CN102433878A - Post-grouting device for pipe pile foundation and construction method thereof - Google Patents
Post-grouting device for pipe pile foundation and construction method thereof Download PDFInfo
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- CN102433878A CN102433878A CN2011103039584A CN201110303958A CN102433878A CN 102433878 A CN102433878 A CN 102433878A CN 2011103039584 A CN2011103039584 A CN 2011103039584A CN 201110303958 A CN201110303958 A CN 201110303958A CN 102433878 A CN102433878 A CN 102433878A
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Abstract
本发明公开了一种管桩基础的后注浆装置及其施工方法，包括预应力混凝土管桩和布置在该管桩桩芯内的高压注浆管和高压充气管，所述高压注浆管的一端连接到高压注浆泵；所述高压充气管的一端连接到空压机，所述管桩的底部设置有橡胶充气囊；所述高压注浆管和橡胶充气囊通过螺栓、螺母及橡胶垫片连接，由高压注浆泵通过高压注浆管向混凝土管桩底部及桩侧高压灌注水泥浆。本发明的后注浆装置，在管桩施工到位后，利用该装置在管桩桩底、管桩外壁与周围岩土层的空隙中灌注水泥浆，达到提高桩身侧摩阻力和桩端阻力的效果，施工方法简单可靠。
The present invention discloses a post-grouting device for a pipe pile foundation and a construction method thereof, comprising a prestressed concrete pipe pile and a high-pressure grouting pipe and a high-pressure air-filling pipe arranged in the core of the pipe pile, one end of the high-pressure grouting pipe is connected to a high-pressure grouting pump; one end of the high-pressure air-filling pipe is connected to an air compressor, and a rubber air-filling bag is arranged at the bottom of the pipe pile; the high-pressure grouting pipe and the rubber air-filling bag are connected by bolts, nuts and rubber gaskets, and a high-pressure grouting pump injects cement slurry into the bottom and pile side of the concrete pipe pile through the high-pressure grouting pipe under high pressure. After the pipe pile is constructed in place, the post-grouting device of the present invention is used to inject cement slurry into the gap between the bottom of the pipe pile, the outer wall of the pipe pile and the surrounding rock and soil layer, so as to achieve the effect of increasing the friction resistance on the pile body side and the pile end resistance, and the construction method is simple and reliable.
Description
Technical field
The present invention relates to device and construction technology thereof in a kind of construction work slurry injection technique field, particularly relate to a kind of grouting behind shaft or drift lining device and job practices thereof of drilling follow pipe pile foundation.
Background technology
Drilling follow pile tube (CN200710029023) is a kind of new stake type; Combine the advantage of hand excavated pile, brill (dashing) hole pouring pile, pile for prestressed pipe; Overcome to adopt in the bored pile construction method and be prone to collapse hole, the unsettled shortcoming of concrete casting quality in mud off contaminated environment, the drilling process; And static pressure with squeeze into shortcomings such as the formula pile for prestressed pipe is prone to cause that the soil body has fallen;, speed of application strong to geological conditions compliance is fast, reliable in quality, material consumption are few, bearing capacity height of stake, mechanized, nothing construction mud emission problem, protects environment.During the drilling follow tube pile construction; Drilling diameter is greater than the diameter of prestressed concrete pipe pile; And the stake end, have a small amount of loosened soil to discharge fully; In order to improve pile body side friction and end resistance, at the bottom of the pile tube stake, pile tube and on every side the space between the geotechnical body must adopt the method for slip casting to fill, to improve the bearing capacity of pipe pile foundation.
Behind the static pressure pipe pile and hammering pile tube pile that generally uses at present; When pile bottom force holding layer does not meet design requirement or the pile body side friction does not meet design requirement; Also can carry out grouting behind shaft or drift lining, pile bottom force holding layer and pile body sidewall are carried out consolidation process, to improve the bearing capacity of pipe pile foundation through this device.
Summary of the invention
Deficiency based on prior art; The object of the present invention is to provide a kind of grouting behind shaft or drift lining device and job practices thereof of pipe pile foundation; This device can be effectively at grout injection at the bottom of the pile tube stake, in the space of pile tube outer wall and rock-soil layer on every side, reach the effect that improves end resistance and pile body side friction.
