CN101289855A - Uplift pile construction method through grouting at sides of pile - Google Patents
Uplift pile construction method through grouting at sides of pile Download PDFInfo
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- CN101289855A CN101289855A CNA2008100376866A CN200810037686A CN101289855A CN 101289855 A CN101289855 A CN 101289855A CN A2008100376866 A CNA2008100376866 A CN A2008100376866A CN 200810037686 A CN200810037686 A CN 200810037686A CN 101289855 A CN101289855 A CN 101289855A
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Abstract
The invention discloses a construction method for an uplift pile with lateral pile grouting. Grouting equipment is bound during the production of a reinforcing cage of a cast-in-situ bored pile and is downward placed into a hole with the reinforcing cage, the clear water cleavage is performed within 12 hours after concrete is cast, and the pile lateral post-grouting is performed after 7 days when the pile is formed. The quality control of the post-pressure grouting adopts a double-control method of grouting amount and grouting pressure, which takes the control of filled cement amount as a major mode and the control of pumping termination pressure as an auxiliary mode. The method has simple construction process and easy operation, and is easy to achieve the design effect.
Description
Technical field
The present invention relates to the job practices of a kind of side slip casting uplift pile.
Background technology
Continually developing and making full use of along with urban underground space, the base pit engineering degree of depth is more and more darker, because the earth excavation unloading is very big, causes engineering piles to bear very large soil body resilience load in digging process, long by the lengthening stake, add the timber pile footpath and be difficult to meet the demands.Though and expansion subdrilling hole pouring pile can improve the resistance to plucking ability of stake greatly, its working procedure is various, and is very unfavorable to the duration, expands the very difficult formation in the end in soft clay area simultaneously.
Summary of the invention
The job practices of stake side slip casting uplift pile provided by the invention, construction technology is simple, and operation easily reaches design effect easily.
In order to achieve the above object, the invention provides the job practices of a kind of side slip casting uplift pile, comprise following steps:
Step 1, reinforcing cage are made;
Step 2, in reinforcing cage arranged outside grouting pipe, and check grouting pipe;
No. 16 galvanized wire cross colligation fixing meanss of the fixing employing of grouting pipe and reinforcing cage, colligation should be firm, and the colligation point should be even, and the grouting pipe colligation is in the spiral stirrup outside, and the colligation dot spacing is 1.5m.
For the darker situation of emptying aperture, grouting pipe takes to help suitable strengthening measures such as muscle and cranse, and emptying aperture section Grouting Pipe should be welded in advance, once lifts by crane hand-hole with reinforcing cage;
Grouting pipe adopts the GB low-pressure fluid to carry and uses welded pipe, grouting pipe nominal bore
20 (3/4 "), actual wall thickness must not be less than 2.75mm, and raw material will meet the GB requirement;
The grouting pipe upper end is equipped with gas thread, pipe collar and plug, and stake side grouting pipe lower end is provided with G3/4, and " screw thread reaches the threeway in order to the stake side grouting valve of pegging graft;
The sleeve pipe welding is all adopted in the connection of grouting pipe, and welding must be airtight continuously, and weld seam is full evenly, and hole, sand holes (each solder joint should knock out welding slag and check welding quality, just can carry out next after meeting the requirements to operation) must not be arranged;
Step 3, lifting sinking reinforcing cage;
The reinforcing cage hand-hole hangs in the process and must not collide downwards repeatedly and twist;
Step 4, installation grouting valve;
In the reinforcing cage hand-hole process, the stake side of pegging graft in the lower end of grouting pipe grouting valve, stake side grouting valve is answered fixation, strong;
Step 5, the complete grouting behind shaft or drift lining equipment of connection;
