CN210562081U - Shallow pile type jacket structure for offshore booster station - Google Patents
Shallow pile type jacket structure for offshore booster station Download PDFInfo
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- CN210562081U CN210562081U CN201920096801.0U CN201920096801U CN210562081U CN 210562081 U CN210562081 U CN 210562081U CN 201920096801 U CN201920096801 U CN 201920096801U CN 210562081 U CN210562081 U CN 210562081U
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Abstract
The utility model provides a shallow pile type jacket structure for an offshore booster station, which comprises a large foot jacket, a non-socketed short pile, an anti-slip box, a ballast box and an anti-pressure grouting section; arranging an anti-sliding box in an area between horizontal cross braces and horizontal inclined braces at four corners of the bottom of the large foot-placing jacket, wherein the anti-sliding box is inserted into silt on the surface layer of the sea bottom; a weight box is arranged at the upper part of the anti-skid box; 4 or more non-socketed short piles are arranged on the outer side of the bottom of the large foot-placing jacket and are driven into a rock base surface under a seabed, and the end bearing capacity of the rock base surface is high, so that the compression bearing capacity of the short piles is high, but the pulling bearing capacity of the short piles is small; the main guide pipe and the pile guide pipe of the large foot jacket are inserted under the mud surface; the non-socketed short pile is connected with the pile guide pipe through a pressure-resistant grouting section. The utility model provides a pile foundation tensile bearing capacity that traditional marine booster station jacket basis exists low, horizontal deformation is big, construction period jacket antidumping and anti-skidding ability are low, inhomogeneous settlement is big, grout linkage segment reliability subalternation problem.
Description
Technical Field
The utility model relates to a shallow stake formula jacket structure for offshore booster station is applicable to offshore wind power generation field.
Background
The offshore booster station is an offshore wind farm boosting, power distribution and control center, various electrical equipment such as a main transformer, a high-low voltage power distribution cabinet, a GIS (geographic information system), communication relay protection equipment and the like are generally arranged in the offshore booster station, and the offshore booster station boosts the generated energy of all offshore wind turbine generators through the main transformer and then transmits the energy to land through a high-voltage submarine cable.
The foundation of the offshore booster station is a facility for fixing the upper structure of the whole offshore booster station on the seabed, and the foundation of the offshore booster station needs to bear the effects of environmental loads such as wind, waves, currents and the like besides the whole weight of the upper structure. Most of the offshore booster station foundations adopt jacket foundations, and have foundation types such as pile-inserting type jacket first, pile-inserting type jacket after, foot boot type jacket and the like.
Traditional marine booster station jacket basis no matter be earlier stake formula jacket, back stake formula jacket, still foot boots formula jacket all adopt long stake, bear whole vertical load and horizontal load through the stake promptly. The vertical load borne by the foundation of the offshore booster station is mainly dead weight load, and the horizontal load mainly comprises wave current load, wind load and ship impact load. When the traditional offshore booster station jacket foundation bears the vertical and horizontal load, one side of the pile on two sides of the jacket is pressed and one side of the pile is pulled, the horizontal load of the upper structure is completely transmitted to the pile top through the pile connecting member, and finally the pile bears the whole horizontal load. In the conventional design of the pile foundation of the jacket of the offshore booster station, the pile is usually driven into a proper bearing layer, and the bearing capacity of the pile can completely meet all pressure, tension and horizontal force transmitted by a superstructure. Therefore, the pile length of the conventional offshore booster station is generally longer, so that the pile foundation has enough tensile bearing capacity.
