CN1912253A - Construction method of prestressed tubular pile - Google Patents
Construction method of prestressed tubular pile Download PDFInfo
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- CN1912253A CN1912253A CN 200610086861 CN200610086861A CN1912253A CN 1912253 A CN1912253 A CN 1912253A CN 200610086861 CN200610086861 CN 200610086861 CN 200610086861 A CN200610086861 A CN 200610086861A CN 1912253 A CN1912253 A CN 1912253A
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Abstract
A method for constructing prestressed tubular pile includes burying prefabricated pile pointer with mud jacking valve and guide coil at certain depth of underground and connecting prestressed tubular piles to press said pile pointer up to desired depth, connecting mud jacking pipe with said valve and jacketing clasp at top of pile body, using triplet to connect mud jack with said pipe to carry out mud jacking, disassembling triplet and lifting out said pipe, placing precast reinforced concrete cap at top of pile body and connecting it.
Description
Technical field
The present invention relates to field of civil engineering, particularly relate to the construction technology of pile foundation and composite foundation.
Background technology
A large amount of in the market prefabricated tubular pile technology that adopt, its system easy to control the quality, speed of application is fast, cost is relatively low, be subjected to the welcome of society deeply, but because prefabricated tubular pile generally is applicable in the soft foundation: coastal cities such as Tianjin, Shanghai, Ningbo, upper soil horizon is softer, there is bearing stratum preferably the stake bottom, as layer of sand, argillic horizon and boulder bed etc.Because this type belongs to friction pile, owing to the friction factor that only depends on pile body area and soil is realized supporting capacity, so this type supporting capacity is lower.Therefore, should improve the supporting capacity of prefabricated tubular pile simply, quickly and efficiently.
Summary of the invention
The present invention proposes in order to solve the above problems, and purpose is to provide a kind of job practices of pile for prestressed pipe, can use in pile foundation, also can use in composite foundation.The effect height of this job practices combines mud jacking is good behind pile for prestressed pipe and the pile, when effectively avoiding pile defect, can positively improve the supporting capacity of stake.
To achieve these goals, the job practices of precast concrete pile of the present invention comprises the steps:
1) at place, predetermined stake position, the precast pile tip that will have mud jacking valve and guide collar is imbedded face of land certain depth.
2) first pile for prestressed pipe is connected with precast pile tip, utilizes static pressure (or hammering) mode, with pile for prestressed pipe to pressing to soil body certain depth.
3) at second pile for prestressed pipe of first pile for prestressed pipe upper end overlap joint, press down (or hammering) second pile for prestressed pipe.Carry out above-mentioned overlap joint pile body and piling operation repeatedly, hold to design elevation until stake.
4) putting madjack pipe in the pile for prestressed pipe mesopore links to each other with the mud jacking valve.
5) in pile body upper end cover snap ring and locking, adopt lock bolt that increased pressure beam is connected with snap ring and lock, make the sealing ring of madjack pipe stressed, mud jacking valve and madjack pipe be connected the space closure.
6) on madjack pipe, adopt three-way device to connect mudjack, under the stake end, carry out mud jacking.
7) remove above-mentioned threeway, increased pressure beam and snap ring device, propose madjack pipe, put prefabricated reinforced concrete cap and connection, finish the construction of a pile in the pile body upper end.
Best, in the job practices of above-mentioned concrete pile, above-mentioned steps 1) in, above-mentioned precast pile tip has mud jacking valve and guide collar, and guide ring can guarantee that madjack pipe docks with the mud jacking valve is concentric.
Best, in the job practices of above-mentioned concrete pile, above-mentioned steps 2) in, the above-mentioned pile for prestressed pipe that presses down is the mode that adopts static pressure or hammering.
Best, in the job practices of above-mentioned concrete pile, above-mentioned steps 2) in, the diameter of above-mentioned pile for prestressed pipe is equal to or less than the diameter of precast pile tip.
Best, in the job practices of above-mentioned concrete pile, above-mentioned steps 3) in, the quantity of above-mentioned pile for prestressed pipe is to determine according to the design length of the length of pile for prestressed pipe and stake.
Best, in the job practices of above-mentioned concrete pile, above-mentioned steps 5) in, utilize snap ring, increased pressure beam, locking nut in the above-mentioned connected mode, madjack pipe is linked to each other with the mud jacking valve with sealing ring under vertical pressure, guarantee that slurry does not leak outside.
Best, in the job practices of above-mentioned concrete pile, above-mentioned steps 6) in, above-mentioned mud jacking action is carried out at the soil body under the stake end.
Best, in the job practices of above-mentioned concrete pile, above-mentioned steps 6) in, the above-mentioned slurries that are pressed into are the mixing material of cement and water.
