CN109989393A - Bored concrete pile and its pile crown breaking construction method - Google Patents
Bored concrete pile and its pile crown breaking construction method Download PDFInfo
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- CN109989393A CN109989393A CN201711492819.4A CN201711492819A CN109989393A CN 109989393 A CN109989393 A CN 109989393A CN 201711492819 A CN201711492819 A CN 201711492819A CN 109989393 A CN109989393 A CN 109989393A
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- pile
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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
- E02D5/223—Details of top sections of foundation piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D9/00—Removing sheet piles bulkheads, piles, mould-pipes or other moulds or parts thereof
- E02D9/005—Removing sheet piles bulkheads, piles, mould-pipes or other moulds or parts thereof removing the top of placed piles of sheet piles
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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
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The present invention relates to a kind of field of civil engineering, aiming at the problem that pile crown abolishes construction quality and inefficiency, provide a kind of bored concrete pile and its pile crown breaking construction method, the technical solution is as follows: bored concrete pile includes pile body, pile crown more than stake top absolute altitude and it is fixed on the intracorporal steel reinforcement cage of stake, the main reinforcement being arranged in pile crown in steel reinforcement cage main reinforcement loosens casing, steel reinforcement cage is equipped with the truncation hoop more than stake top absolute altitude, axially be embedded with perpendicular to pile body in pile crown it is several with truncation hoop close to it is closed at both ends and stretch out the split tube outside pile body, above-mentioned filling pile head restructuring bankrupt is as follows: (1) main reinforcement casing and blocking, installation truncation hoop；(2) pile body, pre-buried split tube are poured；(3) cushion cap excavation of foundation pit extracts truncation hoop；(4) impact splitting nozzle, cleaves pile crown；(5) it lifts by crane pile crown and stores.By pre-buried split tube to form weak spot, replace the drilling operating after excavating cushion cap, improves construction efficiency.
Description
Technical field
The present invention relates to field of civil engineering, and in particular to a kind of bored concrete pile and its pile crown breaking construction method.
Background technique
(punching) hole pouring pile is bored because of its reliable in quality, ground adaptability is strong, it is widely used in high building project,
And brill (punching) hole stake of skyscraper has diameter big, superfilled more feature；Therefore, major diameter bores the pile crown of (punching) hole stake pile foundation
Abolish an always problem.In present engineering construction, also manually abolished or human assistance is small-sized using traditional always substantially
Mechanical breaking is primarily present following problem:
1) traditional artificial restructuring bankrupt expends a large amount of manpower and material resources, large labor intensity, low efficiency.
2) traditional artificial restructuring bankrupt damages larger, part reinforcing bar buckling deformation to pile quality, pile body main reinforcement, and tension is strong
Degree is lower, and becomes the weak spot in earthquake, high-effect high-quality required by conventional method and present infrastructure development project
It is not inconsistent.
3) in conventional method portable pneumatic equipment it is huge tremble, noise and dust are harmful to the health of operating personnel,
It is unfavorable for the realization of green construction.
Therefore, efficient construction required by traditional drilled pile pile crown restructuring bankrupt and present infrastructure development project
Speed does not match that there are also improve space.
Summary of the invention
In view of the deficienciess of the prior art, the first object of the present invention is to provide a kind of bored concrete pile, it is broken with pile crown
Except high-efficient advantage.
To achieve the above object, the present invention provides the following technical scheme that
A kind of bored concrete pile, including pile body and it is fixed on the intracorporal steel reinforcement cage of stake, the pile body includes being located at stake top absolute altitude or more
Pile crown, the main reinforcement being arranged in pile crown in the main reinforcement of the steel reinforcement cage loosens casing, and the steel reinforcement cage is equipped with truncation
Hoop, the truncation hoop is located at stake top absolute altitude or more, is axially embedded with several split tubes perpendicular to pile body in the pile crown, described to split
Pipe and truncation hoop are split close to the split tube is closed at both ends and stretches out outside pile body.
