CN101575855A - Non soil taking hole guiding process for sinking prestressed pipe pile or prefabricated square pile - Google Patents
Non soil taking hole guiding process for sinking prestressed pipe pile or prefabricated square pile Download PDFInfo
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- CN101575855A CN101575855A CNA2009100273258A CN200910027325A CN101575855A CN 101575855 A CN101575855 A CN 101575855A CN A2009100273258 A CNA2009100273258 A CN A2009100273258A CN 200910027325 A CN200910027325 A CN 200910027325A CN 101575855 A CN101575855 A CN 101575855A
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Abstract
The invention relates to a non soil taking hole guiding process for sinking a prestressed pipe pile or a prefabricated square pile, which mainly comprises that: a liquid spray pipe is pre-buried or pre-placed in the prestressed pipe pile or the prefabricated square pile, liquid enters the outside wall of a pile end through the liquid spray pipe during pile sinking, a soil body on the outside wall of the pile end is sprayed at high pressure, and a water film is formed between the outside wall of the pile end and the soil body. The method for high-pressure jet grouting or water injection only destroys a structure of soil near the pile side in a small range by means of the cleavage function of injection water, quickly weakens the construction squeezing effect in a short time, can fully recover the frictional resistance of the soil body along with the drainage and consolidation of the soil body at the pile side, and does not influence the long-term bearing capacity of engineering piles.
Description
Technical field
The present invention relates to a kind of non soil taking hole guiding prestressed pipe pile or premade square sunk pile technology.
Background technology
The compression performance that the pile sinking degree of depth of the pile-sinking method (armful pressure and the preloading pile sinking that comprise paddle type mill pile sinking, silent piling) that pile for prestressed pipe or precast square pile are traditional often is pressed into the soil body limits, generally only be applicable to the mucky soil body of high-compressibility (referring generally to compression coefficient) greater than 0.5MPa, and be to be difficult to the stake end is sunk to the predetermined degree of depth to traditional pile-sinking method of employing such as the silty clay of contracting property of tool mesolow, fine sand layer, sandy gravel stratums, limited the applicability of pile for prestressed pipe or precast square pile significantly.There is a kind of prebored hole to fetch earth now to plant piling method and can addresses the above problem, this method is to adopt the drilling bucket rig to carry out boring extracting soil before pile sinking earlier on the stake position, promptly on the stake position, bore an aperture and the essentially identical stake of stake footpath size hole, drilling depth must be passed the soil body of piling difficulty, with pile press pile for prestressed pipe or precast square pile is pressed into projected depth along the stake hole of having bored then.This method has solved the pile sinking difficulty in contracting property of the mesolow soil body, has reduced the soil compaction effect in the piling process, but also exists shortcoming: 1, drilling machine is relatively heavier, transportation is mounted to the bothersome effort in construction plant, easily causes surface collapse, difficulty in walking, biased the moving of stake is difficult for realizing; 2, high by 3, the drilling machine of the construction machinery consumption cost contaminated environment easily that fetches earth behind the ground.
Summary of the invention
In order to overcome above defective, the technical problem to be solved in the present invention is: propose a kind of easy construction, non soil taking hole guiding prestressed pipe pile or premade square sunk pile technology that cost is low.
The technical solution adopted in the present invention is: a kind of non soil taking hole guiding prestressed pipe pile or premade square sunk pile technology, pre-buried or pre-open flow liquid pipeline in pile for prestressed pipe or precast square pile, in pile driving process, make liquid enter stake end lateral wall by the hydrojet pipeline, and the stake end lateral wall soil body carried out high-pressure injection, destroy stake end lateral wall soil structures, between the stake end lateral wall and the soil body, form moisture film.
According to another preferred embodiment, non soil taking hole guiding prestressed pipe pile or premade square sunk pile technology further are included in stake end lateral wall and are provided with bubbler and the interior hydrojet pipeline connection of stake, and liquid is by the ejection of bubbler high pressure.
According to another preferred embodiment, non soil taking hole guiding prestressed pipe pile or premade square sunk pile technology comprise that further described bubbler adopts thick walled steel tube to make, and are tubular structure, and bubbler is provided with a plurality of mouth sprays.
According to another preferred embodiment, non soil taking hole guiding prestressed pipe pile or premade square sunk pile technology comprise that further described stake end is set with guard shield, and described bubbler is between stake end and guard shield.
