CN101694097A - Method for moulding expanded head pile - Google Patents
Method for moulding expanded head pile Download PDFInfo
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- CN101694097A CN101694097A CN200910153077A CN200910153077A CN101694097A CN 101694097 A CN101694097 A CN 101694097A CN 200910153077 A CN200910153077 A CN 200910153077A CN 200910153077 A CN200910153077 A CN 200910153077A CN 101694097 A CN101694097 A CN 101694097A
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Abstract
The invention relates to a method for moulding an expanded head pile capable of forming a concrete support block under a pile foundation, which comprises the following steps: pressing one or a plurality of hollow piles underground according to the design requirement, extruding the soil at the tail ends of the hollow piles to the bottom and the periphery and forcing a cavity which is larger than the diameter of a pipe pile in diameter and has massy density of the soil at the periphery to be formed below the soil positioned at the tail ends of the hollow piles; then injecting concrete into the cavity from a pipeline passage comprising the hollow piles; and finally pressing the tail ends of the hollow piles into the concrete in the cavity. The invention realizes the head expansion on the tail end of the pipe pile after the hollow piles are pressed underground, improves the bearing capacity, compressive resistance, pulling resistance, quality and bearing reliability of the hollow piles, reduces the consumption of the hollow piles, solves the problem of pulling the hollow piles underground by the whole building, realizes the head expansion under the condition of the geologic structure of hard soil and solid rock and prevents the condition of damage of the tail ends of the hollow piles due to overlarge pressure bearing.
Description
Technical field
The present invention relates to a kind of forming method that can below pile foundation, form a kind of expanded head pile of concrete back-up block, belong to the pile tube forming method and make the field.
Background technology
CN101240546A, title " in the job practices of special geologic condition lower prestress high-strength concrete tubular pile " earlier according to the prospecting data of special geology, determine that required prestressed high-strength mixes the length of native pile tube; After the pitching pile construction, utilize pile monkey that pile tube is carried out hammering pile tube then, when pile tube is tied ground, carry out pile follower then, between Pile feeder and above-mentioned pile tube, place at least one block buffering thing this moment, prolong the hammer action time, reduce hammering speed by this cushion, and so as to reducing hammering stress, pile tube is difficult for breaking or exploding phenomenon by this.Its weak point: the one, for solid rock and hard soil matter structure, adopt the method pile tube can only be exploded; The 2nd, for the geological structure of weak soil, sandy soil, differentiation, the consumption of pile tube has not only extended, and can't improve the support force of pile tube effectively, and might make pile tube simultaneously after whole stake building builds up, the phenomenon of collapsing, pile tube is extracted as the entire building that Shanghai took place takes place.
Summary of the invention
Purpose of design: avoid the weak point in the background technology, design and a kind ofly can improve the pile tube support force effectively, can reduce the pile tube consumption effectively again, can fundamentally avoid pile tube simultaneously again by the collapse forming method of a kind of expanded head pile of pulling up of entire building.
Design scheme: in order to realize above-mentioned purpose of design.1, be pressed into underground concrete tubular pile end below make the cavity design of diameter greater than the pile tube diameter, be one of technical characterictic of the present invention.The purpose of doing like this is: the one, for the ground geological structure of weak soil, sandy soil and differentiation, if its underground geology state is not carried out the processing of science, both made the building of making little high level, it is surprising not only to be pressed into underground pile tube quantity, and difficulty of construction is very big, careless omission is arranged slightly, then cause phenomenons such as pile tube sideslip, tubular pile body break, tubular pile body fracture; The 2nd, for this pan soil and solid rock geological structure, the just end face of pile tube that pile tube contacts with pan soil or solid rock, because the face area of pile tube is limited, its pressure is very big, not only easily cause the breakage of pile tube head, and bearing capacity is very little.The application be pressed into underground concrete tubular pile end below make the cavity of diameter greater than the pile tube diameter, after in cavity, injecting concrete, again concrete tubular pile is pressed in the concrete in the cavity, make the concrete in concrete tubular pile and the cavity form overall structure, promptly increased the contact area of concrete tubular pile with ground, increase bearing capacity, reduced pressure.Because the pressure that any object can bear all has certain limit, surpassing this limit object will be damaged by pressure.For example: in the building construction, floor is repaiied highly more, the building body is just big more to the pressure on ground, if the lifting surface area of the wall base is not enough big, building pressure over the ground is just very big, may make sinking of ground, building collapses, and causes damage, so build high buildings and large mansions, must widen ground, to reduce the pressure of building to ground.And reduce pressure three kinds of methods are arranged: (1) needs to increase lifting surface area S when pressure F one timing; (2) when lifting surface area S one timing, need reduce pressure F; (3) under the situation of conditions permit, can reduce pressure F simultaneously, increase lifting surface area S.The application utilizes this feature to realize that area increases, pressure reduces, bearing capacity increases just.As in the reality life, tank, the wide crawler belt of tractor, thus to be layered on the roadbed or the like all be to reduce pressure when increasing lifting surface area to railway track.