However, in some offshore areas in southeast of China, the water depth is deep, but the seabed covering layer is thin, hard rocks are below the covering layer, and the surface of the seabed covering layer is often provided with a thick sludge layer, so that the bearing capacity of the surface of the seabed is very low. Under this kind of geological conditions, the resistance to compression bearing capacity of pile foundation is generally all very big, but its tensile bearing capacity and horizontal bearing capacity often are very low, for making the pile foundation can undertake the pulling force that superstructure transmission got off, often need adopt the embedded rock pile in order to improve the tensile bearing capacity of pile foundation to adopt major diameter pile foundation to satisfy the requirement of horizontal bearing capacity, thereby reduce the deformation of horizontal direction. However, the rock-socketed pile needs underwater drilling, grouting and other processes, and has the disadvantages of complex construction, long construction period and high cost. In addition, in the traditional rear pile-inserting type and foot boot type jacket foundation, in a sea area with deep water depth and large wave flow force, when the jacket is in a state of sinking to the surface of a seabed and not inserting piles, if severe weather of strong wind and strong waves is met, the jacket has the risk of overturning or slipping before the piles are not inserted due to no fixing measures between the jacket and the seabed, and in addition, due to the low bearing capacity of surface soil, the jacket may have large sedimentation in the pile driving process to cause overlarge uneven sedimentation. In conclusion, in the fields with large water depth, shallow covering layers and thick silt on the surface layers of seabed, the traditional jacket foundation type has high manufacturing cost, long construction period, large construction risk and large uneven settlement.
In addition, the traditional connection mode between the pile and the jacket is grouting connection, namely high-strength concrete slurry is poured into a gap between the pile and the guide pipe, and the high-strength concrete slurry is utilized to realize the joint stress of the pile and the jacket, so that the load on the jacket is completely transferred to the pile. However, the grouting connection needs to be filled with high-strength concrete slurry underwater, and the construction quality of concrete is not easy to guarantee, so that the grouting connection reliability is poor. In order to improve the reliability of grouting connection, an anti-pulling cone is additionally arranged on a pile in the traditional foot boot type conduit frame foundation, but the anti-pulling cone is only effective when a pile foundation bears pulling force and does not work when the pile foundation bears pressure. Because the pressure that superstructure transmitted to the pile foundation is very big, it is also very important to improve the compressive reliability of grout connecting segment.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a shallow stake formula jacket structure for marine booster station to the field area to big depth of water, shallow overburden and seabed table bed thick silt, the pile foundation tensile bearing capacity of solving traditional marine booster station jacket basis existence is low, horizontal deformation is big, construction period jacket antidumping and anti-skidding ability are low, inhomogeneous settlement is big, the poor scheduling problem of grout linkage segment reliability, for this reason, the utility model discloses a following technical scheme:
a shallow pile formula jacket structure for offshore booster station which characterized in that: the shallow pile type jacket structure comprises a large foot jacket, a non-socketed short pile, an anti-slip box, a ballast box and a compression-resistant grouting section;
arranging an anti-sliding box in an area between horizontal cross braces and horizontal inclined braces at four corners of the bottom of the large foot-placing jacket, wherein the anti-sliding box is inserted into silt on the surface layer of the sea bottom;
a weight box is arranged at the upper part of the anti-skid box;
4 or more non-socketed short piles are arranged on the outer side of the bottom of the large foot-placing jacket and are driven into a rock base surface under a seabed, and the end bearing capacity of the rock base surface is high, so that the compression bearing capacity of the short piles is high, but the pulling bearing capacity of the short piles is small; the main guide pipe and the pile guide pipe of the large foot jacket are inserted under the mud surface;
the non-socketed short pile is connected with the pile guide pipe through a pressure-resistant grouting section.
On the basis of adopting above-mentioned basic scheme, the utility model discloses can also use respectively or make up the following further technical scheme:
the large foot-enlarging jacket comprises an overwater part jacket and an underwater part jacket; the main duct of partial jacket under water partially leans out in the part below the minimum surface of water for jacket bottom root is opened greatly, is favorable to overall structure's antidumping stable, reduces the pulling force to the stake.
The main conduit upper portion of greatly putting foot jacket is provided with by confined water filling port, injects fresh water into the pipe holder main conduit through the water filling port to seal the water filling port, in order to increase the jacket dead weight, be favorable to overall structure's antidumping stable, reduce the pull out power to the stake.
