CN113863294A - PHC (prestressed high-strength concrete) tubular pile internally provided with pile end grouting device and construction process thereof - Google Patents
PHC (prestressed high-strength concrete) tubular pile internally provided with pile end grouting device and construction process thereof Download PDFInfo
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- CN113863294A CN113863294A CN202111069312.4A CN202111069312A CN113863294A CN 113863294 A CN113863294 A CN 113863294A CN 202111069312 A CN202111069312 A CN 202111069312A CN 113863294 A CN113863294 A CN 113863294A
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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
- E02D5/58—Prestressed concrete piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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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
- E02D7/24—Placing by using fluid jets
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Abstract
The invention relates to a PHC tubular pile internally provided with a pile end grouting device and a construction process thereof, wherein two steel grouting pipes penetrating through the whole pile body are symmetrically arranged in the pile body in advance, a steel pile cap is arranged at the top end of the pile body, the pile body is connected with a pile tip in a flange joint welding mode, the pile tip is a cone, two reinforcing rib ribs are symmetrically arranged on the surface of the cone, a bent tubular pile end grouting device is arranged in each reinforcing rib, and a grouting outlet of the pile end grouting device is vertically upward. When the pile body is pressed downwards along the vertical direction, if a hard stratum is met, a high-pressure water source is injected into the grouting pipe from the grouting hole in the top of the pile body, and the high-pressure water source is ejected from the pile end grout outlet. After the pipe pile is driven into the target soil layer, cement paste is pressed into the mud jacking pipe from the top grouting hole at the pile end, and the cement paste is pressed out from the grout outlet at the pile end. The invention has simple structure and simple and convenient construction, can solve the problems that the traditional process can not implement post-grouting reinforcement and the PHC tubular pile is difficult to be applied to a hard stratum, and can prolong the service life of the pile foundation and improve the bearing capacity of the pile foundation.
Description
Technical Field
The application belongs to the field of building material application technology and building construction, and particularly relates to a PHC (prestressed high-strength concrete) tubular pile with a pile end grouting device arranged inside and a construction process of the PHC tubular pile.
Background
In the field of building engineering, a high-strength prestressed concrete pipe pile, namely a PHC pipe pile, is used as a foundation form, so that the settlement of an upper structure can be effectively reduced, and the ultimate bearing capacity of a foundation can be greatly improved. The PHC tubular pile has outstanding advantages in the aspects of pile body strength, pile forming speed, environmental protection, field management, quality stability and the like, and has great application potential. However, the existing pile sinking process (the hammering method and the static pressure method) limits the development of the PHC tubular pile, is not easy to penetrate through a soil layer and is easy to cause damage of a pile end when a pile is sunk in a hard stratum, is only suitable for a stratum with smaller pile sinking resistance, the pile end can only enter a strongly weathered rock stratum by 1-3 m, the diameter of the PHC tubular pile is generally 600mm, and the single-pile bearing capacity of the PHC tubular pile is limited due to the existing PHC tubular pile design process. Statistical data show that the bearing capacity of a single pile of the PHC pipe pile is generally not more than 3500kN, which causes that the PHC pipe pile is difficult to be used as a leading pile type to be applied to large-scale infrastructure projects such as wharfs, large-span bridges, harbors and the like. In the pile foundation post-grouting technology, pressure grouting is carried out on the pile end through a preset device, and the mechanical property of the pile end is improved through the effects of cement slurry filling, compaction and the like, so that the bearing capacity of the pile foundation is improved. The existing pile foundation post-grouting technology is widely applied to cast-in-situ bored pile construction, but the existing post-grouting technology in the PHC tubular pile is still less applied under the influence of a construction process.
In the construction of the PHC pile, since the PHC pile adopts a pile sinking process (a hammering method and a static pressure method), a phenomenon that a pile end grouting device is damaged or blocked during pile sinking is generally caused. Particularly in the face of, for example, gravel, weathered rock formations, the PHC pile cannot effectively penetrate such hard earth formations, and the PHC pile end and pile end grouter can be severely damaged during pile driving. Various defects of the prior construction technology cause that the post-grouting technology cannot be effectively applied to the PHC tubular pile so as to fulfill the aims of reinforcing the soil layer at the pile end and improving the bearing capacity of the PHC tubular pile. How to solve the problems is the key for effectively improving the bearing capacity of the PHC tubular pile foundation, and through patent retrieval, no effective measure for solving the problems is available at present.
