CN113322944B - Pile grouting construction method for penetrating through underground water layer - Google Patents
Pile grouting construction method for penetrating through underground water layer Download PDFInfo
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- CN113322944B CN113322944B CN202110671840.0A CN202110671840A CN113322944B CN 113322944 B CN113322944 B CN 113322944B CN 202110671840 A CN202110671840 A CN 202110671840A CN 113322944 B CN113322944 B CN 113322944B
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- pile
- rack
- rod
- continuous extrusion
- permanent magnetic
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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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D11/00—Methods or apparatus specially adapted for both placing and removing sheet pile bulkheads, piles, or mould-pipes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
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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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D23/00—Caissons; Construction or placing of caissons
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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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
Abstract
The invention provides a pile grouting construction method penetrating through an underground water layer, and belongs to the technical field of civil engineering. The method comprises the following steps: punching: adjusting the continuous extrusion equipment to a press-in mode, fixing the positioning pile on the ground, inserting a pile rod for punching into the through hole under the condition that the excitation coil and the permanent magnetic disk repel each other, and intermittently enabling the excitation coil and the permanent magnetic disk to attract and repel each other until the pile rod is inserted into a specified depth; adjusting the continuous extrusion equipment to a pulling-out mode, intermittently enabling the excitation coil and the permanent magnetic disc to attract and repel each other until the pile rod is pulled out of the pile hole, and completing punching; pressing in the immersed tube: adjusting the continuous extrusion equipment to a pressing-in mode, and quickly extruding the immersed tube into the pile hole; pile grouting: and placing a steel reinforcement cage in the immersed tube, then pouring concrete, and finishing pile pouring after the concrete is solidified. The invention has the advantages of high efficiency and the like.
Description
Technical Field
The invention belongs to the technical field of civil engineering, and relates to a construction method for filling piles by penetrating through an underground water layer.
Background
The cast-in-place pile system is characterized by that in the engineering field, the measures of mechanical drilling, steel pipe extruding or manual excavation are used to form pile hole in the foundation soil, in the interior of said pile hole the steel bar cage and cast concrete are placed, and according to the different hole-forming methods, the cast-in-place pile can be divided into several types of cast-in-place pile, cast-in-place pile and cast-in-place pile, etc.
When the soil body penetrating through the underground water layer is used for pile grouting construction, underground water or muddy water can enter the immersed tube in the construction process of the pile foundation, so that the construction efficiency of the pile foundation and the construction quality of pile foundation concrete are influenced, and the construction difficulty is high. Particularly, under the condition of low pipe sinking efficiency, the soil body is stressed by extrusion force in the pipe sinking process, and the soil body with large water content is easy to block the originally formed pile hole, so that the pipe sinking is difficult.
Disclosure of Invention
The invention aims to provide a method for grouting piles through an underground water layer aiming at the problems in the prior art, and the technical problem to be solved by the invention is how to improve the efficiency of grouting pile construction.
