Prefabricated and assembled prestressed fan concrete tower drum capable of increasing capacity

Abstract

A capacity-increasing prefabricated prestressed fan concrete tower drum comprises a tower drum foundation, and a concrete wind power tower drum is arranged on the tower drum foundation. A vertical buttress is arranged on the outer side of the concrete wind power tower drum, and the bottom of the vertical buttress is arranged on the tower drum foundation through a foundation post-planting shear-resistant stud; pVC sleeves are reserved in the positions, corresponding to the foundation post-planted shear-resistant studs, of the vertical buttress columns, the inner diameters of the PVC sleeves are slightly larger than the diameters of the foundation post-planted shear-resistant studs, and gaps between the foundation post-planted shear-resistant studs and the PVC sleeves are filled with filler. The utility model provides a novel capacity-increasing prefabricated prestressed fan concrete tower drum, which can meet the requirements of capacity increasing and transformation of a fan only by properly transforming and reinforcing an original tower drum, and has extremely high economic value and social benefit.

Description

Technical Field

[0001] This utility model belongs to the field of structural engineering, specifically relating to a precast prestressed wind turbine concrete tower with expandable capacity. Background Technology

[0002] Currently, during the capacity expansion and renovation of wind farms, it is usually necessary to construct new wind turbine foundations to accommodate the increased turbine load. However, in existing technology, there are no wind turbine towers that can be expanded to accommodate this increased capacity. Utility Model Content

[0003] The technical problem to be solved by this utility model is: how to solve the problem of increasing the capacity of the tower. Therefore, this utility model provides a precast prestressed concrete tower for wind turbines that can be increased in capacity.

[0004] To solve the above problems, this utility model is achieved through the following technical solution:

[0005] The precast prestressed concrete tower for wind turbines can be expanded, including a tower foundation, on which a concrete wind turbine tower is installed; vertical buttress columns are installed on the outside of the concrete wind turbine tower, and the bottom of the vertical buttress columns is installed on the tower foundation through post-foundation shear studs; PVC sleeves are reserved at the positions of the vertical buttress columns corresponding to the post-foundation shear studs, the inner diameter of the PVC sleeves is slightly larger than the diameter of the post-foundation shear studs, and the gap between the post-foundation shear studs and the PVC sleeves is filled with filler.

[0006] The vertical buttress columns are provided with pre-reserved grooves at equal intervals along the height direction. Prestressed self-locking anchor rods are installed in the pre-reserved grooves to anchor the vertical buttress columns to the concrete wind turbine tower.

[0007] Multiple circumferential stiffening ribs are installed along the height direction on the vertical buttress column. Structural adhesive is evenly applied between the contact surface of the circumferential stiffening ribs and the tower. The circumferential stiffening ribs are provided with pre-reserved grooves at equal intervals along the circumferential direction. Prestressed self-locking anchor rods for the stiffening ribs are installed in the pre-reserved grooves for the stiffening ribs. The prestressed self-locking anchor rods for the stiffening ribs are used to anchor the circumferential stiffening ribs to the concrete wind turbine tower.

[0008] The spacing between adjacent circumferential stiffening ribs shall not exceed 15m.

[0009] Multiple first circumferential stiffening ribs are provided along the height direction on the vertical buttress column, and wet joints are provided at the intersection of the vertical buttress column and the first circumferential stiffening ribs; and transverse reinforcing bars and longitudinal reinforcing bars of the circumferential stiffening ribs are respectively provided at the first circumferential stiffening ribs, and longitudinal reinforcing bars and transverse reinforcing bars of the buttress column are respectively provided at the vertical buttress column.

[0010] Multiple second circumferential stiffening ribs are provided along the height direction on the vertical buttress column. Cross-shaped connectors are provided at the intersection of the vertical buttress column and the second circumferential stiffening ribs. The cross-shaped connectors are connected to the vertical buttress column and the second circumferential stiffening ribs by U-shaped high-strength bolts.

[0011] Vertical joints are provided inside the concrete wind turbine tower, and external prestressed steel strands are provided on the inner side of the concrete wind turbine tower. The bottom of the external prestressed steel strands is anchored to the tower foundation.

[0012] Concrete wind turbine tower (1) is a regular concrete tower or a prestressed concrete tower.

[0013] The vertical buttress is assembled from multiple main sections, with the top vertical buttress being a variable cross-section vertical buttress.

