CN104452746A - Construction method for bored pile - Google Patents
Construction method for bored pile Download PDFInfo
- Publication number
- CN104452746A CN104452746A CN201310438424.1A CN201310438424A CN104452746A CN 104452746 A CN104452746 A CN 104452746A CN 201310438424 A CN201310438424 A CN 201310438424A CN 104452746 A CN104452746 A CN 104452746A
- Authority
- CN
- China
- Prior art keywords
- pile
- pipe
- slip casting
- grouting
- cement paste
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
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Classifications
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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
- E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes 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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes
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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
Abstract
The invention discloses a construction method for a bored pile. After a steel reinforcement cage is put in a soil mass borehole, concrete pouring is conducted on the steel reinforcement cage; clear water splitting is conducted on a pile end grouting pipe and a pile side grouting pipe 7-8 hours after pouring is conducted; after the concrete is set, cement slurry is grouted into the pile side grouting pipe first and then is injected in the pile end grouting pipe through a grouting pump, the grouting pressure is controlled to be 1.5-1.8 MPa, the grouting flow is controlled to be 30-40 L/min, the cement slurry is made to naturally seep into periphery soil mass, and cement slurry grouting is stopped when the pump pressure value of the grouting pump reaches 2 Mpa and the load is kept for 3 min. According to the construction method for the bored pile, the grouting pipes are used for grouting the cement slurry into the pile bottom and the pile side, pile bottom sediment and pile side mud cakes are eliminated, the strength of the pile bottom and the pile side soil mass is improved, so that the bonding force of the soil mass on the periphery of the pile is increased, the strength of a pile body is reinforced, finally, the bearing capability of the bored pile is improved, and the sediment amount of the bored pile is reduced.
Description
Technical field
The invention belongs to building pile foundation technical field, particularly relate to a kind of construction method of bored pile.
Background technology
The bored pile of single technique, due to the inherent shortcoming of pore-forming technique, easily causes the hidden danger such as pile bottom sediment and all mud films of stake.For this reason, human hair was had to understand the pile end grouting construction method of bored pile afterwards, when this construction method is pile at the bottom of stake preset grouting pipeline and grouting device, reach after some strength until pile body, by grouting pipeline, utilize high-pressure injection pump pressure injection to take cement as the slurries of host, sediment at the bottom of hole is cured, thus eliminate traditional construction process of bored concrete pile inherent shortcoming, reach the bearing capacity, the minimizing settling amount that improve stake.But this construction method is only carry out slip casting at stake end, cannot eliminate a side mud film, the intensity of Pile side soil body cannot improve.
Summary of the invention
The bored pile construction method that technical problem to be solved by this invention is to provide can be eliminated a side mud film, improve Pile side soil body intensity, to overcome the deficiency that prior art exists.
In order to solve the problems of the technologies described above, the present invention adopts following technical scheme:
A kind of construction method of filling post of holing, it is characterized in that: be prefabricated with the pile end grouting pipe extending beyond reinforcing cage bottom from top in reinforcing cage side and extend to the slip casting around pile pipe of different level position, reinforcing cage side from top, the bottom of described pile end grouting pipe is provided with stake end unidirectional grout valve, described slip casting around pile pipe bottom is connected with the annular pile side slurry casting machine around reinforcing cage, described annular pile side slurry casting machine is distributed with towards the stake side unidirectional grout valve in the outer direction of stake;
Described reinforcing cage carries out concreting to reinforcing cage after entering soil body boring; Build rear 7-8 hour to pile end grouting pipe and slip casting around pile pipe carry out respectively clear water splitting make pile end grouting pipe and slip casting around pile pipe through; After concrete setting, mudjack is utilized first to inject cement paste to slip casting around pile pipe, cement paste is injected again to pile end grouting pipe, grouting pressure controls at 1.5-1.8MPa, flow rate of grouting controls at 30-40L/min, cement paste is infiltrated in surrounding soil naturally, when the pump pressure value of mudjack reaches 2Mpa and holds lotus 3min stopping injection cement paste.
