CN101135144A - Pile forming method for two-stage club-footed pile - Google Patents
Pile forming method for two-stage club-footed pile Download PDFInfo
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- CN101135144A CN101135144A CNA2007101572811A CN200710157281A CN101135144A CN 101135144 A CN101135144 A CN 101135144A CN A2007101572811 A CNA2007101572811 A CN A2007101572811A CN 200710157281 A CN200710157281 A CN 200710157281A CN 101135144 A CN101135144 A CN 101135144A
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Abstract
The present invention relates to construction of building pile foundation engineering, and is especially process of constructing two-stage under-reamed pile. The piling process includes the following steps: 1. immersing the immersed tube with metal pile head into hardpan to design elevation; 2. taking out the metal pile head; 3. forming the lower base space and taking out soil; 4. drawing upwards the immersed tube to one designed distance; 5. forming the upper base space and taking out soil; 6. setting reinforcing bars through the mouth of the immersed tube; 7. pouring flowable concrete; 8. setting the prefabricated pile stem with steel dowels through the mouth of the immersed tube, and connecting to reinforcing bars; and 9. withdrawing the immersed tube and injecting cement mortar to the gap. The present invention has the advantages of small size of pile stem and great bearing capacity.
Description
Technical field
The present invention relates to the piling method of the secondary expanded bore pile of a kind of construction of building pile foundation engineering, particularly a kind of expanded bore pile.
Background technology
According to the national regulation whole body is cast-in-place expanded bore pile, i.e. pile body Cast-in-place concrete, and base also is a Cast-in-place concrete, its base diameter ratio maximum value is limited in 3-3.5, and pipe sinking prefabricated steel concrete club-footed pile, this stake is the prefabricated concrete of pile body, the base Cast-in-place concrete, obviously this ratio 3-3.5 is broken, generally 3.5-5 can be reached,, requirement of engineering can't be satisfied although bearing capacity is bigger, particularly, the opposite end bearing capacity to give a discount 0.9 when bellout diameter during greater than 1.5 meters.For this reason, immersed tube prefabricated multistage under-reamed pile has appearred again.Existing multiple bearing capacity dish stake technology has two common ground, and first all is to expand the end with positive crossover-circulating type method pore-forming; Second all carries out pile without immersed tube expands the end.This two point-to-points load dish (at the bottom of the multistage expansion) stake is quite unfavorable, in other words, bring two problems, 1), national building code requirement, expand the base end load at the end with positive crossover-circulating type method pile and will take advantage of 0.45 coefficient, because have mud to exist and pile bottom sediment can't be cleaned out, and Zhejiang Province's standard is 0.24 discount, it is too big to give a discount, though a plurality of bases are arranged, loss end bearing capacity is very big; 2); without immersed tube; condition of construction can not get protection; positive in addition crossover-circulating type method is operation under water; expand bottom application worker situation and cannot see, the difficult measurement noted down, when also usually taking place to expand the end under water; top soil body a slice situation that falls down also happens occasionally; also have because the multistage stake of prior art all is the whole body Cast-in-place concrete, and that the intensity of Cast-in-place concrete is done is not high, and difficult quality guarantee; and in water, water concrete; the difficult control of quality adds that the pile capacity of a plurality of bases is all bigger, and its pile body diameter of above factor must be done greatlyyer; and this a plurality of base is afraid of that pile body diameter is big most; development test shows that pile body diameter increases, and its bearing capacity decay is very serious.
Summary of the invention
The problem that the present invention is directed to the prior art existence provides a kind of piling method of secondary expanded bore pile, purpose be process rationally, guarantee pile quality, give full play to the utilization rate of the strength of materials, make bearing capacity of single pile higher, all the time be in work under the most economical state, reduction coefficient reaches 0.9-1.0, obviously improves the cost performance of stake, reaches the Expected Results of design.
Piling method of the present invention comprises following processing step:
A, the immersed tube that has metal pile head is sunk to the hardpan design elevation; B, taking-up metal pile head; C, expand the end with mechanical bottom-expanding equipment and form lower base space, and get clean hack; D, pulling out the H distance on the immersed tube; E, expand the end with mechanical bottom-expanding equipment and form upper base space, get clean hack; F, put into reinforcing bar from the immersed tube mouth; G, the mobile concrete of perfusion; H, put into precast pile, and dock with reinforcing bar with joint bar from the immersed tube mouth; I, extract immersed tube, and between the slit, inject cement paste.