The purpose of the invention can be realized by the following technical scheme: the pile grouting construction method through the groundwater layer is characterized by comprising a continuous extrusion device, wherein the continuous extrusion device comprises a substrate, a plurality of positioning piles, an excitation coil, a permanent magnetic disc, a guide cylinder and a mounting disc, the positioning piles, the excitation coil, the permanent magnetic disc, the guide cylinder and the mounting disc are fixed on the substrate, the permanent magnetic disc is fixed on the mounting disc, the lower end of the guide cylinder is open, the guide cylinder is longitudinally and slidably connected onto the substrate, a first reset spring is connected between the top wall of the guide cylinder and the mounting disc, the middle parts of the substrate, the excitation coil, the permanent magnetic disc, the guide cylinder and the mounting disc are all provided with a through hole, a clamping mechanism capable of locking a pile column in the through hole is arranged on the mounting disc, the clamping mechanism comprises a plurality of clamping assemblies uniformly arranged between the guide cylinder and the mounting disc in the circumferential direction, each clamping assembly comprises a gear rotatably connected onto the mounting disc, a sliding hole formed in the radial direction of the guide cylinder, an adjusting rod slidably connected into the sliding hole, a locking nut connected onto the adjusting rod and a synchronizing block fixed at the inner end of the adjusting rod, the synchronizing block comprises a first rack and a second rack, the inner end of the adjusting rod, and the locking arm, the second rack are respectively positioned at two racks, and the inner end of the gear is fixed on the inner end of the locking arm; when the first rack is meshed with the gear, the continuous extrusion equipment is in a pull-out mode, and when the second rack is meshed with the gear, the continuous extrusion equipment is in a press-in mode;
the pile grouting construction method comprises the following steps:
1. punching: adjusting continuous extrusion equipment to a press-in mode, fixing a positioning pile on the ground, inserting a pile rod for punching into a through hole under the condition that an excitation coil and a permanent magnetic disk repel each other, and intermittently enabling the excitation coil and the permanent magnetic disk to attract and repel each other until the pile rod is inserted into a designated depth; adjusting the continuous extrusion equipment to a pulling-out mode, intermittently enabling the excitation coil and the permanent magnetic disc to attract and repel each other until the pile rod is pulled out of the pile hole, and completing punching;
2. pressing in a sinking pipe: adjusting the continuous extrusion equipment to a pressing-in mode, and quickly extruding the immersed tube into the pile hole;
3. pile grouting: and placing a steel reinforcement cage in the immersed tube, then pouring concrete, and finishing pile pouring after the concrete is solidified.
Furthermore, a second reset spring is arranged between the base plate and the mounting disc.
Furthermore, the immersed tube comprises a plurality of sections of hollow tube bodies, adjacent hollow tube bodies are connected through a soft deformation sleeve, a plurality of positioning holes parallel to the hollow tube bodies are uniformly formed in the circumferential direction of the tube wall of each hollow tube body, and a plurality of detachable rods for maintaining the immersed tube in a rigid state are arranged between the hollow tube bodies.
Furthermore, the locating hole is the screw hole, removable pole is threaded connection in the screw rod in each locating hole on same straight line.
Furthermore, removable pole is for wearing the bracing piece of penetrating in each locating hole that is in the collinear, the upper end of bracing piece is fixed on the cavity body that is located the top through the nut.
Furthermore, the deformation sleeve is an elastic plastic sleeve or a cylindrical metal sheet.
Furthermore, in the third step, the continuous extrusion equipment is maintained to be in a pressing mode, the detachable rods are taken out after the immersed tubes are pressed into the pile holes, so that the hollow tubes can be close to each other, and when concrete is poured into the pile holes, the hollow tube body at the top is pressed down to the deformation sleeve by the continuous extrusion equipment and is expanded.
The continuous extrusion equipment can automatically clamp and loosen the pile in the through hole, and particularly, in the press-in mode, when the excitation coil and the permanent magnetic disk attract each other, the mounting disk quickly moves downwards, so that the second rack drives the gear to rotate, the inner end of the locking arm is driven to swing upwards to hold the pile tightly, and the guide cylinder can generate downward pressure on the locked pile in the downward moving process; when the magnet exciting coil and the permanent magnet disc repel each other, the mounting disc moves upwards quickly, so that the second rack drives the gear to rotate reversely, the inner end of the locking arm is driven to swing downwards to loosen the pile, the guide cylinder moves upwards to the position of the upper end of the pile, and the pile can be pressed downwards continuously after the process is repeated.
In the pulling-out mode, when the excitation coil and the permanent magnetic disk are mutually attracted, the rack drives the gear to rotate due to the fact that the installation disk rapidly moves downwards, the inner end of the locking arm is driven to swing downwards, the pile column is loosened, and the guide cylinder moves downwards to the position of the lower end of the pile column; when the excitation coil and the permanent magnet disc are mutually exclusive, the mounting disc moves upwards quickly, so that the rack drives the gear to rotate reversely, the inner end of the locking arm is driven to swing upwards to hold the pile, the pile can be pulled upwards in the upward moving process of the guide cylinder, and the pile can be continuously pulled out repeatedly.
