Offshore fixed split photovoltaic foundation pile and pile sinking method

Abstract

The invention discloses an offshore fixed split photovoltaic foundation pile and a pile sinking method, and belongs to the technical field of offshore pile foundations, the foundation pile comprises an upper pile section, a transition section, a lower pile section and an annular sleeve capable of sleeving the outer side of the lower pile section; stiffening parts are uniformly arranged on the outer side of the annular sleeve in the circumferential direction; a sinking stopping plate capable of preventing the annular sleeve and the stiffening component from sinking is arranged in the middle of the lower pile section; according to the pile sinking method, after the foundation pile is sunk, the stiffening component arranged on the annular sleeve is hoisted and arranged on the upper pile section in a sleeving mode, so that the upper pile section naturally sinks or is assisted to sink to the sinking stopping plate. Under the condition that the displacement of the pile top of the foundation pile is not changed, the offshore photovoltaic horizontal displacement can be reduced, the engineering amount of the foundation pile is reduced, and the pile sinking difficulty is reduced.

Description

Technical Field

[0001] The invention relates to the technical field of offshore pile foundations, and in particular to an offshore fixed split photovoltaic foundation pile and a pile sinking method. Background Art

[0002] Offshore photovoltaics is a new way of utilizing marine energy and developing resources. It has the characteristics of high power generation, less land occupation, and easy integration with other industries. Compared with onshore photovoltaics, it has a wide water surface, longer sunshine, and 5%-10% higher power generation than onshore photovoltaics. The large-scale development of offshore photovoltaic projects may provide new development ideas and paths for energy supply in coastal areas. The offshore pile-based photovoltaic market has broad prospects and is one of the mainstreams of future new energy development and construction.

[0003] The characteristics of offshore photovoltaic pile foundations are long cantilever sections and large horizontal loads. They are subjected to the impact of waves, sea ice and other loads all year round. Therefore, the pile body has a large bending moment at the mud surface of the seabed and is prone to tilting or bending damage. During the service period, traditional offshore photovoltaic pile foundations are subjected to long-term storms, huge waves, marine biological attachment, high temperature, high humidity, high salt spray and other problems, which will corrode the photovoltaic support pile foundation and reduce its stability and durability. The surface layer of the seabed is a permeable mixed area formed by the mutual penetration of seawater and soil layers. This part of the soil layer is a silty soil layer with low horizontal bearing capacity. When the pile is subjected to a large horizontal force, the horizontal displacement of the surface soil becomes larger, and the horizontal displacement of the pile also becomes larger. Therefore, the offshore photovoltaic foundation must have sufficient horizontal bearing capacity to resist large wind and wave loads.

[0004] Offshore photovoltaic piles are usually fixed with steel pipe piles, which are large in construction volume and expensive. The topsoil of the seabed is usually soft soil, mostly fill, silt or silty soil. Under the influence of sea breeze, waves, currents and sea ice, the shallow soft soil of offshore photovoltaic piles will have large displacement. In order to control the displacement, larger diameter piles are required.

[0005] Therefore, how to reduce the workload of pile foundation engineering while ensuring that the displacement of the pile top remains unchanged has become an urgent problem to be solved in the development of offshore photovoltaics. Summary of the invention

[0006] The technical problem to be solved by the present invention is to provide an offshore fixed split photovoltaic pile and pile sinking method, which can reduce the horizontal displacement of offshore photovoltaics and the amount of pile engineering while ensuring that the displacement of the pile top remains unchanged, thereby reducing the difficulty of pile sinking.

[0007] In order to solve the above technical problems, the technical solution adopted by the present invention is: An offshore fixed split photovoltaic foundation pile comprises an upper pile section, a transition section, a lower pile section and an annular sleeve that can be sleeved on the outer side of the lower pile section; reinforcing components are evenly arranged on the outer circumference of the annular sleeve; and a sinking prevention plate that can prevent the annular sleeve and the reinforcing components from sinking is arranged in the middle of the lower pile section.

[0008] A further improvement of the technical solution of the present invention is that the outer extension width of the anti-sinking plate is greater than the wall thickness of the annular sleeve.

[0009] A further improvement of the technical solution of the present invention is that the anti-sinking plate is block-shaped, and at least one plate is provided.