By adopting the above technical scheme, casing is loosened by being arranged with the main reinforcement in pile crown in the main reinforcement of steel reinforcement cage, with
Interlayer is formed between main reinforcement and pile crown concrete, partition pile crown cuts section concrete to the bond stress of main reinforcement, so that pile crown is dug
Except section is easily removed and reduces the damage to pile body main reinforcement；By installing truncation hoop on steel reinforcement cage in cushion cap excavation of foundation pit
Afterwards, it taps dash area concrete and extracts truncation hoop, enclose groove surface to generate level one in section stake position, greatly improve and abolish stake top
Concrete cover construction efficiency；By pre-buried split tube, to occupy volume using split tube, so that pile body is generated by frame
Empty position at the nozzle of split tube to form weak spot, and split-point when as splitting pile crown may replace after excavating cushion cap
Drilling operating, improve construction efficiency；Since the nozzle of split tube easy to find outside split tube both ends stretching pile body is impacted,
Facilitate operation；It is closed at both ends due to split tube, it avoids cement and sandstone from pouring into split tube, guarantees the effect of split tube,
Improve stability.
Preferably, several split tubes intersect with the axis of pile body.
By adopting the above technical scheme, intersected due to split tube with the axis of pile body, so that split tube prolongs along the radial direction of pile body
It stretches, so that the vulnerable area of pile body extends to inside pile body, the effect of splitting pile crown is further increased, so that cleavage operations are more
It is easy, improves construction efficiency.
Preferably, several split tubes are uniformly distributed along the circumferential direction of pile body.
By adopting the above technical scheme, uniformly distributed along the circumferential direction of pile body due to split tube, so that split tube was formed on pile body
Weak part is evenly distributed, so that cleavage operations effect stability, guarantees construction efficiency.
Preferably, the truncation hoop includes wirerope and the casing that loosens being set in outside wirerope, described to loosen casing
It is interior to be filled with filler.
By adopting the above technical scheme, volume is occupied by filler, avoids loosening casing being squeezed and is deformed, guarantee to cut
The stability of disconnected hoop.
Preferably, it is PVC sponge tube that main ribs, which loosen casing, and the split tube is PVC hard plastic tube.
By adopting the above technical scheme, PVC sponge tube is used to loosen casing as main reinforcement with preferable elastic using it, so that
Poling, tube sealing are easy and convenient, reduce main reinforcement loosen casing occur piercing through and when be poured concrete casing shrink due to cause vertically
The case where direction resistance increases；Since PVC hard plastic tube has certain rigidity, concrete is avoided to flatten split tube when being poured, guaranteed
Split tube makes somebody a mere figurehead pile body to form the effect of weak spot, while using the lower characteristic of intensity of PVC hard plastic tube, so that splitting pile
When head, impact force can easily be smashed split tube, so that impact force is transferred on pile body to cleave, guarantee splitting effect,
Construction efficiency is improved, while PVC sponge tube and PVC hard plastic tube are low in cost, reduces construction cost.
Preferably, the split tube is 4cm longer than pile body diameter.
By adopting the above technical scheme, since split tube is than stake path length 4cm, so that after pile body concrete is flowed to two sides, also
It can be easily found at the nozzle of split tube, avoid concrete from flowing to close split tube nozzle, while avoid split tube too long
Lead to not be put into pile body mounting hole.
The second object of the present invention is to provide a kind of construction method for abolishing pouring pile head, high-efficient with pile crown is abolished
The advantages of.
A kind of pile crown breaking construction method of bored concrete pile, it is characterized in that: the following steps are included:
(1) it is arranged main reinforcement in main ribs to loosen casing and block, the truncation hoop is installed more than stake top absolute altitude；
(2) it is poured the pile body, it is straight greater than pile body along the pre-buried length in direction perpendicular to the pile body axis at stake top absolute altitude
The split tube of diameter, the split tube both ends are stretched out outside pile body and are closed；
(3) cushion cap foundation pit is excavated, the truncation hoop is extracted；
(4) nozzle of the split tube is impacted to cleave pile crown；
(5) it lifts by crane the pile crown and stores.
By adopting the above technical scheme, casing is loosened between main reinforcement and pile crown concrete by being arranged main reinforcement in main reinforcement
Interlayer is formed, partition pile crown cuts section concrete to the bond stress of main reinforcement, so that pile crown cuts section and is easily removed and reduces to stake
The damage of body main reinforcement and sound detecting pipe；By truncation hoop being installed more than stake top absolute altitude to tap yin after cushion cap excavation of foundation pit
Shadow part concrete simultaneously extracts truncation hoop, to cut the stake position generation circle groove surface of level one, greatly improves the concrete for abolishing stake top
The construction efficiency of protective layer；By pre-buried split tube, to occupy volume using split tube, so that pile body is generated by overhead position
With at the nozzle of split tube formed weak spot, as splitting pile crown when split-point, may replace excavate cushion cap after drillman
Sequence improves construction efficiency；Since the nozzle of split tube easy to find outside split tube both ends stretching pile body is impacted, facilitate behaviour
Make；It is closed at both ends due to split tube, it avoids cement and sandstone from pouring into split tube, guarantees the effect of split tube, improve steady
It is qualitative.
