CN112127381A - Offshore wind power foundation with separated bins in barrel top dense beam barrel and single-column variable-section negative pressure barrel and construction method - Google Patents
Offshore wind power foundation with separated bins in barrel top dense beam barrel and single-column variable-section negative pressure barrel and construction method Download PDFInfo
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- CN112127381A CN112127381A CN202011063668.2A CN202011063668A CN112127381A CN 112127381 A CN112127381 A CN 112127381A CN 202011063668 A CN202011063668 A CN 202011063668A CN 112127381 A CN112127381 A CN 112127381A
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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
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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
- E02D27/425—Foundations for poles, masts or chimneys specially adapted for wind motors masts
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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
- E02D27/44—Foundations for machines, engines or ordnance
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Abstract
The invention relates to a bin-dividing single-column variable-section negative pressure cylinder offshore wind power foundation in a cylinder top dense beam cylinder, which comprises a single column and a negative pressure cylinder, wherein the top of the single column is connected with a fan bottom flange, and the single column is connected with the negative pressure cylinder through an inclined support; the upper end of the inclined support is fixedly connected with the wall of the single-column through the upper annular plate and the lower annular plate, and the lower end of the inclined support is fixedly connected with the top plate of the negative pressure cylinder to form a whole, so that the load borne by the single column is effectively transmitted to the negative pressure cylinder. The invention combines the advantages of simple construction of single pile foundation, definite force transfer, good stability of cylindrical foundation, convenient installation on the sea and the like, and solves the problems that the traditional pile type foundation needs large equipment for piling at the sea, and the rock-socketed construction has large difficulty, long construction period, high construction cost and the like. The invention is suitable for the water depth of 5-50 m, has simple structure and convenient manufacture, can avoid offshore piling and rock-socketing operation and can shorten the construction period; the steel consumption is less, the weight is light, the requirement on offshore construction equipment is relatively low, and the construction cost of foundation engineering can be reduced by more than 25%.
Description
Technical Field
The invention relates to an offshore wind power foundation structure, in particular to an offshore wind power foundation with a bin-dividing single-column variable-section negative pressure cylinder in a cylinder top dense beam cylinder and a construction method.
Background
Based on the geological conditions that most offshore areas in China are silt, mucky soil, clay, sandy soil and the like, in order to meet the requirements of bearing capacity and foundation deformation, pile foundations such as single piles, jackets and the like are generally adopted, large hoisting ships and piling ships are required to assist construction, pile bottoms are driven into a better bearing layer through hammering, the traditional pile foundation is higher in manufacturing cost and longer in construction period, if the traditional pile foundation is mostly rock foundations with shallow covering layers in sea areas such as Fujian and Guangdong, rock embedding construction needs to be carried out if the pile foundation is adopted, the difficulty is high, the construction period is long, and the engineering manufacturing cost is high.
With the increase of the capacity of a single machine of an offshore wind turbine, the size and the material consumption of a foundation are required to be increased by adopting a traditional single pile and jacket foundation, the problem that a large-diameter single pile and rock embedding are limited by large offshore construction equipment cannot be exceeded is solved, and the problems of high risk, long construction period and high engineering cost are solved.
With the continuous progress of the technology, the industry continuously explores to solve the problems. Such as:
the composite barrel type foundation (patent CN107761755A, CN106759445) has been used for offshore wind power and the negative pressure sinking installation mode (patent CN105926661A) of the barrel type foundation to avoid offshore piling and rock embedding operation, but the foundation is suitable for shallow water depth and the weight of 5000 tons, the available construction equipment resources are few, and the difficulty of manufacturing, transporting and hoisting is great.
An offshore wind power composite barrel type foundation (patent CN207567801U) can avoid offshore piling and rock-socketing operation, but the stress concentration at the joint of a single column in the middle of the foundation and a steel pipe inclined strut is very obvious, so that the fatigue and the punching of the foundation are not facilitated, and the steel consumption is large; the cylinder top plate needs to be provided with reinforced concrete, concrete needs to be poured into the inclined strut, the construction procedures are multiple and complex, the foundation weight is large, and the foundation is not beneficial to manufacturing, transporting and hoisting; the construction cost is high.