[0010] A further improvement of the technical solution of the present invention is that the anti-sinking plate is in a circular ring shape and is arranged in a circle.

[0011] A further improvement of the technical solution of the present invention is that the inner diameter of the annular sleeve is larger than the outer diameter of the lower pile section.

[0012] A further improvement of the technical solution of the present invention is that the height of the annular sleeve is smaller than the height of the lower pile section.

[0013] A further improvement of the technical solution of the present invention is that the height of the reinforcing component is not greater than the height of the annular sleeve.

[0014] A method for sinking a fixed split photovoltaic pile at sea, comprising the following steps: S1, welding the upper pile section, the transition section, the lower pile section and the anti-sinking plate together on land to form a foundation pile; then welding the annular sleeve and the stiffening component together on land to form a split stiffening member, and transporting the foundation pile and the split stiffening member to an offshore construction area after anti-corrosion treatment; S2, using the vibratory hammer pile sinking method, clamping the upper pile section of the foundation pile with a hydraulic clamp, setting a vibratory hammer on the top of the foundation pile, and using the high-frequency vibration generated by the vibratory hammer to sink the foundation pile into the seabed soil; S3, continue to use the vibrating hammer to sink the piles, ensuring that the upper pile section, the transition section, the lower pile section and the anti-sinking plate are all submerged in the seabed soil, and the sinking depth of the foundation piles reaches the designed depth; S4, remove the vibratory hammer and hydraulic clamp on top of the foundation pile; S5, using a crane to lift the split stiffener, and inserting the annular sleeve from the upper pile section into the upper pile section of the foundation pile, so that the split stiffener sinks into the corresponding soil layer under the action of gravity; S6, the construction equipment leaves the site and the sinking of a single foundation pile is completed.

[0015] A further improvement of the technical solution of the present invention is that in S5, when the split stiffener cannot be smoothly sunk into the corresponding soil layer, a steel casing is used to be sleeved on the foundation pile, the bottom end of the steel casing is against the top of the annular sleeve, and the upper part of the steel casing is clamped with a hydraulic clamp, and a vibrating hammer is arranged on the top of the steel casing. The high-frequency vibration generated by the vibrating hammer is used to sink the split stiffener into the corresponding soil layer, and then the vibrating hammer, hydraulic clamp and steel casing on the top of the steel casing are removed.

[0016] Due to the adoption of the above technical solution, the technical progress achieved by the present invention is: 1. The present invention arranges an annular sleeve at the lower pile section of the foundation pile, and arranges a stiffening component on the outside of the annular sleeve, thereby increasing the contact area between the lower pile section and the seabed soil layer, increasing the pile side resistance, and effectively reducing the diameter of the lower pile section. It not only ensures that the displacement of the pile top remains unchanged, but also improves the horizontal bearing capacity of the offshore photovoltaic foundation pile, can resist large wind and wave loads, reduces the horizontal displacement of offshore photovoltaics, reduces the amount of foundation pile engineering (the stiffening plate uses less steel and has a low cost), and ensures safer operation of offshore photovoltaics.

