CN220789833U - Modularized tower foundation - Google Patents

Abstract

The utility model discloses a modularized tower foundation, which adopts a mode of split modularization prefabrication and field splicing, has reasonable design and convenient assembly and is convenient for transportation. The tower foundation comprises a prefabricated core tube connected with the bottom tube section of the wind power tower, and compared with the mode of factory prefabrication and on-site pouring, the prefabricated core tube has the advantages of high production efficiency, low cost and stronger flexibility, and can prefabricate various core tube structures. 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. The ribs support the core tube vertically and transversely in all directions, and endow the core tube with excellent collapse resistance and vertical bearing capacity. The arrangement of the precast slabs improves the structural stability of the ribs, further enhances the collapse resistance and the vertical bearing capacity of the tower foundation, ensures that the mechanical property of the tower foundation is better, and can be effectively applied to the construction of the ultra-high tower.

Description

Modularized tower foundation

Technical Field

The utility model relates to the technical field of wind power foundations, in particular to a modularized 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 full prefabricated foundation and part of prefabricated foundation structures in the related technology have the problems of high assembly difficulty, high transportation cost and unreasonable scheme, and are difficult to be practically applied.

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. To this end, embodiments of the present utility model provide a modular tower foundation.

The modularized tower foundation of the embodiment of the utility model comprises the following components: the core tube is a prefabricated core tube, is vertically arranged and is used for being connected with a tube section at the bottom of the tower tube; a plurality of ribs, the ribs being prefabricated ribs, the plurality of ribs being disposed around the core tube in a circumferential direction of the core tube, the ribs being rigidly connected to the core tube for supporting the core tube outside the core tube, a bottom of the core tube being supported on the ribs such that the ribs are also for bearing vertical loads; the prefabricated plates are arranged on the outer side of the core tube, the prefabricated plates are arranged between two adjacent ribs in the circumferential direction of the core tube, the bottoms of the ribs and the bottoms of the prefabricated plates are supported on foundation and are connected with each other in the circumferential direction of the core tube.

The modularized tower foundation provided by the embodiment of the utility model adopts a mode of split modularization prefabrication and field splicing, has reasonable design, is convenient to assemble and is convenient to transport. The tower foundation comprises a prefabricated core tube connected with the bottom tube section of the wind power tower, and compared with the mode of factory prefabrication and on-site pouring, the prefabricated core tube has the advantages of high production efficiency, low cost and stronger flexibility, and can prefabricate various core tube structures. 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 standardized and modularized prefabricated ribs are arranged around the core tube, so that the use of basic materials is reduced, the transportation and the field installation are convenient, and the environment is not affected by weather. The ribs support the core tube vertically and transversely in all directions, and endow the core tube with excellent collapse resistance and vertical bearing capacity. The arrangement of the precast slabs improves the structural stability of the ribs, further enhances the collapse resistance and the vertical bearing capacity of the tower barrel foundation, ensures that the mechanical property of the tower barrel foundation is better, can be effectively applied to the construction of the ultra-high tower barrel, and does not need to improve the bearing capacity by enlarging the occupied area.

Therefore, the modularized tower foundation provided by the embodiment of the utility model has the advantages of good mechanical property, relatively small occupied area, and low material cost and construction cost.

In some embodiments, the ribs comprise a vertically arranged rib beam and a horizontally arranged bearing plate, the bottom of the rib beam is connected with the top of the bearing plate, the rib beam is rigidly connected with the core tube, the bottom of the core tube is abutted to the tops of a plurality of bearing plates, and the precast slab is connected with the bearing plates of two adjacent ribs.

In some embodiments, the prefabricated panel comprises a prefabricated panel body and a plurality of prefabricated panel stirrups, one part of the prefabricated panel stirrups is pre-embedded in the prefabricated panel body, and the other part of the prefabricated panel stirrups extends from the side surface of the prefabricated panel body to the direction of the adjacent bearing plate;

the bearing platform plate comprises a bearing platform plate body and a plurality of bearing platform plate stirrups, one part of the bearing platform plate stirrups is pre-buried in the bearing platform plate body, the other part of the bearing platform plate stirrups extends from the side face of the bearing platform plate body to the direction of the adjacent precast slab and is distributed in a crossing manner with the precast slab stirrups, and grouting is conducted on the precast slab stirrups and the bearing platform plate stirrups so as to enable the precast slab to be connected with the bearing platform plate.

In some embodiments, the prefabricated plate is provided with at least one first pore canal penetrating through the prefabricated plate along the circumferential direction of the core tube, the bearing platform plate is provided with at least one second pore canal penetrating through the prefabricated plate along the circumferential direction of the core tube, and the first pore canal and the second pore canal are opposite to each other in the circumferential direction of the core tube and are used for penetrating through the circumferential prestress steel bars so as to connect a plurality of bearing platform plates and a plurality of prefabricated plates.

