WO2013040890A1 - 海上风电、桥梁和海洋建筑物局部浮力海洋平台及施工方法 - Google Patents

海上风电、桥梁和海洋建筑物局部浮力海洋平台及施工方法 Download PDF

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Publication number
WO2013040890A1
WO2013040890A1 PCT/CN2012/073829 CN2012073829W WO2013040890A1 WO 2013040890 A1 WO2013040890 A1 WO 2013040890A1 CN 2012073829 W CN2012073829 W CN 2012073829W WO 2013040890 A1 WO2013040890 A1 WO 2013040890A1
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WO
WIPO (PCT)
Prior art keywords
buoyancy
offshore platform
cylinder
offshore
concrete
Prior art date
Application number
PCT/CN2012/073829
Other languages
English (en)
French (fr)
Inventor
黄灿光
陈立强
Original Assignee
Wong Carlos
Chen Liqiang
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Wong Carlos, Chen Liqiang filed Critical Wong Carlos
Priority to US14/394,400 priority Critical patent/US9567720B2/en
Priority to EP12834043.7A priority patent/EP2837554A4/en
Priority to JP2015504834A priority patent/JP6105044B2/ja
Priority to AU2012313196A priority patent/AU2012313196B2/en
Publication of WO2013040890A1 publication Critical patent/WO2013040890A1/zh
Priority to PH12014502301A priority patent/PH12014502301B1/en
Priority to PH12017500191A priority patent/PH12017500191A1/en

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    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B63—SHIPS OR OTHER WATERBORNE VESSELS; RELATED EQUIPMENT
    • B63B—SHIPS OR OTHER WATERBORNE VESSELS; EQUIPMENT FOR SHIPPING 
    • B63B1/00—Hydrodynamic or hydrostatic features of hulls or of hydrofoils
    • B63B1/02—Hydrodynamic or hydrostatic features of hulls or of hydrofoils deriving lift mainly from water displacement
    • B63B1/10—Hydrodynamic or hydrostatic features of hulls or of hydrofoils deriving lift mainly from water displacement with multiple hulls
    • B63B1/107—Semi-submersibles; Small waterline area multiple hull vessels and the like, e.g. SWATH
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B17/00—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B63—SHIPS OR OTHER WATERBORNE VESSELS; RELATED EQUIPMENT
    • B63B—SHIPS OR OTHER WATERBORNE VESSELS; EQUIPMENT FOR SHIPPING 
    • B63B21/00—Tying-up; Shifting, towing, or pushing equipment; Anchoring
    • B63B21/50—Anchoring arrangements or methods for special vessels, e.g. for floating drilling platforms or dredgers
    • B63B21/502—Anchoring arrangements or methods for special vessels, e.g. for floating drilling platforms or dredgers by means of tension legs
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B63—SHIPS OR OTHER WATERBORNE VESSELS; RELATED EQUIPMENT
    • B63B—SHIPS OR OTHER WATERBORNE VESSELS; EQUIPMENT FOR SHIPPING 
    • B63B35/00—Vessels or similar floating structures specially adapted for specific purposes and not otherwise provided for
    • B63B35/44—Floating buildings, stores, drilling platforms, or workshops, e.g. carrying water-oil separating devices
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B17/00—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor
    • E02B17/0008—Methods for grouting offshore structures; apparatus therefor
    • 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
    • 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
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/52—Submerged foundations, i.e. submerged in open water
    • E02D27/525—Submerged foundations, i.e. submerged in open water using elements penetrating the underwater ground
    • F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F03—MACHINES OR ENGINES FOR LIQUIDS; WIND, SPRING, OR WEIGHT MOTORS; PRODUCING MECHANICAL POWER OR A REACTIVE PROPULSIVE THRUST, NOT OTHERWISE PROVIDED FOR
    • F03D—WIND MOTORS
    • F03D13/00—Assembly, mounting or commissioning of wind motors; Arrangements specially adapted for transporting wind motor components
    • F03D13/20—Arrangements for mounting or supporting wind motors; Masts or towers for wind motors
    • F03D13/25—Arrangements for mounting or supporting wind motors; Masts or towers for wind motors specially adapted for offshore installation
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B63—SHIPS OR OTHER WATERBORNE VESSELS; RELATED EQUIPMENT
    • B63B—SHIPS OR OTHER WATERBORNE VESSELS; EQUIPMENT FOR SHIPPING 
    • B63B1/00—Hydrodynamic or hydrostatic features of hulls or of hydrofoils
    • B63B1/02—Hydrodynamic or hydrostatic features of hulls or of hydrofoils deriving lift mainly from water displacement
    • B63B1/10—Hydrodynamic or hydrostatic features of hulls or of hydrofoils deriving lift mainly from water displacement with multiple hulls
    • B63B1/12—Hydrodynamic or hydrostatic features of hulls or of hydrofoils deriving lift mainly from water displacement with multiple hulls the hulls being interconnected rigidly
    • B63B2001/128—Hydrodynamic or hydrostatic features of hulls or of hydrofoils deriving lift mainly from water displacement with multiple hulls the hulls being interconnected rigidly comprising underwater connectors between the hulls
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B63—SHIPS OR OTHER WATERBORNE VESSELS; RELATED EQUIPMENT
    • B63B—SHIPS OR OTHER WATERBORNE VESSELS; EQUIPMENT FOR SHIPPING 
    • B63B21/00—Tying-up; Shifting, towing, or pushing equipment; Anchoring
    • B63B21/50—Anchoring arrangements or methods for special vessels, e.g. for floating drilling platforms or dredgers
    • B63B2021/505—Methods for installation or mooring of floating offshore platforms on site
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B63—SHIPS OR OTHER WATERBORNE VESSELS; RELATED EQUIPMENT
    • B63B—SHIPS OR OTHER WATERBORNE VESSELS; EQUIPMENT FOR SHIPPING 
    • B63B35/00—Vessels or similar floating structures specially adapted for specific purposes and not otherwise provided for
    • B63B35/44—Floating buildings, stores, drilling platforms, or workshops, e.g. carrying water-oil separating devices
    • B63B2035/4433—Floating structures carrying electric power plants
    • B63B2035/446—Floating structures carrying electric power plants for converting wind energy into electric energy
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B17/00—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor
    • E02B2017/0039—Methods for placing the offshore structure
    • E02B2017/0043—Placing the offshore structure on a pre-installed foundation structure
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B17/00—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor
    • E02B2017/0056—Platforms with supporting legs
    • E02B2017/0073—Details of sea bottom engaging footing
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B17/00—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor
    • E02B2017/0091—Offshore structures for wind turbines
    • F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F03—MACHINES OR ENGINES FOR LIQUIDS; WIND, SPRING, OR WEIGHT MOTORS; PRODUCING MECHANICAL POWER OR A REACTIVE PROPULSIVE THRUST, NOT OTHERWISE PROVIDED FOR
    • F03D—WIND MOTORS
    • F03D13/00—Assembly, mounting or commissioning of wind motors; Arrangements specially adapted for transporting wind motor components
    • F03D13/20—Arrangements for mounting or supporting wind motors; Masts or towers for wind motors
    • F03D13/22—Foundations specially adapted for wind motors
    • F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F05—INDEXING SCHEMES RELATING TO ENGINES OR PUMPS IN VARIOUS SUBCLASSES OF CLASSES F01-F04
    • F05B—INDEXING SCHEME RELATING TO WIND, SPRING, WEIGHT, INERTIA OR LIKE MOTORS, TO MACHINES OR ENGINES FOR LIQUIDS COVERED BY SUBCLASSES F03B, F03D AND F03G
    • F05B2240/00—Components
    • F05B2240/90—Mounting on supporting structures or systems
    • F05B2240/93—Mounting on supporting structures or systems on a structure floating on a liquid surface
    • F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F05—INDEXING SCHEMES RELATING TO ENGINES OR PUMPS IN VARIOUS SUBCLASSES OF CLASSES F01-F04
    • F05B—INDEXING SCHEME RELATING TO WIND, SPRING, WEIGHT, INERTIA OR LIKE MOTORS, TO MACHINES OR ENGINES FOR LIQUIDS COVERED BY SUBCLASSES F03B, F03D AND F03G
    • F05B2240/00—Components
    • F05B2240/90—Mounting on supporting structures or systems
    • F05B2240/95—Mounting on supporting structures or systems offshore
    • 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
    • Y02B—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO BUILDINGS, e.g. HOUSING, HOUSE APPLIANCES OR RELATED END-USER APPLICATIONS
    • Y02B10/00—Integration of renewable energy sources in buildings
    • Y02B10/30—Wind power
    • 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
    • Y02E10/72—Wind turbines with rotation axis in wind direction
    • 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

Definitions

  • the invention relates to an offshore platform and a construction method thereof, in particular to a local buoyancy offshore platform and a construction method for offshore wind power, bridges and marine buildings.
  • the geological conditions of the buildings in the water, the wind and wave loads and the water depth determine the basic form of the buildings in the water.
  • the foundation of large-scale water buildings accounts for 25% to 40% of the total cost. 30 meters has been moderately deep to deep water foundation,
  • the load forces generated by the marine environment, such as the large horizontal forces generated by typhoons, huge waves, and large tides, should be considered as important control conditions that must be considered in the design and construction.
  • the basic types of offshore wind turbines in deep water areas are mostly floating platforms.
  • the shallow water areas are mainly pile foundations or gravity foundation pile foundations, and the medium deep water areas are truss type jacket foundations.
  • the mainstream basic type of the bridge from the deep deep water area to the deep water area is the pile group foundation or the steel sheet pile cofferdam column foundation. Drilling and production offshore fixed platforms for water depths from 10 to 200 meters, and marine semi-submersible platforms for drilling and oil recovery for water depths from 100 meters to several kilometers.
  • the buoyancy support fixed platform for supporting offshore wind turbines, bridges and marine buildings is "the buoyancy support fixed platform for supporting offshore wind turbines, bridges and marine buildings" (application number is CN)
  • the Chinese patent application of 2012100348059 includes technical means including at least three buoyancy cylinders, each of which has a conical bottom at the bottom.
  • the technical means can firmly embed the buoyancy supporting fixed platform into the seabed bearing layer with shallow soil layer (1m to 5m), which has a large technical advantage; but the buoyancy support is fixed.
  • the platform construction method is insufficient for thick soil layers (more than 5 meters).
  • the hollow buoyancy cylinder of the "local buoyancy" offshore platform is supported by the buoyancy of the water.
  • the buoyancy buoyancy counteracts the weight of some marine structures.
  • the buoyancy of the water bears about half of the weight of the marine structure, which can reduce the rigidity of the supporting structure of the offshore platform, so that the basic vibration frequency avoids the peak frequency of the earthquake, thereby improving the platform foundation and the foundation. Insulation.
  • the natural oscillation period of the platform is prolonged due to buoyancy, that is, the time required for shaking once, and the peak period of the earthquake is avoided, and the acceleration of the shaking of the marine structure is reduced. Therefore, the "local buoyancy" offshore platform can obtain better seismic effects.
  • the invention of the local buoyancy offshore platform is specifically developed for the original buoyancy support fixed platform technology in the thick soil layer (5 meters to 80 meters or more), and the gravity type is adopted for the foundation of the thick soil layer.
  • the mixed form foundation of small-diameter piles using a buoyancy cylinder fixed on the seabed, installing a small-diameter pile foundation with a small drilling machine and a small pile driver erected on a buoyancy cylinder, relatively large steel pipe piles and their required large-scale piles
  • the offshore piling equipment, the small diameter pile of the invention is very economical.
  • the working principle of the partial buoyancy offshore platform of the multi-buoyancy cylinder is that the space structure is composed of the vertically arranged hollow multi-buoyancy cylinder and the connecting beam between the buoyancy cylinders and the small-diameter group piles at the bottom of each buoyancy cylinder, and the vertical load passes through the bottom of the buoyancy cylinder.
  • the plate transmits less compressive stress than the allowable value of the stiffener ring layer, while the small-diameter bored pile or small-diameter hits the group pile to provide anti-lifting force and also provides partial bearing capacity.
  • the multi-buoyancy cylinder space structure transforms the overturning load on the whole foundation into the vertical downward pressure and the uplifting load of the single buoyancy foundation.
  • the buoyancy of the buoyancy cylinder offsets the weight of some hydraulic structures, the foundation bearing capacity and the anti-overturning ability. Strong.
  • the invention also adds a partial buoyancy offshore platform of a single buoyancy cylinder, which can be applied to small water buildings such as an offshore wind farm of a 3MW horizontal axis wind turbine.
  • the working principle of the partial buoyancy offshore platform of the single buoyancy cylinder is that the vertical structure is composed of a vertically arranged hollow single buoyancy cylinder and a stiffening ring plate at the bottom of the single buoyancy cylinder and a small-diameter group pile connected at the bottom of the single buoyancy cylinder.
  • the stiffener ring plate at the bottom of the buoyancy cylinder transmits the compressive stress less than the allowable value of the holding layer of the stiffener ring plate, while the small-diameter bored pile or the small-diameter hit group pile provides the anti-lifting force and also provides partial bearing capacity.
  • the spatial structure of the single buoyancy cylinder transforms the overturning load on the whole foundation into the vertical downward pressure and the uplifting load of the small-diameter group pile foundation.
  • the buoyancy of the buoyancy cylinder offsets the weight of some hydraulic structures, the foundation bearing capacity and the anti-overturning ability. Strong.
  • the local buoyancy cylinder local buoyancy offshore platform For the installation of small offshore wind turbines, bridges or marine structures on a relatively flat seabed (total weight less than 700 tons), the local buoyancy cylinder local buoyancy offshore platform has obvious economic benefits, effectively reducing the construction cost of the buoyancy cylinder.
  • the invention has wide application range, high economic benefit and low construction risk.
  • the invention is economical in the soil layer with a thickness of more than 5 meters and a water depth of 5 to 50 meters.
  • the technical problem to be solved by the present invention is to solve the problem of high cost and difficult construction of the marine (hydraulic) building such as the existing offshore wind power for the thick soil layer (5 meters to 80 meters or more) environment.
  • a local buoyancy offshore platform for offshore wind power, bridges and marine structures that supports offshore wind turbines and/or bridges and/or marine structures.
