CN113605378A - Construction method of non-pull-out type half-sleeve retaining wall cast-in-situ bored pile - Google Patents
Construction method of non-pull-out type half-sleeve retaining wall cast-in-situ bored pile Download PDFInfo
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- CN113605378A CN113605378A CN202110932698.0A CN202110932698A CN113605378A CN 113605378 A CN113605378 A CN 113605378A CN 202110932698 A CN202110932698 A CN 202110932698A CN 113605378 A CN113605378 A CN 113605378A
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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
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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
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
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- Engineering & Computer Science (AREA)
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- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a construction method of a non-pull-out type half-sleeve retaining wall cast-in-situ bored pile. And moving the full-slewing drilling machine to enter the next pile foundation sleeve for construction. Meanwhile, soil is backfilled in the sleeve to the elevation of the terrace so as to prevent piping. And (4) the positive and negative circulation drilling machine enters the field, and a mud wall protection drilling process is adopted to drill a hole in the sleeve until the elevation of the pile bottom is designed. And (3) emptying, lowering a reinforcement cage and pouring concrete underwater under the assistance of a forward and reverse circulation drilling machine, so that the construction of the non-pull-out type half-sleeve retaining wall cast-in-situ bored pile is completed. Compared with the traditional cast-in-situ bored pile process, the method greatly reduces the influence on peripheral disturbance, and furthest reduces the influence on tunnels between subways.
Description
Technical Field
The invention relates to the technical field of cast-in-situ bored pile construction, in particular to a construction method of a non-pull-out type half-sleeve retaining wall cast-in-situ bored pile.
Background
The traditional cast-in-situ bored pile is formed by leveling the ground, drilling the mud retaining wall on the ground by a forward (backward) circulating drilling machine, placing a reinforcement cage into the hole, and pouring underwater concrete to form the pile. By adopting the traditional machine and process, the disturbance to the peripheral underground soil body is generated, and particularly, the influence to a greater degree is generated near the tunnel adjacent to the subway interval, so that the requirement of the deformation limit value of the tunnel adjacent to the subway interval cannot be met. In recent years, a full-casing full-rotation cast-in-situ bored pile construction process is provided, wherein a full-rotation drilling machine is adopted in the whole process, a steel casing pipe is rotated by 360 degrees to downwards cut a soil layer, the downward feeding of a full-pile long retaining wall casing pipe is realized by combining grab bucket or rotary digging soil taking in the casing pipe, and then reinforced concrete construction is carried out. The process has good pore-forming stability and safety because of the whole protective wall of the steel sleeve. However, this process is not perfect, and the casing feeding is increased with the depth due to the following of the full pile length casing, so that the difficulty and cost are greatly increased. If in order to save cost, a recoverable complete casing pipe cast-in-place pile process is adopted, namely, after concrete pouring is finished, casing pipes are pulled out and recovered in sections, the pulling-out process can affect tunnels between subways, a full-rotary drilling machine occupies all the time in the whole process, the full-rotary drilling machine is large in size, high in leasing cost, slow in moving and low in overall construction efficiency.
Disclosure of Invention
Aiming at the problems in the prior art, the invention provides a construction method of a non-pull-out type half-casing retaining wall cast-in-situ bored pile with reasonable design.
