CN101328710A - Synchronous soil lifting grouting rectangular filling pile apparatus and method - Google Patents
Synchronous soil lifting grouting rectangular filling pile apparatus and method Download PDFInfo
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- CN101328710A CN101328710A CNA200810063235XA CN200810063235A CN101328710A CN 101328710 A CN101328710 A CN 101328710A CN A200810063235X A CNA200810063235X A CN A200810063235XA CN 200810063235 A CN200810063235 A CN 200810063235A CN 101328710 A CN101328710 A CN 101328710A
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Abstract
The invention provides a device for forming a rectangular filling pile by lifting soil and pressure filling, comprising a rectangular bracket body which can plunge in soil body and can be pulled out upwards as well as is provided with a rectangular long steel tube, wherein, the bottom of the rectangular long steel tube is provided with a pile position embedded pile shoe with a preformed hole; a guide pipe is arranged in the center of the rectangular long steel tube, the lower end of the guide pipe is matched with the preformed hole of the pile shoe, a delivery pipe with a concrete planting opening is sleeved on the outside of the guide pipe, the inner side of the rectangular bracket body is provided with a plurality of turning plates which can rotate freely upwards inside the rectangular bracket body, the guide pipe and the delivery pipe are arranged in clearance fit, the pile position embedded pile shoe is in separating and sealing connection with the bottom surface of the rectangular long steel tube, the delivery pipe is fixed on a steel plate at the end part of a reinforcing steel bar framework, the steel plate and the reinforcing steel bar framework are welded into a whole, and the delivery pipe is sleeved inside an upper opening of the guide pipe and is planted into the concrete in a vibrating way until the bottom of the guide pipe. The device has the advantages of good carrying capacity of the pile, high construction efficiency, no soil extruding influence, no slurry pollution and reliable quality.
Description
Technical field
The present invention relates to a kind of pile foundation of civil construction project, especially relate to a kind of synchronous soil lifting grouting rectangular filling pile apparatus and method.
Background technology
The castinplace pile of civil construction project generally can be divided into two kinds of pile making device of soil compaction type and non-soil compaction type now.
This non-soil compaction type stake is the circular bore castinplace pile; Need to use a large amount of clean waters in this circular bore filling pile construction process, this clean water bores in described boring procedure and stirs to mud, and constantly drains into mud pit, and the mud in this mud pit needs again constantly to transport outward and abandons.For mud off in the stake hole caves in to prevent a hole, through estimation, whenever upright square metre circular bore grout pile concrete need consume 6 cubic metres clean water; Wherein discharging mud has 4 cubic metres, and needs the automobile outward transport, and these discharging mud arbitrarily abandon and cause contaminated environment again.
Described non-soil compaction type pile making device has the circular castinplace pile that uses long spiral to propose soil pressure filling synchronously at present.As the friction-type castinplace pile, the surface area ratio of same its circular cross-section of volume is relatively littler than the square-section; The little bearing capacity that then rubs of surface area is low; Therefore long spiral is carried soil and is pressed the friction bearing capacity of circular castinplace pile of filling lower synchronously, and anti-side direction horizontal force is lower.
For example, for described deep pit support fender pile, as calculated, the support capacity of two layers of described deep foundation ditch of the every linear meter effect of basement, its circular cross-section diameter is 850 millimeters soldier pile and disposes uniform steel bar stress 20* Φ 25 that identical support capacity square-section is that the soldier pile balanced configuration steel bar stress of 450*800 millimeter is total to 12* Φ 25.Be that circular bore filling comparison rectangular filling pile concrete consumes concrete 36 percent, reinforcing bar 40 percent more.
Secondly; described long spiral is carried soil and is pressed the circular castinplace pile of irritating synchronously because centre pipe guiding implanted device can not be set; thereby can not guarantee interior tram and the thickness of protection tier of cage of reinforcement implantation concrete, this influences long spiral greatly and carries the reliable in quality degree that soil is pressed the circular castinplace pile of filling synchronously.