The grouting behind shaft or drift lining device of a kind of pipe pile foundation of the present invention comprises prestressed concrete pipe pile and the high-pressure slip-casting pipe and the high-pressure aerated pipe that are arranged in this pile tube stake in-core.The object of the invention and solve its technical problem and adopt following technical scheme to realize.The present invention provides high-pressure slip-casting pipe and the high-pressure aerated pipe on a kind of tube wall, and an end of said high-pressure slip-casting pipe is connected to high-pressure injection pump; One end of said high-pressure aerated pipe is connected to air compressor machine, and the bottom of said pile tube is provided with the inflated rubber capsule; Said high-pressure slip-casting pipe is connected through bolt, nut and rubber sheet gasket with the inflated rubber capsule, passes through the high-pressure slip-casting pipe to concrete tubular pile bottom and stake side high pressure pouring cement paste by high-pressure injection pump.
Said inflated rubber capsule is provided with an air-filled pore and a high-pressure slip-casting hole, and said air-filled pore and high-pressure slip-casting hole can be connected with high-pressure aerated pipe, high-pressure slip-casting pipe respectively.
Inflated rubber capsule to inflated rubber capsule bottom is run through in the high-pressure slip-casting hole of said inflated rubber capsule, and relatively independent with the inflated rubber capsule, can not reveal the gas of inflated rubber capsule.
Also be connected with the air gauge that is used to measure the blowing pressure on the said air compressor machine.
The pressure meter that is used to measure grouting pressure also is installed on the said high-pressure injection pump.
In addition, the present invention also provides a kind of grouting behind shaft or drift lining job practices of pipe pile foundation, may further comprise the steps:
A) adopt modes such as drilling follow pipe, static pressure or hammering to make pile tube arrive projected depth.
B) distance of, air compressor machine long according to the pile tube stake and high-pressure injection pump and pile tube is selected the length of high-pressure slip-casting pipe and high-pressure aerated pipe, then high-pressure slip-casting pipe and high-pressure aerated pipe is connected with the inflated rubber capsule.
C) at inflated rubber capsule bottom brushing one deck concrete parting agent.
D) utilize high-pressure slip-casting pipe and high-pressure aerated pipe to transfer the inflated rubber capsule to desired depth from pile tube stake core.
E) utilize air compressor machine that the inflated rubber capsule is inflated to design pressure, close air-stopping valve.
F) with high-pressure injection pump through the injected hole on the inflated rubber capsule to pile tube bottom high-pressure slip-casting, reach designing requirement after, close grouting stop-valve.Formation condition be can be directed against, high-pressure slip-casting or secondary high-pressure slip-casting selected to carry out.
G) accomplish slip casting and after cement paste reaches initial set, open air-stopping valve, after the discharged air, propose inflated rubber capsule, high-pressure slip-casting pipe, high-pressure aerated pipe.
By technique scheme, the grouting behind shaft or drift lining device of pipe pile foundation of the present invention and the advantage that job practices has thereof are:
The grouting behind shaft or drift lining device of a kind of pipe pile foundation of the present invention; After tube pile construction puts in place; Utilize this device at grout injection at the bottom of the pile tube stake, in the space of pile tube outer wall and rock-soil layer on every side, reach the effect that improves pile body side friction and end resistance, job practices is simple and reliable; In addition, after grouting behind shaft or drift lining device of the present invention has adopted the inflated rubber capsule, do not need concrete perfusion, directly can carry out slip casting, and after the slip casting, device can reuse with this device.
In order to make the present invention be more prone to understand, will combine accompanying drawing and specific embodiment further to set forth the grouting behind shaft or drift lining device of a kind of pipe pile foundation of the present invention and the characteristic and the effect thereof of job practices thereof below.
Description of drawings
Fig. 1 is the structural representation of a preferred embodiment of the grouting behind shaft or drift lining device of pipe pile foundation of the present invention.
Fig. 2 is pile tube and an inflated rubber capsule vertical view partly among Fig. 1.
Fig. 3 is the constructional drawing of inflated rubber capsule among Fig. 1.
10: concrete tubular pile 11: cement paste 20: the inflated rubber capsule
21: air-filled pore 22: concrete parting agent 23: the high-pressure slip-casting hole
30: high-pressure injection pump 31: pressure meter
40: high-pressure slip-casting pipe 50: grouting stop-valve
60: air compressor machine 70: high-pressure aerated pipe
61: air gauge 80: air-stopping valve
The specific embodiment
See also shown in Fig. 1～3, the grouting behind shaft or drift lining device of pipe pile foundation of the present invention comprises: prestressed concrete pipe pile 10, the inflated rubber capsule 20 that is arranged on these pile tube 10 bottoms, the high-pressure slip-casting pipe 40 that is arranged in 10 cores of this pile tube and high-pressure aerated pipe 70, grouting stop-valve 50, air compressor machine 60 and air-stopping valve 80.One end of said high-pressure slip-casting pipe 40 is connected to high-pressure injection pump 30; One end of said high-pressure aerated pipe 70 is connected to air compressor machine 60.
