CN211621664U - Composite foundation with piles distributed in cylinder-cylinder offshore wind power foundation - Google Patents
Composite foundation with piles distributed in cylinder-cylinder offshore wind power foundation Download PDFInfo
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- CN211621664U CN211621664U CN201922284256.0U CN201922284256U CN211621664U CN 211621664 U CN211621664 U CN 211621664U CN 201922284256 U CN201922284256 U CN 201922284256U CN 211621664 U CN211621664 U CN 211621664U
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Abstract
The utility model relates to a pile-distributed composite foundation in a cylinder-offshore wind power foundation, which is suitable for the offshore area where the offshore surface layer of China covers thick silt, mucky soil and silty weak soil, and comprises a concrete transition section, a composite cylinder foundation, a concrete circular bottom plate and internal piles, wherein the composite cylinder foundation is a multi-bin structure with a lower opening cavity and sinks in the weak soil of the surface layer, the cylinder top is in contact with the mud surface, and the internal piles are uniformly distributed in each bin plate in the cylinder. The foundation cost is reduced.
Description
Technical Field
The utility model relates to an offshore wind power foundation structure especially relates to a cloth stake composite foundation in section of thick bamboo-a section of thick bamboo offshore wind power basis.
Background
Based on the condition that the offshore area in China is mostly soft foundation such as silt, silty clay and the like, the requirements of foundation bearing capacity and foundation deformation are generally met, the traditional pile foundation such as a single-pile foundation and a jacket foundation is usually adopted, the two foundation forms need large-scale hoisting ships and piling ships for auxiliary construction, and the piles penetrate through a soft soil layer to enter a better bearing layer through hammering piling, so that the traditional pile type foundation is higher in manufacturing cost and long in construction period.
With the increase of the capacity of a single machine of an offshore wind turbine, the size and the material consumption of a foundation need to be increased by adopting a traditional single pile and jacket foundation, and the limitation of construction equipment on the pile driving of a large-diameter single pile becomes a problem that the pile driving of the large-diameter single pile is difficult to exceed, aiming at the problem, a suction type composite barrel foundation as described in patent CN107761755A and patent CN106759445 is gradually used for offshore wind power, a negative pressure sinking installation mode of the barrel foundation (as shown in patent CN 105926661A) avoids a complicated pile driving process, the barrel foundation is suitable for soil layers with certain bearing capacity such as clay, sandy soil and the like due to the stress characteristic and the construction method, the diameter of a barrel needs to be increased by adopting the barrel foundation aiming at sludge and muddy soil layers with poor bearing capacity, and the problems of great foundation settlement and inclined deformation are brought due to the increase of the weight and the fan load of the barrel foundation, if the size of the barrel foundation is excessively increased, not only is the cost increased, but the one-step installation (as shown in patent CN 102926949A) cannot be realized, and the economic advantage compared with the single pile and the jacket is no longer existed.
The composite foundation solves the problems of bearing capacity and deformation of soft offshore wind power foundation, does not need piling construction, has great advantages in construction process, enters a wind power field area in advance for piling when the cylindrical foundation is manufactured on land, adopts a one-step integral installation process for the cylindrical foundation, has good economy, and is suitable for soft foundations such as silt, mucky soil, silt and the like.
SUMMERY OF THE UTILITY MODEL
In order to solve the problems, the utility model provides a cloth stake composite foundation-a section of thick bamboo offshore wind power basis in a section of thick bamboo, this section of thick bamboo type basis adopts one-step integral erection technology, and economic nature is good, is applicable to weak foundations such as silt, mucky soil, silt soil.
