CN112647530A - Offshore wind power foundation structure with single pile, negative pressure barrel and transition section and construction method - Google Patents
Offshore wind power foundation structure with single pile, negative pressure barrel and transition section and construction method Download PDFInfo
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- CN112647530A CN112647530A CN202011585108.3A CN202011585108A CN112647530A CN 112647530 A CN112647530 A CN 112647530A CN 202011585108 A CN202011585108 A CN 202011585108A CN 112647530 A CN112647530 A CN 112647530A
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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
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
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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
- E02D27/10—Deep foundations
- E02D27/20—Caisson foundations combined with pile foundations
Abstract
The application discloses marine wind power foundation structure of "single pile-negative pressure bucket-changeover portion" and construction method, this structure includes: the negative pressure barrel sinks to the designed elevation of the outer side of the single pile, and a first circular seam is formed between the negative pressure barrel and the single pile; the inner insertion type transition section is embedded in the single pile; a second annular seam is formed between the interpolation type transition section and the single pile, and grouting materials are poured between the first annular seam and the second annular seam; a grouting space is formed between the negative pressure barrel and the seabed mud surface, and grouting material is poured in the grouting space. The construction method comprises the following steps: driving a single pile; installing and sinking a negative pressure barrel; grouting materials are poured into the negative pressure barrel; grouting material between the negative pressure barrel and the single pile; installing an interpolation transition section; grouting materials are poured between the internal insertion type transition section and the single pile. This application will be piled through the grout, the negative pressure bucket sinks processes such as installation and changeover portion installation and closely establish ties and link up, fully embodies open sea construction assembly theory, and construction cycle is short, and the construction efficiency is high.
Description
Technical Field
The application belongs to the technical field of offshore wind power foundation construction, and particularly relates to a single-pile-negative-pressure-barrel-transition-section offshore wind power foundation structure and a construction method.
Background
In the development process of offshore wind power industry in China, the design and construction of an offshore wind power fan foundation are important components of offshore wind power development, a single-pile foundation is a structure which is most widely applied in offshore wind power foundation structure types, but with the increase of single-machine power generation, the diameter of the single-pile foundation is larger and larger, the diameter of the single-pile foundation can reach 7-10m, and the self weight of the single-pile exceeds 1000 t. Pile top elevation control construction modes are generally adopted in large-diameter single-pile piling construction of offshore wind power foundations, and the single-pile construction difficulty is increased along with increase of size and weight of single piles. Aiming at the special marine geological conditions of thin seabed covering layers of fields such as Fujian and the like, the problem of rock-socketed construction cannot be avoided in large-diameter single-pile construction, the rock-socketed construction difficulty is high, the risk is high, the construction efficiency is low, and the phenomenon that steel pipe piles are curled due to boulders in the construction process often occurs, so that the field treatment difficulty is higher.
Disclosure of Invention
Aiming at the defects or shortcomings of the prior art, the offshore wind power foundation structure and the construction method thereof are provided.
In order to solve the technical problem, the application is realized by the following technical scheme:
the application provides a "single pile-negative pressure bucket-changeover portion" offshore wind power foundation structure, includes:
the device comprises a single pile, a negative pressure barrel and an interpolation transition section, wherein the negative pressure barrel sinks to the design elevation of the outer side of the single pile, and a first circular seam is formed between the negative pressure barrel and the single pile;
the inner insertion type transition section is embedded in the top of the single pile;
a second annular seam is formed between the interpolation type transition section and the single pile, and grouting materials are poured between the first annular seam and the second annular seam;
a grouting space is formed between the bottom of the negative pressure barrel and the seabed mud surface, and grouting materials are poured into the grouting space.
Further, in the offshore wind power infrastructure with the single pile, the negative pressure bucket and the transition section, a plurality of compartments are arranged at the top of the negative pressure bucket, and each compartment is provided with one overflow port and at least one grouting port.
