CN115233722A - Offshore high pile cap foundation and construction method thereof - Google Patents
Offshore high pile cap foundation and construction method thereof Download PDFInfo
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- CN115233722A CN115233722A CN202211078455.6A CN202211078455A CN115233722A CN 115233722 A CN115233722 A CN 115233722A CN 202211078455 A CN202211078455 A CN 202211078455A CN 115233722 A CN115233722 A CN 115233722A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
- E02D27/425—Foundations for poles, masts or chimneys specially adapted for wind motors masts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/52—Submerged foundations, i.e. submerged in open water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/72—Wind turbines with rotation axis in wind direction
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/727—Offshore wind turbines
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Abstract
A high-rise pile cap foundation on sea and a construction method thereof. High pile cap basis in sea is assembled structure, includes: the pipe pile is used for supporting a bearing platform foundation; the prefabricated pile cap comprises a prefabricated pile cap body, a prefabricated bottom cover fixing plate and a prefabricated pile, wherein a first preformed hole for installing the pipe pile and a grouting pipeline for introducing grouting materials into the prefabricated pile cap body are formed in the prefabricated pile cap body; the bottom sealing fixing plate is arranged at one end, facing the tubular pile, of the prefabricated bearing platform; the bottom sealing fixing plate and the prefabricated bearing platform form a grouting filling cavity for grouting material to pass through; still be provided with on the back cover fixed plate and be used for supplying the second preformed hole of tubular pile embedding. Through the structure, the problem of long offshore construction period of the high-rise pile cap foundation in the prior art can be effectively solved, and the effects of reducing offshore construction difficulty and construction cost are achieved.
Description
Technical Field
The invention relates to the technical field of marine pile foundation engineering, in particular to a marine high pile cap foundation and a construction method thereof.
Background
In the technical field of marine pile foundation engineering, particularly in the field of offshore wind turbine tower foundation and bridge foundation engineering, a wind turbine tower needs to be erected on the sea. Offshore wind power has the advantages of cleanness and high efficiency and is an important strategic support for national energy transformation. The offshore wind power infrastructure is a key link for offshore wind power plant construction.
The main construction of the offshore high pile cap foundation in the prior art has the following problems: 1. the method comprises the following steps of installing a steel sleeve box, installing a transition tower barrel, binding steel bars, pouring concrete, maintaining a bearing platform and dismantling the steel sleeve box, wherein the process needs about 28 days. The offshore construction is characterized by less effective construction days, so the problem of low construction efficiency is caused. 2. The existing construction technology requires that the bearing foundation is poured on the offshore wind farm construction site. And the offshore construction has the problems of compact rhythm, small working face, more required construction equipment and personnel and the need of the flow alternate operation of a plurality of bearing platform foundations, which causes the problem of high difficulty of offshore construction operation. 3. In the existing construction technology, because the bearing platform needs to be cast in place, a large amount of steel bars and concrete materials need to be transported to the site of the wind power plant from land, and manpower and equipment need to be put in place in advance, the manpower and mechanical cost of offshore construction is obviously higher than that of land, and the problem of high construction and transportation cost caused by the cast-in-place of the bearing platform is solved.
Disclosure of Invention
The invention aims to provide an offshore high-pile cap foundation and a construction method thereof, which solve the problem of long offshore construction period of the offshore high-pile cap foundation in the prior art and have the effects of reducing offshore construction difficulty and construction cost. Therefore, the invention provides an offshore high-rise pile cap foundation, which comprises:
the pipe pile is used for supporting a bearing platform foundation;
the prefabricated bearing platform is provided with a first preformed hole for installing the tubular pile and a grouting pipeline for introducing grouting materials into the prefabricated bearing platform so as to fix the prefabricated bearing platform, the bottom sealing fixing plate and the tubular pile into an integral structure;
the bottom sealing fixing plate is arranged at one end, facing the tubular pile, of the prefabricated bearing platform; the bottom sealing fixing plate and the prefabricated bearing platform form a grouting filling cavity for grouting materials to pass through; still be provided with on the back cover fixed plate and be used for supplying the second preformed hole of tubular pile embedding.
Optionally, the back cover fixing plate includes: the side plate is arranged on the outer contour of the bottom plate conveniently;
and the bottom sealing fixing plate is connected with the prefabricated bearing platform in an embedded mode.