Because can realize the locking and loosening to the stake automatically, make the efficiency of pile driving and pile pulling higher, can be quicker when driving into the immersed tube, earth blocks up the fashioned stake hole originally when avoiding passing groundwater layer.
The concrete outside the steel reinforcement cage can be protected by adopting the immersed tube mode, accumulated water is prevented from entering, the basic shape can be maintained in the concrete curing time, the immersed tube and the soil body can have better connection strength by outward expansion deformation of the deformation sleeve, and the pile structure has higher bearing strength.
The excitation coil is an electromagnetic structure which can generate a magnetic field when being electrified, and the permanent magnetic disk is made of permanent magnetic materials with two magnetic pole directions on two sides of the disk surface.
Drawings
FIG. 1 is a schematic view showing the structure of the present continuous extrusion apparatus in a pull-out mode.
FIG. 2 is a schematic view showing the structure of the continuous extrusion apparatus in the press-in mode.
Fig. 3 is a schematic view showing the structure of the present continuous extrusion apparatus when pressing the immersed tube.
Fig. 4 is an enlarged view of a portion a in fig. 1.
Fig. 5 is an enlarged view of a portion B in fig. 2.
Fig. 6 is an enlarged view of a portion C in fig. 3.
Fig. 7 is a schematic structural view of the sinking tube after the deformation sleeve is expanded.
In the figure, 1, a substrate; 11. positioning the pile; 21. a field coil; 22. a permanent magnet disk; 23. a guide cylinder; 24. mounting a disc; 25. a first return spring; 26. a gear; 27. adjusting a rod; 28. a first rack; 29. a second rack; 3. a locking arm; 41. a hollow tube body; 42. deforming the sleeve; 43. positioning holes; 44. a detachable rod; 5. and a second return spring.
Detailed Description
The following are specific embodiments of the present invention and are further described with reference to the drawings, but the present invention is not limited to these embodiments.
As shown in fig. 1 to 7, the continuous extrusion apparatus includes a base plate 1, a plurality of positioning piles 11 fixed on the base plate 1, an excitation coil 21, a permanent magnetic disk 22, a guide cylinder 23 and a mounting plate 24, the excitation coil 21 is fixed on the base plate 1, the permanent magnetic disk 22 is fixed on the mounting plate 24, the lower end of the guide cylinder 23 is open, the guide cylinder 23 is longitudinally and slidably connected on the base plate 1, a first return spring 25 is connected between the top wall of the guide cylinder 23 and the mounting plate 24, the base plate 1, the excitation coil 21, the permanent magnetic disk 22, the guide cylinder 23 and the mounting plate 24 all have a through hole in the middle, a clamping mechanism capable of locking the pile columns in the through hole is arranged on the mounting plate 24, the clamping mechanism includes a plurality of clamping components uniformly arranged between the guide cylinder 23 and the mounting plate 24 in the circumferential direction, the clamping assembly comprises a gear 26 rotationally connected to the mounting disc 24, a sliding hole formed in the radial direction of the guide cylinder 23, an adjusting rod 27 slidably connected in the sliding hole, a locking nut in threaded connection with the adjusting rod 27 and a synchronizing block fixed to the inner end of the adjusting rod 27, the synchronizing block comprises a first rack 28 and a second rack 29 which are respectively located on two sides of the gear 26, the distance between the first rack 28 and the second rack 29 is larger than the diameter of the gear 26, the sliding adjusting rod 27 enables the first rack 28 or the second rack 29 to be meshed with the gear 26, the second rack 29 is located on the inner side of the first rack 28, a locking arm 3 is fixedly arranged on the gear 26, and the inner end of the locking arm 3 inclines downwards; the pull-out mode of the continuous extrusion apparatus is when the first rack 28 is engaged with the gear 26, and the press-in mode of the continuous extrusion apparatus is when the second rack 29 is engaged with the gear 26;