Further, in the offshore wind power foundation structure of the single pile, the negative pressure barrel and the transition section, the grouting opening is further provided with a ball valve.
Further, in the offshore wind power foundation structure of the single pile, the negative pressure barrel and the transition section, at least two vacuum pumps are further arranged on the negative pressure barrel.
Further, in the offshore wind power foundation structure with the single pile, the negative pressure barrel and the transition section, the pouring height of the grouting material in the first annular seam is at least 2m higher than the top elevation of the negative pressure barrel.
Further, in the offshore wind power foundation structure with the single pile, the negative pressure barrel and the transition section, the underwater grouting material arranged on the first annular seam is discharged from the guide pipe to the underwater mud surface by 4-8 m.
Further, the offshore wind power infrastructure of the single pile-negative pressure barrel-transition section is characterized in that the interpolation-type transition section is temporarily and fixedly connected with the top and the bottom of the single pile.
Further, in the offshore wind power foundation structure with the single pile, the negative pressure barrel and the transition section, a packer is further arranged in the second annular seam.
Further, in the offshore wind power foundation structure with the single pile, the negative pressure barrel and the transition section, the second annular seam is provided with prefabricated grouting pipelines, and the prefabricated grouting pipelines are provided with multiple layers.
The application also provides a construction method based on the offshore wind power foundation structure with the single pile, the negative pressure barrel and the transition section, which comprises the following steps:
driving a single pile;
installing and sinking a negative pressure barrel;
grouting materials are poured into the negative pressure barrel;
grouting materials in a first annular seam between the negative pressure barrel and the single pile;
installing an interpolation transition section;
and grouting materials are poured into the second annular gap between the internal insertion type transition section and the single pile.
Further, the above construction method, wherein, in the installation and sinking of the negative pressure barrel, comprises: slowly sinking the negative pressure barrel to the underwater, penetrating through the surface layer of the foundation by the dead weight when contacting with the seabed mud surface, and forming a closed space in the negative pressure barrel; then the gas and water in the negative pressure barrel are pumped out through the through hole at the top of the negative pressure barrel, the barrel body of the negative pressure barrel is sunk into the soil by the water pressure difference between the inside and the outside of the negative pressure barrel by utilizing vacuumizing, and the through hole is sealed.
Further, the above construction method, wherein, in the installation and sinking of the negative pressure barrel, further comprises: in the process of slowly lowering the negative pressure barrel, opening a ball valve connected with a grouting port on the top plate of the negative pressure barrel, and slowly feeding water into the negative pressure barrel; when the top of the negative pressure barrel is close to the water surface, the negative pressure barrel is suspended to be put down, the ball valve is closed, and the pump prying block is started;
further, in the construction method, in the vacuum pumping and sinking process of the negative pressure barrel, the inclination of the foundation structure is continuously monitored by the positioning monitoring system, the pumping and sinking amount of each compartment in the negative pressure barrel is adjusted, and the levelness control is ensured until the negative pressure barrel sinks to the designed elevation.
Further, the above construction method, wherein the grouting material is poured into the second circumferential weld between the interpolation transition section and the single pile, includes: grouting a bottom sealing grouting material into the second annular gap from a grouting port leading to the interior of the packer to ensure that bottom sealing is successful; and after the poured bottom sealing grouting material is solidified and hardened, grouting construction of a second annular seam is carried out.
Further, in the above construction method, pouring grouting material into the first annular gap between the negative pressure bucket and the single pile includes: stirring equipment is adopted for preparation and pump conveying, and the stirred grouting material is poured from bottom to top from a discharging hopper through dead weight and filled into the first circular seam.