  • the technical solution adopted by the invention to solve the technical problem is: system integration and innovative application of prestressed concrete pontoon and oilfield drilling platform and segmental prefabricated prestressed concrete bridge section construction method or cast-in-place construction method, local buoyancy Construction of a seismic system for buildings, artificial deepwater foundation engineering and small-diameter bored piles or small-diameter piles for more than 30 years, constructing a local buoyancy offshore platform for offshore wind power, bridges and marine structures, the local The buoyancy offshore platform includes:
  • At least one vertically arranged buoyancy cylinder supported on the seabed by a concrete layer below the bottom of the buoyancy cylinder, the buoyancy cylinder being a hollow cylinder;
  • the buoyancy cylinder is further mounted with a small-diameter group pile running through the bottom thereof, and the small-diameter group pile is sequentially anchored to the bedrock or the bearing layer through the concrete layer and the seabed soil layer;
  • the single buoyancy cylinder is a single buoyancy cylinder system, and a single buoyancy cylinder space structure is composed of a single one of the buoyancy cylinders vertically arranged and a bottom of the buoyancy cylinder and the small-diameter group pile fixedly connected under the bottom portion;
  • the buoyancy cylinder constitutes a multi-buoyancy cylinder system through a connecting beam, and the plurality of the buoyancy cylinders disposed vertically and the connecting beam between the buoyancy cylinders and the small-diameter group fixedly connected by the bottom of the buoyancy cylinder Piles constitute a multi-buoyancy cylinder space structure;
  • offshore buoyancy offshore platform supports offshore wind turbines and/or bridges and/or marine structures.
  • the small-diameter group pile comprises a small-diameter bored pile or a small-diameter driven pile, and a recessed hole is reserved at the bottom of the buoyancy cylinder Drilling through the recessed hole to install the small-diameter bored pile or the small-diameter driven pile, and the small-diameter bored pile or the small-diameter driven pile sequentially passes through the concrete layer and the seabed soil layer A bedrock or bearing layer to enhance the uplift resistance of the local buoyancy offshore platform.
  • the bottom of the buoyancy cylinder is a tapered bottom or a convex structure of the bottom.
  • the partial buoyancy offshore platform further includes at least three of the buoyancy cylinders, one of which supports an offshore wind turbine.
  • the tapered top portion is extended to form a stiffening ring plate, and the vertical load is transmitted through the stiffener ring plate of the buoyancy cylinder bottom to allow the bearing layer of the bottom plate to be allowed.
  • the compressive stress within the value is not limited to the first set of the tapered top portion.
  • the partial buoyancy offshore platform further includes a regulating tower fixed at the top of the buoyancy cylinder.
  • the buoyancy cylinder and/or the conditioning tower are made of steel or prestressed concrete or prestressed lightweight concrete or prestressed fiber concrete or pre- Made of stress-filled steel tube concrete or steel-concrete composite material or reinforced concrete material.
  • a pumping system is disposed in the buoyancy cylinder, and the pumping system includes a plurality of pressure pipes disposed inside the buoyancy cylinder and a water pump, a concrete pump and a cement mortar pump disposed outside; wherein one end opening of each of the plurality of pressure pipes respectively passes through the buoyancy cylinder, is connected with the water pump, the concrete pump and the cement mortar pump, and the other end is open to wear
  • the tapered bottom of the buoyancy cylinder communicates with the outside to squeeze water, concrete or cement mortar respectively output from the water pump, the concrete pump or the cement mortar pump to the outside.
  • the buoyancy cylinder is filled with sand or water to increase the self-weight of the local buoyancy offshore platform, thereby resisting horizontal loads such as wind loads. Pulling up.
  • the invention also provides a construction method of a local buoyancy offshore platform for offshore wind power, bridges and marine buildings, which is used for constructing a local buoyancy offshore platform on a seabed of not less than 5 meters in the seabed soil layer, comprising the following steps:
  • the water is pumped out through the opening of the pressure tube at the conical bottom of the buoyancy cylinder, thereby punching the bond between the conical bottom of the buoyancy cylinder and the concrete layer, and raising the a local buoyancy offshore platform exposing a tapered groove of the concrete layer;
  • the partial buoyancy offshore platform is sunk to form a slit between the tapered bottom portion and the tapered groove;
  • Grouting fills the slit, slightly lowering the local buoyancy offshore platform to the local buoyancy offshore platform to start supporting on the concrete layer, and the partial buoyancy offshore platform is completely completed after the paddle reaches a preset strength Supported on the concrete layer;
  • a small-diameter bored pile having a diameter of 300 mm to 400 mm is installed by the drill to anchor the bedrock; or a recess is reserved at the bottom of the buoyancy cylinder
  • the hole is drilled, the concrete layer of the conical bottom and the lower part thereof is drilled, and the small-diameter driving pile is introduced; after the pile foundation is completed, the water in the buoyancy cylinder is drained, the pile head is exposed to expose the steel bar, and the buoyancy is tied. a bottom steel bar, pouring concrete, forming a whole body of the pile and the bottom of the buoyancy cylinder, thereby fixing the buoyancy cylinder and the local buoyancy offshore platform on the seabed;
  • An offshore wind turbine and/or a bridge and/or a marine structure are installed on the local buoyancy offshore platform.
  • the invention also provides a construction method of a local buoyancy offshore platform for offshore wind power, bridges and marine buildings, which is used for constructing a local buoyancy offshore platform on a seabed of not less than 5 meters in the seabed soil layer, comprising the following steps:
  • the water is pumped out through the opening of the pressure tube at the conical bottom of the buoyancy cylinder, thereby punching the bond between the conical bottom of the buoyancy cylinder and the concrete layer, and raising the a local buoyancy offshore platform exposing a tapered groove of the concrete layer;
  • the partial buoyancy offshore platform is sunk to form a slit between the tapered bottom portion and the tapered groove;
  • the grout fills the slit, and the partial buoyancy offshore platform is slightly lowered to the local buoyancy offshore platform to start supporting on the concrete layer, and the paddle is brought to a preset strength. The partial buoyancy offshore platform is then fully supported on the concrete layer;
  • a small-diameter bored pile having a diameter of 300 mm to 400 mm is installed by the drill to anchor the bedrock; or a recess is reserved at the bottom of the buoyancy cylinder
  • the hole is drilled, the concrete layer of the conical bottom and the lower part thereof is drilled, and the small-diameter driving pile is introduced; after the pile foundation is completed, the water in the buoyancy cylinder is drained, the pile head is exposed to expose the steel bar, and the buoyancy is tied. a bottom steel bar, pouring concrete, forming a whole body of the pile and the bottom of the buoyancy cylinder, thereby fixing the buoyancy cylinder and the local buoyancy offshore platform on the seabed;
  • An offshore wind turbine and/or a bridge and/or a marine structure are installed on the local buoyancy offshore platform.
  • the invention also provides a construction method of a local buoyancy offshore platform for offshore wind power, bridges and marine buildings, which is used for constructing a local buoyancy offshore platform on a seabed of not less than 5 meters in the seabed soil layer, comprising the following steps:
  • the water is pumped out through the opening of the pressure tube at the conical bottom of the buoyancy cylinder, thereby punching the bond between the conical bottom of the buoyancy cylinder and the concrete layer, and raising the a local buoyancy offshore platform exposing a tapered groove of the concrete layer;
  • the partial buoyancy offshore platform is sunk to form a slit between the tapered bottom portion and the tapered groove;
  • the grout fills the slit, and the partial buoyancy offshore platform is slightly lowered to the local buoyancy offshore platform to be supported on the concrete layer, and after the preset pressure is reached, The partial buoyancy offshore platform is completely supported on the concrete layer;
  • a small-diameter bored pile having a diameter of 300 mm to 400 mm is installed by the drill to anchor the bedrock; or a recess is reserved at the bottom of the buoyancy cylinder
  • the hole is drilled, the concrete layer of the conical bottom and the lower part thereof is drilled, and the small-diameter driving pile is introduced; after the pile foundation is completed, the water in the buoyancy cylinder is drained, the pile head is exposed to expose the steel bar, and the buoyancy is tied. a bottom steel bar, pouring concrete, forming a whole body of the pile and the bottom of the buoyancy cylinder, thereby fixing the buoyancy cylinder and the local buoyancy offshore platform on the seabed;
  • An offshore wind turbine and/or a bridge and/or a marine structure are installed on the local buoyancy offshore platform.
  • the buoyancy cylinder is filled with water or sand to press the weight Buoyancy tube.
  • the construction method further includes providing a steel plate ring on an inner wall of the groove, and inside the steel plate ring Reinforcing steel is disposed to form a concrete layer of a predetermined thickness between the concave bottom of the buoyancy cylinder and the bearing layer in the groove to prevent the seabed soil on the groove side The collapse of the layer.
  • the construction method further comprises stacking a wall composed of stones and gravel gravel on the side of the groove. And a concrete layer for preventing the seabed soil layer on the groove side from collapsing into the groove and the conical bottom of the buoyancy cylinder and the bearing layer.
  • the construction method further comprises fabricating the prestressed concrete or prestressed lightweight concrete or prestressing by a segmental prefabrication method.
  • Fiber-reinforced concrete partial buoyancy offshore platform including:
  • the construction method further comprises preparing the prestressed concrete or prestressed lightweight concrete or prestressed fibers by a cast-in-place construction method.
  • Concrete or reinforced concrete partial buoyancy offshore platform including:
  • the guide piles are inserted at the sea side of the port side, and each of the buoyancy cylinders is correspondingly provided with at least three guide piles, so that the installation of the buoyancy cylinder can be performed on the offshore support positioning steel truss on the port side;
  • buoyancy cylinder segment Or supporting the buoyancy cylinder segment by buoyancy at a position where the prefabricated buoyancy cylinder segment connected to the tapered bottom portion is hoisted to the guide pile by a floating crane, and then the other prefabricated by the floating crane
  • the buoyancy cylinder segment is hung to the position of the guiding pile, and the buoyancy cylinder segment is assembled by prestressing, and the positioning steel truss is lowered to be fixed on the guiding pile after completion;
  • the partial buoyancy offshore platform Removing the locking device and removing the positioning steel truss, the partial buoyancy offshore platform is free to be towed and floated to the installation position;
  • a small-diameter bored pile or a small-diameter driven pile is constructed on the local buoyancy offshore platform at the installation location.
  • the concrete layer having a diameter of 45 mm - 55 mm is drilled on the conical bottom of the buoyancy cylinder , the steel bar is inserted, and the hole is filled with cement mortar to form a shear force between the tapered bottom and the concrete layer.
  • a plurality of said partial buoyancy offshore platforms are connected by a connecting beam into a multi-platform system.
  • the local buoyancy offshore platform and construction method for offshore wind power, bridge and marine buildings embodying the present invention have the following beneficial effects: on the seabed of a soil layer of more than 5 meters, a single or a plurality of buoyancy cylinders can be used to pass the small-diameter bored pile or The small-diameter driving pile fixes the buoyancy cylinder to the seabed bedrock or bearing layer, which improves the horizontal resistance and pull-up resistance and stability of the platform, and solves the soil layer and water depth of about 5 meters to 30 meters or parts.
  • the cost of the foundation foundation of the hydraulic structure of the 50-meter-long hydraulic structure is high, and the economic benefits are obvious, which greatly reduces the construction cost of the soil foundation.
  • the local buoyancy offshore platform technology saves about 20% to 30% compared to the traditional group pile foundation process at a water depth of 20 meters.
  • the foundation of gravity and small-diameter piles is used to form the foundation.
  • the buoyancy cylinder fixed on the seabed is used to install the small-diameter pile foundation with small pile driver and drilling machine.
  • the large-scale offshore piling equipment required, the small-diameter pile of the invention is very economical, and the overall working principle is that the gravity-type stiffening ring plate provides the downward pressure resistance, while the small-diameter bored pile or the small-diameter driven pile provides the anti-stress.
  • the upper pull force also provides partial bearing capacity.
  • the offshore buoyant, bridge and marine building local buoyancy offshore platform fixes the buoyancy cylinder to the bedrock bedrock or the bearing layer through the small-diameter bored pile or the small-diameter driving pile, the local buoyancy ocean
  • the size of the platform will be greatly reduced compared with the floating platform.
  • the medium water depth of more than 5 meters in the soil layer and 5 meters to 30 meters in the water depth can greatly save the construction cost, save the marine space resources and promote the scientific utilization of the sea area. Thereby improving the safety performance of the ship during operation.
  • the construction and installation of the local buoyancy offshore platform are all artificial water operations.
  • the platform rods are all prefabricated or landed on the ground.
  • the offshore construction takes a short time.
  • the water remote control is used to construct the buoyancy cylinder foundation and the seabed foundation treatment, which solves the complex heavy construction of the soil foundation.
  • the most difficult problem such as equipment, construction equipment is cheap to produce and can be reused.
  • Increased work efficiency, safe construction method, low risk and low cost suitable for foundation engineering of offshore wind turbines and/or bridges and/or marine buildings with water depths of 5 to 50 m and soil layers of 5 m or more.
  • FIG. 1 is a schematic structural view of a small-diameter pile under three buoyancy cylinders of a local buoyancy offshore platform for offshore wind power, bridges and marine structures according to an embodiment of the present invention
  • FIG. 2A is a schematic structural view of an internal pressure pipe of a local buoyancy offshore platform for offshore wind power, bridges, and marine structures according to an embodiment of the present invention
  • 2B is a schematic structural view of a recessed hole reserved at the bottom of a buoyancy cylinder of a local buoyancy offshore platform of an offshore wind power, a bridge, and a marine structure according to an embodiment of the present invention
  • 2C is a cross-sectional view of a recessed hole at the bottom of a buoyancy cylinder of a local buoyancy offshore platform for offshore wind power, bridges, and marine structures according to an embodiment of the present invention
  • FIG. 3 is a plan view of a three buoyancy cylinder of a local buoyancy offshore platform for offshore wind power, bridges, and marine structures according to an embodiment of the present invention
  • FIG. 4 is a side cross-sectional view of a three-buoyancy cylinder of a local buoyancy offshore platform for offshore wind power, bridges, and marine structures according to an embodiment of the present invention
  • FIG. 5 is a schematic view showing a construction method of a local buoyancy offshore platform for offshore wind power, bridges, and marine structures according to an embodiment of the present invention
  • FIG. 6 is a schematic view showing a construction method of a local buoyancy offshore platform for offshore wind power, bridges, and marine structures according to an embodiment of the present invention
  • FIG. 7A is a schematic view showing a construction method of a local buoyancy offshore platform for offshore wind power, bridges, and marine structures according to an embodiment of the present invention
  • FIG. 7B is a schematic view showing a construction method of a local buoyancy offshore platform for offshore wind power, bridges, and marine structures according to an embodiment of the present invention
  • FIG. 8A is a schematic view showing a construction method of a local buoyancy offshore platform for offshore wind power, bridges, and marine structures according to an embodiment of the present invention
  • 8B is a schematic view showing a construction method of a local buoyancy offshore platform for offshore wind power, bridges, and marine structures according to an embodiment of the present invention
  • 9A is a schematic view showing a construction method of a local buoyancy offshore platform for offshore wind power, bridges, and marine structures according to an embodiment of the present invention.
  • 9B is a schematic view showing a construction method of a local buoyancy offshore platform for offshore wind power, bridges, and marine structures according to an embodiment of the present invention.