Best, in the job practices of above-mentioned concrete pile, above-mentioned steps 6) in, the quantity of the above-mentioned slurries that are pressed into is to determine according to the character of the stake end soil body.
Best, in the job practices of above-mentioned concrete pile, above-mentioned steps 7) in, the above-mentioned precast concrete pile cover of putting adopts at composite foundation.As in pile foundation, just placing above-mentioned pile cover, directly the stake end is connected with apron piece.
The pile for prestressed pipe that utilizes said method to form is applicable to that upper soil horizon is softer, silt is arranged at the bottom, sand, cobble etc. are the foundation condition of bearing course at pile end.When upper soil horizon is mud, mucky soil, can adopt the give system stake point bigger than pile tube external diameter, to obtain bigger end resistance, stake side weak soil retraction does not influence the performance of pile side friction behind the pile after certain convalescence.When upper soil horizon is general cohesive soil, can adopt identical with the pile tube external diameter or the big slightly system of giving stake point.Pile for prestressed pipe through pile tip grouting, both can be connected and make pile foundation, and also can do a pile cover at the pile tube top, link to each other with the basis with mattress layer and make composite foundation, in composite foundation with cushion cap, the horizontal loading of pile load has seldom been avoided the weak shortcoming of pile tube Its ultimate bearing capacity.Utilize snap ring, increased pressure beam, locking nut, madjack pipe is linked to each other with the mud jacking valve with sealing ring under vertical pressure, guarantee that slurry does not leak outside.It is reusable to propose madjack pipe behind the mud jacking.
Description of drawings
Fig. 1 is as the process chart of the job practices of the pile for prestressed pipe of one embodiment of the present of invention.
The enlarged diagram of integral body of the stake that Fig. 2 forms for the construction according to pile for prestressed pipe of the present invention.
The specific embodiment
As the job practices of the pile for prestressed pipe of one embodiment of the present of invention, it comprises the steps that at first, as shown in Figure 1a, at place, predetermined stake position, the precast pile tip that will have mud jacking valve and guide collar is imbedded face of land certain depth; Then, shown in Fig. 1 b, first pile for prestressed pipe is connected with precast pile tip, utilizes static pressure (or hammering) mode, with pile for prestressed pipe to pressing to soil body certain depth; Then, shown in Fig. 1 c,, press down (or hammering) second pile for prestressed pipe at second pile for prestressed pipe of first pile for prestressed pipe upper end overlap joint.Carry out above-mentioned overlap joint pile body and piling operation repeatedly, hold to design elevation until stake; Afterwards, shown in Fig. 1 d, in the pile for prestressed pipe mesopore, put madjack pipe and link to each other with the mud jacking valve; Then, shown in Fig. 1 e,, adopt lock bolt that increased pressure beam is connected with snap ring and lock, make the sealing ring of madjack pipe stressed, mud jacking valve and madjack pipe be connected the space closure in pile body upper end cover snap ring and locking; Then, shown in Fig. 1 f, on madjack pipe, adopt three-way device to connect mudjack, under the stake end, carry out mud jacking, afterwards, shown in Fig. 1 g, remove above-mentioned threeway, increased pressure beam and snap ring device, propose madjack pipe, put prefabricated reinforced concrete cap and connection, finish the construction of a pile in the pile body upper end.
As shown in Figure 2, the construction of pile for prestressed pipe of the present invention and the enlarged diagram of integral body of the stake that forms.
Claims (10)
1, a kind of job practices of prefabricated concrete pipe pile, its step comprises:
1) at place, predetermined stake position, the precast pile tip that will have mud jacking valve and guide collar is imbedded face of land certain depth.
2) first pile for prestressed pipe is connected with precast pile tip, utilizes static pressure (or hammering) mode, with pile for prestressed pipe to pressing to soil body certain depth.
3) at second pile for prestressed pipe of first pile for prestressed pipe upper end overlap joint, press down (or hammering) second pile for prestressed pipe.Carry out above-mentioned overlap joint pile body and piling operation repeatedly, hold to design elevation until stake.
4) putting madjack pipe in the pile for prestressed pipe mesopore links to each other with the mud jacking valve.
5) in pile body upper end cover snap ring and locking, adopt lock bolt that increased pressure beam is connected with snap ring and lock, make the sealing ring of madjack pipe stressed, mud jacking valve and madjack pipe be connected the space closure.
6) on madjack pipe, adopt three-way device to connect mudjack, under the stake end, carry out mud jacking.
7) remove above-mentioned threeway, increased pressure beam and snap ring device, propose madjack pipe, put prefabricated reinforced concrete cap and connection, finish the construction of a pile in the pile body upper end.