Preferably, it is added before step (5) after the step (4) and shakes separation pile crown step.
By adopting the above technical scheme, by shaking pile body to shake isolated pile crown, it is ensured that pile crown and reinforcing bar and
Concrete piles are kept completely separate.
Preferably, main reinforcement loosens and binds several flexible pieces outside casing in the step (1), and adjacent soft part loosens set along main reinforcement
The axially spaced 20cm-30cm of pipe.
By adopting the above technical scheme, being bound when main reinforcement loosens casing to avoid concrete vibrating by flexible piece leads to main reinforcement
It loosens casing to loosen, while main reinforcement being overcome to loosen the effect of casing itself and internal gas buoyancy, improve stability.
Preferably, split tube ties on steel reinforcement cage in the step (2).
By adopting the above technical scheme, it by tying split tube on steel reinforcement cage, to fix split tube and resist buoyancy, protects
Demonstrate,prove the precision of stability and split tube mounting height.
In conclusion the invention has the following advantages: casing is loosened by being arranged main reinforcement in main reinforcement, so that pile crown
Section is cut to be easily removed and reduce the damage to pile body main reinforcement；It is located at stake top mark specified location installation truncation hoop by steel reinforcement cage
To enclose groove surface cutting stake position generation level one, greatly improve and abolish stake top eminence concrete protective after extracting truncation hoop
The construction efficiency of layer；By pre-buried split tube to form weak spot, replace the drilling operating after excavating cushion cap, improves construction effect
Rate；Pile crown step is separated by shaking, it is ensured that pile crown is kept completely separate with reinforcing bar and concrete piles；Guarantee to cleave using PVC hard plastic tube
When impact force be easy to reach on pile body, while it is cheap, save construction cost；Overall technology difficulty is lower, hence it is evident that reduction is applied
It is easy to spread between working hour.
Detailed description of the invention
Fig. 1 is the technical process figure that filling pile head construction method is abolished in the present invention；
Fig. 2 is the overall structure diagram of bored concrete pile in the present invention；
Fig. 3 is the schematic diagram of internal structure of bored concrete pile in the present invention；
Fig. 4 is that the pile crown of bored concrete pile in the present invention lifts by crane the structural schematic diagram of state.
In figure: 1, pile body；11, pile crown；2, main reinforcement loosens casing；3, split tube；4, truncation hoop；41, casing is loosened；5, steel
Muscle cage；51, main reinforcement.
Specific embodiment
With reference to the accompanying drawings and embodiments, the present invention will be described in detail.
Embodiment one
A kind of bored concrete pile, referring to Fig. 2 and Fig. 3, including pile body 1 and the steel reinforcement cage being arranged in pile body 15, steel reinforcement cage 5 is parallel
Casing 2 is loosened in being arranged with main reinforcement in the axial main reinforcement 51 of pile body 1.
Referring to Fig. 3 and Fig. 4, pile body 1 includes the pile crown 11 more than stake top absolute altitude, and main reinforcement loosens casing 2 and is located at stake
In first 11, the bottom level that main reinforcement loosens casing 2 is consistent with the height of stake top absolute altitude, and the length that main reinforcement loosens casing 2 is greater than stake
First 11 height, main reinforcement, which loosens, is banded with several flexible piece (not shown)s on casing 2, flexible piece loosens casing 2 along main reinforcement
Axial distribution, adjacent flexible part interval 20cm-30cm.
It is PVC sponge tube that main reinforcement, which loosens casing 2, in the present embodiment, and flexible piece is tied rope in the present embodiment.