Described is first inject cement paste to the slip casting around pile pipe extending to low elevation location to slip casting around pile pipe injection cement paste, then injects cement paste to the slip casting around pile pipe extending to high elevation location.
Describedly inject cement paste to slip casting around pile pipe and be no less than 2 hours with the interval time of injecting cement paste to pile end grouting pipe.
Described stake end unidirectional grout valve is for process four groups of spray-holes in pile end grouting pipe bottom, and often group is at same cross-sectional distribution four spray-holes, cross section spacing 100mm, carries out pipe in advance and dresses outside, block described spray-hole to spray-hole.
In the specific embodiment of the invention, pile end grouting pipe has two, is arranged symmetrically on reinforcing cage.
The water/binder ratio of described cement paste is 0.55, and mixing time is no less than 2 minutes, re-uses after using the filter screen of 3mm × 3mm to filter.
Should basset in the aperture, upper end of described pile end grouting pipe and slip casting around pile pipe after reinforcing cage enters the soil body.
Described pile end grouting pipe and slip casting around pile pipe are iron pipe; Described ring-like slip casting around pile device is ring-like high pressure resistant flexible pipe.
Adopt technique scheme, by Grouting Pipe at the bottom of stake and stake side inject certain match ratio require cement grout, pile bottom sediment and stake side mud skin are eliminated, at the bottom of making, the intensity of Pile side soil body is all improved, thus improve the adhesion stress of soil around pile, make pile strength obtain reinforcement, finally improve the bearing capacity of bored pile and decrease the settling amount of pile body.
Accompanying drawing explanation
Below in conjunction with the drawings and specific embodiments, the present invention is described in detail:
Fig. 1 is that pile end grouting pipe and slip casting around pile pipe arrange schematic diagram at reinforcing cage in reinforcing cage short transverse;
Fig. 2 is pile end grouting pipe and the slip casting around pile pipe layout schematic diagram at circumferencial direction on reinforcing cage.
Detailed description of the invention
The present invention adopts stake end to add the mode of slip casting around pile, strengthens the supporting capacity of the soil body.
One, precast reinforced cage
As depicted in figs. 1 and 2, reinforcing cage 100 side is prefabricated with the pile end grouting pipe 200 extending beyond reinforcing cage bottom from top, the end unidirectional grout valve that lays out pile is divided in the bottom of pile end grouting pipe 200, and the slip casting around pile pipe 300 of different level position, reinforcing cage 200 side is extended to from top, described slip casting around pile pipe bottom is connected with the annular pile side slurry casting machine around reinforcing cage, annular pile side slurry casting machine is distributed with towards the stake side unidirectional grout valve in the outer direction of stake.Pile end grouting pipe 200 exceeds position, A place in the 400mm(figure of reinforcing cage 100 bottom).
In the present embodiment, pile end grouting pipe 100 has two, is arranged symmetrically on reinforcing cage 100.Slip casting around pile pipe 300 also has two, and one extends to-30m elevation location (in Fig. 1 position, B place), and another root extends to-21mm elevation location (in Fig. 1 position, C place).
Stake end unidirectional grout valve is for process four groups of spray-holes in pile end grouting pipe bottom, and often group is at the spray-hole of same cross-sectional distribution four diameter 8mm, cross section spacing 100mm, carries out pipe in advance and dresses outside, block described spray-hole to spray-hole with film.Ring-like slip casting around pile device is ring-like high pressure resistant flexible pipe, and on high-pressure hose, uniform intervals is distributed with 3 stake side unidirectional grout valves.
Two, after reinforcing cage being inserted soil body boring, concreting is carried out to reinforcing cage; Build rear 7-8 hour to pile end grouting pipe and slip casting around pile pipe carry out respectively clear water splitting make pile end grouting pipe and slip casting around pile pipe through.