The utility model adopts the technical proposal that: the utility model provides a cloth stake composite foundation in section of thick bamboo-section of thick bamboo offshore wind power basis which characterized in that: the concrete transition section is arranged on the lower end of the composite cylindrical foundation, and the composite cylindrical foundation is arranged on the lower end of the concrete transition section; the composite cylinder type foundation comprises a cylinder wall, bin dividing plates and a cylinder top cover, wherein the cylinder wall and the cylinder top cover are enclosed to form a cylinder type cavity with a closed upper end and an open lower end; and each sub-bin cavity is uniformly provided with an in-bin pile.
Preferably, the concrete transition section and the concrete circular bottom plate are separately poured, shear pins are pre-embedded in the concrete circular bottom plate, and the concrete transition section, the concrete circular bottom plate and the composite cylindrical foundation are connected into a whole through the shear pins.
Preferably, the concrete transition section is of an internal cavity structure, the wall thickness is not less than 0.5m, reinforcing steel bars are arranged in the concrete to enhance the tensile strength of the concrete, and the upper portion of the concrete transition section is in butt joint with the tower barrel.
Preferably, the diameter of the concrete circular bottom plate is equal to that of the cylindrical foundation.
Preferably, the bin dividing plate and the cylinder wall are connected in a groove welding manner or a pouring manner, stiffening ribs are uniformly arranged on the inner side of the cylinder wall and the single side of the bin dividing plate at intervals of 0.5-1.0 m, and the length of each stiffening rib is consistent with the height of the cylinder wall.
Preferably, the pile in the cylinder is of a double-shaft or multi-shaft cement mixing pile type, or a compacted sand pile.
Preferably, the pile in the cylinder penetrates through the weak geological layer to reach the soil layer; if the weak geological layer is thick, the pile length does not penetrate the weak geological layer, and the bearing capacity meets the requirement, the pile bottom is suspended in the weak layer, and the length of the suspended pile is not more than 25 m.
Preferably, the distance between the pile top of the pile in the cylinder and the cylinder top is kept between 0 and 1.0m, and the pile distance is larger than the pile diameter; the distance between the pile in the barrel and the barrel wall and between the pile in the barrel and the warehouse separating plate is 0.2-2.0 m.
A construction method of a composite foundation with piles distributed in a cylinder and a cylinder offshore wind power foundation is characterized in that: the method comprises the following steps:
a. prefabricating a concrete transition section, a concrete circular bottom plate and a composite cylindrical foundation in a land base, and connecting the concrete transition section, the concrete circular bottom plate and the composite cylindrical foundation into a whole through shear studs;
b. in the process of manufacturing the composite cylinder type foundation on land, an underwater pile forming ship is used to a fan position for pile forming operation, pile distributing points need to be accurately positioned in order to not influence the sinking of the composite cylinder type foundation, a sinking channel is reserved for a cylinder wall and a bin dividing plate, the clear distance between the adjacent pile positions and the cylinder wall and the bin dividing plate is 0.2-2.0 m, and the rest piles are formed in the bin dividing range according to the designed pile spacing;
c. the stirring drill rod penetrates to the elevation of the pile bottom in the barrel, the stirring drill rod is delivered to a drill bit grout spraying opening from the feeding bin to be sprayed out, the stirring wings rotate to stir, the stirring drill rod is lifted upwards at the same time, and the pile forming process is completed repeatedly;
d. and c, when the pile in the barrel reaches the strength, transporting the composite barrel type foundation to a designated fan position, adjusting the position and the angle of the composite barrel type foundation to enable the barrel wall and the bin dividing plate to perform negative pressure sinking in the channel reserved in the step b between the adjacent enclosing piles, and leveling to complete the installation of the composite barrel type foundation.