Compared with the prior art, the method has the following technical effects:
(1) the construction procedures of piling, negative pressure barrel sinking installation, transition section installation and the like are closely connected in series and connected through grouting, so that the 'assembly' concept of open sea construction is fully embodied, the construction period is short, and the construction efficiency is high;
(2) the construction method is different from the conventional pile barrel composite structure integral negative pressure sinking construction, the method adopts split installation and post grouting to connect the split installation and the post grouting to form an integral structure, accurate pile driving is realized through a pile stabilizing auxiliary positioning platform, and then the negative pressure barrel is installed to ensure the sinking precision of the negative pressure barrel and ensure the construction quality by utilizing the guiding effect of the pile;
(3) according to the method, a combination mode of combining stirring equipment and a grouting delivery pump is innovatively provided for backfill grouting in a grouting space at the bottom of the negative pressure barrel and filling of annular joint underwater grouting materials between a single pile and the negative pressure barrel, so that grouting construction efficiency is improved and grouting operation time is shortened while grouting quality is guaranteed;
(4) aiming at the construction of a large-diameter single pile and an interpolation type transition section, the application provides a design method of a high-strength grouting pipeline which adopts ultrahigh-strength grouting materials, the locking of the transition section and the single pile, a special plugging mode of the transition section and one-main-multiple-standby mode of the transition section, and ensures the smooth implementation of the grouting operation of the transition section.
Drawings
Other features, objects and advantages of the present application will become more apparent upon reading of the following detailed description of non-limiting embodiments thereof, made with reference to the accompanying drawings in which:
FIG. 1: the application discloses a structural schematic diagram of an offshore wind power foundation structure of a single pile, a negative pressure barrel and a transition section;
FIG. 2: the application discloses a schematic diagram of grouting positions of an offshore wind power foundation structure of a single pile, a negative pressure barrel and a transition section;
FIG. 3: the application discloses a grouting plugging schematic diagram of a single pile and an interpolation transition section of an offshore wind power foundation structure;
FIG. 4: the application relates to a flow chart of a construction method of an offshore wind power foundation structure of a single pile, a negative pressure barrel and a transition section.
Detailed Description
The technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are only a part of the embodiments of the present application, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
As shown in fig. 1 to 3, in one embodiment of the present application, an offshore wind power infrastructure comprising a monopile 10, a negative pressure bucket 30, and a transition section 20 includes:
the single pile comprises a single pile 10, a negative pressure barrel 30 and an inner inserting type transition section 20, wherein the negative pressure barrel 30 sinks to the designed elevation of the outer side of the single pile 10, and a first annular seam A is formed between the negative pressure barrel 30 and the single pile 10;
the inner-inserting transition section 20 is embedded in the top of the single pile 10;
a second annular seam B is formed between the interpolation type transition section 20 and the single pile 10, and grouting materials are poured between the first annular seam A and the second annular seam B;
a grouting space C is formed between the bottom of the negative pressure barrel 30 and the seabed mud surface, and grouting material is poured into the grouting space C.
Compared with the prior art, the design of the single pile 10 in the embodiment has relatively shortened pile length, so that rock-socketed construction can be reduced and avoided; and the outer side of the single pile 10 and the single pile 10 form a whole body to resist horizontal force through a negative pressure cylinder; the top of the single pile 10 is connected with the tower barrel through the inner insertion type transition section 20, if the pile is cut on site, the problem of connection of a top flange and the tower barrel can be solved through the inner insertion type transition section 20, and the problem of elevation control during piling of the wind power single pile 10 is solved.
In the embodiment, the grouting material for pouring the first annular gap a is preferably C40 underwater self-compacting concrete; the grouting material for grouting the second annular gap B is preferably an ultrahigh-strength wind power grouting material with the compressive strength of more than 120 MPa; the grouting material for grouting the grouting space is preferably a high-fluidity, water-dispersion-resistant M15 cement mortar.
