CN118422710A - A pile structure and construction method for an offshore photovoltaic power station in an ice area - Google Patents
A pile structure and construction method for an offshore photovoltaic power station in an ice area Download PDFInfo
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- CN118422710A CN118422710A CN202310108091.XA CN202310108091A CN118422710A CN 118422710 A CN118422710 A CN 118422710A CN 202310108091 A CN202310108091 A CN 202310108091A CN 118422710 A CN118422710 A CN 118422710A
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- concrete
- steel pipe
- pipe pile
- pile
- concrete sleeve
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/52—Submerged foundations, i.e. submerged in open water
- E02D27/525—Submerged foundations, i.e. submerged in open water using elements penetrating the underwater ground
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/08—Sinking workpieces into water or soil inasmuch as not provided for elsewhere
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/28—Prefabricated piles made of steel or other metals
- E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/60—Piles with protecting cases
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
本发明提供了一种用于冰区海上光伏发电站的桩结构，包括钢管桩和混凝土套筒，所述混凝土套筒内贯穿设置通孔，所述混凝土套筒通过所述通孔套设于所述钢管桩外；所述通孔内壁上设置护筒结构，且所述护筒结构围设在所述钢管桩的外部；所述通孔内壁与所述钢管桩外表面之间具有间隔空间，以使所述混凝土套筒在自重作用下在所述钢管桩上呈独立的自沉降式状态；所述混凝土套筒的直径大于所述钢管桩的直径。本发明通过钢管桩外设混凝土套筒，不仅可使混凝土套筒能够直接承担钢管桩桩身传递来的波流和海冰荷载产生的弯矩，还可使钢管桩与混凝土套筒联合受力。
The present invention provides a pile structure for an offshore photovoltaic power station in an ice region, comprising a steel pipe pile and a concrete sleeve, wherein a through hole is provided in the concrete sleeve, and the concrete sleeve is sleeved outside the steel pipe pile through the through hole; a casing structure is provided on the inner wall of the through hole, and the casing structure is arranged around the outside of the steel pipe pile; there is a spacing 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. The present invention arranges a concrete sleeve outside the steel pipe pile, which not only enables the concrete sleeve to directly bear the bending moment generated by the wave current and sea ice load transmitted from the steel pipe pile body, but also enables the steel pipe pile and the concrete sleeve to be jointly stressed.
Description
Technical Field
The invention relates to the technical field of offshore photovoltaic power generation, in particular to a pile structure for an ice area offshore photovoltaic power station and a construction method.
Background
The land photovoltaic power generation of China has been developed for many years, and more road photovoltaic power stations have been built. Meanwhile, offshore photovoltaic has also been rapidly developed, and a plurality of offshore photovoltaic power stations have been built in southeast coastal areas of China. However, in a part of coastal areas, waves are larger, thick sea ice exists in winter, and horizontal load and horizontal bending moment caused by sea ice and wave current load to pile foundations are far greater than wind load, snow load, wave current load and the like of the traditional photovoltaic power station. Meanwhile, the photovoltaic panel has higher requirement on deformation control of the support, and is extremely easy to damage due to overlarge deformation. Therefore, the conventional offshore photovoltaic pile foundation structure cannot meet the basic requirements of the photovoltaic support in the ice area and the large wave area, and cannot provide reference.
The existing technical scheme of the offshore photovoltaic structure mainly aims at offshore wind load and wave current load, and the deformation of the photovoltaic plate under the wind load effect is effectively improved through the structural design of the photovoltaic bracket, but the photovoltaic plate cannot be effectively resisted against sea ice and wave current load; the existing foundation is effectively utilized for photovoltaic power generation in the modes of breakwater and the like, but most photovoltaic power generation stations, particularly large photovoltaic power generation station areas, are mainly located on the sea without breakwater facilities, so that the photovoltaic power generation system cannot be widely applied, photovoltaic panels arranged on the breakwater are required to be arranged along the breakwater, and the electric cost of cables and the like is easily increased, so that the comprehensive cost is increased; the existing foundation is effectively utilized to carry out photovoltaic power generation by utilizing the offshore wind turbine foundation, but the foundation projection area of the offshore wind power station is smaller, the offshore photovoltaic panels cannot be arranged on a large scale, and the offshore wind power station has larger limitation.
Disclosure of Invention
A first object of the present invention is to provide a pile structure that enables an offshore photovoltaic power plant to resist wave currents and sea ice loads. For this purpose, the invention adopts the following technical scheme:
The pile structure for the offshore photovoltaic power station in the ice region comprises a steel pipe pile and a concrete sleeve, wherein a through hole is formed in the concrete sleeve in a penetrating mode, 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, so that the steel pipe pile is in a reinforced load bearing state under the cooperation of the concrete sleeve and the steel pipe pile.