It is located at the above 10cm-15cm of stake top absolute altitude on steel reinforcement cage 5 and truncation hoop 4 is installed, truncation hoop 4 includes wirerope
It (not shown) and is set in outside wirerope and loosens casing 41, loosen in casing 41 filled with filler, truncation hoop 4
Around 51 outside of main reinforcement, one circle, which is arranged and is pressed on main reinforcement, loosens on casing 2, and truncation hoop 4 is tightened to be loosened on casing 2 in main reinforcement.
In the present embodiment, filler is fine sand.
It is located on truncation hoop 4 on steel reinforcement cage 5 and is embedded with split tube 3, split tube 3 is arranged radially along pile body 1 and tightens in steel
On muscle cage 5, split tube 3 two and is intersected on the axis of pile body totally, and two split tubes 3 are circumferential uniformly distributed along pile body 1, split tube 3
Length be greater than the diameter of pile body 1, the both ends of split tube 3 are stretched out outside pile body 1.
Split tube 3 is PVC hard plastic tube in the present embodiment.
Embodiment two
One kind abolishing filling pile head construction method, comprising:
1. material and facility
(1) material is as shown in table 1
1 main material of table is equipped with table
| Serial number | Title material | Specification | Remarks |
| 1 | PVC sponge casing | Wall thickness 10mm | |
| 2 | Fine sand | Filling is used | |
| 3 | Wirerope | Diameter is 16 or 18mm | |
| 4 | PVC hard plastic tube | Diameter is 20 or 25mm | It is used according to stake diameter size |
(2) plant is as shown in table 2
2 main mechanical table of table
| Serial number | Title | Model | Purposes |
| 1 | Pneumatic pick | It is selected according to stake diameter | Drill embedded hole |
| 2 | Crane | It is selected according to stake diameter | Lift by crane pile crown |
2. construction procedure:
Referring to Fig.1, comprising the following specific steps
S100, main reinforcement casing simultaneously block, installation truncation hoop.
It is specific: firstly, drilling in working region, to bore the operation dug to complete stake holes.
During stake holes is bored and dug, reinforcing bar is pricked into cage, stake top mark is then located in the main reinforcement for being parallel to pile body axial direction
Eminence draws colo(u)r streak mark, and then, upper main reinforcement is covered in the main reinforcement of steel reinforcement cage and loosens casing, main reinforcement loosens casing towards reinforcing bar
The end of cage is located at tag line, then binds main reinforcement by rope and loosens casing, main reinforcement loosens end of the casing far from steel reinforcement cage
Portion's bending simultaneously seals the both ends that main reinforcement loosens casing by adhesive tape.
In the present embodiment, main reinforcement loosens casing using PVC sponge tube, and main reinforcement loosen casing wall thickness need to guarantee 10mm with
On, with the preferable elasticity having using itself, so that poling, tube sealing are easy and convenient, and it is not easy to occur piercing through and because pouring
Casing shrink when building concrete and the case where lead to the increase of vertical resistance, not only protected main reinforcement, but also reduce the resistance of subsequent lifting pile crown
Power.
It need to be every in order to overcome main reinforcement to loosen the effect of casing itself and internal gas buoyancy, when rope binds main reinforcement
20cm-30cm binding is together.
The internal diameter that main reinforcement loosens casing is bigger than the outer diameter of main reinforcement, is inserted in preferably facilitating main reinforcement to loosen casing, together
When further pile crown is convenient for lift by crane.
After completing the installation that main reinforcement loosens casing, the installation of truncation hoop is carried out, truncation hoop loosens set by being arranged outside wirerope
It manages and fills fine sand in casing loosening to form, a circle, truncation on the outside of main reinforcement at the above 10cm of stake top absolute altitude are bound round in truncation
Hoop is connected to main reinforcement and loosens on the side wall of casing and tightened by tied silk, and 10cm length is reserved in the end of wirerope, in order to pull out
Out.
After completing truncation hoop installation, steel reinforcement cage is sunk to.
Main reinforcement loosens casing and the installation of truncation hoop can also be such that steel reinforcement cage not exclusively sinks to, stay when steel reinforcement cage is sunk to
It needs to cut the reinforcing bar of pile crown part out, carries out installation exercise, sink completely again after inspection.
S200, casting pile body, pre-buried split tube.
It is specific: during pouring pile body, to be located at pre-buried several split tubes, split tube axial direction and stake at stake top absolute altitude
Body it is radially consistent, split tube intersects on the axis of pile body, and split tube is uniformly distributed along the circumferential direction of pile body, and the length of split tube is greater than
Pile body diameter 4cm, and the center of split tube is located on the axis of pile body, split tube both ends are stretched out outside pile body.