The technical scheme of the invention is as follows:
a construction method of a non-pull-out type half-sleeve retaining wall cast-in-situ bored pile is characterized by comprising the following steps:
1) measuring the coordinates of the pile center by using a total station, backfilling the flat ground, and releasing the coordinates of the pile position by using the total station; in order to facilitate the in-place centering operation of the full-slewing drilling machine, a bearing walkway plate is paved on the soil around the pile head;
2) adjusting the level and the verticality of the drilling machine to ensure that the center of a steel sleeve arranged on the drilling machine is consistent with the center of the positioned pile, fixing the full-slewing drilling machine above the center of the pile, and connecting the full-slewing drilling machine with a power station and an operation room; then a reaction frame is installed, one end of the reaction frame is connected with the full-slewing drilling machine, the other end of the reaction frame is stopped by a crawler crane, a crawler of the crawler crane presses the reaction frame, and the reaction frame is used for preventing the machine from twisting in the process of slewing drilling of the full-slewing drilling machine;
3) after the full slewing drilling machine is in place, a first section of steel sleeve can be installed, after the first section of steel sleeve is installed, the verticality should be retested, the verticality is retested and fixed or an observation verticality instrument is used, and drilling can be started after the requirements are met;
4) pressing a first section of steel sleeve while rotating, wherein the pressing depth is 3.5-5m, soil is not suitable to be taken in the pressing process, the first section of steel sleeve is pressed into the soil, the distance between the top of the first section of steel sleeve and the ground is 1.5-2.0m, then splicing a second section of steel sleeve, and simultaneously detecting the verticality of the steel sleeve and correcting the deviation in time; the resistance is gradually increased in the drilling process, when the steel sleeve is difficult to rotate and press down, the soil is taken out by adopting a grab bucket method or a water flushing method, and the steel sleeve is pressed down and taken out in such a repeated cycle;
5) pressing the steel sleeve into the position which is at least 5 meters below the elevation of the bottom of the tunnel in the subway section, pressing a mucky soil layer into the position to form a steel sleeve dado pore-forming hole, backfilling silt into the steel sleeve to the elevation of the floor to prevent the occurrence of a flooding phenomenon, and finishing the construction of the steel sleeve;
6) leveling the field around the pile, cleaning up obstacles, and entering the field by a positive and negative circulation drilling machine;
7) the drill bit of the positive and negative circulation drilling machine is the same as the designed pile diameter, and the specific gravity of the slurry is preferably less than 1.20 during drilling; the elevation of the slurry level in the hole is required to be higher than the underground water level by more than 1 meter and higher than the stable interface of the hole wall;
8) when the pile hole is drilled to the designed depth of the hole bottom, hole cleaning is carried out for the first time within 500mm of the hole bottom, the manufactured reinforcement cage is placed in a segmented mode after the hole cleaning is completed, the front section and the rear section of the reinforcement cage adopt a welding process, concrete cushion blocks need to be arranged on the periphery of the reinforcement cage, and the reinforcement cage can be firmly fixed after being hung;
9) after the steel bar cage and the guide pipe are arranged and installed in the secondary hole cleaning process, the specific gravity of slurry after hole cleaning is less than 1.20, and the thickness of sediment at the bottom of the hole is not more than 50 mm;
10) when the concrete is poured, the distance from the bottom of the conduit to the bottom of the hole is generally 300-; then the guide pipe is lifted along with pouring, the depth of the guide pipe embedded in the concrete surface is preferably 3.0-6.0 m, one-time pipe lifting in the lifting process of the guide pipe is not more than 6m, the guide pipe is always embedded in the concrete in the pouring process for continuous pouring, the construction is finished after the pile is poured to the elevation of 1.3-1.5 m of the pile top, and the filling coefficient of the concrete of the pile body is controlled to be 1-1.2.
The construction method of the non-pull-out type half-sleeve retaining wall bored pile is characterized in that the full-slewing drilling machine is provided with a disposable steel sleeve, the full-slewing drilling machine drives the steel sleeve to rotate, cut, drill and sink, soil is separated, and side friction resistance of the pile is reduced; the thickness of the disposable steel sleeve is generally 20mm, the thickness of the disposable steel sleeve can be increased by 10mm at the position 50cm away from the bottom, 14-21 serrated titanium alloy cutter heads are embedded at the bottom end, and the steel sleeve is driven by a rotary driving device to rotate and pressurize for 360 degrees for undercutting.
The construction method of the non-pull-out type half-sleeve retaining wall cast-in-situ bored pile is characterized in that a 30-degree bevel chamfer is made in advance on the outer side of the joint of the steel sleeve, the joint of the connecting sleeve is smooth, and full-weld welding is adopted to achieve smooth and full weld.
The construction method of the non-pull-out type half-sleeve retaining wall cast-in-situ bored pile is characterized in that the length of each section of the steel sleeve is 8-12 meters, preferably 10 meters, and the length is matched in advance according to the driving depth.
The construction method of the non-pull-out type half-sleeve retaining wall cast-in-situ bored pile is characterized in that after the secondary hole cleaning is finished, the elevation of the water level in the hole is higher than the elevation of the underground water level, underwater concrete is poured in 30 minutes, and the strength grade is preferably C35 or above.
The invention has the beneficial effects that: compared with the traditional cast-in-situ bored pile process, the invention greatly reduces the influence on peripheral disturbance, and reduces the influence on the tunnel between subways to the maximum extent; in addition, the invention greatly reduces the cost of the cast-in-place pile without recycling the full casing wall protection, has higher construction efficiency, has less disturbance to the cast-in-place pile and reduces the cost.