Further, in the present embodiment, a plurality of compartments are disposed at the top of the negative pressure barrel 30, and each compartment has a slurry overflow port and at least one slurry filling port 31 disposed thereon. Preferably six compartments may be provided. Grouting material is poured into the negative pressure barrel 30, after the negative pressure sinks to the right position, a diver connects a grouting hose to a ball valve of a grouting opening 31 of each compartment of the negative pressure barrel 30 in water, pumps water firstly, pumps pipe moistening material secondly, pumps grouting material finally, pumps grouting material well mixed by the stirring equipment M into each compartment of the negative pressure barrel 30 at high pressure, and grouting is stopped until a grout overflow phenomenon appears at a grout overflow opening, and grouting is carried out on the next compartment. In the present embodiment, the specific number of the compartments is only an example, and the protection scope of the present application is not limited thereto, and the specific number of the compartments may be increased or decreased as appropriate according to actual circumstances. The concrete method for the slurry overflow of the slurry overflow port includes that underwater video shooting is performed through divers, real-time monitoring is performed on a grouting construction ship, and grouting is stopped after slurry overflow is confirmed.
The grouting opening 31 is further provided with a ball valve, and the ball valve is used for controlling the opening and closing of the grouting opening 31.
In this embodiment, the negative pressure barrel 30 is further provided with at least two vacuum pumps, wherein a spare vacuum pump is reserved to prevent the sinking operation of the negative pressure barrel 30 from being influenced by the failure of one of the vacuum pumps. In particular, the operation of the vacuum pump may be controlled on deck.
Further, the pouring height of the grouting material in the first annular seam A is at least 2m higher than the top elevation of the negative pressure barrel 30, so as to ensure the consolidation reliability of the negative pressure barrel 30 and the single pile 10.
And the underwater grouting material arranged at the first annular seam A is fed into a guide pipe to reach 4-8m of the underwater mud surface.
The inner insertion type transition section 20 is temporarily and fixedly connected with the top and the bottom of the single pile 10, and after the temporary and fixed connection is completed, the grouting operation of the second annular seam B is performed. The temporary fixed connection can be completed by welding, bolts and the like.
And a packer 21 is further arranged in the second annular gap B, and bottom sealing grouting material is firstly poured into the annular gap of the inner large-diameter single pile 10 through a grouting port leading to the inside of the packer 21, so that the success of bottom sealing is ensured. And after the poured bottom sealing grouting material is solidified and hardened, performing grouting construction operation of the second annular seam B.
And a prefabricated grouting pipeline M1 is arranged at the second annular joint B, and multiple layers are arranged on the prefabricated grouting pipeline M1.
As shown in fig. 4, the present embodiment further provides a construction method based on the above-mentioned "single pile-negative pressure bucket-transition section" offshore wind power foundation structure, including:
firstly, driving a single pile 10;
step two, the negative pressure barrel 30 is installed and sunk;
step three, grouting materials are poured into the negative pressure barrel 30;
pouring grouting material into a first annular gap A between the negative pressure barrel 30 and the single pile 10;
step five, installing an interpolation transition section 20;
and step six, pouring grouting materials into a second annular gap B between the internal insertion type transition section 20 and the single pile 10.
In the embodiment, construction processes such as piling, sinking installation of the negative pressure barrel 30, installation of the interpolation type transition section 20 and the like are closely connected in series and connected through grouting, so that the 'assembly' concept of open sea construction is fully embodied, the construction period is short, and the construction efficiency is high.
In the first step, the pile stabilizing and positioning auxiliary platform can be adopted to assist in piling, and the plane position of the single pile 10 and the verticality of the single pile 10 can be accurately controlled.
In the second step, the method further comprises: the negative pressure buckets 30 are in place for processing, transportation and offshore. Specifically, the negative pressure barrel 30 is directly placed on a transport ship, and is transported to a site after being reinforced and stabilized, and is installed after the ship enters a site and is positioned.
Before the negative pressure barrel 30 is installed, the seabed around the pile body is leveled, the negative pressure barrel 30 sinks and is sunk by a 1000t full-rotation crane ship, and the sunk team and the diving team cooperate to ensure that the levelness of the negative pressure barrel 30 in the sinking process meets the design requirements.