In some embodiments, at least a portion of the rib beam has a height that decreases progressively away from the core barrel; and/or the rib beam 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 core tube comprises a core tube body and a bracket, the core tube body is annular, the rib is in rigid connection 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 anchoring at the bracket.

In some embodiments, a plurality of piles are included, the piles being buried downwardly in the ground; wherein the prefabricated panels are connected to the top of at least one of the piles and/or the ribs are connected to the top of at least one of the piles.

In some embodiments, the top of the pile is provided with an embedded anchor bolt; the precast slab is provided with a first anchor groove and a first anchor backing plate arranged in the first anchor groove, and the embedded anchor bolt of the pile penetrates through the first anchor backing plate and is anchored in the first anchor groove; and/or the rib is provided with a second anchor groove and a second anchor backing plate arranged in the second anchor groove, and the embedded anchor bolt of the pile penetrates through the second anchor backing plate and is anchored in the second anchor groove.

In some embodiments, the ribs extend along the radial direction of the core tube, the prefabricated plates are arranged between two adjacent ribs in the circumferential direction of the core tube, and the width of the prefabricated plates in the circumferential direction of the core tube gradually increases in a direction away from the core tube.

In some embodiments, the foundation base comprises a cushion layer laid on the foundation, the ribs and the precast slabs each abutting against an upper surface of the cushion layer; and/or 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.

In another aspect, the method for constructing a modular tower foundation provided by the embodiment of the utility model includes:

drawings

Fig. 1 is a schematic perspective view of a modular tower foundation (including piles) according to an embodiment of the present utility model.

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

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

Fig. 4 is a bottom view of a modular tower foundation provided by an embodiment of the present utility model.

Fig. 5 is a sectional view A-A of fig. 3.

Fig. 6 is a schematic structural view of a rib beam according to an embodiment of the present utility model.

Fig. 7 is a perspective view of a carrier plate provided by an embodiment of the present utility model.

Fig. 8 is a front perspective view of a carrier plate provided by an embodiment of the present utility model.

Fig. 9 is a schematic view of the structure of the deck body of fig. 7.

Fig. 10 is a perspective view of a deck of a carrier provided by another embodiment of the present utility model.

Fig. 11 is a perspective structural view showing connection of prefabricated panels and piles according to an embodiment of the present utility model.

Fig. 12 is a top view of a prefabricated panel according to an embodiment of the present utility model.

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

Fig. 14 is a partial schematic view of a core tube according to an embodiment of the present utility model.

Fig. 15 is a schematic structural view of a dowel bar according to an embodiment of the present utility model.

Fig. 16 is a schematic perspective view of a modular tower foundation (excluding piles) provided by an embodiment of the present utility model.

Reference numerals:

the core tube 100, the core tube body 110, the first connection hole 111, the first connection sleeve 1111, the abutment 112, the bracket 120, the pre-stressing hole 121, the dowel hole 130, the dowel 140, the insertion tube 141, the wing plate 142, the rib 200, the rib beam 210, the connection 211, the extension 212, the second connection hole 213, the second connection sleeve 2131, the cap plate 220, the cap plate body 221, the cap plate stirrup 222, the cap 223, the second duct 224, the second anchor groove 230, the second anchor pad 240, the prefabricated plate 300, the prefabricated plate body 310, the prefabricated plate stirrup 320, the first anchor groove 330, the first anchor pad 340, the pile 400, the pre-embedded anchor 410, the mat 500, the connection anchor 600, and the sleeve end reinforcing bar 700.

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 modular tower foundation provided by the embodiments of the present utility model is described below with reference to fig. 1-16.

As shown in fig. 1 and 16, the modular tower foundation includes a core barrel 100, a plurality of ribs 200, and a plurality of prefabricated panels 300. The core tube 100 is a prefabricated core tube, and the core tube 100 is vertically arranged, i.e. the axial direction thereof extends in the vertical direction. The core tube 100 serves as the main stress portion of the modular tower foundation for connection to the bottom pipe section of a wind power tower to support the wind power tower.

The ribs 200 are prefabricated ribs, and a plurality of ribs 200 are provided around the core tube 100 in the circumferential direction of the core tube 100. The ribs 200 are rigidly connected to the core tube 100 and serve to support the core tube 100 outside the core tube 100, provide a force support for the core tube 100 in a lateral direction, and bear a horizontal load applied by the core tube 100 to improve the collapse resistance of the core tube 100. The bottom of the core barrel 100 is supported on the ribs 200 such that the ribs 200 also serve to bear the vertical load of the core barrel 100. That is, the ribs 200 provide force-bearing support for the core barrel 100 in both the lateral and vertical directions, achieving omni-directional support for the core barrel 100 while improving the collapse resistance and vertical load carrying capacity of the core barrel 100.