  • 10A is a schematic view showing a construction method of a local buoyancy offshore platform for offshore wind power, bridges, and marine structures according to an embodiment of the present invention
  • 10B is a schematic view showing a construction method of a local buoyancy offshore platform for offshore wind power, bridges, and marine structures according to an embodiment of the present invention
  • FIG. 11 is a schematic view showing a construction method of a local buoyancy offshore platform for offshore wind power, bridges, and marine structures according to an embodiment of the present invention
  • FIG. 12 is a schematic view showing the installation of a pier on a local buoyancy offshore platform of an offshore wind power, a bridge, and a marine structure according to an embodiment of the present invention
  • FIG. 13 is a schematic view showing the installation of a marine structure on a marine buoyancy offshore platform of an offshore wind power, a bridge, and a marine structure according to an embodiment of the present invention
  • FIG. 14 is a schematic diagram of a multi-platform system for a local buoyancy offshore platform of offshore wind power, bridges, and marine structures according to an embodiment of the present invention
  • the figures in the figure indicate: 1, buoyancy cylinder; 2, conical bottom; 3, regulating tower; 4, stiffening ring plate; 5, fan tower; 6, seabed; 7, stone and gravel gravel wall; 8, sea level; 9, concrete layer; 10, local buoyancy offshore platform; 11, tapered groove; 12, grouting; 13, seabed soil layer; 14, bearing layer; 15, groove; Top concrete cap; 21, small diameter bored pile; 22, mud arm; 23, dredger; 24, drilling rig; 26, work ship; 27, small caliber drive pile; 28, pile driver; Lower concrete conveying pipe; 32, main beam of building structure; 33, secondary beam of building structure; 34, connecting beam of building structure; 35, pier; 36 , pier top beam; 37, pressure pipe; 38, opening; 39, recessed hole; 40, bedrock.
  • the purpose of the construction of this embodiment is to install the offshore buoyancy offshore platform 10 (hereinafter referred to as the local buoyancy offshore platform 10) in the sea at a water depth of 25 meters and a seabed soil layer of about 30 meters.
  • the bed is fitted with a 3 MW horizontal axis fan on a local buoyancy offshore platform 10.
  • the hollow buoyancy cylinder of the "local buoyancy" offshore platform is supported by the buoyancy of the water.
  • the buoyancy buoyancy counteracts the weight of some marine structures.
  • the buoyancy of the water bears about half of the weight of the marine structure, which can reduce the rigidity of the supporting structure of the offshore platform, so that the basic vibration frequency avoids the peak frequency of the earthquake, thereby improving the platform foundation and the foundation. Insulation.
  • the natural oscillation period of the platform is prolonged due to buoyancy, that is, the time required for shaking once, and the peak period of the earthquake is avoided, and the acceleration of the shaking of the marine structure is reduced. Therefore, the "local buoyancy" offshore platform can obtain better seismic effects.
  • the buoyancy cylinder 1 is a hollow cylinder supported by a partial buoyancy, and the buoyancy cylinder 1 is also installed therethrough.
  • the bottom of the buoyancy cylinder 1 is preferably a conical bottom 2 (inverted cone).
  • the bottom of the buoyancy cylinder 1 may also be a bottom protruding bubbling structure.
  • the bottom of the buoyancy cylinder 1 is provided with a recessed hole 39, which is drilled through the recessed hole 39, and is provided with a small-diameter bored pile 21 or a small-diameter driven pile 27, and a small-diameter borehole.
  • the pile 21 or the small-diameter driving pile 27 is sequentially anchored to the bedrock 40 or the bearing layer 14 through the concrete layer 9 and the seabed soil layer 13 to enhance the pull-up resistance of the local buoyancy offshore platform 10.
  • the offshore buoyancy offshore platform 10 supports offshore wind turbines and/or bridges and/or marine buildings.
  • the partial buoyancy offshore platform 10 may also employ only one buoyancy cartridge 1, as shown in Fig. 9B, and the others are the same as the present embodiment.
  • the single buoyancy cylinder 1 is a single buoyancy cylinder system, and the single buoyancy cylinder space structure is composed of a vertically arranged single buoyancy cylinder 1 and a stiffening ring plate 4 at the bottom of the buoyancy cylinder 1 and a small-diameter group pile fixedly connected below the bottom portion;
  • the buoyancy cylinder 1 constitutes a multi-buoyancy cylinder system through a connecting beam, and the multi-buoyancy cylinder space structure is composed of a plurality of buoyancy cylinders 1 arranged vertically and a connecting beam between the buoyancy cylinders 1 and a small-diameter group pile fixedly connected by the bottom of the buoyancy cylinder 1.
  • the plane of the partial buoyancy offshore platform 10 shown in Figure 1 is triangular. 1 is used as an example only, and is not a limitation of the local buoyancy offshore platform 10 in the embodiment of the present invention.
  • the plane of the partial buoyancy offshore platform 10 according to an embodiment of the present invention may also be square.
  • the local buoyancy offshore platform 10 can also be a polygon such as a pentagon or a hexagon.
  • sea level 8 is shown as a reference in the figure.
  • the partial buoyancy offshore platform 10 can also be a single buoyancy cylinder 1 having a circular, pentagonal, hexagonal or other shape.
  • the height of the buoyancy cylinder 1 is 30 meters, and the wall thickness of the buoyancy cylinder 1 is 0.35 meters to 0.45 meters.
  • the thickness of the top plate is 0.35 meters to 0.5 meters, and the bottom plate is 0.35 meters to 0.6 meters.
  • the buoyancy cylinder 1 in the partial buoyancy offshore platform 10 is a hollow cylinder. In this embodiment, it is a cylinder, and may also be a cone (as shown in FIG. 6-12), a four-sided cylinder, and a six-sided column. Body and so on.
  • the bottom of the buoyancy cylinder 1 is a conical bottom 2, the bottommost point of which is directed towards the seabed.
  • the diameter of the bottom surface of the conical bottom 2 may preferably be larger than the cross-sectional diameter of the buoyancy cylinder 1, that is, the top of the conical bottom 2 extends to form a stiffening ring plate. 4.
  • the buoyancy cylinder 1 can be a steel pontoon or a hollow cylinder made of concrete.
  • the buoyancy cylinder 1 can be made of one of prestressed concrete and prestressed fiber concrete and prestressed steel tube concrete and steel-concrete and reinforced concrete composite materials.
  • a fan is mounted on the buoyancy cylinder 1.
  • the partial buoyancy offshore platform 10 further includes a regulating tower 3 fixed at the top of the buoyancy cylinder 1, the height of which should be above the average wave height.
  • the regulating tower 3 supports the offshore wind turbine.
  • the regulating towers 3 of different heights can be prefabricated correspondingly to adapt the buoyancy cylinder 1 to the sea areas of different water depths.
  • the height of the regulating tower 3 is 10 meters, and can be made of one of prestressed concrete and prestressed lightweight concrete and prestressed fiber concrete and prestressed steel tube concrete and steel-concrete composite material and reinforced concrete.
  • a reinforced concrete structure is preferred in the embodiment.
  • a fan is installed on the regulating tower 3 through the flange.
  • the buoyancy cylinder 1 is provided with a pumping system including a pressure pipe 37 disposed inside the buoyancy cylinder 1 and a water pump and concrete disposed outside. a pump and a cement mortar pump; wherein, one end opening 38 of each of the pressure pipes 37 respectively passes through the buoyancy cylinder 1 to form an external connection head of the pressure pipe, and the external connection head of the pressure pipe is connected with the water pump, the concrete pump and the cement mortar pump, and the other end is open to the end.
  • the conical bottom 2 of the buoyancy cylinder 1 communicates with the outside to squeeze water, concrete or cement mortar respectively output from a water pump, a concrete pump or a cement mortar pump to the outside.
  • the one end opening 38 of each of the pressure tubes 37 passes through the regulating tower 3, respectively.
  • the pressure pipe 37 when the pressure pipe 37 is connected to the water pump, the high pressure water pumped out from the water pump will pass through the pressure pipe 37 and be pumped from the opening of the pressure pipe 37 at the conical bottom 2 to the outside (in the sea);
  • the tube 37 is connected to the concrete pump, the high pressure concrete slurry extruded from the concrete pump will be pumped through the pressure tube 37 and from the opening of the pressure tube 37 at the conical bottom 2 to the outside;
  • the pressure tube 37 is connected to the cement mortar pump
  • the high pressure cement slurry pumped from the cement mortar pump will be pumped through the pressure tube 37 and from the opening of the pressure tube 37 at the conical bottom 2 to the outside.
  • the buoyancy cylinder 1 may be filled with water or sand.
  • the filler is not limited to water or sand, and may be any material having a large specific gravity, so that the local buoyancy offshore platform 10 can be pressed.
  • the height of the fan steel tower 5 is about 65 meters, the rotor is placed on the top of the wind turbine steel tower 5, and the total weight of the horizontal axis wind turbine is between 400 tons and 700 tons.
  • the hollow section of the hollow component can contain air to provide additional buoyancy.
  • a large specific gravity material such as water and/or sand and/or concrete may be filled in the hollow member to increase the self weight.
  • a recessed hole 39 may be reserved at the bottom of the buoyancy cylinder 1, and the reinforcing hole is not tied at the recessed hole 39. After the platform is placed, the recessed hole 39 is drilled, and the small-diameter bored pile 21 or the small-diameter driven pile 27 is installed.
  • the small-diameter bored pile 21 is anchored to the bedrock, and the small-diameter driven pile 27 is introduced into the concrete layer below the buoyancy cylinder 1 through the recessed hole 39 to enhance the uplift force and the downforce caused by the wind load of the local buoyancy offshore platform 10.
  • the offshore wind power partial buoyancy offshore platform 10 is designed for the upward pulling force generated by the wind generated bending moment on the base of the local buoyancy offshore platform 10.
  • a small-diameter bored pile 21 having a diameter of 0.3 is provided in the buoyancy cylinder 1 of the fixed partial buoyancy offshore platform 10.
  • Meter, implanted 3 meters in rock mass, steel bars use 3 steel bars with a diameter of 50mm, and the hole valve grouts.
  • the stiffening ring plate 4 can transmit a horizontal load to the concrete layer 9, and then transfer the frictional resistance between the concrete layer 9 and the bearing layer 14 to the seabed.
  • the local buoyancy offshore platform 10 can also support the bridge.
  • Fig. 12 shows the foundation for forming a pier under a cap using two buoyancy cylinders.
  • Fig. 12 only shows the case where the bridge is supported on the two buoyancy cylinders 1.
  • the plurality of buoyancy cylinders 1 jointly support a platform on which the bridge pier 35 is supported, and the pier 35 is provided with a pier beam 36.
  • the buoyancy cylinder 1 has a diameter of 8 meters, a height of 30 meters, and a wall thickness of 0.4 meters. The water depth is 30 meters and the soil layer is about 25 meters thick.
  • the buoyancy cylinder 1 is fixedly embedded in the seabed bedrock 40 or the bearing layer 14 by a small-diameter bored pile 21 similar to the first embodiment.
  • the local buoyancy offshore platform 10 can also support marine structures. As shown in FIG. 13, the local buoyancy offshore platform 10 is a grid structure, and the buoyancy cylinders 1 are respectively disposed on grid points of the grid; the local buoyancy offshore platform 10 supports ocean buildings.
  • the local buoyancy offshore platform 10 is connected to the building structural secondary beam 33 by a lower building structural connecting beam 34 and an upper building structural main beam 32.
  • a plurality of partial buoyancy offshore platforms 10 form a multi-platform system by connecting beams. For example, as shown in FIG. 14, three sixteen buoyancy cylinders are used to form a multi-platform system by multi-platform systems on a multi-platform system. Can support marine buildings.
  • the prestressed concrete partial buoyancy offshore platform 10 supporting the marine building structure or the underwater building structure, the basic module is four buoyancy cylinders and a lattice beam frame structure connecting four buoyancy cylinders, the lattice beam is 30 m ⁇ 30 m, which can be increased
  • the buoyancy cylinder and the lattice beam connecting the buoyancy cylinder form a marine structure structure of two or more 30 m x 30 m buoyancy cylinder lattice beam systems or a partial buoyancy offshore platform 10 of the underwater structure.
  • the water depth of this embodiment is 30 meters, and the soil layer is about 20 meters thick.
  • the buoyancy cylinder has a diameter of 8 meters, a height of 30 meters, a hollow cylinder wall thickness of 0.4 to 0.5 meters, and a top plate of 0.5 meters and a bottom plate of 0.4 meters to 0.60 meters.
  • the bottom of the buoyancy cylinder has a diameter of 10 meters and a height of 3 meters.
  • the hollow top beam and the hollow bottom beam of the lattice beam are both 3 meters wide by 4 meters high and the wall thickness is thick. 0.35 meters to 0.5 meters.
  • the hollow lattice secondary beam supporting the floor is 1.5 meters wide by 2 meters high and the wall thickness 0.25 meters.
  • the marine building structure or the underwater building structure has eight floors, and each floor has a net height of 3 meters.
  • Other building structural members (hollow lattice secondary beams supporting the floor, etc.) are designed according to relevant specifications.
  • An optional multi-sealed hollow enclosure that connects the top of the buoyancy cylinder to the waterborne building structure serves as an underwater building structure that provides additional buoyancy.
  • the buoyancy cylinder 1 is similar to the first embodiment in that the buoyancy cylinder 1 is fixed to the seabed bedrock 40 or the bearing layer 14 by the small-diameter bored pile 21. Standardized modular construction is applied in the design and construction and installation of marine building structures or underwater building structures and buoyancy supporting structures and foundations, thereby effectively reducing costs.
  • the prestressed concrete or prestressed lightweight concrete or prestressed fiber concrete or reinforced concrete may be produced by the segment prefabrication construction method, in prefabrication In the field or in the factory, the segmental prefabrication method is used to match the casting composition of the buoyancy cylinder 1 and the connecting beam (if there is a connecting beam); the buoyancy cylinder 1 is transported to the port side and assembled into a cap; and the offshore installation is carried out to carry out the foundation engineering construction and installation of the platform. .
  • the completed offshore wind power support partial buoyancy offshore platform 10 is constructed and installed for the buoyancy cylinder foundation project.
  • the following will describe the construction method of a single buoyancy cylinder foundation project according to the steps:
  • the dredger 23 of 22 excavates the seabed soil layer to the bearing layer 14 of the seabed, respectively, for forming a groove 15 having a size larger than the tapered bottom 2 of the buoyancy cylinder 1. It is preferred to detect the seabed in advance prior to excavation to determine the thickness of the seabed soil layer 13. Evaluate whether it is necessary to add a small-diameter bored pile 21 or a small-diameter hit-in pile 27. In order to prevent the soil layer from collapsing, a steel plate ring may be disposed on the inner wall of the groove 15 and a steel bar may be disposed in the ring. As shown in FIG.
  • a wall 7 composed of stones and gravel gravel may be stacked on the side of the groove 15 to prevent the seabed soil layer 13 on the side of the groove 15 from collapsing into the groove 15 and the buoyancy cylinder.