Colligation slip casting flexible pipe around the grouting pipe grouting valve of pegging graft in the lower end, the stake of grouting valve lower end edge connects grouting pipe and grouting pump by high-pressure hose, and grouting pump connects the cement paste agitator again;
Step 6, fluid concrete;
This engineering uplift pile pile concrete design strength grade C30, Commercial Concrete is adopted in construction, and pour concrete adopts
250 conduits, mouth should leave the space of 30～50cm at the bottom of the conduit to the stake end.First batch of concrete groundwater increment guarantees that first batch of concrete buries more than the conduit 2.0m, and in the pouring concrete process, conduit is imbedded the concrete degree of depth and must be remained between 3～10m, and minimum length of embedment must not be forbidden conduit is proposed the concrete face or imbedded dark less than 2m.Conduit Ying Qin puies forward duty and tears open, once proposes management and control in 6m, and the actual influx height of concrete should exceed 2.5m than design stake top mark height;
Step 7, clear water splitting:;
After reinforcing cage is in place, connect surface grout injection system, the pressure injection clear water, annular high-pressure hose opens, and is close to hole wall.Keep hydraulic pressure.After the pour concrete, carry out the clear water splitting within 12 hours, get through the slurry casting machine one way valve;
Step 8, stake rear flank slip casting;
Grouting pump injects grouting pipe with the cement in the cement paste agitator by high-pressure hose;
Grouting amount and the two control methods of grouting pressure are adopted in the grouting behind shaft or drift lining quality control, are controlled to be the master with the cement injection rate, and the pumping termination pressure is controlled to be auxilliary;
Cement consumption and technical data are determined according to design;
The initial activity duration of grouting behind shaft or drift lining generally can be carried out (concrete visual pile driving construction situation of time is adjusted) in 7 days later in pile;
Stake side grouting pressure should not be less than 1.0Mpa;
The cement amount of being pressed into reaches 70% of predetermined value, and pumping pressure surpasses 5.0MPa can stop slip casting;
After the aperture backfill that finishes is poured in step 9, stake, be inserted with tangible sign, strengthen protection, forbid vehicle to roll.
Be convenient control and inspection to the slurry water gray scale, should be in the agitator outside, portrayal has 0.60 and 0.70 clear water and the position of cement weight than slurries face with the preparation of 200kg cement, is furnished with the eye-catching scale that shows cement paste liquid level height in bucket.
After reinforcing cage was transferred and put in place, the inside and outside hydraulic pressure of grouting valve differed greatly, and for preventing that hydraulic pressure destroys grouting valve in the hole, transfers the back that puts in place in every joint grouting pipe with reinforcing cage and inject clear water in grouting pipe.
The job practices of a kind of side slip casting uplift pile provided by the invention, colligation grouting equipment in the process that borehole filling pile cage of reinforcement is made, to the hole, carry out clear water splitting after within the fluid concrete 12 hours with reinforcing cage below, pile carried out a rear flank slip casting in 7 days later on.Grouting amount and the two control methods of grouting pressure are adopted in back squeezing quality control, are controlled to be the master with the cement injection rate, and the pumping termination pressure is controlled to be auxilliary.
Compare with expanding end uplift pile, it is simple that this job practices has construction technology, and operation easily reaches design effect easily.
Description of drawings
Fig. 1 carries out grouting behind shaft or drift lining operation schematic diagram in the embodiment of the invention.
The specific embodiment
Following according to Fig. 1, specify preferred embodiment of the present invention:
Step 1, reinforcing cage are made;
Step 2, in reinforcing cage arranged outside grouting pipe 101, and check grouting pipe 101;
No. 16 galvanized wire cross colligation fixing meanss of grouting pipe 101 and the fixing employing of reinforcing cage, grouting pipe 101 colligations are in the spiral stirrup outside, and the colligation dot spacing is 1.5m.
