CN116427457A - Large underwater steel cylinder foundation for offshore wind power and construction method thereof - Google Patents
Large underwater steel cylinder foundation for offshore wind power and construction method thereof Download PDFInfo
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- CN116427457A CN116427457A CN202310651994.2A CN202310651994A CN116427457A CN 116427457 A CN116427457 A CN 116427457A CN 202310651994 A CN202310651994 A CN 202310651994A CN 116427457 A CN116427457 A CN 116427457A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 154
- 239000010959 steel Substances 0.000 title claims abstract description 154
- 238000010276 construction Methods 0.000 title claims abstract description 56
- 239000004575 stone Substances 0.000 claims abstract description 17
- 238000004519 manufacturing process Methods 0.000 claims abstract description 9
- 239000011435 rock Substances 0.000 claims abstract description 7
- 238000005498 polishing Methods 0.000 claims abstract description 5
- 230000003014 reinforcing effect Effects 0.000 claims description 14
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- 238000000034 method Methods 0.000 description 12
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- 238000003912 environmental pollution Methods 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
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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
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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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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/727—Offshore wind turbines
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Abstract
The invention relates to a large-scale underwater steel cylinder foundation for offshore wind power and a construction method thereof, wherein the steel cylinder foundation comprises a steel cylinder and a jacket, the bottom of the steel cylinder is provided with a tooth edge part which is convenient for rock embedding, the top of the inner wall of the steel cylinder is provided with a plug-in component for fixing pile legs at the bottom of the jacket, gaps between the pile legs and the plug-in component are reinforced by grouting, and an offshore wind turbine tower is fixed on the jacket; the construction method comprises the steps of manufacturing a steel cylinder; transporting a steel cylinder; assembling a steel cylinder vibrating sinker set; sinking a steel cylinder; fixing pile legs of a jacket foundation; and (5) stone polishing and covering of the steel cylinder. The invention effectively solves the problems of large rock-socketed depth, low construction efficiency, long open sea operation time, large cost investment, more professional equipment investment and the like in the traditional offshore wind power rock-socketed pile foundation construction.
Description
Technical Field
The invention relates to the field of offshore building construction, in particular to a large underwater steel cylinder foundation for offshore wind power and a construction method thereof.
Background
At present, aiming at different geological conditions, the common types mainly comprise a single pile rock-socketed foundation, a multi-pile cap foundation, a jacket foundation, a concrete gravity foundation, a floating foundation and a negative pressure cylinder foundation.
The large-diameter steel cylinder structure is used as a novel water transportation engineering structure, can adapt to severe environments with great water depth, especially the development of port construction and coastal engineering at home and abroad in recent years, becomes an indispensable important component part of a rapid island formation technology, has the advantages of simple construction, low manufacturing cost, good durability and the like, does not need to excavate foundation trenches, cast stone tamping and foundation bed leveling, and has obvious alternative advantages for pile foundations and jacket foundations under the same geological conditions compared with the traditional commonly used offshore wind power foundations.
At present, the conventional construction method of the offshore wind power pile foundation and the jacket foundation comprises the following steps:
firstly, manufacturing a pile body and accessory components of the steel pipe pile in a factory, and performing anti-corrosion treatment after detection; secondly, carrying out steel pipe pile transportation and offshore positioning by adopting professional ship machine equipment, turning over and sinking the steel pipe pile by adopting a large crane ship, and controlling the perpendicularity of the pile body in the pile sinking process and carrying out high-strain test; carrying out rock-socketed construction by adopting a rock-socketed drilling machine again, lowering a reinforcement cage after drilling reaches a designed elevation, then starting to fill concrete, and starting to measure the final perpendicularity of the pile body after the design strength is met; and finally, other auxiliary facilities are installed after the static load test, the pile foundation is installed on an upper platform, and the jacket foundation is installed on a jacket platform.
In summary, the existing construction method has the following main defects:
1. the conventional offshore wind power pile foundation has large rock-socketed depth or diameter, low construction efficiency, great influence on offshore wind power production operation and poor economic effect.
