CN219527722U - Pile structure for offshore photovoltaic power station in ice region - Google Patents

Abstract

The utility model provides a pile structure for an offshore photovoltaic power station in an ice region, which comprises a steel pipe pile and a concrete sleeve, wherein a through hole is arranged in the concrete sleeve in a penetrating way, and the concrete sleeve is sleeved outside the steel pipe pile through the through hole; a pile casing structure is arranged on the inner wall of the through hole, and the pile casing structure is arranged outside the steel pipe pile in a surrounding mode; a space is formed between the inner wall of the through hole and the outer surface of the steel pipe pile, so that the concrete sleeve is in an independent self-sinking state on the steel pipe pile under the action of dead weight; the diameter of the concrete sleeve is larger than that of the steel pipe pile. According to the utility model, the concrete sleeve is arranged outside the steel pipe pile, so that the concrete sleeve can directly bear wave flow transmitted by the pile body of the steel pipe pile and bending moment generated by sea ice load, and the steel pipe pile and the concrete sleeve can be stressed in a combined way.

Description

A pile structure for offshore photovoltaic power stations in ice regions

technical field

The utility model relates to the technical field of offshore photovoltaic power generation, in particular to a pile structure used for offshore photovoltaic power stations in ice regions.

Background technique

my country's onshore photovoltaic power generation has been developed for many years, and many photovoltaic power stations on the road have been built. At the same time, offshore photovoltaics have also developed rapidly, and several offshore photovoltaic power stations have been built in the southeastern coastal areas of my country. However, in some coastal areas, the waves are relatively large, and there is thick sea ice in winter. The horizontal load and horizontal bending moment caused by sea ice and wave current loads on pile foundations are much greater than the wind load, snow load and horizontal bending moment of traditional photovoltaic power stations. wave loads, etc. At the same time, the photovoltaic panel has high requirements for the deformation control of the support, and it is easy to cause damage due to excessive deformation. Therefore, the traditional offshore photovoltaic pile foundation structure can no longer meet the basic requirements of photovoltaic supports in ice areas and large wave areas, and cannot provide reference.

The existing offshore photovoltaic structure technical solutions are mainly aimed at the wind load and wave current load at sea. The structural design of the photovoltaic support can effectively improve the deformation of the photovoltaic panel under the wind load, but it cannot form effective resistance to sea ice and wave current load. ; The existing foundation is effectively used for photovoltaic power generation by means of breakwaters, etc., but most photovoltaic power stations, especially large-scale photovoltaic power stations, are mainly located on the sea without breakwater facilities, so they cannot be widely used, and photovoltaic power plants are arranged on breakwaters. The panels need to be arranged along the breakwater, which is easy to increase the electrical costs such as cables, thereby increasing the overall cost; by using the foundation of offshore wind turbines, the existing foundation is effectively used for photovoltaic power generation, but the projected area of the foundation of the offshore wind power station is small and cannot be enlarged. Large-scale deployment of offshore photovoltaic panels has relatively large limitations.

Utility model content

The purpose of the utility model is to provide a pile structure that can make the offshore photovoltaic power station resist wave current and sea ice load.

For this reason, the utility model adopts the following technical solutions:

A pile structure used for offshore photovoltaic power stations in ice areas, including steel pipe piles and concrete sleeves, through-holes are provided in the concrete sleeves, and the concrete sleeves are sleeved on the steel pipe piles through the through-holes. Outside the pipe pile; a casing structure is set on the inner wall of the through hole, and the casing structure is surrounded by the outside of the steel pipe pile; there is a space between the inner wall of the through hole and the outer surface of the steel pipe pile , so that the concrete sleeve is in an independent self-sinking state on the steel pipe pile under the action of its own weight; the diameter of the concrete sleeve is larger than the diameter of the steel pipe pile, so that the concrete sleeve Cooperating with the steel pipe pile, the steel pipe pile is in a reinforced load-bearing state.

Further: the concrete sleeve includes a concrete slab, a concrete outer beam and a concrete inner beam; the concrete outer beam and the concrete inner beam are protrudingly arranged on the inside and outside of the concrete slab, so that the concrete A hollow part is formed under the plate; a concrete connecting beam connecting the concrete outer beam and the concrete inner beam is arranged in the hollow part.

Further: the concrete sleeve is provided with exhaust holes through it in the axial direction.

Further: the casing structure includes a middle annular block, an upper annular plate and a lower annular plate; the middle annular block is connected and matched with the through hole; the upper annular plate and the lower annular plate are aligned along the concrete sleeve The axial direction of the cylinder is respectively connected to the two ends of the middle annular block, and the upper annular plate is connected to the top of the concrete slab, and the lower annular plate is connected to the bottom of the concrete inner beam.