The offshore wind turbine single pile-suction barrel combined foundation and the construction method thereof (patent CN110016930A) can avoid offshore pile driving and rock-socketed operation, the foundation consists of an upper barrel and a lower barrel, the construction is complex, the deformation coordination difficulty is high, the joint of the middle single pile and the barrels is too weak, the barrel top plate has no effective support system, the rigidity is weak, and the wind turbine load born by the middle single pile cannot be effectively transmitted to the barrels.
A connecting tool (CN 110607802A) for a single-column and composite-barrel combined foundation can avoid offshore piling and rock-socketing operation, only an upper ring plate is arranged at the joint of a foundation inclined strut and a middle single column, stress concentration at the joint is obvious, unfavorable fatigue is caused, and steel consumption is large; the diameter of the middle single column is transmitted into the cylinder to form a middle cabin, and because the diameter of the middle single column is smaller than that of the cylinder, a soil plug effect is easily generated in the negative pressure sinking process, and the sinking failure can be caused; because the diameter of the middle single column is smaller, the lengths of other bin distribution plates in the barrel are greatly increased, and buckling damage is easily generated in the transportation and sinking processes; the construction cost is high.
Disclosure of Invention
In order to solve the problems, the invention provides an offshore wind power foundation with a bin-dividing single-column variable-section negative pressure cylinder in a cylinder top dense beam cylinder and a construction method.
The technical scheme adopted by the invention is as follows: the utility model provides a divide storehouse single column variable cross section negative pressure section of thick bamboo marine wind power basis in dense roof beam section of thick bamboo of bobbin top, includes the single column of vertical setting and sets up the negative pressure section of thick bamboo in the single column bottom, single column top and fan bottom flange are connected, its characterized in that: the single column is connected with the negative pressure cylinder through an inclined support; the upper end of the inclined support is fixedly connected with the wall of the single-column through the upper annular plate and the lower annular plate, and the lower end of the inclined support is fixedly connected with the top plate of the negative pressure cylinder to form a whole, so that the load borne by the single column is effectively transmitted to the negative pressure cylinder.
Preferably, the inclined support comprises a plurality of inclined columns uniformly arranged along the circumferential direction of the single column and a horizontal beam connected with the inclined columns, the upper parts of the inclined columns are connected with the single column through an upper ring plate and a lower ring plate, and the lower parts of the inclined columns are connected with the horizontal beam through straight section intersection or arc transition; the horizontal beam is communicated with the negative pressure cylinder along the radial direction and is connected with the top plate of the negative pressure cylinder.
Furthermore, each inclined column is provided with a longitudinal stiffening rib along the length direction, one end of each longitudinal stiffening rib is connected to the intersection of the upper annular plate and the single column, and the other end of each longitudinal stiffening rib extends to the edge of the inclined column; and transverse stiffening ribs are arranged at the intersection of the inclined columns and the horizontal beam and are perpendicular to the inclined columns.
Furthermore, horizontal supports are arranged between every two adjacent inclined columns, and therefore out-of-plane instability damage is prevented.
Furthermore, the upper ring plate and the lower ring plate are in transition connection with the inclined column through straight sections or circular arcs.
Preferably, a plurality of main beams are uniformly arranged on the top plate of the negative pressure cylinder along the circumferential direction, each main beam is radially arranged along the top plate, a plurality of secondary beams are arranged between the main beams and the inclined supports, and the secondary beams are all arranged along the circumferential direction of the top plate.
Preferably, the negative pressure barrel comprises a top plate, an outer barrel wall, an outer bin distribution plate and an inner bin distribution plate, and the outer bin distribution plate and the inner bin distribution plate, the top plate and the outer barrel wall enclose a plurality of cabins.
Furthermore, the top plate is provided with a drainage and exhaust valve which is communicated with the cabins in a one-to-one correspondence manner.
Preferably, the single column is a circular section with an equal diameter section or a variable diameter section from top to bottom, and the bottom of the single column is connected with a top plate of the negative pressure cylinder through a T-shaped ring beam.
