-situ casting is needed, the construction is more convenient, the construction process and the production quality of the core tube are not affected by weather, and the core tube can be ensured to have higher precision and flatness. In addition, a plurality of prefabricated ribs for improving the collapse resistance of the core tube are arranged around the core tube, the ribs can be prefabricated in a standardized and modularized mode in batches, the use of basic materials is reduced, transportation and field installation are convenient, and the ribs are not affected by weather. The cast-in-situ bottom plate of the assembled tower foundation supports the core tube to bear vertical load, the bottom of the rib is buried in the bottom plate through cast-in-place, and the interaction between the bottom plate and the rib is enhanced, so that the mechanical property of the tower foundation is better, the assembled tower foundation can be effectively applied to the construction of the ultra-high tower, and the bearing capacity is not required to be improved by enlarging the occupied area.

In some embodiments, the core tube comprises a core tube body and a plurality of first embedded stirrups, wherein the bottom end of the core tube body is supported on the bottom plate, one part of the first embedded stirrups is embedded in the core tube body, and the other part of the first embedded stirrups extends downwards from the bottom end of the core tube body and is embedded in the bottom plate; or, the core section of thick bamboo includes core section of thick bamboo body and a plurality of first pre-buried muscle, the bottom support of core section of thick bamboo body is in on the foundation, a portion of first pre-buried muscle is pre-buried in the core section of thick bamboo body, another portion of first pre-buried muscle is followed the outer peripheral face of core section of thick bamboo body outwards extends and buries in the bottom plate.

In some embodiments, the rib comprises a rib body and a plurality of second embedded stirrups, the rib body is rigidly connected with the core tube, one part of the second embedded stirrups is embedded in the rib body, and the other part of the second embedded stirrups extends downwards from the bottom end of the rib body and is embedded in the bottom plate; or, the rib comprises a rib body and a plurality of second embedded ribs, the bottom end of the rib body is supported on the foundation, one part of the second embedded ribs is embedded in the rib body, and the other part of the second embedded ribs extends outwards from at least one side surface of the rib body and is embedded in the bottom plate.

In some embodiments, at least a portion of the rib body tapers in height away from the core barrel; and/or the rib body comprises a connecting part and an extending part, wherein the connecting part is connected with the end part, close to the core tube, of the extending part, and the thickness of the connecting part gradually increases towards the direction, close to the core tube.

In some embodiments, the fabricated tower foundation includes several connectors for connecting the ribs to the core tube;

the connecting piece is a connecting anchor bolt extending along the horizontal direction, a plurality of first connecting holes penetrating through the cylinder wall of the core cylinder along the horizontal direction are formed in the core cylinder, a plurality of second connecting holes extending along the horizontal direction are formed in the rib, the connecting anchor bolts correspond to the first connecting holes and the second connecting holes one by one, the connecting anchor bolts sequentially penetrate through the first connecting holes and the second connecting holes from inside to outside and then are anchored, and gaps between the connecting anchor bolts and the first connecting holes and the second connecting holes are filled by grouting;

or, the connecting piece is a connecting dowel bar extending along the horizontal direction, a plurality of first dowel bar holes extending along the horizontal direction are formed in the core tube, a plurality of second dowel bar holes extending along the horizontal direction are formed in the rib, a plurality of connecting dowel bars are in one-to-one correspondence with a plurality of first dowel bar holes and a plurality of second dowel bar holes, one part of the connecting anchor bolt is inserted into the first dowel bar holes, the other part of the connecting anchor bolt is inserted into the second dowel bar holes, and gaps between the connecting dowel bar and the first dowel bar holes and the second dowel bar holes are filled by grouting.

In some embodiments, the core tube comprises a core tube body and a bracket, the core tube body is annular, the rib is anchored with the core tube body, the bracket is connected with the top inner peripheral surface of the core tube body and extends inwards, a plurality of prestress holes penetrating through the bracket in the vertical direction are formed in the bracket, and the prestress holes are used for penetrating prestress ribs connected with the upper tower tube and are anchored in the bracket.

In some embodiments, the core tube further comprises a plurality of support columns, the support columns are arranged on the inner side of the core tube body along the circumferential direction of the core tube body at intervals, the bottom ends of the support columns are supported on the bottom plate, and the top ends of the support columns are propped against the bottom of the bracket and are integrally prefabricated with the core tube body.

In some embodiments, the assembled tower foundation further comprises a plurality of piles, wherein a steel reinforcement cage is arranged in each pile, a part of each steel reinforcement cage extends out of the pile head of each pile, the part of each steel reinforcement cage extending out of the pile head is buried in the bottom plate, and the rest of each pile is buried underground.

In some embodiments, the assembled tower foundation comprises a cushion layer, the cushion layer is paved on a foundation, the bottom plate is paved on the upper surface of the cushion layer, and the cushion layer is used for bearing the bottom plate.

In some embodiments, the outer peripheral surface of the core tube is a closed circular arc surface or a polygonal cylindrical surface, and the inner peripheral surface of the core tube is a closed circular arc surface or a polygonal cylindrical surface.

Drawings

Fig. 1 is a schematic perspective view of an assembled tower foundation according to an embodiment of the present utility model.

Fig. 2 is an elevation view of an assembled tower foundation provided by an embodiment of the present utility model.

Fig. 3 is a top view of an assembled tower foundation provided by an embodiment of the present utility model.

Fig. 4 is a view taken from A-A of fig. 3.

Fig. 5 is a bottom view of a fabricated tower foundation provided by an embodiment of the present utility model.

Fig. 6 is a schematic perspective view of a core tube according to an embodiment of the present utility model.

Fig. 7 is a schematic perspective view of a core barrel body according to an embodiment of the present utility model.

Fig. 8 is a schematic perspective view of a rib according to an embodiment of the present utility model.

Fig. 9 is a front view of a rib provided by an embodiment of the present utility model.

Fig. 10 is a top view of a portion of a structure of a fabricated tower foundation according to an embodiment of the present utility model.

Fig. 11 is a schematic view showing the structure of a first mount (second mount) according to an embodiment of the present utility model.

Fig. 12 is a schematic view showing the structure of a first support (second support) according to another embodiment of the present utility model.

Fig. 13 is a schematic structural view of a rib body according to an embodiment of the present utility model.

Fig. 14 is a schematic structural view of a rib body according to another embodiment of the present utility model.

Fig. 15 is a schematic perspective view of an assembled tower foundation according to another embodiment of the present utility model.

Fig. 16 is a top view of a fabricated tower foundation according to another embodiment of the present utility model.