Technical scheme 1: a kind of forming method of resistance to compression expanded head pile, it comprises one or more concrete pipe hollow pile or piling bar or plastic hollow stake, be pressed into one or more concrete pipe hollow pile or piling bar or plastic hollow stake underground by designing requirement, and it is the soil of one or more concrete pipe hollow pile or piling bar or plastic hollow stake end is downward, to around dig out, the extruding or the ground of going round and round a millstone, force the below that is positioned at one or more concrete pipe hollow pile or piling bar or the terminal soil of plastic hollow stake to form a diameter greater than pipe hollow pile or piling bar or plastic hollow stake diameter and the solid cavity of soil property density all around, then concrete is injected in the cavity from the heavy connection of pipe that one or more concrete pipe hollow pile or piling bar or plastic hollow stake constitute, at last with one or more concrete pipe hollow pile or piling bar or plastic hollow stake end with real the getting final product of the multiple densification of the concrete in the cavity.
Technical scheme 2: a kind of resistance to compression, the forming method of resistance to plucking expanded head pile, it comprises one or more concrete pipe hollow pile or piling bar or plastic hollow stake, be pressed into one or more concrete pipe hollow pile or piling bar or plastic hollow stake underground by designing requirement, and it is the soil of one or more concrete pipe hollow pile or piling bar or plastic hollow stake end is downward, to around dig out, the extruding or the ground of going round and round a millstone, force the below that is positioned at one or more concrete pipe hollow pile or piling bar or the terminal soil of plastic hollow stake to form a diameter greater than pipe hollow pile or piling bar or plastic hollow stake diameter and the solid cavity of soil property density all around, an amount of concrete injects by the heavy connection of pipe of concrete pipe hollow pile or piling bar or plastic hollow stake formation in elder generation then, join again and put reinforcing bar or bottom and reserve iron plate reinforcing bar or reinforcing cage and insert between cavity and hollow pile, at last concrete is injected intracardiac the solidifying of cavity and hollow pile and get final product by the heavy connection of pipe that concrete pipe hollow pile or piling bar or plastic hollow stake constitute.
Technical scheme 3: a kind of resistance to compression, resistance to plucking, hale the forming method of expanded head pile, it comprises one or more concrete pipe hollow pile or piling bar or plastic hollow stake, be pressed into one or more concrete pipe hollow pile or piling bar or plastic hollow stake underground by designing requirement, and it is the soil of one or more concrete pipe hollow pile or piling bar or plastic hollow stake end is downward, to around dig out, the extruding or the ground of going round and round a millstone, force the below that is positioned at one or more concrete pipe hollow pile or piling bar or the terminal soil of plastic hollow stake to form a diameter greater than pipe hollow pile or piling bar or plastic hollow stake diameter and the solid cavity of soil property density all around, an amount of concrete injects by the heavy connection of pipe of concrete pipe hollow pile or piling bar or plastic hollow stake formation in elder generation then, again the iron plate reinforcing bar is reserved in reinforcing bar or reinforcing cage or bottom or have the end socket tensioning nut or heavy connection of pipe that pre-buried hollow section or high-strength steel cable constitute by concrete pipe hollow pile or reinforcing bar or plastic hollow stake is inserted in the passage of cavity and hollow pile and the iron plate reinforcing bar is reserved in reinforcing bar or reinforcing cage or bottom or have the end socket tensioning nut or pre-buried hollow section or high-strength steel cable one end are positioned at outside the hollow pile, then concrete is injected cavity and hollow pile is intracardiac, hale behind reinforcing bar or the steel cable etc. concrete setting can or sleeve pipe and steel cable defects liability period such as water in the basis and arrive post tensioning steel cable end socket and get final product.