Grouting pipe 101 adopts the GB low-pressure fluid to carry and uses welded pipe, grouting pipe 101 nominal bores
20 (3/4 ");
Grouting pipe 101 upper ends are equipped with gas thread, pipe collar and plug, and stake side grouting pipe 101 lower ends are provided with G3/4, and " screw thread reaches the threeway in order to the stake side grouting valve 102 of pegging graft;
Sleeve pipe welding is all adopted in the connection of grouting pipe 101, weld airtightly continuously, and weld seam is full even;
Step 3, lifting sinking reinforcing cage;
Step 4, installation grouting valve 102;
In the reinforcing cage hand-hole process, the stake side of pegging graft in the lower end of grouting pipe 101 grouting valve 102; This driving analysis test on piles hole depth 82.30m, after reinforcing cage was transferred and put in place, grouting valve 102 inside and outside hydraulic pressure differed greatly, and for preventing that hydraulic pressure destroys grouting valve 102 in the hole, transfer the back that puts in place with reinforcing cage in every joint grouting pipe 101 and inject clear water in grouting pipe 101;
Step 5, the complete grouting behind shaft or drift lining equipment of connection;
Colligation slip casting flexible pipe 103 around the grouting pipe grouting valve of pegging graft in the lower end, the stake of grouting valve lower end edge connects grouting pipe and grouting pump 104 by high-pressure hose, and grouting pump 104 connects cement paste agitator 105 again;
Step 6, fluid concrete:;
This engineering uplift pile pile concrete design strength grade C30, Commercial Concrete is adopted in construction, and pour concrete adopts
250 conduits, mouth should leave the space of 30～50cm at the bottom of the conduit to the stake end.First batch of concrete groundwater increment guarantees that first batch of concrete buries more than the conduit 2.0m, and in the pouring concrete process, conduit is imbedded the concrete degree of depth and must be remained between 3～10m, and minimum length of embedment must not be forbidden conduit is proposed the concrete face or imbedded dark less than 2m.Conduit Ying Qin puies forward duty and tears open, once proposes management and control in 6m, and the actual influx height of concrete should exceed 2.5m than design stake top mark height;
Step 7, clear water splitting:;
After reinforcing cage is in place, connect surface grout injection system, the pressure injection clear water, annular high-pressure hose opens, and is close to hole wall.Keep hydraulic pressure.After the pour concrete, carry out the clear water splitting within 12 hours, get through the slurry casting machine one way valve;
Step 8, stake rear flank slip casting: grouting pump 104 injects grouting pipe 101 with the cement in the cement paste agitator 105 by high-pressure hose; Grouting amount and the two control methods of grouting pressure are adopted in the grouting behind shaft or drift lining quality control, are controlled to be the master with the cement injection rate, and the pumping termination pressure is controlled to be auxilliary;
Pile carried out grouting behind shaft or drift lining in 7 days later on, and grouting pump 104 injects grouting pipe 101 with the cement in the cement paste agitator 105 by high-pressure hose;
In agitator 105 outsides, portrayal has 0.60 and 0.70 clear water and the position of cement weight than slurries face with 200kg cement preparation, is furnished with the eye-catching scale that shows cement paste liquid level height in bucket;
Grouting amount and the two control methods of grouting pressure are adopted in the grouting behind shaft or drift lining quality control, are controlled to be the master with the cement injection rate, and the pumping termination pressure is controlled to be auxilliary;
Stake side grouting pressure should not be less than 1.0Mpa;
The cement amount of being pressed into reaches 70% of predetermined value, and pumping pressure surpasses 5.0MPa can stop slip casting;
After the aperture backfill that finishes is poured in step 9, stake, be inserted with tangible sign, strengthen protection, forbid vehicle to roll.
Claims (11)
1. the job practices of a stake side slip casting uplift pile is characterized in that, comprises following steps:
Step 1, reinforcing cage are made;
Step 2, in reinforcing cage arranged outside grouting pipe (101), grouting pipe (101) colligation is in the spiral stirrup outside, and checks grouting pipe (101);
Step 3, lifting sinking reinforcing cage;
Step 4, installation grouting valve (102): in the reinforcing cage hand-hole process, the stake side grouting valve (102) of pegging graft in the lower end of grouting pipe (101);
Step 5, the complete grouting behind shaft or drift lining equipment of connection: grouting pipe (101) is at lower end grafting grouting valve (102), colligation slip casting flexible pipe (103) around grouting valve (102) the lower end edge stake, connect grouting pipe (101) and grouting pump (104) by high-pressure hose, grouting pump (104) connects cement paste agitator (105) again;
Step 6, fluid concrete;
Step 7, clear water splitting: after reinforcing cage is in place, connect surface grout injection system, the pressure injection clear water, annular slip casting flexible pipe (103) opens, and is close to hole wall, keeps hydraulic pressure.After the pour concrete, carry out the clear water splitting, get through the slurry casting machine one way valve;
Step 8, stake rear flank slip casting: grouting pump (104) injects grouting pipe (101) with the cement in the cement paste agitator (105) by high-pressure hose; Grouting amount and the two control methods of grouting pressure are adopted in the grouting behind shaft or drift lining quality control, are controlled to be the master with the cement injection rate, and the pumping termination pressure is controlled to be auxilliary;
After the aperture backfill that finishes is poured in step 9, stake, be inserted with tangible sign, strengthen protection, forbid vehicle to roll.