Optionally, a gap between the bottom sealing fixing plate and the tubular pile is filled with a sealing material;
the tubular pile and the back cover fixing plate are made of steel materials; the prefabricated bearing platform is of a reinforced concrete structure, and a transition tower barrel and lifting lugs are further arranged on the prefabricated bearing platform.
Optionally, the thickness of the prefabricated bearing platform is 6m to 10m, the diameter of the prefabricated bearing platform is 6m to 15m, and the diameter of the pipe pile is 1.5m to 4m;
the diameter of a first preformed hole on the prefabricated bearing platform is 0.1-0.5 m larger than that of the pipe pile; the length of the first preformed hole is about 3m to 7m, and the slope of the first preformed hole is consistent with that of the tubular pile;
the prefabricated bearing platform is provided with a first part of the range from the bottom position of the prefabricated bearing platform to the top position of the first preformed hole and a second part of the range from the first preformed hole of the prefabricated bearing platform to the upper position of the first preformed hole; the diameter of the first part of the prefabricated bearing platform is smaller than that of the second part of the prefabricated bearing platform, and the difference value of the diameters of the first part and the second part is 0.05-0.1 m, so that the prefabricated bearing platform and the lower back cover fixing plate can be installed in place.
Optionally, the diameter of the back cover fixing plate is the same as the diameter of the first part of the prefabricated pile cap, and the thickness of the back cover fixing plate is 0.025m to 0.05m;
the height of the bottom sealing fixing plate and one end, far away from the tubular pile, of a first preformed hole of the prefabricated bearing platform are on the same horizontal plane; the peripheral diameter of the back cover fixing plate is consistent with the diameter of the second part of the prefabricated bearing platform; the distance between the bottom plate of the back cover fixing plate and the bottom of the prefabricated bearing platform is 0.05-0.1 m, and grouting materials are filled in the gap between the bottom plate of the back cover fixing plate and the bottom of the prefabricated bearing platform.
A construction method of a foundation of an offshore high-rise pile cap comprises the following steps:
s1, prefabricating and processing a prefabricated bearing platform and a bottom sealing fixing plate; pile driving work of the pipe pile is completed at sea;
s2, performing pile cutting operation on the pile pipe after pile driving is completed;
s3, hoisting the bottom sealing fixing plate so as to embed the bottom sealing fixing plate on the tubular piles through second preformed holes;
s4, hoisting the prefabricated bearing platform to enable the prefabricated bearing platform to be embedded on the tubular piles through the first preformed holes and ensure that the prefabricated bearing platform is connected with the bottom sealing fixing plate in a matched and clamped mode;
s5, through grout pipeline on the prefabricated cushion cap to first preformed hole the second preformed hole, and the back cover fixed plate with the grout material is filled to the grout in the grout filling cavity that prefabricated cushion cap encloses, guarantees first preformed hole the second preformed hole with the grout material is filled to the grout filling cavity.
Optionally, in step S2, in the pile cutting step, the cut levelness of the pipe pile is within ± 5 mm;
in step S3, the levelness of the back cover fixing plate is within +/-5 mm; filling a gap between the bottom sealing fixing plate and the tubular pile contact part by using a sealing material; and performing anti-corrosion treatment on the connecting part of the back cover fixing plate and the tubular pile.
Optionally, the first preformed hole faces towards one end of the bottom sealing fixing plate, and a gap of 0.03m to 0.08m is reserved between the pipe walls of the pipe piles, so that the prefabricated bearing platform and the pipe piles are installed in place.
Optionally, in step S1, in the process of prefabricating the prefabricated bearing platform, a transition tower cylinder, a lifting lug and a grouting pipeline are pre-embedded in the prefabricated bearing platform, and the transition tower cylinder, the lifting lug and the grouting pipeline are respectively connected with internal steel bars of the prefabricated bearing platform.
Optionally, the grouting material is a high-strength concrete grouting material.
The technical scheme of the invention has the following advantages:
1. the invention provides an offshore high-rise pile cap foundation, which comprises: the pipe pile is used for supporting a bearing platform foundation; the prefabricated pile cap comprises a prefabricated pile cap, a first preformed hole and a grouting pipeline, wherein the first preformed hole is used for installing the tubular pile, and the grouting pipeline is used for introducing grouting material into the prefabricated pile cap so as to fix the prefabricated pile cap, a bottom sealing fixing plate and the tubular pile into an integral structure; the bottom sealing fixing plate is arranged at one end, facing the tubular pile, of the prefabricated bearing platform; the bottom sealing fixing plate and the prefabricated bearing platform form a grouting filling cavity for grouting materials to pass through; still be provided with on the back cover fixed plate and be used for supplying the second preformed hole of tubular pile embedding.