Said inflated rubber capsule 20 is provided with an air-filled pore 21 and a high-pressure slip-casting hole 23, and said air-filled pore 21 and high-pressure slip-casting hole 23 can be respectively reliably be connected with high-pressure aerated pipe 70, high-pressure slip-casting pipe 30.Inflated rubber capsule 20 is run through to its bottom in the high-pressure slip-casting hole 23 of said inflated rubber capsule 20, and relatively independent with inflated rubber capsule 20, can not reveal its gas inside.The bottom of said inflated rubber capsule 20 can also apply one deck concrete parting agent 22.This device also comprises the pressure meter 31 that is used to measure the air gauge 61 of the blowing pressure and is used to measure grouting pressure.
See also shown in Figure 1ly, both are connected said high-pressure aerated pipe 70 and inflated rubber capsule 20 through bolt, nut, rubber sheet gasket, by the air-filled pore 21 of air compressor machine 60 through high-pressure aerated pipe 70 and inflated rubber capsule 20 to 20 inflations of inflated rubber capsule.On said air compressor machine 60, air gauge 61 is installed also, is used to measure the air pressure of inflated rubber capsule 20.
Both are connected said high-pressure slip-casting pipe 40 and inflated rubber capsule 20 through bolt, nut, rubber sheet gasket, by high-pressure injection pump 30 through high-pressure slip-casting pipe 40 to concrete tubular pile 10 bottoms and stake side high pressure pouring cement paste 11.On said high-pressure injection pump 30, pressure meter 31 is installed also, is used to measure grouting pressure.
Below be the basic step of the grouting behind shaft or drift lining construction technique of pipe pile foundation of the present invention:
A) adopt modes such as drilling follow pipe, static pressure or hammering to make concrete tubular pile 10 arrive projected depth.
B) select the length of high-pressure slip-casting pipe 40 and high-pressure aerated pipe 70 according to long, the air compressor machine 60 of stake of concrete tubular pile 10 and high-pressure injection pump 40 and the distance of pile tube 10, then high-pressure slip-casting pipe 40 and high-pressure aerated pipe 70 are connected with inflated rubber capsule 20.
C) at the bottom of above-mentioned inflated rubber capsule 20 brushing one deck concrete parting agent 22, as shown in Figure 3.
D) utilize high-pressure slip-casting pipe 40 and high-pressure aerated pipe 70 to transfer inflated rubber capsule 20 to desired depth from 10 cores of concrete tubular pile.
E) utilize 60 pairs of inflated rubber capsules 20 of air compressor machine to be inflated to design pressure, close air-stopping valve 80.
F) with high-pressure injection pump 30 through the injected hole 21 on the inflated rubber capsule 20 to concrete tubular pile 10 bottom high-pressure slip-castings, reach designing requirement after, close grouting stop-valve 50.Formation condition be can be directed against, high-pressure slip-casting or secondary high-pressure slip-casting selected to carry out.
G) accomplish slip casting and after cement paste reaches initial set, open air-stopping valve 80, after the discharged air, propose inflated rubber capsule 20, high-pressure slip-casting pipe 40 and high-pressure aerated pipe 70.
The above; It only is preferred embodiment of the present invention; Be not that the present invention is done any pro forma restriction; Former every technical scheme content of the present invention that do not break away from, all still belongs in the scope of technical scheme of the present invention any simple modification, equivalent variations and modification that above embodiment did according to technical spirit of the present invention.
Claims (7)
1. the grouting behind shaft or drift lining device of a pipe pile foundation comprises prestressed concrete pipe pile and the high-pressure slip-casting pipe and the high-pressure aerated pipe that are arranged in this pile tube stake in-core, and an end of said high-pressure slip-casting pipe is connected to high-pressure injection pump; One end of said high-pressure aerated pipe is connected to air compressor machine, it is characterized in that: the bottom of said pile tube is provided with the inflated rubber capsule; Said high-pressure slip-casting pipe is connected through bolt, nut and rubber sheet gasket with the inflated rubber capsule, passes through the high-pressure slip-casting pipe to concrete tubular pile bottom and stake side high pressure pouring cement paste by high-pressure injection pump.
2. the grouting behind shaft or drift lining device of pipe pile foundation according to claim 1; It is characterized in that: said inflated rubber capsule is provided with an air-filled pore and a high-pressure slip-casting hole, and said air-filled pore and high-pressure slip-casting hole can be connected with high-pressure aerated pipe, high-pressure slip-casting pipe respectively.