Disclosure of Invention
The invention aims to provide a PHC tubular pile internally provided with a pile end grouting device and a construction process thereof, which are used for solving the problems that the traditional PHC tubular pile cannot effectively improve the bearing capacity of a single pile by using a pile end post-grouting technology, the construction applicability in a hard stratum and the like.
In order to solve the technical problems, the invention adopts the technical scheme that:
a PHC tubular pile construction technology of the grouting device of the internal preset pile end, this PHC tubular pile is divided into upper pile body and lower pile tip of the part, the top of the said pile body has grouting holes which connect the grouting pipe in the pile body, the upper end of the pile body is fitted with the steel pile cap; the pile tip is internally embedded with a pile tip grouting device and is provided with a reinforcing rib, and the pile tip is provided with a pile tip grout outlet; the construction process comprises the following steps:
s1, the pile body is manufactured by adopting a pre-tensioning method prestress process and a centrifugal forming method, and the pile tip is a cast iron cone;
s2, when the pile body is manufactured, two grouting pipes are symmetrically arranged in the pile body in advance, and the two grouting pipes penetrate through the whole pile body; the pile tip is embedded with a bent tubular pile tip grouting device in advance, reinforcing ribs are symmetrically arranged on the pile tip, the pile tip grouting device is U-shaped, the pile tip grouting device is bent upwards and reversely, one end of the pile tip grouting device is embedded in the reinforcing ribs, a pile tip grout outlet is prevented from being blocked by soil during construction, and the pile body is welded with the pile tip through a flange joint;
s3, clamping and installing a steel pile cap at the upper end of the pile body to protect the PHC pipe pile from being damaged when the PHC pipe pile is hammered and driven into a soil layer in the vertical direction; when the pile body is pressed downwards along the vertical direction, if a hard stratum is met, a high-pressure water source is injected into the mud jacking pipe from a mud jacking hole at the top of the pile body, and the high-pressure water source is ejected from a mud outlet at the pile end, so that the hard stratum is softened;
and S4, after the PHC tubular pile is driven into a target soil layer, pressing cement paste into the grouting pipe from the top grouting hole at the pile end, and pressing the cement paste out from the grout outlet at the pile end to realize post-grouting reinforcement of the PHC tubular pile.
Furthermore, two steel grouting pipes are symmetrically arranged in the pile body in advance, the two grouting pipes penetrate through the whole pile body, and grouting ports are formed in the top end portions of the grouting pipes.
Furthermore, the tail end of the grouting pipe is directly connected with a pile tip preset bent pipe-shaped pile end grouting device through a flange in a welding mode.
Furthermore, the pile tip is of a cone structure and is made of cast iron, and the pile tip of the cone can reduce the resistance of the pile tip to the maximum extent; at least two reinforcing rib ribs are symmetrically arranged on the surface of the pile tip, and a U-shaped bent tubular pile end grouting device is arranged in each reinforcing rib of the pile tip.
Furthermore, the pile end grouting device is arranged inside the reinforcing rib, and the pile end grout outlet direction of the pile end grouting device is vertical upward.
When the PHC tubular pile is constructed, if the PHC tubular pile is subjected to a hard soil layer when being hammered into the soil, firstly, the piling process is temporarily stopped, a high-pressure water source is pressed into the mud jacking pipe from a grouting hole at the top of the pile body, the high-pressure water source is ejected from a grout outlet at the pile end, the hard stratum is softened, the water pressure value is remarkably reduced, and the hammering operation is carried out on the PHC tubular pile again after the water pressure value is continuously maintained for a plurality of minutes.
If the PHC pile is still prevented from driving into the soil after the operation, the water pressure is increased properly, and the operation of claim 6 is repeated in a circulating manner until the PHC pile is driven into the predetermined soil layer position.