According to the invention, the bearing platform structure is prefabricated into the prefabricated bearing platform in advance, the offshore high-rise bearing platform foundation is constructed in an assembled mode, and the offshore high-rise bearing platform foundation is firmly fixed in a grouting mode. The offshore high-pile cap foundation with the structure does not need to be cast in situ at sea. The operation ship is ensured to be in place in the concrete construction of the whole bearing platform structure, steel sleeve box installation, transition tower cylinder installation and steel bar binding are not needed, the bearing platform maintenance and steel sleeve box dismantling operation are not needed, the offshore construction days of a single foundation are effectively reduced, and the construction efficiency is greatly improved. Moreover, in the prior art, a plurality of bearing platform foundations are required to be subjected to line alternating operation in the process of constructing the high-rise pile bearing platform foundation on the sea, and the existing bearing platform needs to be constructed on site and has the problem of insufficient strength, so that the bearing platform needs to be larger in size, and the temperature control of the bearing platform after the pouring is finished also becomes high-difficulty work of the bearing platform construction. The invention effectively solves the problems by prefabricating the prefabricated bearing platform in advance in a factory. In addition, the problem that in the prior art, a large amount of steel bars and concrete materials need to be transported to a wind power plant site from the land and the materials need to be in place in advance can be effectively solved through the prefabricated bearing platform prefabricated in a factory, and therefore construction and transportation costs of the offshore high-pile bearing platform foundation are reduced.
2. The invention provides an offshore high-rise pile cap foundation, wherein a back cover fixing plate comprises: the side plate is arranged on the outer contour of the bottom plate conveniently; and the bottom sealing fixing plate is connected with the prefabricated bearing platform in an embedded mode. The bottom sealing fixing plate and the prefabricated bearing platform are connected in an embedded mode, and the prefabricated bearing platform has the advantage of being convenient and firm to connect.
3. According to the offshore high-rise pile cap foundation provided by the invention, the sealing material is filled in the gap between the bottom sealing fixing plate and the pipe pile, so that the flow pulp of the offshore high-rise pile cap foundation can be effectively prevented during grouting.
4. The invention provides a construction method of a foundation of an offshore high-rise pile cap, which comprises the following steps: s1, prefabricating and processing a prefabricated bearing platform and a bottom sealing fixing plate; pile driving work of the pipe pile is completed at sea; s2, performing pile cutting operation on the pile pipe after pile driving is completed; s3, hoisting the bottom sealing fixing plate so as to embed the bottom sealing fixing plate on the tubular piles through second preformed holes; s4, hoisting the prefabricated bearing platform to enable the prefabricated bearing platform to be embedded on the tubular piles through the first preformed holes and ensure that the prefabricated bearing platform is connected with the bottom sealing fixing plate in a matched clamping mode; s5, through grout pipeline on the prefabricated cushion cap to first preformed hole the second preformed hole, and the back cover fixed plate with the grout material is filled to the grout in the grout filling cavity that prefabricated cushion cap encloses, guarantees first preformed hole the second preformed hole with the grout material is filled to the grout filling cavity.
In the invention, the construction method is adopted to complete the prefabrication of the bearing platform and the bottom sealing fixing plate on the land, and the strength of the grouting material can reach the maximum strength within 1-2 days. The whole bearing platform can be completed within one day in the offshore construction time, so that the construction cost is greatly reduced, and the construction efficiency and the construction quality are obviously improved. Moreover, steel sleeve box installation, transition tower cylinder installation, steel bar binding, cushion cap maintenance and steel sleeve box dismantling operation are not needed; in addition, the pouring difficulty is reduced, so that the construction time and the construction difficulty are reduced. In addition, a large amount of steel bars and concrete materials do not need to be transported to the site of the wind power plant from the land, and the transportation cost is effectively reduced.