Fig. 17 is a bottom view of a fabricated tower foundation according to another embodiment of the present utility model.

Fig. 18 is a schematic perspective view of a core tube according to another embodiment of the present utility model.

Fig. 19 is a schematic perspective view of a rib according to another embodiment of the present utility model.

Reference numerals:

the core tube 100, the core tube body 110, the first connecting hole 111, the first connecting sleeve 1111, the first pre-embedded stirrup 120, the bracket 130, the pre-stressing hole 131, the supporting column 140,

Rib 200, rib body 210, connecting portion 211, extension 212, second connecting hole 213, second connecting sleeve 2131, second pre-buried hole 214, pre-buried anchor hole 215, second pre-buried stirrup 220,

A bottom plate 300, a reinforcing bar frame 310,

Foundation 400, cushion 500,

The first support 610, the first positioning column 611, the second support 620, the second positioning column 621, the connecting piece 700, the pile 800, the reinforcement cage 810, and the sleeve end reinforcing rib 900.

Detailed Description

Reference will now be made in detail to embodiments of the present utility model, examples of which are illustrated in the accompanying drawings. The embodiments described below by referring to the drawings are illustrative and intended to explain the present utility model and should not be construed as limiting the utility model.

The following describes a fabricated tower foundation provided by an embodiment of the present utility model with reference to fig. 1-19.

As shown in fig. 1, the assembled tower foundation includes a core tube 100, a number of ribs 200, and a bottom plate 300. The base plate 300 is a cast-in-place base plate and is laid on a foundation. The core tube 100 is a prefabricated core tube, and the axial direction of the core tube 100 extends in the vertical direction, and the bottom thereof is connected to the bottom plate 300. The core tube 100 serves as the main stress part of the assembled tower foundation for supporting the bottom tube sections of the wind power tower. The bottom plate 300 is supported below the core barrel 100 for providing a force bearing support for the bottom of the core barrel 100, bearing the vertical load applied by the core barrel 100.

The ribs 200 are prefabricated ribs, and a plurality of ribs 200 are arranged at intervals around the core tube 100 in the circumferential direction of the core tube 100. The rib 200 has a first end close to the core barrel 100 and a second end far from the core barrel 100, the first end of the rib 200 is rigidly connected to the core barrel 100, and the bottom of the rib 200 is buried in the bottom plate 300 to be fixed to each other with the bottom plate 300. The ribs 200 are supported on the outside of the core barrel 100 for providing a force bearing support for the core barrel 100, bearing horizontal loads, to improve the collapse resistance of the core barrel 100. The bottoms of the ribs 200 are embedded in the bottom plate 300, and the bottom plate 300 provides good stress support for the ribs 200 in the transverse direction and the vertical direction so as to improve the structural stability of the ribs 200, further realize omnibearing support of the core barrel 100 and improve the collapse resistance and vertical bearing capacity of the core barrel 100.

The core tube used for being connected with the bottom tube section of the wind power tower tube in the assembled tower tube foundation is a prefabricated core tube, and compared with the mode of factory prefabrication and on-site pouring, the assembled tower tube foundation is high in production efficiency, low in cost and high in flexibility, and various core tube structures can be prefabricated. Because no in-situ casting is needed, the construction is more convenient, the construction process and the production quality of the core tube are not affected by weather, and the core tube can be ensured to have higher precision and flatness. In addition, a plurality of prefabricated ribs for improving the collapse resistance of the core tube are arranged around the core tube, the ribs can be prefabricated in a standardized and modularized mode in batches, the use of basic materials is reduced, transportation and field installation are convenient, and the ribs are not affected by weather. The cast-in-situ bottom plate of the assembled tower foundation supports the core tube to bear vertical load, the bottom of the rib is buried in the bottom plate through cast-in-place, and the interaction between the bottom plate and the rib is enhanced, so that the mechanical property of the tower foundation is better, the assembled tower foundation can be effectively applied to the construction of the ultra-high tower, and the bearing capacity is not required to be improved by enlarging the occupied area.

In some embodiments, the bottom plate 300 is a cast-in-place reinforced concrete slab, and the reinforced concrete slab is prepared from a steel bar frame 310 and concrete poured on the steel bar frame, and the assembly method of the assembled tower foundation provided by the embodiment of the invention comprises the following steps:

step S100: the reinforcement frame 310 of the base plate 300 is laid on the foundation;

step S200: placing the prefabricated core tube 100 on a rebar rack 310 or on a foundation;

step S300: arranging a plurality of ribs 200 on the rebar rack 310 and extending the bottom of the ribs 200 into the rebar rack 310 or placing the ribs 200 on the foundation, and rigidly connecting the plurality of ribs 200 with the core tube 100;

step S400: grouting and pouring the steel bar frame 310 to form the bottom plate 300.

It will be appreciated that after the bottom plate 300 is formed by grouting the reinforcing bar frame 310, the bottom of the rib 200 is buried in the concrete of the bottom plate 300 and fixed.

As shown in fig. 10, the reinforcement frame 310 of the bottom plate 300 includes a plurality of radial reinforcement bars extending radially in the radial direction of the core tube 100 and a plurality of circumferential reinforcement bars extending circumferentially of the core tube 100 and binding with the radial reinforcement bars, thereby forming a cage-like reinforcement frame 310 structure. In step S400, concrete paste fills the internal pores of the reinforcement frame 310 and completely coats the reinforcement frame 310, and the concrete is solidified to form the bottom plate 300 of the reinforced concrete structure. The bottom plate 300 of the reinforced concrete structure has the advantages of low cost, simple structure and high strength.

To further increase the load carrying capacity of the core barrel 100, in some embodiments, the bottom of the core barrel 100 is embedded in a cast-in-place floor 300, which is secured to the floor 300. The bottom of the core tube 100 is buried in the bottom plate 300, the connection effect between the core tube 100 and the bottom plate 300 is stronger, the bottom plate 300 provides better stress support for the core tube 100 in the transverse direction, and the collapse resistance of the core tube 100 is further improved.

In some embodiments, as shown in fig. 6, the core tube 100 includes a core tube body 110 and a plurality of first embedded stirrups 120, the bottom end of the core tube body 110 is supported on a bottom plate 300, a portion of the first embedded stirrups 120 is embedded in the core tube body 110, and another portion of the first embedded stirrups 120 extends downward from the bottom end of the core tube body 110 and is embedded in the bottom plate 300. That is, the first pre-buried stirrup 120 is buried in the bottom plate 300 as the bottom of the core tube 100, enhancing the connection relationship between the core tube 100 and the bottom plate 300.

