CN102605770A - Post grouting device for filling pile and construction method - Google Patents
Post grouting device for filling pile and construction method Download PDFInfo
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- CN102605770A CN102605770A CN2012100675991A CN201210067599A CN102605770A CN 102605770 A CN102605770 A CN 102605770A CN 2012100675991 A CN2012100675991 A CN 2012100675991A CN 201210067599 A CN201210067599 A CN 201210067599A CN 102605770 A CN102605770 A CN 102605770A
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Abstract
The invention provides a post grouting device for a filling pile. The post grouting device comprises a grouting pipe fixedly connected at the predetermined position of the outside part of a steel reinforcement cage, a plurality of grouting holes arranged on the side wall of the grouting pipe, a filling pipe extended down into the interior of the grouting pipe in the length direction of the grouting pipe, a pulp outlet which is arranged at the predetermined position of the lower side part of the grouting pipe and is aligned to the grouting holes, and at least one retractable or extendable rubber capsule which is arranged on the outer side wall of the filling pipe above the pulp outlet and is communicated with the side wall of the filling pipe. According to the structure, when pile holes with a plurality of supporting layers are grouted by the post grouting device, the grouting amount of each of the supporting layers can be effectively controlled to enable each of the supporting layers to meet the construction requirement so as to increase the bearing capacity of single pile. Meanwhile, the post grouting device is simple in structure. In addition, a plurality of rubber capsules have sealing effects such that the grouting operation of each of the supporting layers cannot be mutually influenced.
Description
Technical field
The present invention relates to the bored concrete pile technology field, specifically, relate to a kind of back squeezing unit that is used for castinplace pile.The invention still further relates to a kind of back mud jacking construction method that is used for castinplace pile.
Background technology
At present, castinplace pile has been applied in foundation construction fields such as construction work, bridge engineering, traffic engineering.Different types of castinplace pile all has identical shortcoming: before the concrete perfusion of stake hole; Can in the stake hole, pour into mud earlier and form mud off; Colloidal particles in the mud is infiltrated under the pressure of mud in the hole on stake hole wall top layer; The mud skin forms one deck mud skin, though can prevent that the hole from caving in, and can reduce the side friction of soil layer and pile body.In addition, the sediment of assembling in bottom, stake hole causes the resistance of an end to reduce.Like this, can reduce the bearing capacity of pile body greatly.
Traditional method that remedies is to construct through post-grouting technology, and the method for this technology is a concrete in perfusion during near curdled appearance, and to the slip casting once more of stake hole, slip casting for the second time just improves the bearing capacity of pile body.
Publication number is that the patent of CN1540104A discloses a kind of bored pile stake side, back mud jacking construction technology at the stake end of being used for; This construction technology is through many piles side Grouting Pipe and pile grouting pipe being connected the outside portion of reinforcing cage, utilizing many piles side Grouting Pipe and pile grouting pipe that the slip casting second time is carried out at a stake side and a stake end then.
Though above-mentioned construction technology can be effectively carried out effective slip casting to the stake side in stake hole with a stake end, the bearing capacity at the bottom of can improving effectively, improve the side friction of pile body and soil, and then improve bearing capacity of single pile effectively.
Yet; To the stake Kong Eryan that the multilayer bearing stratum is arranged; Construction requirement guarantees that the intensity and the bearing capacity of every layer of bearing stratum reach construction reference; Existing construction technology is carried out the slip casting second time to it, can not guarantee to make the expection standard that the slip casting of each bearing stratum is reached construction, makes bearing capacity of single pile not reach construction reference.In addition, need more different length stake side Grouting Pipe, make the grouting device structure complicated more like this.
So, being necessary above-mentioned back mud jacking construction technology is further improved, when having the stake hole of multilayer bearing stratum to avoid above-mentioned back mud jacking construction technology to be used to, bearing capacity of single pile does not reach construction requirement, the baroque defective of grouting device.
Summary of the invention
The present invention provides a kind of back squeezing unit that is used for castinplace pile; When having solved existing back mud jacking construction technology and being used to have the stake hole of multilayer bearing stratum, can not guarantee to make slip casting to each bearing stratum to reach construction expection standard, bearing capacity of single pile does not reach construction reference, the baroque problem of grouting device.The present invention also provides a kind of back mud jacking construction method that is used for castinplace pile, has solved the prior art problem.