Summary of the invention
Technical problem to be solved by this invention is exactly to provide a kind of have the reliable in quality degree and the bearing capacity of advantage, the synchronous soil lifting grouting rectangular filling pile apparatus and method that can save concrete and reinforcing bar at the present situation of above-mentioned prior art.
The present invention solves the problems of the technologies described above the technical scheme that is adopted to be: a kind of synchronous soil lifting grouting rectangular filling pile device, comprise one can in the soil body, sink to on the rectangle support body that pulls out, dispose the long steel pipe of rectangle in this rectangle support body, it is characterized in that:
The stake pre-buried shoe in position of the bottom configuration one band preformed hole of the long steel pipe of described rectangle; The long steel pipe center configuration one circular guide pipe of described rectangle, match with described shoe preformed hole in the lower end of this guide pipe;
The connection concrete suitable for reading of the long steel pipe of described rectangle pours into mouth;
Described rectangle support body inboard is provided with a plurality of rotating turnover panels, this turnover panel can only be in described rectangle support body on freely rotate.
Adopt above rectangle support body to put forward soil pressure concrete injecting and catheter directed implanted device structure synchronously, cage of reinforcement is temporarily fixed on this force pipe, and this force pipe is inserted in described guide pipe; Can guarantee tram and thickness of protection tier in the cage of reinforcement implantation concrete, thereby realize promoting the reliable in quality degree; Secondly, can save concrete and reinforcing bar, and improve section a power and the anti-lateral earth pressure ability of deep foundation ditch of holding.
Described guide pipe and described force pipe setting can be matched in clearance, and the diameter of this force pipe is bigger 6～10 millimeters than the diameter of described guide pipe.To guarantee the good guidance function of guide pipe.
The described stake pre-buried shoe in position can be the prefabricated reinforced concrete shoe, and the pre-buried shoe in this position is set to removable lining sealing with the bottom surface of described rectangle support body and is connected.The stake pre-buried shoe in position can be facilitated the correct location between rectangle support body and the guide pipe.
The spacing of described a plurality of rotating turnover panels can be set to 4 meters.Rotating turnover panel effect is that the soil body can enter in the rectangle support body earther taking apparatus by drop in leaf, can seal the soil body again, thereby the soil body is taken out; Put forward native efficient with raising.
Described rectangle support body can be to be welded to form by long steel plate and a plurality of diaphragm; The space of these a plurality of diaphragms is about 2 meters.Welding procedure is quick and easy, has the higher rigidity of structure again.
Described force pipe and cage of reinforcement are formed integral body temporarily, and described force pipe is positioned on the end steel plate of cage of reinforcement, and this steel plate and described cage of reinforcement are welded into integral body.Work with reliable location force pipe.
Be provided with the support body positioning port between the surface of the described soil body and the described rectangle support body, this support body positioning port matches with described rectangle support body.Support body positioning port beneficial effect is to guarantee to keep when the rectangle support body sinks to the soil body correct upright position.
Described support body positioning port is welded by steel plate.
Synchronous soil lifting grouting rectangular filling pile apparatus and method of the present invention are applicable to the geological conditions of deep saturated soft ground.
As a further improvement on the present invention, described force pipe is inserted in the suitable for reading of described guide pipe, and described cage of reinforcement is implanted in the concrete, until the bottom of described guide pipe under the vibration effect.Efficiency of construction height, swift to operate easy again.
A kind of synchronous soil lifting is irritated the piling method of rectangular filling pile, it is characterized in that: the first step, by design stake pre-described pile anchoring boots in position and described positioning port; Described rectangle support body is placed in this shoe; Described guide pipe is inserted in the described shoe preformed hole again; In second step, static pressure sinks to described synchronous soil lifting grouting rectangular filling pile device to design altitude, and meanwhile, the described soil body enters described rectangle support body; The 3rd the step, on pull out described synchronous soil lifting grouting rectangular filling pile device, meanwhile, pour into a mouthful pressure concrete injecting from described concrete synchronously; At this moment, described guide pipe is reserved in the concrete; Pull out process on the described synchronous soil lifting grouting rectangular filling pile device, described turnover panel is closed downwards owing to the deadweight effect of the described soil body, promptly seal the outlet that the described soil body falls, thereby realize that synchronous soil lifting is irritated concrete, the soil body goes out ground and swings to the both sides of carrying the soil pressure filling device, the space that the soil pressure filling device is carried in the concrete filling; In the 4th step, described force pipe is bearing on the end steel plate of described cage of reinforcement, vibration implant concrete in described force pipe until the bottom; The 5th the step, on pull out described force pipe and described guide pipe, an amount of concrete of described castinplace pile supplementary irrigation suitable for reading is until whole dial-out piles.
