CN105821834B - A kind of construction method of concrete-pile - Google Patents
A kind of construction method of concrete-pile Download PDFInfo
- Publication number
- CN105821834B CN105821834B CN201610150695.0A CN201610150695A CN105821834B CN 105821834 B CN105821834 B CN 105821834B CN 201610150695 A CN201610150695 A CN 201610150695A CN 105821834 B CN105821834 B CN 105821834B
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- CN
- China
- Prior art keywords
- concrete
- stake holes
- pile
- stake
- soil
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Classifications
-
- 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
-
- 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
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
-
- 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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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- 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 construction method of concrete-pile, pore-forming forms stake holes to projected depth at the stake position in ground；Drilling rod propose stake holes simultaneously in stake holes concrete perfusion to the first predetermined altitude；By tubular cylinder again insertable into desired depth in concrete；Cylinder is lifted from the concrete while concrete perfusion again, at the same into stake holes concrete perfusion to the second predetermined altitude.The indefinite shape thing of concrete of the oriented soil around pile protrusion in concrete pile body side after being molded by above-mentioned steps, so that pile body side and its coarse, snap-in between the outwardly part of pile body and soil, stretch out equivalent to pile body and be much branched off into the soil body, so as to form the anchoring relation of pile body and surrounding soil, stake is set to obtain big bearing capacity.
Description
Technical field
The present invention relates to field of civil engineering, more particularly to a kind of construction method of concrete-pile.
Background technology
In the basement process of building, bored concrete pile is conventional base form, its mainly by pile body side friction and
Part end resistance improves the bearing capacity of stake, therefore is running into the higher building of requirement for bearing capacity, or weak soil in ground
During the deeper situation of layer, it is necessary to by way of increasing pile body diameter and pile body length, to meet building demand, therefore it is aobvious
Write increase construction cost and construction period.Accordingly, it is desirable to it is a kind of give full play to soil support force, improve pile bearing capacity, into
Originally the construction method of concrete-pile that is relatively low, can still meeting the demand.
The content of the invention
The technical problems to be solved by the invention are to provide a kind of construction method for the concrete-pile for increasing pile body bearing capacity.
The technical scheme that the present invention solves above-mentioned technical problem is as follows：A kind of construction method of concrete-pile, this method bag
Include following step：
Step S1, pore-forming forms stake holes to projected depth at the stake position in ground；
Step S2, in the stake holes, concrete perfusion is to the first predetermined altitude；
Step S3, drilling rod is inserted into desired depth in the concrete；
Step S4, the drilling rod is lifted from the concrete, and irrigated simultaneously by drilling rod hole into the stake holes
Concrete is to the second predetermined altitude；
Step S5, repeat step S3 and step S4.
The beneficial effects of the invention are as follows：What the oriented soil around pile in concrete pile body side after being molded by above-mentioned steps protruded
The indefinite shape thing of concrete so that pile body side and its coarse, snap-in between the outwardly part of pile body and soil, equivalent to pile body
Stretching is much branched off into the soil body, so as to form the anchoring relation of pile body and surrounding soil, stake is obtained big bearing capacity.
On the basis of above-mentioned technical proposal, the present invention can also do following improvement.
Further, the stake holes in the step S1 passes through mode pore-forming or the soil compaction mode pore-forming of fetching earth.
Further, when performing the step S2 since the bottom of the stake holes reverse upward concrete perfusion.
Further, the section of the drilling rod is identical with the section of the stake holes.
The technical problems to be solved by the invention are to provide a kind of construction method for the concrete-pile for increasing pile body bearing capacity.
The technical scheme that the present invention solves above-mentioned technical problem is as follows：The section of the drilling rod and the section phase of the stake holes
Together.
The technical scheme that the present invention solves above-mentioned technical problem is as follows：A kind of construction method of concrete-pile, this method bag
Include following step：
Step S1, pore-forming forms stake holes to projected depth at the stake position in ground；
Step S2, in the stake holes, concrete perfusion is to the first predetermined altitude；
Step S3, prefabricated pile is inserted into desired depth in the concrete.