3. the grouting behind shaft or drift lining device of pipe pile foundation according to claim 2; It is characterized in that: inflated rubber capsule to inflated rubber capsule bottom is run through in the high-pressure slip-casting hole of said inflated rubber capsule; And relatively independent with the inflated rubber capsule, can not reveal the gas of inflated rubber capsule.
4. the grouting behind shaft or drift lining device of pipe pile foundation according to claim 1 is characterized in that: also be connected with the air gauge that is used to measure the blowing pressure on the said air compressor machine.
5. the grouting behind shaft or drift lining device of pipe pile foundation according to claim 1 is characterized in that: the pressure meter that is used to measure grouting pressure also is installed on the said high-pressure injection pump.
6. the grouting behind shaft or drift lining job practices of a pipe pile foundation is characterized in that may further comprise the steps:
A) adopt modes such as drilling follow pipe, static pressure or hammering to make pile tube arrive projected depth;
B) distance of, air compressor machine long according to the pile tube stake and high-pressure injection pump and pile tube is selected the length of high-pressure slip-casting pipe and high-pressure aerated pipe, then high-pressure slip-casting pipe and high-pressure aerated pipe is connected with the inflated rubber capsule;
C) at inflated rubber capsule bottom brushing one deck concrete parting agent;
D) utilize high-pressure slip-casting pipe and high-pressure aerated pipe to transfer the inflated rubber capsule to desired depth from pile tube stake core;
E) utilize air compressor machine that the inflated rubber capsule is inflated to design pressure, close air-stopping valve;
F) with high-pressure injection pump through the injected hole on the inflated rubber capsule to pile tube bottom high-pressure slip-casting, reach designing requirement after, close grouting stop-valve;
G) accomplish slip casting and after cement paste reaches initial set, open air-stopping valve, after the discharged air, propose inflated rubber capsule, high-pressure slip-casting pipe and high-pressure aerated pipe.
7. the grouting behind shaft or drift lining job practices of pipe pile foundation according to claim 6 is characterized in that: in the said step f), can be directed against formation condition, select to carry out high-pressure slip-casting or secondary high-pressure slip-casting.
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| Application Number | Priority Date | Filing Date | Title |
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| CN2011103039584A CN102433878A (en) | 2011-09-29 | 2011-09-29 | Post-grouting device for pipe pile foundation and construction method thereof |
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| CN2011103039584A CN102433878A (en) | 2011-09-29 | 2011-09-29 | Post-grouting device for pipe pile foundation and construction method thereof |
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| CN102433878A true CN102433878A (en) | 2012-05-02 |
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| CN2011103039584A Pending CN102433878A (en) | 2011-09-29 | 2011-09-29 | Post-grouting device for pipe pile foundation and construction method thereof |
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Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102828509A (en) * | 2012-09-26 | 2012-12-19 | 长沙学院 | Joint grouting method from bottom and side of prestressed pipe pile |
| CN102852141A (en) * | 2012-09-05 | 2013-01-02 | 广州市建筑科学研究院有限公司 | Rock-socketed pipe pile foundation with pile core by concrete pouring and pile side by static pressure grouting and construction method for rock-socketed pipe pile foundation |
| CN103556629A (en) * | 2013-10-23 | 2014-02-05 | 叶长青 | Construction method of special-shaped pile |
| CN103590392A (en) * | 2013-10-31 | 2014-02-19 | 杭州小尔科技有限公司 | High-layer and super-high-layer super-strong grouting tension prefabricated pile and grouting method |
| CN105908746A (en) * | 2016-04-20 | 2016-08-31 | 山东大学 | Pile body concrete drilled core grout recharging device and method |
| CN106245641A (en) * | 2016-09-29 | 2016-12-21 | 李昊洋 | PHC pile tube post grouting construction technique and PHC pile tube composite pile |
| CN108374440A (en) * | 2018-05-11 | 2018-08-07 | 广州市建筑科学研究院有限公司 | A kind of non-soil compaction grouting behind shaft or drift lining prefabricated tubular pile model test apparatus and method |