4 anti-sliding boxes are arranged at the bottom of the large foot-placing jacket and in the area between the horizontal cross brace and the horizontal inclined brace, the tops of the anti-sliding boxes are composed of profile steel and steel plates, and the peripheries of the anti-sliding boxes are composed of vertical steel plates and vertical stiffening plates.
The bottom surfaces of the main guide pipe and the pile guide pipe of the large foot-placing guide pipe frame are basically flush with the bottom of the anti-skid box; the bottom opening of the main conduit is closed at the height of the horizontal wale of the mud surface.
The periphery of the weight box is composed of vertical steel plates and vertical stiffening plates; the opening of the ballast tank is upward, concrete is poured in the ballast tank to increase the dead weight of the jacket, the anti-overturning stability of the whole structure is facilitated, and the pulling force on the pile is reduced.
The pressure-resistant grouting section comprises positive teeth arranged on the outer wall of the pile, inverted teeth arranged on the inner wall of the pile guide pipe and concrete in a cavity between the pile and the pile guide pipe; the upper end of the pile guide pipe is provided with a matched guide cone, the upper part and the lower part of the inner wall of the pile guide pipe are provided with guide blocks, and the bottom of the inner wall of the pile guide pipe is provided with a grouting packer; the guide cone is used for guiding the insertion of a pile head, the guide block is used for guiding the pile to be arranged in the center of the guide pipe and avoiding the grouting packer from being knocked off, and the grouting packer is used for sealing the bottom of a cavity between the pile and the pile guide pipe.
The spur gear is formed by welding a plurality of circles of conical steel plates arranged on the outer wall of the pile, and the plane of the spur gear is upward; the inverted teeth are formed by welding a plurality of circles of conical steel plates arranged on the inner wall of the pile guide pipe, and the plane of the inverted teeth faces downwards. The external diameter of the spur gear is slightly smaller than the internal diameter of the inverted gear, after the pile is driven, the spur gear and the inverted gear close to the side of the pile guide pipe can be locked with each other because the pile is always deviated to one side of the pile guide pipe, and the pile can not be pulled out.
The utility model has the advantages that:
1. the large foot-enlarging jacket is arranged, so that the root opening size of the bottom of the jacket is large, the anti-overturning stability of the whole structure is facilitated, and the pulling force on the pile is reduced. In addition, the dead weight of the jacket is increased by arranging the weight box and injecting water into the main guide pipe, and the pulling force on the pile is reduced. After the measures are taken, the upper structure transmits only pressure to the pile without pulling force, and the problem of small pulling bearing capacity of the shallow pile foundation is solved.
2. Set up the anti-skidding case in the jacket bottom to also insert main duct and stake pipe under the mud face, the anti-skidding case has played powerful anti-skidding effect with main duct, the stake pipe combination that inserts the mud face, prevents that the jacket is whole to appear horizontal slip, reduces horizontal deformation. The problems of horizontal deformation and sliding stability in geology with thick silt on the surface layer are solved.
3. Because the large foot-enlarging jacket is adopted, the root opening size of the bottom of the jacket is enlarged, the ballast tank is arranged, and water is injected into the main pipe, and the measures ensure the anti-overturning stability of the whole jacket in the construction period. Due to the anti-sliding box, the anti-sliding stability of the whole jacket in the construction period is ensured. Meanwhile, the anti-sliding box also improves the vertical bearing capacity and reduces the uneven settlement in the piling process. Solves the problems of anti-tilting, anti-skid stability and uneven settlement in the construction period.
4. The non-socketed short pile is connected with the jacket through the compression-resistant grouting section, the compression-resistant grouting section is provided with the spur gear on the outer wall of the pile, the inverted gear is arranged on the inner wall of the pile guide pipe, after the pile is driven, because the pile is always deviated to one side of the guide pipe, the spur gear and the inverted gear close to the side of the pile guide pipe can be mutually locked, the vertical pressure of the guide pipe can be transmitted to the pile through the spur gear and inverted gear planes, and the middle high-strength concrete does not need to be completely relied on. The problem of grouting connection reliability between the pile and the guide pipe is solved.