The prefabricated panel 300 is provided at the outside of the core barrel 100, and the prefabricated panel 300 is provided between two ribs 200 adjacent in the circumferential direction of the core barrel 100. The bottoms of the plurality of ribs 200 and the plurality of prefabricated panels 300 are supported on a foundation and are connected to each other in the circumferential direction of the core barrel 100. That is, the prefabricated panel 300 is connected to the adjacent two ribs 200, and the ribs 200 are connected to the prefabricated panel 300 or the ribs 200 adjacent thereto. The ribs 200 and the precast slabs 300 are connected with each other in the circumferential direction of the core barrel 100 so as to be connected into a stressed whole, when the ribs 200 bear transverse loads, the ribs 200 and the precast slabs 300 are mutually restricted in the horizontal direction, the structural stability of the ribs 200 is improved, the collapse resistance of the tower barrel foundation is enhanced, meanwhile, the precast slabs 300 are arranged to increase the contact area between the tower barrel foundation and the foundation, the precast slabs 300 can share the vertical loads born by the ribs 200 to a certain extent, the sedimentation of the core barrel 100 is avoided, and the vertical bearing capacity of the tower barrel foundation is enhanced.

It should be noted that the arrangement of the prefabricated panels 300 between the adjacent two ribs 200 refers to the position of the prefabricated panels 300, and does not represent that the prefabricated panels 300 are arranged between the adjacent two ribs 200 in the circumferential direction of the core tube 100. In some embodiments, the prefabricated panels 300 are disposed between portions of adjacent ribs 200, and in these embodiments, the ribs 200 may be connected to the ribs 200 adjacent thereto in addition to the ribs 300 adjacent thereto. In other embodiments, a prefabricated panel 300 is provided between each pair of adjacent ribs 200, and in these embodiments, the ribs 200 are connected to two prefabricated panels 300 adjacent thereto.

The modularized tower foundation provided by the embodiment of the utility model adopts a mode of split modularization prefabrication and field splicing, has reasonable design, is convenient to assemble and is convenient to transport. The tower foundation comprises a prefabricated core tube connected with the bottom tube section of the wind power tower, and compared with the mode of factory prefabrication and on-site pouring, the prefabricated core tube has the advantages of high production efficiency, low cost and stronger flexibility, and can prefabricate various core tube structures. 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 standardized and modularized prefabricated ribs are arranged around the core tube, so that the use of basic materials is reduced, the transportation and the field installation are convenient, and the environment is not affected by weather. The ribs support the core tube vertically and transversely in all directions, and endow the core tube with excellent collapse resistance and vertical bearing capacity. The arrangement of the precast slabs improves the structural stability of the ribs, further enhances the collapse resistance and the vertical bearing capacity of the tower barrel foundation, ensures that the mechanical property of the tower barrel foundation is better, can be effectively applied to the construction of the ultra-high tower barrel, and does not need to improve the bearing capacity by enlarging the occupied area.

Therefore, the modularized tower foundation provided by the embodiment of the utility model has the advantages of good mechanical property, relatively small occupied area, and low material cost and construction cost.

The construction method of the modularized tower foundation provided by the embodiment of the utility model comprises the following steps:

step 100: providing a plurality of ribs 200 on a foundation basis;

step 200: placing the core tube 100 in the middle of the plurality of ribs 200 and anchoring the ribs 200 with the core tube 100;

step 300: placing the prefabricated panels 300 between adjacent two ribs 200 in sequence;

step 400: the plurality of ribs 200 are connected with the plurality of prefabricated panels 300 in the circumferential direction of the core barrel 100.

In some preferred embodiments, one or more of the core tube 100, the ribs 200, and the prefabricated panels 300 is a reinforced concrete structure including a reinforcing bar frame and concrete filled in an inner gap of the reinforcing bar frame and completely covering the reinforcing bar frame, which has advantages of low cost, simple structure, and high strength.

In some embodiments, the ribs 200 include a vertically disposed rib beam 210 and a horizontally disposed deck 220, the bottom of the rib beam 210 is connected to the top of the deck 220, the rib beam 210 is rigidly connected to the core tube 100, the bottom of the core tube 100 abuts against the tops of the plurality of deck 220, and the prefabricated panel 300 is connected to the deck 220 of two adjacent ribs 200. That is, the prefabricated panel 300 is opposite to the deck 220 of the rib 200 in the circumferential direction of the core tube 100, and the prefabricated panel 300 is connected to the rib 200 by being connected to the deck 220.

Alternatively, the rib beam 210 of the rib 200 may be prefabricated integrally with the slab 220 or may be prefabricated separately, and when the rib beam 210 is prefabricated separately from the slab 220, the rib beam 210 is connected to the slab 220, for example, the rib beam 210 and the slab 220 are firmly connected by adopting a vertical dowel and grouting manner, and the splicing process of the rib beam 210 and the slab 220 may be performed at a construction site of the tower foundation or at a prefabrication site.

