Offshore wind power multi-pile bearing platform foundation

Abstract

The utility model discloses an offshore wind power multi-pile bearing platform foundation, and belongs to the technical field of wind power new energy. Comprising a bearing platform and a PHC pile, a concrete short column is arranged on the bottom face of the bearing platform, the bottom of the PHC pile penetrates through the concrete short column, and the top of the PHC pile is located in the concrete short column; the PHC piles are high-strength reinforced concrete prestressed pipe piles, and reinforced concrete is arranged in the PHC piles. Stress longitudinal bars and spiral stirrups are arranged in the concrete short columns, the stress longitudinal bars surround the periphery of the PHC pile, and the spiral stirrups are connected to the multiple stress longitudinal bars. The stress longitudinal bars and the longitudinal steel bars in the PHC piles extend into the bearing platform, and the outer portions of the PHC piles are connected with steel hoops. The problem that a PHC pile head is poor in bending moment transmission capacity is solved, the overall rigidity of the structure is improved, and structural displacement is reduced.

Description

Technical Field

[0001] The utility model belongs to the technical field of wind power new energy, and specifically is an offshore wind power multi-pile cap foundation. Background Art

[0002] In recent years, with the rapid development of the new energy industry and the continuous improvement of related technical levels, the installed capacity of domestic offshore wind power has become larger and larger, and the wind farm area has developed from the intertidal zone to the offshore and offshore areas. In order to adapt to different water depths, the wind turbine foundation types have become diversified. For sea areas with a water depth of generally less than 10m, it is suitable for the construction of offshore wind power. For the bearing foundation, the multi-pile foundation is widely used in offshore wind power projects due to its simple construction and economical cost.

[0003] However, compared with the traditional multi-pile cap foundation, the offshore wind power multi-pile cap foundation is only fixed to the top of the pile by the node, there is no soil constraint around the cap, and the clearance under the cap reaches more than 10m, which requires very high safety and reliability of the pile-cap connection node. The head of the traditional PHC pile only extends 100mm into the cap, and the cap is connected to the cap by the reserved steel bars filled in the pile hole. Such a node design transmits pressure and tension safely and reliably, but the ability to transmit bending moment is weak. The weak ability of the node to transmit bending moment will result in the node design being considered only as hinged, and the overall calculation will result in weak overall structural stiffness, and the number of pile foundations needs to be increased to meet the force requirements. Utility Model Content

[0004] The utility model overcomes the shortcomings of the prior art, proposes an offshore wind power multi-pile cap foundation, solves the problem of weak moment transmission capacity of the PHC pile head, and increases the overall rigidity of the structure.

[0005] In order to achieve the above purpose, the utility model is implemented through the following technical solutions.

[0006] An offshore wind power multi-pile cap foundation comprises a cap and a PHC pile, wherein a concrete short column is arranged on the bottom surface of the cap, the bottom of the PHC pile passes through the concrete short column, and the top of the PHC pile is located in the concrete short column; the PHC pile is a high-strength reinforced concrete prestressed pipe pile, and reinforced concrete is arranged in the PHC pile; load-bearing longitudinal reinforcement and spiral stirrups are arranged in the concrete short column, the load-bearing longitudinal reinforcement surrounds the periphery of the PHC pile, and the spiral stirrups are connected to a plurality of load-bearing longitudinal reinforcements; the load-bearing longitudinal reinforcement and the longitudinal reinforcement in the PHC pile all extend into the cap, and the outside of the PHC pile is connected to a steel clamp.

[0007] Furthermore, the diameter of the concrete short column is the diameter of the PHC pile + 500 mm.

[0008] Furthermore, a steel hoop is provided on the top of the PHC pile, and a shear key is provided on the outside of the steel hoop.

[0009] Furthermore, the shear keys are a plurality of steel bars welded to the outside of the steel hoop.

[0010] Furthermore, two steel hoops are connected to the upper and lower parts of the PHC pile.

[0011] Furthermore, the steel clamp is composed of two semicircular clamps connected together, connecting pieces are provided at both ends of the semicircular clamps, connecting pieces are provided with connecting holes, and the two semicircular clamps are connected by high-strength bolts passing through the connecting holes.