The present invention is owing to adopted the rectangle support body to put forward soil and conduit guide system structure, and compared with prior art, its advantage is bearing capacity height, efficiency of construction height, the reliable in quality of stake.
Description of drawings
Fig. 1 is a structural representation of the present invention;
Fig. 2 is the A-A sectional view of Fig. 1;
Fig. 3 is a pile-formation process method schematic diagram of the present invention;
The specific embodiment
Embodiment describes in further detail the present invention below in conjunction with accompanying drawing.
Fig. 1 to Fig. 3 illustrates an embodiment of the invention, and it comprises the rectangle support body 10 that is welded to form by long steel plate 1, transverse slat 2 and the long steel pipe 3 of rectangle.Rectangle support body 10 it can in the soil body, sink to on pull out.
The stake pre-buried shoe 5 in position of the bottom configuration one band preformed hole of the long steel pipe 3 of rectangle; Long steel pipe 3 center configuration of rectangle one guide pipe 6, match with described shoe 5 preformed holes in the lower end of this guide pipe; These guide pipe 6 end shoes 5 are inserted in the shoe preformed hole, and this guide pipe 6 places the long steel pipe 3 of rectangle; The connection concrete suitable for reading of the long steel pipe 3 of this rectangle pours into mouth 14; See shown in Fig. 1,2.
Adopt the rectangle support body to put forward soil pressure concrete injecting and catheter directed implanted device structure synchronously, cage of reinforcement is temporarily fixed on this force pipe, and this force pipe is inserted in described guide pipe; Can guarantee tram and thickness of protection tier in the cage of reinforcement implantation concrete, thereby realize promoting the reliable in quality degree; Secondly, can save concrete and reinforcing bar, and improve section a power and the anti-lateral earth pressure ability of deep foundation ditch of holding.
The pre-buried shoe 5 in stake position is prefabricated reinforced concrete shoes, and the bottom surface of the rectangular tube 3 in the pre-buried shoe 5 in this position and the rectangle support body is set to removable lining sealing and is connected.
The spacing setting of a plurality of rotating turnover panels 4 is approximately 4 meters, can choose according to the volume of rectangle support body 10.
The rectangle support body is to be welded to form by long steel plate and a plurality of diaphragm; The space of these a plurality of diaphragms 2 is approximately 2 meters.
Force pipe 7 is fixed with cage of reinforcement 9, and force pipe 7 is fixed on the end steel plate of this cage of reinforcement 9, and this steel plate and cage of reinforcement 9 are welded into integral body.Force pipe 7 is inserted in the suitable for reading of guide pipe 6, and the interior bottom until guide pipe 6 of concrete is implanted in vibration.Force pipe 7 is extracted pile with guide pipe 6; See shown in Figure 3.
Be provided with support body positioning port 13 between the surface of the soil body and the rectangle support body 10, this support body positioning port matches with rectangle support body 10; See shown in Figure 3.Support body positioning port 13 is welded by steel plate.Support body positioning port 13 be set be in order to ensure the rectangle support body sink in the soil body with on correct upright position when pulling out.
