CN113073653A - Grouting plugging system for rock-socketed section of inclined pile rock-socketed jacket by' post-pile method - Google Patents
Grouting plugging system for rock-socketed section of inclined pile rock-socketed jacket by' post-pile method Download PDFInfo
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- CN113073653A CN113073653A CN202110369179.8A CN202110369179A CN113073653A CN 113073653 A CN113073653 A CN 113073653A CN 202110369179 A CN202110369179 A CN 202110369179A CN 113073653 A CN113073653 A CN 113073653A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/06—Placing concrete under water
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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
- E02D27/32—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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Abstract
The application discloses "back stake method" batter pile socketed jacket rock-socketed section shutoff system of being in milk, the shutoff system of being in milk includes: the steel pipe pile is embedded in the jacket, annular spaces are formed between the steel pipe pile and the jacket and between the steel pipe pile and a rock wall, and the grouting pipeline is arranged in the annular spaces; and a core column is also implanted into the steel pipe pile. The design and installation of the prefabricated grouting pipeline are carried out before the jacket is shipped, construction is convenient, construction cost is reduced, and grouting safety is improved; this application is applicable to "back stake method" batter pile socketed jacket socketed section grout and shutoff, and the commonality is strong, effectively reduces grouting risk under water, guarantees socketed section grout construction quality.
Description
Technical Field
The application belongs to the technical field of offshore wind power foundation construction, and particularly relates to a grouting plugging system for a rock-socketed section of an inclined pile rock-socketed jacket by a 'rear pile method'.
Background
The foundation jacket of the offshore booster station in the offshore wind power project in China has various structural forms, the 'post-pile method' inclined pile jacket is adopted in a large amount in the sea area within ten meters of water depth near Jiangsu Zhejiang, and the 'post-pile method' skirt pile jacket type jacket is adopted in a plurality of wind fields with 30m water depth in Guangdong Yangjiang. In the prior art, an appropriate jacket structure type is usually selected and designed according to engineering geological conditions, ocean hydrological conditions and water depth conditions of a site where a specific booster station is located. The inclined pile jacket adopting the 'rear pile method' is more adopted under the condition of water depth within more than ten meters due to reasonable structural stress and convenient construction, and the inclined pile jacket adopting the structure is adopted in east platform offshore wind power projects of Jiangsu Luneng, coastal wind power projects of Jiangsu Tang, Sanxia Dafeng offshore wind power projects of Jiangsu, Predao No. 6 offshore wind power projects of Zhejiang, and the like.
In offshore wind power projects with complex geology, which are already under construction and are on target in areas such as Guangdong Fujian in China, the foundation of the inclined pile jacket booster station needs to be embedded with rock in the pile by the post-pile method, and a rock-embedded pile foundation construction scheme of 'implanting a pile core steel pipe pile' is designed and provided. The construction process of the inclined pile rock-socketed jacket by the post-pile method comprises the following steps: firstly, a jacket is installed on a sea bed surface, pile inserting and piling are carried out, the jacket and the steel pipe piles are temporarily fixed, grouting is carried out between the jacket and the steel pipe piles, crown plate welding, rock embedding and drilling are carried out, core column steel pipe piles are implanted, grouting is carried out between the core column steel pipe piles and a rock wall, and grouting is carried out between the core column steel pipe piles and the steel pipe piles.
The annular space between the steel pipe pile implanted into the pile core and the rock wall and between the steel pipe pile is grouted with long grouting pipelines, large grouting square amount of single pile, large risk of grouting and pipe blocking, difficult control of grouting construction quality, difficult bottom sealing of the implanted steel pipe pile, difficult determination of successful bottom sealing and other problems. For grouting of the rock-socketed section of the 'post-pile method' inclined pile rock-socketed jacket, the rationality of arranging pipelines by the prefabricated pipes and the success or failure of bottom sealing are the key points for solving the grouting construction of the rock-socketed section.
Disclosure of Invention
Aiming at the defects or shortcomings of the prior art, the technical problem to be solved by the application is to provide a grouting plugging system for the rock-socketed section of the batter pile rock-socketed jacket by a 'post-pile method'.
In order to solve the technical problem, the application is realized by the following technical scheme:
the application provides a "back stake method" batter pile socketed jacket socketed section shutoff system of being in milk, the shutoff system of being in milk includes: the steel pipe pile is embedded in the jacket, annular spaces are formed between the steel pipe pile and the jacket and between the steel pipe pile and a rock wall, and the grouting pipeline is arranged in the annular spaces; and a core column is also implanted into the steel pipe pile.
Further, the grouting plugging system for the rock-socketed section of the batter pile rock-socketed jacket by the post-pile method is characterized in that a plurality of grouting pipelines are distributed on each layer of grouting pipeline.