The utility model discloses the beneficial effect who gains is: the utility model discloses combined deep cement stirring stake (or crowded dense sand pile) and the basic advantage of cartridge type under water, cartridge type basis bearing area is big, and stability is good, need not to pile, nevertheless under weak soil property condition, the cartridge type basis subsides and the slope is great, and cement stake (or crowded dense sand pile) are arranged in cartridge type basis, have solved the ground deformation problem of cartridge type basis, have reduced the manufacturing dimension of a suction section of thick bamboo, reduce basis cost. The integral cylindrical foundation is manufactured on land, integrated towing and installation are adopted, negative pressure sinking is matched after the integral cylindrical foundation reaches a mud surface, construction is convenient, the pile can be formed by using an underwater pile-forming ship to an offshore fan position in advance during manufacturing of the cylindrical foundation, the construction window period of the cylindrical foundation is not occupied, the construction period is flexible, and the construction difficulty is small. The whole construction process avoids using large-scale offshore hoisting and piling equipment, realizes the integrated installation of the offshore wind turbine complete machine, reduces the installation cost, saves foundation manufacturing cost and installation cost which are far larger than the pile forming cost of the barrel inner pile, can reduce the comprehensive manufacturing cost by 10 to 25 percent compared with the conventional composite barrel type foundation in the same field, and is suitable for most offshore areas with weak covering layers in China.
Drawings
Fig. 1 is a vertical sectional view of the present invention;
fig. 2 is a top view of the pile arrangement of the present invention;
FIG. 3 is a schematic view of the underwater pile-forming ship of the present invention;
reference numerals: 1. a concrete transition section; 2. a concrete circular bottom plate; 3. a cylinder wall; 4. a bin dividing plate; 5. a cartridge top cover; 6. a stiffening rib; 7. piling in the cylinder; 8. underwater pile-forming ship; 9. stirring drill pipes (or sand pile casings); 10. stirring wings (or pile sinking vibration hammers); 11. a feeding bin; 101. The surface of the sea; 102. a seabed mud surface.
Detailed Description
The present invention will be further described with reference to the accompanying drawings and specific embodiments.
As shown in fig. 1-3, the utility model discloses a pile composite foundation in a section of thick bamboo-a section of thick bamboo offshore wind power basis, including concrete changeover portion 1, compound cylindrical foundation and concrete circular bottom plate 2, concrete changeover portion 1 is the internal cavity structure, and the wall thickness can freely be selected, should not be less than 0.5m, arranges reinforcing bar in the concrete and strengthens its tensile strength, and upper portion opening diameter can be adjusted according to a tower section of thick bamboo diameter, makes concrete changeover portion 1 can dock with a tower section of thick bamboo; the lower end of the concrete transition section 1 is provided with a composite cylindrical foundation, and a concrete circular bottom plate 2 is arranged between the concrete transition section 1 and the composite cylindrical foundation. In the embodiment, the concrete transition section 1 and the concrete circular bottom plate 2 are separately poured, the shear studs are embedded in the concrete circular bottom plate 2, and the concrete transition section 1, the concrete circular bottom plate 2 and the cylinder top cover 5 of the composite cylinder foundation are connected into a whole through the shear studs. The diameter of the concrete circular bottom plate 2 is equal to that of the cylindrical foundation 3, and the thickness is determined according to the diameter of the cylindrical foundation and the unit load.
The composite cylinder type foundation comprises a cylinder wall 3, a bin dividing plate 4 and a cylinder top cover 5, wherein the cylinder wall 3 and the cylinder top cover 5 are enclosed to form a cylinder type cavity with a closed upper end and an open lower end, and the bin dividing plate 4 is arranged in the cylinder type cavity and divides the cylinder type cavity into a plurality of bin dividing cavities along an axis; the inner pile 7 of the cylinder is uniformly distributed in each sub-chamber.
The bin dividing plate 4 and the bin dividing plate 3 are connected in a groove welding seam or pouring mode, stiffening ribs 6 are arranged on the inner side of the bin dividing plate 3 and one side of the bin dividing plate 4 at equal intervals to prevent steel plates from buckling, the arrangement interval is 0.5-1.0 m, and the length of each stiffening rib 6 is consistent with the height of the bin dividing plate 3. The barrel wall 3, the bin dividing plate 4, the barrel top cover 5 and the stiffening ribs 6 are thin-walled parts, and the bin dividing cavities can adopt regular hexagons.