Further: a guide block that forms a guide fit with the steel pipe pile is connected under the lower annular plate.

Further: the bottom of the guide block does not protrude from the bottom of the concrete sleeve.

Further: a rib is connected between the upper annular plate and the lower annular plate.

Compared with the prior art, the utility model has the following beneficial effects:

The utility model sets the concrete sleeve outside the steel pipe pile, which not only enables the concrete sleeve to directly bear the wave flow transmitted by the steel pipe pile body and the bending moment generated by the sea ice load, but also makes the steel pipe pile and the concrete sleeve The combined stress of the steel pipe pile greatly improves the horizontal resistance of the steel pipe pile, reduces the bending moment of the steel pipe pile body, and improves the stress on the pile body. At the same time, the steel pipe pile and the concrete sleeve are separated and the vertical deformation is independent of each other, so that the concrete sleeve can sink freely under the action of erosion, settlement and other factors, so as not to affect the stress and deformation of the steel pipe pile.

Description of drawings

Fig. 1 is the overall structural representation of the utility model;

Fig. 2 is the structural representation of the utility model concrete sleeve;

Fig. 3 is the structure schematic diagram of casing structure of the present utility model;

Fig. 4 is a schematic diagram of the facade structure of the casing structure of the present invention.

The marks in the drawings are: steel pipe pile 1, concrete sleeve 2, casing structure 3, middle annular block 4, upper annular plate 5, lower annular plate 6, rib plate 7, guide block 8, concrete plate 9, concrete Outer beams 10, concrete inner beams 11, concrete connecting beams 12, exhaust holes 13, and through holes 14.

Detailed ways

The utility model will be further described below in conjunction with the accompanying drawings and embodiments, but it is not used as a basis for limiting the utility model.

The pile structure of the offshore photovoltaic power station in the ice area of this embodiment is applied as an example: there is sea ice in winter, the water depth in the photovoltaic power station area is 5m, and the maximum ice thickness in winter is 30cm.

As shown in Figure 1-4, a pile structure used for offshore photovoltaic power stations in ice areas includes steel pipe piles 1 and concrete sleeves 2. A through hole 14 is provided in the concrete sleeve 2, and the concrete sleeve 2 passes through the through hole. The hole 14 is sleeved outside the steel pipe pile 1; the casing structure 3 is set on the inner wall of the through hole 14, and the casing structure 3 is arranged outside the steel pipe pile 1; the inner wall of the through hole 14 and the outer surface of the steel pipe pile 1 There is an interval space, so that the concrete sleeve 2 is in an independent self-sinking state on the steel pipe pile 1 under the action of its own weight; the diameter of the concrete sleeve 2 is larger than the diameter of the steel pipe pile 1, so that the concrete sleeve 2 and the steel pipe pile With the cooperation of the pipe pile 1, the steel pipe pile 1 is in a reinforced load-bearing state.

In this embodiment, small-diameter piles are used for the pile foundation, and the diameter-to-thickness ratio of the steel pipe pile 1 is less than 25, and the strength of the steel is not less than 355MPa, so that the wave current and sea ice load can be effectively reduced. The load is directly related to the pile diameter of the steel pipe pile 1. Reducing the pile diameter directly reduces the wave current and sea ice load; the smaller diameter-thickness ratio can improve the strength of the pile body, so that the small-diameter steel pipe pile 1 has the ability to resist sea ice. The capacity of ice and wave current loads ensures that the strength of the pile body meets the requirements under the action of sea ice and wave current loads.

Among them, the pile foundation adopts steel pipe pile 1 with a diameter of 600 mm, the thickness of the steel pipe pile 1 is 24 mm, and the steel material is selected with a strength of Q420.

In this embodiment, the horizontal resistance of the steel pipe pile 1 is improved by setting the concrete sleeve 2 outside the steel pipe pile 1, and the concrete sleeve 2 has a large diameter due to its own weight and the shear area of the bottom of the concrete sleeve 2 Therefore, the horizontal resistance of the concrete sleeve 2 is much greater than that of the steel pipe pile 1; after the concrete sleeve 2 is inserted into the outer side of the steel pipe pile 1, the two are jointly stressed to make the steel pipe pile 1 The horizontal resistance of the steel pipe pile 1 is greatly improved; at the same time, the height of the inflection point of the steel pipe pile 1 is increased, the cantilever length of the steel pipe pile 1 is reduced, and the bending moment of the steel pipe pile 1 is also reduced, improving the pile body. Force.