Be to realize above-mentioned purpose, the present invention provides a kind of back squeezing unit that is used for castinplace pile, and it comprises: Grouting Pipe is fixedly connected on the precalculated position of the outside portion of reinforcing cage; A plurality of injected holes are offered a plurality of above-mentioned injected holes on the sidewall of above-mentioned Grouting Pipe; Intrusion pipe along the length direction of above-mentioned Grouting Pipe, stretches into the inside of above-mentioned Grouting Pipe downwards; Grout outlet is opened in the precalculated position of the following side of above-mentioned intrusion pipe, and above-mentioned grout outlet and above-mentioned injected hole align; Rubber bag tank above above-mentioned grout outlet, and is provided with at least one collapsible or expand rubber bag tank at the lateral wall of above-mentioned intrusion pipe, and the sidewall of above-mentioned in addition rubber bag tank and above-mentioned intrusion pipe connects.
In addition, also can be, above-mentioned Grouting Pipe be welded on the precalculated position of the outside portion of above-mentioned reinforcing cage.
In addition, also can be, above-mentioned Grouting Pipe comprises a plurality of Grouting Pipe, and above-mentioned a plurality of Grouting Pipe are welded on the precalculated position of the outside portion of above-mentioned reinforcing cage equably;
Above-mentioned intrusion pipe comprises a plurality of intrusion pipes.
In addition, also can be, above-mentioned each Grouting Pipe comprises the multi-stage cementing pipe, is connected through screw thread between above-mentioned per two Grouting Pipe.
In addition, also can be, also comprise rubber bag tank, below above-mentioned grout outlet, and at the lateral wall of above-mentioned intrusion pipe at least one collapsible or expand rubber bag tank is set, the sidewall of above-mentioned in addition rubber bag tank and above-mentioned intrusion pipe connects.
The present invention also provides a kind of back mud jacking construction method that is used for castinplace pile, and it comprises:
(1) Grouting Pipe is welded on the precalculated position of the outside portion of reinforcing cage, preset a plurality of injected holes on the sidewall of above-mentioned Grouting Pipe;
(2) above-mentioned reinforcing cage is transferred to the precalculated position in a hole, concrete perfusion in above-mentioned stake hole;
(3) treat that above-mentioned concreting reaches predetermined standard time,, stretch to the inside of above-mentioned Grouting Pipe, grout outlet and injected hole are aligned, then the position of above-mentioned intrusion pipe is fixed the length direction of intrusion pipe along above-mentioned Grouting Pipe;
(4) in above-mentioned intrusion pipe, feed slurries; The rubber bag tank that connects with above-mentioned intrusion pipe can feed slurries and residual air becomes big gradually because of inside; Above-mentioned like this rubber bag tank can expand and make its cyst wall be adjacent to the inwall of above-mentioned Grouting Pipe; At the lateral wall of above-mentioned intrusion pipe, be respectively provided to few rubber bag tank with respect to the above and below of above-mentioned grout outlet;
(5) reach predetermined standard time when slip casting, promptly stop slip casting, the inner slurries of above-mentioned rubber bag tank reduce gradually; Rubber bag tank shrinks; Removable then above-mentioned intrusion pipe makes its grout outlet aim at another injected hole, then the position of above-mentioned intrusion pipe is fixed, and repeats above-mentioned steps (4) at last.
Moreover, also can be, above-mentioned Grouting Pipe comprises a plurality of Grouting Pipe, above-mentioned a plurality of Grouting Pipe are welded on the precalculated position of the outside portion of above-mentioned reinforcing cage equably.
Moreover, also can be that above-mentioned intrusion pipe comprises a plurality of intrusion pipes.
According to said structure and method, when slip casting is carried out in the stake hole with multilayer bearing stratum, can control grouting amount effectively to each bearing stratum through this back squeezing unit, make each bearing stratum reach construction requirement, and then improve bearing capacity of single pile.Simultaneously, this back squeezing unit is simple in structure, and cost is low.In addition, a plurality of rubber bag tanks play sealing function, make the slip casting of each bearing stratum not receive influence each other.