Split tube is the thin PVC hard plastic tube of φ 30, split tube both ends seal closure and glue sealing, will be cleaved by iron wire
Pipe ties on steel reinforcement cage to fix split tube and resist buoyancy.
According to pile body diameter, selection specifically uses the quantity of split tube.
S300, cushion cap excavation of foundation pit extract truncation hoop.
It is specific: after the completion of split tube is pre-buried, when pile foundation intensity reaches 70%, to excavate cushion cap foundation pit.
In cushion cap Excavation Process, the main reinforcement being exposed at outside pile crown will be protected, and avoided damage to or be bent, to avoid shadow
It rings pile crown and abolishes operation.
After cushion cap excavation of foundation pit, expose pile crown, taps dash area concrete with iron hammer, then driven using wirerope, extracted
Truncation hoop, i.e., it can be seen that forming level one on pile body encloses groove surface, which cuts stake position.
S400, impact splitting nozzle, cleave pile crown.
It is specific: after extracting truncation hoop, to find the nozzle of split tube, impact nozzle directly with pneumatic pick to cleave pile crown.
S500, lifting pile crown are simultaneously stored.
It is specific: to drill, drill circumferentially equal along pile crown along pile crown diametrical direction in the same level on pile crown side wall
Then cloth has installed hanging piece, hang up properly wirerope on playing hanging piece, by loop wheel machine vertical lifting pile crown, pile crown concrete is integrally hung out
Foundation pit is simultaneously placed on the pile crown storage space preset, and concentration is transported.
Rise hanging piece drill rod can be used, can also when pouring pile body pre-buried hanging ring.
It is added after S400, before S500 and shakes separation pile body step.
It is specific: using hydraulic device horizontal direction top chisel one circle, isolated pile crown is shaken, it is ensured that pile crown with
Reinforcing bar and concrete piles are kept completely separate.
Since split tube is PVC hard plastic tube, when so that pneumatic pick impacting split tube, split tube is easily broken, and avoids split tube
The excessively high impact energy to absorb pneumatic pick of intensity.
It is cheap by using PVC hard plastic tube and PVC sponge tube, reduce construction cost.
Whole construction process is simple, and operating efficiency is higher and easy to spread.
The above is only a preferred embodiment of the present invention, protection scope of the present invention is not limited merely to above-mentioned implementation
Example, all technical solutions belonged under thinking of the present invention all belong to the scope of protection of the present invention.It should be pointed out that for the art
Those of ordinary skill for, several improvements and modifications without departing from the principles of the present invention, these improvements and modifications
It should be regarded as protection scope of the present invention.
Claims (10)
1. a kind of bored concrete pile, it is characterized in that: including pile body (1) and the steel reinforcement cage (5) being fixed in pile body (1), the pile body
(1) include the pile crown (11) for being located at stake top absolute altitude or more, be arranged in the main reinforcement (51) of the steel reinforcement cage (5) positioned at pile crown (11)
Interior main reinforcement loosens casing (2), and the steel reinforcement cage (5) is equipped with truncation hoop (4), the truncation bind round (4) be located at stake top absolute altitude with
On, it is axially embedded with several split tubes (3) in the pile crown (11) perpendicular to pile body (1), the split tube (3) and truncation are bound round
(4) close to the split tube (3) is closed at both ends and stretches out pile body (1) outside.
2. bored concrete pile according to claim 1, it is characterized in that: the axis phase of several split tubes (3) and pile body (1)
It hands over.
3. bored concrete pile according to claim 2, it is characterized in that: several split tubes (3) are circumferentially uniformly distributed along pile body (1).
4. bored concrete pile according to claim 3, it is characterized in that: truncation hoop (4) includes wirerope and is set in steel
Loosening casing (41) outside cord, it is described to loosen in casing (41) filled with filler.
5. bored concrete pile according to claim 1 to 4, it is characterized in that: it is PVC sponge that main ribs, which loosen casing (2),
Pipe, the split tube (3) are PVC hard plastic tube.
6. bored concrete pile according to claim 5, it is characterized in that: the split tube (3) is 4cm longer than pile body (1) diameter.