Specifically, there is no vertical connection and cooperation between the steel pipe pile 1 and the concrete sleeve 2 to ensure that the vertical deformation of the steel pipe pile 1 and the concrete sleeve 2 are independent of each other, because the concrete sleeve 2 is under the influence of factors such as erosion and settlement. , there is a possibility of long-term sinking. If the steel pipe pile 1 and the concrete sleeve 2 are consolidated, the self-weight and inclination of the concrete sleeve 2 will be borne by the steel pipe pile 1 after the concrete sleeve 2 sinks, which may cause the steel pipe pile 1 to tilt. After the steel pipe pile 1 and the concrete sleeve 2 are separated in the vertical direction, the concrete sleeve 2 can sink freely so as not to affect the stress and deformation of the steel pipe pile 1 .

As shown in Figure 1-2, specifically, the concrete sleeve 2 includes a concrete slab 9, a concrete outer beam 10 and a concrete inner beam 11; the concrete outer beam 10 and the concrete inner beam 11 are protrudingly arranged on the inside and outside of the concrete slab 9 respectively , so as to form a hollow part under the concrete slab 9; the concrete connecting beam 12 connecting the concrete outer beam 10 and the concrete inner beam 11 is arranged in the hollow part.

In this embodiment, the prefabricated concrete slab and beam structure is adopted, and the prefabricated concrete slab and beam structure are easier to ensure the strength of the concrete sleeve 2. In particular, combined with the wave current and sea ice received by the steel pipe pile 1 in different directions Depending on the load, the concrete slab 9 and the concrete connecting beam 12 in the concrete sleeve 2 can be locally reinforced in the corresponding direction, so as to effectively resist the deformation of the steel pipe pile.

Wherein, when the concrete sleeve 2 is prefabricated in the factory, the casing structure 3 is used as the inner formwork for the through hole 14 thereof, and the outer diameter of the concrete sleeve 2 is 6000 mm, and the inner diameter is 660 mm. Simultaneously, the upper width of the concrete outer beam 10, the concrete inner beam 11 and the concrete connecting beam 12 is 300mm, and the lower width is 200mm; , and thus connect the concrete outer beam 10 with the concrete inner beam 11 and the concrete slab 9, wherein the two concrete connecting beams 12 are arranged in the east-west direction, and reinforced with reinforcement, and the installation direction is marked.

Wherein, the concrete sleeve 2 is provided with an exhaust hole 13 penetrating in the axial direction. And the air vent 13 is optimally arranged in the intermediate area formed between the concrete outer beam 10, the concrete inner beam 11 and the concrete connecting beam 12, so that the air at the bottom of the concrete sleeve 2 can be discharged in time during the installation process.

Among them, the top of the concrete outer beam 10, the concrete slab 9, and the top of the steel casing structure 3 are located on the same plane, and the height of the concrete outer beam 10 must not be less than the height of the casing structure 3. The concrete inner beam 11 is wrapped by the steel casing structure 3, and the height of the concrete outer beam 10 is preferably 1000mm, which is 20mm higher than the casing structure 3.

In this embodiment, the inner lining of the concrete sleeve 2 through the casing structure 3 improves the strength of the concrete sleeve 2, so that the concrete sleeve 2 can directly bear the wave current and sea ice transmitted by the steel pipe pile 1 pile body The bending moment caused by the load. At the same time, the steel pipe pile 1 and the concrete sleeve 2 can be jointly stressed. Since there is a gap space of 1-2 cm between the two, the steel pipe pile 1 can effectively transmit the deformation to the The concrete sleeve 2 enables the concrete sleeve 2 to bear horizontal force and bending moment.

As shown in Figures 1 and 3-4, specifically, the casing structure 3 includes a middle annular block 4, an upper annular plate 5 and a lower annular plate 6 that are welded to each other; the middle annular block 4 is connected and matched with the through hole 14; the upper annular The plate 5 and the lower annular plate 6 are respectively connected to the two ends of the middle annular block 4 along the axial direction of the concrete sleeve 2, and the upper annular plate 5 is connected to the top of the concrete plate 9, and the lower annular plate 6 is connected to the concrete inner beam 11. Bottom connection.

Specifically, the casing structure 3 is a structural form of steel material. Wherein, the inner diameter of the central annular block 4 is 620mm, the outer diameter is 660mm, the thickness is 20mm, and the height is 760mm. The upper annular plate 5 and the lower annular plate 6 protrude from both sides of the middle annular block 4 respectively, and the protruding direction of the upper annular plate 5 and the lower annular plate 6 is set toward the concrete outer beam 10, and the upper annular plate 5 and the lower annular plate 6 has a thickness of 20mm, an inner diameter of 620mm, and an outer diameter of 1020mm.

Wherein, a rib 7 is connected between the upper annular plate 5 and the lower annular plate 6 . The use of the ribs 7 can effectively improve the strength and durability of the casing structure 3. The wave load is a long-term cyclic load. The installation of the ribs 7 can prolong the service period of the casing structure 3 and prevent the casing structure 3 from failing in extreme environments. It is best to set six ribs 7 between the upper annular plate 5 and the lower annular plate 6, the size of the ribs 7 is 160mm×20mm×760mm, and the mutual angle between the ribs 7 is 60°.

