CN105821834A - Construction method of concrete pile - Google Patents
Construction method of concrete pile Download PDFInfo
- Publication number
- CN105821834A CN105821834A CN201610150695.0A CN201610150695A CN105821834A CN 105821834 A CN105821834 A CN 105821834A CN 201610150695 A CN201610150695 A CN 201610150695A CN 105821834 A CN105821834 A CN 105821834A
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- CN
- China
- Prior art keywords
- concrete
- pile
- stake holes
- construction method
- drilling rod
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- 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.)
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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
-
- 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
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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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- 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 invention relates to a construction method of a concrete pile. The method comprises the steps that a hole is formed to a designed depth in a pile position of a foundation, and the pile hole is formed; a drill pipe is pulled out of the pile hole, and concrete is poured into the pile hole to a first predetermined height; a tubular column is inserted into the concrete by a preset depth again; and the concrete is poured again while the column body is pulled out of the concrete, and the concrete is poured into the pile hole to a second predetermined height. The side face of a concrete pile body formed through the steps is provided with shapeless concrete materials protruding towards pile periphery soil, so that the side face of the pile body is very rough, and the outward protruding part of the pile body is in snap-in connection with the soil, equivalently, a plurality of braches extend out of the pile body and extent into the soil, so that the anchoring relation between the pile body and the pile periphery soil is formed, and the pile has high bearing capacity.
Description
Technical field
The present invention relates to field of civil engineering, particularly relate to the construction method of a kind of concrete-pile.
Background technology
In the basement process of building, bored concrete pile is conventional base form, it mainly improves the bearing capacity of stake by pile body side friction and part end resistance, therefore the building that requirement for bearing capacity is higher is being run into, or during the situation that in ground, soft layer is deeper, building demand have to be met, therefore dramatically increases construction cost and construction period by the way of strengthening pile body diameter and pile body length.Accordingly, it is desirable to a kind of support force giving full play to soil, improve pile bearing capacity, lower-cost, still can meet the construction method of the concrete-pile of the demand.
Summary of the invention
The technical problem to be solved is to provide the construction method of a kind of concrete-pile increasing pile body bearing capacity.
The technical scheme is that the construction method of a kind of concrete-pile, the method comprises the steps:
At step S1, stake position in ground, pore-forming is to projected depth, forms stake holes；
Step S2, in described stake holes concrete perfusion to the first predetermined altitude；
Step S3, drilling rod is inserted desired depth in described concrete；
Step S4, described drilling rod is mentioned from described concrete, and simultaneously by drilling rod hole in described stake holes concrete perfusion to the second predetermined altitude；
Step S5, repetition step S3 and step S4.
The invention has the beneficial effects as follows: the concrete indefinite shape thing protruded by the oriented soil around pile in concrete pile body side after above-mentioned steps molding, make pile body side and coarse, snap-in between the outwardly part of pile body and soil, be equivalent to pile body stretch out and be much branched off in the soil body, thus form the anchoring relation of pile body and surrounding soil, make stake obtain big bearing capacity.
On the basis of technique scheme, the present invention can also do following improvement.
Further, the described stake holes in described step S1 is by mode pore-forming or the soil compaction mode pore-forming of fetching earth.
Further, reverse upwards concrete perfusion is started from the bottom of described stake holes when performing described step S2.
Further, the cross section of described drilling rod is identical with the cross section of described stake holes.
The technical problem to be solved is to provide the construction method of a kind of concrete-pile increasing pile body bearing capacity.
The technical scheme is that the cross section of described drilling rod is identical with the cross section of described stake holes.
The technical scheme is that the construction method of a kind of concrete-pile, the method comprises the steps:
At step S1, stake position in ground, pore-forming is to projected depth, forms stake holes；
Step S2, in described stake holes concrete perfusion to the first predetermined altitude；
Step S3, prefabricated pile is inserted desired depth in described concrete.
The invention has the beneficial effects as follows: the concrete indefinite shape thing protruded by the oriented soil around pile in concrete pile body side after above-mentioned steps molding, make pile body side and coarse, snap-in between the outwardly part of pile body and soil, be equivalent to pile body stretch out and be much branched off in the soil body, thus form the anchoring relation of pile body and surrounding soil, make stake obtain big bearing capacity.
On the basis of technique scheme, the present invention can also do following improvement.
Further, the described stake holes in described step S1 is by mode pore-forming or the soil compaction mode pore-forming of fetching earth.
Further, reverse upwards concrete perfusion is started from the bottom of described stake holes when performing described step S2.
Further, the cross section of described prefabricated pile is identical with the cross section of described stake holes.