Bore forming technology of the present invention and method are described as follows (seeing shown in Figure 3):
The first step is by pre-buried shoe 5 in design stake position and positioning port 13; To place in this shoe 5 with the rectangle support body 10 that the long steel pipe 3 of rectangle is formed by long steel plate 1, transverse slat 2; Again guide pipe 6 is inserted in shoe 5 preformed holes; Guide pipe 6 matches with the pore of rectangular tube 3; See shown in the left side first figure of Fig. 3;
In second step, static pressure sinks to pile making device of the present invention to design altitude, and the soil body 11 enters in the rectangle support body 10; See shown in second figure on the left side of Fig. 3;
The 3rd the step, on pull out pile making device of the present invention; Synchronously, concrete is from pouring into mouthful 14 pressure concrete injectings; At this moment, guide pipe 6 is reserved in the concrete, pull out process on the pile making device, turnover panel 4 is closed downwards owing to the deadweight effect of the soil body 11, promptly seal the outlet that the soil body falls, thereby realize that synchronous soil lifting is irritated concrete, the soil body goes out ground and swings to the both sides of carrying the soil pressure filling device, the space that the soil pressure filling device is carried in the concrete filling; See shown in the left side the 3rd figure of Fig. 3;
In the 4th step, force pipe 7 fixed bits are on cage of reinforcement 9; The diameter of force pipe 7 is than guide pipe 6 big 6～10mm, be convenient to be inserted in run through and get final product, force pipe 7 is bearing on the end steel plate of cage of reinforcement 9, steel plate and cage of reinforcement 9 are welded into integral body, force pipe 7 is inserted in guide pipe 6 suitable for reading, vibration are implanted in the concrete, until the bottom; See shown in the left side the 4th figure of Fig. 3;
The 5th step, on pull out force pipe 7 and guide pipe 6, an amount of concrete of supplementary irrigation suitable for reading until whole dial-out piles, is seen shown in the right first figure of Fig. 3.Then, change the adjacent studs construction over to.
Advantage of the present invention is:
1. the bearing capacity of stake is high because circular castinplace pile antagonism side direction horizontal force (being bent) ability is low, and the reinforcing bar that join in the cross section can not effectively play a role.Because steel bar stress has only 1 reinforcing bar to play one's part to the full from the distance of natural axis when being subjected to bend work, other action of steel bars reduces gradually, generally can only bring into play about 55～60%.And the side surface area of the square-section that same cross-sectional is amassed is bigger by about 20% than circular cross-section, and just Zhuan bearing capacity value collateral resistance can improve 20%.The deep pit support fender pile is compared with bored pile can save reinforcing bar 40～45%, save concrete 30～35%.
2. high general employing of efficiency of construction carried soil and implanted reinforcing bar and finished by two equipment collaborations and be high efficiency, long with the 25m stake is example: sink to rectangle and carry the soil pressure filling device and put forward geotechnological preface and be about 15 minutes less than 20 minute, machines displacements by 10 minutes in place of bar planting equipment, bar planting engineering time to finishing, can finish a pile in average 45 minutes because of continuous productive process, every work team can finish 12～13 rectangular filling piles.Continuous productive process can be finished 15～16.
The reliable in quality synchronous soil lifting irritate be carry native space by the filling of pressure injection concrete, work progress keep pressing irritate pressure constant, until the soil body is all proposed ground; support body positioning port 13 is embedded in suitable for reading; cage of reinforcement vibrates at the bottom of the displacement pile by force pipe; force pipe is inserted in centre pilot pipe 6 finishes the bar planting operation, guarantees reinforcing bar tram and concrete cover thickness.
Applicable elements of the present invention is:
1. be applicable to that coastal soft soil layer as the area, Ningbo removes to banket in the face of land or face of land crust layer, eliminate the soil plug effect of carrying native device of sinking to, the stake of rectangular filling pile long suitable≤32m (must exceed the safety factor that stake is long, consider a high machine) deep pit support fender pile because of putting forward native device length.
2. the cross section that is suitable for stake be 500 * 900,450 * 800,400 * 700,350 * 600 millimeters the most effective.
3. be 300 * 500,250 * 400 millimeters all environment factor permissions of neighbour, have effectiveness rectangle steel mould pipe to use the soil compaction stake of tube-sinking cast-in-situ pile same process construction most when the cross section.Also can adopt synchronous soil lifting to irritate the technology construction but efficient is relatively low.
When stake long＞during 32m, must propose the segmentation in the punching block pipe of native device and propose the soil body with the long retaining wall of the full stake of rectangle punching block pipe, insert reinforcing cage, pour into concrete, extract punching block pipe pile.