After the PHC tubular pile is driven into a target soil layer, cement paste is pressed into the grouting pipe from the grouting hole at the top of the pile end, the cement paste is pressed out from the grout outlet of the pile end, the control requirements of grouting amount and grouting pressure are met in the grouting process, and the maximum pile body lifting displacement of the PHC tubular pile in the grouting process cannot exceed the distance of 5% of the pile diameter.
The invention also protects the PHC tubular pile internally provided with the pile end grouting device adopted in the process.
Compared with the prior art, the invention has the following beneficial effects:
1. according to the invention, the two steel grouting pipes are symmetrically preset in the PHC pipe pile, so that the PHC pipe pile can be conveniently and quickly used in a post grouting process on the basis of not changing the existing construction process, the original defects are improved, the single pile bearing capacity of the PHC pipe pile is improved, and the application range of the PHC pipe pile is enlarged.
2. According to the invention, the pile tip part is designed into a cone with reinforcing ribs, the pile end grouting device is preset into the reinforcing ribs, and the grout outlet is arranged vertically, so that the pile end and the pile end grouting device can be effectively prevented from being damaged in the pile sinking process of the PHC pipe pile, and the grouting process quality is ensured.
3. When hard soil layers are encountered during construction, on one hand, the conical cast iron pile tip can effectively reduce the resistance in soil and protect the pile end mud jacking device from being damaged and blocked in the PHC pipe pile construction process; on the other hand, when the PHC tubular pile construction is obstructed, the effect of softening and destroying hard soil layers is realized by pressing out high-pressure water flow at the pile end, so that the PHC tubular pile can be smoothly driven into a specified soil layer position. After the PHC tubular pile reaches the designated position, post grouting operation is started to achieve the reinforcing effect on the PHC tubular pile, and the bearing capacity of the PHC tubular pile is effectively improved.
4. The invention is designed for the engineering application problem of the traditional PHC tubular pile in the post grouting technology, and has the advantages of innovative treatment, convenient operation, economy and applicability, and convenient popularization and application in construction sites.
Drawings
Fig. 1 is a schematic structural view of the PHC pile of the present invention.
Fig. 2 is a structural sectional view of the PHC pile tip and internal pile end grouting device of the present invention.
Fig. 3 is a top view of the PHC pile head of the present invention.
The figure shows that: 1-pile body, 2-grouting hole, 3-pile tip, 4-reinforcing rib, 5-pile end grout outlet, 6-steel pile cap, 7-grouting pipe, 8-pile end grouting device and 9-flange.
Detailed Description
The technical scheme of the invention is explained in detail below by taking a manufacturing and installing method of a PHC tubular pile with a pile end grouting device preset inside as an example with reference to the accompanying drawings.
Refer to fig. 1, 2, and 3. The device comprises a pile body 1, a pile tip 3, a reinforcing rib 4 and an internal preset pile end grouting device. As shown in fig. 1 and fig. 2: the pile end mud jacking devices are symmetrically arranged in the reinforcing rib 4 of the pile tip 3 and are at least provided with two groups. As shown in fig. 1 and 3: the mud jacking pipe 7, the pile tip 3 reinforcing rib 4 and the internal pile end mud jacking device are arranged in a central symmetry mode and are at least two groups, each group of mud jacking device comprises a pressure reducing pipe and a pile end mud jacking device 8, and a mud outlet 5 of the pile end mud jacking device 8 needs to be vertically upward.
Referring to fig. 1 and 2, pile end grouting devices are manufactured, the number and the installation positions of the pile end grouting devices are set according to the size of the pile diameter, two PHC tubular piles with the diameter smaller than 600mm are preferably symmetrically arranged, and four PHC tubular piles with the diameter larger than 600mm are symmetrically arranged. The inner pile end grouting device consists of a grouting pipe 7 and a pile end grouting device 8, wherein the grouting pipe 7 comprises two vertical steel grouting pipes 7, and the pipe diameter of each grouting pipe 7 is 35mm, and the wall thickness is 3.0 mm. The pile end grouting device is arranged in the reinforcing rib 4 of the pile tip 3, the pile end grouting device 8 is in a bent pipe shape, and a grouting outlet 5 of the grouting device is vertically upward. So as to protect the pile end mud jacking device from being damaged and prevent the piston from being removed in the pile sinking process. A steel pile cap 6 is clamped and installed at the upper end of the pile body 1 to protect the PHC tubular pile from being damaged when the PHC tubular pile is hammered and driven into a soil layer in the vertical direction.