The present invention compares with background technology, the one, realized pile tube be pressed into underground after, to the purpose that the pile tube end expands head, not only improved the bearing capacity of pile tube, reduced pressure, and greatly reduced the consumption of pile tube, save building costs; The 2nd, greatly improved the uplift resistance of pile tube, fundamentally avoided the entire building room with pile tube from the underground phenomenon that pulls up, guaranteed the reliability of building constructions quality; The 3rd, realized the expansion head under pan soil, solid rock geological tectonic conditions, avoided the pile tube terminal because the too high and damaged situation of pressure-bearing has improved the total quality of pile tube and the reliability of carrying, realized resistance to compression, resistance to plucking, the purpose of haling.
Description of drawings
Fig. 1 be the resistance to compression expanded head pile forming method pile tube be pressed into underground after, the structural representation after its end lower cavity moulding.
Fig. 2 be the resistance to compression expanded head pile forming method pile tube be pressed into underground after, its end face lower cavity is injected behind concrete and the pile tube secondary is pressed into the structural representation of concrete.
Fig. 3 be resistance to compression, resistance to plucking expanded head pile forming method pile tube be pressed into underground after, its end face lower cavity is injected behind concrete and the pile tube secondary is pressed into the structural representation of concrete.
The forming method that Fig. 4 is resistance to compression, resistance to plucking, hale expanded head pile pile tube be pressed into underground after, its end face lower cavity is injected behind concrete and the pile tube secondary is pressed into the structural representation of concrete.
The specific embodiment
Embodiment 1: with reference to attached Fig. 1 and 2.A kind of forming method of expanded head pile is (for weak soil, sandy soil, the ground geological structure of differentiation reaches for pan soil, the solid rock geological structure), it comprises one or more concrete pipe hollow pile or piling bar or plastic hollow stake 1, this pile tube is a hollow pile, it can be the pile tube of any model of the prior art, one or more concrete pipe hollow pile or piling bar or plastic hollow stake 1 are pressed into underground 4 by designing requirement, and it is the soil of one or more concrete pipe hollow pile or piling bar or plastic hollow stake 1 end is downward, to around dig out, the extruding or the ground of going round and round a millstone, force the below that is positioned at one or more concrete pipe hollow pile or piling bar or the terminal soil of plastic hollow stake to form a diameter greater than pipe hollow pile or piling bar or plastic hollow stake diameter and the solid cavity 2 (seeing accompanying drawing 1) of soil property density all around, then concrete is injected in the cavitys 2 from the heavy connection of pipe 5 that one or more concrete pipe hollow pile or piling bar or plastic hollow stake constitute, at last with one or more concrete pipe hollow pile or piling bar or plastic hollow stake end with real the getting final product of the multiple densification of the concrete in the cavity.The concrete tubular pile that is pressed in the concrete is 1/3～1/2 of a concrete thickness, referring to accompanying drawing 2.
Embodiment 2: with reference to accompanying drawing 1 and 3.Resistance to compression, the forming method of resistance to plucking expanded head pile is (for weak soil, sandy soil, the ground geological structure of differentiation reaches for pan soil, the solid rock geological structure), it comprises one or more concrete pipe hollow pile or piling bar or plastic hollow stake 1, this pile tube is a hollow pile, it can be the pile tube of any model of the prior art, one or more concrete pipe hollow pile or piling bar or plastic hollow stake 1 are pressed into underground 4 by designing requirement, and it is the soil of one or more concrete pipe hollow pile or piling bar or plastic hollow stake end is downward, to around dig out, the extruding or the ground of going round and round a millstone, force the below that is positioned at one or more concrete pipe hollow pile or piling bar or the terminal soil of plastic hollow stake to form a diameter greater than pipe hollow pile or piling bar or plastic hollow stake diameter and the solid cavity 2 (seeing accompanying drawing 1) of soil property density all around, pass through an amount of concrete 3 of heavy connection of pipe 5 injections that concrete pipe hollow pile or piling bar or plastic hollow stake constitute then earlier, join again and put reinforcing bar or bottom and reserve heavy connection of pipe that iron plate reinforcing bar or reinforcing cage 6 constitute by concrete pipe hollow pile or piling bar or plastic hollow stake and insert 5 in cavity 2 and hollow pile passage, at last concrete is injected intracardiac the solidifying of cavity and hollow pile and get final product, see accompanying drawing 3.