As an example, as shown in fig. 6, a plurality of first pre-buried stirrups 120 are disposed at intervals along the circumferential direction of the core barrel body 110. When the core tube 100 of this embodiment is prefabricated, the top of the first pre-buried stirrup 120 is preset in the casting mold, and the core tube body 110 is formed by grouting into the casting mold, and the bottom of the first pre-buried stirrup 120 extends downwards out of the core tube body 110.

In step S200 of the assembly method corresponding to the assembled tower foundation of the above embodiment, the prefabricated core barrel 100 needs to be placed on the rebar frame 310 of the bottom plate 300. In order to avoid damage to the rebar frame 310 after the core tube 100 is placed on the rebar frame 310 of the bottom plate 300, and in order to avoid damage to the first pre-buried stirrup 120 caused by the core tube body 110 pressing weight against the first pre-buried stirrup 120, as shown in fig. 6, the core tube body 110 needs to be supported. Step S200 thus comprises in particular:

the first support 610 is disposed in the reinforcement cage 310, and the core tube body 110 of the core tube 100 is placed on the first support 610, or a plurality of first supports 610 are disposed at the bottom of the core tube 100, and when the core tube 100 is placed, the first supports 610 first fall into the reinforcement cage 310 to provide support for the core tube 100.

The first support 610 is used for supporting the core tube body 110, and simultaneously the first pre-embedded stirrup 120 of the core tube 100 extends downwards into the reinforcement frame 310, so that the first pre-embedded stirrup 120 is embedded into the bottom plate 300 during casting.

In step S400, when the bottom plate 300 is formed by grouting the reinforcing bar frame 310, the concrete grout coats the first support 610, the first pre-embedded stirrup 120 and the reinforcing bar frame 310 to form an integrated structure. After the concrete paste is solidified, the concrete forms a firm connection relationship with the first pre-buried stirrup 120 and the reinforcing bar frame 310.

As an example, the first support 610 is disposed in the gap of the reinforcement cage 310, with the bottom end thereof abutting against the foundation, and the top end of the first support 610 abuts against the bottom of the core tube body 110. A plurality of first supports 610 are provided between the bottom of the core tube body 110 of the core tube 100 and the foundation base, and the plurality of first supports 610 are disposed at intervals along the circumferential direction of the core tube body 110.

In order to play a good supporting role, the height of the first support 610 in the vertical direction is greater than or equal to the height of the reinforcement bar frame 310 in the vertical direction, and is greater than or equal to the height of the first embedded stirrup 120 in the vertical direction, as shown in fig. 6, the bottom end of the first embedded stirrup 120 is located above the bottom end of the first support 610, so that the bottom of the first embedded stirrup 120 is prevented from being damaged due to the abutment with the foundation. That is, under the action of the first supporting seats 610, the bottom of the first pre-embedded stirrup 120 at the bottom of the core tube 100 is suspended, so that the first pre-embedded stirrup 120 is prevented from being damaged, and meanwhile, the top of the reinforcement rack 310 of the bottom plate 300 is prevented from being damaged due to extrusion of the core tube body 110. The first support 610 is buried in the slurry in a subsequent grouting step to be integrated with the base plate 300 without affecting the formation of the base plate 300.

Alternatively, as shown in fig. 11, the first support 610 is a pad (e.g., a concrete pad). In order to perform a stable supporting function, the contact area between the bottom end of the first support 610 and the foundation is larger than the contact area between the top end of the first support 610 and the core tube body 110. As an example, as shown in fig. 11, the first supports 610 are in a plate structure with a narrower top and a wider bottom, and the width of the first supports is gradually increased from top to bottom, and the first supports 610 are arranged along the radial direction of the core tube body 110, so that the supporting structure is more reasonable, and the supporting effect is more stable.

Further, to achieve positioning between the core tube body 110 and the first support 610, misalignment between the two is prevented, and in some embodiments, as shown in fig. 11, a first positioning column 611 extending upward in a vertical direction is connected to the top of the first support 610. The bottom of the core tube body 110 is provided with a plurality of first pre-buried holes (not shown in the figure) matched with the first positioning columns 611, and the first positioning columns 611 are matched in the corresponding first pre-buried holes to realize positioning. Still further, an embedded sleeve is disposed in the first embedded hole, an internal thread is disposed on an inner wall surface of the embedded sleeve, an external thread is disposed on an outer circumferential surface of the first positioning column 611, and the first positioning column 611 is in threaded engagement with the embedded sleeve, so as to realize stable positioning between the core tube body 110 and the first support 610.

In yet other alternative embodiments, as shown in FIG. 12, the first support 610 is an I-beam. For convenience in production and installation, an embedded bolt matched with the first support 610 is provided at the lower part of the core tube body 110, and the embedded bolt is anchored after passing through an installation hole on the first support 610.

Further, in order to avoid the core tube 100 from being dislocated from the reinforcement frame 310 during grouting, the first embedded stirrup 120 of the core tube 100 may be bound and fixed with radial reinforcement and/or circumferential reinforcement of the reinforcement frame 310.

In some alternative embodiments, the core tube 100 includes a core tube body and a plurality of first embedded ribs, the bottom end of the core tube body is supported on the foundation, a portion of the first embedded ribs are embedded in the core tube body, and another portion of the first embedded ribs extend outwards from the outer peripheral surface of the core tube body and are embedded in the bottom plate 300. In the method for assembling the assembled tower foundation of this embodiment, the rebar frames 310 of the bottom plate 300 are arranged in a ring shape, that is, a space is reserved in the middle of the rebar frames 310. In step S200, the core tube body of the core tube 100 is placed in the middle space of the reinforcement frame 310, the bottom of the core tube body is propped against the foundation, and a plurality of first embedded ribs extending outwards from the outer peripheral surface of the core tube body extend into the reinforcement frame 310. In the step S400, when the bottom plate 300 is formed by grouting the reinforcing bar frame 310, the concrete slurry coats the first embedded bars and the reinforcing bar frame 310 to form an integral structure, and the concrete is in contact with the bottom portion of the outer circumferential surface of the core barrel body, so that a stable connection relationship is formed between the bottom plate 300 and the core barrel 100.

In some embodiments, as shown in fig. 3, several ribs 200 are disposed at intervals around the core tube 100 in the circumferential direction of the core tube 100, and the extending direction of the ribs 200 is the radial direction of the core tube 100, and several ribs 200 are radial around the core tube 100.