2, method according to claim 1 is characterized in that above-mentioned steps 1) in, above-mentioned precast pile tip has mud jacking valve and guide collar, and guide ring can guarantee that madjack pipe docks with the mud jacking valve is concentric.
3, method according to claim 1 is characterized in that above-mentioned steps 2) in, the above-mentioned pile for prestressed pipe that presses down is the mode that adopts static pressure or hammering.
4, method according to claim 1 is characterized in that above-mentioned steps 2) in, the diameter of above-mentioned pile for prestressed pipe is equal to or less than the diameter of precast pile tip.
5, method according to claim 1 is characterized in that above-mentioned steps 3) in, the quantity of above-mentioned pile for prestressed pipe is to determine according to the design length of the length of pile for prestressed pipe and stake.
6, method according to claim 1 is characterized in that above-mentioned steps 5) in, utilize snap ring, increased pressure beam, locking nut in the above-mentioned connected mode, madjack pipe is linked to each other with the mud jacking valve with sealing ring under vertical pressure, guarantee that slurry does not leak outside.
7, method according to claim 1 is characterized in that above-mentioned steps 6) in, above-mentioned mud jacking action is carried out at the soil body under the stake end.
8, method according to claim 1 is characterized in that above-mentioned steps 6) in, the above-mentioned slurries that are pressed into are the mixing material of cement and water.
9, method according to claim 1 is characterized in that above-mentioned steps 6) in, the quantity of the above-mentioned slurries that are pressed into is to determine according to the character of the stake end soil body.
10, method according to claim 1 is characterized in that above-mentioned steps 7) in, the above-mentioned precast concrete pile cover of putting adopts at composite foundation.As in pile foundation, just placing above-mentioned pile cover, directly the stake end is connected with apron piece.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200610086861 CN1912253A (en) | 2006-06-21 | 2006-06-21 | Construction method of prestressed tubular pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200610086861 CN1912253A (en) | 2006-06-21 | 2006-06-21 | Construction method of prestressed tubular pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN1912253A true CN1912253A (en) | 2007-02-14 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 200610086861 Pending CN1912253A (en) | 2006-06-21 | 2006-06-21 | Construction method of prestressed tubular pile |
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| CN (1) | CN1912253A (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102373710A (en) * | 2011-02-23 | 2012-03-14 | 上海城地建设发展有限公司 | Enclosing method for inserting pre-stressed centrifugal pipe pile (square pile) into three-axis (two-axis) cement mixing pile |
| CN102535452A (en) * | 2010-12-15 | 2012-07-04 | 王云艇 | Novel engineering pile |
| CN103498467A (en) * | 2013-10-14 | 2014-01-08 | 成军 | High-bearing-capacity foundation pile and processing method for high-bearing-capacity foundation pile and foundation |
| CN103912004A (en) * | 2013-07-18 | 2014-07-09 | 刘春原 | Rivet pile |
| CN110424437A (en) * | 2019-08-13 | 2019-11-08 | 中国电建集团山东电力建设有限公司 | Photo-voltaic power generation station installation foundation construction method |
| CN111395312A (en) * | 2020-03-23 | 2020-07-10 | 中铁二院工程集团有限责任公司 | Composite light pile structure, manufacturing method, construction method and pile splicing method |
-
2006
- 2006-06-21 CN CN 200610086861 patent/CN1912253A/en active Pending
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102535452A (en) * | 2010-12-15 | 2012-07-04 | 王云艇 | Novel engineering pile |
| CN102373710A (en) * | 2011-02-23 | 2012-03-14 | 上海城地建设发展有限公司 | Enclosing method for inserting pre-stressed centrifugal pipe pile (square pile) into three-axis (two-axis) cement mixing pile |
| CN103912004A (en) * | 2013-07-18 | 2014-07-09 | 刘春原 | Rivet pile |
| CN103498467A (en) * | 2013-10-14 | 2014-01-08 | 成军 | High-bearing-capacity foundation pile and processing method for high-bearing-capacity foundation pile and foundation |
| CN103498467B (en) * | 2013-10-14 | 2015-07-22 | 江苏溧阳城建集团有限公司 | High-bearing-capacity foundation pile and processing method for high-bearing-capacity foundation pile and foundation |
| CN110424437A (en) * | 2019-08-13 | 2019-11-08 | 中国电建集团山东电力建设有限公司 | Photo-voltaic power generation station installation foundation construction method |
| CN111395312A (en) * | 2020-03-23 | 2020-07-10 | 中铁二院工程集团有限责任公司 | Composite light pile structure, manufacturing method, construction method and pile splicing method |
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