Description of drawings
Through below in conjunction with accompanying drawing embodiment being described, above-mentioned characteristic of the present invention and technological merit will become apparent and understand easily.
Fig. 1 is the structural representation of the back squeezing unit that is used for castinplace pile that the present invention relates to;
Fig. 2 is the construction process figure of the back mud jacking construction method that is used for castinplace pile that the present invention relates to.
Reference numeral:
1, Grouting Pipe; 11, injected hole;
2, intrusion pipe; 21, rubber bag tank;
22, grout outlet; 3, stake hole;
4, reinforcing cage; 5, bearing stratum.
The specific embodiment
Below in conjunction with accompanying drawing and specific embodiment the present invention is done further detailed description.
In the following description; Only some example embodiment of the present invention is described through the mode of explanation; Undoubtedly; Those of ordinary skill in the art can recognize, under situation without departing from the spirit and scope of the present invention, can revise described embodiment with various different modes.Therefore, accompanying drawing be described in just illustratively in essence, rather than be used to limit the protection domain of claim.In addition, in this manual, identical Reference numeral indicates identical part.
Fig. 1 is the structural representation of the back squeezing unit that is used for castinplace pile that the present invention relates to.As shown in Figure 1, this back squeezing unit comprises: Grouting Pipe 1 is fixedly welded on the precalculated position of the outside portion of reinforcing cage 4; A plurality of injected holes 11 are offered a plurality of injected holes 11 on the sidewall of Grouting Pipe 1; Intrusion pipe 2 along the length direction of Grouting Pipe 1, stretches into the inside of Grouting Pipe 1 downwards; Grout outlet 22 is opened in the precalculated position of the following side of intrusion pipe 2, and grout outlet 22 aligns with injected hole 11; Rubber bag tank 21; Above grout outlet 22; And the lateral wall at intrusion pipe 2 is provided with at least one collapsible or expand rubber bag tank 21; Or in the above and below of grout outlet 22, and being respectively provided to few collapsible or an expand rubber bag tank 21 at the lateral wall of intrusion pipe 2, rubber bag tank 21 connects with the sidewall of intrusion pipe 2 in addition.In addition, Grouting Pipe 1 comprises a plurality of Grouting Pipe 1, and a plurality of Grouting Pipe 1 are welded on the precalculated position of the outside portion of reinforcing cage 4 equably; Same intrusion pipe 2 comprises a plurality of intrusion pipes 2, is convenient to even slip casting like this.
Fig. 2 is the construction process figure of the back mud jacking construction method that is used for castinplace pile that the present invention relates to.As shown in Figure 2; At step S110; Grouting Pipe 1 is welded on the precalculated position of the outside portion of reinforcing cage 4; Preset a plurality of injected holes 11 on the sidewall of Grouting Pipe 1, injected hole 11 needs to offer according to the position in stake hole 3 and the depth location of each bearing stratum 5, is convenient to like this each bearing stratum 5 is carried out slip casting.
Then, step S120 transfers to the precalculated position in a hole 3 with reinforcing cage 4, concrete perfusion in stake hole 3, and Grouting Pipe 1 is embedded in the concrete like this.
Then, step S130 treats that concreting reaches predetermined standard time, with the length direction of intrusion pipe 2 along Grouting Pipe 1, stretches to the inside of Grouting Pipe 1, and grout outlet 22 and injected hole 11 are aligned, and then the position of intrusion pipe 2 is fixed.Can intrusion pipe 2 be welded with Grouting Pipe 1 mutually, also can be fixedly connected with the permanent position at place, ground, like this position of intrusion pipe 2 fixed through the upper end of rope with intrusion pipe 2.
Afterwards; Step S140 feeds slurries in intrusion pipe 2, the rubber bag tank 21 that connects with intrusion pipe 2 can feed slurries and residual air becomes big gradually because of inside; Rubber bag tank 21 can expand and make its cyst wall be adjacent to the inwall of Grouting Pipe 1 like this; At the lateral wall of intrusion pipe 2, with respect to the top of grout outlet 21 at least one rubber bag tank 21 is set, or is respectively provided to few rubber bag tank 21 with respect to the above and below of grout outlet 21.In the slip casting process, the effect of rubber bag tank 21 its seal protection slurries is not flowed slurries up or down, improves slip casting efficient.