Further: the concrete sleeve comprises a concrete slab, a concrete outer beam and a concrete inner beam; the concrete outer beam and the concrete inner beam are respectively arranged on the inner side and the outer side of the concrete slab in a protruding mode, so that a hollow part is formed below the concrete slab; and a concrete connecting beam for connecting the concrete outer beam and the concrete inner beam is arranged in the hollow part.
Further: the concrete sleeve is provided with an exhaust hole in a penetrating manner in the axial direction.
Further: the pile casing structure comprises 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 respectively connected with the two ends of the middle annular block along the axial direction of the concrete sleeve, the upper annular plate is connected with the top of the concrete slab, and the lower annular plate is connected with the bottom of the concrete inner beam.
Further: and a guide block which is in guide fit with the steel pipe pile is connected and arranged below the lower annular plate.
Further: the bottom of the guide block does not protrude from the bottom of the concrete sleeve.
Further: and rib plates are connected between the upper annular plate and the lower annular plate.
A second object of the present invention is to provide a construction method that facilitates installation and construction of a pile structure. For this purpose, the invention adopts the following technical scheme:
a construction method for a pile structure of an offshore photovoltaic power station in an ice region comprises the following specific steps:
S1: according to the basic condition of the project, designing the steel pipe pile and the concrete sleeve;
S2: carrying out corresponding production of the steel pipe pile and prefabrication production of the concrete sleeve, and conveying to an offshore construction site;
S3: positioning, pile sinking and piling of the steel pipe piles are carried out at a construction site of a target sea area;
S4: and the concrete sleeve is matched and connected with the steel pipe pile, so that the concrete sleeve is settled on the steel pipe pile, and the integral installation is completed.
Compared with the prior art, the invention has the following beneficial effects:
According to the invention, 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 subjected to combined stress, so that the horizontal resistance of the steel pipe pile is greatly improved, the bending moment of the pile body of the steel pipe pile is reduced, and the stress condition of the pile body is improved. Meanwhile, the steel pipe pile and the concrete sleeve are separated and vertically deformed and mutually independent, so that the concrete sleeve can sink freely under the action of factors such as scouring and sedimentation, and the stress and deformation of the steel pipe pile are not affected.
Drawings
FIG. 1 is a schematic diagram of the overall structure of the present invention;
FIG. 2 is a schematic view of the construction of the concrete sleeve of the present invention;
FIG. 3 is a schematic view of a casing structure according to the present invention;
Fig. 4 is a schematic elevation view of the pile casing structure of the present invention.
The marks in the drawings are: the concrete pile comprises a steel pipe pile 1, a concrete sleeve 2, a pile casing structure 3, a middle annular block 4, an upper annular plate 5, a lower annular plate 6, rib plates 7, guide blocks 8, concrete slabs 9, a concrete outer beam 10, a concrete inner beam 11, a concrete connecting beam 12, exhaust holes 13 and through holes 14.
Detailed Description
The invention is further illustrated by the following figures and examples, which are not intended to be limiting.
The pile structure of the ice field offshore photovoltaic power plant of the present embodiment is applied to, for example: sea ice exists in winter, the water depth of the photovoltaic power station area is 5m, and the sea area with the maximum ice thickness of 30cm in winter.
As shown in fig. 1-4, a pile structure for an offshore photovoltaic power station in an ice region comprises a steel pipe pile 1 and a concrete sleeve 2, wherein a through hole 14 is arranged in the concrete sleeve 2 in a penetrating manner, and the concrete sleeve 2 is sleeved outside the steel pipe pile 1 through the through hole 14; the inner wall of the through hole 14 is provided with a pile casing structure 3, and the pile casing structure 3 is arranged outside the steel pipe pile 1 in a surrounding manner; a space is formed 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 in an independent self-sinking state on the steel pipe pile 1 under the action of dead weight; the diameter of the concrete sleeve 2 is larger than that of the steel pipe pile 1, so that the steel pipe pile 1 is in a reinforced load bearing state under the cooperation of the concrete sleeve 2 and the steel pipe pile 1.
In the embodiment, the pile foundation adopts a small-diameter pile, the diameter-thickness ratio of the steel pipe pile 1 is less than 25, and the strength of steel is not less than 355MPa, so that wave flow and sea ice load can be effectively reduced, wherein the wave flow and the sea ice load are directly related to the pile of the steel pipe pile 1, and the wave flow and the sea ice load are directly reduced when the pile diameter is reduced; the smaller diameter thickness ratio can improve the pile body strength, so that the small-diameter steel pipe pile 1 has the capability of resisting sea ice and wave current load, and the pile body strength under the action of the sea ice and wave current load is ensured to meet the requirements.