Referring to fig. 1 and 2, during the construction of the PHC tubular pile, if the PHC tubular pile is hammered into the ground and encounters a hard soil layer, the pile driving process is temporarily stopped, a high-pressure water source is pressed into the grouting pipe 7 from the grouting hole 2 at the top of the pile body 1, and the high-pressure water source is ejected from the pile end grout outlet 5, so that the hard ground layer is softened, and after the water pressure value is remarkably reduced and is continuously maintained for 5 minutes, the hammering operation is performed on the PHC tubular pile again. If the phenomenon that the PHC tubular pile is blocked during piling is still caused according to the process, the water pressure is increased properly, and the process of ' high-pressure water flow injection-water pressure reduction and stabilization for 5 minutes ' -PHC piling construction again ' is repeated until the PHC tubular pile is driven into a preset soil layer position. After the PHC tubular pile is driven into a target soil layer, cement slurry is pressed into the grouting pipe 7 from the grouting hole 2 at the top of the pile end, the cement slurry is extruded out from the slurry outlet 5 at the pile end, the control requirements of grouting amount and grouting pressure are met in the grouting process, and the maximum pile body uplifting displacement of the PHC tubular pile in the grouting process cannot exceed the distance of 5% of the pile diameter.
The above description is only a preferred embodiment of the present invention, and should not be taken as limiting the invention in any way, and any person skilled in the art can make any simple modification, equivalent replacement, and improvement on the above embodiment without departing from the technical spirit of the present invention, and still fall within the protection scope of the technical solution of the present invention.
Claims (9)
1. The utility model provides a construction technology of inside PHC tubular pile of presetting stake end mud jacking device which characterized in that: the PHC tubular pile is divided into an upper part of a pile body (1) and a lower part of a pile tip (3), the top of the pile body (1) is provided with a grouting hole (2) communicated with a grouting pipe (7) in the pile body (1), and the upper end of the pile body (1) is provided with a steel pile cap (6); the pile tip (3) is embedded with a pile end mud jacking device (8), a reinforcing rib (4) is arranged on the pile tip (3), and the pile tip (3) is provided with a pile end mud outlet (5); the construction process comprises the following steps:
s1, the pile body (1) is manufactured by adopting a pre-tensioning method prestress process and a centrifugal forming method, and the pile tip (3) is a cast iron cone;
s2, when the pile body (1) is manufactured, two grouting pipes (7) are symmetrically arranged in advance in the pile body, and the two grouting pipes (7) penetrate through the whole pile body (1); the pile tip (3) is embedded with a bent tubular pile end grouting device (8) in advance, reinforcing rib ribs (4) are symmetrically arranged on the pile tip (3), the pile end grouting device (8) is U-shaped, the pile end grouting device (8) is bent upwards and reversely, one end of the pile end grouting device is embedded in the reinforcing rib ribs (4) to prevent a pile end grout outlet (5) from being blocked by soil during construction, and the pile body (1) is welded with the pile tip (3) through a flange joint (9);
s3, clamping and installing a steel pile cap (6) at the upper end of the pile body (1) to protect the PHC tubular pile from being damaged when the PHC tubular pile is hammered and driven into a soil layer in the vertical direction; when the pile body (1) is pressed downwards along the vertical direction, if a hard stratum is met, a high-pressure water source is injected into the mud jacking pipe (7) from the mud jacking hole (2) at the top of the pile body (1), and the high-pressure water source is ejected from the pile end mud outlet (5), so that the hard stratum is softened;
s4, after the PHC tubular pile is driven into a target soil layer, cement slurry is pressed into the mud jacking pipe (7) from the grouting hole (2) at the top of the pile end, and the cement slurry is extruded out from the mud outlet (5) at the pile end, so that the post mud jacking reinforcement of the PHC tubular pile is realized.