Wherein, a guide block 8 that forms a guide fit with the steel pipe pile 1 is arranged below the lower annular plate 6 . In this embodiment, the guide block 8 is an inverted truncated cone with an inclination angle of 45°, and its upper bottom surface is an annular plane with an inner diameter of 620 mm and an outer diameter of 1020 mm; 8. The height is 180mm; thus the overall height of the casing structure 3 is 980mm.

At the same time, a structure in which guides are set under the concrete sleeve 2 to facilitate installation is adopted, so that the concrete sleeve 2 can be smoothly inserted into the pile circumference of the steel pipe pile 1; The guide block 8 does not protrude from the bottom surface of the concrete sleeve 2, which can facilitate the storage of the concrete sleeve 2 during construction and transportation.

Please refer to Figure 1-3, when the pile structure is installed and constructed, the specific operation steps are as follows:

S1: According to the basic situation of the project, carry out the design of the steel pipe pile 1 and the concrete sleeve 2, especially in the design of the concrete sleeve 2, combined with the sea ice and wave current load conditions, the concrete slab 9 and the concrete connecting beam 12 are partially carried out Reinforcement;

S2: The factory produces the steel pipe pile 1 and the prefabricated concrete sleeve 2 according to the design requirements, and transports them to the offshore construction site;

S3: The construction unit performs the positioning, sinking and driving of the steel pipe pile 1 at the target construction site according to the requirements;

S4: Put the concrete sleeve 2 on the outside of the steel pipe pile 1 through the guiding function of the inverted frustum-shaped guide block 8, and then slowly sink the concrete sleeve 2 until it sinks into the seabed, so as to complete the installation of the overall structure.

The above embodiment is only a preferred technical solution of the present utility model, and those skilled in the art should understand that the technical solutions or parameters in the embodiments can be modified or replaced without departing from the principle and essence of the present utility model , should be covered within the protection scope of the present utility model.

Claims (7)

1. A pile structure for an offshore photovoltaic power station in an ice area, characterized in that: it includes a steel pipe pile (1) and a concrete sleeve (2), and a through hole (14) is provided through the concrete sleeve (2). ), the concrete sleeve (2) is sleeved outside the steel pipe pile (1) through the through hole (14); A casing structure (3) is arranged on the inner wall of the through hole (14), and the casing structure (3) is arranged around the outside of the steel pipe pile (1); There is a space between the inner wall of the through hole (14) and the outer surface of the steel pipe pile (1), so that the concrete sleeve (2) is formed on the steel pipe pile (1) under its own weight. Independent self-sinking state; The diameter of the concrete sleeve (2) is larger than the diameter of the steel pipe pile (1). 2. A pile structure for offshore photovoltaic power stations in ice regions according to claim 1, characterized in that: the concrete sleeve (2) includes a concrete slab (9), a concrete outer beam (10) and a concrete Inner beams (11); the concrete outer beams (10) and the concrete inner beams (11) are protrudingly arranged on the inner and outer sides of the concrete slab (9) respectively, so as to under the concrete slab (9) forming a hollow portion; A concrete connecting beam (12) connecting the concrete outer beam (10) and the concrete inner beam (11) is arranged in the hollow part. 3 . The pile structure for offshore photovoltaic power stations in ice regions according to claim 1 , characterized in that: the concrete sleeve ( 2 ) is provided with exhaust holes ( 13 ) through it in the axial direction. 4 . 4. A pile structure for offshore photovoltaic power stations in ice areas according to claim 2, characterized in that: the casing structure (3) comprises a middle annular block (4), an upper annular plate (5) and The lower annular plate (6); the middle annular block (4) is connected and matched with the through hole (14); the upper annular plate (5) and the lower annular plate (6) are along the concrete sleeve ( 2) are respectively connected to the two ends of the middle annular block (4), and the upper annular plate (5) is connected to the top of the concrete slab (9), and the lower annular plate (6) It is connected with the bottom of the concrete inner beam (11). 5. A pile structure used for offshore photovoltaic power stations in ice regions according to claim 4, characterized in that: the lower part of the annular plate (6) is connected and arranged to form a guiding fit with the steel pipe pile (1) guide blocks (8). 6. A pile structure for offshore photovoltaic power stations in ice regions according to claim 5, characterized in that: the bottom of the guide block (8) does not protrude from the bottom of the concrete sleeve (2). 7. A pile structure for offshore photovoltaic power stations in ice regions according to claim 4, characterized in that: a rib is connected between the upper annular plate (5) and the lower annular plate (6) (7).