2. The traditional offshore wind power rock-socketed pile foundation construction has more hole collapse and hemming phenomena, and simultaneously has geological disaster phenomena such as boulder, karst and the like, so that the construction period is directly prolonged, and the construction cost is increased.
3. The traditional offshore wind power rock-socketed pile foundation construction has the defects of large water depth, wave height, wind speed and flow velocity in the construction sea area, severe construction marine environment conditions and short construction window period, however, the rock-socketed pile needs longer open sea operation time, and the offshore operation safety risk is large.
4. The traditional offshore wind power rock-socketed pile foundation construction is realized, a special construction platform is required to be erected by a rock-socketed drilling machine, steel consumption is large, stability of the rock-socketed drilling machine is required to be guaranteed, construction procedures are more, large-scale ship machine equipment investment is more, and investment time is longer.
5. The traditional offshore wind power rock-socketed pile foundation construction has the defects that the rock-socketed drilling machine has large loss and the construction can cause environmental pollution, and the green low-carbon construction concept advocated by the nation is difficult to meet.
Disclosure of Invention
Aiming at the common technical defects of the construction of the rock-socketed pile of the offshore wind power pile foundation or the jacket foundation, namely low construction efficiency, high cost, high risk of open sea operation safety, more investment of construction equipment, construction pollution environment, construction resource waste and the like, the invention provides a large-scale underwater steel cylinder foundation for offshore wind power and a construction method thereof.
The invention adopts the following technical scheme to realize the aim:
the large-scale underwater steel cylinder foundation for offshore wind power comprises a steel cylinder and a jacket, wherein the bottom of the steel cylinder is provided with a tooth edge part which is convenient for rock embedding, a steel cylinder vibro-hammer is arranged on the underwater mud surface, the top of the inner wall of the steel cylinder is provided with an inserting assembly for fixing pile legs at the bottom of the jacket, gaps between the pile legs and the inserting assembly are reinforced by grouting, and an offshore wind turbine tower is fixed on the jacket;
the pile leg is in an inverted funnel shape, the bottom of the pile leg is provided with a universal wheel, and grouting holes are penetrated through the pile leg;
the splicing component comprises a pile leg inserting frame, the pile leg inserting frame is matched with the pile leg and fixedly welded at the top of the inner wall of the steel cylinder, a slot is formed in the pile leg inserting frame, a clamping block for limiting the vertical direction of the pile leg is arranged on the inner wall of one end of the slot, the pile leg is inserted through one end in the slot and slides to the other end in the slot through a universal wheel, and then the pile leg is limited through the clamping block.
In particular, the steel cylinder is formed by splicing a plurality of vertical plates, each vertical plate is formed by splicing a plurality of steel plates, a plurality of reinforcing ribs are welded on the inner wall of the vertical plate, and reinforcing plates are welded at the splicing seams among the reinforcing ribs.
Particularly, the top of the steel cylinder is provided with a thickening part, the thickening part comprises T-shaped ribs and arc plates, the circumferences of the T-shaped ribs are uniformly distributed and vertically welded at the top of the inner wall of the steel cylinder, and the arc plates are welded on the side wall of the T-shaped ribs far away from the steel cylinder and spliced into a circle.
Particularly, a supporting frame is welded between the bottom of the pile leg inserting frame and the inner wall of the steel cylinder.
A construction method of a large underwater steel cylinder foundation for offshore wind power comprises the following steps:
step one: manufacturing a steel cylinder;
step two: transporting a steel cylinder;
step three: assembling a steel cylinder vibrating sinker set;
step four: sinking a steel cylinder;
step five: fixing pile legs of a jacket foundation;
step six: and (5) stone polishing and covering of the steel cylinder.
The beneficial effects of the invention are as follows:
the invention effectively solves the problems of large rock-socketed depth, low construction efficiency, long open sea operation time, large cost investment, more professional equipment investment and the like in the traditional offshore wind power rock-socketed pile foundation construction.