It is no mould pipe construction worker method that synchronous soil lifting of the present invention is irritated rectangular filling pile, design stake position sink to earther taking apparatus dark to designing, on pull out earther taking apparatus and pour into concrete until ground in base pressure synchronously; Cage of reinforcement is fixed on the force pipe, force pipe is inserted in centre pipe and vibration is drowned into design altitude, pulls out force pipe and centre pipe on then, rectangular filling pile.
Claims (9)
1. synchronous soil lifting grouting rectangular filling pile device, comprise one can in the soil body, sink to on the rectangle support body (10) that pulls out, dispose the long steel pipe of rectangle (3) in this rectangle support body (10), it is characterized in that:
The stake position pre-buried shoe (5) of the bottom configuration one band preformed hole of the long steel pipe of described rectangle (3); Configuration one circular guide pipe (6) in the long steel pipe of described rectangle (3), match with described shoe (5) preformed hole in the lower end of this guide pipe (6);
The connection concrete suitable for reading of the long steel pipe of described rectangle (3) pours into mouthful (14);
Described rectangle support body (10) inboard is provided with a plurality of rotating turnover panels (4), and this turnover panel (4) can only upwards freely rotate in described rectangle support body (10).
2. synchronous soil lifting grouting rectangular filling pile device according to claim 1 is characterized in that: described guide pipe (6) outer gap cooperates a force pipe (7), and the diameter of this force pipe (7) is bigger 6～10 millimeters than the diameter of described guide pipe (6).
3. synchronous soil lifting grouting rectangular filling pile device according to claim 1, it is characterized in that: the described stake pre-buried shoe in position (5) is the prefabricated reinforced concrete shoe, and the pre-buried shoe in this position (5) is set to removable lining sealing with the bottom surface of described rectangle support body (10) and is connected.
4. synchronous soil lifting grouting rectangular filling pile device according to claim 1 is characterized in that: the spacing of described a plurality of rotating turnover panels (4) is set to 4 meters.
5. synchronous soil lifting grouting rectangular filling pile device according to claim 1 is characterized in that: described rectangle support body (10) is to be welded to form by long steel plate (1) and a plurality of diaphragms (2); The space of these a plurality of diaphragms (2) is 2 meters.
6. synchronous soil lifting grouting rectangular filling pile device according to claim 2, it is characterized in that: be provided with cage of reinforcement in the described force pipe and form whole, described force pipe (7) is positioned on the end steel plate of described cage of reinforcement (9), and this steel plate and described cage of reinforcement are welded to connect.
7. synchronous soil lifting grouting rectangular filling pile device according to claim 6 is characterized in that: described force pipe is inserted in the suitable for reading of described guide pipe (6), and described cage of reinforcement is implanted in the concrete, until the bottom of described guide pipe under the vibration effect.
8. synchronous soil lifting grouting rectangular filling pile device according to claim 1 or 5, it is characterized in that: be provided with support body positioning port (13) between the surface of the described soil body and the described rectangle support body (10), this support body positioning port (13) matches with described rectangle support body (10).
9. synchronous soil lifting grouting rectangular filling pile method is characterized in that: the first step, by the design stake pre-described pile anchoring boots in position (5) and a described positioning port (13); Described rectangle support body (10) is placed in this shoe (5); Again described guide pipe (6) is inserted in the described shoe preformed hole; In second step, static pressure sinks to described synchronous soil lifting grouting rectangular filling pile device to design altitude, and meanwhile, the described soil body (11) enters in the described rectangle support body (10); The 3rd step, on pull out described synchronous soil lifting grouting rectangular filling pile device, meanwhile, pour into mouthful (a 14) pressure concrete injecting from described concrete synchronously; At this moment, described guide pipe (6) is reserved in the concrete; Pull out process on the described synchronous soil lifting grouting rectangular filling pile device, described turnover panel (4) is closed downwards owing to the deadweight effect of the described soil body (11), promptly seal the outlet that the described soil body falls, thereby realize that synchronous soil lifting is irritated concrete, the soil body goes out ground and swings to the both sides of carrying the soil pressure filling device, the space that the soil pressure filling device is carried in the concrete filling; In the 4th step, described force pipe is bearing on the end steel plate of described cage of reinforcement (9), vibration implant concrete in described force pipe until the bottom; The 5th the step, on pull out described force pipe and described guide pipe (6), an amount of concrete of described castinplace pile supplementary irrigation suitable for reading is until whole dial-out piles.