Specifically, as shown in fig. 1, the rib 210 of the rib 200 is located outside the core tube 100, the rib 210 has a first end close to the core tube 100 and a second end far from the core tube 100, and the first end of the rib 210 abuts against the outer circumferential surface of the core tube 100 and is rigidly connected to the core tube 100. The bottom of the rib beam 210 and the bottom of the core tube 100 are supported on top of the deck 220. The bearing plate 220 is used for bearing the core tube 100 and the corresponding rib beams 210 in a stressed manner, and bearing vertical load and horizontal load.

Further, in order to enhance the connection between the core tube 100 and the ribs 200, in some embodiments, the core tube 100 is placed on the deck plate 220 and connected to the deck plate 220 by means of dowel grouting. Specifically, the core tube 100 is preset with a first dowel hole channel when prefabricated, the socket plate 220 is preset with a second dowel hole channel when prefabricated, the first dowel hole channel is opposite to the second dowel hole channel in the vertical direction, after the core tube 100 is placed on the socket plate 220, the dowel passes through the first dowel hole channel and the second dowel hole channel, and then grouting is performed in the first dowel hole channel and the second dowel hole channel through grouting openings so as to realize stable connection between the core tube 100 and the socket plate 220. The connection between the core tube 100 and the ribs 200 is further enhanced, so that the ribs 200 provide better stress support for the core tube 100 in the transverse direction and the vertical direction, and the vertical bearing capacity and collapse resistance of the core tube 100 are further improved.

In step 200 of the construction method of the tower foundation based on the above-described embodiment, the step of rigidly connecting the rib 200 to the core tube 100 includes the step of rigidly connecting the rib beam 210 to the core tube 100 and the step of rigidly connecting the core tube 100 to the socket plate 220.

In some embodiments, the connection between the prefabricated panels 300 and the adjacent deck plates 220 is by pre-buried stirrups with grouting. As shown in fig. 11, the prefabricated panel 300 includes a prefabricated panel body 310 and a plurality of prefabricated panel stirrups 320, a portion of the prefabricated panel stirrups 320 is embedded in the prefabricated panel body 310, and another portion of the prefabricated panel stirrups 320 extends from a side surface of the prefabricated panel body 310 toward an adjacent bearing platform 220. The bearing plate 220 comprises a bearing plate body 221 and a plurality of bearing plate stirrups 222, one part of the bearing plate stirrups 222 is embedded in the bearing plate body 221, the other part of the bearing plate stirrups 222 extends from the side surface of the bearing plate body 221 to the direction of the adjacent precast slab 300 and is arranged in a crossing manner with the precast slab stirrups 320, and the precast slab stirrups 320 and the bearing plate stirrups 222 are grouted to connect the precast slab 300 with the bearing plate 220.

That is, after the prefabricated panel 300 is placed between two adjacent deck plates 220, a joint is left between the prefabricated panel body 310 of the prefabricated panel 300 and the deck plate bodies 221 of the two deck plates 220, the prefabricated panel stirrups 320 and the deck plate stirrups 222 are crossed in the joint, concrete slurry is filled in the joint, and the prefabricated panel stirrups 320 and the deck plate stirrups 222 are coated in the joint to form an integrated structure. The concrete slurry is solidified and then is also used as a side foundation of the precast slab body 310 and the cap body 221, so that a stable connection relationship is formed between the precast slab 300 and the cap 220.

In the above embodiment, the precast slab 300 and the bearing platform slab 310 have a joint, and the precast slab 300 and the bearing platform slab are connected by grouting, so that the requirement on the placement accuracy of the precast slab 300 in the step 300 is not high, and the construction is convenient.

In other embodiments, the connection between the prefabricated panels 300 and the deck 220 is achieved by tightening the circumferential prestressed reinforcement. The prefabricated panel 300 is provided with at least one first duct (not shown) penetrating the core tube 100 along the circumferential direction thereof, and as shown in fig. 10, the deck 220 is provided with at least one second duct 224 penetrating the core tube along the circumferential direction thereof, and the first duct and the second duct 224 are opposite to each other in the circumferential direction of the core tube 100 for inserting circumferential pre-stressing reinforcement bars to connect the plurality of deck plates 220 with the plurality of prefabricated panels 300.

As an example, the prefabricated panel 300 is provided with three first channels, the deck 220 is provided with three second channels 224, and the three first channels and the three second channels 224 form three circumferential channels in a one-to-one correspondence in the circumferential direction of the core tube 100. In step 400, when the bearing platform plate 220 and the prefabricated plate 300 are connected, three circumferential prestressed reinforcements are sequentially inserted into three circumferential tunnels and prestressed and tensioned, and the circumferential prestressed reinforcements are anchored after being tensioned, so that the connection between the prefabricated plates 300 and the bearing platform plates 220 is realized. It can be understood that in the construction method corresponding to the above embodiment, in the step 300, a gap is not required to be reserved between the prefabricated panels 300 and the deck plates 220 when the prefabricated panels 300 are placed, and the prefabricated panels 300 and the deck plates 220 are closely abutted to each other after being stretched.