The bottom of the rib 200 is buried in the cast-in-place floor 300 so as to be fixed to each other with the floor 300. In some embodiments, as shown in fig. 8, the rib 200 includes a rib body 210 and a plurality of second pre-buried stirrups 220, and the rib body 210 is rigidly connected to the core barrel 100. A portion of the second pre-buried stirrup 220 is pre-buried in the rib body 210, and another portion of the second pre-buried stirrup 220 extends downward from the bottom end of the rib body 210 and is buried in the bottom plate 300. That is, the second pre-buried stirrup 220 is buried in the bottom plate 300 as the bottom of the rib 200, forming a firm connection relationship with the bottom plate 300.

As an example, as shown in fig. 8, a plurality of second pre-buried stirrups 220 are arranged at intervals along the extending direction of the rib 200 (radial direction of the core barrel 100). When the rib 200 of this embodiment is prefabricated, the top of the second pre-buried stirrup 220 is pre-buried in the casting mold, and the rib body 210 is formed by grouting into the casting mold, and the bottom of the second pre-buried stirrup 220 extends downward out of the rib body 210.

In step S300 of the assembly method of the assembled tower foundation of the above embodiment, the prefabricated rib 200 needs to be placed on the rebar rack 310 of the bottom plate 300. In order to avoid damage to the reinforcement rack 310 after the rib 200 is placed on the reinforcement rack 310, and in order to avoid damage to the second pre-buried stirrup 220 by the rib body 210 pressing the weight against the second pre-buried stirrup 220, as shown in fig. 8 and 9, the rib body 210 needs to be supported. The step of disposing the plurality of ribs 200 on the reinforcing bar frame 310 in step S300 specifically includes:

a plurality of second supports 620 are arranged in the reinforcement bar frame 310, and a plurality of rib bodies 210 are placed on the second supports 620 in a one-to-one correspondence manner, or a plurality of second supports 620 are arranged at the bottoms of the rib bodies 210, and when the rib bodies 210 are placed, the second supports 620 firstly fall into the reinforcement bar frame 310 to provide support for the rib bodies 210.

The second support 620 is used to support the rib body 210 while the second pre-buried stirrup 220 is downwardly extended into the reinforcing cage 310 so as to embed the second pre-buried stirrup 220 into the bottom plate 300 when casting.

In step S400, when the bottom plate 300 is formed by grouting the reinforcing bar frame 310, the concrete grout wraps the second support 620, the second pre-embedded stirrup 220 and the reinforcing bar frame 310 to form an integral structure. After the concrete paste is solidified, the concrete forms a firm connection relationship with the second pre-buried stirrup 220 and the reinforcing bar frame 310.

As an example, the second support 620 is disposed in the gap of the reinforcing bar frame 310, with its bottom end abutting against the foundation base and its top end abutting against the bottom of the rib body 210. A plurality of second supports 620 are disposed between the bottom of the rib body 210 and the foundation, and the plurality of second supports 620 are disposed at intervals along the extending direction of the rib body 210.

In order to play a good supporting role, the height of the second support 620 in the vertical direction is greater than or equal to the height of the reinforcement bar frame 310 in the vertical direction, and is greater than or equal to the height of the second pre-embedded stirrup 220 in the vertical direction, as shown in fig. 9, the bottom end of the second pre-embedded stirrup 220 is located above the bottom end of the second support 620, so that the bottom of the second pre-embedded stirrup 220 is prevented from being damaged due to the abutment with the foundation. That is, under the action of the plurality of second supports 620, the bottom of the second pre-buried stirrup 220 is suspended, so that the second pre-buried stirrup 220 is prevented from being damaged, and the top of the reinforcing bar frame 310 of the bottom plate 300 is prevented from being damaged due to being extruded by the rib body 210. The second holder 620 is buried in the slurry in a subsequent grouting step to be integrated with the base plate 300 without affecting the formation of the base plate 300.

Optionally, as shown in fig. 11, the second mount 620 is a pad (e.g., a concrete pad). In order to perform a stable supporting function, the area of the bottom end of the second support 620 contacting the foundation is larger than the contact area of the top end of the second support 620 contacting the rib body 210. As an example, as shown in fig. 11, the second supports 620 are in a plate structure with a narrower top and a wider bottom, and the width of the second supports is gradually increased from top to bottom, and the plurality of second supports 620 are arranged along the extending direction of the rib body 210, so that the supporting structure is more reasonable and the supporting effect is more stable.

Further, in order to achieve positioning between the rib body 210 and the second holder 620 to prevent misalignment therebetween, in some embodiments, as shown in fig. 11, a second positioning column 621 extending upward in a vertical direction is connected to the top of the second holder 620. As shown in fig. 13, the bottom of the rib body 210 is provided with a plurality of second pre-embedded holes 214 matched with the second positioning columns 621, and the second positioning columns 621 are matched in the corresponding second pre-embedded holes 214 to realize positioning. Still further, an embedded sleeve is disposed in the second embedded hole 214, an internal thread is disposed on an inner wall surface of the embedded sleeve, an external thread is disposed on an outer circumferential surface of the second positioning column 621, and the second positioning column 621 is in threaded engagement with the embedded sleeve, so as to realize stable positioning between the rib body 210 and the second support 620.

In other alternative embodiments, as shown in FIG. 12, the second mount 620 is an I-beam. In order to facilitate production and installation, as shown in fig. 14, a plurality of embedded anchor holes 215 are provided at the bottom of the rib body 210, embedded bolts are embedded in the embedded anchor holes 215, and when in installation, the embedded anchor bolts at the bottom of the rib body 210 pass through corresponding installation holes on the second support 620 downwards and then are anchored, so as to realize stable connection between the rib body 210 and the second support 620.

Further, in order to prevent the rib 200 from being misaligned with the reinforcement frame 310 during grouting, the second pre-embedded stirrup 220 of the rib 200 may be fastened and fixed to the radial and/or circumferential reinforcement of the reinforcement frame 310.

In some alternative embodiments, the rib 200 includes a rib body 210 and a plurality of second pre-buried ribs 220, the bottom end of the rib body 210 is supported on the foundation, a portion of the second pre-buried ribs 220 are pre-buried in the rib body 210, and another portion of the second pre-buried ribs 220 extend outwardly from at least one side of the rib body 210 and are buried in the bottom plate 300. For example, the rib body 210 has two opposite sides in a thickness direction thereof, a part of the plurality of second pre-buried bars 220 extends out of the rib body 210 in a horizontal direction from one of the sides, another part of the plurality of second pre-buried bars 220 extends out of the rib body 210 in a horizontal direction from the other side, and the second pre-buried bars extending out of the rib body 210 extend into gaps of the reinforcement frame 310 of the bottom plate 300 and are buried in concrete after grouting as an integral structure with the bottom plate 300.