Drawings
FIG. 1 is a schematic view of the step 1) construction of the present invention;
FIG. 2 is a schematic view of the step 2) construction of the present invention;
FIG. 3 is a schematic view of the step 3) construction of the present invention;
FIG. 4 is a schematic view of the step 4) pressing construction of the present invention;
FIG. 5 is a schematic view of the soil borrowing construction in step 4) of the present invention;
FIG. 6 is a schematic diagram of steel sleeve splicing construction in step 4) of the invention;
FIG. 7 is a construction diagram of step 5) of pressing the steel sleeve into a designed depth according to the invention;
FIG. 8 is a schematic diagram of the construction of backfilling silt in the steel sleeve in step 5) of the invention;
FIG. 9 is a schematic view of the soil borrowing construction in step 6) of the present invention;
FIG. 10 is a schematic view of the step 7, 8) construction of the present invention;
FIG. 11 is a schematic view of the step 9) construction of the present invention;
FIG. 12 is a schematic view of the step 10) of the method of the present invention for constructing a catheter;
FIG. 13 is a schematic view of the step 10) of pouring concrete according to the present invention.
Detailed Description
The invention is further described below with reference to the accompanying drawings.
As shown in fig. 1-13, a construction method of a non-pull-out type half-casing retaining cast-in-situ bored pile adopts full-rotation steel casing follow-up construction, and a steel casing is inserted once in a certain depth of a subway protection range in a spinning manner without pulling out.
And moving the full-slewing drilling machine to enter the next pile foundation sleeve for construction. Meanwhile, soil is backfilled in the sleeve to the elevation of the terrace so as to prevent piping.
And (3) a positive (negative) circulation drilling machine enters a field, and a mud wall protection drilling process is adopted to drill a hole in the sleeve until the elevation of the pile bottom is designed.
And (3) emptying, putting a reinforcement cage and pouring concrete underwater under the assistance of a forward (backward) circulating drilling machine, thus finishing the construction of the non-pull-out type half-sleeve retaining wall drilling cast-in-place pile.
Example (b):
1) measuring the coordinates of the pile center by using a total station, backfilling the flat ground, and releasing the coordinates of the pile position by using the total station; in order to facilitate the positioning and centering operation of the full slewing drilling machine, a walkway plate which can bear enough weight must be laid on the soil around the pile head.
2) Moving and positioning a full-slewing drilling machine: adjusting the level and the verticality of the drilling machine to ensure that the center of a steel sleeve arranged on the drilling machine is consistent with the center of the positioned obstacle pile, fixing the full-slewing drilling machine above the center of the pile, and connecting the full-slewing drilling machine with a power station and an operation room; and a reaction frame is installed, one end of the reaction frame is connected with the full-slewing drilling machine, the other end of the reaction frame is stopped by a crawler crane, the crawler crane presses the reaction frame, the reaction frame has the function of preventing the machine from twisting in the slewing drilling process of the drilling machine, and the crawler crane can be used for installing a steel sleeve and clearing obstacles.
3) After the full slewing drilling machine is in place, a first section of steel sleeve can be installed, after the first section of steel sleeve is installed, the verticality should be retested, the verticality is retested and fixed or an observation verticality instrument is used, and drilling can be started after the requirements are met.
The full slewing drilling machine is provided with a disposable steel sleeve, the full slewing drilling machine drives the steel sleeve to rotate, cut, drill and sink, soil is separated, and side friction resistance of the pile is reduced. The thickness of the disposable steel sleeve is generally 20mm, the thickness of the disposable steel sleeve can be increased by 10mm at the position 50cm away from the bottom, 14-21 serrated titanium alloy cutter heads are embedded at the bottom end, and the disposable steel sleeve is rotated and pressurized by 360 degrees by the steel sleeve to be undercut under the drive of a rotation driving device of a full-slewing drilling machine.
4) Pressing a first section of steel sleeve while rotating, wherein the pressing depth is 3.5-5m, and soil is not suitable to be taken out in the pressing process; pressing the first section of steel sleeve into the soil with a distance of 1.5-2.0m to the ground, splicing a second section of steel sleeve (30-degree chamfer welding for convenient pipe connection), detecting the verticality of the steel sleeve and correcting the deviation in time; the length of each section of the steel sleeve is about 10 meters, and the length is matched in advance according to the driving depth; the resistance is gradually increased in the drilling process, when the sleeve is difficult to rotate and press down, a grab bucket method or a water flushing method is adopted to take soil (tap water is adopted by water, underground water cannot be adopted by water), and the sleeve is pressed down and taken soil in a repeated circulation manner.
5) And pressing the steel sleeve into the position 5m below the elevation of the tunnel bottom of the subway interval or the designed depth (the steel sleeve is suitable for penetrating a mucky soil layer) to form a steel sleeve protecting wall for forming a hole, backfilling silt in the steel sleeve, preventing the occurrence of phenomena such as flooding and the like, and finishing the construction of the steel sleeve.