  • the bottom of the buoyancy cylinder 1 in this embodiment is preferably a tapered bottom 2.
  • the bottom of the buoyancy cylinder 1 may also be a curved bottom, and other cross-sectional areas may be linearly or nonlinearly reduced from top to bottom.
  • a small bottom, or a flat bottom forms a groove 15 having a size larger than the bottom of the buoyancy cylinder 1 during construction.
  • the grout 12 fills the slit, and the partial buoyancy offshore platform 10 to the local buoyancy offshore platform 10 starts to be supported on the concrete layer 9. After the paddle reaches the preset strength, the local buoyancy offshore platform 10 is completely supported on the concrete layer 9 on.
  • FIG. 9A As shown in Figure 9A , as shown in FIG. 9B, where the recessed hole 39 is reserved at the bottom of the buoyancy cylinder 1, a small-diameter bored pile 21 having a diameter of 300 mm to 400 mm is installed by the drilling machine, and anchored to the bedrock layer 40; after the pile foundation is completed, Draining the water in the buoyancy cylinder 1 , breaking the pile head to expose the steel bars, tying the bottom of the buoyancy cylinder, pouring concrete, and forming the whole pile at the bottom of the buoyancy cylinder 1 to fix the buoyancy cylinder 1 and the local buoyancy offshore platform 10 On the sea floor. So far, the installation of the partial buoyancy offshore platform 10 has been completed.
  • the rig 24 can also be used to drill through the conical bottom 2 and the concrete layer 9 underneath, and introduce the small-diameter driving pile 27; after the pile foundation is completed, it is drained. Water accumulates in the buoyancy cylinder 1, breaks the pile head to expose the steel bars, binds the bottom reinforcement of the buoyancy cylinder, and pours the concrete to form a whole of the pile and the bottom of the buoyancy cylinder 1. As shown in FIG. 12, in other embodiments, a pile top concrete cap 17 may be provided at the bottom of the buoyancy cylinder 1 to fix the small diameter of the pile into the top of the pile 27, and the small diameter drive-in pile 27 passes through the cone. The bottom 2 and the concrete layer 9 thereunder are driven into the seabed soil layer 13.
  • a hole having a diameter of 45-55 mm is drilled on the conical bottom 2 of the buoyancy cylinder 1 to the concrete layer 9 below it, and a steel bar is inserted, and the hole is filled with cement mortar to form The shear force between the tapered bottom 2 and the concrete layer 9 is strong.
  • a 50 mm hole is preferred.
  • the construction method of the local buoyancy offshore platform of the offshore wind power, bridge and marine structure of the invention is adapted to construct local buoyancy on the seabed of the seabed soil layer 13 not less than 5 meters, and the bedrock 40 or the bearing layer 14 within 5 meters.
  • the offshore platform, for the seabed with seabed soil layer 13 less than 5 meters, can be used in our other invention "supporting offshore buoys, bridges, marine buildings, buoyancy support fixed platform” (application number is CN Chinese patent application of 2012100348059).
  • the construction method of the local buoyancy offshore platform 10 includes the following steps:
  • the seabed may be preferably detected in advance to determine the thickness of the seabed soil layer 13; Alternatively, it may be judged whether or not the support layer 14 has been excavated based on the excavated material.
  • the grout 12 fills the slit, and the partial buoyancy offshore platform 10 to the local buoyancy offshore platform 10 starts to be supported on the concrete layer 9. After the preset pressure is reached, the local buoyancy offshore platform 10 is completely supported on the concrete. On layer 9;
  • a small-diameter bored pile 21 having a diameter of 300 mm to 400 mm is installed on the rig, anchored to the bedrock 40; or reserved at the bottom of the buoyancy cylinder 1
  • the recessed hole 39 is drilled, the tapered bottom portion 2 and the concrete layer 9 therebelow are drilled into the small-diameter driving pile 27; after the pile foundation is completed, the water in the buoyancy cylinder 1 is drained, and the pile head is exposed to expose the steel bar.
  • the buoyancy cylinder bottom steel bar is tied, concrete is poured, and the pile and the bottom of the buoyancy cylinder 1 are integrally formed, thereby fixing the buoyancy cylinder 1 and the local buoyancy offshore platform 10 on the seabed.
  • the construction method of the local buoyancy offshore platform 10 includes the following steps:
  • the partial buoyancy offshore platform 10 is sunk to form a slit between the tapered bottom portion 2 and the tapered groove 11.
  • the grout 12 fills the slit, and the partial buoyancy offshore platform 10 to the local buoyancy offshore platform 10 starts to be supported on the concrete layer 9, and the local buoyancy ocean is to be pressed until the preset strength is reached.
  • the platform 10 is completely supported on the concrete layer 9,
  • a small-diameter bored pile 21 having a diameter of 300 mm to 400 mm is installed on the rig, anchored to the bedrock 40; or reserved at the bottom of the buoyancy cylinder 1
  • the recessed hole 39 is drilled, the tapered bottom portion 2 and the concrete layer 9 therebelow are drilled into the small-diameter driving pile 27; after the pile foundation is completed, the water in the buoyancy cylinder 1 is drained, and the pile head is exposed to expose the steel bar.
  • the buoyancy cylinder bottom steel bar is tied, concrete is poured, and the pile and the bottom of the buoyancy cylinder 1 are integrally formed, thereby fixing the buoyancy cylinder 1 and the local buoyancy offshore platform 10 on the seabed.
  • the buoyancy cylinder 1 may be filled with water or sand or concrete to press the buoyancy cylinder 1.
  • the method of construction further includes fabricating a partial buoyancy offshore platform 10 using a segmental prefabrication method.
  • the construction begins with the casting of these prestressed (lightweight) concrete local buoyancy offshore platforms 10. Casting can be carried out in a conventional manner on land conditions on a dry dock. It is also possible not to complete the dry dock, but to construct the platform in a dock or port side segment prefabrication method. This method is named as a segment construction method or a "wet method". For details, see our patent application No. CN2012100348059.
  • the pre-stressed concrete or prestressed lightweight concrete or prestressed fiber concrete partial buoyancy offshore platform 10 can be made by the segment prefabrication construction method, including:
  • the local buoyancy offshore platform 10 is towed to the offshore installation sea area for the basic engineering construction and installation of the platform.
  • the precast concrete or prestressed lightweight concrete or prestressed fiber concrete partial buoyancy offshore platform 10 can be produced by the segment prefabrication method in the construction method, including:
  • each of the buoyancy cylinders 1 is correspondingly provided with at least three guide piles, so that the buoyancy cylinder 1 can be installed on the offshore support positioning steel truss on the port side;
  • the pre-stressed assembly of the buoyancy cylinder segment is used to complete the prefabrication assembly of the entire buoyancy cylinder 1;
  • the prefabricated buoyancy cylinder section connected to the conical bottom 2 is suspended to the position of the guiding pile to support the buoyancy cylinder section by buoyancy, and then the other prefabricated buoyancy cylinder sections are suspended to the guiding pile by the floating crane.
  • the buoyancy cylinder segment is assembled by prestressing, and the steel truss is lowered and positioned to be fixed on the guiding pile after completion;
  • connection structure is suspended to the joint position corresponding to each buoyancy cylinder 1, and the joint is fixed and fixed by prestressing and anchoring;
  • the local buoyancy offshore platform 10 can be towed and towed to the installation position after being freed;
  • a small-diameter bored pile 21 or a small-diameter hit-in pile 27 is constructed on the local buoyancy offshore platform 10 at the installation location.
  • the reinforced concrete platform can be cast by cast-in-place method, poured on the shore, lifted by barge, or floated to the site for installation.
  • the steel prefabricated construction site can also be used to integrally splicing the steel partial buoyancy offshore platform 10, including: a steel platform for supporting offshore wind turbines and/or bridges and/or marine building structures.
  • a steel platform for supporting offshore wind turbines and/or bridges and/or marine building structures Prefabricated, the entire steel platform is spliced at the construction site near the port, and the entire steel platform completed by the floating crane is hoisted into the water as a whole, or the platform is slid down to the sea by using the slide. The suspended steel platform is towed to the sea to install the sea area for the basic construction of each buoyancy cylinder of the steel platform.
  • the risks are classified according to the results of the accident. Taking offshore wind farms as an example, the first level of risk is that the local buoyancy offshore platform collides with the ship.
  • the second level of risk is that the blades and towers are damaged in inclement weather. Other risks are the impact on navigation, shipping and fisheries.
  • the third risk is earthquake.
  • the upper structure of the platform has a fixed frequency and can avoid the peak of the seismic wave.
  • the pile foundation may be damaged due to the small diameter pile.
  • the new replacement pile can be installed after the damage can occur again. The latter two can be processed in a conventional manner.
  • For the first risk enough warnings can be placed around the fan and the fan should be painted in a bright color to alert the vessel.
  • a similar accident may also be caused by a floating vessel that loses power, so the local buoyancy offshore platform platform 10 needs to be designed to withstand the impact of a floating vessel so that it can only cause local damage.
  • the local buoyancy offshore platform (water depth of about 5 meters to 50 meters and soil layer of 5 meters or more) can be applied to offshore wind power, ocean energy, bridges, marine buildings, artificial docks, artificial islands, sea solar energy, etc., with marine strategic emerging industries. Significant application prospects and value.
  • the system of the invention integrates innovatively applied prestressed concrete pontoon and oilfield drilling platform and segmented prefabricated prestressed concrete bridge segment construction method or cast-in-place construction method, local buoyancy building seismic system, artificial water operation construction deep water foundation engineering And more than 30 years of mature technology such as small-diameter bored piles or small-diameter piles, which are cheap, safe, reliable, quick and easy to construct, and high in added value. They can realize large-scale industrialization and greatly reduce offshore wind power and bridges.
  • the basic project cost of water and marine buildings (including artificial docks and artificial islands) can greatly enhance the international competitiveness of marine engineering equipment manufacturing and greatly enhance the international competitiveness of offshore platforms such as offshore wind power and new energy and water buildings.
  • This local buoyancy offshore platform (water depth of about 5 meters to 50 meters and soil layer of more than 5 meters) and our offshore wind power, bridges, marine structures, buoyancy support fixed platform (water depth of about 10 meters to 50 meters and soil layers 1 to 5) m) and offshore wind and marine energy prestressed lightweight concrete floating platform technology (water depth of about 25 to 500 meters) constitutes a sea platform patent portfolio supporting offshore wind power, bridges and marine structures with a water depth of about 5 to 500 meters.
  • the patent portfolio can be applied to offshore wind power, bridges, marine buildings, artificial wharves, artificial islands, offshore solar energy and ocean energy.
  • the patent portfolio can also be extended to marine resources such as marine pastures, marine life, desalination, marine agriculture, Marine cities, marine tourism, island real estate, etc., this patent portfolio has significant economic and strategic significance for the development of marine green energy and resources and the island economy.