5. According to the construction method of the offshore high pile cap foundation, the first preformed hole faces one end of the bottom sealing fixing plate, a gap of 0.03-0.08 m is reserved between the first preformed hole and the pipe wall of the pipe pile, and the prefabricated cap and the pipe pile can be installed in place through the reserved gap.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without creative efforts.
FIG. 1 is a schematic perspective view of a foundation of an offshore high-rise pile cap provided by the invention;
FIG. 2 is an enlarged schematic view of a three-dimensional structure of a prefabricated bearing platform provided by the invention;
FIG. 3 is a schematic diagram of a position for arranging a first preformed hole on the prefabricated bearing platform provided by the present invention;
FIG. 4 is a longitudinal cross-sectional view of a prefabricated cap provided in accordance with the present invention;
FIG. 5 is a schematic perspective view of a back cover fixing plate according to the present invention;
FIG. 6 is a schematic view of the assembly of the bottom sealing fixing plate and the pipe pile in step S3 of the construction method of the offshore high pile cap foundation provided by the invention;
fig. 7 is a schematic diagram of the relative positions of the pipe pile and the second preformed hole on the bottom sealing fixing plate provided by the invention.
Description of reference numerals:
1-pipe pile; 2, prefabricating a bearing platform; 3-a first preformed hole; 4-grouting pipelines; 5-bottom sealing fixing plate; 6-a second preformed hole; 7-a bottom plate; 8-side plate; 9-a transition tower; 10-lifting lugs.
Detailed Description
The technical solutions of the present invention will be described clearly and completely with reference to the accompanying drawings, and it should be understood that the described embodiments are some, but not all embodiments of the present invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description and simplification of description, but do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in a specific case to those of ordinary skill in the art.
In addition, the technical features involved in the different embodiments of the present invention described below may be combined with each other as long as they do not conflict with each other.
Example 1
An offshore high pile cap foundation is described, as shown in fig. 1, comprising:
the pipe pile 1 is used for supporting a bearing platform foundation;
a prefabricated bearing platform 2, as shown in fig. 2 and 4, the prefabricated bearing platform 2 is provided with a first preformed hole 3 for installing the tubular pile 1 and a grouting pipeline 4 for introducing grouting material into the prefabricated bearing platform 2, and the grouting material fixes the prefabricated bearing platform 2, the bottom sealing fixing plate 5 and the tubular pile 1 into an integral structure;
the back cover fixing plate 5 is arranged at one end, facing the tubular pile 1, of the prefabricated bearing platform 2; in the present embodiment, the back cover fixing plate 5 shown in fig. 5 includes: a bottom plate 7 and a side plate 8 arranged on the outer contour of the bottom plate conveniently; the bottom sealing fixing plate 5 is connected with the prefabricated bearing platform 2 in an embedded mode. The bottom sealing fixing plate 5 and the prefabricated bearing platform 2 form a grouting filling cavity for grouting materials to pass through; and a second preformed hole 6 for embedding the tubular pile 1 is further formed in the back cover fixing plate 5. In addition, a sealing material is filled in a gap between the back cover fixing plate 5 and the tubular pile 1; the tubular pile 1 and the bottom sealing fixing plate 5 are made of steel materials; prefabricated cushion cap 2 is reinforced concrete structure, still be provided with transition tower section of thick bamboo 9 and lug 10 on the prefabricated cushion cap 2.
In this embodiment, as shown in fig. 3, the thickness of the prefabricated bearing platform 2 is 8m, the diameter of the prefabricated bearing platform 2 is 10m, and the diameter of the tubular pile 1 is 3m; the diameter of a first preformed hole 3 on the prefabricated bearing platform 2 is 0.3m larger than that of the tubular pile 1; the length of the first preformed hole 3 is about 4m, and the slope of the first preformed hole 3 is consistent with that of the tubular pile 1; the prefabricated bearing platform 2 is provided with a first part of the range from the bottom position of the prefabricated bearing platform 2 to the top position of the first reserved hole 3 and a second part of the range from the first reserved hole 3 of the prefabricated bearing platform 2 to the upper position; the diameter of the first part of the prefabricated bearing platform 2 is smaller than that of the second part of the prefabricated bearing platform 2, and the difference between the diameters of the first part and the second part is 0.08m.
