CN114541403A - Construction method for side grouting of embedded rock foundation pile - Google Patents
Construction method for side grouting of embedded rock foundation pile Download PDFInfo
- Publication number
- CN114541403A CN114541403A CN202210218213.6A CN202210218213A CN114541403A CN 114541403 A CN114541403 A CN 114541403A CN 202210218213 A CN202210218213 A CN 202210218213A CN 114541403 A CN114541403 A CN 114541403A
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- Prior art keywords
- grouting
- pile
- hose
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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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
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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
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/11—Hard structures, e.g. dams, dykes or breakwaters
Abstract
The invention discloses a construction method for side grouting of an implanted rock-socketed foundation pile. The grouting pipe is completely a grouting hose, so that compared with the method of leading the steel grouting pipe to a construction platform, the grouting pipe is more convenient and simpler to operate, can be cut at will according to the required length, is simple to store, and saves space. The construction method has the advantages of simple process, continuous process, less required mechanical equipment, repeated use of the grouting hose, construction cost saving and construction risk reduction.
Description
Technical Field
The invention relates to the field of wind power and bridge foundation construction, in particular to a construction method for implanting side grouting of a rock-socketed foundation pile.
Background
At present, in the construction of offshore wind power plants, the foundation types are various and are influenced by factors such as geology, climate, surge, tide and the like, the geological conditions of sea areas are complex, the buried depth of partial areas of rock strata is shallow, the soil layer is fluctuated greatly, the geological difference of different areas is obvious, the selection of the foundation types follows the principles of safety, economy, practicality and durability, and for the geological conditions with shallow covering layers, the embedded rock foundation is implanted, so that the offshore construction efficiency can be effectively improved, and the construction period can be shortened.
The method comprises the steps of firstly inserting a steel casing into a current hole site of an embedded rock foundation, drilling to the depth and the hole diameter of a designed hole, firstly implanting a precast pile into the current hole site design position after the precast pile is processed and transported to the site, and finally grouting the annular space between the precast pile side and the current hole site hole wall.
In the invention
The invention aims to provide a construction method for implanting the rock-socketed foundation pile side grouting, which can effectively improve the construction efficiency, reduce the operation cost and reduce the construction risk.
The purpose of the invention is realized as follows:
a construction method for implanting socketed foundation pile side grouting is characterized in that: the method comprises the following specific steps:
A. processing and prefabricating a main steel pile in a processing plant, embedding a lower grouting pipe in the main steel pile, and transporting to the site after acceptance inspection is qualified; transporting the high-strength grouting material, a stirrer and a conveying pump to a grouting ship at a wharf and arranging the grouting ship, wherein the grouting ship runs on the side surface of a machine position before grouting construction and is positioned, and an upper grouting hose connected with the conveying pump is guided to a construction platform for later use;
B. inserting a steel pile casing into a current hole site in advance and drilling to a designed depth, connecting a ball valve to the upper opening of a lower grouting pipe in a main steel pile before the precast pile is implanted, connecting a middle grouting hose to a position above the pile top of the main steel pile, continuously extending an upper grouting hose to a construction platform in the process of implanting the precast pile to the current hole site, and connecting the middle grouting hose with the upper grouting hose on the construction platform after the precast pile is implanted to the current hole site;
C. after the grouting pipelines of the upper grouting hose, the middle grouting hose and the lower grouting pipe are completely connected, fresh water is sequentially input into the precast pile through a delivery pump, and whether the grouting pipelines are firmly connected, and the overall sealing performance and the smoothness are detected;
D. the mixer starts to mix the pipe wetting agent, the high-strength grouting material is mixed in a trial mode after the conveying is finished, the performance of the high-strength grouting material is detected after the high-strength grouting material is fully mixed according to the specified water-cement ratio, and the high-strength grouting material is conveyed and filled into the lower grouting pipe after the performance is detected to be qualified;
E. when the grouting height reaches the elevation of the bottom of the steel casing, diving personnel cut a communicating hole and a grout overflow hole along the surface of the sea bed outside the steel casing for later observation of grout overflow and dredging in the pile;
F. when the conveying amount is close to the theoretical amount, a diver carries an underwater camera to observe the slurry overflow condition of the underwater communicating hole and the slurry overflow hole and feeds the slurry overflow condition back to the construction platform, and when high-strength grouting material continuously and uniformly overflows, grouting is stopped;
G. diving personnel submerge into the precast pile to close the ball valve, and the middle grouting hose is removed and cleaned for next use;
H. and repeating the step B, C, D, E, F, G to finish the pile side grouting construction of the rest embedded rock foundation.