Further, according to the grouting plugging system for the rock-socketed section of the batter pile rock-socketed jacket by the 'post-pile method', the bottom elevations of the sub-grouting pipelines arranged on the same layer are separated by a certain height.
Further, according to the grouting plugging system for the rock-socketed section of the batter pile rock-socketed jacket by the post-pile method, the bottom elevation of the sub-grouting pipelines arranged on the same layer is spaced by 0.5 m.
Further, in the grouting plugging system for the rock-socketed section of the batter pile rock-socketed jacket by the 'post-pile method', the top heights of the grouting pipelines are all arranged at the top height positions of the steel pipe piles.
Further, in the grouting plugging system for the rock-socketed section of the inclined pile rock-socketed jacket by the post-pile method, the height of the bottom of the core column is 1-1.5m higher than that of the bottom of the steel pipe pile.
Further, in the grouting plugging system for the rock-socketed section of the batter pile rock-socketed jacket by the post-pile method, the elevation of the pipe orifice of the grouting pipeline of the first layer is 0.5-1m higher than the elevation of the bottom of the steel pipe pile.
Further, in the grouting plugging system for the rock-socketed section of the batter pile rock-socketed jacket by the 'post-pile method', a three-way pipe is further arranged at the pipe orifice of the first layer of grouting pipeline, the first end of the three-way pipe is used for conveying grouting material, the second end of the three-way pipe is communicated with the inner side of the steel pipe pile, and the third end of the three-way pipe is communicated with an annular space between the steel pipe pile and a rock wall.
Further, the grouting plugging system for the rock-socketed section of the batter pile rock-socketed jacket by the 'post pile method' is characterized in that the grouting pipeline and the steel pipe pile are welded and fixed through supporting legs.
Further, the system for grouting and plugging the rock-socketed section of the inclined pile rock-socketed jacket by the 'rear pile method' is characterized in that an inner pile platform is arranged at a position 0.3-0.5m below the top standard height of the steel pipe pile.
Compared with the prior art, the method has the following technical effects:
(1) the design and installation of the prefabricated grouting pipeline are carried out before the jacket is shipped, construction is convenient, construction cost is reduced, and grouting safety is improved;
(2) before the steel pipe pile is shipped, the precast grouting three-way pipe pumping grouting material is combined to be implanted into the bottom sealing of the steel pipe pile in site construction to complete precast of the concrete core column to form a plugging system, and the precast grouting design can save the offshore construction window period and cost and improve the construction efficiency;
(3) this application is applicable to "back stake method" batter pile socketed jacket socketed section grout shutoff, and the commonality is strong, effectively reduces grouting risk under water, guarantees socketed section grout construction quality.
Drawings
Other features, objects and advantages of the present application will become more apparent upon reading of the following detailed description of non-limiting embodiments thereof, made with reference to the accompanying drawings in which:
FIG. 1: in the application, the inclined pile socketed jacket adopts a rear pile method;
FIG. 2: the structure schematic diagram of the grouting plugging system for the rock-socketed section of the batter pile rock-socketed jacket in the embodiment of the application is shown in the specification;
FIG. 3: the utility model provides an embodiment's "back pile method" batter pile socketed jacket socketed section grout shutoff system in the laying structure chart of grout pipeline.
Detailed Description
The technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are only a part of the embodiments of the present application, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
In one embodiment of the present application, as shown in fig. 1 to 3, a grouting plugging system for a rock-socketed section of a "post-pile method" slant-pile socketed jacket is characterized in that the grouting plugging system comprises: the steel pipe pile structure comprises a jacket 20, a steel pipe pile 10 and a multilayer grouting pipeline, wherein the steel pipe pile 10 is embedded in the jacket 20, an annular space M is formed between the steel pipe pile 10 and the jacket 20, an annular space N is formed between the steel pipe pile 10 and a rock wall 40, and the grouting pipeline is arranged in the annular space M and the annular space N; wherein, a core column 30 is also implanted in the steel pipe pile 10. In this embodiment, be applicable to "back stake method" batter pile socketed jacket socketed section grout and shutoff, the commonality is strong, effectively reduces grouting risk under water, guarantees socketed section grout construction quality.
Optionally, it should be noted that, in the present application, the design and installation of the grouting pipeline are both before the jacket 20 is shipped, so that the construction is convenient, the construction cost is reduced, and the grouting safety is improved.
Preferably, in this embodiment, the grouting line is disposed inside the steel pipe pile 10.
In this embodiment, the steel pipe pile 10 and the jacket 20 may be temporarily welded and fixed by crown plates.
The above-mentioned multilayer grouting pipeline may be at least one layer, such as a single-layer grouting pipeline, a two-layer grouting pipeline, a three-layer grouting pipeline, a four-layer grouting pipeline, etc., and the specific number of layers is selected according to the actual construction operation condition. The disclosure of the specific number of layers is not intended to limit the scope of the present application, and is given by way of illustration only.