Drawings
3 fig. 3 1 3 is 3 an 3 a 3- 3 a 3 section 3 overall 3 elevation 3 view 3 of 3 an 3 embodiment 3 of 3 a 3 shallow 3 pile 3 jacket 3 structure 3 for 3 an 3 offshore 3 booster 3 station 3 of 3 the 3 present 3 invention 3. 3
Fig. 2 is a top view of the slide resistant box of an embodiment of the shallow pile jacket structure for an offshore booster station.
Fig. 3 is a top view of a ballast box of an embodiment of the shallow pile jacket structure for an offshore booster station of the present invention.
Fig. 4 is a schematic view of the whole of the pressure-resistant grouting connection section of the embodiment of the shallow pile jacket structure for the offshore booster station of the present invention.
Fig. 5 is a partial schematic view of the pressure-resistant grouting connection section of the embodiment of the shallow pile jacket structure for the offshore booster station of the present invention.
Detailed Description
As shown in fig. 1 to 5, this embodiment is a 300MW capacity scale offshore booster station, where the sea depth of the area where the offshore booster station is located is 40m, and the surface of the seabed covering layer has a thick sludge layer. The upper platform 1 of the offshore booster station is of an integrally closed structure, is integrally constructed on land and then is transported to the sea field of a wind power plant for hoisting.
As shown in fig. 1 to 5, the shallow pile type jacket structure for an offshore booster station in the present embodiment includes a large foot jacket 2, a short non-socketed pile 3, an anti-skidding box 4, a ballast box 5, and a pressure-resistant grouting section 6.
As shown in fig. 1, the large foot jacket 2 is composed of an above-water partial jacket 7 and an under-water partial jacket 8. The main duct 9 of the jacket 7 of the above-water section is vertical above the lowest water level, which facilitates the arrangement of the berthing facilities. The main duct 10 of the underwater partial jacket 8 inclines outwards at the part below the lowest water surface, so that the root of the bottom of the jacket is larger, the anti-overturning stability of the whole structure is facilitated, and the pulling force to the pile is reduced. Preferably, the main duct 9 of the jacket 7 of the above-water section is vertical above the lowest water level, facilitating the installation of the docking facility.
Put foot jacket 2's main duct 9 upper end greatly and be provided with water filling port 11, after the jacket construction, inject fresh water into main duct 9 of guide pipe frame through water filling port 11, seal water filling port 11 after filling to increase the jacket dead weight, be favorable to overall structure's antidumping stable, reduce the pull out power to stake 3.
And 4 or more non-socketed short piles 3 are arranged at the outer side of the bottom of the large foot-placing jacket 2, and the non-socketed short piles 3 are driven into a rock basal plane under the seabed so as to improve the compression-resistant bearing capacity of the short piles.
As shown in fig. 1-2, four anti-skid boxes 4 are arranged at the bottom of the jacket 2 and in the area between the horizontal cross braces 12 and the horizontal diagonal braces 13, the tops of the anti-skid boxes 4 are composed of steel plates 15 and section steel 14 for reinforcement, and the peripheries of the anti-skid boxes 4 are composed of vertical steel plates 16 and vertical stiffening plates 17 for reinforcement. The lower portion of the anti-skid case 4 is opened so as to be inserted into the silt of the seabed surface layer by means of the vertical steel plate 16, ensuring the overall anti-skid stability. The surface of the top steel plate 15 of the anti-slide box 4 is provided with a plurality of water outlet structures, so that the seawater at the bottom of the anti-slide box 4 can be conveniently discharged in the sinking process.