After the negative pressure barrel 30 is machined and manufactured, the top plate and the barrel wall of the negative pressure barrel 30 are strictly sealed, a barrel body is subjected to a sealing test before being refuted, a pump prying block, a pump valve system and the like of negative pressure sinking equipment are debugged, and the barrel body sealing performance is respectively checked before hoisting construction and after mud entering.
The leveling of the seabed around the single pile 10 (preferably a steel pipe pile) means that: scouring pits or gravel slag exist around the driven steel pipe pile, the sweeping operation of the sea bed surface around the steel pipe pile needs to be carried out in advance, the sea bed surface within the range of 50m around the pile is at least ensured to be flat, the initial sealing can be formed after the barrel body of the negative pressure barrel 30 is injected by self weight, and the problem that the barrel wall of the negative pressure barrel 30 is not sealed after initial water pumping to cause water leakage and negative pressure can not be formed is prevented.
In this embodiment, the negative pressure barrel 30 is further configured with at least two vacuum pumps, wherein a spare vacuum pump is reserved to prevent the sinking operation of the negative pressure barrel 30 from being affected due to the failure of one of the vacuum pumps. In particular, the operation of the vacuum pump may be controlled on deck.
Further, the negative pressure barrel 30 needs to be lifted by a special hanger, so that the negative pressure barrel 30 is prevented from being deformed due to unbalanced stress in the lifting process.
In the sinking process of the negative pressure barrel 30, the foundation slowly sinks to the underwater, and passes through the surface layer of the foundation by the dead weight when contacting with the mud surface of the seabed, and at the moment, a closed space is formed in the negative pressure barrel 30. Then the gas and water in the negative pressure barrel 30 are pumped out through the through hole at the top of the negative pressure barrel 30, the vacuum pressure and the pressure difference of the water inside and outside the barrel are utilized to sink the negative pressure barrel 30 into the soil, and the through hole is sealed.
In the installation and sinking of the above-mentioned negative pressure barrel 30, the method further comprises: in the process of slowly lowering the negative pressure barrel 30, a ball valve connected with a grouting port 31 on the top plate of the negative pressure barrel 30 is opened, and the negative pressure barrel 30 slowly enters water; when the top of the negative pressure barrel 30 approaches the water surface, the negative pressure barrel is temporarily stopped to be put down, the ball valve is closed, and the pump prying block is started. Wherein, the speed of transferring should be slow after the negative pressure bucket 30 barrel head entrys water to there is sufficient time to guarantee that the drainage is carminative in the negative pressure bucket 30, and the barrel head is gone into water completely and is examined sealing conditions such as ball valve, judges that initial income mud begins, and the control levelness.
Further, in the process of vacuumizing and sinking the negative pressure barrel 30, the inclination of the foundation structure can be continuously monitored by means of a positioning monitoring system, the air-pumping sinking amount of each compartment in the negative pressure barrel 30 is adjusted, and the levelness control is ensured until the negative pressure barrel is sunk to the designed elevation.
In the third step, after negative pressure bucket 30 sinks to reach the design elevation, open grout mouth 31 of prefabrication on negative pressure bucket 30 roof, the diver dives under water be in connecting hose on grout mouth 31, combine grout material delivery pump through agitated vessel M to carry out grouting material and pour into in the negative pressure bucket 30, overflow thick liquid phenomenon appears in this bulkhead grout mouth on negative pressure bucket 30 roof, stops the grout. The diver detaches the pipe underwater, connects another bay grouting opening 31, and continues grouting until all bays finish grouting operation.