According to another preferred embodiment, non soil taking hole guiding prestressed pipe pile or premade square sunk pile technology comprise that further described guard shield is an angle bar, bubbler is passed angle bar extend the stake end outside.
According to another preferred embodiment, non soil taking hole guiding prestressed pipe pile or premade square sunk pile technology further comprise the axis normal of described mouth spray and pile for prestressed pipe or precast square pile.
According to another preferred embodiment, non soil taking hole guiding prestressed pipe pile or premade square sunk pile technology comprise that further described mouth spray is parallel with the axis of pile for prestressed pipe or precast square pile.
According to another preferred embodiment, non soil taking hole guiding prestressed pipe pile or premade square sunk pile technology comprise that further described hydrojet pressure limit is 2Mpa～50Mpa.
The invention has the beneficial effects as follows:
1, the superficial part pile sinking runs into when moulding old clay firmly, open directed high-pressure injection device, spray water with high pressure, get through pile for prestressed pipe cavity soil plug, reduce soil body protuberance, the softening caused stake of the pile sinking extruding side soil hardening effect that reduces forms short time vertical drainage passage between the stake side and the soil body, form moisture film, reduce soil compaction pile body come-up frictional force in the work progress.
When 2, pile sinking runs into the place and has thicker saturated soft clay, open directed high-pressure injection device, spray water with high pressure, destroy stake side soil structures, between the stake side and the soil body, form short time vertical drainage passage, increase the transmission coefficient of stake side soil, reduce the excess pore water pressure that soil compaction during pile driving produces, get through pile for prestressed pipe cavity soil plug, reduce soil compaction pile body come-up stress in the work progress, reduce soil body bulge effect.
This method high pressure jet grouting or water filling, slabbing action by injection water, only destroy the nearly stake side structure of soil more among a small circle, short time weakens the soil extrusion in construction effect rapidly, along with the discharging consolidation of the stake side soil body, the frictional resistance of the soil body can recover fully, does not influence the long-time bearing ability of engineering piles, the stake end outside soil body need not from the underground discharge face of land, and environment pollution is reduced.
This method effectively reduces preformed pile soil compaction during pile driving effect, can overcome refuse to beat, pile driving pressure is too high and cause the impaired and uppity problem of absolute altitude of pile body, improve construction of prefabricated piles speed, enlarge the place scope of application of pile for prestressed pipe, input cost is low, simple to operate, system easy to control the quality is worth promoting on a large scale.
Since just at the pile body outside among a small circle the soil body destroy, guaranteed the verticality of pile body
Description of drawings
The present invention is further described below in conjunction with drawings and Examples.
Fig. 1 is the structural representation of the preferred embodiments of the present invention;
Fig. 2 is the structural representation of another preferred embodiment of the present invention;
Fig. 3 is that pile tube is laid hydrojet pipeline schematic diagram;
Hydrojet pipeline schematic diagram is laid in the stake of Fig. 4 side of being;
Fig. 5 is a structural representation behind the pipe pile end portion installation guard shield;
Structural representation behind Fig. 6 side of being stake stake end installation guard shield;
Among the figure: 1, pile body, 11, the stake end, 2, the hydrojet pipeline, 3, bubbler, 4, guard shield, 6, mouth spray, 7, the ground pipeline, 8, Liquid spraying pump, 9, pile press.
The specific embodiment
The present invention is further detailed explanation with preferred embodiment in conjunction with the accompanying drawings now.These accompanying drawings are the schematic diagram of simplification, basic structure of the present invention only is described in a schematic way, so it only show the formation relevant with the present invention.