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| CN200810063235A CN100595391C (en) | 2008-07-25 | 2008-07-25 | Synchronous soil lifting grouting rectangular filling pile apparatus and method |
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| CN200810063235A CN100595391C (en) | 2008-07-25 | 2008-07-25 | Synchronous soil lifting grouting rectangular filling pile apparatus and method |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101503877B (en) * | 2009-02-06 | 2010-08-25 | 孔清华 | Reinforced concrete clutching barrel-shaped filling pile |
| CN101705681B (en) * | 2009-10-29 | 2011-08-03 | 杭州萧宏建设集团有限公司 | Switching device of cast equipment of concrete bored pile |
| CN102383421A (en) * | 2011-08-30 | 2012-03-21 | 李征 | Earth discharging pile-forming device arranged at bottom end of synchronous earth-taking pouring pile body vibration sinking pipe and method |
| CN102561335A (en) * | 2012-02-20 | 2012-07-11 | 上海市城市建设设计研究总院 | Gear-shaped precast concrete segment pile |
| CN102561320A (en) * | 2012-02-20 | 2012-07-11 | 上海市城市建设设计研究总院 | Bamboo-shaped precast concrete segment pile |
| CN102561321A (en) * | 2012-02-20 | 2012-07-11 | 上海市城市建设设计研究总院 | Pile with concave-convex square prefabricated concrete segments |
| CN102808582A (en) * | 2012-08-21 | 2012-12-05 | 福州市第三建筑工程公司 | Filling pile position control dual-click drill bit and use method thereof |
| CN104264693A (en) * | 2014-09-24 | 2015-01-07 | 沈阳建筑大学 | Anti-skid concrete-filled steel box pile structure |
| DE102022106060A1 (en) | 2022-03-16 | 2023-09-21 | KUZ Ingenieure GmbH | Tool for creating in-situ concrete piles or soil improvement piles |
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2008
- 2008-07-25 CN CN200810063235A patent/CN100595391C/en not_active Expired - Fee Related
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101503877B (en) * | 2009-02-06 | 2010-08-25 | 孔清华 | Reinforced concrete clutching barrel-shaped filling pile |
| CN101705681B (en) * | 2009-10-29 | 2011-08-03 | 杭州萧宏建设集团有限公司 | Switching device of cast equipment of concrete bored pile |
| CN102383421A (en) * | 2011-08-30 | 2012-03-21 | 李征 | Earth discharging pile-forming device arranged at bottom end of synchronous earth-taking pouring pile body vibration sinking pipe and method |
| CN102561335A (en) * | 2012-02-20 | 2012-07-11 | 上海市城市建设设计研究总院 | Gear-shaped precast concrete segment pile |
| CN102561320A (en) * | 2012-02-20 | 2012-07-11 | 上海市城市建设设计研究总院 | Bamboo-shaped precast concrete segment pile |
| CN102561321A (en) * | 2012-02-20 | 2012-07-11 | 上海市城市建设设计研究总院 | Pile with concave-convex square prefabricated concrete segments |
| CN102808582A (en) * | 2012-08-21 | 2012-12-05 | 福州市第三建筑工程公司 | Filling pile position control dual-click drill bit and use method thereof |
| CN102808582B (en) * | 2012-08-21 | 2014-08-27 | 福州市第三建筑工程公司 | Filling pile position control dual-click drill bit and use method thereof |
| CN104264693A (en) * | 2014-09-24 | 2015-01-07 | 沈阳建筑大学 | Anti-skid concrete-filled steel box pile structure |
| DE102022106060A1 (en) | 2022-03-16 | 2023-09-21 | KUZ Ingenieure GmbH | Tool for creating in-situ concrete piles or soil improvement piles |
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| CN100595391C (en) | 2010-03-24 |
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