2. The construction process of the PHC tubular pile with the internally pre-arranged pile-end grouting device according to claim 1, characterized in that: two steel grouting pipes (7) are symmetrically arranged in the pile body (1) in advance, the two grouting pipes (7) penetrate through the whole pile body (1), and grouting openings (2) are formed in the top end portions of the pile bodies of the grouting pipes.
3. The construction process of the PHC tubular pile with the internally pre-arranged pile-end grouting device according to claim 1, characterized in that: the tail end of the grouting pipe (7) is directly welded and connected with a pile tip (3) preset bent pipe-shaped pile end grouting device (8) through a flange.
4. The construction process of the PHC tubular pile with the internally pre-arranged pile-end grouting device according to claim 1, characterized in that: the pile tip (3) is of a cone structure and is made of cast iron, and the pile tip (3) of the cone can reduce the resistance of the pile end to the maximum extent; the pile toe reinforcing rib pile is characterized in that at least two reinforcing rib ribs (4) are symmetrically arranged on the surface of the pile toe (3), and a U-shaped bent tubular pile end grouting device (8) is arranged in each pile toe reinforcing rib (4).
5. The construction process of the PHC tubular pile with the internally preset pile-end grouting device according to claim 3, characterized in that: the pile end grouting device (8) is arranged inside the reinforcing rib (4), and the direction of a grout outlet (5) of the pile end grouting device (8) is vertical upwards.
6. The construction process of the PHC tubular pile with the internally pre-arranged pile-end grouting device according to claim 1, characterized in that: when the PHC tubular pile is constructed, if the PHC tubular pile is subjected to a hard soil layer when being hammered into the soil, firstly, the piling process is temporarily stopped, a high-pressure water source is pressed into the mud jacking pipe (7) from the mud jacking hole (2) at the top of the pile body, so that the high-pressure water source is ejected from the mud outlet (5) at the pile end, the softening of a hard stratum is realized, the phenomenon of obviously reducing the water pressure value is realized, and the hammering operation is carried out on the PHC tubular pile again after the water pressure value is continuously maintained for several minutes.
7. The construction process of the PHC tubular pile with the internally preset pile-end grouting device according to claim 6, characterized in that: if the PHC pile driving into the soil is still blocked after the operation according to claim 6, the hydraulic pressure is increased properly, and the operation according to claim 6 is repeated cyclically until the PHC pile is driven into the predetermined soil layer position.
8. The construction process of the PHC tubular pile with the internally pre-arranged pile-end grouting device according to claim 1, characterized in that: after the PHC tubular pile is driven into a target soil layer, cement slurry is pressed into the mud jacking pipe (7) from the grouting hole (2) at the top of the pile end, the cement slurry is extruded out from the mud outlet (5) at the pile end, the control requirements of mud jacking amount and mud jacking pressure are met in the mud jacking process, and the maximum pile body uplifting displacement of the PHC tubular pile in the mud jacking process cannot exceed the distance of 5 percent of the pile diameter.
9. The PHC pile with a pile-end grouting device arranged inside used in the construction process of any one of claims 1 to 8.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111069312.4A CN113863294B (en) | 2021-09-13 | 2021-09-13 | PHC pipe pile internally provided with pile end grouting device and construction process thereof |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111069312.4A CN113863294B (en) | 2021-09-13 | 2021-09-13 | PHC pipe pile internally provided with pile end grouting device and construction process thereof |
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| CN113863294A true CN113863294A (en) | 2021-12-31 |
| CN113863294B CN113863294B (en) | 2022-09-02 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114960638A (en) * | 2022-05-06 | 2022-08-30 | 东南大学 | A novel back slip casting PHC tubular pile for closely knit sandy soil |
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| CN114960638A (en) * | 2022-05-06 | 2022-08-30 | 东南大学 | A novel back slip casting PHC tubular pile for closely knit sandy soil |
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