CN101798820A - Cast-in-situ bored pile double sleeve for separating contact of piles and earth - Google Patents
Cast-in-situ bored pile double sleeve for separating contact of piles and earth Download PDFInfo
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- CN101798820A CN101798820A CN201010115426A CN201010115426A CN101798820A CN 101798820 A CN101798820 A CN 101798820A CN 201010115426 A CN201010115426 A CN 201010115426A CN 201010115426 A CN201010115426 A CN 201010115426A CN 101798820 A CN101798820 A CN 101798820A
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Abstract
The invention relates to a cast-in-situ bored pile double sleeve for separating contact of piles and earth in the field of in-situ bored concrete pile for fixing building foundations. The invention is characterized in that an outer sleeve is coaxially sleeved outside an inner sleeve; a gap is reserved between the outer and inner sleeves; the inner diameter of the inner sleeve is not less than the diameter of the cast-in-situ bored pile body so that the inner sleeve is vertically and coaxially adhered on the cast-in-situ bored pile body; elevation of the sleeve bottom of the outer sleeve is the elevation of a substrate excavating surface; the elevation of the sleeve bottom of the inner sleeve is lower than the elevation of the sleeve bottom of the outer sleeve; and the sleeve bottom of the outer sleeve is provided with a circular rubber water-stop band for sealing the gap between the outer and inner sleeves. The double sleeve is arranged in the range from ground surface to the substrate excavating surface within the pile body range which needs to separate the pile from earth when tests on the cast-in-situ bored pile are carried out, and the pile and earth separation of the excavating section is achieved, thus the result of the tests on the pile directly represents a load capacity of the engineering pile with an effective pile length range so that the dereference of the load capacity of the pile base is more close to the practical conditions.
Description
Technical field
The invention belongs to the on-site concrete castinplace pile field on fixed buildings basis.
Background technology
Along with the acceleration of Urbanization in China, the underground building area is also increasing, and cutting depth is constantly deepened, as above about 400,000 m of marine rainbow bridge comprehensive transportation hub basement excavation area
2, the about 22m of maximum dredging depth; About 9.6 ten thousand m of Tianjin first high building, 117 mansion basement excavation areas
2, the about 32m of maximum dredging depth.For soft clay area, because the test pile of load test and engineering piles are substantially all finished in the surface drilling perfusion.During test pile, the bored pile top mark is tall and big to push up residing substrate excavation face absolute altitude in actual engineering piles stake, the bearing capacity of single pile that test pile obtains is greater than actual engineering piles, need deduction excavation section pile body side friction, obtain the actual carrying capacity of effective length, otherwise can be relatively dangerous for engineering is actual.At present, often the empirical value by each soil layer limit pile side friction standard value of excavation section calculates pile body excavation section side friction, then it is deducted from the test pile bearing capacity, obtains the theoretical bearing capacity in the engineering piles effective length scope.But for the darker engineering piles of buried depth, this to deduct the method for empirical Calculation value by the field trial value very unreasonable, can bring bigger error, has engineering safety hidden danger.
Summary of the invention
Technical problem to be solved by this invention has provided the two sleeve pipes of bored pile of a kind of isolation pile soil contact, the pile body scope that the required stake soil of excavation face was isolated from ground to the substrate when this pair sleeve pipe was arranged in the bored pile test pile, realize that excavation section stake soil separates, thereby test pile result has directly been represented the bearing capacity of the engineering piles of effective length scope, and the value of bearing capacity of pile foundation is more tallied with the actual situation.
For solving the problems of the technologies described above, basic design of the present invention is: the two sleeve pipes of bored pile that the contact of a kind of isolation pile soil is set, outer tube is coaxial to be enclosed within outside the inner sleeve, and leave the gap, the inner sleeve internal diameter is not less than the diameter of bored pile pile body, described inner sleeve vertically is attached on the described bored pile pile body with axle sleeve, absolute altitude is a substrate excavation face absolute altitude at the bottom of the pipe of described outer tube, at the bottom of the described inner sleeve pipe absolute altitude than described outer tube pipe at the bottom of absolute altitude low, described outer tube pipe bottom is provided with the ring-shaped rubber waterstop and seals gap between outer tube and the inner sleeve.