The construction method of the foundation comprises the following steps:
a. prefabricating a foundation in a factory;
b. the foundation is transported to a designated installation site through a barge or a floating transport;
c. the foundation is lifted away from the barge (floating transportation is carried out by discharging water and gas in the negative pressure cylinder) and is sunk to the surface of the sea bed through the floating crane;
d. sinking to a certain depth below the surface of the sea bed through the self weight of the foundation;
e. downward negative pressure is formed by discharging water and gas in the negative pressure barrel, the top surface of the barrel is sunk to be in close contact with the surface of the sea bed by the foundation through negative pressure sinking, and the installation inclination rate of the foundation can be controlled within a reasonable range by adjusting the negative pressure of each cabin in the barrel in the sinking process.
The beneficial effects obtained by the invention are as follows:
1. the foundation main body is of an all-steel structure, the single column adopts a variable cross section with a large upper part and a small lower part, the diameter of the single column below the inclined support can be changed from 7m to 5m, the steel consumption is reduced by 210 tons, and the foundation buoyancy can be reduced by 250 t.
2. The inclined support bottom horizontal beam runs through the cylinder top, the cylinder top adopts a dense beam structure, a main beam and a secondary beam are arranged, the calculation span of a cylinder top plate is shortened, the thickness of a cylinder top steel plate can be reduced to 20mm from 40mm, the steel consumption is reduced, the integral rigidity of the foundation is improved, and the foundation frequency is increased.
3. The single column does not extend into the barrel, the bottom of the single column is connected with the top plate through the T-shaped ring beam, a polygonal or circular cabin with a larger space is adopted in the middle of the barrel, the bins in the barrel are more uniform, a soil plug cannot be formed in the sinking process, the foundation buoyancy caused by the variable cross section of the single column with a large upper part and a small lower part is reduced, the total sinking resistance of the foundation is reduced from 100MN to 70MN, and the thickness of the outer wall of the barrel can be reduced from 40mm to 25 mm; meanwhile, the calculated lengths of other bin distribution plates in the barrel can be reduced, the buckling instability resistance is enhanced, the thickness of the bin distribution plates is reduced from 35mm to 20mm, and the steel consumption is reduced.
4. The longitudinal stiffening ribs are added at the joints of the inclined struts and the single columns, so that the stress concentration phenomenon at the joints can be greatly reduced, the stress of the upper ring plate is reduced to 240MPa from 350MPa, the thickness of the steel plate is reduced to 60mm from 90mm, and the steel consumption is reduced.
5. The lower ring plate is added at the joint of the inclined support and the single column, the node rigidity is increased, the stress concentration phenomenon at the node can be greatly reduced, the fatigue calculation is facilitated, the fatigue hot spot stress generated by a fan and waves is reduced to 20MPa from 35MPa, the thickness of the single column local steel plate is reduced to 55mm from 70mm, and the steel consumption is reduced.
By taking a certain offshore wind power project in the Guangdong sea area as a calculation background, the patented technology can save the steel consumption by more than 30 percent, simultaneously can reduce the lifting capacity grade of an offshore floating crane construction ship, reduce the use cost of construction equipment, and comprehensively consider that the technology can reduce the construction cost of basic engineering by more than 25 percent.
In conclusion, the foundation can be suitable for the water depth of 5-50 m, is simple in structure and convenient to manufacture, can avoid offshore piling and rock-socketing operation, and can shorten the construction period; the steel consumption is less, the weight is light, the requirement on offshore construction equipment is relatively low, and the construction cost of foundation engineering can be reduced by more than 25%.
Drawings
FIG. 1 is a schematic structural view of the present invention;
FIG. 2 is an elevational view of FIG. 1;
FIG. 3 is a top view of FIG. 1;
FIG. 4 is a schematic structural view of the diagonal bracing;
FIG. 5 is an elevational view of FIG. 4;
FIG. 6 is a schematic view of the arrangement of the top plate beam system of the negative pressure cylinder;
FIG. 7 is a schematic view of the structure of the sub-chamber inside the negative pressure cylinder;
FIG. 8 is a schematic structural view of an upper ring plate or a lower ring plate;
reference numerals: 1. a single column; 2. obliquely supporting; 3. the negative pressure cylinder (a, a top plate, b, an outer cylinder wall, c, an outer bin distribution plate, d, an inner bin distribution plate); 4. an upper ring plate; 5. a lower ring plate; 6. transition of the circular arc plate; 7. a longitudinal stiffener; 8. horizontally supporting; 9. a T-shaped ring beam; 10. a secondary beam; 11. a main beam; 12. a drainage and exhaust valve; 13. an oblique column; 14. a horizontal beam; 15. the horizontal beams are crossed and transition connected with the components; 16. arc transition; 17. a transverse stiffener.
