CN105887873A - Prefabricated pile carrier type cast-in-place pile and pile forming method thereof - Google Patents
Prefabricated pile carrier type cast-in-place pile and pile forming method thereof Download PDFInfo
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- CN105887873A CN105887873A CN201510035689.6A CN201510035689A CN105887873A CN 105887873 A CN105887873 A CN 105887873A CN 201510035689 A CN201510035689 A CN 201510035689A CN 105887873 A CN105887873 A CN 105887873A
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Abstract
The invention belongs to a construction method in the building industry and particularly relates to a prefabricated pile carrier type cast-in-place pile and a pile forming method thereof. An irregular ball type force bearing plate limiting carrier (2) is arranged between a lower prefabricated pile body (3) and an upper cast-in-place pile body (1). The diameter of the upper cast-in-place pile body (1) is larger than or equal to that of the lower prefabricated pile body (3). The prefabricated pile carrier type cast-in-place pile and the pile forming method thereof have the beneficial effects that the carrier composed of cement mixture fillers and compacted soil bodies is formed at the top of the prefabricated pile body, pile forming is conducted on the upper portion of the prefabricated pile body in a poured mode, and the pile bodies are flexibly combined; the characteristics that the prefabricated pile body is high in construction speed and penetrating power are fully utilized, the high bearing capacity of deep foundation soil is well utilized, the pile body settlement is small, and the shear strength of the pile body is larger than that of a hollow pile; and forming of the whole pile is high in speed and efficiency, capable of saving raw materials and low in cost and energy consumption.
Description
Technical field
The invention belongs to the construction method of building trade, particularly to a kind of prefabricated pile carrier type bored concrete pile and one-tenth column method thereof.
Background technology
At present, the patented technology that stake end carries out filler reinforcing formation expansion pile head is a lot, the particularly construction method patent of concrete-pile, all because ensureing degree of compaction and the compacted degree of the bottom soil body of the fillers such as penetration, needing to insert the filler including building waste in a large number, occurring piercing to destroy in order to the settling amount preventing stake is excessive, also need to insert substantial amounts of dry concrete, therefore it is long to make a time, and difficulty of construction is big, inefficiency.And also it is not suitable for inserting too many filler at this soil layer, land upheaval otherwise can occur, make adjacent stake float, interior rammer driven cast-in-place pile and compacted bearing disk pile, being all to form enlarged footing with concrete, the most compacted to the soil body under enlarged footing, the consumption making concrete is the biggest, if using the length increasing prefabricated pile to improve bearing capacity of single pile, frictions because of stratum etc. produce bigger resistance, make pile sinking difficulty, and consumed energy is big, sometimes there is also quick-fried stake, the shearing strength of prefabricated tubing string is not so good as solid pile.
Summary of the invention
It is an object of the invention to overcome above-mentioned technical deficiency, it is provided that one can reduce filler, speed of application is fast, improves the shear behavior of stake and the prefabricated pile carrier type bored concrete pile of bearing capacity and becomes column method.
