Prefabricated assembly flange type fan foundation capable of increasing capacity
By using a prefabricated flange-type wind turbine foundation that can be expanded in capacity, and by utilizing a combination structure of outer and inner ring rock anchors, base plate and external prestressed steel strands of the tower, the problem of lack of foundation types in wind farm capacity expansion and renovation has been solved, realizing the capacity expansion and renovation of wind turbine foundations, which has high economic value and social benefits.
Patent Information
- Application Number
- CN202520442861.9
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2025-03-14
- Publication Date
- 2026-01-30
- Estimated Expiration
- 2035-03-14
AI Technical Summary
The lack of existing wind turbine foundation types that can be scaled up makes it difficult to upgrade wind farms.
The wind turbine foundation adopts a prefabricated flange-type structure that can be expanded in capacity, including an outer and inner ring of rock anchors, a base plate, a conical wall panel, and a prestressed steel strand outside the tower. The foundation capacity is expanded by using self-locking anchors with enlarged holes and CFG composite foundation piles.
It fulfills the need for capacity expansion and renovation of wind turbine foundations, has high economic value and social benefits, and meets the increased wind turbine load requirements.
Smart Images
Figure CN223853379U_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The utility model belongs to the field of structure engineering, and relates to a novel wind power foundation form, in particular to a flange type wind turbine foundation capable of increasing capacity. BACKGROUND
[0002] Currently, in the process of capacity expansion and reconstruction of a wind power field, a new wind power foundation is usually needed to adapt to the increased wind turbine load. CONTENT OF THE UTILITY MODEL
[0003] The utility model solves the technical problem of how to solve the problem of capacity expansion of the existing wind turbine foundation and provides a flange type wind turbine foundation capable of increasing capacity.
[0004] To solve the above problems, the utility model is implemented by the following technical scheme:
[0005] The flange type wind turbine foundation capable of increasing capacity comprises outer circle rock anchors and inner circle rock anchors, wherein the inner circle rock anchors are newly added rock anchors; the outer circle rock anchors are arranged in outer circle foundation piles, and the inner circle rock anchors are arranged in inner circle foundation piles.
[0006] The top of the outer circle rock anchors and the inner circle rock anchors is jointly supported by a bottom plate, the top of the bottom plate is provided with a lower conical wall plate, the top of the lower conical wall plate is provided with an upper conical wall plate, the top of the upper conical wall plate is provided with a wind turbine foundation cast-in-place section, and a wind turbine concrete tower barrel is fixed on the wind turbine foundation cast-in-place section; a tower barrel outer prestressed steel bundle is arranged in the wind turbine concrete tower barrel, the tower barrel outer prestressed steel bundle is fixed on a tower barrel outer prestressed steel bundle anchoring ring plate, and the tower barrel outer prestressed steel bundle anchoring ring plate is arranged on the inner side of the upper part of the lower conical wall plate.
[0007] The upper conical wall plate and the upper rib plate jointly form an upper prefabricated part; the tower barrel outer prestressed steel bundle anchoring ring plate, the lower conical wall plate, the bottom plate and the lower rib plate jointly form a lower prefabricated part.
[0008] The outer circle rock anchors and the inner circle rock anchors are both provided with lower anchor heads and anchors, wherein the lower anchor heads are arranged at the place of medium weathered and above intensity rock layers, and the anchors are arranged at the foundation bearing stratum.
[0009] The outer circle rock anchors and the inner circle rock anchors both adopt hole expansion self-locking anchors, a circle of hole expansion self-locking anchors is arranged on the plane of the bottom plate close to the outer edge side, 1-3 hole expansion self-locking anchors are arranged between every two lower rib plates; meanwhile, rock anchor holes are reserved at equal angles within the range of 1000-2000 mm from the outer circle rock anchors.
[0010] The outer circle foundation piles and the inner circle foundation piles are both CFG composite foundation piles.
[0011] The lower prefabricated parts are arranged at equal intervals, and one lower prefabricated part is arranged at an angle of 15-24 degrees, and adjacent lower prefabricated parts are connected through wet joints, and each lower prefabricated part is composed of a tower cylinder outer prestressed steel beam anchoring ring plate, a lower conical wall plate, a bottom plate and a lower rib plate; wherein, the lower conical wall plate is provided with a lower rib plate on the outer side, and the thickness of the lower conical wall plate is 300-700mm; the thickness of the lower rib plate is 300-700mm; the thickness of the bottom plate is 400-800mm; and the thickness of the tower cylinder outer prestressed steel beam anchoring ring plate is 600-1200mm.