6) And (3) flattening the field within 10m of the periphery of the pile, cleaning the barrier, and entering the field by a positive (negative) circulation drilling machine.
7) The drill bit of the positive (negative) circulation drilling machine is the same as the designed pile diameter, the specific gravity of the slurry is preferably less than 1.20 during drilling, and the liquid level elevation of the slurry in the hole is required to be higher than the underground water level by more than 1 meter and higher than the stable interface of the hole wall.
8) When a pile hole is drilled to the designed depth of the bottom of the hole, the hole is cleaned for the first time within 500mm of the bottom of the hole, the manufactured reinforcement cage is placed in a segmented mode after the pile hole is completed, a welding process is adopted for the front section and the rear section, concrete cushion blocks need to be arranged on the periphery of the reinforcement cage, and the reinforcement cage can be firmly fixed after the pile hole is lifted and placed (for a cast-in-place pile with a pile end and post-grouting guide pipes and grouting valves are symmetrically arranged along the circumference of the reinforcement cage, the post-grouting guide pipes are steel pipes and are directly connected to the bottom of the pile).
9) And cleaning the holes for the second time after the steel reinforcement cage and the guide pipe are arranged. The specific gravity of the slurry after hole cleaning is less than 1.20, and the thickness of sediment at the bottom of the hole is not more than 50 mm; after the hole is cleaned, the water level elevation in the hole is higher than the underground water level elevation, underwater concrete is poured in the hole within 30 minutes, and the strength grade is preferably C35 or above.
10) When the concrete is poured, the distance from the bottom of the conduit to the bottom of the hole is generally 300-500 mm; the initial concrete pouring amount is to ensure that the depth of the conduit in the concrete after pouring is not less than 1.0 m; then the guide pipe is lifted along with pouring, the depth of the guide pipe embedded in the concrete surface is preferably 3.0-6.0 m, the length of the guide pipe in one-time pipe lifting process cannot exceed 6m, and the guide pipe is always embedded in the concrete in the pouring process for continuous pouring; after the pile is poured to the height of 1.3-1.5 m, the construction is finished, and the filling coefficient of the pile body concrete is controlled to be about 1.1.
Claims (5)
1. A construction method of a non-pull-out type half-sleeve retaining wall cast-in-situ bored pile is characterized by comprising the following steps:
1) measuring the coordinates of the pile center by using a total station, backfilling the flat ground, and releasing the coordinates of the pile position by using the total station; in order to facilitate the in-place centering operation of the full-slewing drilling machine, a bearing walkway plate is paved on the soil around the pile head;
2) adjusting the level and the verticality of the drilling machine to ensure that the center of a steel sleeve arranged on the drilling machine is consistent with the center of the positioned pile, fixing the full-slewing drilling machine above the center of the pile, and connecting the full-slewing drilling machine with a power station and an operation room; then a reaction frame is installed, one end of the reaction frame is connected with the full-slewing drilling machine, the other end of the reaction frame is stopped by a crawler crane, a crawler of the crawler crane presses the reaction frame, and the reaction frame is used for preventing the machine from twisting in the process of slewing drilling of the full-slewing drilling machine;
3) after the full slewing drilling machine is in place, a first section of steel sleeve can be installed, after the first section of steel sleeve is installed, the verticality should be retested, the verticality is retested and fixed or an observation verticality instrument is used, and drilling can be started after the requirements are met;
4) pressing a first section of steel sleeve while rotating, wherein the pressing depth is 3.5-5m, soil is not suitable to be taken in the pressing process, the first section of steel sleeve is pressed into the soil, the distance between the top of the first section of steel sleeve and the ground is 1.5-2.0m, then splicing a second section of steel sleeve, and simultaneously detecting the verticality of the steel sleeve and correcting the deviation in time; the resistance is gradually increased in the drilling process, when the steel sleeve is difficult to rotate and press down, the soil is taken out by adopting a grab bucket method or a water flushing method, and the steel sleeve is pressed down and taken out in such a repeated cycle;
5) pressing the steel sleeve into the position which is at least 5 meters below the elevation of the bottom of the tunnel in the subway section, pressing a mucky soil layer into the position to form a steel sleeve dado pore-forming hole, backfilling silt into the steel sleeve to the elevation of the floor to prevent the occurrence of a flooding phenomenon, and finishing the construction of the steel sleeve;
6) leveling the field around the pile, cleaning up obstacles, and entering the field by a positive and negative circulation drilling machine;
7) the drill bit of the positive and negative circulation drilling machine is the same as the designed pile diameter, and the specific gravity of the slurry is preferably less than 1.20 during drilling; the elevation of the slurry level in the hole is required to be higher than the underground water level by more than 1 meter and higher than the stable interface of the hole wall;
8) when the pile hole is drilled to the designed depth of the hole bottom, hole cleaning is carried out for the first time within 500mm of the hole bottom, the manufactured reinforcement cage is placed in a segmented mode after the hole cleaning is completed, the front section and the rear section of the reinforcement cage adopt a welding process, concrete cushion blocks need to be arranged on the periphery of the reinforcement cage, and the reinforcement cage can be firmly fixed after being hung;
9) after the steel bar cage and the guide pipe are arranged and installed in the secondary hole cleaning process, the specific gravity of slurry after hole cleaning is less than 1.20, and the thickness of sediment at the bottom of the hole is not more than 50 mm;
10) when the concrete is poured, the distance from the bottom of the conduit to the bottom of the hole is generally 300-; then the guide pipe is lifted along with pouring, the depth of the guide pipe embedded in the concrete surface is preferably 3.0-6.0 m, one-time pipe lifting in the lifting process of the guide pipe is not more than 6m, the guide pipe is always embedded in the concrete in the pouring process for continuous pouring, the construction is finished after the pile is poured to the elevation of 1.3-1.5 m of the pile top, and the filling coefficient of the concrete of the pile body is controlled to be 1-1.2.