the pile grouting construction method comprises the following steps:
1. punching: adjusting the continuous extrusion equipment to a press-in mode, fixing the positioning pile 11 on the ground, inserting a pile rod for punching into a through hole under the condition that the excitation coil 21 and the permanent magnetic disk 22 repel each other, and intermittently enabling the excitation coil 21 and the permanent magnetic disk 22 to attract and repel each other until the pile rod is inserted into a specified depth; adjusting the continuous extrusion equipment to a pulling-out mode, intermittently enabling the excitation coil 21 and the permanent magnetic disc 22 to attract and repel each other until the pile rod is pulled out of the pile hole, and completing punching;
2. pressing in the immersed tube: adjusting the continuous extrusion equipment to a pressing-in mode, and quickly extruding the immersed tube into the pile hole;
3. pile grouting: and placing a steel reinforcement cage in the immersed tube, then pouring concrete, and finishing pile pouring after the concrete is solidified.
A second return spring 5 is arranged between the substrate 1 and the mounting plate 24.
The immersed tube comprises a plurality of sections of hollow tube bodies 41, adjacent hollow tube bodies 41 are connected through a soft deformation sleeve 42, a plurality of positioning holes 43 parallel to the hollow tube bodies 41 are uniformly formed in the circumferential direction on the tube wall of each hollow tube body 41, and a plurality of detachable rods 44 for maintaining the immersed tube in a rigid state are arranged between the hollow tube bodies 41.
The positioning holes 43 are threaded holes, and the detachable rod 44 is a screw rod threaded into each positioning hole 43 on the same line.
Alternatively, the detachable rod 44 is a support rod that is penetrated into the positioning holes 43 in the same line, and the upper end of the support rod is fixed to the hollow tube 41 located at the uppermost position by a nut.
The deformable sleeve 42 is a plastic sleeve or a cylindrical metal sheet having elasticity.
In the third step, the continuous extrusion equipment is maintained to be in a pressing-in mode, after the immersed tube is pressed into the pile hole, the detachable rod 44 is taken out, so that the hollow tubes can be close to each other, and when the concrete is poured, the continuous extrusion equipment presses down the hollow tube body 41 at the top until the deformation sleeve 42 expands outwards.
The continuous extrusion equipment can automatically clamp and loosen the pile in the through hole, and particularly, in the press-in mode, when the excitation coil 21 and the permanent magnetic disc 22 attract each other, the installation disc 24 rapidly descends, so that the second rack 29 drives the gear 26 to rotate, the inner end of the locking arm 3 is driven to swing upwards to hold the pile, and the guide cylinder 23 can generate downward pressure on the locked pile in the downward moving process; when the magnet exciting coil 21 and the permanent magnet disc 22 repel each other, the mounting disc 24 moves upwards quickly, so that the rack gear 29 drives the gear 26 to rotate reversely, the inner end of the locking arm 3 is driven to swing downwards to loosen the pile, the guide cylinder 23 moves upwards to the position of the upper end of the pile, and the pile can be pressed downwards continuously by repeating the process.
In the pulling-out mode, when the excitation coil 21 and the permanent magnetic disc 22 attract each other, the mounting disc 24 rapidly descends, so that the rack I28 drives the gear 26 to rotate, the inner end of the locking arm 3 is driven to swing downwards, the pile is loosened, and the guide cylinder 23 moves downwards to the position of the lower end of the pile; when the magnet exciting coil 21 and the permanent magnet disc 22 repel each other, the mounting disc 24 moves upwards quickly, so that the rack I28 drives the gear 26 to rotate reversely, the inner end of the locking arm 3 is driven to swing upwards to hold the pile, the pile can be pulled upwards in the process that the guide cylinder 23 moves upwards, and the pile can be pulled out continuously after the processes are repeated.