At last, step S150 is when slip casting reaches predetermined standard time; Promptly stop slip casting, rubber bag tank 21 inner slurries reduce gradually, and rubber bag tank 21 shrinks; Removable then intrusion pipe 2 makes its grout outlet 21 aim at another injected hole 11; Then the position of intrusion pipe 2 is fixed, fixing means repeating step S130 relates to, and repeats above-mentioned steps S140 at last.
Under above-mentioned instruction of the present invention; Those skilled in the art can carry out various improvement and distortion on the basis of the foregoing description; And these improvement and distortion all drop in protection scope of the present invention, and those skilled in the art should be understood that; Above-mentioned specific descriptions are just explained the object of the invention better, and protection scope of the present invention is limited claim and equivalent thereof.
Claims (8)
1. a back squeezing unit that is used for castinplace pile is characterized in that, comprising:
Grouting Pipe is fixedly connected on the precalculated position of the outside portion of reinforcing cage;
A plurality of injected holes are offered a plurality of above-mentioned injected holes on the sidewall of above-mentioned Grouting Pipe;
Intrusion pipe along the length direction of above-mentioned Grouting Pipe, stretches into the inside of above-mentioned Grouting Pipe downwards;
Grout outlet is opened in the precalculated position of the following side of above-mentioned intrusion pipe, and above-mentioned grout outlet and above-mentioned injected hole align;
Rubber bag tank above above-mentioned grout outlet, and is provided with at least one collapsible or expand rubber bag tank at the lateral wall of above-mentioned intrusion pipe, and the sidewall of above-mentioned in addition rubber bag tank and above-mentioned intrusion pipe connects.
2. according to the described back squeezing unit that is used for castinplace pile of claim 1, it is characterized in that,
Above-mentioned Grouting Pipe is welded on the precalculated position of the outside portion of above-mentioned reinforcing cage.
3. according to claim 1 or the 2 described back squeezing units that are used for castinplace pile, it is characterized in that,
Above-mentioned Grouting Pipe comprises a plurality of Grouting Pipe, and above-mentioned a plurality of Grouting Pipe are welded on the precalculated position of the outside portion of above-mentioned reinforcing cage equably;
Above-mentioned intrusion pipe comprises a plurality of intrusion pipes.
4. according to claim 1 or the 2 described back squeezing units that are used for castinplace pile, it is characterized in that,
Above-mentioned each Grouting Pipe comprises the multi-stage cementing pipe, is connected through screw thread between above-mentioned per two Grouting Pipe.
5. according to the described back squeezing unit that is used for castinplace pile of claim 1, it is characterized in that,
Also comprise rubber bag tank, below above-mentioned grout outlet, and at the lateral wall of above-mentioned intrusion pipe at least one collapsible or expand rubber bag tank is set, the sidewall of above-mentioned in addition rubber bag tank and above-mentioned intrusion pipe connects.
6. back mud jacking construction method that is used for castinplace pile comprises:
(1) Grouting Pipe is welded on the precalculated position of the outside portion of reinforcing cage, preset a plurality of injected holes on the sidewall of above-mentioned Grouting Pipe;
(2) above-mentioned reinforcing cage is transferred to the precalculated position in a hole, concrete perfusion in above-mentioned stake hole;
(3) treat that above-mentioned concreting reaches predetermined standard time,, stretch to the inside of above-mentioned Grouting Pipe, grout outlet and injected hole are aligned, then the position of above-mentioned intrusion pipe is fixed the length direction of intrusion pipe along above-mentioned Grouting Pipe;
(4) in above-mentioned intrusion pipe, feed slurries; The rubber bag tank that connects with above-mentioned intrusion pipe can feed slurries and residual air becomes big gradually because of inside; Above-mentioned like this rubber bag tank can expand and make its cyst wall be adjacent to the inwall of above-mentioned Grouting Pipe; At the lateral wall of above-mentioned intrusion pipe, be respectively provided to few rubber bag tank with respect to the above and below of above-mentioned grout outlet;
(5) reach predetermined standard time when slip casting, promptly stop slip casting, the inner slurries of above-mentioned rubber bag tank reduce gradually; Rubber bag tank shrinks; Removable then above-mentioned intrusion pipe makes its grout outlet aim at another injected hole, then the position of above-mentioned intrusion pipe is fixed, and repeats above-mentioned steps (4) at last.