The beneficial effects of the invention are as follows：What the oriented soil around pile in concrete pile body side after being molded by above-mentioned steps protruded
The indefinite shape thing of concrete so that pile body side and its coarse, snap-in between the outwardly part of pile body and soil, equivalent to pile body
Stretching is much branched off into the soil body, so as to form the anchoring relation of pile body and surrounding soil, stake is obtained big bearing capacity.
On the basis of above-mentioned technical proposal, the present invention can also do following improvement.
Further, the stake holes in the step S1 passes through mode pore-forming or the soil compaction mode pore-forming of fetching earth.
Further, when performing the step S2 since the bottom of the stake holes reverse upward concrete perfusion.
Further, the section of the prefabricated pile is identical with the section of the stake holes.
Brief description of the drawings
Fig. 1 is a kind of construction method flow chart of concrete-pile provided in an embodiment of the present invention；
Fig. 2 is the schematic diagram by drilling rod into stake holes；
Fig. 3 is that drilling rod is lifted up and simultaneously toward the schematic diagram of concrete perfusion in stake holes；
Fig. 4 be drilling rod insert in the stake holes after concrete perfusion after, concrete is by the schematic diagram after pressure；
Drilling rod is lifted up and simultaneously toward concrete perfusion in stake holes after Fig. 5 is Fig. 4, until drilling rod proposes the signal of stake holes
Figure；
Fig. 6 be prefabricated pile insert in the stake holes after concrete perfusion after, concrete is by the schematic diagram after pressure.
In accompanying drawing, the list of parts representated by each label is as follows：
1st, drilling rod, 2, stake holes, 3, prefabricated pile.
Embodiment
The principle and feature of the present invention are described below in conjunction with accompanying drawing, the given examples are served only to explain the present invention, and
It is non-to be used to limit the scope of the present invention.
Embodiment one
Shown as shown in Figure 1 to Figure 5, wherein, Fig. 2 is the schematic diagram by drilling rod 1 into stake holes 2；Fig. 3 is that drilling rod 1 is lifted up simultaneously
Simultaneously toward the schematic diagram of concrete perfusion in stake holes 2；Fig. 4 is after drilling rod 1 is inserted in the stake holes 2 after concrete perfusion, to mix
Solidifying soil is by the schematic diagram after pressure；Drilling rod 1 is lifted up and simultaneously toward concrete perfusion in stake holes 2 after Fig. 5 is Fig. 4, until boring
Bar 1 proposes the schematic diagram of stake holes.What the arrow in figure represented is the direction of motion of drilling rod 1.
A kind of construction method of concrete-pile, this method comprise the steps：
Step S1, pore-forming forms stake holes to projected depth at the stake position in ground.
Here can be by that into stake holes, can be mechanically or manually the mode of fetching earth into stake holes or soil compaction mode into stake holes.
Step S2, in the stake holes, concrete perfusion is to the first predetermined altitude.
Concrete perfusion in toward stake holes, can stretch into the bottom of stake holes by drilling rod herein, and drilling rod is lifted up same
When by drilling rod hole toward concrete perfusion in stake holes, reverse perfusion upwards, certain high when being irrigated in stake holes since stake holes bottom
Stop concrete perfusion after all perfusion is full in the concrete or stake holes of degree.The perfusion depth of control concrete as needed,
Need how many concrete how deep by squeezed just perfusion.
Step S3, drilling rod is inserted into desired depth in the concrete.Concrete in stake holes is extruded to lateral squeezed.