Abstract

一种海上风电、桥梁和海洋建筑物局部浮力海洋平台及施工方法，平台包括至少一个垂直布置且底部为锥形的浮力筒，浮力筒为空心柱体，其底部加上小口径钻孔桩或小口径打入桩固定到海床基岩或持力层，并和浮力筒锥形底部的土层一起支撑外力，浮力筒的浮力可抵消部分建筑物的重量，并将整体基础所承受倾覆载荷通过多浮力筒空间结构转化为单个浮力筒基础的竖向下压和上拔载荷。平台可在陆地现浇或预制，海岸边组装，再牵引托至安装位置，该海洋平台应用于海床土层5米以上和水深约5至50米的海洋中。

Description

海上风电、桥梁和海洋建筑物局部浮力海洋平台及施工方法 技术领域
本发明涉及海洋平台及其施工方法，尤其涉及一种海上风电、桥梁和海洋建筑物局部浮力海洋平台及施工方法。
背景技术
水中建筑物的地质条件和风浪荷载及水深决定了水中建筑物的基础形式,一般大型水中建筑物的基础占总体造价的25%~40%。30米已上的中度水深至深水基础, 应考虑海洋环境产生的荷载力,如台风、巨浪、大潮产生的巨大水平力,成为其设计和施工中必须考虑的重要控制条件。
海上风机深水区基础型式多为浮式平台，浅水区主要为桩基础或重力式基础的桩基础，中度深水区为桁架型导管架基础。桥梁中度深水区至深水区主流基础型式为钻孔群桩基础或钢板桩围堰管柱基础。钻井和采油的海洋固定式平台用于水深10米至200米，钻井和采油的海洋半潜式平台用于水深100米至数千米。 我们另一个发明“支撑海上风机、桥梁、海洋建筑物的浮力支撑固定平台”中（申请号为CN 2012100348059的中国专利申请），其技术手段包括至少3个浮力筒，每个浮力筒底部有锥形底部。在凸凹不平整的复杂海底，该技术手段可将浮力支撑固定平台稳固地嵌入到土层较浅（1米至5米）的海床持力层，存在较大的技术优势；但浮力支撑固定平台施工方法对厚土层（5米以上）则有不足。
“局部浮力”海洋平台的空心浮力筒受到水的浮力支撑。浮力筒浮力抵消部分海洋建筑物的重量，水的浮力承担海洋建筑物大约一半重量，能降低海洋平台支撑构造部分的刚性，使其基本振动频率避开地震峰值频率，从而提高平台基础与地基间的绝缘性。
地震发生时，由于浮力作用延长了平台固有振荡周期，即晃动一次所需时间，避开地震峰值周期，海洋建筑物晃动的加速度得以降低。因此，“局部浮力”海洋平台能获得较好抗震效果。
本局部浮力海洋平台发明是专门针对厚土层（5米至80米或更多）环境下在原有浮力支撑固定平台技术上再发展出新的技术，对于厚土层的基础采用了重力式及小口径桩的混合形式基础，利用已固定在海床上的浮力筒，用架设在浮力筒上的小型钻孔机和小型打桩机安装小口径桩基，相对大型钢管桩及其所需的大型海上打桩设备，本发明的小口径桩则非常经济。多浮力筒的局部浮力海洋平台工作原理是，由垂直布置的空心多浮力筒和各浮力筒间的连接梁及各浮力筒底的小口径群桩组成空间结构，垂直荷载经浮力筒底部加劲环板传递少于加劲环板持力层容许值的压应力，而小口径钻孔群桩或小口径打入群桩则提供抗上拔力，同时也提供部分承载力。多浮力筒空间结构将整体基础所承受的倾覆荷载转化为单个浮力简基础的竖向下压和上拔荷载，浮力筒的浮力抵消部分水工建筑物的重量，基础承载力和抗倾覆能力很强。
本发明还增加了单个浮力筒的局部浮力海洋平台，可应用于3MW的水平轴风机的海上风电场等小型水上建筑物。
单浮力筒的局部浮力海洋平台工作原理是，由垂直布置的空心单浮力筒和单浮力筒底部的加劲环板及连接单浮力筒底部锥形底部的小口径群桩组成空间结构，垂直荷载经浮力筒底部加劲环板传递少于加劲环板持力层容许值的压应力，而小口径钻孔群桩或小口径打入群桩则提供抗上拔力，同时也提供部分承载力。单浮力筒空间结构将整体基础所承受的倾覆荷载转化为小口径群桩基础的竖向下压和上拔荷载，浮力筒的浮力抵消部分水工建筑物的重量，基础承载力和抗倾覆能力强。
对于在较平整的海底上安装小型的海上风机、桥梁或海洋建筑物（总重小于700吨），本单浮力筒局部浮力海洋平台经济效益明显，有效降低了浮力筒施工成本。
本发明适用范围广泛，经济效益很高，施工风险低。本发明在土层厚5米以上和水深5米至50米海域均为经济适用。
发明内容
本发明要解决的技术问题在于针对厚土层（5米至80米或更多）环境、解决现有海上风电等海洋（水工）建筑物基础造价较高和施工难度较大的难题，提供一种支撑海上风机和/或桥梁和/或海洋建筑结构的海上风电、桥梁和海洋建筑物局部浮力海洋平台。
本发明解决其技术问题所采用的技术方案是：系统集成并创新地应用了预应力混凝土浮桥和油田钻井平台及分段预制拼装预应力混凝土桥节段施工法或现浇施工法，局部浮力的建筑物抗震系统，人工水上作业施工深水基础工程及小口径钻孔桩或小口径打入桩等30多年的成熟技术，构造一种海上风电、桥梁和海洋建筑物局部浮力海洋平台，所述局部浮力海洋平台包括：
至少一垂直布置的浮力筒，通过所述浮力筒底部下方的混凝土层支撑在海床上，所述浮力筒为空心柱体；
所述浮力筒还安装有贯穿其底部的小口径群桩，所述小口径群桩依次穿过所述混凝土层和海床土层锚于基岩或持力层；
单个所述浮力筒为单浮力筒体系，由垂直布置的单个所述浮力筒和所述浮力筒的底部及由该底部下方固定连接的所述小口径群桩组成单浮力筒空间结构；多个所述浮力筒通过连接梁组成多浮力筒体系，由垂直布置的多个所述浮力筒和各所述浮力筒间的所述连接梁及由所述浮力筒底部固定连接的所述小口径群桩组成多浮力筒空间结构；
其中，所述局部浮力海洋平台上支撑有海上风机和/或桥梁和/或海洋建筑物。
在本发明所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台中，所述小口径群桩包括小口径钻孔桩或小口径打入桩，所述浮力筒的底部预留有凹孔，钻穿所述凹孔，安装所述小口径钻孔桩或小口径打入桩，所述小口径钻孔桩或小口径打入桩依次穿过所述混凝土层和海床土层锚于基岩或持力层，以增强所述局部浮力海洋平台的抗上拔力。
在本发明所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台中，所述浮力筒底部为锥形底部或底部凸出的榫头结构。
在本发明所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台中，所述局部浮力海洋平台还包括至少三个所述浮力筒，其中一个所述浮力筒上支撑海上风机。
在本发明所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台中，所述锥形顶部延伸扩大形成有加劲环板，将垂直荷载经浮力筒底的加劲环板传递底板持力层容许值内的压应力。
在本发明所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台中，所述局部浮力海洋平台还包括所述浮力筒顶部固接的调节塔。
在本发明所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台中，所述浮力筒和/或所述调节塔由钢或预应力混凝土或预应力轻质混凝土或预应力纤维混凝土或预应力钢管混凝土或钢-混凝土组合材料或钢筋混凝土材料制成。
在本发明所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台中，所述浮力筒内设有泵压系统，所述泵压系统包括设置在所述浮力筒内部的多根压力管以及设置在外部的水泵、混凝土泵和水泥沙浆泵；其中，所述多根压力管各自的一端开口分别穿出所述浮力筒，与所述水泵、混凝土泵和水泥沙浆泵连接，另一端开口穿过所述浮力筒锥形底部与外界相通，用以将分别从所述水泵、混凝土泵或水泥沙浆泵输出的水、混凝土或水泥沙浆挤压至外界。
在本发明所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台中，所述浮力筒内灌沙或灌水，用以增加所述局部浮力海洋平台的自重，从而抵抗风荷载等水平荷载引起的上拔力。
本发明还提供一种海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法，用于在海床土层不小于5米的海床上构建局部浮力海洋平台，包括以下步骤：
在安装点与所述局部浮力海洋平台的浮力筒对应的位置处分别开挖海床土层至所述海床的持力层，用以形成尺寸大于所述浮力筒的锥形底部的凹槽；
在所述凹槽内浇注形成预设厚度的混凝土层；
拖运所述局部浮力海洋平台至所述安装点处，调节所述局部浮力海洋平台以使所述浮力筒与所述凹槽一一对应；
在所述混凝土层完全凝固之前下沉所述局部浮力海洋平台，以使所述锥形底部完全嵌入所述混凝土层，保持水平至所述混凝土层中形成与所述锥形底部对应的锥形凹槽；
在所述混凝土层完全凝固后，通过压力管位于浮力筒的锥形底部的开口泵压出水，从而冲开所述浮力筒的锥形底部与所述混凝土层之间的粘结，上升所述局部浮力海洋平台，露出所述混凝土层的锥形凹槽；
在所述混凝土层达到预设强度之后下沉所述局部浮力海洋平台，以在所述锥形底部与所述锥形凹槽之间形成狭缝；
压浆填满所述狭缝，略为下降所述局部浮力海洋平台至所述局部浮力海洋平台开始支撑在所述混凝土层上，待压桨达至预设强度后将所述局部浮力海洋平台完全支撑在所述混凝土层上；
在所述浮力筒的底部预留有凹孔的地方，采用钻机安装口径介于300㎜~400㎜的小口径钻孔桩，锚于基岩；或在所述浮力筒的底部预留有凹孔的地方，钻穿所述锥形底部和其下的混凝土层，导入小口径打入桩；在桩基完成后，抽干所述浮力筒内积水，破开桩头露出钢筋，绑扎浮力筒底钢筋，浇注混凝土，使桩和所述浮力筒底部形成一整体，从而将所述浮力筒以及所述局部浮力海洋平台固定在所述海床上；
在所述局部浮力海洋平台上安装海上风机和/或桥梁和/或海洋建筑物。
本发明还提供一种海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法，用于在海床土层不小于5米的海床上构建局部浮力海洋平台，包括以下步骤：
拖运所述局部浮力海洋平台至安装点处；
下沉所述局部浮力海洋平台至海床上方，并启动外置的水泵，以通过压力管位于浮力筒的锥形底部的开口泵压出水，从而在所述锥形底部的下方冲刷海床土层至所述海床的持力层，用以形成尺寸大于所述锥形底部的凹槽；启动外置的混凝土泵，以通过压力管位于浮力筒的锥形底部的开口泵压出混凝土，从而在所述凹槽内、所述浮力筒的锥形底部的与所述持力层之间浇注形成预设厚度的混凝土层；
在所述混凝土层完全凝固之前继续下沉所述局部浮力海洋平台，以使所述锥形底部完全嵌入所述混凝土层，保持水平及至所述混凝土层中形成与所述锥形底部对应的锥形凹槽；
在所述混凝土层完全凝固后，通过压力管位于浮力筒的锥形底部的开口泵压出水，从而冲开所述浮力筒的锥形底部与所述混凝土层之间的粘结，上升所述局部浮力海洋平台，露出所述混凝土层的锥形凹槽；
在所述混凝土层达到预设强度之后下沉所述局部浮力海洋平台，以在所述锥形底部与所述锥形凹槽之间形成狭缝；
在所述局部浮力海洋平台内，压浆填满所述狭缝，略为下降所述局部浮力海洋平台至所述局部浮力海洋平台开始支撑在所述混凝土层上，待压桨达至预设强度后将所述局部浮力海洋平台完全支撑在所述混凝土层上；
在所述浮力筒的底部预留有凹孔的地方，采用钻机安装口径介于300㎜~400㎜的小口径钻孔桩，锚于基岩；或在所述浮力筒的底部预留有凹孔的地方，钻穿所述锥形底部和其下的混凝土层，导入小口径打入桩；在桩基完成后，抽干所述浮力筒内积水，破开桩头露出钢筋，绑扎浮力筒底钢筋，浇注混凝土，使桩和所述浮力筒底部形成一整体，从而将所述浮力筒以及所述局部浮力海洋平台固定在所述海床上；
在所述局部浮力海洋平台上安装海上风机和/或桥梁和/或海洋建筑物。
本发明还提供一种海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法，用于在海床土层不小于5米的海床上构建局部浮力海洋平台，包括以下步骤：
在安装点与所述局部浮力海洋平台的浮力筒对应的位置处分别开挖海床土层至所述海床的持力层，用以形成尺寸大于所述浮力筒的锥形底部的凹槽；
拖运所述局部浮力海洋平台至所述安装点处，调节所述局部浮力海洋平台以使所述浮力筒与所述凹槽一一对应；
启动外置的混凝土泵，以通过压力管位于浮力筒的锥形底部的开口泵压出混凝土，从而在所述凹槽内、所述浮力筒的锥形底部与所述持力层之间浇注形成预设厚度的混凝土层；
在所述混凝土层完全凝固之前继续下沉所述局部浮力海洋平台，以使所述锥形底部完全嵌入所述混凝土层，保持水平及至所述混凝土层中形成与所述锥形底部对应的锥形凹槽；
在所述混凝土层完全凝固后，通过压力管位于浮力筒的锥形底部的开口泵压出水，从而冲开所述浮力筒的锥形底部与所述混凝土层之间的粘结，上升所述局部浮力海洋平台，露出所述混凝土层的锥形凹槽；
在所述混凝土层达到预设强度之后下沉所述局部浮力海洋平台，以在所述锥形底部与所述锥形凹槽之间形成狭缝；
在所述局部浮力海洋平台内，压浆填满所述狭缝，略为下降所述局部浮力海洋平台至所述局部浮力海洋平台开始支撑在混凝土层上，待压桨达至预设强度后将所述局部浮力海洋平台完全支撑在混凝土层上；
在所述浮力筒的底部预留有凹孔的地方，采用钻机安装口径介于300㎜~400㎜的小口径钻孔桩，锚于基岩；或在所述浮力筒的底部预留有凹孔的地方，钻穿所述锥形底部和其下的混凝土层，导入小口径打入桩；在桩基完成后，抽干所述浮力筒内积水，破开桩头露出钢筋，绑扎浮力筒底钢筋，浇注混凝土，使桩和所述浮力筒底部形成一整体，从而将所述浮力筒以及所述局部浮力海洋平台固定在所述海床上；
在所述局部浮力海洋平台上安装海上风机和/或桥梁和/或海洋建筑物。
在本发明所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法中，在所述浮力筒固定在所述海床上之后，在所述浮力筒中填充水或沙以压重所述浮力筒。
在本发明所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法中，所述施工方法进一步包括在紧贴所述凹槽的内壁上设置钢板环，并在所述钢板环内部设置钢筋，从而在所述凹槽内、所述浮力筒的锥形底部的与所述持力层之间浇注形成预设厚度的混凝土层，用以防止所述凹槽侧所述海床土层的坍塌。
在本发明所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法中，所述施工方法进一步包括在所述凹槽的边上堆置一由石块及碎石沙砾组成的墙，用以防止所述凹槽侧所述海床土层塌陷进入所述凹槽和所述浮力筒的锥形底部与所述持力层之间浇注的混凝土层。
在本发明所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法中，所述施工方法进一步包括采用节段预制施工法制作所述预应力混凝土或预应力轻质混凝土或预应力纤维混凝土局部浮力海洋平台，包括：
在预制场或工厂内使用节段预制方法匹配浇注组成所述浮力筒；
将所述浮力筒运输至所述港口侧；
拖至海上安装海域进行平台的基础工程施工安装。
在本发明所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法中，所述施工方法进一步包括采用现浇施工法制作所述预应力混凝土或预应力轻质混凝土或预应力纤维混凝土或钢筋混凝土局部浮力海洋平台，包括：
在预制场或工厂内使用节段预制方法匹配浇注组成浮力筒的浮力筒节段；