In the present embodiment, the negative pressure barrel 30 is provided with a plurality of compartments, preferably six compartments, and each compartment is provided with at least two grouting ports 31 and one overflow port. Grouting material is poured into the negative pressure barrel 30, after the negative pressure sinks to the right position, a diver connects a grouting hose to a ball valve of a grouting opening 31 of each compartment of the negative pressure barrel 30 in water, pumps water firstly, pumps pipe moistening material secondly, pumps grouting material finally, pumps grouting material well mixed by the stirring equipment M into each compartment of the negative pressure barrel 30 at high pressure, and grouting is stopped until a grout overflow phenomenon appears at a grout overflow opening, and grouting is carried out on the next compartment. In the present embodiment, the specific number of the compartments is only an example, and the protection scope of the present application is not limited, and the specific number of the compartments may be increased or decreased as appropriate according to actual situations. The grout overflow is specifically performed by underwater video shooting of divers, real-time monitoring is performed on a grouting construction ship, and grouting is stopped after the grout overflow is confirmed.
Wherein, when the grouting space C is grouted, the adopted grouting material is high-fluidity and water-dispersion-resistant M15 cement mortar.
In the grouting material poured into the first annular gap a between the pair of negative pressure barrels 30 and the single pile 10 in the fourth step, the method comprises the following steps: preparing by adopting stirring equipment M and conveying by a pump, and filling the stirred grouting material into the first circular seam A from bottom to top by a blanking funnel through self weight.
Specifically, after grouting of the grouting space C in the negative pressure barrel 30 is completed, the first annular joint A is cleaned by using a high-pressure water gun, a grouting pipeline M1 is arranged in a gap of the first annular joint A to 4-8M below the mud surface, grouting is performed on the first annular joint A through a stirring device M, and grouting is stopped when the grouting height of the grouting material in the first annular joint A exceeds the top elevation of the negative pressure barrel 30.
Further, when the pouring height of the grouting material in the first annular seam A exceeds the top height 2m of the negative pressure barrel 30, the pouring is stopped.
Wherein, in this step four, the preface is cleared up at first circumferential weld A grout, after the clearance, adopt "pipe method" construction process to carry out C40 underwater self-compaction concrete through agitated vessel M and fill, adopt the underwater concrete construction process similar to drilling bored concrete pile with the grouting material that stirs, pour into first circumferential weld A through the pipe with the grouting material, in this embodiment, preferably adopt 2 sets of pipes to pour into the grouting material in step, carry out the installation of capping board immediately after the grouting material is poured and is accomplished.
In the fifth step, selecting the weather with the wave height less than 1m and the actually measured wind speed below 6 levels, and making a preparation for the ship to enter the station. After the ship approaches the point, the steel wire rope is hung and the guy rope is tied. Slowly hoisting the inner-inserting transition section 20, slowly moving the inner-inserting transition section 20 to the position above the large-diameter single pile 10 to be aligned, and slowly lowering the hook until the ring plate on the inner-inserting transition section 20 is tightly and stably contacted with the large-diameter single pile 10. After interpolation formula changeover portion 20 installation is stable, the ring plate needs welded fastening on interpolation formula changeover portion 20 and major diameter single pile 10, and interpolation formula changeover portion 20 bottom needs the interior screw rod of pile installation, treats that the fixed back in upper portion is finished, by diver's dive with the threaded rod step up, makes the front end of threaded rod and the inner wall of major diameter single pile 10 only contact.
Specifically, before the second circumferential seam B is grouted, temporary consolidation needs to be completed between the top and bottom of the internal insertion type transition section 20 and the single pile 10 (steel pipe pile) by welding, bolts and the like, so that consolidation of the internal insertion type transition section 20 and the straight pile 10 before and after grouting is ensured. Before consolidation, measurements are taken to ensure that the level of the top flange face of the interpolated transition piece 20 meets the design requirements.
The second circumferential seam B grouting is performed after the temporary consolidation of the internal insertion type transition section 20 and the mono-pile 10 is completed.
In the sixth step, the second annular gap B is grouted through a prefabricated grouting pipeline M1, and after the leveling and fixing of the internal insertion type transition section 20 are finished, a bottom sealing grouting material is firstly grouted into the annular gap of the inner large-diameter single pile 10 through a grouting port 31 leading to the inside of the packer 21, so as to ensure that the bottom sealing is successful. And after the poured bottom sealing grouting material is solidified and hardened, performing grouting construction operation of the second annular seam B.