Based on above-mentioned technical characterictic, can between ring-shaped rubber waterstop and outer tube, be provided with annular shutoff plate, one side of described annular shutoff plate connects with described outer sleeve inner wall, and the another side of described annular shutoff plate withstands the ring-shaped rubber waterstop.Perhaps also can adopt: be provided with annular shutoff plate between ring-shaped rubber waterstop and inner sleeve, weld with described inner sleeve outer wall on one side of described annular shutoff plate, and the another side of described annular shutoff plate withstands the ring-shaped rubber waterstop.
Based on above-mentioned technical characterictic, on the inner sleeve outer wall, weld annular ribs at interval, described annular brace rib and described outer sleeve inner wall leave the gap.Perhaps weld annular ribs at interval on the outer sleeve inner wall, described annular brace rib and inner sleeve outer wall leave the gap.Owing to have the gap with internal and external casing, for bored pile, longer when excavation section, the stake top is stressed when big, the unstability of excavation section pile body may occur, sets up above-mentioned annular brace rib and can effectively solve destabilization problems.The annular brace rib can be forms such as reinforcing bar commonly used on the present engineering, steel plate.
Because the use of the two sleeve pipes of above-mentioned bored pile realize that excavation section stake soil separates, thereby test pile result has directly been represented the bearing capacity of the engineering piles of effective length scope, makes building safer.The two sleeve pipes of above-mentioned bored pile also can be used on other bored pile that needs the contact of isolation pile soil except being used under the test pile condition.
Description of drawings
The invention will be further described below in conjunction with drawings and Examples and application construction method.
Fig. 1 is a longitudinal plan of the present invention.
Fig. 2 is a drawing in side sectional elevation of the present invention.
Fig. 3 is a ring-shaped rubber waterstop connection detail of the present invention.
Fig. 4 is that the present invention's annular shutoff plate is arranged on the connection detail between ring-shaped rubber waterstop and the outer sleeve inner wall.
Fig. 5 is that the present invention's annular shutoff plate is arranged on the connection detail between ring-shaped rubber waterstop and the inner sleeve outer wall.
Fig. 6 is that annular brace rib of the present invention is arranged on the connection detail on the inner sleeve outer wall.
Fig. 7 is that annular brace rib of the present invention is arranged on the connection detail on the outer sleeve inner wall.
The specific embodiment
As depicted in figs. 1 and 2, two sleeve pipes are made up of inside and outside sleeve pipe, inner sleeve 1 internal diameter is not less than the diameter of bored pile, leave gap 3 between outer tube 2 and the inner sleeve 1,2 end of outer tube absolute altitude is a substrate excavation face absolute altitude, 1 end of inner sleeve absolute altitude is lower than outer tube 2, is convenient to outside cannula tip and carries out shutoff, prevents that concrete from entering the gap 3 between internal and external casing.As shown in Figure 3, outer tube 2 plug at end part adopt ring-shaped rubber waterstop 5 to end the slurry measures, can effectively stop concrete or slurries to enter gap 3 between internal and external casing, and rigidity is little does not simultaneously exist bigger constraint to guarantee slippage between the internal and external casing.During the test pile construction, adopt earlier than the drill bit of the outer tube 2 slightly larger in diameter absolute altitude at the bottom of the inner sleeve of constructing, inside and outside sleeve pipe is installed, and fixing, and then adopt the drill bit of construction pile foundation to continue to construct to bored pile stake end absolute altitude, behind the concreting, inner sleeve 1 is close to the bored pile pile body, outer tube 2 is close to the soil body, and the isolation of stake with soil realized in 3 in the space between internal and external casing, and guaranteeing can not have the constraint slippage between the internal and external casing.
On the basis of the above, as shown in Figure 4, annular shutoff plate 4 can be set between ring-shaped rubber waterstop 5 and outer tube 2, also can as shown in Figure 5 annular shutoff plate 8 be set between ring-shaped rubber waterstop 5 and inner sleeve 1.
Because there is the gap in internal and external casing, during to the bored pile pressurized, longer when excavation section, the stake top is stressed when big, the unstability of excavation section pile body may occur.Therefore, along the anti-unstability ribs that annular vertically is set at a certain distance, as Fig. 6, ribs 6 and inner sleeve 1 welding, ribs and outer sleeve inner wall leave spacing, perhaps adopt the mode of Fig. 7, ribs 7 and outer tube 2 welding, ribs and inner sleeve outer wall leave spacing.