In the present embodiment, as shown in fig. 3 and 5, the peripheral diameter of the back cover fixing plate 5 is consistent with the diameter of the second part of the prefabricated bearing platform 2; the thickness of the back cover fixing plate 5 is 0.025m; the height of back cover fixed plate 5 with the first preformed hole 3 of prefabricated cushion cap 2 is kept away from the one end of tubular pile 1 is on a horizontal plane, so that the bottom plate 7 of back cover fixed plate 5 with interval between the 2 bottoms of prefabricated cushion cap is 0.06m.
Of course, in this embodiment, the structure of the back cover fixing plate 5 is not particularly limited, and in other embodiments, the back cover fixing plate 5 may also be inserted into a groove on the outer periphery of the prefabricated platform 2 to be clamped and fixed.
Certainly, in this embodiment, whether a sealing material is filled between the back cover fixing plate 5 and the tubular pile 1 is not specifically limited, and in other embodiments, the connection between the back cover fixing plate 5 and the tubular pile 1 is firm, the gap is small, and the sealing material does not need to be filled.
Of course, in this embodiment, the prefabricated bearing platform 2, the tubular pile 1 and the sizes therebetween are not particularly limited, and in other embodiments, the thickness of the prefabricated bearing platform 2 is 6m, the diameter of the prefabricated bearing platform 2 is 7m, and the diameter of the tubular pile 1 is 1.5m; the diameter of a first preformed hole 3 on the prefabricated bearing platform 2 is 0.1m larger than that of the tubular pile 1; the length of the first preformed hole 3 is about 3m, and the slope of the first preformed hole 3 is consistent with that of the tubular pile 1; the prefabricated bearing platform 2 is provided with a first part of the range from the bottom position of the prefabricated bearing platform 2 to the top position of the first reserved hole 3 and a second part of the range from the first reserved hole 3 of the prefabricated bearing platform 2 to the upper position; the diameter of the first part of the prefabricated bearing platform 2 is smaller than that of the second part of the prefabricated bearing platform 2, and the difference between the diameters of the first part and the second part is 0.05m.
A construction method of an offshore high-pile cap foundation comprises the following steps:
s1, prefabricating and processing a prefabricated bearing platform 2 and a back cover fixing plate 5 shown in the figures 2 to 5; piling the tubular pile 1 at sea; in the process of prefabricating the prefabricated bearing platform 2, pre-burying a transition tower drum 9, lifting lugs 10 and grouting pipelines 4 in the prefabricated bearing platform 2, and connecting the transition tower drum 9, the lifting lugs 10 and the grouting pipelines 4 with internal steel bars of the prefabricated bearing platform 2;
s2, cutting the pile of the pile 1;
s3, as shown in FIG. 6, hoisting the back cover fixing plates 5 to embed the back cover fixing plates 5 on the tubular piles 1 through second preformed holes 6;
s4, hoisting the prefabricated bearing platform 2 as shown in FIG. 2, so that the prefabricated bearing platform 2 is embedded on the tubular piles 1 through the first preformed holes 3, and the prefabricated bearing platform 2 is ensured to be matched, clamped and connected with the bottom sealing fixing plate 5; the first preformed hole 3 faces one end of the back cover fixing plate 5, and a gap of 0.05m is reserved between the first preformed hole and the pipe wall of the pipe pile 1;
and S5, as shown in figure 7, filling grouting materials into the first preformed hole 3, the second preformed hole 6 and the grouting filling cavity formed by the bottom sealing fixing plate 5 and the prefabricated bearing platform 2 through the grouting pipeline 4 on the prefabricated bearing platform 2, and ensuring that the first preformed hole 3, the second preformed hole 6 and the grouting filling cavity are filled with high-strength concrete grouting materials.
In the embodiment, in step S2, in the pile cutting step, the cut levelness of the tubular pile 1 is within ± 5 mm;
in step S3, the levelness of the back cover fixing plate 5 is within ± 5 mm;
filling the gap between the contact part of the back cover fixing plate 5 and the tubular pile 1 through a sealing material;
and performing anti-corrosion treatment on the connecting part of the back cover fixing plate 5 and the tubular pile 1.
It should be understood that the above examples are only for clarity of illustration and are not intended to limit the embodiments. Other variations and modifications will be apparent to persons skilled in the art in light of the above description. And are neither required nor exhaustive of all embodiments. And obvious variations or modifications therefrom are within the scope of the invention.