[0017] 2. The present invention welds and transports the reinforcing components and the lower pile section of the foundation pile separately, which facilitates welding, transportation and pile sinking and reduces the difficulty of pile sinking while ensuring the horizontal bearing capacity of the offshore photovoltaic foundation pile. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art are briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those of ordinary skill in the art, other drawings can be obtained based on these drawings without creative work. Figure 1 This is a schematic diagram of the structure of the offshore fixed split photovoltaic pile provided in Example 1 of the present invention; Figure 2 is a cross-sectional view of an offshore fixed split photovoltaic pile provided in Example 1 of the present invention; Figure 3 1 is a schematic diagram of the structure of the offshore fixed split photovoltaic pile provided in Example 2 of the present invention; Figure 4 is a cross-sectional view of an offshore fixed split photovoltaic pile provided in Example 2 of the present invention; Figure 5 is a schematic diagram of the structure of an offshore fixed split photovoltaic pile provided in Example 3 of the present invention; Figure 6 is a cross-sectional view of an offshore fixed split photovoltaic pile provided in Example 3 of the present invention; Figure 7 is a schematic diagram of the structure of an offshore fixed split photovoltaic pile provided in Example 4 of the present invention; Figure 8 is a cross-sectional view of an offshore fixed split photovoltaic pile provided in Example 4 of the present invention; Fig. 9 Schematic diagram of the method for sinking a fixed split photovoltaic pile at sea provided in Example 4 of the present invention Figure 1 ; Fig.10 Schematic diagram of the method for sinking a fixed split photovoltaic pile at sea provided in Example 4 of the present invention Figure 2 ; Fig.11 Schematic diagram of the method for sinking a fixed split photovoltaic pile at sea provided in Example 4 of the present invention Figure 3 ; Fig.12 Schematic diagram of the method for sinking a fixed split photovoltaic pile at sea provided in Example 4 of the present invention Figure 4 ; Among them, 1. upper pile section; 2. transition section; 3. lower pile section; 4. annular sleeve; 5. anti-sinking plate; 6. isosceles triangle vertical stiffening plate; 7. first transverse stiffening plate; 8. isosceles trapezoidal vertical stiffening plate; 9. second transverse stiffening plate; 10. inverted half-hat-shaped vertical stiffening plate; 11. third transverse stiffening plate; 12. rectangular vertical stiffening plate; 13. vertical outer annular stiffening plate; 14. hydraulic clamp; 15. vibrating hammer; 16. steel casing. DETAILED DESCRIPTION

[0019] It should be noted that the terms "including" and "having" and any variations thereof in the specification and claims of the present invention and the above-mentioned drawings are intended to cover non-exclusive inclusions. For example, a process, method, system, product or apparatus comprising a series of steps or units is not necessarily limited to those steps or units clearly listed, but may include other steps or units that are not clearly listed or inherent to these processes, methods, products or apparatus.

[0020] In the description of the present invention, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside", "outside" and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be understood as limiting the present invention.

[0021] In addition, the terms "first" and "second" are used for descriptive purposes only and should not be understood as indicating or implying relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first" and "second" may explicitly or implicitly include at least one of the features. In the description of the present invention, the meaning of "several" is at least two, such as two, three, etc., unless otherwise clearly and specifically defined.

[0022] The present invention is further described in detail below with reference to the accompanying drawings and embodiments: like Figure 1-9 As shown, an offshore fixed split photovoltaic foundation pile comprises an upper pile section 1, a transition section 2, a lower pile section 3 and an annular sleeve 4 which can be sleeved on the outer side of the lower pile section 3; reinforcing components are evenly arranged on the outer circumference of the annular sleeve 4; and a sinking-stopping plate 5 which can prevent the annular sleeve 4 and the reinforcing components from sinking is arranged in the middle of the lower pile section 3.

[0023] Further, the outer extension width of the anti-sinking plate 5 is greater than the wall thickness of the annular sleeve 4. The annular sleeve 4 can be dragged to prevent the annular sleeve 4 and the stiffening component from sinking.

[0024] Further, the anti-sinking plate 5 is block-shaped, at least one plate is provided, two plates, three plates, or more plates can be provided, and it is necessary to ensure that the annular sleeve 4 and the reinforcing component do not sink. Specific settings can be made according to actual conditions on site.

[0025] Furthermore, the anti-sinking plate 5 is annular and is arranged in a circle, which can better ensure that the annular sleeve 4 and the stiffening component do not sink.

[0026] Furthermore, the inner diameter of the annular sleeve 4 is slightly larger than the outer diameter of the lower pile section 3. It is necessary to ensure that the annular sleeve 4 can be just sleeved on the lower pile section 3.

[0027] Furthermore, the height of the annular sleeve 4 is smaller than the height of the lower pile section 3 , and the height of the annular sleeve 4 needs to ensure that the reinforcing components arranged on the outside thereof can improve the horizontal bearing capacity of the offshore photovoltaic pile foundation.

[0028] Furthermore, the height of the reinforcing component is not greater than the height of the annular sleeve 4 .

[0029] The reinforcing components can be set in various shapes, which can improve the horizontal bearing capacity of offshore photovoltaic piles, resist large wind and wave loads, reduce the horizontal displacement of offshore photovoltaics, and reduce the amount of pile engineering. The present invention provides the following four solutions: Example 1 like Figure 1 , 2As shown, the stiffening components are a plurality of isosceles triangle vertical stiffening plates 6, the hypotenuses of the isosceles triangle vertical stiffening plates 6 are welded to the annular sleeve 4, and a first transverse stiffening plate 7 is welded in the middle of the isosceles triangle vertical stiffening plates 6 to connect the isosceles triangle vertical stiffening plates 6 together.