The diameter of drilling rod is equal with the diameter of stake holes；Drilling rod is inserted in concrete, bottom can be inserted into, can also be less than
Bottom；Control according to the actual requirements.In the process, the drilling rod that the concrete being poured in for the first time in stake holes is inserted into extrudes by force
In soil around pile beyond to stake holes diameter, the origin-location soil body is partly or entirely replaced so that the soil body is extruded more closely knit (such as adopt
With soil compaction mode pore-forming, then the soil body around stake holes has been extruded once in pore-forming, and concrete is inserted again by drilling rod
Extruding, improve the shearing strength, compactness, reduction void ratio of the soil body), concrete is in close contact completely with the soil body, after shaping
Pile body side provide more large lateral pressure power and increase the bearing capacity of stake.The concrete being extruded run into stake holes surrounding soil it is local compared with
During soft or fissare situation, squeeze into that relatively soft, compactness is more loose or the fissare soil body in, substitute loose earth, tamp
Crack, uncertain shape is formed, with compact earth snap-in, improve support force of the soil body to the pile body after shaping.Due to drilling rod
Diameter is equal with the diameter of stake holes, ensure that concrete when being extruded by drilling rod mainly moved into pile peripheral earth rather than to
On emerge.
Step S4, the drilling rod is lifted from the concrete, and simultaneously by drilling rod hole into the stake holes again
Concrete perfusion is to the second predetermined altitude.
When in using drilling rod insertion concrete, stop after drilling rod inserts desired depth.Drilling rod hole (apex point can be passed through
The door gone out) toward concrete perfusion in stake holes, while slowly be lifted up while drilling rod continuing toward concrete perfusion in stake holes；
Or first drilling rod somewhat can also be lifted after some toward concrete perfusion in stake holes.
Stop concrete perfusion after the concrete irrigated again to the second predetermined altitude.Second predetermined altitude is according to construction
Demand freely determines.
The concrete of second of perfusion forms part pile body, and the concrete irrigated for the first time forms protrusion in pile body periphery
, the uncertain evagination pile body of shape (equivalent to the rivet anchored into the soil body), but the concrete irrigated twice will not separate,
What is formed is an entirety.Overall shape is exactly the indefinite concrete holdfast of a side convex shape or tumor type pile body.So that stake
Body side and its coarse, snap-in between the projection and soil of pile body, stretch out equivalent to pile body side and be much branched off into the soil body, from
And support force of the soil around pile to pile body is greatly improved, pile body is obtained big bearing capacity.
Implement the operation of concrete direction finding pressure extrusion in pile body lower end, stake end major part is formed in the bottom of pile body.In pile body
Concrete pressure extrusion operation is implemented in lower end, and pressure has also been carried out to pile body lower end bottom surface and has filled operation, ensures stake bottom without loosened soil, quite
In pile-end post-grouting technique.
In order to further improve the pile body lateral area and surface roughness after shaping, and then improve the carrying of pile body
Power, step S3 and step S4 can be repeated several times.
Embodiment two
As shown in Figure 1, Figure 2, shown in described in Fig. 3 and Fig. 6, Fig. 6 is in the stake holes 2 after prefabricated pile inserts concrete perfusion
Afterwards, concrete is by the schematic diagram after pressure.
The present embodiment and the difference of embodiment one are when step S3 is performed, and are not to fill drilling rod inserting step S2
Note in the concrete in stake holes, and prefabricated prefabricated pile inserting step S2 is poured in the concrete in stake holes.
The section of prefabricated pile is identical with the section of stake holes, and prefabricated pile is inserted in concrete, can be inserted into bottom, can also not
On earth；Control according to the actual requirements.In the process, the prefabricated pile that the concrete being poured in for the first time in stake holes is inserted into is by force
It is expressed in the soil around pile beyond stake holes diameter, partly or entirely replaces the origin-location soil body so that the soil body is extruded more closely knit
(as used soil compaction mode pore-forming, then the soil body around stake holes has been extruded once in pore-forming, is extruded again now, is improved
Shearing strength, compactness, the reduction void ratio of the soil body), concrete is in close contact completely with the soil body, to the pile body side after shaping
More large lateral pressure power is provided and increases the bearing capacity of stake.It is local softer or have crack that the concrete being extruded runs into stake holes surrounding soil
Situation when, squeeze into that relatively soft, compactness is more loose or the fissare soil body in, substitute loose earth, tamp crack, formed not
Shape is determined, with compact earth snap-in, improves support force of the soil body to the pile body after shaping.Due to the diameter and stake holes of prefabricated pile
Diameter it is equal, ensure that concrete when being extruded by drilling rod mainly move into pile peripheral earth rather than emerge upwards.It is mixed
Solidifying soil solidification is enough, will not be separated with the prefabricated pile of rear insertion, and formation is an entirety.