The invention can effectively improve the construction efficiency, reduce the working time and personnel investment of the open sea, reduce the risk of the open sea working, reduce the construction cost and other key construction key problems, and further ensure the controllable construction period and cost, safety and quality control of the offshore wind power foundation.
The invention adopts the foundation form of the underwater steel cylinder foundation and the jacket platform, eliminates the traditional rock-socketed construction, reduces the traditional construction procedures, can further reduce the construction period of offshore wind power for construction units, and can provide a solution for national green energy.
Compared with the traditional construction method, the method has the advantages of economy, feasibility, safety, high efficiency, energy conservation, cost reduction, environmental protection and the like, and has great popularization and application values.
Drawings
FIG. 1 is a schematic view of the steel cylinder, jacket, and tooth blade location of the present invention;
FIG. 2 is a schematic view of a steel cylinder splice of the present invention;
FIG. 3 is a schematic view of a thickened portion position of the present invention;
FIG. 4 is a schematic view of a plug assembly according to the present invention;
FIG. 5 is a schematic view of one end of a leg of the present invention inserted into a slot;
FIG. 6 is a schematic view of the leg sliding to the other end of the slot according to the present invention;
FIG. 7 is a schematic view of the leg of FIG. 5 in a slot;
FIG. 8 is a schematic view of the leg of FIG. 6 being retained in the slot by a clip;
in the figure: 1-a steel cylinder; 11-vertical plates; 12-steel plate; 13-reinforcing ribs; 14-reinforcing plates; 15-T-ribs; 16-arc plate;
2-jacket;
3-tooth edge portions;
4-pile legs; 41-universal wheels; 42-grouting holes;
5-an offshore wind turbine tower;
6-a plug assembly; 61-pile leg inserting frames; 62-clamping blocks; 63-slots; 64-supporting frames;
the embodiments of the present invention will be described in detail below with reference to the accompanying drawings.
Detailed Description
The invention is further illustrated by the following examples:
1-8, the large-scale underwater steel cylinder foundation for offshore wind power comprises a steel cylinder 1 and a jacket 2, wherein the bottom of the steel cylinder 1 is provided with a tooth edge part 3 convenient for rock embedding, and the tooth edge part 3 at the bottom of the steel cylinder is used for preventing the curling phenomenon of the traditional rock embedding construction, has certain rock embedding capacity and is used for guaranteeing the vibration sinking depth and the rock embedding depth of the steel cylinder foundation; the steel cylinder 1 is formed by splicing a plurality of vertical plates 11, each vertical plate 11 is formed by splicing a plurality of steel plates 12, a plurality of reinforcing ribs 13 are welded on the inner wall of the vertical plate 11, and reinforcing plates 14 are welded at the splicing seams among the reinforcing ribs 13; the top of the steel cylinder 1 is provided with a thickened part, the thickened part comprises T-shaped ribs 15 and arc plates 16, a plurality of T-shaped ribs 15 are uniformly distributed on the circumference and vertically welded on the top of the inner wall of the steel cylinder 1, and a plurality of arc plates 16 are welded on the side wall of the T-shaped ribs 15 far away from the steel cylinder 1 and spliced into a circle; the thickened part of the cylinder top is used for better clamping of the resonance beam of the vibration hammer set and vibration sinking of the cylinder body.
The steel cylinder 1 is vibrated to the underwater mud surface, the top of the inner wall of the steel cylinder 1 is provided with a plug-in component 6 for fixing the pile leg 4 at the bottom of the jacket 2, a gap between the pile leg 4 and the plug-in component 6 is reinforced by grouting, and the offshore wind turbine tower 5 is fixed on the jacket 2; the plug-in components 6 are the special device that sets up in order to fix jacket 2 in water and steel drum 1 under water, and it sets up in steel drum 1 top thickening portion, and the quantity of plug-in components 6 sets up according to the spud leg 4 quantity of jacket 2, and the size of plug-in components 6 sets up after the size is enlarged according to spud leg 4.