Water filling test should be carried out in Grouting Pipe time under Grouting Pipe in hand-hole, after pouring into water in pipe, upwards hoisting grouting more than pipe 5m, do not decline about water level 5 points of kinds in pipe, illustrate that its sealing performance can reach requirement, otherwise should check joint sealing in time, what do not meet the demands to sealing performance does over again in time.Must tighten with plug the madjack pipe being exposed at aperture (in Fig. 1 position, D place), prevent foreign material and mud from falling in madjack pipe, guarantee that pipeline is unimpeded.Slowly must transfer during descending reinforcing cage, forbid brute force attack.
The water yield of clear water splitting is unsuitable excessive, and Stress control, at 1.5-2MPa, namely stops water filling after splitting is through.
Three, 3-7 days after concreting, after concrete setting, utilizes mudjack first to inject cement paste to slip casting around pile pipe, then carries out cement injection slurry to pile end grouting pipe.Grouting pressure controls at 1.5-1.8MPa, and flow rate of grouting controls at 30-40L/min, and cement paste is infiltrated in surrounding soil naturally, when the pump pressure value of mudjack reaches 2Mpa and holds lotus 3min stopping injection cement paste.
Wherein, injecting cement paste to slip casting around pile pipe is first inject cement paste to the slip casting around pile pipe extending to low elevation location (-30m elevation location), then injects cement paste to the slip casting around pile pipe extending to high elevation location (-21m elevation location).
The water/binder ratio controlling cement paste is 0.55, and cement paste mixing time is no less than 2 minutes, and cement paste re-uses after the filter screen of 3mm × 3mm must be used to filter.
Mud jacking controls to adopt dual control standard: control based on grouting amount (cement consumption), and it is auxiliary that grouting pressure controls.Mud jacking is stopped when mud jacking amount reaches design grouting amount; Mud jacking is stopped when pump pressure value reaches 2Mpa and holds lotus 3min.
Adopt technique scheme, by Grouting Pipe at the bottom of stake and stake side inject certain match ratio require cement grout, pile bottom sediment and stake side mud skin are eliminated, at the bottom of making, the intensity of Pile side soil body is all improved, thus improve the adhesion stress of soil around pile, make pile strength obtain reinforcement, finally improve the bearing capacity of bored pile and decrease the settling amount of pile body.
But; those skilled in the art will recognize that; above-mentioned detailed description of the invention is exemplary; to better enable those skilled in the art understand this patent; can not be interpreted as it is restriction to this patent protection domain; as long as according to this patent disclose any equivalent change done or the modification of spirit, all fall into the scope of this patent protection.
Claims (8)
1. the construction method of the filling post of boring, it is characterized in that: be prefabricated with the pile end grouting pipe extending beyond reinforcing cage bottom from top in reinforcing cage side and extend to the slip casting around pile pipe of different level position, reinforcing cage side from top, the bottom of described pile end grouting pipe is provided with stake end unidirectional grout valve, described slip casting around pile pipe bottom is connected with the annular pile side slurry casting machine around reinforcing cage, described annular pile side slurry casting machine is distributed with towards the stake side unidirectional grout valve in the outer direction of stake;
Described reinforcing cage carries out concreting to reinforcing cage after entering soil body boring; Build rear 7-8 hour to pile end grouting pipe and slip casting around pile pipe carry out respectively clear water splitting make pile end grouting pipe and slip casting around pile pipe through;
After concrete setting, mudjack is utilized first to inject cement paste to slip casting around pile pipe, cement paste is injected again to pile end grouting pipe, grouting pressure controls at 1.5-1.8MPa, flow rate of grouting controls at 30-40L/min, cement paste is infiltrated in surrounding soil naturally, when the pump pressure value of mudjack reaches 2Mpa and holds lotus 3min stopping injection cement paste.
2. the construction method of the filling post of boring according to claim 1, it is characterized in that: described is first inject cement paste to the slip casting around pile pipe extending to low elevation location to slip casting around pile pipe injection cement paste, then injects cement paste to the slip casting around pile pipe extending to high elevation location.
3. the construction method of the filling post of boring according to claim 1 and 2, is characterized in that: describedly inject cement paste to slip casting around pile pipe and be no less than 2 hours with the interval time of injecting cement paste to pile end grouting pipe.