More than the scheme that the embodiment of the invention provided is introduced in detail, for one of ordinary skill in the art, according to the thought of the embodiment of the invention, part in specific embodiments and applications all can change.In sum, this description should not be construed as limitation of the present invention, and all any changes of making according to design philosophy of the present invention are all within protection scope of the present invention.
Claims (5)
1. two sleeve pipes of the bored pile of isolation pile soil contact, it is characterized in that: outer tube (2) is coaxial to be enclosed within outside the inner sleeve (1), and leave gap (3), described inner sleeve (1) internal diameter is not less than the diameter of bored pile pile body, described inner sleeve (1) vertically is attached on the described bored pile pile body with axle sleeve, absolute altitude is a substrate excavation face absolute altitude at the bottom of the pipe of described outer tube (2), described inner sleeve (1) pipe end absolute altitude is lower than described outer tube (2) pipe end absolute altitude, and described outer tube (2) pipe bottom is provided with ring-shaped rubber waterstop (5) and seals gap (3) between described outer tube (2) and the described inner sleeve (1).
2. the two sleeve pipes of bored pile of a kind of isolation pile soil according to claim 1 contact, it is characterized in that: between described ring-shaped rubber waterstop (5) and outer tube (2), be provided with annular shutoff plate (4), weld with described outer sleeve inner wall on one side of described annular shutoff plate (4), and the another side of described annular shutoff plate (4) withstands described ring-shaped rubber waterstop (5).
3. the two sleeve pipes of bored pile of a kind of isolation pile soil according to claim 1 contact, it is characterized in that: between described ring-shaped rubber waterstop (5) and inner sleeve (1), be provided with annular shutoff plate (8), weld with described inner sleeve outer wall on one side of described annular shutoff plate (8), and the another side of described annular shutoff plate (8) withstands described ring-shaped rubber waterstop (5).
4. according to claim 1 or the two sleeve pipes of the native bored pile that contacts of 2 or 3 described a kind of isolation piles, it is characterized in that: weld annular ribs (6) on described inner sleeve (1) outer wall at interval, described annular brace rib (6) leaves the gap with described outer tube (2) inwall.
5. according to claim 1 or the two sleeve pipes of the native bored pile that contacts of 2 or 3 described a kind of isolation piles, it is characterized in that: weld annular ribs (7) on described outer tube (2) inwall at interval, described annular brace rib (7) leaves the gap with described inner sleeve (1) outer wall.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201010115426A CN101798820A (en) | 2010-03-01 | 2010-03-01 | Cast-in-situ bored pile double sleeve for separating contact of piles and earth |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201010115426A CN101798820A (en) | 2010-03-01 | 2010-03-01 | Cast-in-situ bored pile double sleeve for separating contact of piles and earth |
Publications (1)
| Publication Number | Publication Date |
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| CN101798820A true CN101798820A (en) | 2010-08-11 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201010115426A Pending CN101798820A (en) | 2010-03-01 | 2010-03-01 | Cast-in-situ bored pile double sleeve for separating contact of piles and earth |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102720221A (en) * | 2012-06-29 | 2012-10-10 | 中国建筑第八工程局有限公司 | Double casing pipe and pile testing method for eliminating lateral frictional resistance of portion above top pile elevation of test pile |
| CN102747729A (en) * | 2012-07-13 | 2012-10-24 | 中铁二十四局集团上海铁建工程有限公司 | Sleeve connection device for bored cast-in-place pile construction |
| CN103233465A (en) * | 2013-05-06 | 2013-08-07 | 中国建筑第八工程局有限公司 | Collimation permanent point structure and construction method thereof |