Wherein, the pile foundation adopts the steel-pipe pile 1 that the diameter is 600mm, and steel pile 1 thickness is 24mm, and steel selects the steel that intensity is Q420.
In the embodiment, the concrete sleeve 2 is sleeved outside the steel pipe pile 1, so that the horizontal resistance of the steel pipe pile 1 is improved, and the concrete sleeve 2 is large in shearing resistance area of the bottom of the concrete sleeve 2 and large in compression resistance area of the side of the cylinder due to large self weight and large diameter, so that the horizontal resistance of the concrete sleeve 2 is far greater than that of the steel pipe pile 1; after being sleeved outside the steel pipe pile 1, the concrete sleeve 2 is stressed in a combined way, so that the horizontal resistance of the steel pipe pile 1 is greatly improved; meanwhile, the height of the reverse bending point of the pile body of the steel pipe pile 1 is also improved, the cantilever length of the steel pipe pile 1 is reduced, the pile body bending moment of the steel pipe pile 1 is also reduced, and the pile body stress is improved.
Specifically, no vertical connection cooperation is formed between the steel pipe pile 1 and the concrete sleeve 2, so that the vertical deformation of the steel pipe pile 1 and the concrete sleeve 2 are mutually independent, because the concrete sleeve 2 is under the action of factors such as scouring and sedimentation, the long-term sinking possibility exists, if the steel pipe pile 1 and the concrete sleeve 2 are fixedly connected, the self weight and the inclination of the body of the concrete sleeve 2 are borne by the steel pipe pile 1 after the sinking, and the inclination of the body of the steel pipe pile 1 is possibly caused. 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 that the purposes of not affecting the stress and deformation of the steel pipe pile 1 are achieved.
As shown in fig. 1-2, concrete sleeve 2 comprises concrete slab 9, concrete outer beam 10 and concrete inner beam 11; the concrete outer beam 10 and the concrete inner beam 11 are respectively arranged on the inner side and the outer side of the concrete slab 9 in a protruding way, so that a hollow part is formed below the concrete slab 9; a concrete connecting beam 12 connecting the concrete outer beam 10 and the concrete inner beam 11 is provided in the hollow portion.
In this embodiment, the precast concrete slab and beam structure is adopted, so that the strength of the concrete sleeve 2 is more easily ensured, and particularly, the concrete slab 9 and the concrete connecting beam 12 in the concrete sleeve 2 can be locally reinforced in the corresponding directions by combining the different wave currents and sea ice loads received by the steel pipe pile 1 in different directions, thereby effectively resisting the deformation of the steel pipe pile.
Wherein, when concrete sleeve 2 is prefabricated at the mill, its through-hole 14 uses pile casing structure 3 as the interior template, and concrete sleeve 2's external diameter is 6000mm, and the internal diameter is 660mm. Meanwhile, 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; the concrete connecting beams 12 are preferably arranged between the concrete outer beams 10 and the concrete inner beams 11 uniformly by 6 paths, and the concrete outer beams 10, the concrete inner beams 11 and the concrete slabs 9 are connected by the concrete connecting beams, wherein the two concrete connecting beams 12 are arranged in the east-west direction, are reinforced by reinforcing bars, and are marked with the installation direction.
Wherein the concrete sleeve 2 is provided with a vent hole 13 penetrating in the axial direction. And the vent hole 13 is optimally arranged in an intermediate area formed among the concrete outer beam 10, the concrete inner beam 11 and the concrete connecting beam 12, so that air at the bottom of the concrete sleeve 2 in the installation process can be timely discharged.
The top of the concrete outer beam 10, the top of the concrete slab 9 and the top of the steel pile casing structure 3 are positioned on the same plane, and the height requirement of the concrete outer beam 10 is not less than the height of the pile casing structure 3. The concrete inner beam 11 is wrapped by the steel pile casing structure 3, and the height of the concrete outer beam 10 is 1000mm and 20mm higher than the pile casing structure 3.
In this embodiment, the inner lining of the pile casing structure 3 inside the concrete sleeve 2 improves the strength of the concrete sleeve 2, so that the concrete sleeve 2 can directly bear the wave flow transmitted by the pile body of the steel pipe pile 1 and the bending moment generated by sea ice load. Meanwhile, the steel pipe pile 1 and the concrete sleeve 2 can be stressed jointly, and due to the 1-2cm gap space between the steel pipe pile 1 and the concrete sleeve 2, the steel pipe pile 1 can effectively transmit deformation to the concrete sleeve 2, and the concrete sleeve 2 can bear horizontal force and bending moment.