Because can realize the locking and loosening to the stake automatically, make the efficiency of pile driving and pile pulling higher, can be quicker when driving into the immersed tube, earth blocks up the fashioned stake hole originally when avoiding passing the groundwater layer.
By adopting the immersed tube mode, concrete outside the reinforcement cage can be protected, accumulated water is prevented from entering, the basic shape of the concrete can be maintained within the curing time, the immersed tube and the soil body can be better in connection strength by the outward expansion deformation of the deformation sleeve 42, and the pile structure has higher bearing strength.
The specific embodiments described herein are merely illustrative of the spirit of the invention. Various modifications or additions may be made to the described embodiments or alternatives may be employed by those skilled in the art without departing from the spirit or ambit of the invention as defined in the appended claims.
Claims (7)
1. The pile grouting construction method through the groundwater layer is characterized by comprising a continuous extrusion device, wherein the continuous extrusion device comprises a base plate (1), a plurality of positioning piles (11) fixed on the base plate (1), an excitation coil (21), a permanent magnetic disc (22), a guide cylinder (23) and a mounting disc (24), the excitation coil (21) is fixed on the base plate (1), the permanent magnetic disc (22) is fixed on the mounting disc (24), the lower end of the guide cylinder (23) is open, the guide cylinder (23) is longitudinally and slidably connected on the base plate (1), a first reset spring (25) is connected between the top wall of the guide cylinder (23) and the mounting disc (24), the base plate (1), the excitation coil (21), the permanent magnetic disc (22), the guide cylinder (23) and the mounting disc (24) are provided with a through hole in the middle part, the mounting disc (24) is provided with a plurality of clamping mechanisms capable of locking pile columns in the through hole, the clamping mechanisms comprise a plurality of clamping assemblies which are circumferentially and uniformly arranged between the guide cylinder (23) and the mounting disc (24), the clamping assemblies comprise a plurality of clamping assemblies which are rotatably connected on the inner ends of a sliding cylinder (27) and a sliding nut (27) which are rotatably connected on the adjusting rod (24) and are arranged in the adjusting rod (27) and are fixed on the adjusting rod (24), the synchronous block comprises a first rack (28) and a second rack (29) which are respectively positioned on two sides of a gear (26), the distance between the first rack (28) and the second rack (29) is larger than the diameter of the gear (26), the first rack (28) or the second rack (29) can be meshed with the gear (26) by sliding the adjusting rod (27), the second rack (29) is positioned on the inner side of the first rack (28), a locking arm (3) is fixedly arranged on the gear (26), and the inner end of the locking arm (3) is declined; a pull-out mode of the continuous extrusion device when the first rack (28) is engaged with the gear (26) and a press-in mode of the continuous extrusion device when the second rack (29) is engaged with the gear (26);
the pile grouting construction method comprises the following steps:
1. punching: adjusting the continuous extrusion equipment to a pressing-in mode, fixing the positioning pile (11) on the ground, inserting a pile rod for punching into a through hole under the condition that an excitation coil (21) and a permanent magnetic disc (22) repel each other, and intermittently enabling the excitation coil (21) and the permanent magnetic disc (22) to attract and repel each other until the pile rod is inserted into a designated depth; adjusting the continuous extrusion equipment to a drawing mode, intermittently enabling the excitation coil (21) and the permanent magnetic disc (22) to attract and repel each other until the pile rod is drawn out of the pile hole, and finishing punching;
2. pressing in a sinking pipe: adjusting the continuous extrusion equipment to a pressing-in mode, and quickly extruding the immersed tube into the pile hole;
3. pile grouting: and placing a steel reinforcement cage in the immersed tube, then pouring concrete, and finishing pile pouring after the concrete is solidified.