[0014] Compared with the prior art, the present invention has the following beneficial effects: The present invention proposes a new type of precast prestressed concrete tower for wind turbines with expandable capacity. It only requires appropriate modification and reinforcement of the original tower to meet the needs of wind turbine capacity expansion and has extremely high economic value and social benefits. Attached Figure Description

[0015] Figure 1 This is an elevation view of the precast prestressed concrete tower for expandable wind turbines;

[0016] Figure 2 yes Figure 1 Sectional view of AA in the middle;

[0017] Figure 3 yes Figure 1 Cross-sectional view of the middle section (BB);

[0018] Figure 4 yes Figure 1 BB cross-section view of the newly added circumferential stiffening rib segment and the cross-shaped prefabricated connector;

[0019] Figure 5 This is a detailed plan view of the wet joint construction at the intersection of the newly added vertical buttress column and the newly added circumferential stiffening rib;

[0020] Figure 6 This is a detailed plan view of the cross-shaped prefabricated connector at the intersection of the newly added vertical buttress column and the newly added circumferential stiffening rib;

[0021] Figure 7 This is a detailed side view of the wet joint construction at the intersection of the newly added vertical buttress column and the newly added circumferential stiffening rib;

[0022] Figure 8 This is a detailed side view of the cross-shaped prefabricated connector at the intersection of the newly added vertical buttress column and the newly added circumferential stiffening rib. Detailed Implementation

[0023] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments. Obviously, the described embodiments are only some embodiments of the present utility model, and not all embodiments. Based on the embodiments of the present utility model, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the protection scope of the present utility model.

[0024] In the description of this utility model, it should be understood that the terms "upper", "lower", "front", "rear", "left", "right", "top", "bottom", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this utility model and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this utility model.

[0025] like Figure 1 As shown, the precast prestressed wind turbine concrete tower with capacity expansion includes a tower foundation 23, on which a concrete wind turbine tower 1 is installed. The concrete wind turbine tower 1 is an existing device. A vertical joint 2 is provided inside the concrete wind turbine tower 1, and an external prestressed steel strand 3 is provided on the inner side of the concrete wind turbine tower 1. The bottom of the external prestressed steel strand 3 is anchored to the tower foundation 23.

[0026] This invention features a vertical buttress column 4 installed on the outer side of the concrete wind turbine tower 1. The vertical buttress column 4 is a newly added device, and its bottom is mounted on the tower foundation 23 via post-installed shear studs 24. A PVC sleeve 25 is pre-installed at the position of the post-installed shear stud 24 corresponding to the vertical buttress column 4. The inner diameter of the PVC sleeve 25 is slightly larger than the diameter of the post-installed shear stud 24. The gap between the post-installed shear stud 24 and the PVC sleeve 25 is filled with asphalt mastic filler; no structural adhesive is used for bonding. Before installation, the bottom of the vertical buttress column 4 should be grouted to ensure reliable vertical pressure transmission.

[0027] Furthermore, the concrete wind turbine tower 1 is an existing concrete tower, which can be a conventional concrete tower or a prestressed concrete tower.

[0028] Furthermore, the vertical buttress column 4 is assembled from multiple main sections. During the expansion construction, the vertical buttress column 4 is installed from bottom to top. Before installing the bottom vertical buttress column 4, the foundation should be constructed first, and then shear studs 24 should be installed. The shear studs 24 installed after the foundation is installed are reliably connected to the foundation with structural adhesive.

[0029] The vertical buttress column 4 is prefabricated in the factory. In principle, considering transportation and installation needs, the height of a section of the vertical buttress column 4 is generally no more than 15m. When installing the vertical buttress column 4, structural adhesive is evenly applied between the contact surface with the tower. The vertical buttress column 4 is provided with pre-reserved grooves 14 at equal intervals along the height direction. The pre-stressed self-locking anchor rods 13 are installed in the pre-reserved grooves 14. The pre-stressed self-locking anchor rods 13 are used to anchor the newly added vertical buttress column 4 to the existing concrete wind turbine tower 1. The number of pre-stressed self-locking anchor rods 13 is determined according to the calculation needs, and the calculation should take into account the construction stage analysis.

[0030] like Figure 3 , Figure 4 , Figure 5 , Figure 6 , Figure 7 , Figure 8 As shown, multiple circumferential stiffening ribs are installed along the height direction on the vertical buttress column 4. The newly added circumferential stiffening ribs are prefabricated in the factory. The spacing between adjacent circumferential stiffening ribs is determined in conjunction with the height of each section of the vertical buttress column 4, and is generally no more than 15m. Structural adhesive is evenly applied between the circumferential stiffening ribs and the contact surface 15 of the tower. The circumferential stiffening ribs are provided with stiffening rib reserved grooves 8 at equal intervals along the circumferential direction. Prestressed self-locking anchor rods 6 for stiffening ribs are installed in the reserved grooves 8. The prestressed self-locking anchor rods 6 for stiffening ribs are used to anchor the newly added circumferential stiffening ribs to the concrete wind turbine tower 1.

