CN1051349C - Pile head grouting and supersonic detecting combined process for filling long pile in saturated soil - Google Patents
Pile head grouting and supersonic detecting combined process for filling long pile in saturated soil Download PDFInfo
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- CN1051349C CN1051349C CN 94116598 CN94116598A CN1051349C CN 1051349 C CN1051349 C CN 1051349C CN 94116598 CN94116598 CN 94116598 CN 94116598 A CN94116598 A CN 94116598A CN 1051349 C CN1051349 C CN 1051349C
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Abstract
The present invention relates to a pile head grouting and supersonic detecting combined process for filling long piles in saturated soil, which has the main steps that pile head pressure grouting and grout pressing pipes are fixed on both sides of a reinforcing cage which is arranged downwards on the hole bottom; grout discharge pipes on the lower ends of the grout pressing pipes are inserted into a foundation soil layer; the upper ends of the grout pressing pipes are connected with temporary conduits to the ground of grout pressing work; a hole is cleaned; after filling concrete is made into a pile for three to seven days, supersonic detection is carried out; grout pressing work is carried out after the pile is made for three to seven days; the temporary conduits are disassembled after grouting for four hours. The present invention has the advantages of visual process principle, practical and reliable technique, and obvious economic benefit, and is especially suitable for the postprocessing process of foundation piles of filling long piles.
Description
The present invention relates to a kind of method of underwater grouting reinforced concrete pile, be one to increase substantially the castinplace pile bearing capacity of single pile, reduce the foundation pile post-processing technology that the overall sedimentation of building is a purpose.
The long stake of bored pile, particularly mud off method pore-forming often has thicker mud and thicker sediment in the bottom and the bottom of stake.The existence of thick slurry is directed at the thicker mud skin of a surface attachment and reduces resistance; The existence of sediment, cause end resistance to reduce and the sedimentation increase, this is the common fault of underwater grouting pile driving construction, pile-end pressure grouting under certain pressure, injects a certain amount of cement paste of stake end just at this problem, make sediment of the hole bottom and a part of soil body obtain reinforcing, thereby increase substantially end resistance and bottom pile peripheral friction force, hold friction pile or friction end bearing pile thereby make friction pile be converted into end.China's the eighties once adopted the pile tip grouting method in unsaturated soil, it is long generally about 6-10 rice, because stake is long shorter, and mostly be the above enforcement of groundwater table and do the operation pore-forming, therefore the madjack pipe slip casting structure that adopts is all simpler, generally be to wrap up with toughness material in the lower end of madjack pipe, with long reinforcing bar it is poked before the mud jacking, (as shown in Figure 1) it is long about 10 meters that this mud jacking method only is suitable for stake, and stake end is the end bearing pile under the geological conditions of sandy gravel stratum and decomposed rock at the above bearing stratum of groundwater table.Chinese patent application 92111950.X discloses a kind of technological method for processing of borehole pouring mortar pile, only is applicable to the stub of manually digging hole, is unsuitable for long pile in the saturated soil.
The job practices and the pile-end pressure grouting madjack pipe that the purpose of this invention is to provide a kind of pile tip grouting of in situ pile, to remove the bad consequence that causes of mud off method pore-forming long stake scarfing cinder, thereby can improve the foundation pile vertical bearing capacity significantly, reduce the overall sedimentation of building.On the other hand mud jacking is combined with Ultrasonic Detection, also can overcome the defective that the moving survey of small strain can't detect super-long filling pile, detect with pile foundation construction is approaching and carry out synchronously, realize information-aided construction, thereby improve the overall construction quality of foundation pile.
The job practices of the pile tip grouting of in situ pile of the present invention the steps include: to hole to projected depth; The fixing pile-end pressure grouting madjack pipe in the both sides of reinforcing cage, madjack pipe is divided into three parts, discharge pipe, slurry pressuring tube, temporary catheter; At the bottom of the hole, discharge pipe inserts basic soil layer by deadweight and whereabouts inertia with reinforcing cage, and part is in the sediment layer, and last termination temporary catheter is extended down to the ground in hole and locates; Clear hole, concrete perfusion; Behind concrete initial set, loosening temporary catheter; Carried out ultrasound examination in 3～7 days behind the pile, will pop one's head in and stretch in the stake by madjack pipe, the test point spacing is 40～50 centimetres; Carried out mud jacking in 3-7 days behind the pile, mudjack and ducts rated pressure should be less than 1.5MPa; The preparation cement paste, under normal circumstances the pressure of 0.6～0.8MPa can make down cement paste begin to discharge from the plasma discharge hole of madjack pipe, and termination pressure is not less than 0.5MPa, and after the slip casting within four hours, the removal temporary catheter also takes out temporary catheter.