[0012] The upper prefabricated part is composed of an upper conical wall plate with a thickness of 400-800mm and an upper rib plate with a thickness of 300-700mm, and the upper rib plate is located on the inner side of the upper conical wall plate.
[0013] A fan foundation cushion layer is arranged on the lower part of the bottom plate.
[0014] The fan foundation cast-in-place section is located at the uppermost end and has a height of 300-600mm.
[0015] Compared with the prior art, the utility model has the following beneficial effects: the utility model provides a novel flange type fan foundation type with capacity expansion, which only needs to be appropriately transformed and reinforced to meet the demand of fan capacity expansion transformation, and has very high economic value and social benefits. BRIEF DESCRIPTION OF DRAWINGS
[0016] Figure 1 is a flange type wind power foundation elevation view;
[0017] Figure 2 is a flange type wind power foundation plan view type I;
[0018] Figure 3 is a flange type wind power foundation plan view type II;
[0019] Figure 4 is a flange type wind power foundation elevation view, and represents the arrangement section of the bottom plate ring direction post-tensioned prestressed steel bars. DETAILED DESCRIPTION
[0020] The technical solutions in the embodiments of the utility model will be clearly and completely described below with reference to the drawings in the embodiments of the utility model, and obviously, the described embodiments are only part of the embodiments of the utility model, rather than all the embodiments. Based on the embodiments in the utility model, all other embodiments obtained by those skilled in the art without creative labor fall within the protection scope of the utility model.
[0021] 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.
[0022] like Figure 1 As shown, this is a prefabricated flange-type wind turbine foundation with expandable capacity. The diagram is a half-sectional view, and 1 represents the centerline of the wind turbine foundation. Specifically, the foundation includes an outer ring of rock anchors 8 and an inner ring of rock anchors 18, with the inner ring of rock anchors 18 being newly added rock anchors. The outer ring of rock anchors 8 is installed within the outer ring of foundation piles 19, and the inner ring of rock anchors 18 is installed within the inner ring of foundation piles 20. Both the outer ring of rock anchors 8 and the inner ring of rock anchors 18 are equipped with lower anchor heads and anchor rods. The lower anchor heads are located in the moderately weathered or stronger rock stratum 10, and the anchor rods are located in the foundation bearing stratum 9.
[0023] The outer ring rock anchors 8 and the inner ring rock anchors 18 are supported by a base plate 13. A lower conical wall plate 12 is installed on top of the base plate 13, and an upper conical wall plate 15 is installed on top of the lower conical wall plate 12. A cast-in-place section 4 of the wind turbine foundation is installed on top of the upper conical wall plate 15. The wind turbine concrete tower 2 is fixed on the cast-in-place section 4 of the wind turbine foundation. An external prestressed steel strand 3 is installed inside the wind turbine concrete tower 2. The external prestressed steel strand 3 is fixed on the external prestressed steel strand anchoring ring plate 11. The external prestressed steel strand anchoring ring plate 11 is located on the upper inner side of the lower conical wall plate 12.
[0024] It should be noted that the upper conical wall plate 15 and the upper rib plate 16 together constitute the upper precast component 5. The tower external prestressed steel strand anchoring ring plate 11, the lower conical wall plate 12, the bottom plate 13 and the lower rib plate 14 together constitute the lower precast component 6.
[0025] Furthermore, both the outer ring rock anchors 8 and the inner ring rock anchors 18 mentioned above are enlarged hole self-locking anchors. A ring of anchors is set on the bottom plate 13 near the outer edge, and they are arranged at equal angles according to the arrangement of the lower ribs 14. 1 to 3 anchors are arranged between every two lower ribs 14. At the same time, rock anchor holes are reserved at equal angles in the range of about 1000 to 2000 mm from the outer ring rock anchors 8 to facilitate future capacity expansion and modification.