In the method for assembling the assembled tower foundation of this embodiment, the reinforcement frame 310 laid in step S100 should be considered to avoid the placement of the ribs 200. In step S300, the rib body 210 of the rib 200 is placed in a plurality of avoidance grooves formed on the reinforcement frame 310, the bottom of the rib body 210 is propped against the foundation, and a plurality of second embedded ribs 220 extending outwards from the side surface of the rib body 210 extend into the reinforcement frame 310. In the step S400, when the bottom plate 300 is formed by grouting the reinforcing bar frame 310, the concrete grout coats the second pre-buried bars 220 and the reinforcing bar frame 310 to form an integrated structure, and the concrete is also in contact with the bottom portion of the outer circumferential surface of the rib body 210, so that a stable connection relationship is formed between the bottom plate 300 and the core barrel 100.

In some embodiments, as shown in fig. 9, at least a portion of the height of the rib body 210 of the rib 200 gradually decreases in a direction away from the core barrel 100, the top end surface of the rib body 210 is a slope, and the bottom end surface is a horizontal surface. The height of the rib body 210 is gradually reduced in a direction away from the core tube 100, that is, the height of the rib body 210 is gradually increased in a direction close to the core tube 100, so that the height of the contact surface between the rib 200 and the core tube 100 is ensured on the basis of reducing the material cost of the rib 200, the rib 200 can better provide stress support for the core tube 100 in the horizontal direction, and the anti-tilting capability of the core tube 100 is enhanced.

Optionally, the bottom end of the rib body 210 is flush with the bottom end of the core tube body 110 of the core tube 100 in a horizontal plane, and a ratio of a height of the end of the rib body 210 near the core tube body 110 to a height of the core tube body 110 is greater than or equal to 0.5 and less than or equal to 1, so that the rib body 210 provides sufficient support for the core tube 100. For example, the ratio of the height of the end of the rib body 210 near the core tube body 110 to the height of the core tube body 110 is 0.5, i.e., the top of the rib body 210 is supported at half the height of the core tube body 110, providing support for the core tube body 110. For example, if the ratio of the height of the end of the rib body 210 near the core tube body 110 to the height of the core tube body 110 is 1, the top end of the rib body 210 is flush with the top end of the core tube body 110.

In one embodiment, the ratio of the height of the end of the rib body 210 near the core barrel body 110 to the height of the core barrel body 110 is 0.8.

Further, as shown in fig. 8 and 9, the rib body 210 includes a connection portion 211 and an extension portion 212, the connection portion 211 is connected to an end of the extension portion 212 near the core barrel 100, i.e., the connection portion 211 is closer to the core barrel 100 than the extension portion 212 is, and the connection portion 211 is for rigid connection with the core barrel 100. As shown in fig. 8, the thickness of the connection portion 211 gradually increases toward the direction approaching the core tube 100, so as to increase the width of the contact surface between the rib body 210 and the core tube 100, enhance the supporting effect of the rib 200 on the core tube 100, and as shown in fig. 8, the top of the connection portion 211 is horizontal, preferably the length is 100-2000mm, so that structural stress can be effectively transmitted, structural rigidity distribution is satisfied, and stress performance is further improved.

Preferably, the surface of the connection portion 211 in contact with the core tube 100 is an arc surface that matches the outer peripheral surface of the core tube 100.

Alternatively, the number of ribs 200 is 10-30. For example, as shown in fig. 1 and 2, the number of ribs 200 is 20. Optionally, the ratio of the sum of the width dimensions of the contact surfaces of the rib bodies 210 and the core tube 100 to the circumference of the outer circumferential surface of the core tube 100 is 1:1 or more, that is, the ribs 200 abut against most of the outer circumferential surface of the core tube 100 to perform a good supporting function on the core tube 100, which helps to enhance the collapse resistance of the core tube 100.

In order to rigidly connect the rib 200 to the core barrel 100. The assembled tower foundation includes a plurality of connectors 700, and the connectors 700 are used to connect the ribs 200 and the core barrel 100.

In some embodiments, the connector 700 is a connecting anchor that extends in a horizontal direction. As shown in fig. 4, 6 and 8, the core tube 100 is provided with a plurality of first connecting holes 111 penetrating through the wall of the core tube in the horizontal direction, the rib body 210 is provided with second connecting holes 213 extending in the horizontal direction, and a plurality of connecting anchors are in one-to-one correspondence with the plurality of first connecting holes 111 and the plurality of second connecting holes 213, and the connecting anchors are anchored after sequentially penetrating through the first connecting holes 111 and the second connecting holes 213 from inside to outside.

Further, the gap between the connection anchor and the first and second connection holes 111 and 213 is filled with grout. That is, the rib body 210 is anchored with the core tube 100 by a corresponding plurality of connecting anchors, and is grouted into the first and second connecting holes 111, 213 in order to enhance the anchoring strength.

Preferably, in the present embodiment, as shown in fig. 4, the first connection hole 111 is internally fitted with the first connection sleeve 1111, the second connection hole 213 is internally fitted with the second connection sleeve 2131, and the connection member 700 is penetrated in the first connection sleeve 1111 and the second connection sleeve 2131.

Further, as shown in fig. 4, in order to enhance the structural stability of the second connecting sleeve 2131, a sleeve end reinforcing rib 900 is further provided in the rib 200, one end of the sleeve end reinforcing rib 900 is fixed to the end of the second connecting sleeve 2131, and the other end thereof extends along the extending direction of the extending portion 212 and is fixed in the rib 200, and the sleeve end reinforcing rib 900 increases the structural stability of the second connecting sleeve 2131 in the second connecting hole 213 by increasing the stress area of the rib 200, in particular, increases the stress performance such as pulling resistance and shearing resistance of the second connecting sleeve 2131, so that the connection relationship between the rib 200 and the core tube 100 is more stable and reliable.

In other embodiments, the connecting piece is a connecting dowel (not shown in the drawings), a plurality of first dowel holes (not shown in the drawings) extending along the horizontal direction are formed in the core barrel 100, a plurality of second dowel holes (not shown in the drawings) extending along the horizontal direction are formed in the rib 200, and the first dowel holes and the second dowel holes may be blind holes or through holes. The connecting dowel bars are in one-to-one correspondence with the first dowel bar holes and the second dowel bar holes. One part of the connecting dowel bar is inserted into the corresponding first dowel bar hole, and the other part of the connecting dowel bar is inserted into the corresponding second dowel bar hole. The joint dowel is filled with a grout in the gap between the first dowel hole and the second dowel hole to effectively connect the rib 200 and the core barrel 100. Optionally, a first connecting sleeve may be fitted in the first dowel hole, and a second connecting sleeve may be fitted in the second dowel hole, and the connecting dowel is inserted in the first connecting sleeve and the second connecting sleeve.