The pile leg 4 is in an inverted funnel shape, the bottom of the pile leg 4 is provided with a universal wheel 41, and grouting holes 42 are penetrated on the pile leg 4; the inserting assembly 6 comprises a pile leg inserting frame 61, the pile leg inserting frame 61 is matched with the pile leg 4 and is welded and fixed at the top of the inner wall of the steel cylinder 1, a supporting frame 64 is welded between the bottom of the pile leg inserting frame 61 and the inner wall of the steel cylinder 1, a slot 63 is arranged in the pile leg inserting frame 61, a clamping block 62 for limiting the pile leg 4 in the vertical direction is arranged on the inner wall of one end of the slot 63, and the pile leg 4 is inserted into one end in the slot 63 and slides to the other end in the slot 63 through a universal wheel 41, so that the pile leg is limited through the clamping block 62; specifically, after the pile leg 4 of the jacket 2 is inserted into the slot 63, it slides to the other end of the slot 63 until it is limited by the clamping block 62, and then grouting is performed through the grouting hole 42, so that the pile leg 4 and the pile leg inserting frame 61 are fixed together.
Basic working principle of a large-scale underwater steel cylinder: the large-scale underwater steel cylinder 1 mainly replaces the rock-socketed depth and diameter of a traditional jacket foundation rock-socketed pile by the gravity and friction of soil mass within the diameter range, and is an underwater device for connecting and fixing the jacket foundation in water. The device directly cancels the traditional rock-socketed construction, only the steel cylinder 1 body is vibrated and sinking to the designed elevation through the vibrating hammer group, meanwhile, the tooth blade part 3 is only a rich part of the rock-socketed depth, and the tooth blade has a certain rock-socketed depth; the steel cylinder 1 barrel top is connected with the jacket pile leg foundation, so that the problem of inconvenient connection in the traditional underwater is solved, and the problems of lower efficiency, high safety risk, more investment of resource equipment and the like in the traditional rock-socketed construction are solved.
The whole construction process of the underwater steel cylinder foundation is as follows: firstly, manufacturing and transporting the underwater steel cylinder 1, wherein the detection is reinforced in the manufacturing process, so that the machining precision and the machining quality of the steel cylinder 1 are ensured; secondly, assembling the steel cylinder 1 underwater vibrating sinker set, wherein the positions of clamping the steel cylinder 1 and distributing the vibrating hammers are paid attention to in the assembling process; the pile sinking and vibration sinking of the steel cylinder 1 are carried out again, and the monitoring of verticality is enhanced in the pile sinking process; finally, connecting and fixing the jacket foundation pile leg, fixing by pouring underwater concrete, and performing full-section stone polishing covering on the steel cylinder 1 to prevent scouring.
Specifically, the construction method of the large underwater steel cylinder foundation for offshore wind power comprises the following steps:
step one: manufacturing a steel cylinder 1;
the steel cylinder 1 is assembled and formed by assembling plate units, and a hard field is selected for assembly in consideration of the weight of the cylinder.
Firstly, a special internal mold jig frame for assembling a cylinder body before assembling a vertical plate 11 is arranged on the periphery of the jig frame, the jig frame is generally hexagonal and is assembled by steel pipes, four supporting pipes are arranged on each side, and arc angle steel and a guide plate are arranged on the cylindrical jig frame.
Secondly, assembling and welding vertical plates 11 of the cylinder, hanging the vertical plates to a cylinder jig frame, positioning and adjusting verticality of plate units through guide plates, locking support pipes of an upper opening after adjusting in place, welding head connecting plates and cylinder walls firmly, assembling the plate units in place in sequence according to the same method, adjusting joint gaps through screws, and confirming gaps of all butt joints again after assembling into a whole.
And thirdly, assembling the tooth edge part 3 of the barrel bottom, sleeving the tooth edge part 3 on the extension section part of the reinforcing rib 13 in the barrel, welding and fixing after embedding, wherein the barrel between the reinforcing ribs 13 is connected with the bottom of the barrel by the wedge-shaped edge part, and the connecting area is formed by welding the reinforcing plate 14.