In this embodiment, the pile 7 in the tube is of a double-shaft or multi-shaft cement mixing pile type, or a sand compaction pile. The pile 7 in the cylinder penetrates through the soft geological layer to reach the soil layer; if the weak geological layer is thick, the pile length does not penetrate the weak geological layer, and the bearing capacity meets the requirement, the pile bottom is suspended in the weak layer, and the length of the suspended pile is not more than 25 m.
In the embodiment, the distance of 0-1.0 m is reserved between the pile top of the pile 7 in the cylinder and the cylinder top, and the pile distance is larger than the pile diameter; the distance between the pile 7 in the cylinder and the cylinder wall 3 and the warehouse separating plate 4 is 0.2 m-2.0 m.
A construction method of a composite foundation with piles distributed in a cylinder and a cylinder offshore wind power foundation comprises the following steps:
a. prefabricating a concrete transition section 1, a concrete circular bottom plate 2 and a composite cylindrical foundation in a land base, and connecting the concrete transition section 1, the concrete circular bottom plate 2 and the composite cylindrical foundation into a whole through shear studs;
b. in the process of manufacturing the composite cylinder type foundation on land, an underwater pile forming ship 8 is used to a fan position for pile forming operation, pile distributing points need to be accurately positioned in order to not influence the sinking of the composite cylinder type foundation, a sinking channel is reserved for a cylinder wall 3 and a bin dividing plate 4, the clear distance between the adjacent pile positions and the cylinder wall 3 and the bin dividing plate 4 is 0.2-2.0 m, and the rest piles are formed in the bin dividing range according to the designed pile spacing;
c. the stirring drill rod 9 penetrates to the bottom elevation of the pile 7 in the barrel, the pile is delivered to a drill bit grout spraying port from a feeding bin 11 to be sprayed out, the stirring wings 10 rotate to stir, meanwhile, the stirring drill rod 9 is lifted upwards, and the pile forming process is completed repeatedly;
d. and c, when the pile in the barrel reaches the strength, transporting the composite barrel type foundation to a designated fan position, adjusting the position and the angle of the composite barrel type foundation to enable the barrel wall and the bin dividing plate to perform negative pressure sinking in the channel reserved in the step b between the adjacent enclosing piles, and leveling to complete the installation of the composite barrel type foundation.
A suction cylinder-cement mixing pile composite foundation is adopted for a certain machine position of a certain wind power plant, as shown in figure 2. The shallow layer of the machine position is silt silty clay with the thickness of 18.3m, the lower part of the silt silty clay is a slightly-medium dense silty sand layer, and the silty sand layer is used as a cement pile supporting layer, so that the length of a cement pile of the machine position is 20.0 m.
According to the arrangement rule of long and short piles, the barrel internal piles 7 are arranged in seven sub-bins below the barrel, the pile forming sequence in each sub-bin adopts that a circle of barrel internal piles 7 are firstly formed along the inner side of the barrel wall 3 to form a circle of surrounding piles, then fixed-point pile forming is carried out among the barrel internal piles 7, and the corresponding barrel internal piles 7 are installed; when the pile is formed, a GPS needs to be used for accurate positioning, and the error is not more than 0.3 m.
In order to reduce the number of piles and the workload, the cement mixing piles adopt a multi-shaft pile type such as double-shaft or four-shaft mixing piles, and the piles are staggered.
The cement pile forming method comprises the following steps: pile position lofting → underwater pile forming ship 8 in position → inspection, adjusting drill → stirring drill rod 9 is drilled to the designed depth in forward circulation → stirring drill rod 9 is lifted in reverse circulation and cement slurry is sprayed → is 0.3m below the mud surface → repeated stirring and drilling to the designed depth → lifted in reverse circulation and cement slurry is sprayed 0.3m below the mud surface → pile forming is finished.