2. The construction method of the non-pulling out type half casing retaining wall bored pile as claimed in claim 1, wherein the full slewing drilling machine is equipped with a disposable steel casing, the full slewing drilling machine drives the steel casing to rotate, cut and drill to sink, the soil body is separated, and the side friction of the pile is reduced; the thickness of the disposable steel sleeve is generally 20mm, the thickness of the disposable steel sleeve can be increased by 10mm at the position 50cm away from the bottom, a saw 14-21 dentate titanium alloy cutter heads are embedded at the bottom end, and the steel sleeve is rotated and pressurized for 360 degrees for undercutting under the driving of a rotary driving device.
3. The construction method of the non-pull-out type half casing retaining wall bored pile according to claim 1, wherein a 30-degree bevel chamfer is made in advance on the outer side of the steel casing joint, the joint of the connecting casing is smooth, and full welding is adopted to achieve smooth and full welding seams.
4. The construction method of the non-pull-out type half casing wall-protecting cast-in-situ bored pile according to claim 1, wherein the length of each section of the steel casing is 8-12 m, and the length is matched in advance according to the driving depth.
5. The construction method of the non-pull-out type half casing retaining bored pile according to claim 1, wherein after the second hole cleaning, the water level elevation in the hole is higher than the ground water level elevation, and underwater concrete is poured in 30 minutes, preferably with a strength grade of C35 or above.
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|---|---|---|---|
| CN202110932698.0A CN113605378A (en) | 2021-08-13 | 2021-08-13 | Construction method of non-pull-out type half-sleeve retaining wall cast-in-situ bored pile |
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| CN202110932698.0A CN113605378A (en) | 2021-08-13 | 2021-08-13 | Construction method of non-pull-out type half-sleeve retaining wall cast-in-situ bored pile |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114753366A (en) * | 2022-04-07 | 2022-07-15 | 中铁二十二局集团有限公司 | Combined pulling construction method for cast-in-situ bored pile |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB8300058D0 (en) * | 1982-01-22 | 1983-02-09 | Cementation Frankipile Ltd | Piles |
| CN106978807A (en) * | 2017-03-10 | 2017-07-25 | 浙江大学城市学院 | Existing bridge pile pulling device and construction method are passed through by a kind of weak soil shield driving area |
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2021
- 2021-08-13 CN CN202110932698.0A patent/CN113605378A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB8300058D0 (en) * | 1982-01-22 | 1983-02-09 | Cementation Frankipile Ltd | Piles |
| CN106978807A (en) * | 2017-03-10 | 2017-07-25 | 浙江大学城市学院 | Existing bridge pile pulling device and construction method are passed through by a kind of weak soil shield driving area |
Non-Patent Citations (2)
| Title |
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| 彭琴: "钻孔灌注桩气举反循环清渣施工工艺", 《公路与汽运》 * |
| 许金星: "全套管旋挖钻孔灌注桩在临近地铁线路施工中的应用", 《现代物业(中旬刊)》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114753366A (en) * | 2022-04-07 | 2022-07-15 | 中铁二十二局集团有限公司 | Combined pulling construction method for cast-in-situ bored pile |
| CN114753366B (en) * | 2022-04-07 | 2024-01-02 | 中铁二十二局集团有限公司 | Combined pulling-out construction method for bored pile |
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