[0026] Further, the outer circle foundation pile 19 and the inner circle foundation pile 20 are both CFG composite foundation piles. The CFG pile is only one form of foundation treatment, and the actual foundation treatment mode includes but is not limited to the CFG pile, and can also be a cast-in-situ pile or the like. According to the setting of the anchor rod, the outer circle foundation pile 19 is arranged close to the outer edge side of the bottom plate 13, and can be temporarily not arranged when the early-stage foundation bearing capacity meets the requirements, and is added when the foundation bearing capacity needs to be improved in the later-stage capacity expansion reconstruction.
[0027] Further, the lower prefabricated parts 6 are arranged at equal intervals, and one lower prefabricated part 6 is arranged at about 15°-24°, and the adjacent lower prefabricated parts 6 are connected by a wet joint 17. Each lower prefabricated part 6 is composed of a tower barrel outer prestressed steel beam anchoring ring plate 11, a lower conical wall plate 12, a bottom plate 13 and a lower rib plate 14. The lower conical wall plate 12 is provided with a lower rib plate 14 on the outer side, and the thickness of the lower conical wall plate 12 is 300-700 mm. The thickness of the lower rib plate 14 is 300-700 mm. The thickness of the bottom plate 13 is 400-800 mm. The thickness of the tower barrel outer prestressed steel beam anchoring ring plate 11 is 600-1200 mm.
[0028] During construction, the bottom plate 13 and the lower rib plate 14 are mixedly reinforced by ordinary steel bars and radial pre-tensioning method spiral reinforcement, and the positions of the rock anchor and the CFG composite foundation pile hole are avoided from the position of the pre-tensioning method steel bar. In principle, the bottom plate 13 is ring-shaped and uses ordinary steel bars, and U-shaped bars are arranged at the wet joint 17 to pull and connect each other. Curve-shaped post-tensioned prestressed steel bars can also be considered to be arranged according to the actual engineering needs. In addition, grouting vent holes should be left on the bottom plate 13 for installation and leveling during construction. The above description is to clarify one form of foundation assembly, and the thickness of the component and the interval angle of the single prefabricated part are only experience estimates, and are determined according to the stress condition of the wind turbine foundation in practice.
[0029] Further, the upper prefabricated part 5 is composed of an upper conical wall plate 15 with a thickness of 400-800 mm and an upper rib plate 16 with a thickness of 300-700 mm, and the upper rib plate 16 is located on the inner side of the upper conical wall plate 15.
[0030] The steel bars between the upper prefabricated part 5 and the lower prefabricated part 6 are connected by sleeves. The above description is to clarify one form of foundation assembly, and the thickness of the component is only an experience estimate, and is determined according to the stress condition of the wind turbine foundation in practice.
[0031] Further, a wind turbine foundation cushion layer 7 is arranged at the lower part of the bottom plate 13.
[0032] Further, the wind turbine foundation cast-in-situ section 4 is located at the uppermost end, and is about 300-600 mm high, and is used to support the wind turbine concrete tower barrel 2. The above description is to clarify one form of foundation assembly, and the height of the wind turbine foundation cast-in-situ section 4 is only an experience estimate, and is determined according to the stress condition of the wind turbine foundation in practice.
[0033] AsFigure 1 , Figure 2 and Figure 3 As shown, the foundation construction method for expandable prefabricated flange-type wind turbines can be implemented according to the following steps:
[0034] The first working condition: the foundation of the newly built wind turbine is a natural foundation, and after the capacity expansion and renovation, CFG composite foundation piles and anchor rods are added to the foundation.
[0035] When constructing a new wind turbine foundation for the first type of working condition, follow these steps:
[0036] Step 1: Excavate the foundation pit for the wind turbine and pour the foundation pad 7;
[0037] Step 2: Hoist the lower precast component 6 into place, and level the bottom plate 13 by grouting through the reserved grouting holes in the bottom plate;
[0038] Step 3: Construct the outer ring rock anchors 8 through the pre-drilled rock anchor holes in the lower precast component 6;
[0039] Step 4: Construct the wet joint 17 between adjacent lower precast components 6 to connect the adjacent lower precast components 6 into a whole;
[0040] Step 5: Install the upper precast component 5 into the corresponding position of the lower precast component 6. The reinforcing bars between the upper precast component 5 and the lower precast component 6 are connected by sleeve grouting.