Detailed Description
The invention will be further described with reference to the following drawings and specific embodiments.
As shown in figures 1-8, the offshore wind power foundation with the bin-dividing single-column variable-section negative pressure cylinder in the dense beam cylinder at the top of the cylinder comprises a single column 1 and a negative pressure cylinder 3, wherein the single column 1 is vertically arranged, the top of the single column 1 is connected with a wind turbine bottom flange, and the bottom of the single column 1 is fixedly connected with a top plate a of the negative pressure cylinder 3. The single column 1 is fixedly connected with the negative pressure cylinder 3 through the inclined strut 2, the upper end of the inclined strut 2 is fixedly connected with the column wall of the single column 1 through the upper annular plate 4 and the lower annular plate 5, and the lower end of the inclined strut is fixedly connected with the top plate a of the negative pressure cylinder 3 to form a whole, so that the load borne by the single column 1 is effectively transmitted to the negative pressure cylinder 3. According to the invention, water and gas in the negative pressure cylinder 3 are discharged by using the negative pressure system to form negative pressure, the foundation is sunk and installed in surface soil, the cylinder top of the negative pressure cylinder 3 is contacted with the surface of a sea bed, if a soft soil layer with large surface thickness is met, soft soil with a certain depth can be removed firstly, and then the foundation is installed.
In this embodiment, single post 1 is the steel pipe, rolls up by big end down the steel pipe and makes the welding and form, and diameter 5 ~ 20m, wall thickness 30 ~ 200mm, big end down, the middle part is through last crown plate 4 and lower crown plate 5 and the welding of bearing diagonal 2, and the bottom is through T type ring beam 9 and the welding of negative pressure section of thick bamboo 3 roof a.
As shown in fig. 2-5, in this embodiment, the inclined strut 2 includes a plurality of inclined columns 13 and a horizontal beam 14 connected to the inclined columns 13, the plurality of inclined columns 13 are uniformly arranged along a circumference of the single column 1 (in fig. 4, 6 inclined columns 13 are uniformly arranged around the single column 1), upper portions of the plurality of inclined columns 13 are all fixedly connected to the single column 1 through an upper ring plate 4 and a lower ring plate 5, lower portions of the plurality of inclined columns 13 are connected to the horizontal beam 14 through straight sections or through an arc transition 16, and bottom ends of the inclined columns 13 can be disposed at an edge of a top plate a of the negative pressure cylinder 3, or can be retracted and disposed within a diameter range of the top plate a of the negative pressure cylinder 3. The horizontal beam 14 penetrates through the negative pressure cylinder 3 along the radial direction and is fixedly connected with the top plate a of the negative pressure cylinder 3, the lower parts of the inclined columns 13 at one end of the horizontal beam 14 are connected to form a structure similar to a U shape, and the other ends of the horizontal beam 14 are fixed on the middle horizontal beam intersecting transition connecting component to form an integral inclined support 2 structure. In the embodiment, the inclined column 13 is H-shaped steel with the height of 1.0-5 m; the horizontal beam 14 is H-shaped steel and has a height of 0.3-2 m.
In this embodiment, each batter post 13 is provided with a longitudinal stiffening rib 7 along the length direction, one end of the longitudinal stiffening rib 7 is connected to the intersection of the upper ring plate 4 and the single post 1, and the other end extends to the edge of the batter post 13. The longitudinal stiffening rib 7 is made of steel plates, the width is 0.2-1.0 m, the thickness is 20-150 mm, the intersection of the upper annular plate 4, the single column 1 and the oblique column 13 of the longitudinal stiffening rib 7 is used as a starting point, the longitudinal stiffening rib is welded on a web plate of the oblique column along the oblique column 13 and extends to the end of the oblique column 13.