Embodiment 3: with reference to accompanying drawing 1 and 4.Resistance to compression, resistance to plucking, the forming method of haling expanded head pile is (for weak soil, sandy soil, the ground geological structure of differentiation reaches for pan soil, the solid rock geological structure), it comprises one or more concrete pipe hollow pile or piling bar or plastic hollow stake 1, this pile tube is a hollow pile, it can be the pile tube of any model of the prior art, one or more concrete pipe hollow pile or piling bar or plastic hollow stake 1 are pressed into underground 4 by designing requirement, and it is the soil of one or more concrete pipe hollow pile or piling bar or plastic hollow stake end is downward, to around dig out, the extruding or the ground of going round and round a millstone, force the below that is positioned at one or more concrete pipe hollow pile or piling bar or the terminal soil of plastic hollow stake to form a diameter greater than pipe hollow pile or piling bar or plastic hollow stake diameter and the solid cavity 2 (seeing accompanying drawing 1) of soil property density all around, pass through an amount of concrete of heavy connection of pipe 5 injections that concrete pipe hollow pile or piling bar or plastic hollow stake constitute then earlier, again the iron plate reinforcing bar is reserved in reinforcing bar or reinforcing cage or bottom or have the end socket tensioning nut or heavy connection of pipe 5 that pre-buried hollow section or high-strength steel cable 6 constitute by concrete pipe hollow pile or reinforcing bar or plastic hollow stake is inserted in the passage 5 of cavity 2 and hollow pile and the iron plate reinforcing bar is reserved in reinforcing bar or reinforcing cage or bottom or have the end socket tensioning nut or pre-buried hollow section or high-strength steel cable one end 7 are positioned at outside the hollow pile, then concrete 3 is injected in cavitys and the hollow pile, hale reinforcing bar or steel cable 6 backs wait concrete settings can or sleeve pipe and steel cable defects liability period such as water in basic and arrive post tensioning steel cable end socket and get final product.The concrete tubular pile that is pressed in the concrete is 1/3～1/2 of a concrete thickness.See accompanying drawing 4.
What need understand is: though the foregoing description is to the design philosophy of the present invention detailed text description of contrasting; but these text descriptions; just the simple text of mentality of designing of the present invention is described; rather than to the restriction of mentality of designing of the present invention; any combination, increase or modification that does not exceed mentality of designing of the present invention all falls within the scope of protection of the present invention.
Claims (6)
1. the forming method of a resistance to compression expanded head pile, it comprises one or more concrete pipe hollow pile or piling bar or plastic hollow stake, it is characterized in that: be pressed into one or more concrete pipe hollow pile or piling bar or plastic hollow stake underground by designing requirement, and it is the soil of one or more concrete pipe hollow pile or piling bar or plastic hollow stake end is downward, to around dig out, the extruding or the ground of going round and round a millstone, force the below that is positioned at one or more concrete pipe hollow pile or piling bar or the terminal soil of plastic hollow stake to form a diameter greater than pipe hollow pile or piling bar or plastic hollow stake diameter and the solid cavity of soil property density all around, then concrete is injected in the cavity from the heavy connection of pipe that one or more concrete pipe hollow pile or piling bar or plastic hollow stake constitute, at last with one or more concrete pipe hollow pile or piling bar or plastic hollow stake end with real the getting final product of the multiple densification of the concrete in the cavity.
2. the forming method of expanded head pile according to claim 1 is characterized in that: being pressed into concrete tubular pile in the concrete or piling bar or plastic hollow stake is 1/3～1/2 of concrete thickness.
3. resistance to compression, the forming method of resistance to plucking expanded head pile, it comprises one or more concrete pipe hollow pile or piling bar or plastic hollow stake, it is characterized in that: be pressed into one or more concrete pipe hollow pile or piling bar or plastic hollow stake underground by designing requirement, and it is the soil of one or more concrete pipe hollow pile or piling bar or plastic hollow stake end is downward, to around dig out, the extruding or the ground of going round and round a millstone, force the below that is positioned at one or more concrete pipe hollow pile or piling bar or the terminal soil of plastic hollow stake to form a diameter greater than pipe hollow pile or piling bar or plastic hollow stake diameter and the solid cavity of soil property density all around, an amount of concrete injects by the heavy connection of pipe of concrete pipe hollow pile or piling bar or plastic hollow stake formation in elder generation then, join again and put reinforcing bar or bottom and reserve iron plate reinforcing bar or reinforcing cage and insert between cavity and hollow pile, at last concrete is injected intracardiac the solidifying of cavity and hollow pile and get final product by the heavy connection of pipe that concrete pipe hollow pile or piling bar or plastic hollow stake constitute.