7. the pile crown breaking construction method of bored concrete pile as described in claim 1-6 is any, it is characterized in that: the following steps are included:
(1) it is arranged main reinforcement in main ribs to loosen casing and block, the truncation hoop is installed more than stake top absolute altitude；
(2) it is poured the pile body, it is straight greater than pile body along the pre-buried length in direction perpendicular to the pile body axis at stake top absolute altitude
The split tube of diameter, the split tube both ends are stretched out outside pile body and are closed；
(3) cushion cap foundation pit is excavated, the truncation hoop is extracted；
(4) nozzle of the split tube is impacted to cleave pile crown；
(5) it lifts by crane the pile crown and stores.
8. the pile crown breaking construction method of bored concrete pile according to claim 7, it is characterized in that: after the step (4)
It is added before step (5) and shakes separation pile crown step.
9. the pile crown breaking construction method of bored concrete pile according to claim 8, it is characterized in that: main reinforcement in the step (1)
It loosens and binds several flexible pieces outside casing, adjacent soft part loosens the axially spaced 20cm-30cm of casing along main reinforcement.
10. the pile crown breaking construction method of bored concrete pile according to claim 9, it is characterized in that: splitting in the step (2)
Pipe ties on steel reinforcement cage.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711492819.4A CN109989393A (en) | 2017-12-30 | 2017-12-30 | Bored concrete pile and its pile crown breaking construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711492819.4A CN109989393A (en) | 2017-12-30 | 2017-12-30 | Bored concrete pile and its pile crown breaking construction method |
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| Publication Number | Publication Date |
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| CN109989393A true CN109989393A (en) | 2019-07-09 |
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ID=67111571
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|---|---|---|---|
| CN201711492819.4A Pending CN109989393A (en) | 2017-12-30 | 2017-12-30 | Bored concrete pile and its pile crown breaking construction method |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110700259A (en) * | 2019-11-06 | 2020-01-17 | 陕西建工第八建设集团有限公司 | Breaking device and method for breaking super-poured concrete of underground continuous wall in advance |
| CN113123339A (en) * | 2021-04-30 | 2021-07-16 | 南京农业大学 | Quick breaking structure for super-grouting part of pile top of cast-in-place pile |
| CN113174953A (en) * | 2021-04-30 | 2021-07-27 | 珠海君豪岩土科技有限公司 | Pretreatment structure of super-grouting part of pile top of cast-in-place pile |
| CN110700259B (en) * | 2019-11-06 | 2024-05-31 | 陕西建工第八建设集团有限公司 | Device and method for advanced breaking of underground diaphragm wall superfilling concrete |
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| JP2014095254A (en) * | 2012-11-12 | 2014-05-22 | Haseko Corp | Pile head treatment method for cast-in-place pile |
| CN106400802A (en) * | 2016-08-24 | 2017-02-15 | 中交公局厦门工程有限公司 | Integral quick lifting method for pile head of drilled pile during pre-embedding and drilling-free ring-cutting |
| CN106592591A (en) * | 2017-01-23 | 2017-04-26 | 中交三公局第工程有限公司 | Drilling pile head overall removal construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2014095254A (en) * | 2012-11-12 | 2014-05-22 | Haseko Corp | Pile head treatment method for cast-in-place pile |
| CN106400802A (en) * | 2016-08-24 | 2017-02-15 | 中交公局厦门工程有限公司 | Integral quick lifting method for pile head of drilled pile during pre-embedding and drilling-free ring-cutting |
| CN106592591A (en) * | 2017-01-23 | 2017-04-26 | 中交三公局第工程有限公司 | Drilling pile head overall removal construction method |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110700259A (en) * | 2019-11-06 | 2020-01-17 | 陕西建工第八建设集团有限公司 | Breaking device and method for breaking super-poured concrete of underground continuous wall in advance |
| CN110700259B (en) * | 2019-11-06 | 2024-05-31 | 陕西建工第八建设集团有限公司 | Device and method for advanced breaking of underground diaphragm wall superfilling concrete |
| CN113123339A (en) * | 2021-04-30 | 2021-07-16 | 南京农业大学 | Quick breaking structure for super-grouting part of pile top of cast-in-place pile |
| CN113174953A (en) * | 2021-04-30 | 2021-07-27 | 珠海君豪岩土科技有限公司 | Pretreatment structure of super-grouting part of pile top of cast-in-place pile |
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