Accompanying drawing explanation
The construction method flow chart of a kind of concrete-pile that Fig. 1 provides for the embodiment of the present invention；
Fig. 2 is the schematic diagram being become stake holes by drilling rod；
Fig. 3 is that drilling rod is lifted up and simultaneously toward the schematic diagram of concrete perfusion in stake holes；
Fig. 4 be in the stake holes after drilling rod inserts concrete perfusion after, concrete is by the schematic diagram after pressure；
Fig. 5 is that drilling rod is lifted up and simultaneously toward concrete perfusion in stake holes after Fig. 4, until the schematic diagram of drilling rod proposition stake holes；
Fig. 6 be in the stake holes after prefabricated pile inserts 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:
1, drilling rod, 2, stake holes, 3, prefabricated pile.
Detailed description of the invention
Being described principle and the feature of the present invention below in conjunction with accompanying drawing, example is served only for explaining the present invention, is not intended to limit the scope of the present invention.
Embodiment one
Shown in as shown in Figure 1 to Figure 5, wherein, Fig. 2 is the schematic diagram being become stake holes 2 by drilling rod 1；Fig. 3 is that drilling rod 1 is lifted up and simultaneously toward the schematic diagram of concrete perfusion in stake holes 2；Fig. 4 be in the stake holes 2 after drilling rod 1 inserts concrete perfusion after, concrete is by the schematic diagram after pressure；Fig. 5 is that drilling rod 1 is lifted up and simultaneously toward concrete perfusion in stake holes 2, until drilling rod 1 proposes the schematic diagram of stake holes after Fig. 4.What the arrow in figure represented is the direction of motion of drilling rod 1.
The construction method of a kind of concrete-pile, the method comprises the steps:
At step S1, stake position in ground, pore-forming is to projected depth, forms stake holes.
Here can be by mechanically or manually becoming stake holes, can be being that the mode of fetching earth becomes stake holes or soil compaction mode to become stake holes.
Step S2, in described stake holes concrete perfusion to the first predetermined altitude.
Concrete perfusion in stake holes, the bottom of stake holes here can be stretched into by drilling rod, drilling rod passes through drilling rod hole toward concrete perfusion in stake holes while being lifted up, start inversely upwards to irrigate bottom stake holes, after all perfusion is full in the concrete irrigating certain altitude in stake holes or stake holes, stops concrete perfusion.Control the perfusion degree of depth of concrete as required, need how many concrete how deep by squeezed just perfusion.
Step S3, drilling rod is inserted desired depth in described concrete.Concrete in extruding stake holes is to the most squeezed.
The diameter of drilling rod and the equal diameters of stake holes；Drilling rod is inserted in concrete, the end can be inserted into, it is also possible to the most on earth；Control according to the actual requirements.In the process, the drilling rod that the concrete being poured in stake holes for the first time is inserted into is expressed in the soil around pile beyond stake holes diameter by force, partly or entirely replace the origin-location soil body, 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 when pore-forming, insert concrete by drilling rod again to extrude, improve the shearing strength of the soil body, degree of compaction, reduction void ratio), concrete is in close contact completely with the soil body, and the pile body side after molding provides more large lateral pressure power increase the bearing capacity of stake.When the concrete being extruded runs into the softest or fissare situation in stake holes surrounding soil local, clamp-on relatively soft, degree of compaction is more loose or in the fissare soil body, substitute loose earth, tamp crack, form uncertain shape, with compact earth snap-in, improve the soil body support force to the pile body after molding.Diameter and the equal diameters of stake holes due to drilling rod, it is ensured that concrete mainly moves when being extruded by drilling rod in pile peripheral earth rather than upwards emerges.
Step S4, described drilling rod is mentioned from described concrete, and simultaneously by drilling rod hole in described stake holes again concrete perfusion to the second predetermined altitude.
When using drilling rod to insert in concrete, stop after drilling rod inserts desired depth.Can by drilling rod hole (door that apex point goes out) toward concrete perfusion in stake holes, the most slowly be lifted up drilling rod while continue toward concrete perfusion in stake holes；Or can also first drilling rod somewhat be mentioned after some toward concrete perfusion in stake holes.
When stopping concrete perfusion after the concrete again irrigated to the second predetermined altitude.Second predetermined altitude freely determines according to construction demand.
The concrete forming part pile body of second time perfusion, and the concrete irrigated for the first time forms protrude, shape uncertain evagination pile body (being equivalent to the rivet anchoring in the soil body) in pile body periphery, but the concrete of twice perfusion will not separate, formation is an entirety.Overall shape is exactly that the indefinite concrete holdfast of shape or tumor type pile body are protruded in a side.Make pile body side and coarse, snap-in between projection and the soil of pile body, be equivalent to pile body side and stretch out and be much branched off in the soil body, thus soil around pile support force to pile body is greatly improved, make pile body obtain big bearing capacity.