In some embodiments, as shown in fig. 1 and 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. A prefabricated panel 300 is provided between two adjacent ribs 200 in the circumferential direction of the core tube 100, that is, the ribs 200 are spaced apart from the prefabricated panel 300 in the circumferential direction of the core tube 100. In order to better match the prefabricated panel 300 with the ribs 200, as shown in fig. 3, the width of the prefabricated panel 300 in the circumferential direction of the core tube 100 is gradually increased in a direction away from the core tube 100, so that the width dimension of the seam formed between the prefabricated panel 300 and the deck 220 is relatively uniform.

In some embodiments, as shown in fig. 9, the top of the platform 220 of the rib 200 is provided with a platform 223, the bottom of the rib 210 abuts against the platform 223, and the width of the bottom of the platform 223 is greater than the width of the top thereof. The bearing platform 223 is used for carrying out stress support on the rib beam 210.

In some embodiments, as shown in fig. 6, a portion of the rib beam 210 of the rib 200 has a height gradually decreasing in a direction away from the core barrel 100, a top end surface of the portion of the rib beam 210 is a slope, and a bottom end surface is a horizontal surface. The height of a part of the rib beam 210 is gradually reduced in a direction away from the core tube 100, that is, the height of the rib beam 210 is gradually increased in a direction close to the core tube 100, so that the height of the contact surface of 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 stressed support for the core tube 100 in the horizontal direction, and the anti-tilting capability of the core tube 100 is enhanced.

In other alternative embodiments, the overall height of the rib beam 210 may decrease gradually in a direction away from the core barrel 100. That is, the height of at least a portion of the rib beam 210 gradually decreases away from the core tube 100, so as to save material cost and ensure the stressed support of the core tube 100.

Optionally, the first end of the rib 210 abuts from 0.5 to 1.0 height of the core barrel 100, so that the rib 210 provides sufficient support for the core barrel 100. For example, the first end of the rib 210 abuts at 0.5 height of the core barrel 100, i.e. the top of the rib 210 is supported at half the height of the core barrel 100, providing support for the core barrel 100. Also for example, the first end of the beam 210 abuts at 1.0 height of the core barrel 100, then the tip of the first end of the rib beam 210 is flush with the tip of the core barrel 100.

Further, as shown in fig. 6, the rib 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 tube 100, i.e., the connection portion 211 is closer to the core tube 100 than the extension portion 212 is, and the connection portion 211 is for rigid connection with the core tube 100. As shown in fig. 6, the thickness of the connection portion 211 gradually increases in a direction approaching the core tube 100 to increase the width of the contact surface between the rib beam 210 and the core tube 100, thereby enhancing the supporting effect of the rib 200 on the core tube 100.

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 12.

To connect the ribs 200 with the core barrel 100, the modular tower foundation includes several connectors for connecting the ribs 200 with the core barrel 100.

In some embodiments, connecting element is a connecting anchor 600 that extends in a horizontal direction. As shown in fig. 5, 6 and 14, 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 beam 210 is provided with second connecting holes 213 extending in the horizontal direction, a plurality of connecting anchors 600 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 600 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 connecting anchor 600 and first and second connecting holes 111 and 213 is filled with grout. That is, the rib beam 210 is anchored between the core tube 100 by the corresponding plurality of connecting anchors 600, 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. 5, a first connection sleeve 1111 is fitted in the first connection hole 111, a second connection sleeve 2131 is fitted in the second connection hole 213, and the connection anchor 600 is inserted into the first connection sleeve 1111 and the second connection sleeve 2131.

Further, as shown in fig. 5, in order to enhance the structural stability of the second connecting sleeve 2131, a sleeve end reinforcing rib 700 is further disposed in the rib 200, one end of the sleeve end reinforcing rib 700 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 700 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. 14, the core barrel 100 includes a core barrel body 110 and a bracket 120, the core barrel body 110 is ring-shaped, the rib 200 is rigidly connected to the core barrel body 110, the bracket 120 is connected to the top inner circumferential surface of the core barrel body 110 and extends inward, and the bracket 120 forms a structure protruding inward with respect to the top inner circumferential surface of the core barrel body 110. The bracket 120 is provided with a plurality of prestressing holes 121 penetrating the bracket 120 in the vertical direction, and the prestressing holes 121 are used for penetrating prestressing 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 121 on the bracket parts 120 from top to bottom and are anchored at the bottoms of the bracket parts 120, and the bracket parts 120 and the core tube body 110 are integrally prefabricated.