After the precast steel pile of the embedded rock foundation is implanted, the high-strength grouting material is conveyed into an annular space between the precast pile and the surrounding rock stratum through the grouting hose, and the implantation anchoring construction of the precast pile is completed. Compared with the prior art, the invention has the advantages that:
1. the construction method has the advantages that the lower grouting pipes are all placed inside the precast pile, and compared with a construction method in which the lower grouting pipes are placed outside the precast pile, the construction method can avoid damage and falling of the lower grouting pipes caused by rubbing of the lower grouting pipes and the current hole site wall when the precast pile is planted;
2. according to the construction method, the middle grouting pipe installed later is completely made of the high-strength rubber hose, so that compared with a method of leading a steel lower grouting pipe to a construction platform, the construction method is more convenient and simpler in operation, can be cut at will according to the required length, is simple to store and saves space;
3. the high-strength grouting material is simple in material, can achieve the designed strength only by fully stirring with water according to the specified water-cement ratio, is simple to store and manage on the sea, can reduce the service time of ships, and achieves the purpose of improving the construction efficiency.
4. The construction method has the advantages of simple process, continuous process, less required mechanical equipment, repeated use of the grouting hose, construction cost saving and construction risk reduction.
Drawings
FIG. 1 is a floor plan of the present invention;
fig. 2 is a connection diagram of a middle grouting hose and a lower grouting hose in a main steel pile.
Detailed Description
The present invention will be described in further detail below with reference to the accompanying drawings in conjunction with examples.
With the attached drawings, an implementation manner of the construction method for implanting the socketed foundation pile side grouting is as follows:
A. processing and prefabricating a main body steel pile 7 in a processing plant, embedding a lower grouting pipe 9 in the main body steel pile 7, and transporting to the site after acceptance inspection is qualified; transporting the high-strength grouting material, the stirrer 2 and the delivery pump 3 to a grouting ship 1 at a wharf and arranging the grouting ship 1, driving the grouting ship 1 on the side of a machine position before grouting construction and positioning the grouting ship, and connecting an upper grouting hose 6 connected with the delivery pump 3 to a construction platform 5 for later use;
B. inserting a steel pile casing into a current hole site in advance and drilling to a designed depth, connecting a ball valve 8 to the upper opening of a lower grouting pipe 9 in a main steel pile 7 before a precast pile 10 is implanted, connecting a middle grouting hose 4 to a position above the pile top of the main steel pile 7, continuously lengthening an upper grouting hose 6 to a construction platform 5 in the process of implanting the precast pile into the current hole site, and connecting the middle grouting hose 4 with the upper grouting hose 6 on the construction platform 5 after the precast pile is implanted into the current hole site;
C. after the grouting pipelines of the upper grouting hose 6, the middle grouting hose 4 and the lower grouting pipe 9 are completely connected, fresh water is sequentially input into the precast pile 10 through the delivery pump 3, and whether the grouting pipelines are firmly connected, and the overall sealing performance and the smoothness are detected;
D. the mixer 2 starts to mix the pipe lubricant, starts to mix the high-strength grouting material after the conveying is finished, fully mixes the high-strength grouting material according to the specified water-cement ratio, detects the performance of the high-strength grouting material, starts to convey the high-strength grouting material after the performance is detected to be qualified, and pours the lower grouting pipe 9;
E. when the grouting height reaches the elevation of the bottom of the steel casing, diving personnel cut a communicating hole and a grout overflow hole along the surface of the sea bed outside the steel casing for later observation of grout overflow and dredging in the pile;
F. when the delivery amount is close to the theoretical amount, the diver carries an underwater camera to observe the slurry overflow condition of the underwater communicating hole and the slurry overflow hole and feeds the slurry overflow condition back to the construction platform 5, and when high-strength grouting material continuously and uniformly overflows, grouting is stopped;
G. diving personnel submerge the precast pile 10 to close the ball valve 8, and remove the middle grouting hose 4 to clean for next use;
H. and repeating the step B, C, D, E, F, G to finish the pile side grouting construction of the rest embedded rock foundation.