2. A pile driving method through a groundwater layer according to claim 1, wherein a second return spring (5) is arranged between the base plate (1) and the mounting plate (24).
3. A pile-grouting construction method through a groundwater layer as claimed in claim 1, wherein the sinking pipe comprises a plurality of hollow pipe bodies (41), adjacent hollow pipe bodies (41) are connected through a soft deformation sleeve (42), a plurality of positioning holes (43) parallel to the hollow pipe bodies (41) are uniformly formed on the pipe wall of each hollow pipe body (41) along the circumferential direction, and a plurality of detachable rods (44) for maintaining the sinking pipe in a rigid state are arranged between the hollow pipe bodies (41).
4. A method as claimed in claim 3, wherein the positioning holes (43) are threaded holes, and the detachable rod (44) is a threaded rod threaded into the positioning holes (43) in the same line.
5. A method as claimed in claim 3, wherein the detachable rod (44) is a support rod which is penetrated in the aligned positioning holes (43), and the upper end of the support rod is fixed on the hollow tube (41) at the top by a nut.
6. The method as claimed in claim 3, wherein the deformation sleeve (42) is a plastic sleeve or a cylindrical metal sheet having elasticity.
7. A method as claimed in claim 3, wherein in the third step, the continuous pressing device is maintained in pressing mode, after the sinking pipe is pressed into the pile hole, the detachable rod (44) is removed to allow the hollow pipes to approach each other, and the continuous pressing device presses down the top hollow pipe body (41) until the deformation sleeve (42) expands.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110671840.0A CN113322944B (en) | 2021-06-17 | 2021-06-17 | Pile grouting construction method for penetrating through underground water layer |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110671840.0A CN113322944B (en) | 2021-06-17 | 2021-06-17 | Pile grouting construction method for penetrating through underground water layer |
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| Publication Number | Publication Date |
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| CN113322944A CN113322944A (en) | 2021-08-31 |
| CN113322944B true CN113322944B (en) | 2022-10-14 |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105568962A (en) * | 2015-12-16 | 2016-05-11 | 重庆广播电视大学 | Novel self-feeding type porous grouting pile and grouting construction method thereof |
| CN105780761A (en) * | 2016-02-02 | 2016-07-20 | 王志耸 | Extrusion soil mass full-thread cast-in-place pile machine and pile forming method thereof |
| CN106351585A (en) * | 2016-10-27 | 2017-01-25 | 东南大学 | Hole collapse and shrinkage prevention bidirectional spiral extrusion and expansion drilling tool and construction technology thereof |
| CN211257107U (en) * | 2019-12-02 | 2020-08-14 | 广州市建筑科学研究院有限公司 | A installation device for bored concrete pile foundation pile warp measuring pipe |
| CN112523191A (en) * | 2020-12-30 | 2021-03-19 | 朱翠云 | Flood control pile foundation stone detection device |
-
2021
- 2021-06-17 CN CN202110671840.0A patent/CN113322944B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105568962A (en) * | 2015-12-16 | 2016-05-11 | 重庆广播电视大学 | Novel self-feeding type porous grouting pile and grouting construction method thereof |
| CN105780761A (en) * | 2016-02-02 | 2016-07-20 | 王志耸 | Extrusion soil mass full-thread cast-in-place pile machine and pile forming method thereof |
| CN106351585A (en) * | 2016-10-27 | 2017-01-25 | 东南大学 | Hole collapse and shrinkage prevention bidirectional spiral extrusion and expansion drilling tool and construction technology thereof |
| CN211257107U (en) * | 2019-12-02 | 2020-08-14 | 广州市建筑科学研究院有限公司 | A installation device for bored concrete pile foundation pile warp measuring pipe |
| CN112523191A (en) * | 2020-12-30 | 2021-03-19 | 朱翠云 | Flood control pile foundation stone detection device |
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| CN113322944A (en) | 2021-08-31 |
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