CN101492916A - High-strength corrugated sleeve foundation pile and on-site pouring method thereof - Google Patents
High-strength corrugated sleeve foundation pile and on-site pouring method thereof Download PDFInfo
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- CN101492916A CN101492916A CNA2009101162002A CN200910116200A CN101492916A CN 101492916 A CN101492916 A CN 101492916A CN A2009101162002 A CNA2009101162002 A CN A2009101162002A CN 200910116200 A CN200910116200 A CN 200910116200A CN 101492916 A CN101492916 A CN 101492916A
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- prefabricated
- pile crown
- concrete
- foundation pile
- corrugated bushing
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- 238000000034 method Methods 0.000 title claims abstract description 20
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 37
- 239000010959 steel Substances 0.000 claims abstract description 37
- 239000004567 concrete Substances 0.000 claims abstract description 31
- 235000001674 Agaricus brunnescens Nutrition 0.000 claims abstract description 5
- 230000003014 reinforcing effect Effects 0.000 claims description 14
- 239000002775 capsule Substances 0.000 claims description 9
- 239000000284 extract Substances 0.000 claims description 3
- 238000001746 injection moulding Methods 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 230000010412 perfusion Effects 0.000 claims description 2
- 229920003023 plastic Polymers 0.000 claims description 2
- 239000004033 plastic Substances 0.000 claims description 2
- 230000008569 process Effects 0.000 abstract description 6
- 230000002787 reinforcement Effects 0.000 abstract 4
- 238000005266 casting Methods 0.000 abstract 1
- 238000010276 construction Methods 0.000 description 4
- 230000002950 deficient Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 208000037656 Respiratory Sounds Diseases 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 239000012467 final product Substances 0.000 description 1
- 239000011178 precast concrete Substances 0.000 description 1
- 238000007493 shaping process Methods 0.000 description 1
- 238000009987 spinning Methods 0.000 description 1
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Abstract
The invention discloses a high-strength corrugated sleeve foundation pile, which consists of a prefabricated pile head, a corrugated sleeve, a reinforcement cage and concrete, wherein the section of the prefabricated pile head is in an inverted conical shape with a handle or a mushroom shape with a handle; the corrugated sleeve is sleeved on the handle part of the prefabricated pile head, the steel reinforcement cage is placed in the corrugated sleeve, and concrete is filled among the corrugated sleeve, the steel reinforcement cage and the prefabricated pile head. The on-site pouring method of the corrugated sleeve foundation pile is also disclosed. The existing foundation pile is formed by casting the prefabricated pile head, the corrugated sleeve, the reinforcement cage and the concrete on site instead of the prefabricated integral type, so that the driving method of the existing foundation pile is thoroughly changed, the quality of the foundation pile is fundamentally ensured, the technical difficulty of forming the foundation pile is greatly reduced, the potential safety hazard of the integral prefabricated foundation pile in the process of high-altitude operation is eliminated, and the cost of the foundation pile is greatly reduced.
Description
Technical field
The present invention relates to a kind of foundation pile, relate in particular to ripple glaze casing tube foundation pile and cast-in-place method thereof.
Background technology
In Important Project processs of construction such as newly-built highrise building, bridge, speedway, railway, in order to improve the intensity of building, must lay foundation pile in suitable density ground, the most conventional foundation pile distribution method comprises following step at present:
1. cross sectional shape, size and the length requirement according to engineering design carries out the prefabricated of concrete pile, promptly tie reinforcing cage in advance, carry out mould again and close, pour into a mould with concrete at last, can obtain the precast concrete monolithic foundation pile of all size through maintenance, the demoulding;
2. the transportation of prefabricated foundation pile is transported to the job site with engineering truck with each prefabricated specification foundation pile;
3. piling, set up overhead air hammer at the construction field (site), with the high-altitude crane prefabricated foundation pile being sling makes its bottom aim at the piling point, foundation pile is vertically located again, constantly prefabricated foundation pile is impacted with overhead air hammer and to exert pressure, make prefabricated foundation pile squeeze into desired depth and get final product.
This pile-driving method shows numerous deficiencies in actual use:
1. the final mass of foundation pile is uncontrollable, even prefabricated pile quality is fine, but through moving, the continuous impact of transportation, overhead air hammer beats, the prefabricated foundation pile of very difficult assurance is hit at quilt defectives such as fracture, crackle do not occur in the folding process, and after above-mentioned defective appears in prefabricated foundation pile, still squeezed into by force, cause technology quality index such as the intensity of whole foundation pile and whole switching performance to be difficult to reach pre-provisioning request;
2. labour intensity is big, the cost height.In the process of whole piling, not only labour intensity is big, and the cost height, and prefabricated foundation pile must be earlier through cast, maintenance, moves down through transportation, lifting, following, hammering then;
3. the operation process safety problem is outstanding, and all there is serious potential safety hazard in especially prefabricated foundation pile in links such as transportation, lifting, following, hammering move down.