It is as follows that the mechanical bottom-expanding equipment expansion of usefulness among described operation c and the e end forms the lower base space concrete steps: take out metal pile head, the mark that the detent rail pin of bottom-expanding equipment is aimed on the immersed tube mouth is lowered to immersed tube, start equipment after the equipment upper end is also fixedly positioning and expand the end, expand the end and be vertical earlier expand the end again level expand the end, when reaching, construction stops automatically after design is marked deeply, base cavity pocket is formed on the bottom, expanding the work of undercutting sharpener this moment reaches when designing base diameter, be that power rail reaches predetermined number of revolutions, expand end shoveling and finish, bottom-expanding equipment is hung out ground.
Getting clean hack among described operation c and the e is to get the hack that is dug down only with inhaling indigenous equipment or mixing method.
The concrete steps that described mixing method is got the hack that is dug down only are as follows: inhale indigenous equipment with air and fetch earth, when only surplus a small amount of loosing during soil in the base, from immersed tube mouth pouring, pouring limit, limit sops up, and is clean up to fetching earth.
The 2-10 that pulls out distance H on the immersed tube among the described operation d and be base diameter doubly.
Also be included in the triangle space that is cross setting that extrudes with extrusion equipment between two Up/down bases among the described operation e.
Described extrusion equipment is that hydraulic pressure props up disc shaping machine.
Compared with prior art owing to do protection and rely on immersed tube, precision, degree of safety, quality that the end is expanded in construction all improve greatly in the present invention, the more important thing is it can direct visual record see below whole work progresss; Because immersed tube prefabricated multistage under-reamed pile has adopted precast pile, steel pipe pile body and prefabricated pile body of answering in advance, these pile body diameters are little, and it is very big that bearing capacity can be done, and quality can be checked and guarantee, adapts to very much the large bearing capacity pile that a plurality of bases are arranged and uses.It is little to meet multistage under-reamed pile requirement pile body diameter fully, and bearing capacity is big, the requirement that quality requirement is high.In addition, in environmental protection, energy-conservation all significantly better than prior art.
Description of drawings
Fig. 1 a-1i is each operation status of processes schematic diagram of the present invention.
Among the figure, 1, metal pile head; 2, immersed tube; H is 2-10 a times of base diameter; 4, lower bottom base; 5, be the crosswise triangle space; 6, reinforcing bar; 7, upper bed-plate; 8, precast pile; 9, joint bar.
The specific embodiment
Embodiments of the invention 1a-1i in conjunction with the accompanying drawings are described in detail.
Piling method of the present invention comprises following processing step:
A, the immersed tube 2 that has metal pile head 1 is sunk to the hardpan design elevation (see Fig. 1 a); B, taking-up metal pile head (Fig. 1 b); C, expand the end with mechanical bottom-expanding equipment and form lower bottom base 4 spaces, get the hack (seeing Fig. 1 c) that is dug down only with suction indigenous equipment or mixing method; D, pulling out the H distance on the immersed tube 2, its H is the 2-10 doubly (seeing Fig. 1 d) of base diameter; E, expand the end with mechanical bottom-expanding equipment and form upper bed-plate 7 spaces (seeing Fig. 1 e), get the hack that is dug down only with inhaling indigenous equipment or mixing method, and prop up the disc shaping machine extruding at the position between two bases 4,7 up and down with YEJ800 type hydraulic pressure and overlook and be the triangle space 5 that crosswise is provided with, with the frictional resistance between increase pile body and the hardpan; F, put into reinforcing bar 6 (seeing Fig. 1 f) from the immersed tube mouth; G, the mobile concrete (seeing Fig. 1 g) of perfusion; H, put into the precast pile 8 that has joint bar 9, and dock (seeing Fig. 1 h) with reinforcing bar 6 from the immersed tube mouth; I, extract immersed tube, in pile body and mud layer slit, inject cement paste or after the inwall of immersed tube injects cement paste, extract immersed tube again, pile (seeing Fig. 1 i).