In the present embodiment, three grouting lines are provided, wherein a first grouting line 11, a second grouting line 12 and a third grouting line 13 are arranged in sequence from bottom to top, as shown in fig. 3. Specifically, the elevation of the opening of the first layer grouting pipeline 11 is 0.5-1m higher than the bottom elevation of the steel pipe pile 10. The second layer of grouting pipelines 12 are arranged at the middle positions of the top elevation of the first layer of grouting pipelines 11 and the bottom elevation of the steel pipe pile 10, and a plurality of grouting pipelines arranged on the same layer are arranged at intervals of 0.5 m. And a third layer of grouting pipelines 13 are arranged at the middle positions of the top elevation of the second layer of grouting pipelines 12 and the top elevation of the steel pipe pile 10 of the core column 30, and a plurality of grouting pipelines arranged on the same layer are arranged at intervals of 0.5 m.
Optionally, each layer of the grouting pipeline is further provided with a plurality of sub-grouting pipelines, the sub-grouting pipelines can be arranged along the circumferential direction, and the arrangement mode can be uniform or non-uniform.
Further, the bottom elevations of the sub-grouting pipelines arranged on the same layer are separated by a certain height.
Specifically, the bottom elevation of the sub-grouting pipelines arranged on the same layer is spaced by 0.5 m.
Wherein, the setting of above-mentioned a plurality of sub-grout pipelines, when grouting the in-process, when one of them sub-grout pipeline takes place to block up, can continue to be in milk the operation through other sub-grout pipelines, and above-mentioned setting has certain risk and takes precautions against the consciousness, can avoid effectively influencing whole construction operation because of a certain sub-grout pipeline takes place to block up.
Further, in order to ensure effective grouting of the whole annular space M and the annular space N, the top elevations of the grouting pipelines are all arranged at the top elevation position of the steel pipe pile 10, and further preferably, the top elevation of each layer of grouting pipeline is arranged at the top elevation position of the steel pipe pile 10, namely, the top elevation position of each layer of grouting pipeline is consistent with the top elevation position of the steel pipe pile 10; further preferably, the top elevation of each sub-grouting is set at the top elevation position of the steel pipe pile 10, and similarly, the top elevation position of each sub-grouting coincides with the top elevation position of the steel pipe pile 10.
In this embodiment, the height of the bottom of the stem 30 is 1-1.5m higher than the height of the bottom of the steel pipe pile 10. Preferably, the elevation of the grouting pipe orifice of the first layer is 0.5-1m higher than the elevation of the bottom of the steel pipe pile 10. That is, the grout pipe nozzle of the first layer is disposed between the bottom elevation of the steel pipe pile 10 and the bottom elevation of the stem 30.
As shown in fig. 3, in this embodiment, a three-way pipe 111 is further disposed at the pipe orifice of the grouting pipeline in the first layer, a first end of the three-way pipe is used for conveying grouting material, a second end of the three-way pipe is communicated with the inner side of the steel pipe pile 10, and a third end of the three-way pipe is communicated with the annular space N between the steel pipe pile 10 and the rock wall 40.
Preferably, in this embodiment, the core column 30 is preferably made of a concrete material, and before the steel pipe pile 10 is shipped, a grouting material is implanted into the bottom sealing of the steel pipe pile 10 by combining with the prefabricated grouting three-way pipe 111 in field construction to complete the precast of the concrete core column 30, so as to form a plugging system.
And the grouting pipeline and the steel pipe pile 10 are welded and fixed through support legs.
And arranging a pile inner platform 0.3-0.5m below the top standard height of the steel pipe pile 10 so as to facilitate construction operation and the like.
In this embodiment, the steel pipe pile 10 and the rock wall 40 are implanted through the first layer grouting line 11, and the gap at the bottom in the steel pipe pile 10 is grouted.
The grouting pipeline at the first layer 11, the grouting pipeline at the second layer 12 and the grouting pipeline at the third layer 13 … … at the Nth 'layer are used for continuously grouting the annular space M or the annular space N by using the rest grouting pipelines at the same layer when the pipe blockage phenomenon occurs in the grouting process by using the grouting pipeline at the same layer, wherein N' is a positive integer larger than 3.
The first layer grouting pipeline 11, the second layer grouting pipeline 12 and the third layer grouting pipeline 13 … …, the nth' layer grouting pipeline, pump water before grouting, pump tube-wetting material and pump grouting material during grouting. Wherein N' is a positive integer greater than 3.
This application has solved implant stake core steel-pipe pile and cliff, steel-pipe pile grout pipeline through the design of prefabricated grout pipeline and has arranged the problem. Meanwhile, the problem of bottom sealing is solved by pre-pouring a core column and a reserved three-way pipe in advance in the implanted steel pipe pile before the steel pipe pile is shipped; the method can be popularized and applied to grouting construction of the rock-socketed section of the inclined pile rock-socketed jacket by a 'post-pile method', and has popularization and application values.