Summary of the invention
A kind of high-strength ripple glaze casing tube foundation pile and cast-in-place method thereof have been the purpose of this invention is to provide.
High-strength ripple glaze casing tube foundation pile of the present invention breaks the whole up into parts existing foundation pile construction, has realized the cast-in-site of high strength foundation pile, can not only guarantee the quality of foundation pile, and can further reduce cost, and can improve safety of construction to greatest extent.
Described high-strength ripple glaze casing tube foundation pile is made up of prefabricated pile crown, corrugated bushing, reinforcing cage and concrete, and described prefabricated pile crown is by pile crown skeleton and concrete prefabricated forming, and its cross sectional shape is inverted band handle cone or band handle mushroom shaped; Corrugated bushing is sleeved on the shank of prefabricated pile crown, and reinforcing cage is placed in the special-purpose corrugated bushing, and concrete filling is between special-purpose corrugated bushing, reinforcing cage and prefabricated pile crown.
Described pile crown skeleton comprises steel bearing plate and steel skeleton, and the steel skeletal fixation is below the steel bearing plate.
The cast-in-place method of described high-strength ripple glaze casing tube foundation pile comprises the steps:
1. prefabricated pile crown, with prefabricated pile crown water the injection molding matched moulds after, again the conjunction of steel bearing plate and steel skeleton is put into diaphragm capsule, in diaphragm capsule, inject concrete at last, concrete filling is between steel bearing plate and steel skeleton conjunction and diaphragm capsule, the folding mould promptly gets prefabricated pile crown after treating concrete curing, and the cross sectional shape of pile crown is inverted band handle cone or band handle mushroom shaped;
2. prefabricated pile crown is put into the piling point, selected for use and design the corresponding steel casing pipe sleeve of foundation pile to be contained on the pressure-bearing surface of prefabricated pile crown;
3. aim at the steel sleeve pipe with overhead air hammer and constantly impact downwards, make prefabricated pile crown move down into desired depth;
4. choose corresponding corrugated bushing according to the diameter and the degree of depth of foundation pile, promptly the diameter of corrugated bushing is corresponding with the steel sleeve pipe with length, and corrugated bushing is put into the steel sleeve pipe, extracts the steel sleeve pipe out, tamps around the corrugated bushing with blinding or earth;
5. prefabricated reinforcing cage is put into corrugated bushing;
6. the concrete of the predetermined label of perfusion in corrugated bushing makes the filling of concrete tight.
The material of described corrugated bushing is the highstrenghtpiston, and its cross sectional shape is a waveform.
Because will have foundation pile now is changed into by prefabricated pile crown, corrugated bushing, reinforcing cage and concrete cast-in-site by prefabricated monolithic devices and forming, thoroughly changed the method for squeezing into of existing foundation pile, not only fundamentally guaranteed the quality of foundation pile, and greatly reduced the forming technique difficulty of foundation pile, eliminate the potential safety hazard that the integrated precast foundation pile exists in the work high above the ground process, reduced the cost of foundation pile simultaneously significantly.
Description of drawings
Fig. 1 is the structural representation of high-strength ripple glaze casing tube foundation pile;
Fig. 2 is a high-strength ripple glaze casing tube foundation pile cast-in-place shaping principle schematic;
Fig. 3 is a kind of structural representation of pile crown;
Among the figure: the 1-pile crown; 2-steel sleeve pipe; The 3-corrugated bushing; The 4-reinforcing cage; The 5-concrete;
11-steel bearing plate; 12-steel skeleton.
The specific embodiment
Structure and cast-in-place method thereof below in conjunction with description of drawings high strength ripple foundation pile:
Embodiment 1: described high-strength ripple glaze casing tube foundation pile as shown in Figure 1, it is made up of prefabricated pile crown 1, corrugated bushing 3, reinforcing cage 4 and concrete 5, described prefabricated pile crown 1, by pile crown skeleton and concrete 5 prefabricated forming, the pile crown skeleton is made up of steel bearing plate 11 and steel skeleton 12, and steel skeleton 12 is welded on the below of steel bearing plate 11, and the cross sectional shape of prefabricated pile crown 1 is band handle bullet or the band handle mushroom shaped of putting upside down; Corrugated bushing 3 is sleeved on the shank of prefabricated pile crown 1, and reinforcing cage 4 is placed in the corrugated bushing 3, and concrete 5 is filled between corrugated bushing 3, reinforcing cage 4 and the prefabricated pile crown 1.