As shown in Figure 1, place hydrojet pipeline 2 in the pile body 1 of pile for prestressed pipe or precast square pile, hydrojet pipeline 2 is communicated with bubbler 3, is provided with circular guard shield 4 in stake end 11, be used to prevent that bubbler 3 is subjected to pile body 1 axial compression, this circular guard shield 4 is fixedlyed connected with stake end 11.As Fig. 2, Fig. 5, shown in Figure 6, place hydrojet pipeline 2 in the pile body 1 of pile for prestressed pipe or precast square pile, hydrojet pipeline 2 is communicated with bubbler 3, is provided with angle bar guard shield 4 in stake end 11, be used to prevent that bubbler 3 is subjected to pile body 1 axial compression, this angle bar guard shield 4 is fixedlyed connected with stake end 11.Fig. 3 is the schematic diagram that pile tube is laid hydrojet pipeline 2, and Fig. 4 is the schematic diagram that precast square pile is laid hydrojet pipeline 2.Bubbler 3 adopts thick walled steel tube to make, and is tubular structure, and bubbler 3 is provided with a plurality of mouth sprays 6.Wherein, pile body 1 axis normal of preferred and pile for prestressed pipe or precast square pile of mouth spray 6.In addition, mouth spray 6 can also be parallel with pile body 1 axis of pile for prestressed pipe or precast square pile.Certainly, bubbler 3 also can be ringwise, and mouth spray 6 is evenly distributed on the external peripheral surface of bubbler 3.Mouth spray 6 can be selected 2 or more, and the preferred mouth spray 6 of the utility model is 4.The utility model high-pressure pump atomizing of liquids can be that water also can be cement paste.
Then, ground pipeline 7 is connected with high pressure Liquid spraying pump 8, liquid is injected into ground pipeline 7 and makes liquid high pressure enter into the hydrojet pipeline 2 of pile body 1 by ground pipeline 7 by high pressure Liquid spraying pump 8, when 8 work of high pressure Liquid spraying pump, mouth spray 6 on the bubbler 3 of hydrojet pipeline 2 ends is the high pressure hydrojet immediately, pile body 1 is arranged on the pile press 9 simultaneously, and the work of high pressure Liquid spraying pump makes high pressure hydrojet and pile sinking to carry out simultaneously when 9 pairs of pile body 1 pilings of pile press.
And pile body 1 superficial part pile sinking runs into when moulding old clay firmly, open directed high pressure hydrojet, get through pile for prestressed pipe cavity soil plug, reduce soil body protuberance, the softening caused stake of the pile sinking extruding side soil hardening effect that reduces, between the stake side and the soil body, form short time vertical drainage passage, form moisture film, reduce soil compaction pile body 1 come-up frictional force in the work progress.
In addition, when pile body 1 pile sinking runs into the place and has thicker saturated soft clay, open directed high pressure hydrojet, destroy stake side soil structures, between the stake side and the soil body, form short time vertical drainage passage, form moisture film, increase the transmission coefficient of stake side soil, reduce the excess pore water pressure that soil compaction during pile driving produces, get through pile for prestressed pipe cavity soil plug, reduce soil compaction pile body come-up stress in the work progress, reduce soil body bulge effect.
Wherein, the pressure of high pressure hydrojet is decided on the speed of pile sinking and the pressure of pile press, and higher when the force value of pile press 9, pile sinking speed should strengthen hydrojet pressure when slow, make that the force value of pile press 9 and pile sinking speed are normal till.
General hydrojet pressure limit is 2Mpa-50Mpa; the best is 25MPa; pile press 9 adopts static pile press in the present embodiment; also can adopt roof pressure pile sinking and sunk by hammer; if when adopting roof pressure pile sinking and sunk by hammer; as long as add the protective device of a hydrojet pipeline at the top of pile body 1, can adopt method of the present invention to carry out pile sinking equally.Its method is the same.
In addition, the present invention holds direct hydrojet to compare with stake, and is simple in structure, need not to set up fastening devices between hydrojet pipeline and pile body.
With above-mentioned foundation desirable embodiment of the present invention is enlightenment, and by above-mentioned description, the related work personnel can carry out various change and modification fully in the scope that does not depart from this invention technological thought.The technical scope of this invention is not limited to the content on the manual, must determine its technical scope according to the claim scope.
Claims (8)
1, a kind of non soil taking hole guiding prestressed pipe pile or premade square sunk pile technology, it is characterized in that: pre-buried or pre-open flow liquid pipeline in pile for prestressed pipe or precast square pile, in pile driving process, make liquid enter stake end lateral wall by the hydrojet pipeline, and the stake end lateral wall soil body carried out high-pressure injection, destroy stake end lateral wall soil structures, between the stake end lateral wall and the soil body, form moisture film.
2, non soil taking hole guiding prestressed pipe pile as claimed in claim 1 or premade square sunk pile technology is characterized in that: hydrojet pipeline connection in stake end lateral wall is provided with bubbler and stake, liquid is by the ejection of bubbler high pressure.