That is, the core tube 100 and the rib 200 may be fixedly connected by anchoring and grouting, or may be fixedly connected by dowel bars and grouting.

Of course, in other alternative embodiments, the rigid connection between the core barrel 100 and the ribs 200 may be achieved using other means known in the engineering arts.

In some embodiments, as shown in fig. 6 and 7, the core barrel 100 includes a core barrel body 110 and a bracket 130, the core barrel body 110 is ring-shaped, the rib 200 is anchored with the core barrel body 110, the bracket 130 is connected with the top inner circumferential surface of the core barrel body 110 and extends inward, and the bracket 130 forms a structure protruding inward with respect to the top inner circumferential surface of the core barrel body 110. The bracket 130 is provided with a plurality of prestress holes 131 penetrating the bracket 130 in the vertical direction, and the prestress holes 131 are used for penetrating the prestress tendons connected with the upper tower and anchoring the bracket 130. When the prestressed tendons of the tower are anchored, the prestressed tendons pass through the prestressed holes 131 on the bracket 130 from top to bottom and are anchored at the bottom of the bracket 130, and the bracket 130 and the core tube body 110 are integrally prefabricated.

Further, as shown in fig. 6, the core tube 100 further includes a plurality of support columns 140, the plurality of support columns 140 are disposed at intervals along the circumferential direction of the core tube body 110 inside the core tube body 110, the bottom ends of the support columns 140 are supported on the bottom plate 300, and the top ends of the support columns 140 are abutted against the bottom of the bracket 130 and integrally prefabricated with the core tube body 110, that is, the support columns 140 are used for supporting the bracket 130 so as to enhance the overall structural strength of the core tube 100.

As an example, as shown in fig. 6, the bottom end surface of the support column 140 is flush with the bottom end surface of the core tube body 110, the support column 140 abuts against the top inner peripheral surface of the core tube body 110, and in fact, the support column 140 may be prefabricated integrally with the core tube body 110. One part of the plurality of ribs 200 passes through the core tube body 110 through the corresponding connection 700 and is rigidly connected inside the core tube body 110, and the other part of the plurality of ribs 200 passes through the core tube body 110 and the support column 140 through the corresponding connection 700 and is rigidly connected inside the support column 140. In the embodiment shown in fig. 6, two ribs 200 adjacent in the circumferential direction of the core tube 100 are anchored one inside the core tube body 110 and the other inside the diametrically opposed support columns 140.

In some embodiments, as shown in fig. 1-7, the core tube 100 is a cylindrical structure, i.e., the outer peripheral surface and the inner peripheral surface of the core tube 100 are both closed circular arc surfaces.

In other alternative embodiments, as shown in fig. 15-19, the core barrel 100 is a polygonal tubular structure. The outer peripheral surface and the inner peripheral surface of the core tube 100 are both closed polygonal tubular surfaces.

Specifically, as shown in fig. 16, the core tube 100 has a regular decagonal cylindrical structure, and its outer circumferential surface includes 10 outer side surfaces extending in the vertical direction, each of which corresponds to two mutually parallel ribs 200, and the two ribs 200 are anchored to the corresponding tube wall. The rib 200 is constructed as shown in fig. 19, and the rib 200 is connected to the core barrel 100 by a plurality of connectors 700. Of course, in other embodiments, the core tube 100 may be a polygonal tubular structure with other structures, such as a regular hexagonal tubular structure, a regular octagonal tubular structure, or a regular dodecagonal tubular structure.

In other alternative embodiments, the core tube 100 may have a cylindrical structure with a closed polygonal cylindrical surface on the outer peripheral surface and a closed circular arc surface on the inner peripheral surface, or the core tube 100 may have a cylindrical structure with a closed circular arc surface on the outer peripheral surface and a closed polygonal cylindrical surface on the inner peripheral surface.

Alternatively, the core tube 100 is integrally prefabricated, that is, the core tube 100 is of an integral structure, the integrally prefabricated core tube 100 does not need to be spliced on site, and the construction method is simple. Or, the core tube 100 can also be prefabricated in a split manner, the core tube 100 prefabricated in a split manner is formed by splicing a plurality of sheet structures, and the core tube 100 prefabricated in a split manner occupies a smaller volume during transportation and is convenient to transport. Alternatively, the plurality of sheet structures may be connected by a dry connection such as an anchor bolt, or by a wet connection such as a vertical joint dowel grouting method.

As an example, as shown in fig. 6, the core tube 100 includes two semicircular structures, and the two semicircular structures are spliced to form a cylindrical core tube 100.

In some embodiments, as shown in fig. 1 and 15, the assembled tower foundation further comprises a plurality of piles 800, wherein a steel reinforcement cage 810 is arranged in the piles 800, a part of the steel reinforcement cage 810 extends out from the pile head of the piles 800, the part of the steel reinforcement cage 810 extending out of the pile head is buried in the bottom plate 300, and the rest of the piles 800 except the pile head is buried underground. That is, the base plate 300 is also used to connect with the piles 800 therebelow.

The arrangement of the piles 800 can effectively improve the collapse resistance and the vertical bearing capacity of the tower foundation, so that the mechanical property of the tower foundation is better. If the site foundation is soft soil or the bearing capacity of the foundation is low, the pile 800 can be used for resisting the collapse effect caused by larger bending moment. As the tower height and structural dimensions increase, the gravity foundation size also needs to increase, but the geometry of the tower foundation can be further reduced by using an assembled tower foundation provided with a plurality of piles 800, while also meeting the structural stress performance requirements.

Further, in some embodiments, as shown in fig. 3, 5, 16 and 17, the piles 800 extend in the vertical direction and are uniformly distributed directly under the ribs 200, or, directly under each rib 200, a plurality of piles 800 are correspondingly disposed.

The assembly method corresponding to the assembled tower foundation of the embodiment further comprises the following steps:

before the reinforcement cage 310 of the base plate 300 is laid, a plurality of piles 800 are buried in the ground, and reinforcement cages 810 of pile heads are connected with the reinforcement cage 310 of the base plate 300 in the step of laying the reinforcement cage 310 of the base plate 300.

In step S400, when the bottom plate 300 is formed by grouting the reinforcing cage 310, the reinforcing cage 810 and the reinforcing cage 310 are covered with concrete grout. After the concrete slurry is set, the concrete forms a secure connection with the reinforcement cage 810 and the rebar rack 310.