Finally, the thickened part of the cylinder top and the plug-in component 6 are spliced, the T-shaped rib 15 is welded on the circumference of the top of the inner wall of the cylinder top, then the arc plate 16 is welded, the arc plate 16, the reinforcing rib 13 and the reinforcing plate 14 are welded and reinforced, the plug-in component 6 is welded or connected with the thickened part of the cylinder top through bolts, the pile leg plug-in frame 61 and the supporting frame 64 are arranged on the arc plate 16, the clamping block 62 is arranged in the inserting groove 63 and used for limiting the pile leg 4, and the pile leg 4 is convenient to synchronously shake and sink with the steel cylinder 1.
Step two: the steel cylinder 1 is transported;
after each dimension of the underwater steel cylinder 1 is checked to be qualified, the underwater steel cylinder starts to be transferred to a shipping terminal for shipping.
Firstly, transferring a steel cylinder 1 to a delivery dock, removing bolts on long holes at the front end of a support tube around a lower section cylinder jig frame before hoisting, removing a connecting plate, and moving back to a telescopic beam; the steel cylinder 1 is lifted to a wharf by using the cooperation of two portal cranes, a paint mark is brushed in advance for facilitating the rotation and the positioning of the steel cylinder 1, and a guiding device is arranged.
Secondly, install the steel drum support of reinforcement on the transport ship, according to the fixed preparation of steel drum 1 size design preparation transportation, the support comprises steel buttress and wood, mainly is used for with the inside bed-jig fixed connection of steel drum 1.
Finally, after the steel cylinder 1 is transported to a construction sea area and positioned, according to the construction position requirement, the steel cylinder 1 starts to break down to a parking position nearby, the parking position direction is selected to be mainly less influenced by wind flow, and the direction of windward and small area of windward in the main direction of wind speed and flow velocity is generally selected as the optimal parking position direction, so that the stability of the steel cylinder 1 transport ship is mainly ensured, and the clamping efficiency of the steel cylinder 1 vibrating hammer set is facilitated.
Step three: assembling a steel cylinder 1 vibrating sinker set;
during the transportation of the underwater steel cylinder 1, the assembly of the vibratory hammer set of the steel cylinder 1 is started in the field.
Firstly, arranging a resonance beam assembly jig in a field assembly area, wherein the field bearing capacity of an assembly jig is required to meet the requirement, and paving an integral steel plate on the ground in the field assembly area and arranging the jig on the steel plate.
Secondly, the vibrating beams are sequentially hung on the jig frame, and the vibrating beam bottom plate is connected with the jig frame through technical bolts. And after the vibration beam is installed, the total station is used for measuring the integral positioning precision of the vibration beam, and after the design requirement is met, the vibration beam structure is rigidly fixed, so that the vibration beam is installed.
And after the vibration beam is installed, the contact beam structure is sequentially installed outside the vibration beam, and the total planeness of the vibration beam is measured by using a total station in the installation process, so that the installation of the contact beam is guided.
Finally, after the welding connection of the vibrating beam and the connecting beam is completed, sequentially installing a vibrating hammer on the upper part of the vibrating beam, sequentially installing a steel cylinder clamp on the lower part of the vibrating beam, and screwing connecting bolts of the steel cylinder clamp and a connecting plate of the steel cylinder clamp to rated torque by utilizing a special hydraulic wrench.
Step four: sinking the steel cylinder 1;
after the transport vessel is in position, the crane vessel is in position, and preparation is started for hoisting the steel cylinder 1 and pile sinking.
Firstly, lifting a steel cylinder 1 by a crane ship, and lifting a crane ship lifting hammer set to a height range which is 3 times higher than the top height of the steel cylinder 1 on a transport ship; the hammer group enters the right upper part of the top of the steel cylinder 1 through translation and rotation of the crane ship, so that the steel cylinder 1 is close to the guide plate of the hydraulic clamp; after the steel cylinder 1 enters the clamping groove of the hammer group, after the resonance Liang Gatou is confirmed to be clamped with the cylinder wall, the steel cylinder 1 starts to be lifted, and the hook head of the crane ship is lifted and loaded step by step until the crane ship slowly lifts. The lifting personnel pay close attention to the positions of the steel cylinders 1, and collision of adjacent steel cylinders 1 is prevented.