3, non soil taking hole guiding prestressed pipe pile as claimed in claim 2 or premade square sunk pile technology is characterized in that: described bubbler adopts thick walled steel tube to make, and is tubular structure, and bubbler is provided with a plurality of mouth sprays.
4, non soil taking hole guiding prestressed pipe pile as claimed in claim 2 or premade square sunk pile technology is characterized in that: described stake end is set with guard shield, and described bubbler is between stake end and guard shield.
5, non soil taking hole guiding prestressed pipe pile as claimed in claim 4 or premade square sunk pile technology is characterized in that: described guard shield is an angle bar, bubbler is passed angle bar extend the stake end outside.
6, non soil taking hole guiding prestressed pipe pile as claimed in claim 3 or premade square sunk pile technology is characterized in that: the axis normal of described mouth spray and pile for prestressed pipe or precast square pile.
7, non soil taking hole guiding prestressed pipe pile as claimed in claim 3 or premade square sunk pile technology, it is characterized in that: described mouth spray is parallel with the axis of pile for prestressed pipe or precast square pile.
8, non soil taking hole guiding prestressed pipe pile as claimed in claim 1 or premade square sunk pile technology is characterized in that: described hydrojet pressure limit is 2Mpa～50Mpa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2009100273258A CN101575855A (en) | 2009-05-27 | 2009-05-27 | Non soil taking hole guiding process for sinking prestressed pipe pile or prefabricated square pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2009100273258A CN101575855A (en) | 2009-05-27 | 2009-05-27 | Non soil taking hole guiding process for sinking prestressed pipe pile or prefabricated square pile |
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| CN101575855A true CN101575855A (en) | 2009-11-11 |
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| CNA2009100273258A Pending CN101575855A (en) | 2009-05-27 | 2009-05-27 | Non soil taking hole guiding process for sinking prestressed pipe pile or prefabricated square pile |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102383731A (en) * | 2011-09-15 | 2012-03-21 | 中冶交通工程技术有限公司 | High-pressure water jet flow pore-forming tool and device and poured pile construction method |
| CN103628482A (en) * | 2012-08-27 | 2014-03-12 | 上海中技桩业股份有限公司 | High-pressure jet guide-pile construction method |
| CN107460869A (en) * | 2017-07-26 | 2017-12-12 | 大成科创基础建设股份有限公司 | Extra high load bearing capacity large-diameter tubular pile and quick pile sinking secondary grouting method |
| CN107794914A (en) * | 2017-10-20 | 2018-03-13 | 宁波大学 | A kind of combination post jacking and the prestressed concrete pipe pile of expanding technology and preparation method thereof |
| CN109778857A (en) * | 2018-11-30 | 2019-05-21 | 北京荣创岩土工程股份有限公司 | A kind of prefabricated pile is from pilot hole device and prefabricated pile from pilot hole pile making method |
| CN114032901A (en) * | 2021-11-26 | 2022-02-11 | 中交四航工程研究院有限公司 | Device for improving construction efficiency of open pile and construction method |
-
2009
- 2009-05-27 CN CNA2009100273258A patent/CN101575855A/en active Pending
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102383731A (en) * | 2011-09-15 | 2012-03-21 | 中冶交通工程技术有限公司 | High-pressure water jet flow pore-forming tool and device and poured pile construction method |
| CN103628482A (en) * | 2012-08-27 | 2014-03-12 | 上海中技桩业股份有限公司 | High-pressure jet guide-pile construction method |
| CN107460869A (en) * | 2017-07-26 | 2017-12-12 | 大成科创基础建设股份有限公司 | Extra high load bearing capacity large-diameter tubular pile and quick pile sinking secondary grouting method |
| CN107794914A (en) * | 2017-10-20 | 2018-03-13 | 宁波大学 | A kind of combination post jacking and the prestressed concrete pipe pile of expanding technology and preparation method thereof |
| CN109778857A (en) * | 2018-11-30 | 2019-05-21 | 北京荣创岩土工程股份有限公司 | A kind of prefabricated pile is from pilot hole device and prefabricated pile from pilot hole pile making method |
| CN114032901A (en) * | 2021-11-26 | 2022-02-11 | 中交四航工程研究院有限公司 | Device for improving construction efficiency of open pile and construction method |
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| PB01 | Publication | ||
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Open date: 20091111 |