The intersection of the batter post 13 and the horizontal beam 14 is provided with a transverse stiffening rib 17, and the transverse stiffening rib 17 is vertical to the batter post 13. The transverse stiffening ribs 17 are made of steel plates, the width of each transverse stiffening rib 17 is 0.2-0.8 m, the thickness of each transverse stiffening rib is 20-100 mm, and the transverse stiffening ribs 17 are symmetrically arranged along two sides of the inclined column web and welded with three surfaces of the inclined column 13 in a groove type mode.
Referring to fig. 4 and 5, in the present embodiment, a horizontal support 8 is disposed between two adjacent oblique columns 13, and the horizontal support 8 connects all the oblique columns 13 to each other to prevent out-of-plane buckling damage. The horizontal support 8 is a steel pipe (in the embodiment, a steel pipe with the diameter of 0.3-1.5 m), and has an I-shaped, cross-shaped or box-shaped cross section. The horizontal support 18 may be eliminated when out-of-plane stability calculations for the batter post 13 are satisfactory.
With reference to fig. 8, in this embodiment, the upper ring plate 4, the lower ring plate 5 and the batter post 13 are connected by straight section intersection or arc transition 6, the upper ring plate 5 and the lower ring plate 5 are welded to the top of the batter post 13 along the circumferential direction, and both the upper ring plate 5 and the lower ring plate 5 are made of a wavy steel plate with a thickness of 20-150 mm.
With reference to fig. 3 and 6, a plurality of main beams 11 are uniformly arranged on the top plate a of the negative pressure cylinder 3 along the circumferential direction, each main beam 11 is radially arranged along the top plate a, a plurality of secondary beams 10 are arranged between the main beam 11 and the horizontal beam 14 of the inclined support 2, and the plurality of secondary beams 10 are all arranged along the circumferential direction of the top plate a. The main beam 11 is welded on the top plate a along the radial direction, one end of the main beam is welded with the T-shaped ring beam 9 at the bottom of the single column 1, the other end of the main beam is welded with the outer cylinder wall b, and the secondary beam 10 is welded on the top plate a along the circumferential direction, wherein the distance is 0.5-4.0 m. The main beam 11 and the secondary beam 10 are both made of T-shaped steel with the height of 0.3-2 m.
Referring to fig. 7, in the present embodiment, the negative pressure cylinder 3 includes a top plate a, an outer cylinder wall b, an outer partition plate c, and an inner partition plate d, and the outer partition plate c and the inner partition plate d, the top plate a, and the outer cylinder wall b enclose a plurality of chambers (5 to 11 chambers). The outer cylinder wall b is formed by rolling and welding steel pipes, the diameter of the cylinder is 10-50 m, and the height of the cylinder is 5-30 m; the outer bin distribution plate c and the inner bin distribution plate d are made of steel plates with the thickness of 10-60 mm, are welded on the inner side of the outer cylinder wall b, and divide the interior of the negative pressure cylinder 3 into 7 cabins; the top plate a is composed of a plurality of steel plates and is welded on the tops of the outer bin dividing plate c, the inner bin dividing plate d and the outer cylinder wall b to form the negative pressure cylinder 3, and the top plate a is provided with drainage and exhaust valves 12 which are communicated with the cabins in a one-to-one correspondence mode.