Preferably, the bottom of the pile 800 has a pointed structure, making it easier to embed the pile 800 into the ground.

In some embodiments, the assembled tower foundation further comprises a mat 500, the mat 500 is laid on the foundation 400, the bottom plate 300 is laid on the upper surface of the mat 500, and the mat 500 is used for bearing the bottom plate 300. That is, the mat 500 may be used as part of a foundation for carrying the floor 300, piles 200 and core 100.

Alternatively, bedding 500 is a layer of soil that meets load-bearing requirements, such as a layer of crushed stone or plain concrete.

It will of course be appreciated that mat 500 need not be laid over foundation 400, as foundation 400 itself may meet the conditions for laying base plate 300 directly.

Further, the assembly method of the assembled tower foundation further comprises the following steps:

backfill construction is performed on the ribs 200 and the bottom plate 300, and a backfill soil layer covers the ribs 200 and the bottom plate 300, and an upper surface of the soil layer may be substantially flush with an upper surface of the core barrel 100.

The following describes a fabricated tower foundation in accordance with an embodiment of the present utility model with reference to fig. 1-8.

As shown in fig. 1, the assembled tower foundation includes a core tube 100, a plurality of ribs 200, a bottom plate 300, a mat 500, and a plurality of piles 800. The core tube 100, the ribs 200 and the piles 800 are prefabricated structures, and the bottom plate 300 is a reinforced concrete cast-in-situ plate.

Mat 500 is laid on foundation 400 and base plate 300 is laid on mat 500. The ribs 200 and the core tube 100 are arranged on the bottom plate 300, a plurality of ribs 200 are arranged at intervals around the circumference of the core tube 100, the ribs 200 extend along the radial direction of the core tube 100, and anchoring is realized between the ribs 200 and the core tube 100 through a plurality of horizontal connectors 700.

The core tube 100 includes a core tube body 110 and a plurality of first embedded stirrups 120 extending downwards from the bottom of the core tube body 110, the first embedded stirrups 120 are embedded in the bottom plate 300, and the bottom end of the core tube body 110 is supported on the upper surface of the bottom plate 300. The rib 200 includes a rib body 210 and a plurality of second pre-buried stirrups 220 extending downward from the bottom of the rib body 210, the second pre-buried stirrups 220 are buried in the bottom plate 300, and the bottom end of the rib body 210 is supported on the upper surface of the bottom plate 300. A number of piles 800 are inserted into the ground. A reinforcement cage 810 of the pile head of pile 800 is positioned above mat 500 and buried within base plate 300. That is, the bottom plate 300 is used to connect with the core tube 100, the ribs 200 and the piles 800.

In the present embodiment, the core tube 100 has a cylindrical structure.

The assembly method of the assembled tower foundation provided by the embodiment specifically comprises the following steps:

step 1: determining the number and positions of piles 800 according to design requirements, burying the piles, burying most of the structures of the piles 800 under the foundation, and positioning the reinforcement cages 810 of the piles 800 above the foundation;

Step 2: paving a cushion layer 500 on the foundation 400;

step 3: arranging circumferential and radial reinforcing bars above the mat 500 to complete the arrangement of the reinforcing bars frames 310 of the base plate 300 and to connect the reinforcement cages 810 with the reinforcing bars frames 310;

step 4: placing the core tube 100 above the middle part of the reinforcement frame 310, and arranging a plurality of first supports 610 for supporting the core tube 100 between the bottom of the core tube body 110 and the cushion layer 500, wherein the first pre-buried stirrups 120 are downwardly inserted into the gaps of the reinforcement frame 310;

step 5: a plurality of ribs 200 are arranged at intervals on the outer side of the core tube 100 around the circumferential direction of the core tube 100, a plurality of second supports 620 for supporting the ribs 200 are arranged between the bottom of the rib body 210 and the cushion layer 500, the second embedded stirrups 220 are downwardly inserted into the gaps of the rebar frame 310, and the ribs 200 are anchored with the core tube 100 by adopting horizontal connectors 700;

step 6: grouting and pouring the reinforcement cage 810 of the pile 800, the first pre-embedded stirrup 120 of the core tube 100 and the second pre-embedded stirrup 220 of the rib 200 into the concrete to form the bottom plate 300 on the reinforcement frame 310;

step 7: backfill construction is performed on the rib 200 and the bottom plate 300, and a backfill layer covers the rib 200 and the bottom plate 300.

Preferably, in step 4, the first pre-buried stirrup 120 is connected to the reinforcement frame 310.

Preferably, in step 5, the second pre-buried stirrup 220 is connected to the reinforcement cage 310.

As an example, as shown in fig. 4, the piles 800 are arranged in three layers from inside to outside, the outermost ring is provided with 20 piles 800, the compression characteristic value is greater than 2300kN, and the tensile bearing capacity characteristic value is greater than 950kN. The middle ring is provided with 20 piles 800, the compression characteristic value is greater than 2450kN, and the tensile bearing capacity characteristic value is greater than 650kN. The inner ring is provided with 10 piles 800, the compression characteristic value is larger than 2550kN, and the tensile bearing capacity characteristic value is larger than 350kN.

In the present embodiment, the piles 800 are disposed directly under the ribs 200 in a dispersed manner, and three piles 800 are disposed under each rib 200, and the three piles 800 are disposed at intervals along the extending direction of the rib 200.

The prefabricated core tube is arranged in the assembled tower tube foundation of the embodiment and is used for being connected with the tube joint at the bottom of the tower tube and anchoring the prestressed end of the tower tube, the prefabricated ribs are arranged, the prefabricated ribs are used for providing stress support for the core tube, and the cast-in-situ bottom plate is arranged for mainly bearing vertical load and is also used for being connected with piles below the cast-in-situ bottom plate. If the site foundation is soft soil or the bearing capacity of the foundation is low, the pile is required to resist the collapse effect (two mechanical effects: anti-collapse force and vertical bearing capacity) generated by large bending moment, so that the mechanical property of the foundation is better, and the occupied area of the foundation is relatively small. Through the combination of all the components, the assembled tower foundation has the advantages of simple structure, convenient site construction, high precision and flatness at the joint of the assembled tower foundation and the tower, high production efficiency and lower cost due to the batch prefabrication of part of components, and small volume of prefabricated components and convenient transportation.

In the description of the present utility model, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings are merely for convenience in describing the present utility model and simplifying the description, and do not indicate or imply that the device or element being referred to must have a specific orientation, be configured and operated in a specific orientation, and therefore should not be construed as limiting the present utility model.

Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include at least one such feature. In the description of the present utility model, the meaning of "plurality" means at least two, for example, two, three, etc., unless specifically defined otherwise.

In the present utility model, unless explicitly specified and limited otherwise, the terms "mounted," "connected," "secured," and the like are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally formed; may be mechanically connected, may be electrically connected or may be in communication with each other; either directly or indirectly, through intermediaries, or both, may be in communication with each other or in interaction with each other, unless expressly defined otherwise. The specific meaning of the above terms in the present utility model can be understood by those of ordinary skill in the art according to the specific circumstances.

In the present utility model, unless expressly stated or limited otherwise, a first feature "up" or "down" a second feature may be the first and second features in direct contact, or the first and second features in indirect contact via an intervening medium. Moreover, a first feature being "above," "over" and "on" a second feature may be a first feature being directly above or obliquely above the second feature, or simply indicating that the first feature is level higher than the second feature. The first feature being "under", "below" and "beneath" the second feature may be the first feature being directly under or obliquely below the second feature, or simply indicating that the first feature is less level than the second feature.

For purposes of this disclosure, the terms "one embodiment," "some embodiments," "example," "a particular example," or "some examples," etc., mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the utility model. In this specification, schematic representations of the above terms are not necessarily directed to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples. Furthermore, the different embodiments or examples described in this specification and the features of the different embodiments or examples may be combined and combined by those skilled in the art without contradiction.

While embodiments of the present utility model have been shown and described above, it will be understood that the above embodiments are illustrative and not to be construed as limiting the utility model, and that variations, modifications, alternatives and variations may be made to the above embodiments by one of ordinary skill in the art within the scope of the utility model.

Claims (10)

1. A fabricated tower foundation, comprising: the core tube is a prefabricated core tube, the axial direction of the core tube extends along the vertical direction, the bottom of the core tube is connected with the bottom plate, the ribs are prefabricated ribs, the ribs are arranged at intervals around the core tube in the circumferential direction of the core tube, the ribs are provided with a first end close to the core tube and a second end far away from the core tube, the first ends of the ribs are rigidly connected with the core tube, and the bottoms of the ribs are buried in the bottom plate.

2. The fabricated tower foundation of claim 1, wherein,

the core tube comprises a core tube body and a plurality of first embedded stirrups, wherein the bottom end of the core tube body is supported on the bottom plate, one part of the first embedded stirrups is embedded in the core tube body, and the other part of the first embedded stirrups extends downwards from the bottom end of the core tube body and is embedded in the bottom plate;

or, the core section of thick bamboo includes core section of thick bamboo body and a plurality of first pre-buried muscle, the bottom support of core section of thick bamboo body is in on the foundation, a portion of first pre-buried muscle is pre-buried in the core section of thick bamboo body, another portion of first pre-buried muscle is followed the outer peripheral face of core section of thick bamboo body outwards extends and buries in the bottom plate.

3. The fabricated tower foundation of claim 1, wherein,

the rib comprises a rib body and a plurality of second embedded stirrups, the rib body is rigidly connected with the core tube, one part of the second embedded stirrups is embedded in the rib body, and the other part of the second embedded stirrups extends downwards from the bottom end of the rib body and is embedded in the bottom plate;

Or, the rib comprises a rib body and a plurality of second embedded ribs, the bottom end of the rib body is supported on the foundation, one part of the second embedded ribs is embedded in the rib body, and the other part of the second embedded ribs extends outwards from at least one side surface of the rib body and is embedded in the bottom plate.

4. A fabricated tower foundation according to claim 3, wherein at least part of the rib body tapers in height away from the core tube;

and/or the rib body comprises a connecting part and an extending part, wherein the connecting part is connected with the end part, close to the core tube, of the extending part, and the thickness of the connecting part gradually increases towards the direction, close to the core tube.

5. The fabricated tower foundation of any of claims 1-4, comprising several connectors for connecting the ribs to the core tube;

the connecting piece is a connecting anchor bolt extending along the horizontal direction, a plurality of first connecting holes penetrating through the cylinder wall of the core cylinder along the horizontal direction are formed in the core cylinder, a plurality of second connecting holes extending along the horizontal direction are formed in the rib, the connecting anchor bolts correspond to the first connecting holes and the second connecting holes one by one, the connecting anchor bolts sequentially penetrate through the first connecting holes and the second connecting holes from inside to outside and then are anchored, and gaps between the connecting anchor bolts and the first connecting holes and the second connecting holes are filled by grouting;

Or, the connecting piece is a connecting dowel bar extending along the horizontal direction, a plurality of first dowel bar holes extending along the horizontal direction are formed in the core tube, a plurality of second dowel bar holes extending along the horizontal direction are formed in the rib, a plurality of connecting dowel bars are in one-to-one correspondence with a plurality of first dowel bar holes and a plurality of second dowel bar holes, one part of the connecting anchor bolt is inserted into the first dowel bar holes, the other part of the connecting anchor bolt is inserted into the second dowel bar holes, and gaps between the connecting dowel bar and the first dowel bar holes and the second dowel bar holes are filled by grouting.

6. The fabricated tower foundation according to any one of claims 1 to 4, wherein the core tube comprises a core tube body and a bracket, the core tube body is annular, the rib is rigidly connected with the core tube body, the bracket is connected with the top inner circumferential surface of the core tube body and extends inwards, a plurality of pre-stressing holes penetrating the bracket in the vertical direction are formed in the bracket, and the pre-stressing holes are used for penetrating pre-stressing tendons connected with the upper tower tube and anchoring at the bracket.

7. The assembled tower foundation of claim 6, wherein the core tube further comprises a plurality of support columns, the support columns are arranged on the inner side of the core tube body at intervals along the circumferential direction of the core tube body, the bottom ends of the support columns are supported on the bottom plate, and the top ends of the support columns are propped against the bottom of the bracket and are integrally prefabricated with the core tube body.

8. The fabricated tower foundation of claim 1, further comprising a plurality of piles, wherein a reinforcement cage is disposed within the piles, a portion of the reinforcement cage extending from a pile head of the piles, a portion of the reinforcement cage extending from the pile head being embedded in the base plate, and the remainder of the piles being embedded in the ground.

9. The assembled tower foundation of claim 1, including a mat layer, said mat layer being laid on the foundation, said base plate being laid on the upper surface of said mat layer, said mat layer being adapted to carry said base plate.

10. The assembled tower foundation of claim 1, wherein the outer peripheral surface of the core tube is a closed circular arc surface or a polygonal cylindrical surface, and the inner peripheral surface of the core tube is a closed circular arc surface or a polygonal cylindrical surface.