Further, as shown in fig. 14, the bottom of the core tube body 110 forms an inwardly protruding abutment 112, so as to increase the contact area between the core tube 100 and the bearing plate 220, and further improve the structural stability of the core tube 100.

Further, in order to enhance the overall structural strength of the core tube 100, the core tube 100 further includes a plurality of support columns (not shown in the figure), the plurality of support columns are disposed on the inner side of the core tube body 110 along the circumferential direction of the core tube body 110 at intervals, the bottom ends of the support columns are supported on the bearing platform 220, the top ends of the support columns are propped against the bottom of the bracket 120, the support columns 140 are used for supporting the bracket 120, and the support columns are integrally prefabricated with the core tube body 110.

In some embodiments, as shown in fig. 1-3, 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, 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.

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. 14, the core tube 100 includes two semicircular structures, and the two semicircular structures are spliced to form a cylindrical core tube 100. As shown in fig. 14, a plurality of dowel holes 130 for dowel bars are provided on both end surfaces of each semicircular structure. The two semicircular structures are spliced into the complete core barrel 100 using the dowel 140. Specifically, a portion of the dowel 140 is fitted in the dowel hole 130 of one of the semicircle structures, another portion is fitted in the dowel hole 130 of the other semicircle structure, and grouting is performed into the dowel hole 130 to achieve stable connection of the two semicircle structures.

Specifically, the joint rib 140 includes a tube portion 141 and a plurality of wing plates 142, and the wing plates 142 are disposed outside the tube 141 and connected to the outer circumferential surface of the tube 141. In the embodiment shown in fig. 15, the joint rib 140 includes four wings 142, the four wings 142 being disposed at intervals around the circumference of the insertion tube portion 141 and connected to the outer circumferential surface of the insertion tube portion 141, the wings 142 extending radially outwardly of the insertion tube portion 141. As shown in fig. 14, the shape of the dowel hole 131 is adapted to the shape of the dowel 140. The friction force of the dowel 140 is increased by the wing plates 142, so that the connection relationship between the sheet-shaped structures of the core tube 100 is firmer, and the structural stability of the core tube 100 is improved.

In some embodiments, as shown in FIG. 1, the modular tower foundation further comprises a plurality of piles 400, the piles 400 being buried downwardly. Wherein the prefabricated panel 300 is connected to the top of at least one pile 400 and/or the rib 200 is connected to the top of at least one pile 400. That is, in some embodiments, the tops of the piles 400 are connected to the prefabricated panel 300, in other embodiments, the tops of the piles 400 are connected to the ribs 200, and in other embodiments, as shown in fig. 4, the tops of one portion of the piles 400 are connected to the prefabricated panel 300, and the tops of the other portion are connected to the ribs 200.

The arrangement of the piles 400 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 400 can be used for resisting the collapse effect caused by larger bending moment. As the tower height and structural dimensions increase, so does the gravity base size, but the use of a modular tower base provided with several piles 400 may further reduce the tower base geometry while still meeting structural stress performance requirements.

In some embodiments, the connection between the top of the pile 400 and the prefabricated panel 300 is achieved using an anchoring process. As shown in fig. 13, the top of the pile 400 is provided with an embedment anchor 410. As shown in fig. 11 and 12, the prefabricated panel 300 is provided with a first anchor groove 330 and a first anchor pad 340 provided in the first anchor groove 330, the first anchor pad 340 being pre-buried during the preparation of the prefabricated panel 300, and when the pile 400 is anchored to the prefabricated panel 300, the pre-buried anchor 410 of the pile 400 is anchored in the first anchor groove 330 after passing through the first anchor pad 340. Backfill may be used to fill the first anchor slot 330 after anchoring.

In some embodiments, the top of the pile 400 is connected to the rib 200 using an anchoring process, as shown in fig. 13, and the top of the pile 400 is provided with an embedded anchor 410. As shown in fig. 8 and 9, the rib 200 is provided with a second anchor groove 230 and a second anchor pad 240 provided in the second anchor groove 230, the second anchor pad 240 being pre-buried during the prefabrication of the rib 200. In the embodiment shown in fig. 8 and 9, the second anchor grooves 230 are provided on the deck plate 220. When the pile 400 is anchored to the deck plate 220, the embedded anchor bolts 410 of the pile 400 pass through the second anchor plate 240 and are anchored in the second anchor grooves 230. Backfill may be used to fill the second anchor slot 230 after anchoring.

The construction method corresponding to the modularized tower foundation of the embodiment further comprises the following steps:

before the rib 200 is disposed in step 100, a plurality of piles 400 are buried in the ground, and the tops of the piles 400 are connected to the rib 200 in the step of disposing the rib 200, or the tops of the piles 400 are connected to the prefabricated panel 300 in the step of disposing the prefabricated panel 300.

Preferably, the bottom of the pile 400 has a pointed structure, making it easier to embed the pile 400 into the ground.