[0041] Step Six: Pour the cast-in-place section 4 of the fan foundation;
[0042] Step 7: Install the concrete tower 2 of the wind turbine and anchor the external prestressed steel strands 3 of the tower to the external prestressed steel strand anchoring ring plate 11.
[0043] When upgrading or modifying the foundation of the wind turbine for the first type of operating condition, follow these steps:
[0044] Step 1: Remove the upper precast component 5 and above and excavate the foundation soil down to the foundation bottom;
[0045] Step Two: According to Figure 2 The construction includes inner ring foundation piles 20 and outer ring foundation piles 19. The outer ring foundation piles 19 are located at the wet joint 17. The inner ring foundation piles 20 are located between the wet joint 17 and the lower rib plate 14. It should be noted that the CFG planar layout proposed in this utility model is only schematic and should be adjusted appropriately according to the actual project conditions.
[0046] Step 3: Construct the inner ring rock anchor 18 through the inner ring anchor hole reserved at the wet joint 17 position; the inner ring rock anchor 18 can be adjusted to be combined with the inner ring foundation pile 20 according to the calculation needs, that is, the inner ring rock anchor 18 is set in the center of the inner ring foundation pile 20.
[0047] Step four: replace the upper prefabricated part 5 as a prefabricated part required for installation of the tower cylinder of the wind turbine after capacity expansion and reconstruction;
[0048] Step five: backfill earthwork and construct the upper concrete tower cylinder 2 of the wind turbine.
[0049] The second working condition: CFG piles are arranged for the newly-built wind turbine foundation, and anchor rods are added to the foundation after capacity expansion and reconstruction
[0050] The second working condition: the newly-built wind turbine foundation is operated according to the following steps:
[0051] Step one: excavate the foundation pit of the wind turbine foundation, and arrange the outer circle foundation pile 19 and the inner circle foundation pile 20 according to Figure 3 It should be noted that the CFG plane arrangement in the utility model is only for illustration, and should be adjusted according to the engineering condition;
[0052] Step two: arrange and pour the wind turbine foundation cushion layer 7;
[0053] Step three: hoist and position the lower prefabricated part 6, and grout and level the bottom plate 13 through the bottom plate reserved grouting hole;
[0054] Step four: construct the outer circle rock anchor rod 8 through the lower prefabricated part 6 reserved rock anchor rod hole;
[0055] Step five: construct the wet joint between the lower prefabricated parts 6, and connect the lower prefabricated parts 6 into a whole;
[0056] Step six: install the upper prefabricated part 5 to the corresponding position of the lower prefabricated part 6, and connect the reinforcing steel bars between the upper prefabricated part 5 and the lower prefabricated part 6 through sleeve grouting;
[0057] Step seven: pour the wind turbine foundation cast-in-place section 4;
[0058] Step eight: install the concrete tower cylinder 2 of the wind turbine, and anchor the tower cylinder outer prestressed steel bar 3 to the tower cylinder outer prestressed steel bar anchoring ring plate 11.
[0059] The second working condition: the newly-built wind turbine foundation is operated according to the following steps:
[0060] Step one: remove the upper prefabricated part 5 and the upper part, and excavate the foundation earthwork to the foundation bottom;
[0061] Step two: construct the inner circle rock anchor rod 18 according to Figure 3 It should be noted that the CFG plane arrangement in the utility model is only for illustration, and should be adjusted according to the engineering condition;
[0062] Step three: replace the upper prefabricated part 5 as a prefabricated part required for installation of the tower cylinder of the wind turbine after capacity expansion and reconstruction;
[0063] Step four: backfill earthwork and construct the upper concrete tower cylinder 2 of the wind turbine.
[0064] It should be noted that in principle, the bottom plate ring is made of ordinary steel bars, and U-shaped bars are arranged at the wet joints to pull each other, and the bottom plate ring can also be provided with a curve type prestressed steel bar 21 as shown in the figure. Figure 4 The bottom plate ring post-tensioning curve type prestressed steel bar 21 is anchored on a bottom plate ring post-tensioning curve type prestressed steel bar anchoring tooth block 22, which is arranged away from the lower rib plate 14, to ensure the need of bending and anchoring of the prestressed steel bar from the bottom of the bottom plate upwards.