The present invention solves technical problem and the technical scheme is that the feature of prefabricated pile carrier type bored concrete pile is to be provided with the spacing carrier of force bearing disk of irregular ball type between bottom prefabricated pile and top bored concrete pile, the diameter of the bored concrete pile of its middle and upper part is more than the prefabricated pile diameter of bottom, or the bored concrete pile diameter on top is equal to the diameter of bottom prefabricated pile；
The pile making method of prefabricated pile carrier type bored concrete pile is as follows:
Method one: a1, the drilling tool of with inner pipe and outer tube and inner tube bottom end closure is directed at pile foundation anchor point, start heavy drilling tool to design attitude；b1, propose inner tube, prefabricated pile is put into outer tube；c1, inner tube is put back in outer tube, be directed at prefabricated pile top, utilize heavy inner tube simultaneously, prefabricated pile is put to the 0.1 ~ 2.0m of outer tube bottom, complete the construction of bottom prefabricated pile；d1, promote inner tube and make inner tube bottom higher than the feeding port on outer tube；e1, in outer tube, inserted inserts by the feeding port on outer tube wall, then inner tube is fallen after rise, with bottom inner tube by inserts jolt ramming, be compacted, tamp, until the degree of compaction of inserts and solid soil meets design and requires that the spacing carrier of force bearing disk forming prefabricated pile top transfers to inner tube；f1, lay steel reinforcement cage and concrete perfusion, transfer to outer tube pile to carry out the subsequent construction of stake；When as composite foundation rigidity reinforcement, dangerous can put steel reinforcement cage, direct concrete perfusion becomes top pile body, according to design requirement, it is also possible to complete e1Operating procedure after, the most directly lay prefabricated pile, and grout injection or cement mortar, transfer to outer tube to become top pile body, complete the subsequent construction of stake；
Method two: a2, prefabricated pile is directed at pile foundation anchor point, start pile sinking to ground；b2, by with inner pipe and outer tube and the drilling tool of inner tube bottom end closure, be directed at prefabricated pile top；c2, drilling tool is sink to design attitude, prefabricated pile sinks to design attitude the most therewith；d2Carrying drilling tool height on, is 0.1m ~ 2.0m, or makes outer tube motionless, and heavy inner tube to sinking, makes prefabricated pile rise in outer tube bottom 0.1m ~ 2.0m prefabricated pile；e2, promote inner tube, make inner tube bottom higher than the feeding port of outer tube, the feeding port of outer tube wall in outer tube, insert inserts；f2, fall inner tube after rise, by inner tube by inserts jolt ramming, be compacted or tamp, this operation repeatedly, until the degree of compaction of inserts and solid soil meets design requirement, form the spacing carrier of force bearing disk on prefabricated pile top, transfer to inner tube；Construction method afterwards is identical with method one.
The invention has the beneficial effects as follows: prefabricated pile carrier type bored concrete pile and one-tenth column method thereof are to form carrier, above perfusion pile at prefabricated pile top cement mix inserts and solid soil, make stake combination flexibly, the speed of application taking full advantage of prefabricated pile is fast, penetration power is strong, makes the high-bearing capacity of deep ground earth well be utilized, and the sedimentation making pile body is little, shearing strength is more than hollow pile, the speed that whole stake is formed is fast, and efficiency is high, saves raw material, cost is low, consumes the energy few.
Accompanying drawing explanation
Illustrate with embodiment below in conjunction with accompanying drawing.
Fig. 1 is that the top pile body diameter of prefabricated pile carrier type bored concrete pile and one-tenth column method thereof is more than prefabricated pile diameter structure schematic diagram.
Fig. 2 is top pile body and the isometrical structural representation of prefabricated pile of prefabricated pile carrier type bored concrete pile and pile making method thereof.
Fig. 3 is prefabricated pile carrier type bored concrete pile and becomes column method one step construction process schematic diagram.
Fig. 4 is prefabricated pile carrier type bored concrete pile and becomes column method two step construction process schematic diagram.
In figure, 1-top pile body；The spacing carrier of 2-force bearing disk；3-prefabricated pile；4-inner tube；5-outer tube；5-1-outer tube feeding port；6-steel reinforcement cage.