In some embodiments, the foundation includes a mat 500, the mat 500 being laid on the foundation, the ribs 200 and the prefabricated panels 300 being each abutted against the upper surface of the mat 500, and the mat 500 being a part of the foundation for carrying the core tube 100, the ribs 200 and the prefabricated panels 300.

Alternatively, the bedding 500 is a crushed stone bedding or a soil layer meeting the load-bearing capacity requirement, or is a cast-in-place concrete layer.

Further, in some embodiments, the method of constructing a modular tower foundation further comprises:

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

The modular tower foundation and the construction method thereof according to the specific embodiment provided by the present utility model are described below with reference to fig. 1 to 15.

As shown in fig. 1, the modular tower foundation includes a core 100, a plurality of ribs 200, a plurality of prefabricated panels 300, a mat 500, and a plurality of piles 400. The core tube 100, the ribs 200, and the prefabricated panels 300 are all prefabricated structures. The rib 200 includes a rib beam 210 and a socket plate 220.

The mat 500 is laid on the foundation, the ribs 200 and the precast slabs 300 are provided on the mat 500, the rib beams 210 of the plurality of ribs 200 are arranged at intervals around the circumference of the core tube 100 and extend in the radial direction of the core tube 100, and the bottom of the core tube 100 is abutted against the upper surfaces of the cap plates 220 of the plurality of ribs 200. The rib beam 210 and the core tube 100 are rigidly connected through a plurality of horizontal anchors, and the bearing platform 220 and the core tube 100 are fixedly connected through a plurality of vertically arranged dowel bars.

A prefabricated panel 300 is provided between two ribs 200 adjacent in the circumferential direction of the core tube 100, a plurality of prefabricated panels 300 and a plurality of deck plates 220 are alternately provided in the circumferential direction of the core tube 100, the deck plates 220 include a deck plate body 221 and deck plate stirrups 222, the deck plate stirrups 222 protrude from the side surfaces of the deck plate body 221, the prefabricated panels 300 include prefabricated panel bodies 310 and prefabricated panel stirrups 320, and the prefabricated panel stirrups 320 protrude from the side surfaces of the prefabricated panel bodies 310. The deck stirrup 222 and the prefabricated panel stirrup 320 are disposed crosswise in the seams of the deck body 221 and the prefabricated panel body 310. The connection between the prefabricated panels 300 and the adjacent deck plates 220 in this embodiment is achieved by grouting the deck plate stirrups 222 and the prefabricated panel stirrups 320. Optionally, reinforcement cages may be further disposed inside the rib beam 210, the bearing platform plate body 221 and the prefabricated plate body 310, so as to further enhance the stress performance.

The top of a part of the plurality of piles 400 is connected to the prefabricated panel 300, and the top of the remaining piles 400 is connected to the deck 220 of the rib 200.

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

The construction method of the modularized tower foundation provided by the embodiment specifically comprises the following steps:

step 1: determining the number and positions of piles 400 according to design requirements, burying the piles, burying most of the structures of the piles 400 under the foundation, and positioning the tops of the piles 400 above the foundation;

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

step 3: a rib 200 is arranged above the cushion layer 500, and the top of a part of piles 400 is connected with a bearing platform 220 of the rib 200;

step 4: placing the core tube 100 above the bearing plates 220 of the ribs 200 and positioning the core tube 100 on the inner side of the rib beams 210, wherein the bottom of the core tube 100 is propped against the top of the bearing plates 220, the rib beams 210 and the core tube 100 are rigidly connected by adopting a horizontal anchor bolt, and the core tube 100 and the bearing plates 220 can be connected by adopting a dry method such as an anchor bolt connection or a wet method such as a dowel bar grouting method;

step 5: placing prefabricated panels 300 between adjacent two ribs 200 in sequence, connecting the tops of the remaining piles 400 with the corresponding prefabricated panels 300;

step 6: grouting the bearing platform plate stirrup 222 and the precast slab stirrup 320 to fix the bearing platform plate 220 and the adjacent precast slab 300 to each other;

step 7: backfill construction is performed on the ribs 200 and the prefabricated panels 300, and a backfill layer covers the ribs 200 and the prefabricated panels 300.

As an example, as shown in fig. 11, three piles 400 are connected to each prefabricated panel 300, and one pile 400 is connected to each deck 220. The piles 400 are arranged in three layers from inside to outside, the outermost ring is provided with 24 piles 400, the compression characteristic value is larger than 2300kN, and the tensile bearing capacity characteristic value is larger than 950kN. The intermediate ring is provided with 12 piles 400, 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 12 piles 400, the compression characteristic value is larger than 2550kN, and the tensile bearing capacity characteristic value is larger than 350kN. Of course, in other alternative embodiments, the distribution and number of piles 400 may be other.