The main conduit 10 and the pile conduit 18 of the large foot jacket 2 are inserted under the mud surface, and the bottom surfaces of the main conduit 10 and the pile conduit 18 are flush with the bottom of the antiskid box 4. The bottom of the main conduit 10 is open and closed at the level H of the horizontal wale of the mud surface. The main conduit 10 and pile conduit 18 inserted into the mud surface perform the same anti-slip function as the anti-slip box 4.
As shown in fig. 1 and 3, a weight box 5 is arranged on the upper part of the antiskid box 4, and the weight box 5 is similar to the antiskid box 4 and is composed of vertical steel plates 19 and vertical stiffening plates 20 on the periphery. The opening of the ballast box 5 is upward, concrete is poured in the ballast box 5 to increase the dead weight of the jacket, the anti-overturning stability of the whole structure is facilitated, and the pulling force of the pile 3 is reduced. Preferably, the center line of gravity of the ballast box is as close to or coincident with the center line of the anti-skid box as possible.
As shown in fig. 1 and 4, the non-socketed spud 3 is connected to the jacket 2 by a pressure-resistant grout section 6. The pressure-resistant grouting section 6 comprises positive teeth 21 arranged on the outer wall of the pile 3, inverted teeth 22 arranged on the inner wall of the pile guide pipe 18 and high-strength concrete 23, a matched guide cone 24 is arranged at the top of the pile guide pipe 18, guide blocks 25 are arranged on the upper portion and the lower portion of the inner wall of the pile guide pipe 18, and grouting packers 26 are arranged at the bottom of the inner wall of the pile guide pipe 18. Guide cone 24 is used to guide the insertion of the pile head, guide block 25 is used to guide pile 3 into the center of pile guide tube 18, avoiding the need to knock out grout packer 26, and grout packer 26 is used to close the bottom of the cavity between pile 3 and pile guide tube 18. After the pile has been driven, high-strength concrete 23 is poured into the cavity between the pile 3 and the pile guide 18.
As shown in fig. 4-5, the spur 21 connected with the pressure-resistant grouting section 6 is formed by welding a plurality of circles of conical steel plates arranged on the outer wall of the pile 3, and the plane 27 of the spur is upward; the barb 22 is formed by welding a plurality of turns of conical steel plate disposed on the inner wall of the pile guide 18 with its flat surface 28 facing downwardly. Preferably, the external diameter of the spur 21 is slightly smaller than the internal diameter of the inverted tooth 22, in this embodiment 20mm smaller, and the spur 21 and the inverted tooth 22 are in contact with each other by the inclined surface 29 of the conical steel plate during pile driving, so that the pile 3 can be driven downward smoothly. After the pile is driven, because the pile 3 always deviates to one side of the guide pipe 18, the spur teeth 21 and the inverted teeth 22 close to the side of the guide pipe 18 are locked with each other, and the pile 3 can not be pulled out any more, namely, the vertical pressure of the jacket 2 can be transmitted to the pile 3 through the planes 27 and 28 of the spur teeth 21 and the inverted teeth 22 without completely relying on the high-strength concrete 23 between the two.
The above embodiments are merely preferred technical solutions of the present invention, and it should be understood by those skilled in the art that modifications or substitutions of technical solutions or parameters in the embodiments can be made without departing from the principles and essential conditions of the present invention, and all the modifications or substitutions should be covered within the protection scope of the present invention.
Claims (8)
1. A shallow pile formula jacket structure for offshore booster station which characterized in that: the shallow pile type jacket structure comprises a large foot jacket, a non-socketed short pile, an anti-slip box, a ballast box and a compression-resistant grouting section;
arranging an anti-sliding box in an area between horizontal cross braces and horizontal inclined braces at four corners of the bottom of the large foot-placing jacket, wherein the anti-sliding box is inserted into silt on the surface layer of the sea bottom;
a weight box is arranged at the upper part of the anti-skid box;
4 or more non-socketed short piles are arranged on the outer side of the bottom of the large foot-placing jacket and are driven into a rock base surface under a seabed, and the end bearing capacity of the rock base surface is high, so that the compression bearing capacity of the short piles is high, but the pulling bearing capacity of the short piles is small; the main guide pipe and the pile guide pipe of the large foot jacket are inserted under the mud surface;
the non-socketed short pile is connected with the pile guide pipe through a pressure-resistant grouting section.