Above-mentioned cement paste proportioning is: water: cement: additive is 0.5～0.6: 1: 0.06～0.1.
The pile-end pressure grouting madjack pipe of in situ pile of the present invention, by steel pipe manufacturing, lower end welding discharge pipe, the upper end spiral connects temporary catheter; Discharge pipe tube wall spaced radial is provided with the mud jacking hole, and crimping is surrounded by double-deck gum cover on the outer wall, and the pipe bottom is provided with the shutoff steel plate, and the outside is surrounded by the protection braid; Be welded with on the temporary catheter for the other rod that unloads taking-up, the top is rotary with pipe cap, annular suspension hook.
The job practices of the pile tip grouting of in situ pile of the present invention and pile-end pressure grouting madjack pipe are under certain pressure, inject a certain amount of cement paste of stake end, make sediment of the hole bottom and a part of soil body obtain reinforcing, thereby increase substantially end resistance.Simultaneously a part of cement paste is along oozing on the more weak native cross section of stake, the pile side resistance of the above certain limit of stake end is greatly improved, thereby remove the bad consequence that causes of mud off method pore-creating filling pile scarfing cinder effectively, increase substantially bearing capacity of single pile, reduce the overall sedimentation of a clump of piles, and bring more choice to Pile Foundations Design, solve the low problem that can't lay out pile of bearing capacity of single pile.This technology is simple, can carry out synchronously with bore forming is approaching, can in time feed back pile quality information by Ultrasonic Detection, realizes information-aided construction; The discharge pipe outer wall of this slurry pressuring tube is surrounded by rubber sleeve, and this cover can stop the outer silt of pipe to enter in the pipe, and can guarantee that the interior cement paste of pipe discharges smoothly, and the while also can stop the cement paste backflow of pressure pile end.Technological principle of the present invention is directly perceived, and technical application is reliable, remarkable benefit.
The job practices of the pile tip grouting of in situ pile of the present invention and pile-end pressure grouting madjack pipe are applicable to bored pile, particularly the foundation pile post processing of the long stake of mud off method pore-forming.
Below in conjunction with drawings and Examples, the present invention is described further.
Fig. 1 is the madjack pipe structure chart that adopts pile tip grouting in unsaturated soil
The technology that Fig. 2 combines with Ultrasonic Detection for long pile pile tip grouting in the use saturated soil is carried out the working drawing of foundation pile construction
Fig. 3 is the I-I sectional drawing of Fig. 2
Fig. 4 is end stake mud jacking Grouting Pipe structure chart
As shown in the figure, the present invention is a kind of pile tip grouting job practices of on-the-spot in situ pile, its key step is: the fixing pile-end pressure grouting madjack pipe in the both sides of reinforcing cage 2, madjack pipe is divided into three parts, discharge pipe 3, slurry pressuring tube 4, temporary catheter 5, at the bottom of the hole, discharge pipe partly inserts basic soil layer by deadweight and whereabouts inertia with reinforcing cage, and part is in the sediment layer; Last termination temporary catheter is to Ultrasonic Detection, place, mud jacking operation ground; Clear hole 1, concrete perfusion 6, behind concrete initial set, loosening temporary catheter; Carried out ultrasound examination in 3～7 days behind the pile, will pop one's head in and stretch in the stake by madjack pipe, the test point spacing is 40～50 centimetres; Carried out mud jacking (if do not carry out ultrasound examination in 3-7 days behind the pile, but 2-3 days mud jacking at once behind the pile then), mudjack and ducts rated pressure should be less than 1.5MPa, the preparation cement paste, the preparation cement paste should add the Concrete admixtures that helps cement workability and the contraction of compensation cement in right amount, at present JP-1 type concrete multifunction Admixtures that adopt Chinese Research Institute for Building Sciences's development, the cement paste proportioning is: water: cement: additive is 0.5～0.6: 1: 0.06～0.1 or with reference to the relevant explanation of additive more.Under normal circumstances the pressure of 0.6～0.8MPa can make down cement paste begin to discharge from the plasma discharge hole of madjack pipe, and the stake cement amount of being pressed into of diameter 800 is 300～500 kilograms, termination pressure-as be not less than 0.5MPa; After the slip casting within four hours, the removal temporary catheter is also rinsed temporary catheter well, with use to be recycled.
The pile-end pressure grouting madjack pipe, by steel pipe manufacturing, lower end welding discharge pipe, the upper end spiral connects temporary catheter; Discharge pipe tube wall spaced radial is provided with mud jacking hole 7, and crimping is surrounded by double-deck gum cover 8 on the outer wall, and the pipe bottom is provided with shutoff steel plate 9, and the outside is surrounded by protection braid 10; Be welded with on the temporary catheter for the other rod 11 that unloads, the top is rotary with pipe cap 12, annular suspension hook 13.