[0031] At the intersection of the vertical buttress column 4 and the newly added circumferential stiffening rib, two methods can be used for connection: wet joint or cross-shaped prefabricated connector.

[0032] Method 1: For example Figure 5 , Figure 7 As shown, multiple first circumferential stiffening ribs 7 are provided along the height direction on the vertical buttress column 4, and a wet joint 5 is provided at the intersection of the vertical buttress column 4 and the first circumferential stiffening ribs 7; and transverse reinforcing bars 9 and longitudinal reinforcing bars 10 are respectively provided at the first circumferential stiffening ribs 7, and longitudinal reinforcing bars 11 and transverse reinforcing bars 12 are respectively provided at the vertical buttress column 4. In this way, protruding reinforcing bars are reserved at the intersection of the vertical buttress column 4 and the first circumferential stiffening ribs 7. After all the above-mentioned reinforcing bars are mechanically connected to the reserved reinforcing bars at the intersection, the wet joint concrete is poured. Among them, 16 is the contact surface between the first circumferential stiffening ribs 7 and the wet joint 5.

[0033] Method 2: For example Figure 6 , Figure 8As shown, multiple second circumferential stiffening ribs 18 are provided along the height direction on the vertical buttress column 4. A cross-shaped connector 17 is provided at the intersection of the vertical buttress column 4 and the second circumferential stiffening ribs 18. The cross-shaped connector 17 is also prefabricated. Both the cross-shaped connector 17 and the vertical buttress column 4 and the second circumferential stiffening ribs 18 are connected using U-shaped high-strength bolts 20. The cross-shaped connector 17 is connected to the concrete wind turbine tower 1 with structural adhesive and prestressed self-locking anchor bolts. 19 is the contact surface between the second circumferential stiffening ribs 18 and the cross-shaped connector 17.

[0034] Based on the above requirements, the expansion of precast prestressed concrete towers for wind turbines can be carried out by following these steps:

[0035] Step 1: Remove the existing wind turbine head and its accessories.

[0036] Step 2: After the foundation is constructed, shear studs 24 are installed. The shear studs 24 installed after the foundation is constructed are reliably connected to the tower foundation 23 with structural adhesive.

[0037] Step 3: Install the vertical buttress column 4. For the bottom vertical buttress column 4, a PVC sleeve 25 is pre-installed at the position corresponding to the post-installed shear stud 24 in the foundation. The inner diameter of the PVC sleeve 25 is slightly larger than the diameter of the post-installed shear stud 24 in the foundation. The gap between the post-installed shear stud 24 in the foundation and the PVC sleeve 25 is filled with asphalt mastic filler; no structural adhesive is used for connection. Before installing the bottom vertical buttress column 4, the contact surface 26 between the bottom of the vertical buttress column and the tower foundation should be grouted to ensure reliable transmission of vertical pressure. At the same time, structural adhesive is evenly applied to the contact surface between the vertical buttress column 4 and the concrete wind turbine tower 1.

[0038] Step 4: The vertical buttress column 4 has a pre-reserved groove 14. The pre-reserved groove 14 is square. The pre-stressed self-locking anchor rod 13 is installed in the pre-reserved groove 14 to anchor the new buttress column to the concrete wind turbine tower 1. The pre-reserved groove 14 is later sealed and smoothed with high-strength grout.

[0039] Step 5: The vertical buttress column 4 is prefabricated in the factory. In principle, considering transportation and installation needs, the height of a single vertical buttress column 4 is generally no more than 15m. Figure 1 In the middle, 21 is the spacing of the circumferential stiffening ribs; circumferential stiffening ribs are constructed between each vertical buttress column 4 units; structural adhesive is evenly applied between the contact surface of the circumferential stiffening ribs and the tower tube; stiffening rib pre-reserved grooves 8 are reserved at equal intervals along the circumferential direction; prestressed self-locking anchor rods 6 for stiffening ribs are installed in the pre-reserved grooves 8 for anchoring the newly added circumferential stiffening ribs to the concrete wind turbine tower tube 1.