The modular tower section of thick bamboo foundation of this embodiment is equipped with prefabricated core section of thick bamboo for link to each other with tower section of thick bamboo bottom tube coupling and anchor tower section of thick bamboo prestressing force end, be provided with prefabricated rib, the effect is for providing the atress support for core section of thick bamboo, be provided with the prefabricated plate and be used for linking to each other with the rib in order to constitute whole atress structure, the prefabricated plate still is used for linking to each other with the stake of below. The embodiment solves the problems that the installation of the steel bars and the templates of the cast-in-situ foundation is time-consuming and labor-consuming, the casting difficulty is high, and the like. If the site foundation is soft soil or the bearing capacity of the foundation is low, the pile foundation 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 modularized tower foundation has the advantages of simple structure, convenient site construction, high precision and flatness at the joint of the modularized tower foundation and the tower, high production efficiency and lower cost due to the fact that most of components are prefabricated in batches, and meanwhile, the prefabricated components are small in size and convenient to transport.

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 modular tower foundation comprising:

The core tube is a prefabricated core tube, is vertically arranged and is used for being connected with a tube joint at the bottom of the upper tower tube;

a plurality of ribs, which are prefabricated ribs, are arranged around the core tube in the circumferential direction of the core tube, are rigidly connected with the core tube and are used for supporting the core tube on the outer side of the core tube, and the bottom of the core tube is supported on the ribs so that the ribs are also used for bearing vertical loads;

the prefabricated plates are arranged on the outer side of the core tube, the prefabricated plates are arranged between two adjacent ribs in the circumferential direction of the core tube, the bottoms of the ribs and the bottoms of the prefabricated plates are supported on foundation and are connected with each other in the circumferential direction of the core tube.

2. The modular tower foundation of claim 1, wherein the ribs comprise vertically disposed rib beams and horizontally disposed deck plates, the bottoms of the rib beams are connected to the tops of the deck plates, the rib beams are rigidly connected to the core tube, the bottoms of the core tube are abutted to the tops of the plurality of deck plates, and the precast slabs are connected to the deck plates of the adjacent two ribs.

3. The modular tower foundation of claim 2, wherein,

the precast slab comprises a precast slab body and a plurality of precast slab stirrups, one part of the precast slab stirrups is pre-buried in the precast slab body, and the other part of the precast slab stirrups extends from the side surface of the precast slab body to the direction of the adjacent bearing plate;

the bearing platform plate comprises a bearing platform plate body and a plurality of bearing platform plate stirrups, one part of the bearing platform plate stirrups is pre-buried in the bearing platform plate body, the other part of the bearing platform plate stirrups extends from the side face of the bearing platform plate body to the direction of the adjacent precast slab and is distributed in a crossing manner with the precast slab stirrups, and grouting is conducted on the precast slab stirrups and the bearing platform plate stirrups so as to enable the precast slab to be connected with the bearing platform plate.

4. A modular tower foundation according to claim 2, wherein the precast slab is provided with at least one first duct extending therethrough in the circumferential direction of the core barrel, the deck slab is provided with at least one second duct extending therethrough in the circumferential direction of the core barrel, and the first duct and the second duct are arranged opposite to each other in the circumferential direction of the core barrel for inserting circumferential prestressed reinforcement to connect a plurality of the deck slabs and a plurality of the precast slabs.

5. The modular tower foundation of claim 2, wherein,

at least part of the rib beam gradually decreases in height away from the core tube;

and/or the rib beam 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.

6. A modular tower foundation according to any of claims 1-5, wherein the core tube comprises a core tube body and a bracket, the core tube body is annular, the ribs are 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 arranged on 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. A modular tower foundation according to any of claims 1-5, comprising a plurality of piles, said piles being buried downwardly;

wherein the prefabricated panels are connected to the top of at least one of the piles and/or the ribs are connected to the top of at least one of the piles.

8. The modular tower foundation of claim 7, wherein the top of the pile is provided with a pre-embedded anchor bolt; the precast slab is provided with a first anchor groove and a first anchor backing plate arranged in the first anchor groove, and the embedded anchor bolt of the pile penetrates through the first anchor backing plate and is anchored in the first anchor groove; and/or the rib is provided with a second anchor groove and a second anchor backing plate arranged in the second anchor groove, and the embedded anchor bolt of the pile penetrates through the second anchor backing plate and is anchored in the second anchor groove.

9. A modular tower foundation according to any of the claims 1-5, wherein the ribs extend in the radial direction of the core barrel, wherein the prefabricated panels are arranged between two adjacent ribs in the circumferential direction of the core barrel, and the width of the prefabricated panels in the circumferential direction of the core barrel increases gradually in a direction away from the core barrel.

10. A modular tower foundation according to any of claims 1-5, wherein the foundation comprises a mat layer, the mat layer being laid on the foundation, the ribs and the precast slabs each abutting against an upper surface of the mat layer;

and/or 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.