CN102839657A - Cast-in-place pedestal tubular pile and construction method thereof - Google Patents
Cast-in-place pedestal tubular pile and construction method thereof Download PDFInfo
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- CN102839657A CN102839657A CN 201210334334 CN201210334334A CN102839657A CN 102839657 A CN102839657 A CN 102839657A CN 201210334334 CN201210334334 CN 201210334334 CN 201210334334 A CN201210334334 A CN 201210334334A CN 102839657 A CN102839657 A CN 102839657A
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Abstract
The invention relates to a cast-in-place pedestal tubular pile and a construction method thereof. A concrete loading plate with an enlarged cross section is additionally arranged at the bottom of the traditional prestress tubular pile to increase the bearing surface of the bottom of the tubular pile, so that the tip resistance of the tubular pile is increased, and the bearing capacity of the tubular pile is improved greatly. The specific construction method comprises the steps of sinking the tubular pile to a designed elevation, inserting a high-pressure rotary jet grouting construction equipment in a hollow part in the prestress tubular pile to the bottom of the tubular pile, switching on the rotary jet grouting equipment, inputting air, water and mud, conducting rotary jet grouting and pore forming so as to forming a cylinder which is 1000-1400mm in diameter and 500-1500mm in height, lifting the rotary jet grouting equipment, putting in a special central grouting conduit to a position 0.3 m above a pore bottom, inputting grout into the conduit for grout exchanging, discharging slurry from a pore, concreting to form the loading plate (cavity) at the bottom of the tubular pile, concerting to the top of the tubular pile, and inserting anchor bars according to requirements of collective drawings. With the adoption of the method, the carrying capacity of the tubular pile can be improved greatly, and a supporting layer at the upper part can be made full use, so that the length of the tubular pile is reduced, the construction cost is lowered greatly, the engineering quality is improved, and the method is suitable for comprehensive popularization and application.
Description
Technical field
The present invention relates to a kind of pile foundation, refer more particularly to a kind of perfusion and expand bottom tube stake and job practices thereof.
Background technology
Existing pipe pile foundation when adopting the top bearing stratum, exists bearing capacity, settling amount big, can not adapt to the situation that the highrise building load is big, deflection is little, when adopting the bottom bearing stratum, has that pile tube length is big, construction requirement is high, the uneconomic situation of cost.
Summary of the invention
The present invention relates to a kind of perfusion and expand bottom tube stake and job practices thereof; It is a kind of concrete bearing block that increases an enlarged cross section in traditional pile for prestressed pipe bottom; With the bearing surface of increase pile tube bottom, thereby increase the pile tube end resistance, make the significantly raising of the bearing capacity of pile tube.Concrete job practices is: 1, with pile for prestressed pipe 1 pile sinking to design elevation; 2, hollow parts inserts high-pressure rotary-spray construction facility to pile tube bottom in pile for prestressed pipe 1, opens churning equipment, input air-flow, current, slurry flows, and the churning pore-forming, the formation diameter is 1000-1400mm, the cylinder of height 500-1500mm; 3, promote the churning facility, be lowered at the bottom of special-purpose center perfusion cannula to the hole on 0.3m place, in conduit, import cement paste, change slurry, the interior mud of tap.The perfusion concrete forms concrete in pile for prestressed pipe 1 bottom and expands end load dish 2; 4, hollow part pours into concrete 3 to the pile tube top in pile for prestressed pipe 1, and requires to insert anchor bar 4 according to atlas; This method can significantly improve the pile tube supporting capacity, and to shorten the pile tube stake long thereby can make full use of the top bearing stratum, greatly reduces construction cost, improved workmanship, is fit to popularize in an all-round way and uses.Description of drawings:
Below in conjunction with accompanying drawing and instance the present invention is described further.
Fig. 1 is the structural representation of one embodiment of the invention.
The specific embodiment:
The residential quarters, Nantong City are positioned at the clock show south of road, Nantong City side, north side, new bridge residential district, the west of a river, Xin Shi street, totally 4 building residential buildings, 28～29 layers of floor heights, underground 2 layers.PHC-600 (130) AB type pile tube is adopted in former design, and effective length 45m, pile-base supporting layer are the 15th layer of flour sand folder fine sand layer, and the vertical ultimate bearing capacity of single pile eigenvalue requirements reaches 5100KN.
My company adopts perfusion expansion bottom tube stake scheme, adopts PHC-600 (130) AB type pile tube, and effective length 26m, pile-base supporting layer are 11th layer flour sand folder silt, and during practical implementation, the construction pile tube designs stake end absolute altitude with pile tube according to designing requirement pile sinking to bearing stratum earlier.In the pile tube of the end of constructing is hollow, insert high-pressure rotary-spray facility to pile tube bottom then, open the high-pressure rotary-spray pump valve, import clear water, air and mud earlier; Downwards the rotary-spraying construction pore-forming gets into bearing stratum 1.0～1.5m, will be up and down during rotary-spraying construction 2 times repeatedly, to guarantee drilling diameter; The formation diameter is the cylindrical cavity of 1400mm, height 1500mm, and high-pressure whirl jet man-hour, range of pressure values generally is controlled at 20～80MPa; After promoting the churning drilling tool, be lowered at the bottom of special-purpose centre pipe to the hole on the 0.3m position, in cylindrical cavity, import cement paste through centre pipe; Mud changes slurry and handles in the tap, and the cement paste water/binder ratio is 1:1, after changing slurry and finishing; Connect hopper and conduit, perfusion label C30 concrete forms enlarged footing load dish.Continue the perfusion concrete to the pile tube top, and require to insert anchor bar according to the pile tube atlas, the completion pile tube was irritated the core operation 24 hours and can be reached 5500KN after detect the vertical ultimate bearing capacity of single pile characteristic value.