The grouting material adopted for grouting the second annular joint B is an ultrahigh-strength wind power grouting material with the compressive strength of more than 120 MPa.
Further, the prefabricated grout line M1 is provided with a plurality of layers, wherein the difference in elevation of each layer of the grout line M1 may be 0.5-1M.
In this embodiment, the second annular gap B grouting construction operation includes processes of cleaning an annular gap, wetting a pipeline, pumping a pipe wetting material, pumping a grouting material, overflowing slurry, pressure shielding slurry, cleaning equipment, and the like.
It should be noted that the above-mentioned second annular gap B grouting is completed within 24h to strictly prevent the striking of any ship equipment and the like.
The method can be used under the special geological condition that the covering soil layer is relatively thin, has the characteristics of small piling construction difficulty, simple and convenient negative pressure cylinder installation and construction, easy control of single-pile transition section installation and construction quality and the like, has the characteristics of high construction efficiency, saving of offshore operation windows, reduction of engineering cost and the like, and has wide popularization and application values.
In the description of the present application, unless expressly stated or limited otherwise, the terms "connected," "connected," and "fixed" are to be construed broadly, e.g., as meaning permanently connected, removably connected, or integral to one another; can be mechanically or electrically connected; either directly or indirectly through intervening media, either internally or in any other relationship. The specific meaning of the above terms in the present application can be understood in a specific case by those of ordinary skill in the art.
In this application, unless expressly stated or limited otherwise, the first feature "on" or "under" the second feature may comprise direct contact of the first and second features, or may comprise contact of the first and second features not directly but through another feature in between. Also, the first feature being "on," "above" and "over" the second feature includes the first feature being directly on and obliquely above the second feature, or merely indicating that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature includes the first feature being directly under and obliquely below the second feature, or simply meaning that the first feature is at a lesser elevation than the second feature.
In the description of the present embodiment, the terms "upper", "lower", "left", "right", and the like are used based on the orientations and positional relationships shown in the drawings only for convenience of description and simplification of operation, and do not indicate or imply that the referred device or element must have a specific orientation, be configured and operated in a specific orientation, and thus, should not be construed as limiting the present application. Furthermore, the terms "first" and "second" are used only for descriptive purposes and are not intended to have a special meaning.
The above embodiments are merely to illustrate the technical solutions of the present application and are not limitative, and the present application is described in detail with reference to preferred embodiments. It will be understood by those skilled in the art that various modifications and equivalent arrangements may be made in the present invention without departing from the spirit and scope of the present invention and shall be covered by the appended claims.
Claims (14)
- "single stake-negative pressure bucket-changeover portion" offshore wind power foundation structure, its characterized in that includes:the device comprises a single pile, a negative pressure barrel and an interpolation transition section, wherein the negative pressure barrel sinks to the design elevation of the outer side of the single pile, and a first circular seam is formed between the negative pressure barrel and the single pile;the inner insertion type transition section is embedded in the top of the single pile;a second annular seam is formed between the interpolation type transition section and the single pile, and grouting materials are poured between the first annular seam and the second annular seam;a grouting space is formed between the bottom of the negative pressure barrel and the seabed mud surface, and grouting materials are poured into the grouting space.
- 2. The "monopile-negative pressure bucket-transition section" offshore wind power infrastructure of claim 1, wherein the negative pressure bucket has a plurality of compartments disposed on top of the negative pressure bucket, each compartment having one grout outlet and at least one grout inlet disposed thereon.
- 3. The offshore wind power infrastructure of claim 2, wherein the grout port is further provided with a ball valve.
- 4. The offshore wind power infrastructure of claim 1, wherein at least two vacuum pumps are provided on the sub-atmospheric bucket.
- 5. The "monopile-negative pressure bucket-transition section" offshore wind power infrastructure of claim 1, wherein a grouting height of the grout in the first circumferential seam is at least 2m higher than the negative pressure bucket top elevation.