It is as follows that the mechanical bottom-expanding equipment expansion of above-mentioned operation c and the usefulness among the e end forms the lower base space concrete steps: take out metal pile head, the mark that the detent rail pin of bottom-expanding equipment is aimed on the immersed tube mouth is lowered to immersed tube, start equipment after the equipment upper end is also fixedly positioning and expand the end, expand the end and be vertical earlier expand the end again level expand the end, when reaching, construction stops automatically after design is marked deeply, base cavity pocket is formed on the bottom, expanding the work of undercutting sharpener this moment reaches when designing base diameter, be that power rail reaches predetermined number of revolutions, expand end shoveling and finish, bottom-expanding equipment is hung out ground.
The concrete steps that above-mentioned mixing method is got the hack that is dug down only are as follows: inhale indigenous equipment with air and fetch earth, when only surplus a small amount of loosing during soil in the base, from immersed tube mouth pouring, pouring limit, limit sops up, and is clean up to fetching earth.
Claims (7)
1. the piling method of secondary expanded bore pile is characterized in that comprising the steps: a, the immersed tube that has metal pile head is sunk to the hardpan design elevation; B, taking-up metal pile head; C, expand the end with mechanical bottom-expanding equipment and form lower base space, and get clean hack; D, pulling out the H distance on the immersed tube; E, expand the end with mechanical bottom-expanding equipment and form upper base space, get clean hack; F, put into reinforcing bar from the immersed tube mouth; G, the mobile concrete of perfusion; H, put into precast pile, and dock with reinforcing bar with joint bar from the immersed tube mouth; I, extract immersed tube, and between the slit, inject cement paste, pile.
2. the piling method of secondary expanded bore pile according to claim 1, it is characterized in that the mechanical bottom-expanding equipment expansion of the usefulness end formation lower base space concrete steps among described operation c and the e are as follows: take out metal pile head, the mark that the detent rail pin of bottom-expanding equipment is aimed on the immersed tube mouth is lowered to immersed tube, start equipment after the equipment upper end is also fixedly positioning and expand the end, expand the end and be vertical earlier expand the end again level expand the end, when reaching, construction stops automatically after design is marked deeply, base cavity pocket is formed on the bottom, expanding the work of undercutting sharpener this moment reaches when designing base diameter, be that power rail reaches predetermined number of revolutions, expand end shoveling and finish, bottom-expanding equipment is hung out ground.
3. the piling method of secondary expanded bore pile according to claim 1, it is characterized in that getting among described operation c and the e clean hack is to get the hack that is dug down only with inhaling indigenous equipment or mixing method.
4. the piling method of secondary expanded bore pile according to claim 3, it is as follows to it is characterized in that described mixing method is got the concrete steps of the hack that is dug down only: inhale indigenous equipment with air and fetch earth, when only surplus a small amount of loosing during soil in the base, from immersed tube mouth pouring, pouring limit, limit sops up, and is clean up to fetching earth.
5. the piling method of secondary expanded bore pile according to claim 1, the 2-10 that it is characterized in that pulling out on the immersed tube among the described operation d distance H and be base diameter doubly.
6. the piling method of secondary expanded bore pile according to claim 1 is characterized in that also being included among the described operation e triangle space that is cross setting that extrudes with extrusion equipment between two Up/down bases.
7. the piling method of secondary expanded bore pile according to claim 6 is characterized in that described extrusion equipment is that hydraulic pressure props up disc shaping machine.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2007101572811A CN101135144A (en) | 2007-09-29 | 2007-09-29 | Pile forming method for two-stage club-footed pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2007101572811A CN101135144A (en) | 2007-09-29 | 2007-09-29 | Pile forming method for two-stage club-footed pile |
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| Publication Number | Publication Date |
|---|---|
| CN101135144A true CN101135144A (en) | 2008-03-05 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNA2007101572811A Pending CN101135144A (en) | 2007-09-29 | 2007-09-29 | Pile forming method for two-stage club-footed pile |
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| Country | Link |
|---|---|
| CN (1) | CN101135144A (en) |
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- 2007-09-29 CN CNA2007101572811A patent/CN101135144A/en active Pending
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Open date: 20080305 |