This project is as adopting the pile for prestressed pipe scheme, and 13500 yuan/root of single stake cost adopts perfusion to expand 9900 yuan/root of bottom tube stake scheme single stake cost; Can practice thrift cost 26.7% relatively; This method significantly improves the pile tube supporting capacity, and to shorten the pile tube stake long thereby can make full use of the top bearing stratum, greatly reduces construction cost; Improved workmanship, be fit to popularize in an all-round way and use.
Claims (4)
1. bottom tube stake and job practices thereof are expanded in a perfusion, are by pile for prestressed pipe 1, and concrete expands end load dish 2, and perfusion concrete 3 is formed with anchor bar 4; Job practices is the pile tube bottom of constructing; Adopt high-pressure rotary spraying method to expand the bottom application worker, form the cylinder of a diameter 1000-1400mm height 500-1500mm, and adopt the centre pipe method to change slurry and perfusion concrete; Form pile tube bottom load dish (enlarged footing); Simultaneously, the perfusion concrete replaces the tradition of pile tube to irritate the core working procedure to pile tube top and joint bar.
2. bottom tube stake and job practices thereof are expanded in said a kind of perfusion according to claim 1, it is characterized in that: pile body combination top is pile tube, and the bottom is that concrete expands end load dish.
3. bottom tube stake and job practices thereof are expanded in said a kind of perfusion according to claim 1, it is characterized in that: in the bearing stratum of pile tube bottom, form enlarged footing through high-pressure rotary-spray, change slurry and perfusion concrete through the centre pipe method, form concrete bearing block.
4. bottom tube stake and job practices thereof are expanded in a perfusion according to claim 1; It is characterized in that: after enlarged cavity is formed on the pile tube bottom, change slurry and perfusion concrete through the centre pipe method, the cement paste water/binder ratio is 1:0.6～1:1; Change slurry and finish perfusion concrete formation concrete bearing block; Pour into concrete simultaneously to the pile tube top, and require joint bar, accomplished pile for prestressed pipe simultaneously and irritated the core working procedure according to atlas.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201210334334 CN102839657A (en) | 2012-09-12 | 2012-09-12 | Cast-in-place pedestal tubular pile and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201210334334 CN102839657A (en) | 2012-09-12 | 2012-09-12 | Cast-in-place pedestal tubular pile and construction method thereof |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN102839657A true CN102839657A (en) | 2012-12-26 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN 201210334334 Pending CN102839657A (en) | 2012-09-12 | 2012-09-12 | Cast-in-place pedestal tubular pile and construction method thereof |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103362120A (en) * | 2013-07-05 | 2013-10-23 | 山东科技大学 | Hollow hemispheric expanded-base cast-in-place pile and construction method thereof |
| CN105672307A (en) * | 2016-01-12 | 2016-06-15 | 四川华西管桩工程有限公司 | Expanded-base combination end pile bearing foundation |
| CN106351222A (en) * | 2016-08-30 | 2017-01-25 | 中国建筑西南勘察设计研究院有限公司 | Construction method of soft rock foundation bedding mortar implantation tube pile |
| CN107023002A (en) * | 2016-08-30 | 2017-08-08 | 北京荣创岩土工程股份有限公司 | Down-the-hole impacts churning composite pile pile making method |
| CN115305912A (en) * | 2022-02-14 | 2022-11-08 | 高云飞 | Tubular pile grouting, tamping and vibrating bottom expanding construction method |
-
2012
- 2012-09-12 CN CN 201210334334 patent/CN102839657A/en active Pending
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103362120A (en) * | 2013-07-05 | 2013-10-23 | 山东科技大学 | Hollow hemispheric expanded-base cast-in-place pile and construction method thereof |
| CN105672307A (en) * | 2016-01-12 | 2016-06-15 | 四川华西管桩工程有限公司 | Expanded-base combination end pile bearing foundation |
| CN106351222A (en) * | 2016-08-30 | 2017-01-25 | 中国建筑西南勘察设计研究院有限公司 | Construction method of soft rock foundation bedding mortar implantation tube pile |
| CN107023002A (en) * | 2016-08-30 | 2017-08-08 | 北京荣创岩土工程股份有限公司 | Down-the-hole impacts churning composite pile pile making method |
| CN115305912A (en) * | 2022-02-14 | 2022-11-08 | 高云飞 | Tubular pile grouting, tamping and vibrating bottom expanding construction method |
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Application publication date: 20121226 |