The foregoing is only presently preferred embodiments of the present invention, be not intended to limit the invention, it is all the present invention spirit and
Within principle, any modification, equivalent substitution and improvements made etc., it should be included in the scope of the protection.
Claims (6)
1. a kind of construction method of concrete-pile, it is characterised in that this method comprises the steps：
Step S1, pore-forming forms stake holes to projected depth at the stake position in ground；
Step S2, in the stake holes, concrete perfusion is to the first predetermined altitude；
Step S3, drilling rod is inserted into desired depth in the concrete；
Step S4, the drilling rod is lifted from the concrete, and irrigated again into the stake holes by drilling rod hole simultaneously
Concrete is to the second predetermined altitude；
Step S5, repeat step S3 and step S4；
Wherein, the section of the drilling rod is identical with the section of the stake holes.
A kind of 2. construction method of concrete-pile according to claim 1, it is characterised in that the stake in the step S1
Hole passes through mode pore-forming or the soil compaction mode pore-forming of fetching earth.
A kind of 3. construction method of concrete-pile according to claim 1, it is characterised in that when performing the step S2 from
The bottom of the stake holes starts reverse upward concrete perfusion.
4. a kind of construction method of concrete-pile, it is characterised in that this method comprises the steps：
Step S1, pore-forming forms stake holes to projected depth at the stake position in ground；
Step S2, in the stake holes, concrete perfusion is to the first predetermined altitude；
Step S3, prefabricated pile is inserted into desired depth in the concrete；
Wherein, the section of the prefabricated pile is identical with the section of the stake holes.
A kind of 5. construction method of concrete-pile according to claim 4, it is characterised in that the stake in the step S1
Hole passes through mode pore-forming or the soil compaction mode pore-forming of fetching earth.
A kind of 6. construction method of concrete-pile according to claim 4, it is characterised in that when performing the step S2 from
The bottom of the stake holes starts reverse upward concrete perfusion.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610150695.0A CN105821834B (en) | 2016-03-16 | 2016-03-16 | A kind of construction method of concrete-pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610150695.0A CN105821834B (en) | 2016-03-16 | 2016-03-16 | A kind of construction method of concrete-pile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105821834A CN105821834A (en) | 2016-08-03 |
| CN105821834B true CN105821834B (en) | 2018-03-30 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610150695.0A Expired - Fee Related CN105821834B (en) | 2016-03-16 | 2016-03-16 | A kind of construction method of concrete-pile |
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| CN (1) | CN105821834B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107639731A (en) * | 2017-08-11 | 2018-01-30 | 汤始建华建材（苏州）有限公司 | A kind of manufacture method of longitudinal load-bearing concrete-pile |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0715167B2 (en) * | 1992-06-16 | 1995-02-22 | 丸五基礎工業株式会社 | Method for constructing cast-in-place concrete reinforced concrete pile and reinforced basket used for this method |
| CN101220592A (en) * | 2008-02-04 | 2008-07-16 | 王继忠 | Construction method of concrete pile |
| CN201730091U (en) * | 2010-08-05 | 2011-02-02 | 上海中技桩业股份有限公司 | Cast-in-situ pile |
| CN102635110B (en) * | 2012-05-09 | 2014-01-29 | 王继忠 | Construction method for concrete pile |
| CN103711123B (en) * | 2013-12-17 | 2016-01-27 | 上海岩土工程勘察设计研究院有限公司 | The construction method of bamboo joint type mortar pile |
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| CN105821834A (en) | 2016-08-03 |
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Granted publication date: 20180330 |