Implement the operation of concrete direction finding pressure extrusion in pile body lower end, form stake end major part in the bottom of pile body.Implement concrete pressure extrusion operation in pile body lower end, bottom surface, pile body lower end has been also carried out pressure and has filled operation, it is ensured that without loosened soil at the bottom of stake, be equivalent to pile-end post-grouting technique.
In order to further improve the pile body lateral area after molding and surface roughness, and then improve the bearing capacity of pile body, 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 be in the stake holes 2 after prefabricated pile inserts concrete perfusion after, concrete is by the schematic diagram after pressure.
The present embodiment is, performing step S3 when, not to be drilling rod inserting step S2 to be poured in the concrete in stake holes, and prefabricated prefabricated pile inserting step S2 be poured in the concrete in stake holes with the difference of embodiment one.
The cross section of prefabricated pile is identical with the cross section of stake holes, is inserted by prefabricated pile in concrete, can be inserted into the end, it is also possible to the most on earth；Control according to the actual requirements.In the process, the prefabricated pile that the concrete being poured in stake holes for the first time is inserted into is expressed in the soil around pile beyond stake holes diameter by force, partly or entirely replace the origin-location soil body, 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 when pore-forming, again extrude now, improve the shearing strength of the soil body, degree of compaction, reduction void ratio), concrete is in close contact completely with the soil body, and the pile body side after molding provides more large lateral pressure power increase the bearing capacity of stake.When the concrete being extruded runs into the softest or fissare situation in stake holes surrounding soil local, clamp-on relatively soft, degree of compaction is more loose or in the fissare soil body, substitute loose earth, tamp crack, form uncertain shape, with compact earth snap-in, improve the soil body support force to the pile body after molding.Diameter and the equal diameters of stake holes due to prefabricated pile, it is ensured that concrete mainly moves when being extruded by drilling rod in pile peripheral earth rather than upwards emerges.Concrete setting is enough, will not separate with the prefabricated pile of rear insertion, and formation is an entirety.
The foregoing is only presently preferred embodiments of the present invention, not in order to limit the present invention, all within the spirit and principles in the present invention, any modification, equivalent substitution and improvement etc. made, should be included within the scope of the present invention.
Claims (8)
1. the construction method of a concrete-pile, it is characterised in that the method comprises the steps:
At step S1, stake position in ground, pore-forming is to projected depth, forms stake holes；
Step S2, in described stake holes concrete perfusion to the first predetermined altitude；
Step S3, drilling rod is inserted desired depth in described concrete；
Step S4, described drilling rod is mentioned from described concrete, and simultaneously by drilling rod hole in described stake holes again concrete perfusion to the second predetermined altitude；
Step S5, repetition step S3 and step S4.
The construction method of a kind of concrete-pile, it is characterised in that the described stake holes in described step S1 is by mode pore-forming or the soil compaction mode pore-forming of fetching earth.
The construction method of a kind of concrete-pile, it is characterised in that start reverse upwards concrete perfusion when performing described step S2 from the bottom of described stake holes.
The construction method of a kind of concrete-pile, it is characterised in that the cross section of described drilling rod is identical with the cross section of described stake holes.
5. the construction method of a concrete-pile, it is characterised in that the method comprises the steps:
At step S1, stake position in ground, pore-forming is to projected depth, forms stake holes；
Step S2, in described stake holes concrete perfusion to the first predetermined altitude；
Step S3, prefabricated pile is inserted desired depth in described concrete.
The construction method of a kind of concrete-pile, it is characterised in that the described stake holes in described step S1 is by mode pore-forming or the soil compaction mode pore-forming of fetching earth.
The construction method of a kind of concrete-pile, it is characterised in that start reverse upwards concrete perfusion when performing described step S2 from the bottom of described stake holes.
The construction method of a kind of concrete-pile, it is characterised in that the cross section of described prefabricated pile is identical with the cross section of described stake holes.
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 true CN105821834A (en) | 2016-08-03 |
| CN105821834B 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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Cited By (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 |
Citations (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 |
| CN102635110A (en) * | 2012-05-09 | 2012-08-15 | 王继忠 | Construction method for concrete pile |
| CN103711123A (en) * | 2013-12-17 | 2014-04-09 | 上海岩土工程勘察设计研究院有限公司 | Bamboo joint type mortar pile and construction method thereof |
-
2016
- 2016-03-16 CN CN201610150695.0A patent/CN105821834B/en not_active Expired - Fee Related
Patent Citations (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 |
| CN102635110A (en) * | 2012-05-09 | 2012-08-15 | 王继忠 | Construction method for concrete pile |
| CN103711123A (en) * | 2013-12-17 | 2014-04-09 | 上海岩土工程勘察设计研究院有限公司 | Bamboo joint type mortar pile and construction method thereof |
Cited By (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 |
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| Publication number | Publication date |
|---|---|
| CN105821834B (en) | 2018-03-30 |
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Granted publication date: 20180330 |