| CN105507321A (en) * | 2015-12-16 | 2016-04-20 | 上海市城市建设设计研究总院 | High-efficiency pile sinking process for existing precast pile |
| CN108425383A (en) * | 2018-03-23 | 2018-08-21 | 深圳市工勘岩土集团有限公司 | The construction method of side friction is isolated in test pile |
| CN112302004A (en) * | 2020-11-11 | 2021-02-02 | 辽宁工程技术大学 | Cast-in-place pile with upper straight rod and lower expanded-base structure for reducing negative frictional resistance and construction method thereof |
| CN113175011A (en) * | 2021-05-11 | 2021-07-27 | 南京长江都市建筑设计股份有限公司 | Pile testing method for cast-in-situ bored pile |
| CN113981962A (en) * | 2021-10-20 | 2022-01-28 | 北京城投地下空间开发建设有限公司 | Double-casing-pipe pile structure capable of overcoming upward floating of surrounding soil body and construction method |
| CN114922169A (en) * | 2022-06-06 | 2022-08-19 | 山东建勘集团有限公司 | Device for eliminating negative hole frictional resistance of cast-in-place pile and using method thereof |
Citations (3)
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|---|---|---|---|---|
| CN2352579Y (en) * | 1998-08-14 | 1999-12-08 | 林誊 | Structure for isolating double mould-pipe base for making pile |
| CN101545270A (en) * | 2009-04-17 | 2009-09-30 | 上海隧道工程股份有限公司 | Double sleeve for pile foundation test and construction technique thereof |
| CN201704688U (en) * | 2010-03-01 | 2011-01-12 | 华东建筑设计研究院有限公司 | Double sleeve for cast-in-situ bored pile capable of isolating pile-earth contact |
-
2010
- 2010-03-01 CN CN201010115426A patent/CN101798820A/en active Pending
Patent Citations (3)
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| CN2352579Y (en) * | 1998-08-14 | 1999-12-08 | 林誊 | Structure for isolating double mould-pipe base for making pile |
| CN101545270A (en) * | 2009-04-17 | 2009-09-30 | 上海隧道工程股份有限公司 | Double sleeve for pile foundation test and construction technique thereof |
| CN201704688U (en) * | 2010-03-01 | 2011-01-12 | 华东建筑设计研究院有限公司 | Double sleeve for cast-in-situ bored pile capable of isolating pile-earth contact |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102720221A (en) * | 2012-06-29 | 2012-10-10 | 中国建筑第八工程局有限公司 | Double casing pipe and pile testing method for eliminating lateral frictional resistance of portion above top pile elevation of test pile |
| CN102720221B (en) * | 2012-06-29 | 2015-09-30 | 中国建筑第八工程局有限公司 | Eliminate test pile stake top mark high with the double-jacket tube of upper part side friction and pile testing method |
| CN102747729A (en) * | 2012-07-13 | 2012-10-24 | 中铁二十四局集团上海铁建工程有限公司 | Sleeve connection device for bored cast-in-place pile construction |
| CN102747729B (en) * | 2012-07-13 | 2014-10-08 | 中铁二十四局集团上海铁建工程有限公司 | Sleeve connection device for bored cast-in-place pile construction |
| CN103233465A (en) * | 2013-05-06 | 2013-08-07 | 中国建筑第八工程局有限公司 | Collimation permanent point structure and construction method thereof |
| CN103233465B (en) * | 2013-05-06 | 2016-05-11 | 中国建筑第八工程局有限公司 | Collimate permanent dot structure and construction method thereof |
| CN105507321A (en) * | 2015-12-16 | 2016-04-20 | 上海市城市建设设计研究总院 | High-efficiency pile sinking process for existing precast pile |
| CN108425383A (en) * | 2018-03-23 | 2018-08-21 | 深圳市工勘岩土集团有限公司 | The construction method of side friction is isolated in test pile |
| CN112302004A (en) * | 2020-11-11 | 2021-02-02 | 辽宁工程技术大学 | Cast-in-place pile with upper straight rod and lower expanded-base structure for reducing negative frictional resistance and construction method thereof |
| CN113175011A (en) * | 2021-05-11 | 2021-07-27 | 南京长江都市建筑设计股份有限公司 | Pile testing method for cast-in-situ bored pile |
| CN113981962A (en) * | 2021-10-20 | 2022-01-28 | 北京城投地下空间开发建设有限公司 | Double-casing-pipe pile structure capable of overcoming upward floating of surrounding soil body and construction method |
| CN114922169A (en) * | 2022-06-06 | 2022-08-19 | 山东建勘集团有限公司 | Device for eliminating negative hole frictional resistance of cast-in-place pile and using method thereof |
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Application publication date: 20100811 |