In the description of the present application, unless expressly stated or limited otherwise, the terms "connected," "connected," and "fixed" are to be construed broadly, e.g., as meaning permanently connected, removably connected, or integral to one another; can be mechanically or electrically connected; either directly or indirectly through intervening media, either internally or in any other relationship. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.
In this application, unless expressly stated or limited otherwise, the first feature "on" or "under" the second feature may comprise direct contact of the first and second features, or may comprise contact of the first and second features not directly but through another feature in between. Also, the first feature being "on," "above" and "over" the second feature includes the first feature being directly on and obliquely above the second feature, or merely indicating that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature includes the first feature being directly under and obliquely below the second feature, or simply meaning that the first feature is at a lesser elevation than the second feature.
In the description of the present embodiment, the terms "upper", "lower", "left", "right", and the like are used based on the orientations and positional relationships shown in the drawings only for convenience of description and simplification of operation, and do not indicate or imply that the referred device or element must have a specific orientation, be configured and operated in a specific orientation, and thus, should not be construed as limiting the present application. Furthermore, the terms "first" and "second" are used only for descriptive purposes and are not intended to have a special meaning.
The above embodiments are merely to illustrate the technical solutions of the present application and are not limitative, and the present application is described in detail with reference to preferred embodiments. It will be understood by those skilled in the art that various modifications and equivalent arrangements may be made in the present invention without departing from the spirit and scope of the present invention and shall be covered by the appended claims.
Claims (10)
1. The utility model provides a "back stake method" batter pile socketed jacket rock-socketed section grout shutoff system which characterized in that, grout shutoff system includes: the steel pipe pile is embedded in the jacket, annular spaces are formed between the steel pipe pile and the jacket and between the steel pipe pile and a rock wall, and the grouting pipeline is arranged in the annular spaces; and a core column is also implanted into the steel pipe pile.
2. The grouting plugging system of claim 1, wherein each layer of grouting line is further provided with a plurality of sub-grouting lines.
3. The grouting plugging system of claim 2, wherein the sub-grouting lines arranged at the same level are spaced apart at a height from each other at a bottom elevation.
4. The grouting plugging system of claim 3, wherein the bottom elevations of the sub-grouting lines arranged in the same layer are spaced by 0.5 m.
5. The grouting plugging system of claim 1, wherein the top elevations of the grouting pipelines are all arranged at the top elevation position of the steel pipe pile.
6. The grouting plugging system according to any one of claims 1 to 5, wherein the base elevation of the core column is 1-1.5m higher than the base elevation of the steel pipe pile.
7. The grouting plugging system of claim 6, wherein the elevation of the orifice of the grouting pipeline of the first layer is 0.5-1m higher than the elevation of the bottom of the steel pipe pile.
8. The grouting plugging system of claim 1, wherein a three-way pipe is further arranged at the pipe orifice of the first layer of grouting pipeline, the first end of the three-way pipe is used for conveying grouting materials, the second end of the three-way pipe is communicated with the inner side of the steel pipe pile, and the third end of the three-way pipe is communicated with the annular space between the steel pipe pile and the rock wall.
9. The grouting plugging system of claim 1 or 8, wherein the grouting pipeline and the steel pipe pile are welded and fixed through support legs.
10. The grouting plugging system of claim 1 or 8, wherein an inner pile platform is arranged 0.3-0.5m below the top standard height of the steel pipe pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110369179.8A CN113073653A (en) | 2021-04-06 | 2021-04-06 | Grouting plugging system for rock-socketed section of inclined pile rock-socketed jacket by' post-pile method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110369179.8A CN113073653A (en) | 2021-04-06 | 2021-04-06 | Grouting plugging system for rock-socketed section of inclined pile rock-socketed jacket by' post-pile method |
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| Publication Number | Publication Date |
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| CN113073653A true CN113073653A (en) | 2021-07-06 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202110369179.8A Pending CN113073653A (en) | 2021-04-06 | 2021-04-06 | Grouting plugging system for rock-socketed section of inclined pile rock-socketed jacket by' post-pile method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116275847A (en) * | 2023-03-04 | 2023-06-23 | 中国铁建港航局集团有限公司 | Welding construction method for crown plates between ultra-large jacket and steel pipe piles |
-
2021
- 2021-04-06 CN CN202110369179.8A patent/CN113073653A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116275847A (en) * | 2023-03-04 | 2023-06-23 | 中国铁建港航局集团有限公司 | Welding construction method for crown plates between ultra-large jacket and steel pipe piles |
| CN116275847B (en) * | 2023-03-04 | 2023-11-10 | 中国铁建港航局集团有限公司 | Welding construction method for crown plates between ultra-large jacket and steel pipe piles |
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