The construction method of the foundation comprises the following steps:
a. prefabricating a foundation in a factory;
the steps of foundation prefabrication are as follows:
(1) rolling and welding the steel pipe with a large upper part and a small lower part to form a single column 1;
(2) the inclined columns 13 are made of H-shaped steel, the horizontal beams 14 are made of T-shaped steel, the intersections of the horizontal beams 14 are in transition connection through solid castings or thick-wall steel pipes 15, welding points are dispersed, and the inclined columns 13 and the horizontal beams 14 are connected through arc transition pieces 16 to form an inclined support 2 system;
(3) the outer cylinder wall b is formed by rolling and welding steel pipes, the outer bin dividing plate c and the inner bin dividing plate d are formed by steel plates and welded on the inner side of the outer cylinder wall b, the inner part of the negative pressure cylinder 3 is divided into 7 cabins, and the top plate a is formed by a plurality of steel plates and welded on the top of the outer bin dividing plate c, the inner bin dividing plate d and the top of the outer cylinder wall b to form the negative pressure cylinder 3;
(4) the upper ring plate 4 and the lower ring plate 5 are welded with the top of the inclined column 13 along the annular direction;
(5) hoisting the inclined support 2 system to the top of the negative pressure cylinder 3 and welding the inclined support with the top plate a;
(6) welding the bottom T-shaped ring beam 9 with the top plate a;
(7) the single column 1 penetrates through a reserved hole in the middle of the inclined support 2, the bottom of the single column is welded with the T-shaped ring beam 9, and the middle of the single column is welded with the inclined column 13, the upper ring plate 4 and the lower ring plate 5;
(8) the longitudinal stiffening rib 7 is welded on the web plate of the inclined column by taking the intersection of the upper ring plate 4, the single column 1 and the inclined column 13 as a starting point along the inclined column 13 and extends to the end head of the inclined column 13;
(9) the transverse stiffening ribs 17 are symmetrically arranged along two sides of the web plate of the oblique column and are welded with three surfaces of the oblique column in a groove type;
(10) the corresponding part of the top plate a and each cabin is provided with an air and water discharge valve 12;
b. the foundation is transported to a designated installation site through a barge or a floating transport;
c. the foundation is lifted away from the barge (floating transportation is carried out by discharging water and gas in the negative pressure cylinder) and is sunk to the surface of the sea bed through the floating crane;
d. sinking to a certain depth below the surface of the sea bed through the self weight of the foundation;
e. downward negative pressure is formed by discharging water and gas in the negative pressure barrel, the top surface of the barrel is sunk to be in close contact with the surface of the sea bed by the foundation through negative pressure sinking, and the installation inclination rate of the foundation can be controlled within a reasonable range by adjusting the negative pressure of each cabin in the barrel in the sinking process.
The foregoing shows and describes the general principles and principal structural features of the present invention. The present invention is not limited to the above examples, and various changes and modifications may be made without departing from the spirit and scope of the invention, which fall within the scope of the claimed invention. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (7)
1. The utility model provides a divide storehouse single column variable cross section negative pressure section of thick bamboo marine wind power basis in dense roof beam section of thick bamboo of bobbin top, single column (1) and setting negative pressure section of thick bamboo (3) in single column (1) bottom including vertical setting, single column (1) top and fan bottom flange joint, its characterized in that: the single column (1) is connected with the negative pressure cylinder (3) through the inclined support (2); the upper end of the inclined support (2) is fixedly connected with the column wall of the single column (1) through an upper annular plate (5) and a lower annular plate (6), and the lower end of the inclined support is fixedly connected with a top plate (a) of the negative pressure cylinder (3) to form a whole, so that the load borne by the single column (1) is effectively transmitted to the negative pressure cylinder (3);
the inclined support (2) comprises a plurality of inclined columns (13) uniformly arranged along the circumferential direction of the single column (1) and a horizontal beam (14) connected with the inclined columns (13), the upper parts of the inclined columns (13) are connected with the single column (1) through an upper annular plate (5) and a lower annular plate (6), and the lower parts of the inclined columns (13) are connected with the horizontal beam (14) through straight section intersection or arc transition; the horizontal beam (14) penetrates through the negative pressure cylinder (3) in the radial direction and is connected with a top plate (a) of the negative pressure cylinder (3);
a plurality of main beams (11) are uniformly arranged on a top plate (a) of the negative pressure cylinder (3) along the circumferential direction, each main beam (11) is radially arranged along the top plate (a), a plurality of secondary beams (10) are arranged between the main beams (11) and the inclined supports (2), and the plurality of secondary beams (10) are circumferentially arranged along the top plate (a); the negative pressure barrel (3) comprises a top plate (a), an outer barrel wall (b), an outer bin distribution plate (c) and an inner bin distribution plate (d), and the outer bin distribution plate (c) and the inner bin distribution plate (d) and the top plate (a) and the outer barrel wall (b) enclose a plurality of cabins.