Claims (9)
1. An offshore high pile cap foundation, comprising:
the pipe pile (1) is used for supporting a bearing platform foundation;
the pipe pile structure comprises a prefabricated bearing platform (2), wherein a first preformed hole (3) for installing the pipe pile (1) and a grouting pipeline (4) for introducing grouting material into the prefabricated bearing platform (2) are formed in the prefabricated bearing platform (2), and the grouting pipeline (4) fixes the prefabricated bearing platform (2), a bottom sealing fixing plate (5) and the pipe pile (1) into an integral structure;
the back cover fixing plate (5) is arranged at one end, facing the tubular pile (1), of the prefabricated bearing platform (2); the bottom sealing fixing plate (5) and the prefabricated bearing platform (2) enclose a grouting filling cavity for grouting material to pass through; still be provided with on back cover fixed plate (5) and be used for supplying second preformed hole (6) of tubular pile (1) embedding.
2. Offshore high pile foundation according to claim 1, characterized by the fact that the bottom-sealed fixing plate (5) comprises: a bottom plate (7) and a side plate (8) arranged on the outer contour of the bottom plate conveniently;
the bottom sealing fixing plate (5) is connected with the prefabricated bearing platform (2) in an embedded mode.
3. The offshore high pile cap foundation of claim 2,
a gap between the bottom sealing fixing plate (5) and the tubular pile (1) is also filled with a sealing material;
the tubular pile (1) and the bottom sealing fixing plate (5) are made of steel materials; the prefabricated bearing platform (2) is of a reinforced concrete structure, and a transition tower barrel (9) and a lifting lug (10) are further arranged on the prefabricated bearing platform (2).
4. The offshore high pile cap foundation of claim 2, characterized in that the thickness of the prefabricated cap (2) is 6 to 10m, the diameter of the prefabricated cap (2) is 6 to 15m, the diameter of the pipe pile (1) is 1.5 to 4m;
the diameter of a first preformed hole (3) on the prefabricated bearing platform (2) is 0.1-0.5 m larger than that of the tubular pile (1); the length of the first preformed hole (3) is about 3m to 7m, and the slope of the first preformed hole (3) is consistent with that of the tubular pile (1);
the prefabricated bearing platform (2) is provided with a first part of the position range from the bottom of the prefabricated bearing platform (2) to the top of the first preformed hole (3) and a second part of the position range above the first preformed hole (3) of the prefabricated bearing platform (2); the diameter of the first part of the prefabricated bearing platform (2) is smaller than that of the second part of the prefabricated bearing platform (2), and the difference between the diameters of the first part and the second part is 0.05-0.1 m.
5. Offshore high pile cap foundation according to claim 4, characterized in that the diameter of the back cover fixing plate (5) is the same as the diameter of the first part of the precast cap (2), the thickness of the back cover fixing plate (5) being 0.025m to 0.05m;
the height of the bottom sealing fixing plate (5) and one end, far away from the tubular pile (1), of a first preformed hole (3) of the prefabricated bearing platform (2) are on the same horizontal plane; the peripheral diameter of the back cover fixing plate (5) is consistent with the diameter of the second part of the prefabricated bearing platform (2); the distance between the bottom plate (7) of the bottom sealing fixing plate (5) and the bottom of the prefabricated bearing platform (2) is 0.05m to 0.1m, and a gap between the bottom plate (7) of the bottom sealing fixing plate (5) and the bottom of the prefabricated bearing platform (2) is filled with grouting material.
6. A construction method of an offshore high pile cap foundation according to claim 1, comprising the steps of:
s1, prefabricating and processing a prefabricated bearing platform (2) and a back cover fixing plate (5); piling work of the pipe pile (1) is completed at sea;
s2, cutting the pile (1) after pile driving is finished;
s3, hoisting the bottom sealing fixing plates (5) so as to enable the bottom sealing fixing plates (5) to be embedded in the tubular piles (1) through second preformed holes (6);
s4, hoisting the prefabricated bearing platform (2) to enable the prefabricated bearing platform (2) to be embedded on the tubular piles (1) through the first preformed holes (3) and ensure that the prefabricated bearing platform (2) is connected with the bottom sealing fixing plate (5) in a matched clamping mode;
s5, through grout pipeline (4) on prefabricated cushion cap (2) to first preformed hole (3) second preformed hole (6), and back cover fixed plate (5) with the grout that prefabricated cushion cap (2) enclosed fills the intracavity and pours into the grout, guarantees first preformed hole (3) second preformed hole (6) with the grout is filled the intracavity and is full of the grout.