After the pile is formed, the maintenance is not less than 28 days, and the strength of the cement pile (pile in the cylinder) needs to be detected by static sounding and drilling coring.
In the pile forming and maintaining period of the pile 7 in the barrel, the assembled composite barrel type foundation is manufactured on land, after the pile strength meets the requirement, the composite barrel type foundation is transported to a designated machine position, the direction of the composite barrel type foundation is adjusted through GPS positioning, the barrel wall and the bin dividing plate 4 are enabled to avoid the area where the cement pile is poured, the composite barrel type foundation is sunk to a depth of one section of mud by means of dead weight, the composite barrel type foundation is sunk to the barrel top cover 5 to be flush and contacted with the mud surface by means of negative pressure sinking, and construction is finished.
Structural comparison: if only a suction tube is adopted, the diameter of the cylindrical foundation needs 44.0m, the soil penetration depth needs 10.0m, the total weight of the foundation is 6200.0 tons, the structural stress level of the foundation under the action of the ultimate load combination is within the range specified by the specification under the size, the foundation inclination rate (differential settlement) is 5.99 per thousand, and within 8.7 per thousand specified by the specification, the calculated vertical bearing capacity safety coefficient of the foundation is 5.32, the anti-skid safety coefficient is 6.31, the anti-overturning safety coefficient is 1.71, and the bearing capacity meets the specification requirement. The suction barrel is adopted to fully lay the long and short cement piles to form a composite foundation, and the long and short cement piles are firstly drivenThe inserted double-shaft stirring pile is equivalent to a round pile body with the diameter D equal to 1.778m, and the actual pile cluster area Ap＝2.483m3Actual circumference upThe area substitution rate m was 15% at 6.36 m. Calculated, the characteristic value R of the vertical bearing capacity of the single cement pilea856kN, the cement pile body is compression molded with EpAccording to the bearing capacity and deformation calculation method of the composite foundation, after the cement pile is driven into the composite foundation, the compression modulus E of a machine position cement affected zone is 15% × 50+ 85% × 1.04.04 is 8.38MPa, the diameter of a suction tube under the working condition is only 36.0m, the soil penetration depth is 10.0m, the total weight of the foundation is 3600.0 tons, the structural stress level of the type of foundation under the action of ultimate load combination is within the range specified by the specification, the foundation inclination rate (differential settlement) is 6.02 thousandths, the safety coefficient of the composite foundation is calculated to be 4.23 in vertical bearing capacity, 6.24 in skid resistance and 1.60 in anti-overturning safety coefficient, and the bearing capacity meets the requirement of the specification within 8.7 thousandths specified by the specification.
And (3) economic analysis: if only the suction type cylindrical foundation is adopted, the manufacturing cost of the cylindrical foundation with the diameter of 44m is 1200 ten thousand, the existing installation ship cannot meet the construction requirement due to the fact that the foundation is too heavy and the diameter is too large, the existing installation ship cannot be installed in a one-step mode through integration of the foundation, the tower drum and the fan head, an extra-large offshore floating crane is needed for installation, the cylindrical foundation needs to be installed in place during installation, then the tower drum and the fan head are hoisted on the sea, the total installation cost is 1300 ten thousand, and therefore the total cost of the unit is 2500 ten thousand when only the suction type cylindrical foundation is adopted. When the suction tube-full-paved long and short pile composite foundation is adopted, the diameter of the suction tube type foundation is reduced from 44 meters to 36 meters, and the manufacturing cost of the suction tube type foundation is 1000 ten thousand. The weight and the diameter of the foundation are reduced, the existing installation vessel can be adopted for integrated one-step installation, an oversize offshore floating crane is not needed, the installation cost is 100 thousands, and the pile forming cost of the fully paved long and short piles is calculated to be 300 thousands, so the total cost of the machine position when the suction barrel-fully paved long and short pile composite foundation is adopted is 1400 thousands, and the total manufacturing and installation cost can be reduced by 1100 thousands (44.0 percent) compared with the current most economic suction barrel type foundation single fan whole machine. In addition, the suction barrel-full-paved long and short pile composite foundation can be integrally installed in one step, so that the offshore hoisting time is shortened, and part of construction period cost can be reduced.