[0012] Furthermore, the steel hoop is externally connected with a plurality of reinforcing ribs.

[0013] Furthermore, the spacing between the spiral stirrups is 80 mm.

[0014] The beneficial effects of the utility model compared with the prior art are:

[0015] (1) The utility model effectively combines the concrete short column and the PHC pile through the shear key and the steel clamp, so that the end of the PHC pile can bear a considerable part of the bending moment in addition to the tensile and compressive loads, so that the end of the PHC pile can be considered as consolidated. This measure can increase the bearing capacity of the node, increase the rigidity of the whole structure, reduce the structural displacement, increase the frequency of the whole structure, reduce the project cost and save the construction period.

[0016] (2) The utility model is simple to construct, does not require additional construction tools, does not increase the workload of on-site welding, and the construction quality is safe and reliable.

[0017] (3) The utility model can effectively eliminate excessive errors in pile top elevation by adjusting the length of the short column, thereby facilitating construction error correction. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] Figure 1 It is a cross-sectional view of the offshore wind power multi-pile cap foundation described in the utility model.

[0019] Figure 2 for Figure 1 Section view of the middle AA plane.

[0020] Figure 3 This is a cross-sectional view of the steel clamp.

[0021] Among them, 1 is the base, 2 is the PHC pile, 3 is the concrete short column, 4 is the reinforced concrete, 5 is the load-bearing longitudinal reinforcement, 6 is the spiral stirrup, 7 is the longitudinal reinforcement, 8 is the steel hoop, 9 is the steel sleeve hoop, 10 is the shear key, 11 is the connecting piece, 12 is the connecting hole, 13 is the high-strength bolt, and 14 is the reinforcing rib. DETAILED DESCRIPTION

[0022] In order to make the technical problems, technical solutions and beneficial effects to be solved by the present invention more clearly understood, the present invention is further described in detail in combination with the embodiments and the accompanying drawings. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention. The technical solution of the present invention is described in detail below in combination with the embodiments and the accompanying drawings, but the scope of protection is not limited thereto.

[0023] like Figure 1-3 As shown, this embodiment provides an offshore wind power multi-pile cap foundation, including a cap 1 and a PHC pile 2. A concrete short column 3 is arranged on the bottom surface of the cap 1. The bottom of the PHC pile 2 passes through the concrete short column 3 and is anchored into the ground plane in the sea. The top of the PHC pile 2 is located in the concrete short column 3. The diameter of the concrete short column 3 is the diameter of the PHC pile 2 + 500mm. The PHC pile 2 is a high-strength reinforced concrete prestressed pipe pile, and C45 reinforced concrete 4 is arranged inside the PHC pile 2.

[0024] The concrete short column 3 is provided with a plurality of longitudinal stress-bearing bars 5 and spiral stirrups 6. The longitudinal stress-bearing bars 5 surround the periphery of the PHC pile 2, and a plurality of spiral stirrups 6 are welded to the plurality of longitudinal stress-bearing bars 5; the spiral stirrups 6 are all considered to be 80 mm in the column densification area. The longitudinal stress-bearing bars 5 and the longitudinal steel bars 7 in the PHC pile 2 are all extended into the pedestal 1, and two steel hoops 8 are connected to the upper and lower parts of the PHC pile 2. The steel hoop 8 is composed of two semicircular hoops connected, and a connecting piece 11 is provided at both ends of the semicircular hoop, and a connecting hole 12 is provided on the connecting piece 11. The two semicircular hoops are connected by a high-strength bolt 13 passing through the connecting hole 12. The steel hoop 8 is connected to a plurality of reinforcing ribs 14 on the outside.

[0025] The load-bearing longitudinal reinforcement 5 and spiral stirrup 6 are made of HRB400 grade steel bars, and the steel hoop 8 is made of Q355B steel.