[0065] The above is only the preferred embodiment of the present application, and it should be noted that for those skilled in the art, without departing from the overall concept of the present application, some changes and improvements can be made, which should also be considered as the protection range of the present application.
Claims
1. A loadable precast fabricated flanged fan foundation characterized by: The outer circle rock anchor (8) is arranged in the outer circle foundation pile (19), and the inner circle rock anchor (18) is arranged in the inner circle foundation pile (20); The top of the outer circle rock anchor (8) and the inner circle rock anchor (18) is jointly supported by a bottom plate (13), the top of the bottom plate (13) is provided with a lower conical wall plate (12), the top of the lower conical wall plate (12) is provided with an upper conical wall plate (15), the top of the upper conical wall plate (15) is provided with a fan foundation cast-in-place section (4), and a fan concrete tower barrel (2) is fixed on the fan foundation cast-in-place section (4); a tower barrel body outer prestressed steel bar (3) is arranged in the fan concrete tower barrel (2), the tower barrel body outer prestressed steel bar (3) is fixed on a tower barrel body outer prestressed steel bar anchoring ring plate (11), and the tower barrel body outer prestressed steel bar anchoring ring plate (11) is arranged on the inner side of the upper part of the lower conical wall plate (12); The upper conical wall plate (15) and the upper rib plate (16) jointly constitute an upper prefabricated part (5); and the tower barrel body outer prestressed steel bar anchoring ring plate (11), the lower conical wall plate (12), the bottom plate (13) and the lower rib plate (14) jointly constitute a lower prefabricated part (6).
2. The upsizeable pre-fabricated flanged fan base as claimed in claim 1, wherein: The outer circle rock anchor (8) and the inner circle rock anchor (18) are both provided with lower anchor heads and anchor rods, the lower anchor heads are arranged at the medium weathered and above intensity rock stratum (10), and the anchor rods are arranged at the foundation bearing stratum (9).
3. The expandable precast fit-up flanged fan foundation of claim 1, wherein: The outer circle rock anchor (8) and the inner circle rock anchor (18) are both expanded hole self-locking anchor rods, the expanded hole self-locking anchor rods are arranged in a circle on the bottom plate (13) near the outer edge side, and 1-3 expanded hole self-locking anchor rods are arranged between every two lower rib plates (14); meanwhile, rock anchor holes are reserved at equal angles within the range of 1000-2000 mm from the outer circle rock anchor (8).
4. The upsizeable pre-fabricated approach flange type fan foundation as claimed in claim 1 wherein: The outer circle foundation pile (19) and the inner circle foundation pile (20) are both CFG composite foundation piles.
5. The upsizeable pre-fabricated approach flange type fan foundation as claimed in claim 1 wherein: The lower prefabricated parts (6) are arranged at equal intervals, one lower prefabricated part (6) is arranged at every 15-24 angle, adjacent lower prefabricated parts (6) are connected through wet joints (17), and each lower prefabricated part (6) is composed of the tower barrel body outer prestressed steel bar anchoring ring plate (11), the lower conical wall plate (12), the bottom plate (13) and the lower rib plate (14); the outer side of the lower conical wall plate (12) is provided with the lower rib plate (14), the thickness of the lower conical wall plate (12) is 300-700 mm, the thickness of the lower rib plate (14) is 300-700 mm, the thickness of the bottom plate (13) is 400-800 mm, and the thickness of the tower barrel body outer prestressed steel bar anchoring ring plate (11) is 600-1200 mm.
6. The upsizeable pre-fabricated flanged fan base as claimed in claim 1, wherein: The upper prefabricated part (5) is composed of the upper conical wall plate (15) with a thickness of 400-800 mm and the upper rib plate (16) with a thickness of 300-700 mm, and the upper rib plate (16) is located on the inner side of the upper conical wall plate (15).
7. The upsizeable pre-fabricated flanged fan base as claimed in claim 1, wherein: The fan foundation cushion layer (7) is arranged on the lower part of the bottom plate (13).
8. The upsizeable pre-fabricated approach flange type fan foundation as claimed in claim 1 wherein: The fan foundation cast-in-place section (4) is located at the uppermost end and has a height of 300-600 mm.