| CN110656643A (en) * | 2019-10-14 | 2020-01-07 | 山东大学 | A kind of grouting type rotating steel pipe pile and construction method |
| CN111521533A (en) * | 2020-01-19 | 2020-08-11 | 广州市建筑科学研究院有限公司 | Device and method for researching flow rule of pile side grouting liquid of pipe-following pile while drilling |
| CN112593581A (en) * | 2020-11-25 | 2021-04-02 | 广州建筑股份有限公司 | Heel-while-drilling pipe pile sediment formation test system and method capable of achieving pile bottom grouting |
| CN115977057A (en) * | 2023-01-31 | 2023-04-18 | 甘肃省建筑科学研究院(集团)有限公司 | Post-grouting reinforcement structure and construction method of foundation piles in overlying interstitial ground |
| CN117230801A (en) * | 2023-10-30 | 2023-12-15 | 中建一局集团建设发展有限公司 | A post-grouting device for pipe piles using an air bag to block pipe piles and a grouting method thereof |
| WO2024169728A1 (en) * | 2023-02-13 | 2024-08-22 | 高永光 | Concrete pipe pile bottom grouting apparatus and use method therefor |
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| CN202247897U (en) * | 2011-09-29 | 2012-05-30 | 广州市建筑科学研究院有限公司 | Post-grouting device for pipe pile foundation |
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| CN201770981U (en) * | 2010-09-17 | 2011-03-23 | 广州市建筑科学研究院有限公司 | Tube-side injection grouting apparatus for simultaneous drilling pipe pile |
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Cited By (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102852141A (en) * | 2012-09-05 | 2013-01-02 | 广州市建筑科学研究院有限公司 | Rock-socketed pipe pile foundation with pile core by concrete pouring and pile side by static pressure grouting and construction method for rock-socketed pipe pile foundation |
| CN102852141B (en) * | 2012-09-05 | 2014-10-22 | 广州市建筑科学研究院有限公司 | Rock-socketed pipe pile foundation with pile core by concrete pouring and pile side by static pressure grouting and construction method for rock-socketed pipe pile foundation |
| CN102828509A (en) * | 2012-09-26 | 2012-12-19 | 长沙学院 | Joint grouting method from bottom and side of prestressed pipe pile |
| CN102828509B (en) * | 2012-09-26 | 2014-11-05 | 长沙学院 | Joint grouting method from bottom and side of prestressed pipe pile |
| CN103556629A (en) * | 2013-10-23 | 2014-02-05 | 叶长青 | Construction method of special-shaped pile |
| CN103556629B (en) * | 2013-10-23 | 2015-11-25 | 叶长青 | A kind of construction method of shaped pile |
| CN103590392A (en) * | 2013-10-31 | 2014-02-19 | 杭州小尔科技有限公司 | High-layer and super-high-layer super-strong grouting tension prefabricated pile and grouting method |
| CN103590392B (en) * | 2013-10-31 | 2016-04-06 | 杭州小尔科技有限公司 | High-rise, Super High superpower slip casting stretch-draw preformed pile |
| CN105908746A (en) * | 2016-04-20 | 2016-08-31 | 山东大学 | Pile body concrete drilled core grout recharging device and method |
| CN105908746B (en) * | 2016-04-20 | 2017-11-21 | 山东大学 | A kind of pile concrete drill core after-teeming sizing device and after-teeming paste-making method |
| CN106245641A (en) * | 2016-09-29 | 2016-12-21 | 李昊洋 | PHC pile tube post grouting construction technique and PHC pile tube composite pile |
| CN108374440A (en) * | 2018-05-11 | 2018-08-07 | 广州市建筑科学研究院有限公司 | A kind of non-soil compaction grouting behind shaft or drift lining prefabricated tubular pile model test apparatus and method |
| CN108374440B (en) * | 2018-05-11 | 2023-09-05 | 广州市建筑科学研究院有限公司 | Device and method for testing non-soil-squeezing post-grouting precast tubular pile model |
| CN110656643A (en) * | 2019-10-14 | 2020-01-07 | 山东大学 | A kind of grouting type rotating steel pipe pile and construction method |
| CN111521533A (en) * | 2020-01-19 | 2020-08-11 | 广州市建筑科学研究院有限公司 | Device and method for researching flow rule of pile side grouting liquid of pipe-following pile while drilling |
| CN112593581A (en) * | 2020-11-25 | 2021-04-02 | 广州建筑股份有限公司 | Heel-while-drilling pipe pile sediment formation test system and method capable of achieving pile bottom grouting |
| CN115977057A (en) * | 2023-01-31 | 2023-04-18 | 甘肃省建筑科学研究院(集团)有限公司 | Post-grouting reinforcement structure and construction method of foundation piles in overlying interstitial ground |
| WO2024169728A1 (en) * | 2023-02-13 | 2024-08-22 | 高永光 | Concrete pipe pile bottom grouting apparatus and use method therefor |
| CN117230801A (en) * | 2023-10-30 | 2023-12-15 | 中建一局集团建设发展有限公司 | A post-grouting device for pipe piles using an air bag to block pipe piles and a grouting method thereof |
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Application publication date: 20120502 |