[0026] A steel hoop 9 is provided on the top of the PHC pile 2. To increase the integration of the PHC pile 2 and the concrete short column 3, a shear key 10 is provided on the outside of the steel hoop 9. The shear key 10 is a plurality of steel bars welded on the outside of the steel hoop 9. The welding of the shear key 10 on the outside of the steel hoop 9 can be carried out in the factory to avoid on-site welding work.

[0027] Specific construction method of offshore wind power multi-pile foundation:

[0028] ① The shear key 10 is welded on the top of PHC pile 2 and the pile is sunk;

[0029] ②Measure the pile top elevation. If the pile top elevation error is large, consider adjusting the short column length of the local pile;

[0030] ③ Roughening of the concrete part of the PHC pile 2 head;

[0031] ④ Connect the steel hoop 8 to the pile body through high-strength bolts;

[0032] ⑤ Set up the formwork, put the steel bars in place, and apply the interface agent to the concrete part of the pile head;

[0033] Pouring concrete.

[0034] The utility model effectively combines the concrete short column 3 and the PHC pile 2 through the shear key 10 and the steel hoop 8, so that the pile end of the PHC pile can bear a considerable part of the bending moment in addition to the tensile and compressive loads, so that the pile end of the PHC pile can be considered as consolidated. This measure can increase the bearing capacity of the node, increase the rigidity of the entire structure, reduce the structural displacement, increase the frequency of the entire structure, reduce the project cost, and save the construction period.

[0035] The above content is a further detailed description of the utility model in combination with a specific preferred implementation method. It cannot be determined that the specific implementation methods of the utility model are limited to this. For ordinary technicians in the technical field to which the utility model belongs, they can make several simple deductions or substitutions without departing from the utility model, which should be regarded as belonging to the utility model and the scope of patent protection determined by the submitted claims.

Claims

1. An offshore wind power multi-pile cap foundation, comprising a cap (1) and a PHC pile (2), characterized in that: A concrete short column (3) is arranged on the bottom surface of the cap (1), the bottom of the PHC pile (2) passes through the concrete short column (3), and the top of the PHC pile (2) is located in the concrete short column (3); reinforced concrete (4) is arranged in the PHC pile (2); load-bearing longitudinal reinforcement (5) and spiral stirrups (6) are arranged in the concrete short column (3), the load-bearing longitudinal reinforcement (5) surrounds the outer periphery of the PHC pile (2), and a plurality of spiral stirrups (6) are connected to a plurality of load-bearing longitudinal reinforcements (5); the load-bearing longitudinal reinforcement (5) and the longitudinal reinforcement (7) in the PHC pile (2) all extend into the cap (1), and the outside of the PHC pile (2) is connected to a steel hoop (8).

2. The offshore wind power multi-pile cap foundation according to claim 1, characterized in that: The diameter of the concrete short column (3) is the diameter of the PHC pile (2) + 500 mm.

3. The offshore wind power multi-pile cap foundation according to claim 1, characterized in that: A steel hoop (9) is provided at the top of the PHC pile (2), and a shear key (10) is provided on the outside of the steel hoop (9).

4. The offshore wind power multi-pile cap foundation according to claim 3, characterized in that: The shear keys (10) are a plurality of steel bars welded to the outside of the steel hoop (9).

5. The offshore wind power multi-pile cap foundation according to claim 1, characterized in that: Two steel hoops (8) are connected to the outside of the PHC pile (2) from top to bottom.

6. The offshore wind power multi-pile cap foundation according to claim 5, characterized in that: The steel clamp (8) is composed of two semicircular clamps connected together, with connecting pieces (11) provided at both ends of the semicircular clamps, and connecting holes (12) provided on the connecting pieces (11), and the two semicircular clamps are connected by high-strength bolts (13) passing through the connecting holes (12).

7. The offshore wind power multi-pile cap foundation according to claim 1, characterized in that: The steel hoop (8) is externally connected to a plurality of reinforcing ribs (14).

8. The offshore wind power multi-pile cap foundation according to claim 1, characterized in that: The PHC pile (2) is a high-strength reinforced concrete prestressed pipe pile.

9. The offshore wind power multi-pile cap foundation according to claim 1, characterized in that: The spacing between the spiral stirrups (6) is 80 mm.

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