The foregoing shows and describes the general principles and principal structural features of the invention. The present invention is not limited by the above-mentioned examples, and the present invention can be modified in various ways without departing from the spirit and scope of the present invention, and these modifications and improvements fall within the scope of the present invention as claimed. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (8)
1. The utility model provides a cloth stake composite foundation in section of thick bamboo-section of thick bamboo offshore wind power basis which characterized in that: the concrete transition section is arranged on the lower end of the composite cylindrical foundation, and the composite cylindrical foundation is arranged on the lower end of the concrete transition section; the composite cylinder type foundation comprises a cylinder wall, bin dividing plates and a cylinder top cover, wherein the cylinder wall and the cylinder top cover are enclosed to form a cylinder type cavity with a closed upper end and an open lower end; and each sub-bin cavity is uniformly provided with an in-bin pile.
2. The in-tube cloth pile composite foundation-tube offshore wind power foundation of claim 1, characterized in that: the concrete transition section and the concrete circular bottom plate are poured in a split mode, shear pins are pre-embedded in the concrete circular bottom plate, and the concrete transition section, the concrete circular bottom plate and the composite cylindrical foundation are connected into a whole through the shear pins.
3. The in-tube cloth pile composite foundation-tube offshore wind power foundation of claim 1, characterized in that: the concrete transition section is of an internal cavity structure, the wall thickness is not less than 0.5m, reinforcing steel bars are arranged in the concrete to enhance the tensile strength of the concrete, and the upper portion of the concrete transition section is in butt joint with the tower barrel.
4. The in-tube cloth pile composite foundation-tube offshore wind power foundation of claim 1, characterized in that: the diameter of the concrete circular bottom plate is equal to that of the cylindrical foundation.
5. The in-tube cloth pile composite foundation-tube offshore wind power foundation of claim 1, characterized in that: the bin dividing plate and the bin wall are connected in a groove welding seam or pouring mode, stiffening ribs are arranged on the inner side of the bin wall and the single side of the bin dividing plate at equal intervals, the arrangement interval is 0.5-1.0 m, and the length of each stiffening rib is consistent with the height of the bin wall.
6. The in-tube cloth pile composite foundation-tube offshore wind power foundation of claim 1, characterized in that: the pile in the cylinder is of a double-shaft or multi-shaft cement mixing pile type or a compacted sand pile.
7. The in-tube cloth pile composite foundation-tube offshore wind power foundation of claim 1, characterized in that: the pile in the cylinder penetrates through the soft geological layer to reach the soil layer; if the weak geological layer is thick, the pile length does not penetrate the weak geological layer, and the bearing capacity meets the requirement, the pile bottom is suspended in the weak layer, and the length of the suspended pile is not more than 25 m.
8. The in-tube cloth pile composite foundation-tube offshore wind power foundation of claim 1, characterized in that: the distance between the pile top of the pile in the cylinder and the cylinder top is kept to be 0-1.0 m, and the pile distance is larger than the pile diameter; the distance between the pile in the barrel and the barrel wall and between the pile in the barrel and the warehouse separating plate is 0.2-2.0 m.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110847217A (en) * | 2019-12-18 | 2020-02-28 | 长江勘测规划设计研究有限责任公司 | Composite foundation with piles distributed in cylinder-cylinder offshore wind power foundation and construction method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110847217A (en) * | 2019-12-18 | 2020-02-28 | 长江勘测规划设计研究有限责任公司 | Composite foundation with piles distributed in cylinder-cylinder offshore wind power foundation and construction method |
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