Detailed description of the invention
Embodiment, referring to the drawings 1,2, the irregular spacing carrier of ball type force bearing disk 2 it is provided with between top pile body 1 and the bottom prefabricated pile 3 of prefabricated pile carrier type bored concrete pile, the diameter of its middle and upper part pile body 1 is more than the diameter of the prefabricated pile 3 of bottom, or top pile body 1 diameter is equal to the diameter of bottom prefabricated pile 3.The pile making method of prefabricated pile carrier type bored concrete pile is as follows: implementation one, referring to the drawings 3, and step a1, equipped with band inner and outer pipes 4,5 and the drilling tool of the bottom end closure of inner tube 4 on rig, adjust the perpendicularity of inner and outer pipes 4,5, be directed at pile foundation anchor point, use the method such as static pressure, hammering vibration, inner and outer pipe 4,5 drilling tool is sink to design attitude.b1, inner tube 4 is proposed in outer tube 5, use hanging apparatus prefabricated pile 3 is put in outer tube 5.c1, inner tube 4 is sling, be returned in outer tube 5, alignment expect stake 3 top, and the perpendicularity of the good inner tube 4 of high speed, start heavy inner tube 4, and drive prefabricated pile 3 to sink in the soil body, prefabricated pile 3 top is drowned under outer tube 5 bottom at 0.1m ~ 2.0m, completes the construction of bottom prefabricated pile.d1, inner tube 4 is promoted, make inner tube 4 bottom higher than the feeding port 5-1 on outer tube 5 top, it is simple to inserting of inserts.e1, use manually inserts is inserted in outer tube 5 from feeding port 5-1, fall inner tube 4 to inserts top after rise, use the methods such as static pressure, hammering or vibration by closely knit for inserts, and the soil body bottom compacted inserts, the operation of above-mentioned steps repeatedly, until the degree of compaction of inserts and solid soil meets design requirement, after forming the spacing carrier of carrier 2 at prefabricated pile 3 top, transfer to inner tube 4.F1, lifting lay steel reinforcement cage 6 in outer tube 5, then concrete is poured into from outer tube feeding port 5-1 or outer tube 5 top, it would however also be possible to employ concrete pump guncreting method pours into top pile body 1 and forms bored concrete pile, transfers to outer tube 5 pile to carry out the subsequent construction of stake.When as composite foundation rigidity reinforcement, steel reinforcement cage 6 can not be laid and directly irrigate top pile body 1, transfer to outer tube 5 i.e. to form prefabricated pile carrier type bored concrete pile.
Implementation two, referring to the drawings 4, a2, with stake machine lifting prefabricated pile 3 is directed at pile foundation anchor point.Leveling pile machine, adjusts the perpendicularity of prefabricated pile 3 so that it is meet code requirement, uses the methods such as static pressure, hammering or vibration, prefabricated pile is sunk to nature ground.b2, by with inner and outer pipe 4,5 drilling tool be directed at prefabricated pile 3 top, the bottom of inner tube 4 for close, adjust inner and outer pipe 4,5 perpendicularity so that it is meet code requirement.c2, use the methods such as static pressure, hammering or vibration, drilling tool is sink to design attitude, prefabricated pile 3 sinks to design attitude the most therewith.d2, carrying 0.1 ~ 2.0m height on inner and outer pipe 4,5 drilling tool, or make outer tube 5 motionless, use static pressure, hammering or method for oscillating to make inner tube sink 0.1 ~ 2.0m, make the top of prefabricated pile 3 less than outer tube 5 0.1 ~ 2.0m.e2, promote inner tube 4, make inner tube 4 bottom higher than the feeding port 5-1 on outer tube 5, it is simple to inserting of inserts, use and manually inserts is inserted in outer tube 5 by the feeding port 5-1 on outer tube 5.f2, recharge inner tube 4 to inserts top, use the methods such as static pressure, hammering or vibration by closely knit for inserts, the soil body bottom the most compacted inserts, the operation of above-mentioned steps repeatedly, until the degree of compaction of inserts and solid soil meets design requirement, transfering to inner tube 4 after forming the spacing carrier of force bearing disk 2 at prefabricated pile 3 top, construction method two afterwards is identical with construction method one.
Claims (2)
1. a prefabricated pile carrier type bored concrete pile, it is characterized in that being provided with the spacing carrier of the force bearing disk (2) of irregular ball type between bottom prefabricated pile (3) and top bored concrete pile (1), the diameter of the bored concrete pile (1) of its middle and upper part is more than prefabricated pile (3) diameter of bottom, or bored concrete pile (1) diameter on top is equal to the diameter of bottom prefabricated pile (3).