2. The offshore wind power foundation with the barrel top, the dense beam barrel and the inner bin-dividing single-column variable-section negative pressure barrel as claimed in claim 1, is characterized in that: each inclined column (13) is provided with a longitudinal stiffening rib (7) along the length direction, one end of each longitudinal stiffening rib (7) is connected to the intersection of the upper annular plate (5) and the single column (1), and the other end of each longitudinal stiffening rib extends to the edge of the inclined column (13); the crossing place of the batter post (13) and the horizontal beam (14) is provided with a transverse stiffening rib (17), and the transverse stiffening rib (17) is vertical to the batter post (13).
3. The offshore wind power foundation with the barrel top, the dense beam barrel and the inner bin-dividing single-column variable-section negative pressure barrel as claimed in claim 1, is characterized in that: horizontal supports (8) are arranged between every two adjacent inclined columns (13) to prevent out-of-plane instability damage.
4. The offshore wind power foundation with the barrel top, the dense beam barrel and the inner bin-dividing single-column variable-section negative pressure barrel as claimed in claim 1, is characterized in that: the upper annular plate (5) and the lower annular plate (6) are in transition connection with the inclined column (13) through straight sections or arcs.
5. The offshore wind power foundation with the barrel top, the dense beam barrel and the inner bin-dividing single-column variable-section negative pressure barrel as claimed in claim 1, is characterized in that: and the top plate is provided with drainage and exhaust valves (12) which are communicated with the cabins in a one-to-one correspondence manner.
6. The offshore wind power foundation with the barrel top, the dense beam barrel and the inner bin-dividing single-column variable-section negative pressure barrel as claimed in claim 1, is characterized in that: the single column (1) is provided with a circular section with an equal diameter section or a variable diameter section from top to bottom, and the bottom of the circular section is connected with a top plate (a) of the negative pressure cylinder (3) through a T-shaped ring beam (9).
7. A construction method for an offshore wind power foundation of a bin-divided single-column variable cross-section negative pressure cylinder in a cylinder top dense beam cylinder is characterized by comprising the following steps:
a. prefabricating a foundation in a factory;
b. transporting the foundation to a designated installation site;
c. sinking the foundation to the surface of the sea bed;
d. sinking to the surface of the sea bed by the self weight of the foundation to set the depth;
e. downward negative pressure is formed by discharging water and gas in the negative pressure barrel, the top surface of the barrel is sunk to be in close contact with the surface of the sea bed by the foundation through negative pressure sinking, and the installation inclination rate of the foundation can be controlled within a reasonable range by adjusting the negative pressure of each cabin in the barrel in the sinking process.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011063668.2A CN112127381A (en) | 2020-09-30 | 2020-09-30 | Offshore wind power foundation with separated bins in barrel top dense beam barrel and single-column variable-section negative pressure barrel and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011063668.2A CN112127381A (en) | 2020-09-30 | 2020-09-30 | Offshore wind power foundation with separated bins in barrel top dense beam barrel and single-column variable-section negative pressure barrel and construction method |
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| Publication Number | Publication Date |
|---|---|
| CN112127381A true CN112127381A (en) | 2020-12-25 |
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| CN202011063668.2A Pending CN112127381A (en) | 2020-09-30 | 2020-09-30 | Offshore wind power foundation with separated bins in barrel top dense beam barrel and single-column variable-section negative pressure barrel and construction method |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114102065A (en) * | 2021-12-07 | 2022-03-01 | 南通振华重型装备制造有限公司 | Method for mounting suction barrel cover |
| CN116151061A (en) * | 2022-12-08 | 2023-05-23 | 天津大学 | Method and device for determining maximum depth of cylindrical foundation bearing layer and storage medium |
| WO2024078329A1 (en) * | 2022-10-10 | 2024-04-18 | 上海风领新能源有限公司 | Lifting type tower barrel foundation, prefabricated module, and wind vane tower barrel |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107761755A (en) * | 2017-11-30 | 2018-03-06 | 天津大学 | A kind of compound bucket foundation of offshore wind farm |
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| CN116151061A (en) * | 2022-12-08 | 2023-05-23 | 天津大学 | Method and device for determining maximum depth of cylindrical foundation bearing layer and storage medium |
| CN116151061B (en) * | 2022-12-08 | 2024-03-12 | 天津大学 | Method and device for determining maximum depth of cylindrical foundation bearing layer and storage medium |
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Application publication date: 20201225 |