Secondly, the underwater steel cylinder 1 is subjected to vibration sinking positioning, a GPS receiver, an automatic tracking total station and a computer processing system are arranged on a transport ship, and an adaptive reflecting prism and a liquid level meter are arranged on a rigid vibration beam of the vibration sinking system to form a positioning system, so that the plane position, the cylinder top elevation and the longitudinal and transverse verticality of the steel cylinder 1 are monitored. The positioning of the steel cylinder 1 is divided into coarse positioning, accurate positioning and positioning rechecking, and the steel cylinder 1 is self-sinking after the accuracy is confirmed.
Thirdly, the underwater steel cylinder 1 is self-sinking, when the tooth edge length of the tooth edge part 3 of the steel cylinder 1 is 5 times longer than the sea bottom surface, accurate positioning is carried out again, and the falling hook self-sinking is started after the design requirement is met; in the self-sinking process, the hook head hanging weight is strictly controlled, the 1 barrel weight/2 pi of the underwater steel barrel is taken as the primary load shedding, and the hook is slowly dropped until the self-sinking is completed.
Finally, the underwater steel cylinder 1 is vibrated and sunk, after the steel cylinder 1 is self-sinking, the verticality and the deflection of the cylinder body are checked again, the hammer can be opened to be vibrated and sunk within the allowable range, the lifting hook of the crane ship must be always in a stressed state in the sinking process of the steel cylinder 1, vibration is stopped after the design requirement is met, and the clamp holder is loosened to lift the vibration hammer set.
Step five: fixing foundation pile legs of the jacket 2;
after the underwater steel cylinder 1 is vibrated and sunk in place, connection and fixation of the jacket 2 and the steel cylinder 1 are started.
Firstly, a jacket platform is lowered according to construction positioning coordinates of a steel cylinder 1, the platform is ensured to be kept in a horizontal state in the process of lowering, the lowering depth of the jacket platform is determined according to the length of a steel wire rope and the height of the platform from the water surface, a position 50cm away from the top of the underwater steel cylinder 1 is hovered, the horizontal posture is adjusted, and the platform is rotated to determine that the position of a pile leg 4 of a jacket foundation corresponds to a plug-in assembly 6.
Secondly, continuing to lower the jacket platform until the jacket platform cannot be lowered, confirming again through the pre-vibration sinking position and the special measuring instrument whether the pile leg 4 is arranged at the center of the insertion end of the slot 63, and slowly rotating the platform horizontally until the platform starts to rotate anticlockwise after the jacket platform cannot be lowered, wherein the pile leg 4 slides in the slot 63 through the universal wheel 41 as shown in fig. 5 and 6 until the pile leg 4 rotates until the pile leg 4 cannot rotate, and confirming that the jacket foundation is lowered and installed in place.
Finally, pouring underwater micro-expansion concrete through grouting holes 42 on the pile legs 4, directly grouting the concrete from water to the water through the inner space of the pile legs 4, keeping a certain pressure by a grouting machine, and stopping grouting when the grouting amount of the underwater concrete exceeds 20% of the design requirement amount, thus finishing foundation fixation.
Step six: the steel cylinder 1 is covered by stone polishing.
And after the jacket foundation is fixed and the strength of the underwater concrete meets the design requirement, starting the riprap covering of the inner part and the outer part of the underwater steel cylinder 1.
Firstly, through a special stone throwing ship and the arrangement of an underwater stone throwing chute, the outer periphery of the steel cylinder 1 starts to be covered by throwing stones, so that underwater flushing is prevented. The stone throwing ship rotates around the steel cylinder 1 to start underwater stone throwing, the round rotation is divided into circular strip-shaped construction, the steel cylinder 1 is covered all the year round, and the thickness of the stone throwing is thinner as the steel cylinder 1 is far away.