在预制场或工厂内使用节段预制方法匹配浇注连接结构；
在港口侧的海上插打引导桩，每个所述浮力筒对应设置至少三根引导桩，从而能够在港口侧的海上支撑定位钢桁架上进行所述浮力筒的安装；
将预制的所述浮力筒节段运输至所述港口侧；
使用预应力拼装浮力筒节段，以完成整个浮力筒的预制拼装；
通过浮吊将预制拼装完成的所述浮力筒吊至所述引导桩的位置处，并下降所述定位钢桁架以固定在所述引导桩上；
或通过浮吊将预制的连接有所述锥形底部的所述浮力筒节段吊至所述引导桩的位置处利用浮力支撑所述浮力筒节段，再通过浮吊将其它预制的所述浮力筒节段吊至所述引导桩的位置处，利用预应力拼装所述浮力筒节段，完成后下降所述定位钢桁架以固定在所述引导桩上；
调节所述浮力筒的水平和位置，并采用所述定位钢桁架及定位桩进行固定；
将预制的所述连接结构运输至所述港口侧；
采用浮吊，将预制的所述连接结构吊至与各所述浮力筒对应的接头位置处，以及通过预应力和锚具连接和固定接头；
重复以上步骤到完成所述局部浮力海洋平台的节段施工法；
移除锁定设备并移除所述定位钢桁架，所述局部浮力海洋平台自由后即可牵引拖航浮运其至安装位置；
于安装位置在所述局部浮力海洋平台上施工小口径钻孔桩或小口径打入桩。
在本发明所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法中，在所述浮力筒的锥形底部上钻直径介于45mm-55mm的孔至其下的所述混凝土层，插入钢筋，该孔洞内灌以水泥砂浆，形成所述锥形底部和混凝土层之间的剪力健。
在本发明所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法中，将多个所述局部浮力海洋平台通过连结梁连接成多平台系统。
实施本发明的海上风电、桥梁和海洋建筑物局部浮力海洋平台及施工方法，具有以下有益效果：在5米以上土层的海底上，可采用单个或多个浮力筒通过小口径钻孔桩或小口径打入桩将浮力筒固定到海床基岩或持力层，提高了平台水平抗力和抗上拔力及稳定性，解决了5米以上土层和水深约5米至30米或部分海域至50米的水工建筑物土层地基基础造价较高的难题，经济效益很明显，大幅降低了土层地基基础施工成本。成本方面，在水深20米时该局部浮力海洋平台技术比传统群桩基础工艺节省约20%至30%。
对于厚土层的基础采用了重力式及小口径桩的混合形成基础，利用已固定在海床上的浮力筒，用小型打桩机及钻孔机安装小口径桩基，相对大型钢管桩及其所需的大型海上打桩设备，本发明的小口径桩则非常经济，整体工作原理是，重力式加劲环板提供向下压的抗力，而小口径钻孔桩或小口径打入桩则提供抗上拔力，同时也提供部分承载力。
由于依据本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台通过小口径钻孔桩或小口径打入桩将浮力筒固定到海床基岩或持力层上，因此局部浮力海洋平台的尺寸与浮式平台相比将大大减少，在土层5米以上和水深5米至30米中度水深可大幅节约建设成本，也节约海洋空间资源，促进海域科学利用。从而提高了船运行时的安全性能。局部浮力海洋平台施工安装全部为人工水上作业，平台杆件全部预制或陆地现浇，海上施工占用时间短，采用水上遥控建设浮力筒基础和海底地基处理，解决了土层地基基础需要复杂重型施工设备等最难的问题，施工设备制作成本低廉，可重复利用, 提高了工作效率, 施工方法安全，低风险和低成本，适用于水深5米至50米和土层5米以上的海上风机和/或桥梁和/或海洋建筑物等的地基基础工程。
附图说明
下面将结合附图及实施例对本发明作进一步说明，附图中：
图1是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台三浮力筒下接小口径桩的结构示意图；
图2A是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台的内部压力管道结构示意图；
图2B是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台的浮力筒底部预留的凹孔的结构示意图；
图2C是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台的浮力筒底部预留的凹孔的剖视图；
图3是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台的三浮力筒平面图；
图4是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台的三浮力筒侧剖视图；
图5是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法示意图；
图6是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法示意图；
图7A是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法示意图；
图7B是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法示意图；
图8A是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法示意图；
图8B是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法示意图；
图9A是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法示意图；
图9B是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法示意图；
图10A是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法示意图；
图10B是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法示意图；
图11是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法示意图；
图12是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台上安装桥墩的示意图；
图13是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台上安装海洋建筑物的示意图；
图14是本发明实施例的海上风电、桥梁和海洋建筑物局部浮力海洋平台的多平台系统示意图；
图中数字标号说明：1、浮力筒；2、锥形底部；3、调节塔；4、加劲环板；5、风机塔；6、海床；7、石块及碎石沙砾组成的墙；8、海平面；9、混凝土层；10、局部浮力海洋平台；11、锥形凹槽；12、压浆；13、海床土层；14、持力层；15、凹槽；17、桩顶混凝土承台；21、小口径钻孔桩；22、运泥臂；23、挖泥船；24、钻机；26、作业船；27、小口径打入桩；28、打桩机；31、水下混凝土输送管；32、建筑结构主梁；33、建筑结构次梁；34、建筑结构连接梁；35、桥墩；36 、墩顶横梁；37、压力管；38、开口；39、凹孔；40、基岩。
具体实施方式
为了使本发明的目的、技术方案及优点更加清楚明白，以下结合附图及实施例，对本发明进行进一步详细说明。应当理解，此处所描述的具体实施例仅用以解释本发明，并不用于限定本发明。
为了对本发明的技术特征、目的和效果有更加清楚的理解，现对照附图详细说明本发明的具体实施方式。
实施例1
本实施例施工目的在于：在水深为25米、海床土层为约30米一海域，把海上风电、桥梁和海洋建筑物局部浮力海洋平台10（以下简称局部浮力海洋平台10）安装在海床，并在局部浮力海洋平台10上安装3MW的水平轴风机。
“局部浮力”海洋平台的空心浮力筒受到水的浮力支撑。浮力筒浮力抵消部分海洋建筑物的重量，水的浮力承担海洋建筑物大约一半重量，能降低海洋平台支撑构造部分的刚性，使其基本振动频率避开地震峰值频率，从而提高平台基础与地基间的绝缘性。
地震发生时，由于浮力作用延长了平台固有振荡周期，即晃动一次所需时间，避开地震峰值周期，海洋建筑物晃动的加速度得以降低。因此，“局部浮力”海洋平台能获得较好抗震效果。
在依据本发明实施例的局部浮力海洋平台10中，如图1所示，包括三个垂直布置的浮力筒1，浮力筒1为局部浮力支撑的空心柱体，浮力筒1还安装有贯穿其底部的小口径群桩，小口径群桩为小口径钻孔桩21或小口径打入桩27，通过小口径钻孔桩21或小口径打入桩27将浮力筒1固定到海床基岩40或持力层14上，浮力筒1为空心柱体，空心柱体可为空心圆柱体或空心多边形柱体，例如圆柱体、四面柱体、六面柱体等等。本实施例中，浮力筒1底部优选为锥形底部2（倒锥体），当然，在其它的实施例中，浮力筒1底部还可以是底部凸出的榫头结构。
如图1、图2、图4所示，浮力筒1的底部预留有凹孔39，钻穿凹孔39，安装有小口径钻孔桩21或小口径打入桩27，小口径钻孔桩21或小口径打入桩27依次穿过混凝土层9和海床土层13锚于基岩40或持力层14，以增强局部浮力海洋平台10的抗上拔力。其中，局部浮力海洋平台10上支撑有海上风机和/或桥梁和/或海洋建筑物。
如图3所示，三个浮力筒1通过连结梁连接成平台，其中一个浮力筒上安装3MW的水平轴风机。当然，在其它的实施例中，局部浮力海洋平台10也可以仅采用一个浮力筒1，如图9B所示，其它与本实施例相同。单个浮力筒1为单浮力筒体系，由垂直布置的单个浮力筒1和浮力筒1的底部的加劲环板4及由该底部下方固定连接的小口径群桩组成单浮力筒空间结构；多个浮力筒1通过连接梁组成多浮力筒体系，由垂直布置的多个浮力筒1和各浮力筒1间的连接梁及由浮力筒1底部固定连接的小口径群桩组成多浮力筒空间结构。
图1示出的局部浮力海洋平台10的平面为三角形。图1仅用作举例，并不是对本发明实施例中的局部浮力海洋平台10的限制，依据本发明实施例的局部浮力海洋平台10的平面还可以正方形。当然，局部浮力海洋平台10也可以是五边形、六边形等多边形。另外，图中示出了海平面8作为参考。当然，在其它的实施例中，局部浮力海洋平台10也可以是单浮力筒1，其平面为圆形、五边形、六边形或其它形状。
具体而言，浮力筒1的高度为30米，浮力筒1的壁厚为0.35米到0.45米。顶板厚度为0.35米到0.5米，底板为0.35米到0.6米。
如图2所示，局部浮力海洋平台10中的浮力筒1为空心柱体，本实施例为圆柱体，还可以为锥形体（如图6-12所示）、四面柱体、六面柱体等等。浮力筒1的底部为锥形底部2，该锥形底部2的最底点指向海床。为了更加稳定地支撑浮力筒1，该锥形底部2的底面直径可优选大于浮力筒1的截面直径，也即锥形底部2顶部延伸形成加劲环板 4。浮力筒1可为钢浮筒，也可以为混凝土制成的空心柱体。例如，浮力筒1可由预应力混凝土和预应力纤维混凝土和预应力钢管混凝土和钢-混凝土和钢筋混凝土组合材料中的一种制成。浮力筒1上安装风机。
如图1所示，局部浮力海洋平台10还包括一个浮力筒1顶部固接的调节塔3，其高度应在平均浪高之上。调节塔3上支撑海上风机。在其它不同的海域，根据水深与浮力筒1高度的差值，可相应预制不同高度的调节塔3，以使浮力筒1适应不同水深的海域。本实施例中调节塔3的高度为10米，可由预应力混凝土和预应力轻质混凝土和预应力纤维混凝土和预应力钢管混凝土和钢-混凝土组合材料和钢筋混凝土中的一种制成，本实施例中优选钢筋混凝土结构。通过法兰，在调节塔3上安装风机。
在本发明的实施例中，如图2A、2B、2C所示，浮力筒1内设有泵压系统，泵压系统包括设置在浮力筒1内部的压力管37以及设置在外部的水泵、混凝土泵和水泥沙浆泵；其中，压力管37各自的一端开口38分别穿出浮力筒1，形成压力管道外部连接头，压力管道外部连接头与水泵、混凝土泵和水泥沙浆泵连接，另一端开口穿过浮力筒1的锥形底部2与外界相通，用以将分别从水泵、混凝土泵或水泥沙浆泵输出的水、混凝土或水泥沙浆挤压至外界。对于连接有调节塔3的浮力筒1，压力管37各自的一端开口38分别穿出调节塔3。
具体而言，工作中，当压力管37与水泵连接时，从水泵压出的高压水将通过压力管37并从压力管37位于锥形底部2的开口泵压到外界（海中）；当压力管37与混凝土泵连接时，从混凝土泵压出的高压混凝土浆料将通过压力管37并从压力管37位于锥形底部2的开口泵压到外界；当压力管37与水泥沙浆泵连接时，从水泥沙浆泵压出的高压水泥沙浆将通过压力管37并从压力管37位于锥形底部2的开口泵压到外界。为了进一步增加稳定性，浮力筒1内还可充有水或沙，当然，填充物不仅限于水或沙，可以是任意的比重较大的物质，从而可以压重局部浮力海洋平台10。
对于3MW的水平轴风机，其风机钢塔5的高度约为65米，转子设置于风机钢塔5顶部，水平轴风机的总重量在400吨到700吨之间。
当局部浮力海洋平台10在海上浮运需要提供额外浮力时，空心部件的空心区间可以容纳空气以提供额外的浮力。而局部浮力海洋平台10固定安装好后，为了抵抗风力产生的向上拔力，可在空心部件中填充比重较大的物质，例如水和/或沙和/或混凝土等以增加自重。还可在浮力筒1的底部预留凹孔39，凹孔39处不绑扎钢筋，方便平台安放好后，钻穿凹孔39，安装有小口径钻孔桩21或小口径打入桩27。小口径钻孔桩21锚于基岩，小口径打入桩27经凹孔39导入浮力筒1下方的混凝土层，以增强局部浮力海洋平台10抗风荷载引起的上拔力和下压力。
从以上可以看出，依据本发明实施例的海上风电局部浮力海洋平台10的设计是针对风力产生的弯矩对局部浮力海洋平台10基座所产生的上升拔力。对用于安装风机的局部浮力海洋平台10，为了防止在风力的作用下发生倾覆或松动，在固定好的局部浮力海洋平台10的浮力筒1中设置小口径钻孔桩21，其直径为0.3米，植入岩体3米，钢筋采用3根直径50㎜的钢筋，孔阀压浆。另外加劲环板4能传递水平荷载至混凝土层9，再以混凝土层9与持力层14之间的摩阻力传至海床。
实施例2
局部浮力海洋平台10上还可支撑桥梁。如图12所示，图12所示为利用二个浮力筒连接在一承台下形成桥墩的基础。图12仅示出了两个浮力筒1上支撑桥梁的情况。当然，也可以3个或6个浮力筒1对称排布。多个浮力筒1上共同支撑有承台，该承台上支撑有桥梁的桥墩35，桥墩35上设置桥墩横梁36，浮力筒1直径为8米、高度为30米、壁厚为0.4米，水深30米，土层厚约25米。浮力筒1通过小口径钻孔桩21将浮力筒1固定嵌入到海床基岩40或持力层14与实施例1类似。
实施例3
局部浮力海洋平台10上还可支撑海洋建筑物。如图13所示，局部浮力海洋平台10为网格结构，浮力筒1分别设置在网格的格点上；局部浮力海洋平台10上支撑有海洋建筑物。局部浮力海洋平台10通过下建筑结构连接梁34和上建筑结构主梁32与建筑结构次梁33连接。也可以是多个局部浮力海洋平台10通过连结梁组成多平台系统，例如，如图14所示，是三个十六浮力筒局部浮力海洋平台10通过连结梁组成多平台系统，多平台系统上可支撑海洋建筑物。
支撑海洋建筑结构或水中建筑结构的预应力混凝土局部浮力海洋平台10，基本模块为四个浮力圆筒和连接四个浮力圆筒的格子梁框架结构，格子梁为30米×30米，可增加浮力圆筒和连接浮力圆筒的格子梁，形成2个或多个30米×30米浮力圆筒格子梁体系的海洋建筑结构或水中建筑结构的局部浮力海洋平台10。