7. The method of constructing an offshore high pile cap foundation according to claim 6,
in the step S2, in the pile cutting step, the incision levelness of the tubular pile (1) is within +/-5 mm;
in the step S3, the levelness of the back cover fixing plate (5) is within +/-5 mm; filling the gap between the contact part of the back cover fixing plate (5) and the tubular pile (1) through a sealing material; and (3) performing anti-corrosion treatment on the connecting part of the back cover fixing plate (5) and the tubular pile (1).
8. The construction method of an offshore high pile cap foundation according to claim 6, wherein in step S4, a gap of 0.03m to 0.08m is reserved between the first reserved hole (3) and the pipe wall of the pipe pile (1) facing one end of the bottom sealing fixing plate (5).
9. The construction method of the offshore high pile cap foundation according to claim 6, wherein in the step S1, in the process of prefabricating the prefabricated cap (2), a transition tower drum (9), lifting lugs (10) and grouting pipelines (4) are pre-buried in the prefabricated cap (2), and the transition tower drum (9), the lifting lugs (10) and the grouting pipelines (4) are respectively connected with internal steel bars of the prefabricated cap (2).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211078455.6A CN115233722A (en) | 2022-09-05 | 2022-09-05 | Offshore high pile cap foundation and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211078455.6A CN115233722A (en) | 2022-09-05 | 2022-09-05 | Offshore high pile cap foundation and construction method thereof |
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| Publication Number | Publication Date |
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| CN115233722A true CN115233722A (en) | 2022-10-25 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202211078455.6A Withdrawn CN115233722A (en) | 2022-09-05 | 2022-09-05 | Offshore high pile cap foundation and construction method thereof |
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| CN (1) | CN115233722A (en) |
Citations (6)
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| US20130255169A1 (en) * | 2012-03-30 | 2013-10-03 | Allan P. Henderson | Cementitious foundation cap with post-tensioned helical anchors |
| CN108316341A (en) * | 2018-04-12 | 2018-07-24 | 上海勘测设计研究院有限公司 | Prefabrication type High-Rise Pile Cap Foundation and its construction method |
| CN208701729U (en) * | 2018-08-03 | 2019-04-05 | 福建龙源海上风力发电有限公司 | A kind of offshore wind farm High-Rise Pile Cap Foundation using prefabricated cushion cap |
| CN113047330A (en) * | 2021-04-28 | 2021-06-29 | 中交第三航务工程局有限公司 | Assembled high-rise pile cap for offshore wind power |
| CN215715494U (en) * | 2021-07-08 | 2022-02-01 | 中国电建集团华东勘测设计研究院有限公司 | Partially prefabricated offshore high pile cap |
| CN114809062A (en) * | 2022-05-18 | 2022-07-29 | 中广核(福建)风力发电有限公司 | Integral bottom plate-integral vertical ring combined concrete bearing platform foundation and construction process thereof |
-
2022
- 2022-09-05 CN CN202211078455.6A patent/CN115233722A/en not_active Withdrawn
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20130255169A1 (en) * | 2012-03-30 | 2013-10-03 | Allan P. Henderson | Cementitious foundation cap with post-tensioned helical anchors |
| CN108316341A (en) * | 2018-04-12 | 2018-07-24 | 上海勘测设计研究院有限公司 | Prefabrication type High-Rise Pile Cap Foundation and its construction method |
| CN208701729U (en) * | 2018-08-03 | 2019-04-05 | 福建龙源海上风力发电有限公司 | A kind of offshore wind farm High-Rise Pile Cap Foundation using prefabricated cushion cap |
| CN113047330A (en) * | 2021-04-28 | 2021-06-29 | 中交第三航务工程局有限公司 | Assembled high-rise pile cap for offshore wind power |
| CN215715494U (en) * | 2021-07-08 | 2022-02-01 | 中国电建集团华东勘测设计研究院有限公司 | Partially prefabricated offshore high pile cap |
| CN114809062A (en) * | 2022-05-18 | 2022-07-29 | 中广核(福建)风力发电有限公司 | Integral bottom plate-integral vertical ring combined concrete bearing platform foundation and construction process thereof |
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