2. The shallow pile jacket structure for an offshore booster station according to claim 1, wherein: the large foot-enlarging jacket comprises an overwater part jacket and an underwater part jacket; the main duct of partial jacket under water partially leans out in the part below the minimum surface of water for jacket bottom root is opened greatly, is favorable to overall structure's antidumping stable, reduces the pulling force to the stake.
3. The shallow pile jacket structure for an offshore booster station according to claim 1, wherein: the main conduit upper portion of greatly putting foot jacket is provided with by confined water filling port, injects fresh water into the pipe holder main conduit through the water filling port to seal the water filling port, in order to increase the jacket dead weight, be favorable to overall structure's antidumping stable, reduce the pull out power to the stake.
4. The shallow pile jacket structure for an offshore booster station according to claim 1, wherein: 4 anti-sliding boxes are arranged at the bottom of the large foot-placing jacket and in the area between the horizontal cross brace and the horizontal inclined brace, the tops of the anti-sliding boxes are composed of profile steel and steel plates, and the peripheries of the anti-sliding boxes are composed of vertical steel plates and vertical stiffening plates.
5. The shallow pile jacket structure for an offshore booster station according to claim 1, wherein: the bottom surfaces of the main guide pipe and the pile guide pipe of the large foot-placing guide pipe frame are basically flush with the bottom of the anti-skid box; the bottom opening of the main conduit is closed at the height of the horizontal wale of the mud surface.
6. The shallow pile jacket structure for an offshore booster station according to claim 1, wherein: the periphery of the weight box is composed of vertical steel plates and vertical stiffening plates; the opening of the ballast tank is upward, concrete is poured in the ballast tank to increase the dead weight of the jacket, the anti-overturning stability of the whole structure is facilitated, and the pulling force on the pile is reduced.
7. The shallow pile jacket structure for an offshore booster station according to claim 1, wherein: the pressure-resistant grouting section comprises positive teeth arranged on the outer wall of the pile, inverted teeth arranged on the inner wall of the pile guide pipe and concrete in a cavity between the pile and the pile guide pipe; the upper end of the pile guide pipe is provided with a matched guide cone, the upper part and the lower part of the inner wall of the pile guide pipe are provided with guide blocks, and the bottom of the inner wall of the pile guide pipe is provided with a grouting packer; the guide cone is used for guiding the insertion of a pile head, the guide block is used for guiding the pile to be arranged in the center of the guide pipe and avoiding the grouting packer from being knocked off, and the grouting packer is used for sealing the bottom of a cavity between the pile and the pile guide pipe.
8. The shallow pile jacket structure for an offshore booster station according to claim 7, wherein: the spur gear is formed by welding a plurality of circles of conical steel plates arranged on the outer wall of the pile, and the plane of the spur gear is upward; the inverted teeth are formed by welding a plurality of circles of conical steel plates arranged on the inner wall of the pile guide pipe, and the plane of the inverted teeth faces downwards; the external diameter of the spur gear is slightly smaller than the internal diameter of the inverted gear, after the pile is driven, the spur gear and the inverted gear close to the side of the pile guide pipe can be locked with each other because the pile is always deviated to one side of the pile guide pipe, and the pile can not be pulled out.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111455959A (en) * | 2019-01-21 | 2020-07-28 | 中国电建集团华东勘测设计研究院有限公司 | Shallow pile type jacket structure for offshore booster station |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111455959A (en) * | 2019-01-21 | 2020-07-28 | 中国电建集团华东勘测设计研究院有限公司 | Shallow pile type jacket structure for offshore booster station |
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