本实施例水深30米，土层厚约20米。浮力圆筒直径为8米、高度为30米、空心圆筒壁厚为0.4米到0.5米、以及顶板为0.5米和底板为0.4米到0.60米。浮力圆筒底部的锥体基础直径为10米、高度为3米，格子梁的空心顶梁和空心底梁均为3米宽×4米高及壁厚 0.35米至0.5米。支承楼板的空心格子次梁为1.5米宽×2米高及壁厚 0.25米。本实施例海洋建筑结构或水中建筑结构共有八层，每层净高3米。其它建筑结构杆件（支承楼板的空心格子次梁等）按相关规范设计。可选择的连接浮力圆筒顶部和水上建筑结构的多密封空心箱体作为水下建筑结构，能提供额外的浮力。浮力筒1通过小口径钻孔桩21将浮力筒1固定到海床基岩40或持力层14与实施例1类似。海洋建筑结构或水中建筑结构及浮力支撑结构和基础的设计和施工及安装中应用标准化模块化建设，从而有效降低成本。
实施例4
在对依据本发明实施例的海上风电局部浮力海洋平台10进行施工安装时，可采用节段预制施工法制作所述预应力混凝土或预应力轻质混凝土或预应力纤维混凝土或钢筋混凝土，在预制场或工厂内使用节段预制方法匹配浇注组成浮力筒1和连接梁（如果有连接梁）；将浮力筒1运输至港口侧拼装成承台；拖至海上安装海域进行平台的基础工程施工安装。
或采用现浇施工法制作预应力混凝土或预应力轻质混凝土或预应力纤维混凝土或钢筋混凝土平台10，可在陆地现浇和海岸边的海上组装，再牵引拖航浮运平台至安装位置。
随后对制作完成的海上风电支撑局部浮力海洋平台10进行浮力筒基础工程施工安装，下面将按步骤描述一个单浮力筒基础工程施工方法：
S101、如图5所示，在安装点处与上述局部浮力海洋平台10的该单浮力筒1对应的位置处，采用带有运泥臂
22的挖泥船23分别开挖海床土层至海床的持力层14，用以形成尺寸大于浮力筒1的锥形底部2的凹槽15。在开挖之前优选预先对海床进行探测，确定其海床土层13的厚度。评估是否需要加小口径钻孔桩21或者小口径打入桩27。为了防止土层坍塌，还可在紧贴凹槽15的内壁上设置钢板环，环内可设置钢筋。如图6所示，还可以在凹槽15的边上堆置一道由石块及碎石沙砾组成的墙7，用以防止凹槽15侧海床土层13塌陷进入凹槽15和浮力筒1的锥形底部2与持力层14之间浇注的混凝土层9。本实施例中的浮力筒1底部优选为锥形底部2，当然，在其它的实施例中，浮力筒1底部还可以为弧面状底部、其它横截面积由上至下线性或者非线性减小的底部、或者平面状底部，施工时，形成尺寸大于浮力筒1底部的凹槽15。
S102、从海上拖运局部浮力海洋平台10至安装点处，调节局部浮力海洋平台10以使浮力筒1与凹槽15上下一一对应，如图6所示。
S103、如图6所示，下沉局部浮力海洋平台10到海床面上方附近，并在凹槽15内、浮力筒1的锥形底部2与持力层14之间浇注形成预设厚度的混凝土层9。
S104、如图7A 、7B所示，在混凝土层9完全凝固之前下沉局部浮力海洋平台10，以使锥形底部2完全嵌入混凝土层9，保持水平至混凝土层9中形成与锥形底部2对应的锥形凹槽11。
S105、如图8A所示，在混凝土层9完全凝固后，通过压力管37位于浮力筒1的锥形底部2的开口泵压出水，从而冲开浮力筒1的锥形底部2与混凝土层9之间的粘结，上升局部浮力海洋平台10，露出混凝土层9的锥形凹槽11；该锥形凹槽11能与锥形底部2较好地契合。如图8B所示，在混凝土层9达到预设强度之后再次下沉局部浮力海洋平台10，以在锥形底部2与锥形凹槽11之间形成狭缝。
压浆12填满狭缝，略为下降局部浮力海洋平台10至局部浮力海洋平台10开始支撑在混凝土层9上，待压桨达至预设强度后将局部浮力海洋平台10完全支撑在混凝土层9上。
最后，如图9A 、9B所示，在浮力筒1的底部预留有凹孔39的地方，采用钻机安装口径介于300㎜~400㎜的小口径钻孔桩21，锚于基岩层40；在桩基完成后，抽干浮力筒1内积水，破开桩头露出钢筋，绑扎浮力筒底钢筋，浇注混凝土，使桩和浮力筒1底部形成一整体，从而将浮力筒1以及局部浮力海洋平台10固定在海床上。至此，已经完成了局部浮力海洋平台10的安装。
S106、在局部浮力海洋平台10上安装风机的风机钢塔5。
在其它的实施例中，如图10A、10B所示，也可以采用钻机24钻穿锥形底部2和其下的混凝土层9，导入小口径打入桩27；在桩基完成后，抽干浮力筒1内积水，破开桩头露出钢筋，绑扎浮力筒底钢筋，浇注混凝土使桩和浮力筒1底部形成一整体。如图12所示，在其它的实施例中，还可以在浮力筒1的底部设置桩顶混凝土承台17，以固定小口径打入桩27的顶部，小口径打入桩27穿过锥形底部2和其下的混凝土层9，打入海床土层13上。
在其它的没有桩基的实施例中，在浮力筒1的锥形底部2上钻直径介于45-55mm的孔至其下的混凝土层9，插入钢筋，该孔洞内灌以水泥砂浆，形成锥形底部2和混凝土层9之间的剪力健。优选50mm的孔。
本发明的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法适应于在海床土层13不小于5米、及基岩40或持力层14在5米以内的海床上构建局部浮力海洋平台，对于海床土层13小于5米的海床，可采用我们另一个发明“支撑海上风机、桥梁、海洋建筑物的浮力支撑固定平台”中（申请号为CN 2012100348059的中国专利申请）。
实施例5
局部浮力海洋平台10的施工方法包括以下步骤：
S201、浮运局部浮力海洋平台10至安装点处。
S202、下沉局部浮力海洋平台10至海床上方，并启动外置的水泵，以通过压力管37位于浮力筒1的锥形底部2的开口泵压出水，从而在锥形底部2的下方冲刷海床土层至海床的持力层14，用以形成尺寸大于锥形底部2的凹槽15；在该步骤中，可优选预先对海床进行探测，确定海床土层13的厚度；或者可根据开挖出的物质判断是否已经开挖到持力层14。
S203、启动外置的混凝土泵，以通过压力管37位于浮力筒1的锥形底部2的开口泵压出混凝土，从而在浮力筒1的锥形底部2与持力层14之间浇注形成预设高度的混凝土层9。
S204、在混凝土层9完全凝固之前继续下沉局部浮力海洋平台10，以使锥形底部2完全嵌入混凝土层9，保持水平及至混凝土层9中形成与锥形底部2对应的锥形凹槽11。
S205、在混凝土层9完全凝固后，通过压力管37位于浮力筒1的锥形底部2的开口泵压出水，从而冲开浮力筒1的锥形底部2与混凝土层9之间的粘结，上升局部浮力海洋平台10，露出混凝土层9的锥形凹槽11。
S206、在混凝土层9达到预设强度之后下沉局部浮力海洋平台10，以在锥形底部2与锥形凹槽11之间形成狭缝。
S207、压浆12填满狭缝，略为下降局部浮力海洋平台10至局部浮力海洋平台10开始支撑在混凝土层9上，待压桨达至预设强度后将局部浮力海洋平台10完全支撑在混凝土层9上；
在浮力筒1的底部预留有凹孔39的地方，采用钻机安装口径介于300㎜~400㎜的小口径钻孔桩21，锚于基岩40；或在浮力筒1的底部预留有凹孔39的地方，钻穿锥形底部2和其下的混凝土层9，导入小口径打入桩27；在桩基完成后，抽干浮力筒1内积水，破开桩头露出钢筋，绑扎浮力筒底钢筋，浇注混凝土，使桩和浮力筒1底部形成一整体，从而将浮力筒1以及局部浮力海洋平台10固定在海床上。
S208、在局部浮力海洋平台10上安装海上风机和/或桥梁和/或海上建筑物。其它与实施例4类似，不再赘述。
实施例6
局部浮力海洋平台10的施工方法包括以下步骤：
S301、在安装点与局部浮力海洋平台10的浮力筒1对应的位置处分别开挖海床土层13至海床的持力层14，用以形成尺寸大于浮力筒1的锥形底部2的凹槽15。
S302、拖运局部浮力海洋平台10至安装点处，调节局部浮力海洋平台10以使浮力筒1与凹槽15一一对应。
S303、启动外置的混凝土泵，以通过压力管37位于浮力筒1的锥形底部2处的开口泵压出混凝土，从而在凹槽15内、浮力筒1的锥形底部2与持力层14之间浇注形成预设厚度的混凝土层9。
S304、在混凝土层9完全凝固之前继续下沉局部浮力海洋平台10，以使锥形底部2完全嵌入混凝土层9，保持水平及至混凝土层9中形成与锥形底部2对应的锥形凹槽11。
S305、在混凝土层9完全凝固后，通过压力管37位于浮力筒1的锥形底部2处的开口泵压出水，从而冲开浮力筒1的锥形底部2与混凝土层9之间的粘结，上升局部浮力海洋平台10，露出混凝土层9的锥形凹槽11。
S306、在混凝土层9达到预设强度之后下沉局部浮力海洋平台10，以在锥形底部2与锥形凹槽11之间形成狭缝。
在局部浮力海洋平台10内，压浆12填满狭缝，略为下降局部浮力海洋平台10至局部浮力海洋平台10开始支撑在混凝土层9上，待压桨达至预设强度后将局部浮力海洋平台10完全支撑在混凝土层9上，
在浮力筒1的底部预留有凹孔39的地方，采用钻机安装口径介于300㎜~400㎜的小口径钻孔桩21，锚于基岩40；或在浮力筒1的底部预留有凹孔39的地方，钻穿锥形底部2和其下的混凝土层9，导入小口径打入桩27；在桩基完成后，抽干浮力筒1内积水，破开桩头露出钢筋，绑扎浮力筒底钢筋，浇注混凝土，使桩和浮力筒1底部形成一整体，从而将浮力筒1以及局部浮力海洋平台10固定在海床上。
S307、在局部浮力海洋平台10上安装海上风机和/或桥梁和/或海洋建筑物。其它与实施例4类似，在此不再赘述。
在上述实施例4、5、6的三种施工方法中，可在浮力筒1固定在海床上之后，在浮力筒1中填充水或沙或混凝土以压重浮力筒1。
在本发明的优选实施例中，施工方法进一步包括采用节段预制施工法制作局部浮力海洋平台10。构建的开始为浇注这些预应力（轻质）混凝土局部浮力海洋平台10。可以常规方式在干坞上的陆上条件下实施浇注。也可不在干坞完成，而是在船坞或港口侧节段预制方法建造该平台，此方法命名为节段施工法或“湿法”，详情参见我们的专利申请号CN2012100348059的中国专利申请。
施工方法中可采用节段预制施工法制作预应力混凝土或预应力轻质混凝土或预应力纤维混凝土局部浮力海洋平台10，包括：
在预制场或工厂内使用节段预制方法匹配浇注组成浮力筒1和连接梁（如果有连接梁）；
将浮力筒1和连接梁运输至所述港口侧；
在港口侧海上组装局部浮力海洋平台10；
局部浮力海洋平台10拖至海上安装海域进行平台的基础工程施工安装。
具体而言，施工方法中可采用节段预制施工法制作预应力混凝土或预应力轻质混凝土或预应力纤维混凝土局部浮力海洋平台10，包括：
在预制场或工厂内使用节段预制方法匹配浇注组成浮力筒1的浮力筒节段；
在预制场或工厂内使用节段预制方法匹配浇注连接结构；
在港口侧的海上插打引导桩，每个浮力筒1对应设置至少三根引导桩，从而能够在港口侧的海上支撑定位钢桁架上进行浮力筒1的安装；
将预制的浮力筒节段运输至港口侧；
使用预应力拼装浮力筒节段，以完成整个浮力筒1的预制拼装；
通过浮吊将预制拼装完成的浮力筒吊至引导桩的位置处，并下降定位钢桁架以固定在引导桩上；
或通过浮吊将预制的连接有锥形底部2的浮力筒节段吊至引导桩的位置处利用浮力支撑浮力筒节段，再通过浮吊将其它预制的浮力筒节段吊至引导桩的位置处，利用预应力拼装浮力筒节段，完成后下降定位钢桁架以固定在引导桩上；
调节浮力筒1的水平和位置，并采用定位钢桁架及定位桩进行固定；
将预制的连接结构运输至港口侧；
采用浮吊，将预制的连接结构吊至与各浮力筒1对应的接头位置处，以及通过预应力和锚具连接和固定接头；
重复以上步骤到完成局部浮力海洋平台10的节段施工法；
移除锁定设备并移除定位钢桁架，局部浮力海洋平台10自由后即可牵引拖航浮运其至安装位置；
于安装位置在局部浮力海洋平台10上施工小口径钻孔桩21或小口径打入桩27。此外，在局部浮力海洋平台10的施工方法中，可采用现浇法浇注钢筋混凝土平台，在岸边浇筑，吊运上驳船，或浮运到现场安装。
另外，在海上局部浮力海洋平台的施工方法中，还可以采用工厂预制工地整体拼接制作钢局部浮力海洋平台10，包括：支撑海上风机和/或桥梁和/或海洋建筑结构的钢平台施工采用工厂预制，在港口附近工地拼接成整个钢平台，通过浮吊将完成的整个钢平台整体吊至水中，或利用滑道将平台下滑至海上。将悬浮钢平台拖至海上安装海域进行钢平台各浮力筒的基础工程施工。
风险评估
依据事故的结果对风险进行分类。以海上风电场为例，第一级风险是局部浮力海洋平台与船发生撞击。第二级风险是在恶劣天气下，风机叶片和塔被损坏。其它的风险是对航海、航运以及渔业的影响，第三风险为地震，平台的上部结构固定频率较低，能避开地震波的峰值，桩基则有可能受到破坏，由于采用的是小口径桩，可以再发生破坏后再安装新的代替桩。后二者可采用常规方法进行处理。对于第一风险，可在风机周围设置足够多的警告提醒，应当将风机刷成明亮的颜色来警示船只。类似的事故还可能由失去动力的漂浮的船只所导致，因此需要将局部浮力海洋平台平台10设计成能抵御漂浮船只的撞击，使其只能产生局部损害。
社会效益和经济效益
本局部浮力海洋平台（水深约5米至50米及土层5米以上）能应用在海上风电、海洋能、桥梁、海洋建筑、人工码头、人工岛、海上太阳能等，具有海洋战略性新兴产业重大应用前景和价值。
本发明系统集成创新地应用了预应力混凝土浮桥和油田钻井平台及分段预制拼装预应力混凝土桥节段施工法或现浇施工法，局部浮力的建筑物抗震系统，人工水上作业施工深水基础工程及小口径钻孔桩或小口径打入桩等30多年的成熟技术，具有廉价、安全、可靠、施工快速、简便及附加值高等特点，能实现大规模产业化、能大幅降低海上风电、桥梁、水上和海洋建筑物（包括人工码头和人工岛）的基础工程造价，能大幅提高海洋工程装备制造业国际竞争力，能大幅提高海上风电等新能源和水上建筑物的海洋平台国际竞争力。
本局部浮力海洋平台（水深约5米至50米及土层5米以上）和我们的海上风电、桥梁、海洋建筑物浮力支撑固定平台（水深约10米至50米及土层1米至5米）及海上风电和海洋能预应力轻质混凝土浮式平台技术（水深约25米至500米）组成水深约5米至500米的支撑海上风电、桥梁、海洋建筑物的海洋平台专利组合，该专利组合能应用在海上风电、桥梁、海洋建筑、人工码头、人工岛、海上太阳能和海洋能，该专利组合还能能扩展应用在海洋牧场，海洋生物，海水淡化等海洋资源，海洋农业,海洋城市，海洋旅游，海岛房地产等，该专利组合对开发海洋绿色能源和资源及海岛经济具有重大经济效益和战略意义。
应当理解的是，对本领域普通技术人员来说，可以根据上述说明加以改进或变换，而所有这些改进和变换都应属于本发明所附权利要求的保护范围 上面结合附图对本发明的实施例进行了描述，但是本发明并不局限于上述的具体实施方式，上述的具体实施方式仅仅是示意性的，而不是限制性的，本领域的普通技术人员在本发明的启示下，在不脱离本发明宗旨和权利要求所保护的范围情况下，还可做出很多形式，这些均属于本发明的保护之内。

Claims (19)

  1. 一种海上风电、桥梁和海洋建筑物局部浮力海洋平台，用于在海床土层（13）大于5米的海床上构建局部浮力海洋平台，其特征在于，所述局部浮力海洋平台（10）包括：
    至少一垂直布置的浮力筒（1），通过所述浮力筒（1）底部下方的混凝土层（9）支撑在海床上，所述浮力筒（1）为局部浮力支撑的空心柱体；
    所述浮力筒（1）还安装有贯穿其底部的小口径群桩，所述小口径群桩依次穿过所述混凝土层（9）和海床土层（13）锚于基岩（40）或持力层（14）；