The present invention is not limited to the above-mentioned preferred embodiments, and any modifications made within the spirit of the present invention will fall within the scope of the present invention.
Claims (1)
1. A construction method for implanting socketed foundation pile side grouting is characterized in that: the method comprises the following specific steps:
A. processing and prefabricating a main steel pile in a processing plant, embedding a lower grouting pipe in the main steel pile, and transporting to the site after acceptance inspection is qualified; transporting the high-strength grouting material, a stirrer and a conveying pump to a grouting ship at a wharf and arranging the grouting ship, driving the grouting ship on the side surface of a machine position before grouting construction and positioning the grouting ship, and connecting an upper grouting hose with the conveying pump to a construction platform for later use;
B. inserting a steel pile casing into a current hole site in advance and drilling to a designed depth, connecting a ball valve to the upper opening of a lower grouting pipe in a main steel pile before the precast pile is implanted, connecting a middle grouting hose to a position above the pile top of the main steel pile, continuously extending an upper grouting hose to a construction platform in the process of implanting the precast pile to the current hole site, and connecting the middle grouting hose with the upper grouting hose on the construction platform after the precast pile is implanted to the current hole site;
C. after the grouting pipelines of the upper grouting hose, the middle grouting hose and the lower grouting pipe are completely connected, fresh water is sequentially input into the precast pile through a delivery pump, and whether the grouting pipelines are firmly connected, and the overall sealing performance and the smoothness are detected;
D. the mixer starts to mix the pipe wetting agent, the high-strength grouting material is mixed in a trial mode after the conveying is finished, the performance of the high-strength grouting material is detected after the high-strength grouting material is fully mixed according to the specified water-cement ratio, and the high-strength grouting material is conveyed and filled into the lower grouting pipe after the performance is detected to be qualified;
E. when the grouting height reaches the elevation of the bottom of the steel casing, diving personnel cut a communicating hole and a grout overflow hole along the surface of the sea bed outside the steel casing for later observation of grout overflow and dredging in the pile;
F. when the conveying amount is close to the theoretical amount, a diver carries an underwater camera to observe the slurry overflow condition of the underwater communicating hole and the slurry overflow hole and feeds the slurry overflow condition back to the construction platform, and when high-strength grouting material continuously and uniformly overflows, grouting is stopped;
G. diving personnel submerge into the precast pile to close the ball valve, and the middle grouting hose is removed and cleaned for next use;
H. and repeating the step B, C, D, E, F, G to finish the pile side grouting construction of the rest embedded rock foundation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210218213.6A CN114541403A (en) | 2022-03-08 | 2022-03-08 | Construction method for side grouting of embedded rock foundation pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210218213.6A CN114541403A (en) | 2022-03-08 | 2022-03-08 | Construction method for side grouting of embedded rock foundation pile |
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| Publication Number | Publication Date |
|---|---|
| CN114541403A true CN114541403A (en) | 2022-05-27 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210218213.6A Pending CN114541403A (en) | 2022-03-08 | 2022-03-08 | Construction method for side grouting of embedded rock foundation pile |
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| Country | Link |
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011149182A (en) * | 2010-01-20 | 2011-08-04 | Kumagai Gumi Co Ltd | Method for constructing pile foundation |
| CN109208589A (en) * | 2018-10-11 | 2019-01-15 | 中交上海港湾工程设计研究院有限公司 | A kind of embedding rock single pile grouting system of embedded type major diameter and construction method |
| CN113957900A (en) * | 2021-09-26 | 2022-01-21 | 广东华蕴海上风电科技有限公司 | Grouting and bottoming implementation method for large-diameter rock-socketed single pile |
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2022
- 2022-03-08 CN CN202210218213.6A patent/CN114541403A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011149182A (en) * | 2010-01-20 | 2011-08-04 | Kumagai Gumi Co Ltd | Method for constructing pile foundation |
| CN109208589A (en) * | 2018-10-11 | 2019-01-15 | 中交上海港湾工程设计研究院有限公司 | A kind of embedding rock single pile grouting system of embedded type major diameter and construction method |
| CN113957900A (en) * | 2021-09-26 | 2022-01-21 | 广东华蕴海上风电科技有限公司 | Grouting and bottoming implementation method for large-diameter rock-socketed single pile |
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