And secondly, replacing the underwater riprap chute, starting to throw and fill broken stones in the steel cylinder 1, and placing the riprap Dan Liuguan downwards through four vertex positions, and timely rotating the direction of the chute according to the riprap amount to ensure that the internal riprap is in place.
Finally, the broken stone is thrown and filled in the top area of the steel cylinder 1, and the main purpose is to cover the steel cylinder 1 and the connection area of the steel cylinder and the jacket 2, so as to prevent underwater flushing. The casting and filling is carried out by four main vertex positions and round strip-shaped casting stones at the boundary of the steel cylinder 1, the thickness of the casting stone arc is confirmed according to the casting and filling amount under water, the casting and filling of the underwater broken stone can be completed after the casting and filling amount meeting the design requirement is met, and the preparation work before the connection of the wind tower at the top of the platform can be carried out.
The invention effectively solves the problems of large rock-socketed depth, low construction efficiency, long open sea operation time, large cost investment, more professional equipment investment and the like in the traditional offshore wind power rock-socketed pile foundation construction.
In the description of the present invention, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element being referred to must have a specific orientation, be configured and operated in a specific orientation, and therefore should not be construed as limiting the present invention.
Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include at least one such feature. In the description of the present invention, the meaning of "plurality" means at least two, for example, two, three, etc., unless specifically defined otherwise.
In the present invention, unless explicitly specified and limited otherwise, the terms "mounted," "connected," "secured," and the like are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally formed; may be mechanically connected, may be electrically connected or may be in communication with each other; either directly or indirectly, through intermediaries, or both, may be in communication with each other or in interaction with each other, unless expressly defined otherwise. The specific meaning of the above terms in the present invention can be understood by those of ordinary skill in the art according to the specific circumstances.
While the invention has been described above by way of example, it will be apparent that the invention is not limited to the above embodiments, but is intended to be within the scope of the invention, as long as various modifications of the method concepts and technical solutions of the invention are adopted, or as long as modifications are directly applicable to other applications without modification.
Claims (5)
1. The large-scale underwater steel cylinder foundation for offshore wind power is characterized by comprising a steel cylinder (1) and a jacket (2), wherein a tooth edge part (3) which is convenient for rock embedding is arranged at the bottom of the steel cylinder (1), a steel cylinder (1) is vibrated to an underwater mud surface, an inserting assembly (6) is arranged at the top of the inner wall of the steel cylinder (1) and used for fixing a pile leg (4) at the bottom of the jacket (2), a gap between the pile leg (4) and the inserting assembly (6) is reinforced by grouting, and an offshore wind turbine tower (5) is fixed on the jacket (2);
the pile leg (4) is in an inverted funnel shape, the bottom of the pile leg (4) is provided with a universal wheel (41), and grouting holes (42) are formed in the pile leg (4) in a penetrating mode;
the splicing component (6) comprises a pile leg inserting frame (61), the pile leg inserting frame (61) is matched with the pile leg (4) and fixedly welded at the top of the inner wall of the steel cylinder (1), a slot (63) is formed in the pile leg inserting frame (61), a clamping block (62) for limiting the vertical direction of the pile leg (4) is arranged on the inner wall of one end of the slot (63), one end of the pile leg (4) in the slot (63) is inserted into the other end of the slot (63) through a universal wheel (41), and the pile leg is limited through the clamping block (62).
2. The large underwater steel cylinder foundation for offshore wind power according to claim 1, wherein the steel cylinder (1) is formed by splicing a plurality of vertical plates (11), each vertical plate (11) is formed by splicing a plurality of steel plates (12), a plurality of reinforcing ribs (13) are welded on the inner wall of each vertical plate (11), and reinforcing plates (14) are welded at splicing seams among the reinforcing ribs (13).