- 6. The "monopile-negative pressure bucket-transition section" offshore wind power infrastructure of claim 1, wherein the first circumferential seam installed underwater concrete blanking conduit is 4-8m to the underwater mud surface.
- 7. The "monopile-negative pressure bucket-transition" offshore wind power infrastructure of any one of claims 1 to 6, wherein the interpolated transition is temporarily fixedly connected to the top and bottom of the monopile.
- 8. The offshore wind power infrastructure of any one of claims 1 to 6, wherein a packer is further disposed in the second annular gap.
- 9. The offshore wind power infrastructure of any one of claims 1 to 6, wherein the second circumferential seam is provided with a pre-cast grout line, the pre-cast grout line being provided with multiple layers.
- 10. Construction method of an offshore wind power infrastructure based on "mono-pile-negative pressure bucket-transition section" according to any of claims 1 to 9, characterized in that it comprises:driving a single pile;installing and sinking a negative pressure barrel;grouting materials are poured into the negative pressure barrel;grouting materials in a first annular seam between the negative pressure barrel and the single pile;installing an interpolation transition section;and grouting materials are poured into the second annular gap between the internal insertion type transition section and the single pile.
- 11. The construction method as claimed in claim 10, wherein the installing and sinking of the negative pressure barrel comprises: slowly sinking the negative pressure barrel to the underwater, penetrating through the surface layer of the foundation by the dead weight when contacting with the seabed mud surface, and forming a closed space in the negative pressure barrel; then the gas and water in the negative pressure barrel are pumped out through the through hole at the top of the negative pressure barrel, the barrel body of the negative pressure barrel is sunk into the soil by the water pressure difference between the inside and the outside of the negative pressure barrel by utilizing vacuumizing, and the through hole is sealed.
- 12. The construction method according to claim 10 or 11, further comprising the steps of: in the process of slowly lowering the negative pressure barrel, opening a ball valve connected with a grouting port on the top plate of the negative pressure barrel, and slowly feeding water into the negative pressure barrel; when the top of the negative pressure barrel is close to the water surface, the negative pressure barrel is suspended to be put down, the ball valve is closed, and the pump prying block is started;in the process of vacuumizing and sinking of the negative pressure barrel, the inclination of the foundation structure is continuously monitored by the positioning monitoring system, the air-extracting sinking amount of each compartment in the negative pressure barrel is adjusted, and the levelness control is ensured until the negative pressure barrel sinks to the designed elevation.
- 13. The method of claim 10 or 11, wherein said grouting the second circumferential joint between the interpolated transition piece and the mono-pile comprises: grouting a bottom sealing grouting material into the second annular gap from a grouting port leading to the interior of the packer to ensure that bottom sealing is successful; and after the poured bottom sealing grouting material is solidified and hardened, grouting construction of a second annular seam is carried out.
- 14. The construction method according to claim 10 or 11, wherein the grouting in the first annular gap between the negative pressure barrel and the single pile comprises: preparing by adopting stirring equipment M and conveying by a pump, and filling the stirred grouting material into the first circular seam from bottom to top by a blanking funnel through self weight.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202011585108.3A CN112647530A (en) | 2020-12-28 | 2020-12-28 | Offshore wind power foundation structure with single pile, negative pressure barrel and transition section and construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011585108.3A CN112647530A (en) | 2020-12-28 | 2020-12-28 | Offshore wind power foundation structure with single pile, negative pressure barrel and transition section and construction method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113237612A (en) * | 2021-05-06 | 2021-08-10 | 郑州大学 | Test device for simulating grouting reinforcement of offshore wind turbine |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113237612A (en) * | 2021-05-06 | 2021-08-10 | 郑州大学 | Test device for simulating grouting reinforcement of offshore wind turbine |
| CN113237612B (en) * | 2021-05-06 | 2024-03-19 | 郑州大学 | Test device for simulating grouting reinforcement of offshore wind turbine |
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