[0040] Step Six: The construction method of adding vertical buttress columns and circumferential stiffening ribs can be connected in two ways: wet joint or cross-shaped prefabricated connectors.

[0041] Step 7: Continue the construction upwards in a cyclical manner following the steps described above; for example... Figure 1 As shown, the top vertical buttress column 4 is a variable cross-section vertical buttress column 22, meaning that the cross-section of the top vertical buttress column 4 has unequal diameters. Depending on the needs, the variable cross-section position of the vertical buttress column 4 is generally located above the circumferential stiffening ribs, and the variable cross-section vertical buttress column 22 is generally not less than one times the diameter of the tower at its location.

[0042] The above description is only a preferred embodiment of the present utility model. It should be noted that those skilled in the art can make several changes and improvements without departing from the overall concept of the present utility model, and these should also be considered within the protection scope of the present utility model.

Claims

1. A precast prestressed concrete tower for wind turbines with expandable capacity, characterized in that: The structure includes a tower foundation (23), on which a concrete wind turbine tower (1) is installed; a vertical buttress column (4) is installed on the outside of the concrete wind turbine tower (1), and the bottom of the vertical buttress column (4) is installed on the tower foundation (23) through a post-foundation shear stud (24); a PVC sleeve (25) is reserved at the position of the post-foundation shear stud (24) of the vertical buttress column (4), the inner diameter of the PVC sleeve (25) is slightly larger than the diameter of the post-foundation shear stud (24), and the gap between the post-foundation shear stud (24) and the PVC sleeve (25) is filled with filler.

2. The precast prestressed concrete tower for an expandable wind turbine according to claim 1, characterized in that: The vertical buttress column (4) is provided with pre-reserved grooves (14) at equal intervals along the height direction. The pre-stressed self-locking anchor rods (13) of the buttress column are provided in the pre-reserved grooves (14) and anchor the vertical buttress column (4) to the concrete wind turbine tower (1).

3. The precast prestressed concrete tower for an expandable wind turbine according to claim 1, characterized in that: Multiple circumferential stiffening ribs are provided along the height direction on the vertical buttress column (4). Structural adhesive is evenly applied between the circumferential stiffening ribs and the contact surface (15) of the tower. The circumferential stiffening ribs are provided with stiffening rib reserved grooves (8) at equal intervals along the circumferential direction. The stiffening ribs are provided with prestressed self-locking anchor rods (6) for stiffening ribs in the prestressed grooves (8). The prestressed self-locking anchor rods (6) for stiffening ribs are used to anchor the circumferential stiffening ribs to the concrete wind turbine tower (1).

4. The expandable precast prestressed wind turbine concrete tower according to claim 3, characterized in that: The spacing between adjacent circumferential stiffening ribs shall not exceed 15m.

5. The expandable precast prestressed wind turbine concrete tower according to claim 3, characterized in that: Multiple first circumferential stiffening ribs (7) are provided along the height direction on the vertical buttress column (4), and wet joints (5) are provided at the intersection of the vertical buttress column (4) and the first circumferential stiffening ribs (7); and circumferential stiffening rib transverse steel bars (9) and circumferential stiffening rib longitudinal steel bars (10) are provided at the first circumferential stiffening ribs (7), and circumferential stiffening rib longitudinal steel bars (11) and circumferential stiffening rib transverse steel bars (12) are provided at the vertical buttress column (4).

6. The precast prestressed concrete tower for an expandable wind turbine according to claim 3, characterized in that: Multiple second circumferential stiffening ribs (18) are provided along the height direction on the vertical buttress column (4). A cross-shaped connector (17) is provided at the intersection of the vertical buttress column (4) and the second circumferential stiffening ribs (18). The cross-shaped connector (17) is connected to the vertical buttress column (4) and the second circumferential stiffening ribs (18) by U-shaped high-strength bolts (20).

7. The precast prestressed concrete tower for an expandable wind turbine according to claim 1, characterized in that: A vertical joint (2) is provided inside the concrete wind turbine tower (1), and an external prestressed steel strand (3) is provided on the inner side of the concrete wind turbine tower (1). The bottom of the external prestressed steel strand (3) is anchored on the tower foundation (23).

8. The precast prestressed concrete tower for an expandable wind turbine according to claim 1, characterized in that: The concrete wind turbine tower (1) is a regular concrete tower or a prestressed concrete tower.

9. The precast prestressed concrete tower for an expandable wind turbine according to claim 1, characterized in that: The vertical buttress (4) is assembled from multiple main sections, and the top vertical buttress (4) is a variable cross-section vertical buttress (22).

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