4. the forming method of resistance to compression according to claim 3, resistance to plucking expanded head pile is characterized in that: the concrete tubular pile that is pressed in the concrete is 1/3～1/2 of a concrete thickness.
5. resistance to compression, resistance to plucking, hale the forming method of expanded head pile, it comprises one or more concrete pipe hollow pile or piling bar or plastic hollow stake, it is characterized in that: be pressed into one or more concrete pipe hollow pile or piling bar or plastic hollow stake underground by designing requirement, and it is the soil of one or more concrete pipe hollow pile or piling bar or plastic hollow stake end is downward, to around dig out, the extruding or the ground of going round and round a millstone, force the below that is positioned at one or more concrete pipe hollow pile or piling bar or the terminal soil of plastic hollow stake to form a diameter greater than pipe hollow pile or piling bar or plastic hollow stake diameter and the solid cavity of soil property density all around, an amount of concrete injects by the heavy connection of pipe of concrete pipe hollow pile or piling bar or plastic hollow stake formation in elder generation then, again the iron plate reinforcing bar is reserved in reinforcing bar or reinforcing cage or bottom or have the end socket tensioning nut or heavy connection of pipe that pre-buried hollow section or high-strength steel cable constitute by concrete pipe hollow pile or reinforcing bar or plastic hollow stake is inserted in the passage of cavity and hollow pile and the iron plate reinforcing bar is reserved in reinforcing bar or reinforcing cage or bottom or have the end socket tensioning nut or pre-buried hollow section or high-strength steel cable one end are positioned at outside the hollow pile, then concrete is injected cavity and hollow pile is intracardiac, hale wait behind the steel cable concrete setting can or sleeve pipe and steel cable defects liability period such as water in the basis and arrive post tensioning steel cable end socket and get final product.
6. resistance to compression according to claim 5, resistance to plucking, hale the forming method of expanded head pile, it is characterized in that: the concrete tubular pile that is pressed in the concrete is 1/3～1/2 of a concrete thickness.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN200910153077A CN101694097A (en) | 2009-09-29 | 2009-09-29 | Method for moulding expanded head pile |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN200910153077A CN101694097A (en) | 2009-09-29 | 2009-09-29 | Method for moulding expanded head pile |
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| CN101694097A true CN101694097A (en) | 2010-04-14 |
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| CN200910153077A Pending CN101694097A (en) | 2009-09-29 | 2009-09-29 | Method for moulding expanded head pile |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109537586A (en) * | 2018-12-31 | 2019-03-29 | 江苏兴厦建设工程集团有限公司 | A kind of pedestal pile |
| CN109577176A (en) * | 2019-01-30 | 2019-04-05 | 深圳市市政设计研究院有限公司福建分公司 | A kind of combined connecting concrete pier of steel tube and its construction method |
| CN110273415A (en) * | 2019-04-25 | 2019-09-24 | 上海市政建设有限公司 | Prefabricated tubular pile and prefabricated foundation rigid connection structure and method |
-
2009
- 2009-09-29 CN CN200910153077A patent/CN101694097A/en active Pending
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109537586A (en) * | 2018-12-31 | 2019-03-29 | 江苏兴厦建设工程集团有限公司 | A kind of pedestal pile |
| CN109537586B (en) * | 2018-12-31 | 2024-01-16 | 江苏兴厦建设工程集团有限公司 | Pile with large head |
| CN109577176A (en) * | 2019-01-30 | 2019-04-05 | 深圳市市政设计研究院有限公司福建分公司 | A kind of combined connecting concrete pier of steel tube and its construction method |
| CN109577176B (en) * | 2019-01-30 | 2024-04-23 | 深圳市市政设计研究院有限公司福建分公司 | Composite connection type concrete filled steel tube pier and construction method thereof |
| CN110273415A (en) * | 2019-04-25 | 2019-09-24 | 上海市政建设有限公司 | Prefabricated tubular pile and prefabricated foundation rigid connection structure and method |
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Open date: 20100414 |