3. The large underwater steel cylinder foundation for offshore wind power according to claim 2, wherein a thickened portion is arranged at the top of the steel cylinder (1), the thickened portion comprises T-shaped ribs (15) and arc plates (16), the T-shaped ribs (15) are uniformly distributed on the circumference and vertically welded at the top of the inner wall of the steel cylinder (1), and the arc plates (16) are welded on the side wall, far away from the steel cylinder (1), of the T-shaped ribs (15) and spliced into a circle.
4. A large-scale underwater steel cylinder foundation for offshore wind power according to claim 3, characterized in that a supporting frame (64) is welded between the bottom of the pile leg inserting frame (61) and the inner wall of the steel cylinder (1).
5. A construction method of a large-scale underwater steel cylinder foundation for offshore wind power according to claim 4, characterized by comprising the following steps:
step one: manufacturing a steel cylinder (1);
step two: transporting the steel cylinder (1);
step three: assembling a steel cylinder (1) vibrating sinker set;
step four: sinking a pile by a steel cylinder (1);
step five: the pile legs of the foundation of the jacket (2) are fixed;
step six: the steel cylinder (1) is covered by stone polishing.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202310651994.2A CN116427457A (en) | 2023-06-05 | 2023-06-05 | Large underwater steel cylinder foundation for offshore wind power and construction method thereof |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202310651994.2A CN116427457A (en) | 2023-06-05 | 2023-06-05 | Large underwater steel cylinder foundation for offshore wind power and construction method thereof |
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| CN116427457A true CN116427457A (en) | 2023-07-14 |
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101200899A (en) * | 2007-12-21 | 2008-06-18 | 天津大学 | Self-mounting type bucket base with oil storage chamber |
| CN103469808A (en) * | 2013-09-24 | 2013-12-25 | 广东明阳风电产业集团有限公司 | Offshore wind turbine foundation integrating concrete caisson and jacket |
| KR20160026533A (en) * | 2014-09-01 | 2016-03-09 | 건국대학교 산학협력단 | Offshore multi-piled concrete foundation using transition pieces and the construction method therefor |
| CN105484258A (en) * | 2016-01-07 | 2016-04-13 | 中淳高科桩业股份有限公司 | Foundation treatment pile and pile splicing method thereof |
| CN107675721A (en) * | 2017-09-14 | 2018-02-09 | 南方科技大学 | Anti-liquefaction suction type cylindrical foundation device |
| CN108301435A (en) * | 2018-01-04 | 2018-07-20 | 浙江大学城市学院 | A kind of automation prevents liquefied offshore type bucket base and its construction method |
| CN110439018A (en) * | 2019-08-02 | 2019-11-12 | 中交第四航务工程勘察设计院有限公司 | A kind of new plug-in steel cylinder wind power foundation |
-
2023
- 2023-06-05 CN CN202310651994.2A patent/CN116427457A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101200899A (en) * | 2007-12-21 | 2008-06-18 | 天津大学 | Self-mounting type bucket base with oil storage chamber |
| CN103469808A (en) * | 2013-09-24 | 2013-12-25 | 广东明阳风电产业集团有限公司 | Offshore wind turbine foundation integrating concrete caisson and jacket |
| KR20160026533A (en) * | 2014-09-01 | 2016-03-09 | 건국대학교 산학협력단 | Offshore multi-piled concrete foundation using transition pieces and the construction method therefor |
| CN105484258A (en) * | 2016-01-07 | 2016-04-13 | 中淳高科桩业股份有限公司 | Foundation treatment pile and pile splicing method thereof |
| CN107675721A (en) * | 2017-09-14 | 2018-02-09 | 南方科技大学 | Anti-liquefaction suction type cylindrical foundation device |
| CN108301435A (en) * | 2018-01-04 | 2018-07-20 | 浙江大学城市学院 | A kind of automation prevents liquefied offshore type bucket base and its construction method |
| CN110439018A (en) * | 2019-08-02 | 2019-11-12 | 中交第四航务工程勘察设计院有限公司 | A kind of new plug-in steel cylinder wind power foundation |
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