Adopt this method pile end grouting, can make the castinplace pile limit Cheng Zaili of 800 millimeters of diameters have a net increase of 2000～3,000 thousand newton usually, effective length is by 40 meters calculating, and then its increase rate can be 25～35%.
Claims (3)
1, a kind of job practices of pile tip grouting of in situ pile the steps include: to hole to projected depth; The fixing pile-end pressure grouting madjack pipe in the both sides of reinforcing cage, madjack pipe is divided into three parts, discharge pipe, slurry pressuring tube, temporary catheter; At the bottom of the hole, discharge pipe inserts basic soil layer by deadweight and whereabouts inertia with reinforcing cage, and part is in the sediment layer, and last termination temporary catheter is extended down to the ground in hole and locates; Clear hole, concrete perfusion; Behind concrete initial set, loosening temporary catheter; Carried out ultrasound examination in 3～7 days behind the pile, will pop one's head in and stretch in the stake by madjack pipe, the test point spacing is 40～50 centimetres; Carried out mud jacking in 3～7 days behind the pile, mudjack and ducts rated pressure should be less than 1.5MPa; The preparation cement paste, under normal circumstances the pressure of 0.6～0.8MPa can make down cement paste begin to discharge from the plasma discharge hole of madjack pipe, and termination pressure is not less than 0.5MPa, and after the slip casting within four hours, the removal temporary catheter also takes out temporary catheter.
2, the job practices of the pile tip grouting of in situ pile as claimed in claim 1 is characterized in that, described cement paste proportioning is: water: cement: additive is 0.5～0.6: 1: 0.06～0.1.
3, a kind of pile-end pressure grouting madjack pipe of in situ pile is characterized in that, the pile-end pressure grouting madjack pipe, and by steel pipe manufacturing, lower end welding discharge pipe, the upper end spiral connects temporary catheter; Discharge pipe tube wall spaced radial is provided with the mud jacking hole, and crimping is surrounded by double-deck gum cover on the outer wall, and the pipe bottom is provided with the shutoff steel plate, and the outside is surrounded by the protection braid; Be welded with on the temporary catheter for the other rod that unloads taking-up, the top is rotary with pipe cap, annular suspension hook.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 94116598 CN1051349C (en) | 1994-10-11 | 1994-10-11 | Pile head grouting and supersonic detecting combined process for filling long pile in saturated soil |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 94116598 CN1051349C (en) | 1994-10-11 | 1994-10-11 | Pile head grouting and supersonic detecting combined process for filling long pile in saturated soil |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1107537A CN1107537A (en) | 1995-08-30 |
| CN1051349C true CN1051349C (en) | 2000-04-12 |
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ID=5037989
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 94116598 Expired - Lifetime CN1051349C (en) | 1994-10-11 | 1994-10-11 | Pile head grouting and supersonic detecting combined process for filling long pile in saturated soil |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN1051349C (en) |
Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101353951B (en) * | 2008-09-05 | 2012-03-21 | 中建七局第三建筑有限公司 | Pile bottom hole clearing system and process of pile bottom hole clearing |
| CN102363958B (en) * | 2011-11-21 | 2013-11-20 | 许瑞琴 | Grouting pipe |
| CN102635129B (en) * | 2012-04-11 | 2014-09-24 | 中冶交通工程技术有限公司 | Method for detecting steel reinforcement cage pre-buried under cast-in-place pile |
| CN104711989A (en) * | 2013-12-13 | 2015-06-17 | 国家电网公司 | Cast-in-place pile post-grouting retaining-sealing two-in-one foundation pit supporting method |
| CN104047285B (en) * | 2014-07-10 | 2016-08-24 | 李树源 | A kind of technique device improving CFG guncreting pile bearing capacity and construction method |
| CN105275025B (en) * | 2015-10-16 | 2017-07-28 | 浙江工业大学 | Method for detecting pile foundation post-grouting quality by using acoustic logging system |
| CN105297788B (en) * | 2015-10-16 | 2017-12-29 | 浙江工业大学 | Method for detecting pile foundation post grouting quality by applying electromagnetic wave CT technology |
| CN106869194B (en) * | 2017-03-16 | 2019-03-08 | 浙江大学 | With the detection method of heavy dynamic penetration test method evaluation pile grouting effect |
-
1994
- 1994-10-11 CN CN 94116598 patent/CN1051349C/en not_active Expired - Lifetime
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| Publication number | Publication date |
|---|---|
| CN1107537A (en) | 1995-08-30 |
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Expiration termination date: 20141011 Granted publication date: 20000412 |