    单个所述浮力筒（1）为单浮力筒体系，由垂直布置的单个所述浮力筒（1）和所述浮力筒（1）的底部及由该底部下方固定连接的所述小口径群桩组成单浮力筒空间结构；多个所述浮力筒（1）通过连接梁组成多浮力筒体系，由垂直布置的多个所述浮力筒（1）和各所述浮力筒（1）间的所述连接梁及由所述浮力筒（1）底部固定连接的所述小口径群桩组成多浮力筒空间结构；
    其中，所述局部浮力海洋平台（10）上支撑有海上风机和/或桥梁和/或海洋建筑物。
  2. 根据权利要求1所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台，其特征在于，所述小口径群桩包括小口径钻孔桩（21）或小口径打入桩（27），所述浮力筒（1）的底部预留有凹孔（39），钻穿所述凹孔（39），安装所述小口径钻孔桩（21）或小口径打入桩（27），所述小口径钻孔桩（21）或小口径打入桩（27）依次穿过所述混凝土层（9）和海床土层（13）锚于基岩（40）或持力层（14），以增强所述局部浮力海洋平台（10）的抗上拔力。
  3. 根据权利要求1所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台，其特征在于，所述浮力筒（1）底部为锥形底部（2）或底部凸出的榫头结构。
  4. 根据权利要求1所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台，其特征在于，所述局部浮力海洋平台（10）还包括至少三个所述浮力筒（1），其中一个所述浮力筒（1）上支撑海上风机。
  5. 根据权利要求3所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台，其特征在于，所述锥形底部（2）顶部延伸形成有加劲环板（4）。
  6. 根据权利要求1所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台，其特征在于，所述局部浮力海洋平台（10）还包括所述浮力筒（1）顶部固接的调节塔（3）。
  7. 根据权利要求6所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台，其特征在于，所述浮力筒（1）和/或所述调节塔由钢或预应力混凝土或预应力轻质混凝土或预应力纤维混凝土或预应力钢管混凝土或钢-混凝土组合材料或钢筋混凝土材料制成。
  8. 根据权利要求1所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台，其特征在于，所述浮力筒（1）内设有泵压系统，所述泵压系统包括设置在所述浮力筒（1）内部的多根压力管（37）以及设置在外部的水泵、混凝土泵和水泥沙浆泵；其中，所述多根压力管（37）各自的一端开口（38）分别穿出所述浮力筒（1），与所述水泵、混凝土泵和水泥沙浆泵连接，另一端开口穿过所述浮力筒（1）锥形底部与外界相通，用以将分别从所述水泵、混凝土泵或水泥沙浆泵输出的水、混凝土或水泥沙浆挤压至外界。
  9. 根据权利要求1所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台，其特征在于，所述浮力筒（1）内灌沙或灌水，用以增加所述局部浮力海洋平台（10）的自重，从而抵抗风荷载等水平荷载引起的上拔力。
  10. 一种海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法，用于在海床土层（13）不小于5米的海床上构建局部浮力海洋平台，其特征在于，包括以下步骤：
    在安装点与所述局部浮力海洋平台（10）的浮力筒（1）对应的位置处分别开挖海床土层（13）至所述海床的持力层（14），用以形成尺寸大于所述浮力筒（1）的锥形底部（2）的凹槽（15）；
    在所述凹槽（15）内浇注形成预设厚度的混凝土层（9）；
    拖运所述局部浮力海洋平台（10）至所述安装点处，调节所述局部浮力海洋平台（10）以使所述浮力筒（1）与所述凹槽（15）一一对应；
    在所述混凝土层（9）完全凝固之前下沉所述局部浮力海洋平台（10），以使所述锥形底部（2）完全嵌入所述混凝土层（9），保持水平至所述混凝土层（9）中形成与所述锥形底部（2）对应的锥形凹槽（11）；
    在所述混凝土层（9）完全凝固后，通过压力管（37）位于浮力筒（1）的锥形底部（2）的开口泵压出水，从而冲开所述浮力筒（1）的锥形底部（2）与所述混凝土层（9）之间的粘结，上升所述局部浮力海洋平台（10），露出所述混凝土层（9）的锥形凹槽（11）；
    在所述混凝土层（9）达到预设强度之后下沉所述局部浮力海洋平台（10），以在所述锥形底部（2）与所述锥形凹槽（11）之间形成狭缝；
    压浆(12)填满所述狭缝，略为下降所述局部浮力海洋平台（10）至所述局部浮力海洋平台（10）开始支撑在所述混凝土层（9）上，待压桨达至预设强度后将所述局部浮力海洋平台（10）完全支撑在所述混凝土层（9）上；
    在所述浮力筒（1）的底部预留有凹孔（39）的地方，采用钻机安装口径介于300㎜~400㎜的小口径钻孔桩（21），锚于基岩（40）；或在所述浮力筒（1）的底部预留有凹孔（39）的地方，钻穿所述锥形底部（2）和其下的混凝土层（9），导入小口径打入桩（27）；在桩基完成后，抽干所述浮力筒（1）内积水，破开桩头露出钢筋，绑扎浮力筒底钢筋，浇注混凝土，使桩和所述浮力筒（1）底部形成一整体，从而将所述浮力筒（1）以及所述局部浮力海洋平台（10）固定在所述海床上；
    在所述局部浮力海洋平台（10）上安装海上风机和/或桥梁和/或海洋建筑物。
  11. 一种海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法，用于在海床土层（13）不小于5米的海床上构建局部浮力海洋平台，其特征在于，包括以下步骤：
    拖运所述局部浮力海洋平台（10）至安装点处；
    下沉所述局部浮力海洋平台（10）至海床上方，并启动外置的水泵，以通过压力管（37）位于浮力筒（1）的锥形底部（2）的开口泵压出水，从而在所述锥形底部（2）的下方冲刷海床土层（13）至所述海床的持力层（14），用以形成尺寸大于所述锥形底部（2）的凹槽（15）；启动外置的混凝土泵，以通过压力管（37）位于浮力筒（1）的锥形底部（2）的开口泵压出混凝土，从而在所述凹槽（15）内、所述浮力筒（1）的锥形底部（2）的与所述持力层（14）之间浇注形成预设厚度的混凝土层（9）；
    在所述混凝土层（9）完全凝固之前继续下沉所述局部浮力海洋平台（10），以使所述锥形底部（2）完全嵌入所述混凝土层（9），保持水平及至所述混凝土层（9）中形成与所述锥形底部（2）对应的锥形凹槽（11）；
    在所述混凝土层（9）完全凝固后，通过压力管（37）位于浮力筒（1）的锥形底部（2）的开口泵压出水，从而冲开所述浮力筒（1）的锥形底部（2）与所述混凝土层（9）之间的粘结，上升所述局部浮力海洋平台（10），露出所述混凝土层（9）的锥形凹槽（11）；
    在所述混凝土层（9）达到预设强度之后下沉所述局部浮力海洋平台（10），以在所述锥形底部（2）与所述锥形凹槽（11）之间形成狭缝；
    在所述局部浮力海洋平台（10）内，压浆(12)填满所述狭缝，略为下降所述局部浮力海洋平台（10）至所述局部浮力海洋平台（10）开始支撑在所述混凝土层（9）上，待压桨达至预设强度后将所述局部浮力海洋平台（10）完全支撑在所述混凝土层（9）上；
    在所述浮力筒（1）的底部预留有凹孔（39）的地方，采用钻机安装口径介于300㎜~400㎜的小口径钻孔桩（21），锚于基岩（40）；或在所述浮力筒（1）的底部预留有凹孔（39）的地方，钻穿所述锥形底部（2）和其下的混凝土层（9），导入小口径打入桩（27）；在桩基完成后，抽干所述浮力筒（1）内积水，破开桩头露出钢筋，绑扎浮力筒底钢筋，浇注混凝土，使桩和所述浮力筒（1）底部形成一整体，从而将所述浮力筒（1）以及所述局部浮力海洋平台（10）固定在所述海床上，从而将所述浮力筒（1）以及所述局部浮力海洋平台（10）固定在所述海床上；
    在所述局部浮力海洋平台（10）上安装海上风机和/或桥梁和/或海洋建筑物。
  12. 一种海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法，用于在海床土层（13）不小于5米的海床上构建局部浮力海洋平台，其特征在于，包括以下步骤：
    在安装点与所述局部浮力海洋平台（10）的浮力筒（1）对应的位置处分别开挖海床土层（13）至所述海床的持力层（14），用以形成尺寸大于所述浮力筒（1）的锥形底部（2）的凹槽（15）；
    拖运所述局部浮力海洋平台（10）至所述安装点处，调节所述局部浮力海洋平台（10）以使所述浮力筒（1）与所述凹槽（15）一一对应；
    启动外置的混凝土泵，以通过压力管（37）位于浮力筒（1）的锥形底部（2）的开口泵压出混凝土，从而在所述凹槽（15）内、所述浮力筒（1）的锥形底部（2）与所述持力层（14）之间浇注形成预设厚度的混凝土层（9）；
    在所述混凝土层（9）完全凝固之前继续下沉所述局部浮力海洋平台（10），以使所述锥形底部（2）完全嵌入所述混凝土层（9），保持水平及至所述混凝土层（9）中形成与所述锥形底部（2）对应的锥形凹槽（11）；
    在所述混凝土层（9）完全凝固后，通过压力管（37）位于浮力筒（1）的锥形底部（2）的开口泵压出水，从而冲开所述浮力筒（1）的锥形底部（2）与所述混凝土层（9）之间的粘结，上升所述局部浮力海洋平台（10），露出所述混凝土层（9）的锥形凹槽（11）；
    在所述混凝土层（9）达到预设强度之后下沉所述局部浮力海洋平台（10），以在所述锥形底部（2）与所述锥形凹槽（11）之间形成狭缝；
    在所述局部浮力海洋平台（10）内，压浆(12)填满所述狭缝，略为下降所述局部浮力海洋平台（10）至所述局部浮力海洋平台（10）开始支撑在混凝土层（9）上，待压桨达至预设强度后将所述局部浮力海洋平台（10）完全支撑在混凝土层（9）上；
    在所述浮力筒（1）的底部预留有凹孔（39）的地方，采用钻机安装口径介于300㎜~400㎜的小口径钻孔桩（21），锚于基岩（40）；或在所述浮力筒（1）的底部预留有凹孔（39）的地方，钻穿所述锥形底部（2）和其下的混凝土层（9），导入小口径打入桩（27）；在桩基完成后，抽干所述浮力筒（1）内积水，破开桩头露出钢筋，绑扎浮力筒底钢筋，浇注混凝土，使桩和所述浮力筒（1）底部形成一整体，从而将所述浮力筒（1）以及所述局部浮力海洋平台（10）固定在所述海床上，从而将所述浮力筒（1）以及所述局部浮力海洋平台（10）固定在所述海床上；
    在所述局部浮力海洋平台（10）上安装海上风机和/或桥梁和/或海洋建筑物。
  13. 根据权利要求10-12任一项所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法，其特征在于，在所述浮力筒（1）固定在所述海床上之后，在所述浮力筒（1）中填充水或沙以压重所述浮力筒（1）。
  14. 根据权利要求10-12任一项所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法，其特征在于，所述施工方法进一步包括在紧贴所述凹槽（15）的内壁上设置钢板环，并在所述钢板环内部设置钢筋，从而在所述凹槽（15）内、所述浮力筒（1）的锥形底部（2）的与所述持力层（14）之间浇注形成预设厚度的混凝土层（9），用以防止所述凹槽（15）侧所述海床土层（13）的坍塌。
  15. 根据权利要求10-12任一项所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法，其特征在于，所述施工方法进一步包括在所述凹槽（15）的边上堆置一道由石块及碎石沙砾组成的墙（7），用以防止所述凹槽（15）侧所述海床土层（13）塌陷进入所述凹槽（15）和所述浮力筒（1）的锥形底部（2）与所述持力层（14）之间浇注的混凝土层（9）。
  16. 根据权利要求10-12任一项所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法，其特征在于，所述施工方法进一步包括采用节段预制施工法制作所述预应力混凝土或预应力轻质混凝土或预应力纤维混凝土局部浮力海洋平台（10），包括：
    在预制场或工厂内使用节段预制方法匹配浇注组成所述浮力筒（1）；
    将所述浮力筒（1）运输至所述港口侧；
    拖至海上安装海域进行平台的基础工程施工安装。
  17. 根据权利要求10-12任一项所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法，其特征在于，所述施工方法进一步包括采用现浇施工法制作所述预应力混凝土或预应力轻质混凝土或预应力纤维混凝土或钢筋混凝土局部浮力海洋平台（10），包括：
    在预制场或工厂内使用节段预制方法匹配浇注组成浮力筒（1）的浮力筒节段；
    在预制场或工厂内使用节段预制方法匹配浇注连接结构；
    在港口侧的海上插打引导桩，每个所述浮力筒（1）对应设置至少三根引导桩，从而能够在港口侧的海上支撑定位钢桁架上进行所述浮力筒（1）的安装；
    将预制的所述浮力筒节段运输至所述港口侧；
    使用预应力拼装浮力筒节段，以完成整个浮力筒（1）的预制拼装；
    通过浮吊将预制拼装完成的所述浮力筒吊至所述引导桩的位置处，并下降所述定位钢桁架以固定在所述引导桩上；
    或通过浮吊将预制的连接有所述锥形底部（2）的所述浮力筒节段吊至所述引导桩的位置处利用浮力支撑所述浮力筒节段，再通过浮吊将其它预制的所述浮力筒节段吊至所述引导桩的位置处，利用预应力拼装所述浮力筒节段，完成后下降所述定位钢桁架以固定在所述引导桩上；
    调节所述浮力筒（1）的水平和位置，并采用所述定位钢桁架及定位桩进行固定；
    将预制的所述连接结构运输至所述港口侧；
    采用浮吊，将预制的所述连接结构吊至与各所述浮力筒（1）对应的接头位置处，以及通过预应力和锚具连接和固定接头；
    重复以上步骤到完成所述局部浮力海洋平台（10）的节段施工法；
    移除锁定设备并移除所述定位钢桁架，所述局部浮力海洋平台（10）自由后即可牵引拖航浮运其至安装位置；
    于安装位置在所述局部浮力海洋平台（10）上施工小口径钻孔桩（21）或小口径打入桩（27）。
  18. 根据权利要求10-12任一项所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法，其特征在于，在所述浮力筒（1）的锥形底部（2）上钻直径介于45-55mm的孔至其下的所述混凝土层（9），插入钢筋，该孔洞内灌以水泥砂浆，形成所述锥形底部（2）和混凝土层（9）之间的剪力健。
  19. 根据权利要求10-12任一项所述的海上风电、桥梁和海洋建筑物局部浮力海洋平台的施工方法，其特征在于，将多个所述局部浮力海洋平台（10）通过连结梁连接成多平台系统。
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