The cast-in-place method of described high-strength ripple glaze casing tube foundation pile, as shown in Figure 2, it comprises the steps: prefabricated pile crown, with prefabricated pile crown water the injection molding matched moulds after, again the pile crown skeleton is put into diaphragm capsule, in diaphragm capsule, inject concrete 5 at last, concrete 5 is filled between pile crown skeleton and the diaphragm capsule, treat that concrete 5 solidifies back folding mould and promptly gets prefabricated pile crown 1, the cross sectional shape of prefabricated pile crown 1 is the band handle cone of putting upside down, as shown in Figure 3;
1. prefabricated pile crown 1 is put into the piling point, select for use and design the corresponding steel sleeve pipe 2 of foundation pile to be sleeved on the pressure-bearing surface of prefabricated pile crown 1;
2. aim at steel sleeve pipe 2 hammering downwards constantly with overhead air hammer, make prefabricated pile crown 1 move down into desired depth; If when steel sleeve pipe 2 length do not reach predetermined length, can connect by the mode of spinning;
3. choose corresponding corrugated bushing 3 according to the diameter and the degree of depth of foundation pile, the diameter that is corrugated bushing 3 is corresponding with steel sleeve pipe 2 with length, corrugated bushing 3 is put into steel sleeve pipe 2, the lower end of corrugated bushing 3 is sleeved on the shank of prefabricated pile crown 1, extract steel sleeve pipe 2 out, will tamp around the corrugated bushing 3 with blinding or earth;
4. prefabricated reinforcing cage 4 is put into corrugated bushing 3;
5. the concrete 5 with predetermined label pours in corrugated bushing 3 with mode of vibration, makes the ground filling of concrete tight.
The material of described corrugated bushing is high strength PPC plastics, and its cross sectional shape is a corrugated.
Claims (4)
1, a kind of high-strength ripple glaze casing tube foundation pile, it is characterized in that: it is made up of prefabricated pile crown (1), corrugated bushing (3), reinforcing cage (4) and concrete (5), described prefabricated pile crown (1) is by pile crown skeleton and prefabricated the forming of concrete (5), and its cross sectional shape is band handle cone or the band handle mushroom shaped of putting upside down; Corrugated bushing (3) is sleeved on the shank of prefabricated pile crown (1), and reinforcing cage (4) is placed in the corrugated bushing (3), and concrete (5) is filled between corrugated bushing (3), reinforcing cage (4) and the prefabricated pile crown (1).
2, according to the described high-strength ripple glaze casing tube foundation pile of claim 1, it is characterized in that: described pile crown skeleton is made up of steel bearing plate (11) and steel skeleton (12), and steel skeleton (12) is fixed on the below of steel bearing plate (11).
3, according to the described high strength ripple of claim 1 foundation pile, it is characterized in that: the material of described corrugated bushing (3) is high strength PPC plastics.