2. the job practices of stake side slip casting uplift pile as claimed in claim 1, it is characterized in that, in the step 2, No. 16 galvanized wire cross colligation fixing meanss of grouting pipe (101) and the fixing employing of reinforcing cage, colligation is firm, colligation point is even, and the grouting pipe colligation is in the spiral stirrup outside, and the colligation dot spacing is 1.5m.
3. the job practices of stake side slip casting uplift pile as claimed in claim 2 is characterized in that for the darker situation of emptying aperture, grouting pipe (101) takes to help the strengthening measure of muscle and cranse, and emptying aperture section Grouting Pipe is welded in advance, once lifts by crane hand-hole with reinforcing cage.
4. the job practices of stake side slip casting uplift pile as claimed in claim 1 is characterized in that described grouting pipe (101) adopts the GB low-pressure fluid to carry and uses welded pipe, grouting pipe (101) nominal bore
20 (3/4 "), actual wall thickness is not less than 2.75mm, and raw material meet the GB requirement; Grouting pipe (101) upper end is equipped with gas thread, pipe collar and plug, and stake side grouting pipe lower end is provided with G3/4, and " screw thread reaches the threeway in order to the stake side grouting valve (102) of pegging graft.
5. the job practices of stake side slip casting uplift pile as claimed in claim 1, it is characterized in that, the sleeve pipe welding is all adopted in the connection of described grouting pipe (101), weld airtight continuously, weld seam is full evenly, hole, sand holes must not be arranged, and each solder joint knocks out welding slag and checks welding quality, just can carry out next after meeting the requirements to operation.
6. the job practices of stake side slip casting uplift pile as claimed in claim 1 is characterized in that in the described step 3, the reinforcing cage hand-hole hangs in the process and must not collide repeatedly and twist downwards.
7. the job practices of stake side slip casting uplift pile as claimed in claim 1 is characterized in that, in the described step 6, and uplift pile pile concrete design strength grade C30, Commercial Concrete is adopted in construction, and pour concrete adopts
250 conduits, mouth leaves the space of 30～50cm at the bottom of the conduit to the stake end; First batch of concrete groundwater increment guarantees that first batch of concrete buries more than the conduit 2.0m, and in the pouring concrete process, conduit is imbedded the concrete degree of depth and must be remained between 3～10m, and minimum length of embedment must not be forbidden conduit is proposed the concrete face or imbedded dark less than 2m; The conduit duty is put forward duty and is torn open, once proposes management and control in 6m, and the actual influx height of concrete exceeds 2.5m than design stake top mark height.
8. the job practices of stake side slip casting uplift pile as claimed in claim 1 is characterized in that described step 7 is carried out within 12 hours after fluid concrete.
9. the job practices of stake side slip casting uplift pile as claimed in claim 1, it is characterized in that, described step 8 is carried out after 7 days at pile, cement consumption and technical data are determined according to design, stake side grouting pressure is not less than 1.0Mpa, when the cement amount of being pressed into reaches 70% of predetermined value, when pumping pressure surpasses 5.0MPa, stop slip casting.
10. the job practices of stake side slip casting uplift pile as claimed in claim 1, it is characterized in that, in the described step 8, in the agitator outside, portrayal has the position with 0.60 and 0.70 water/binder ratio slurries face of 200kg cement preparation, is furnished with the eye-catching scale that shows cement paste liquid level height in bucket.