7. according to the described back mud jacking construction method that is used for castinplace pile of claim 6, it is characterized in that,
Above-mentioned Grouting Pipe comprises a plurality of Grouting Pipe, and above-mentioned a plurality of Grouting Pipe are welded on the precalculated position of the outside portion of above-mentioned reinforcing cage equably.
8. according to the described back mud jacking construction method that is used for castinplace pile of claim 6, it is characterized in that,
Above-mentioned intrusion pipe comprises a plurality of intrusion pipes.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210067599.1A CN102605770B (en) | 2012-03-14 | 2012-03-14 | Post grouting device for filling pile and construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210067599.1A CN102605770B (en) | 2012-03-14 | 2012-03-14 | Post grouting device for filling pile and construction method |
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| Publication Number | Publication Date |
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| CN102605770A true CN102605770A (en) | 2012-07-25 |
| CN102605770B CN102605770B (en) | 2015-06-10 |
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| CN201210067599.1A Active CN102605770B (en) | 2012-03-14 | 2012-03-14 | Post grouting device for filling pile and construction method |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106013134A (en) * | 2016-07-18 | 2016-10-12 | 浙江水利水电学院 | Expanding concrete tubular pile as well as expanding device and expanding method |
| CN112144511A (en) * | 2020-09-24 | 2020-12-29 | 中国一冶集团有限公司 | Vacuum-assisted post grouting device and method for cast-in-situ bored pile |
| CN113373931A (en) * | 2021-06-18 | 2021-09-10 | 南京东土建设科技有限公司 | Grouting device with independently controlled upper end and lower end |
| CN114319331A (en) * | 2022-03-08 | 2022-04-12 | 中国长江三峡集团有限公司 | Construction method of underwater pipe pile type foundation and underwater pipe pile type foundation |
| CN114482057A (en) * | 2021-12-27 | 2022-05-13 | 佛山科学技术学院 | Control device and method for pile side grouting reinforcement of pipe pile foundation |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106013134A (en) * | 2016-07-18 | 2016-10-12 | 浙江水利水电学院 | Expanding concrete tubular pile as well as expanding device and expanding method |
| CN106013134B (en) * | 2016-07-18 | 2020-03-17 | 浙江水利水电学院 | Diameter-expanding concrete pipe pile, diameter-expanding device and diameter-expanding method |
| CN112144511A (en) * | 2020-09-24 | 2020-12-29 | 中国一冶集团有限公司 | Vacuum-assisted post grouting device and method for cast-in-situ bored pile |
| CN113373931A (en) * | 2021-06-18 | 2021-09-10 | 南京东土建设科技有限公司 | Grouting device with independently controlled upper end and lower end |
| CN114482057A (en) * | 2021-12-27 | 2022-05-13 | 佛山科学技术学院 | Control device and method for pile side grouting reinforcement of pipe pile foundation |
| CN114319331A (en) * | 2022-03-08 | 2022-04-12 | 中国长江三峡集团有限公司 | Construction method of underwater pipe pile type foundation and underwater pipe pile type foundation |
| CN114319331B (en) * | 2022-03-08 | 2022-06-21 | 中国长江三峡集团有限公司 | Construction method of underwater pipe pile type foundation and underwater pipe pile type foundation |
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| CN102605770B (en) | 2015-06-10 |
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Address after: 100085, Beijing, Beijing economic and Technological Development Zone, Kangding street, No. 1, 2, six or seven, Daxing District Patentee after: MCC COMMUNICATION CONSTRUCTION GROUP CO., LTD. Address before: 100028, Beijing, Chaoyang District, No. 28, west of China Metallurgical Building, 18 and 19 Patentee before: MCC Communication Engineering Technology Co., Ltd. |