4. the construction method of the filling post of boring according to claim 1, it is characterized in that: described stake end unidirectional grout valve is for process four groups of spray-holes in pile end grouting pipe bottom, often group is at same cross-sectional distribution four spray-holes, cross section spacing 100mm, carry out pipe in advance to spray-hole to dress outside, block described spray-hole.
5. the construction method of the filling post of boring according to claim 1 and 2, is characterized in that: described pile end grouting pipe has two, is arranged symmetrically on reinforcing cage.
6. the construction method of the filling post of boring according to claim 3, is characterized in that: the water/binder ratio of described cement paste is 0.55, and mixing time is no less than 2 minutes, re-uses after using the filter screen of 3mm × 3mm to filter.
7. the construction method of the filling post of boring according to claim 1, is characterized in that: should basset in the aperture, upper end of described pile end grouting pipe and slip casting around pile pipe after reinforcing cage enters the soil body.
8. the construction method of the filling post of boring according to claim 1, is characterized in that: described pile end grouting pipe and slip casting around pile pipe are iron pipe; Described ring-like slip casting around pile device is ring-like high pressure resistant flexible pipe.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310438424.1A CN104452746A (en) | 2013-09-23 | 2013-09-23 | Construction method for bored pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310438424.1A CN104452746A (en) | 2013-09-23 | 2013-09-23 | Construction method for bored pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN104452746A true CN104452746A (en) | 2015-03-25 |
Family
ID=52899446
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201310438424.1A Pending CN104452746A (en) | 2013-09-23 | 2013-09-23 | Construction method for bored pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104452746A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109113087A (en) * | 2018-07-24 | 2019-01-01 | 北京隧盾市政建设有限公司 | Hole pile water stopping curtain integral structure and its construction technology |
| CN109267567A (en) * | 2018-11-12 | 2019-01-25 | 同济大学浙江学院 | The steel-pipe pile and its casting craft of the convertible slip casting in a kind of end and stake side |
| CN111827291A (en) * | 2019-04-17 | 2020-10-27 | 中铁第五勘察设计院集团有限公司 | Post-grouting integrated system and post-grouting method |
| CN114703855A (en) * | 2022-02-15 | 2022-07-05 | 中冶天工集团有限公司 | Device for improving post-grouting quality of cast-in-place pile and construction method |
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| CN1540104A (en) * | 2003-10-30 | 2004-10-27 | 北京城建集团有限责任公司 | Post mudjack construction technics for sidewal and bottom of bore of filling pile |
| CN2663516Y (en) * | 2003-10-30 | 2004-12-15 | 北京城建集团有限责任公司 | Back pressing slurry injecting device to side and bottom of pile in drilling caisson pile procession |
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| CN201665871U (en) * | 2010-03-25 | 2010-12-08 | 北京中岩大地工程技术有限公司 | Long screw drilling bored pile post-grouting technology device |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109113087A (en) * | 2018-07-24 | 2019-01-01 | 北京隧盾市政建设有限公司 | Hole pile water stopping curtain integral structure and its construction technology |
| CN109267567A (en) * | 2018-11-12 | 2019-01-25 | 同济大学浙江学院 | The steel-pipe pile and its casting craft of the convertible slip casting in a kind of end and stake side |
| CN109267567B (en) * | 2018-11-12 | 2024-02-06 | 同济大学浙江学院 | Steel pipe pile with pile end and pile side capable of being subjected to grouting in converted mode and pouring process of steel pipe pile |
| CN111827291A (en) * | 2019-04-17 | 2020-10-27 | 中铁第五勘察设计院集团有限公司 | Post-grouting integrated system and post-grouting method |
| CN114703855A (en) * | 2022-02-15 | 2022-07-05 | 中冶天工集团有限公司 | Device for improving post-grouting quality of cast-in-place pile and construction method |
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| C06 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20150325 |
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| RJ01 | Rejection of invention patent application after publication |