11. the job practices of stake side slip casting uplift pile as claimed in claim 1, it is characterized in that, after described reinforcing cage is transferred and is put in place, the inside and outside hydraulic pressure of grouting valve differs greatly, for preventing that hydraulic pressure destroys grouting valve in the hole, transfer the back that puts in place in every joint grouting pipe with reinforcing cage and in grouting pipe, inject clear water.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2008100376866A CN101289855A (en) | 2008-05-20 | 2008-05-20 | Uplift pile construction method through grouting at sides of pile |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2008100376866A CN101289855A (en) | 2008-05-20 | 2008-05-20 | Uplift pile construction method through grouting at sides of pile |
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| CN101289855A true CN101289855A (en) | 2008-10-22 |
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| CNA2008100376866A Pending CN101289855A (en) | 2008-05-20 | 2008-05-20 | Uplift pile construction method through grouting at sides of pile |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102605790A (en) * | 2012-03-14 | 2012-07-25 | 中冶交通工程技术有限公司 | Post grouting device for squeezed branch pile and post grouting construction method |
| CN103184737A (en) * | 2011-12-28 | 2013-07-03 | 上海市基础工程有限公司 | Grouting machine for post grouting under embedded rock geological condition |
| CN104060613A (en) * | 2013-03-22 | 2014-09-24 | 上海市城市建设设计研究总院 | Directional secant pile grouting structure and directional secant pile grouting soil reinforcement method |
| CN104612134A (en) * | 2014-12-16 | 2015-05-13 | 中铁建大桥工程局集团第五工程有限公司 | Cast-in place pile post-grouting construction method for pouring construction |
| CN105804052A (en) * | 2016-05-06 | 2016-07-27 | 同济大学 | Grouting pipeline structure, X-shaped special-shaped pile for prefabricating grouting pipeline and grouting method thereof |
| CN105804083A (en) * | 2016-05-06 | 2016-07-27 | 同济大学 | Grouting pipeline device, conical special-shaped pile and application method thereof |
| CN106088086A (en) * | 2016-08-08 | 2016-11-09 | 中国电建集团贵阳勘测设计研究院有限公司 | The pile body post-mud-jacking bored pile of karst area deep foundation pit fender post supporting |
| CN106337417A (en) * | 2016-08-30 | 2017-01-18 | 十四冶建设云南勘察设计有限公司 | Post-grouting method for pile end of rotary excavation pile |
| CN111778980A (en) * | 2020-07-31 | 2020-10-16 | 中建四局第一建筑工程有限公司 | Large-diameter pile grouting device |
| CN112376571A (en) * | 2020-11-23 | 2021-02-19 | 中建一局集团建设发展有限公司 | Pile side and pile end integrated grouting device and construction method thereof |
-
2008
- 2008-05-20 CN CNA2008100376866A patent/CN101289855A/en active Pending
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103184737A (en) * | 2011-12-28 | 2013-07-03 | 上海市基础工程有限公司 | Grouting machine for post grouting under embedded rock geological condition |
| CN102605790A (en) * | 2012-03-14 | 2012-07-25 | 中冶交通工程技术有限公司 | Post grouting device for squeezed branch pile and post grouting construction method |
| CN102605790B (en) * | 2012-03-14 | 2014-06-18 | 中冶交通工程技术有限公司 | Post grouting device for squeezed branch pile and post grouting construction method |
| CN104060613A (en) * | 2013-03-22 | 2014-09-24 | 上海市城市建设设计研究总院 | Directional secant pile grouting structure and directional secant pile grouting soil reinforcement method |
| CN104060613B (en) * | 2013-03-22 | 2016-04-20 | 上海市城市建设设计研究总院 | The directed slip casting structure of interlocking pile and interlocking pile directed grouting and reinforcing soil body method |
| CN104612134A (en) * | 2014-12-16 | 2015-05-13 | 中铁建大桥工程局集团第五工程有限公司 | Cast-in place pile post-grouting construction method for pouring construction |
| CN105804052A (en) * | 2016-05-06 | 2016-07-27 | 同济大学 | Grouting pipeline structure, X-shaped special-shaped pile for prefabricating grouting pipeline and grouting method thereof |
| CN105804083A (en) * | 2016-05-06 | 2016-07-27 | 同济大学 | Grouting pipeline device, conical special-shaped pile and application method thereof |
| CN106088086A (en) * | 2016-08-08 | 2016-11-09 | 中国电建集团贵阳勘测设计研究院有限公司 | The pile body post-mud-jacking bored pile of karst area deep foundation pit fender post supporting |
| CN106337417A (en) * | 2016-08-30 | 2017-01-18 | 十四冶建设云南勘察设计有限公司 | Post-grouting method for pile end of rotary excavation pile |
| CN106337417B (en) * | 2016-08-30 | 2019-05-24 | 云南建投第一勘察设计有限公司 | A kind of rotary digging stake pile-end post-grouting method |
| CN111778980A (en) * | 2020-07-31 | 2020-10-16 | 中建四局第一建筑工程有限公司 | Large-diameter pile grouting device |
| CN112376571A (en) * | 2020-11-23 | 2021-02-19 | 中建一局集团建设发展有限公司 | Pile side and pile end integrated grouting device and construction method thereof |
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Open date: 20081022 |