[0030] In order to ensure that the foundation piles can sink smoothly, a plurality of through holes may be provided on the first transverse stiffening plate 7 . The size and number of the through holes may be set according to the size of the first transverse stiffening plate 7 .

[0031] Example 2 like Figure 3 , 4 As shown, the stiffening components are a plurality of isosceles trapezoidal vertical stiffening plates 8, the lower base of the isosceles trapezoidal vertical stiffening plates 8 are welded together with the annular sleeve 4, and two layers of upper and lower second transverse stiffening plates 9 are welded between the isosceles trapezoidal vertical stiffening plates 8 to connect the isosceles trapezoidal vertical stiffening plates 8 together.

[0032] In order to ensure that the foundation piles can sink smoothly, a plurality of through holes may be provided on the second transverse stiffening plate 9 . The size and number of the through holes may be set according to the size of the second transverse stiffening plate 9 .

[0033] Example 3 like Figure 5 , 6 As shown, the stiffening components are a plurality of inverted half-hat-shaped vertical stiffening plates 10, which are composed of a right-angled trapezoidal plate (forming a hat brim) arranged at the upper end, a rectangular plate (forming a hat body) arranged at the middle end, and a right-angled triangular plate (forming a hat top) arranged at the lower end, and two layers of upper and lower third transverse stiffening plates 11 are welded between each inverted half-hat-shaped vertical stiffening plate 10 to connect each inverted half-hat-shaped vertical stiffening plate 10 together; the right-angled sides of the right-angled trapezoidal plate and the right-angled triangular plate are welded together with the annular sleeve 4.

[0034] In order to ensure that the foundation piles can sink smoothly, a plurality of through holes may be opened on the third transverse stiffening plate 11 . The size and number of the through holes may be set according to the size of the third transverse stiffening plate 11 .

[0035] Example 4 like Figure 7 , 8 As shown, the stiffening components are a plurality of rectangular vertical stiffening plates 12, and a cylindrical vertical outer annular stiffening plate 13 is arranged outside the rectangular vertical stiffening plate 12. The inner diameter of the vertical inner annular stiffening plate 13 is slightly larger than the outer diameter of the lower pile section 3.

[0036] A method for sinking fixed split photovoltaic piles at sea, such as Figure 9-12 As shown, taking the offshore fixed split photovoltaic pile provided in Example 4 as an example, the following steps are included: S1, on land, the upper pile section 1, the transition section 2, the lower pile section 3 and the anti-sinking plate 5 are welded together to form a foundation pile; then, on land, the annular sleeve 4 and the stiffening component are welded together to form a split stiffening component, and the foundation pile and the split stiffening component are transported to the offshore construction area after being anti-corrosive; S2, using a vibrating hammer pile sinking method, clamping the upper pile section 1 of the foundation pile with a hydraulic clamp 14, setting a vibrating hammer 15 on the top of the foundation pile, and using the high-frequency vibration generated by the vibrating hammer 15 to sink the foundation pile into the seabed soil; Fig. 9 shown.

[0037] S3, continue to use the vibrating hammer 15 to sink the piles, ensuring that the upper pile section 1, the transition section 2, the lower pile section 3 and the anti-sinking plate 5 are all submerged in the seabed soil, and the sinking depth of the foundation piles reaches the designed depth; S4, removing the vibrating hammer 15 and the hydraulic clamp 14 on the top of the foundation pile; S5, use a crane to lift the split stiffener (the annular sleeve 4 and the stiffening components welded together), and insert the annular sleeve 4 from the upper pile section 1 into the upper pile section 1 of the foundation pile, and the split stiffener sinks into the corresponding soil layer under the action of gravity; Fig.10 , 12 shown.