4, the cast-in-place method of high-strength ripple glaze casing tube foundation pile comprises the steps:
1. prefabricated pile crown, with prefabricated pile crown (1) water the injection molding matched moulds after, again the pile crown skeleton is put into diaphragm capsule, in diaphragm capsule, inject concrete (5) at last, concrete (5) is filled between pile crown skeleton and the diaphragm capsule, treats that concrete (5) solidifies back folding mould and promptly gets prefabricated pile crown (1);
2. prefabricated pile crown (1) is put into the piling point, be sleeved on the pressure-bearing surface of prefabricated pile crown (1) with steel sleeve pipe (2);
3. aim at steel sleeve pipe (2) hammering downwards constantly with overhead air hammer, prefabricated pile crown (1) is moved down into till the desired depth;
4. choose corresponding corrugated bushing (3) according to the diameter and the degree of depth of foundation pile, the diameter that is corrugated bushing (3) is corresponding with steel sleeve pipe (2) with length, corrugated bushing (3) is put into steel sleeve pipe (2), make corrugated bushing (3) lower end be sleeved on the shank of prefabricated pile crown (1), extract steel sleeve pipe (2) out, will tamp around the corrugated bushing (3) with blinding or earth;
5. prefabricated reinforcing cage (4) is put into corrugated bushing;
6. the concrete (5) of the predetermined label of perfusion in corrugated bushing (3) makes concrete (5) tight ground filling.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2009101162002A CN101492916A (en) | 2009-02-12 | 2009-02-12 | High-strength corrugated sleeve foundation pile and on-site pouring method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2009101162002A CN101492916A (en) | 2009-02-12 | 2009-02-12 | High-strength corrugated sleeve foundation pile and on-site pouring method thereof |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN101492916A true CN101492916A (en) | 2009-07-29 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNA2009101162002A Pending CN101492916A (en) | 2009-02-12 | 2009-02-12 | High-strength corrugated sleeve foundation pile and on-site pouring method thereof |
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| CN (1) | CN101492916A (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102071684A (en) * | 2011-01-20 | 2011-05-25 | 东莞市桦业土木基础工程有限公司 | Construction method of on-site concrete molding foundation pile |
| CN102704469A (en) * | 2012-06-28 | 2012-10-03 | 中铁十三局集团第一工程有限公司 | Shearing ring structure for steel pipe pile |
| CN102839654A (en) * | 2012-09-18 | 2012-12-26 | 中国地质大学（武汉） | Cast-in-place X-shaped tapered pile with threaded end and construction method of tapered pile |
| CN102839655A (en) * | 2012-09-18 | 2012-12-26 | 中国地质大学（武汉） | Cast-in-place five-star-shaped end part threaded tapered pile and construction method of cast-in-place five-star-shaped end part threaded tapered pile |
| CN105839620A (en) * | 2016-03-29 | 2016-08-10 | 中铁时代建筑设计院有限公司 | Plastic-sleeve bamboo-reinforcement cemented soil pile and construction method thereof |
| CN111719578A (en) * | 2020-05-14 | 2020-09-29 | 龙德建设有限公司 | Archaized building and construction process |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2285330Y (en) * | 1996-03-20 | 1998-07-01 | 刘和平 | Pre-fabricated concrete square pile tip |
| CN1284588A (en) * | 1999-08-15 | 2001-02-21 | 宋兰芳 | Corrugated formwork pipe for concrete pile |
| JP2004162370A (en) * | 2002-11-13 | 2004-06-10 | Takenaka Komuten Co Ltd | Steel pipe structural permanent column erection method |
| CN201390960Y (en) * | 2009-02-12 | 2010-01-27 | 李小红 | High-strength corrugated sleeve foundation pile |
-
2009
- 2009-02-12 CN CNA2009101162002A patent/CN101492916A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2285330Y (en) * | 1996-03-20 | 1998-07-01 | 刘和平 | Pre-fabricated concrete square pile tip |
| CN1284588A (en) * | 1999-08-15 | 2001-02-21 | 宋兰芳 | Corrugated formwork pipe for concrete pile |
| JP2004162370A (en) * | 2002-11-13 | 2004-06-10 | Takenaka Komuten Co Ltd | Steel pipe structural permanent column erection method |
| CN201390960Y (en) * | 2009-02-12 | 2010-01-27 | 李小红 | High-strength corrugated sleeve foundation pile |
Non-Patent Citations (1)
| Title |
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| 王文广: "《塑料材料的选用》", 28 February 2001 * |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102071684A (en) * | 2011-01-20 | 2011-05-25 | 东莞市桦业土木基础工程有限公司 | Construction method of on-site concrete molding foundation pile |
| CN102704469A (en) * | 2012-06-28 | 2012-10-03 | 中铁十三局集团第一工程有限公司 | Shearing ring structure for steel pipe pile |
| CN102839654A (en) * | 2012-09-18 | 2012-12-26 | 中国地质大学（武汉） | Cast-in-place X-shaped tapered pile with threaded end and construction method of tapered pile |
| CN102839655A (en) * | 2012-09-18 | 2012-12-26 | 中国地质大学（武汉） | Cast-in-place five-star-shaped end part threaded tapered pile and construction method of cast-in-place five-star-shaped end part threaded tapered pile |
| CN102839655B (en) * | 2012-09-18 | 2014-04-09 | 中国地质大学（武汉） | Cast-in-place five-star-shaped end part threaded tapered pile and construction method of cast-in-place five-star-shaped end part threaded tapered pile |
| CN105839620A (en) * | 2016-03-29 | 2016-08-10 | 中铁时代建筑设计院有限公司 | Plastic-sleeve bamboo-reinforcement cemented soil pile and construction method thereof |
| CN111719578A (en) * | 2020-05-14 | 2020-09-29 | 龙德建设有限公司 | Archaized building and construction process |
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Application publication date: 20090729 |