The pile making method of prefabricated pile carrier type bored concrete pile the most according to claim 1 is as follows: it is characterized in that method one: a1, the drilling tool of (4) with inner pipe and outer tube (5) and inner tube (4) bottom end closure is directed at pile foundation anchor point, start heavy drilling tool to design attitude；b1, propose inner tube (4), prefabricated pile (3) is put into outer tube (5)；c1, inner tube (4) put back in outer tube (5), alignment prefabricated pile (3) top, utilize heavy inner tube (4) simultaneously, prefabricated pile (3) put to outer tube (5) bottom 0.1 ~ 2.0m, completes the construction of bottom prefabricated pile (3)；d1, promote inner tube (4) and make inner tube (4) bottom higher than the feeding port on outer tube (5)；e1, in outer tube (5), inserted inserts by the feeding port (5-1) on outer tube (5) wall, then inner tube (4) is fallen after rise, with inner tube (4) bottom by inserts jolt ramming, it is compacted, tamps, until the degree of compaction of inserts and solid soil meets design and requires that the spacing carrier of the force bearing disk (2) forming prefabricated pile top (5) transfers to inner tube (4)；f1, lay steel reinforcement cage (6) and concrete perfusion, transfer to outer tube (4) pile to carry out the subsequent construction of stake；When as composite foundation rigidity reinforcement, dangerous can put steel reinforcement cage (6), direct concrete perfusion becomes top pile body (1), according to design requirement, it is also possible to complete e1Operating procedure after, in outer tube (5), directly lay prefabricated pile (3), and grout injection or cement mortar, transfer to outer tube (5) to become top pile body (1), complete the subsequent construction of stake；Method two: a2, by prefabricated pile (3) be directed at pile foundation anchor point, start pile sinking to ground；b2, by (4) with inner pipe and outer tube (5) and the drilling tool of inner tube (4) bottom end closure, alignment prefabricated pile (3) top；c2, drilling tool is sink to design attitude, prefabricated pile (3) sinks to design attitude the most therewith；d2Carrying drilling tool height on, is 0.1m ~ 2.0m, or makes outer tube (5) motionless, and heavy inner tube (4) to sinking, makes prefabricated pile (3) rise in outer tube (5) bottom 0.1m ~ 2.0m prefabricated pile (3)；e2, promote inner tube (4), make inner tube (4) bottom higher than the feeding port (5-1) of outer tube (5), the feeding port (5-1) of outer tube (5) sidewall in outer tube (5), insert inserts；f2, fall inner tube (4) after rise, by inner tube (4) by inserts jolt ramming, be compacted or tamp, this operation repeatedly, until the degree of compaction of inserts and solid soil meets design requirement, form the spacing carrier of the force bearing disk (2) that prefabricated pile (3) pushes up, transfer to inner tube (4)；Construction method afterwards is identical with method one.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510035689.6A CN105887873B (en) | 2015-01-26 | 2015-01-26 | The pile making method of prefabricated pile carrier type bored concrete pile |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201510035689.6A CN105887873B (en) | 2015-01-26 | 2015-01-26 | The pile making method of prefabricated pile carrier type bored concrete pile |
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| CN105887873A true CN105887873A (en) | 2016-08-24 |
| CN105887873B CN105887873B (en) | 2018-02-23 |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU1794995C (en) * | 1990-08-06 | 1993-02-15 | В.И.Проходько | Pile |
| CN201095759Y (en) * | 2007-08-07 | 2008-08-06 | 王国奋 | Under-reamed pile for high-rise building |
| CN101397787A (en) * | 2007-09-29 | 2009-04-01 | 王国奋 | Mixed pile-forming method of prefabricated pile body |
| CN102787595A (en) * | 2012-08-16 | 2012-11-21 | 岳建伟 | Double-acting self-stressing combined uplift pile and pile forming method |
| JP5742058B2 (en) * | 2012-12-21 | 2015-07-01 | 旭化成建材株式会社 | Method for increasing horizontal resistance of precast concrete pile foundation |
-
2015
- 2015-01-26 CN CN201510035689.6A patent/CN105887873B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU1794995C (en) * | 1990-08-06 | 1993-02-15 | В.И.Проходько | Pile |
| CN201095759Y (en) * | 2007-08-07 | 2008-08-06 | 王国奋 | Under-reamed pile for high-rise building |
| CN101397787A (en) * | 2007-09-29 | 2009-04-01 | 王国奋 | Mixed pile-forming method of prefabricated pile body |
| CN102787595A (en) * | 2012-08-16 | 2012-11-21 | 岳建伟 | Double-acting self-stressing combined uplift pile and pile forming method |
| JP5742058B2 (en) * | 2012-12-21 | 2015-07-01 | 旭化成建材株式会社 | Method for increasing horizontal resistance of precast concrete pile foundation |
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| CN105887873B (en) | 2018-02-23 |
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