[0038] When the split stiffener (the annular sleeve 4 and stiffening components welded together) cannot be sunk smoothly into the corresponding soil layer, a steel casing 16 is used to be sleeved on the foundation pile, the bottom end of the steel casing 16 is supported against the top of the annular sleeve 4, and the upper part of the steel casing 16 is clamped with a hydraulic clamp 14, and a vibrating hammer 15 is set on the top of the steel casing 16. The high-frequency vibration generated by the vibrating hammer 15 is used to sink the split stiffener (the annular sleeve 4 and stiffening components) into the corresponding soil layer, and then the vibrating hammer 15, hydraulic clamp 14 and steel casing 16 on the top of the steel casing 16 are removed. Fig.11 , 12 shown.

[0039] S6, the construction equipment leaves the site and the sinking of a single foundation pile is completed.

[0040] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit it. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the aforementioned embodiments, or replace some or all of the technical features therein with equivalents. However, these modifications or replacements do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention.

Claims

1. An offshore fixed split photovoltaic pile, characterized by: The invention comprises an upper pile section (1), a transition section (2), a lower pile section (3), and an annular sleeve (4) which can be sleeved on the outer side of the lower pile section (3); stiffening components are evenly arranged in the circumferential direction of the outer side of the annular sleeve (4); and a sinking prevention plate (5) which can prevent the annular sleeve (4) and the stiffening components from sinking is arranged in the middle of the lower pile section (3).

2. The offshore fixed split photovoltaic pile according to claim 1, characterized in that: The outer extension width of the anti-sinking plate (5) is greater than the wall thickness of the annular sleeve (4).

3. The offshore fixed split photovoltaic pile according to claim 2, characterized in that: The anti-sinking plate (5) is block-shaped, and at least one plate is provided.

4. The offshore fixed split photovoltaic pile according to claim 2, characterized in that: The anti-sinking plate (5) is in the shape of a circular ring and is arranged in a circle.

5. The offshore fixed split photovoltaic pile according to claim 1, characterized in that: The inner diameter of the annular sleeve (4) is greater than the outer diameter of the lower pile section (3).

6. The offshore fixed split photovoltaic pile according to claim 1, characterized in that: The height of the annular sleeve (4) is smaller than the height of the lower pile section (3).

7. The offshore fixed split photovoltaic pile according to claim 1, characterized in that: The height of the reinforcing component is no greater than the height of the annular sleeve (4).

8. A method for sinking a fixed offshore split photovoltaic pile according to any one of claims 1 to 7, characterized in that: The following steps are involved: S1, welding the upper pile section (1), the transition section (2), the lower pile section (3) and the anti-sinking plate (5) together on land to form a foundation pile; then welding the annular sleeve (4) and the stiffening component together on land to form a split stiffening member, and after the foundation pile and the split stiffening member are anti-corrosive, transporting them to an offshore construction area respectively; S2, using a vibration hammer pile sinking method, clamping the upper pile section (1) of the foundation pile with a hydraulic clamp (14), arranging a vibration hammer (15) on the top of the foundation pile, and using the high-frequency vibration generated by the vibration hammer (15) to sink the foundation pile into the seabed soil; S3, continue to use the vibrating hammer (15) to sink the piles, ensuring that the upper pile section (1), the transition section (2), the lower pile section (3) and the anti-sinking plate (5) are all submerged in the seabed soil, and the sinking depth of the foundation piles reaches the designed depth; S4, removing the vibrating hammer (15) and the hydraulic clamp (14) on the top of the foundation pile; S5, using a crane to lift the split stiffener, and inserting the annular sleeve (4) from the upper pile section (1) into the upper pile section (1) on the foundation pile, so that the split stiffener sinks into the corresponding soil layer under the action of gravity; S6, the construction equipment leaves the site and the sinking of a single foundation pile is completed.

9. The method for sinking a fixed split photovoltaic pile at sea according to claim 8, characterized in that: In S5, when the split stiffener cannot be smoothly sunk into the corresponding soil layer, a steel casing (16) is used to be sleeved on the foundation pile, the bottom end of the steel casing (16) is supported against the top end of the annular sleeve (4), and the upper part of the steel casing (16) is clamped by a hydraulic clamp (14), and a vibrating hammer (15) is arranged on the top of the steel casing (16). The high-frequency vibration generated by the vibrating hammer (15) is used to sink the split stiffener into the corresponding soil layer, and then the vibrating hammer (15), the hydraulic clamp (14) and the steel casing (16) on the top of the steel casing (16) are removed.

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