As shown in fig. 1, 3-4, in particular, the casing structure 3 comprises a central annular block 4, an upper annular plate 5 and a lower annular plate 6, which are welded to each other; 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 respectively connected and arranged at two ends of the middle annular block 4 along the axial direction of the concrete sleeve 2, the upper annular plate 5 is connected with the top of the concrete slab 9, and the lower annular plate 6 is connected with the bottom of the concrete inner beam 11.
Specifically, the casing structure 3 is in the form of a steel material. Wherein, middle annular piece 4 internal diameter is 620mm, and the external diameter is 660mm, and thickness is 20mm, highly is 760mm. The upper annular plate 5 and the lower annular plate 6 are respectively arranged on two sides of the middle annular block 4 in a protruding mode, the protruding directions of the upper annular plate 5 and the lower annular plate 6 are arranged towards the position of the concrete girder 10, the thickness of the upper annular plate 5 and the lower annular plate 6 is 20mm, the inner diameter is 620mm, and the outer diameter is 1020mm.
Wherein a rib 7 is connected between the upper annular plate 5 and the lower annular plate 6. The rib plates 7 are adopted, so that the strength and the durability of the pile casing structure 3 can be effectively improved, the wave load is a long-term circulating load, the service period of the pile casing structure 3 can be prolonged by arranging the rib plates 7, and the pile casing structure 3 is prevented from being invalid in an extreme environment. It is preferable that six ribs 7 are provided between the upper annular plate 5 and the lower annular plate 6, the ribs 7 having dimensions 160mm x 20mm x 760mm, the ribs 7 being at an angle of 60 ° to each other.
Wherein, the lower part annular plate 6 below is connected to set up and forms guiding block 8 of direction cooperation with steel-pipe pile 1. In the embodiment, the guide block 8 is in an inverted conical table shape with an inclination angle of 45 degrees, and the upper bottom surface of the guide block is an annular plane with an inner diameter of 620mm and an outer diameter of 1020 mm; the lower bottom surface is an annular plane with the inner diameter of 980mm and the outer diameter of 1020mm, and the height of the inverted cone table-shaped guide block 8 is 180mm; the overall height of the casing structure 3 is thereby 980mm.
Meanwhile, a structural form that a guide is arranged below the concrete sleeve 2 so as to be convenient to install is adopted, so that the concrete sleeve 2 can be smoothly sleeved on the pile periphery of the steel pipe pile 1; meanwhile, the guide blocks 8 are in the whole height range of the outer cylinder, and the guide blocks 8 do not protrude out of the bottom surface of the concrete sleeve 2 when the outer cylinder is horizontally placed, so that the concrete sleeve 2 can be conveniently stored during construction and transportation.
Referring to fig. 1-3, during the installation construction of the pile structure, the specific operation steps are as follows:
s1: according to the basic condition of the project, the design of the steel pipe pile 1 and the concrete sleeve 2 is carried out, and particularly when the concrete sleeve 2 is designed, the local reinforcement is carried out on the concrete slab 9 and the concrete connecting beam 12 by combining sea ice and wave current load conditions;
S2: the factory produces the steel pipe pile 1 and the precast concrete sleeve 2 according to the design requirement and conveys the steel pipe pile and the precast concrete sleeve to an offshore construction site;
s3: the construction unit performs positioning, pile sinking and piling of the steel pipe pile 1 at the target construction site according to the requirements;
S4: the concrete sleeve 2 is sleeved outside the steel pipe pile 1 through the guiding action of the inverted frustum-shaped guide block 8, and then the concrete sleeve 2 is slowly sunk until sunk into the seabed, so that the installation of the integral structure is completed.
The above embodiment is only one preferred technical solution of the present invention, and it should be understood by those skilled in the art that modifications and substitutions can be made to the technical solution or parameters in the embodiment without departing from the principle and essence of the present invention, and all the modifications and substitutions are covered in the protection scope of the present invention.
Claims (8)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310108091.XA CN118422710A (en) | 2023-02-02 | 2023-02-02 | A pile structure and construction method for an offshore photovoltaic power station in an ice area |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310108091.XA CN118422710A (en) | 2023-02-02 | 2023-02-02 | A pile structure and construction method for an offshore photovoltaic power station in an ice area |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN118422710A true CN118422710A (en) | 2024-08-02 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202310108091.XA Pending CN118422710A (en) | 2023-02-02 | 2023-02-02 | A pile structure and construction method for an offshore photovoltaic power station in an ice area |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN118422710A (en) |
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2023
- 2023-02-02 CN CN202310108091.XA patent/CN118422710A/en active Pending
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