CN103321214A - Cast-in-place pile later slip casting construction method - Google Patents
Cast-in-place pile later slip casting construction method Download PDFInfo
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- CN103321214A CN103321214A CN2013102878406A CN201310287840A CN103321214A CN 103321214 A CN103321214 A CN 103321214A CN 2013102878406 A CN2013102878406 A CN 2013102878406A CN 201310287840 A CN201310287840 A CN 201310287840A CN 103321214 A CN103321214 A CN 103321214A
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Abstract
The invention relates to the technical field of building pile construction, in particular to a cast-in-place pile later slip casting construction method. The method includes the steps of in the length direction of a pile steel reinforcement cage, enabling each slip casting pipe to be fixed on the periphery of the pile steel reinforcement cage in a surrounding mode, arranging at least one longitudinal header pipe inside the pile steel reinforcement cage, enabling at least one part of each slip casting pipe to be communicated with the header pipe, placing the pile steel reinforcement cage into a pile hole, casting slip into the pile hole until a pile is formed, casting slip into the header pipe after the pile is formed for 4 days to 30 days, and enabling the gaps between the pile steel reinforcement cage and the pile hole to be filled by the slip through the slip casting pipes. According to the cast-in-place pile later slip casting construction method, sediments at the bottom of the pile and mud cakes of a pile body are reinforced by latter casting slip into the bottom of the pile and the side of the pile, the reinforcing effect is achieved on soil bodies within a certain range of the bottom of the pile and soil bodies within a certain range of the side of the pile through separation slip casting, therefore, the pile side resistance and the pile end resistance are increased, and the bearing capacity of a single pile is improved.
Description
Technical field
The present invention relates to technical field of building construction, particularly the construction technology of pile.
Background technology
The job practices of common pile is: first the pile reinforcing cage is put into a hole, again slip casting in the stake hole, whole pile forms from the bottom to top, and the construction of this pile exists pile bottom sediment can't 100% to remove the defectives such as the local segregation of pile concrete, honeycomb behind the pile.
Summary of the invention
The present invention seeks to propose a kind of castinplace pile grouting behind shaft or drift lining job practices that can overcome the above defective of prior art.
The present invention includes following steps:
1) annular Grouting Pipe is set respectively, and some eyelets that on each annular Grouting Pipe, distribute respectively, and temporary enclosed is set respectively on each eyelet;
2) on the length direction that prolongs the pile reinforcing cage, every Grouting Pipe circulating type is fixed on pile reinforcing cage periphery, and at least one longitudinally house steward is set in the pile reinforcing cage, at least one place of each Grouting Pipe is communicated with house steward respectively;
3) the pile reinforcing cage is put into a hole, slip casting is until pile in the stake hole;
4) behind pile in 4～30 days in the house steward reperfusion serosity, make slurries pass through each Grouting Pipe and fill gap between pile reinforcing cage and the hole.
Adopt the advantage of the inventive method to be: the castinplace pile grouting behind shaft or drift lining is by the stake end and stake rear flank grouting and reinforcing pile bottom sediment and pile body mud skin, to playing reinforcement effect with a soil body of side certain limit by fracture grouting at the bottom of the stake, thereby increase pile side resistance and end resistance, improve bearing capacity of single pile.
Cement paste enters in the Grouting Pipe and results in blockage when preventing concrete perfusion, also needs to check the integrity of the temporary enclosed of each eyelet on the Grouting Pipe.Before slip casting in the stake hole, water filling in the house steward.
In order to prevent the bottom slurries along altering on the stake Soil Interface, employing order from top to bottom is to each Grouting Pipe reperfusion serosity.
Because the stake side has the mud skin, the easy grout in general stake side grouting pressure one higher position is so adopt batch (-type) to each Grouting Pipe reperfusion serosity.
The specific embodiment
In the stake side grouting, adopt pile body built-in pipe slip casting method, namely in sinking pile reinforcing cage, the Grouting Pipe that is fixed on the reinforcing cage outside is put into a hole together, carry out a side grouting.Pile-end pressure grouting method for designing and flow process are identical with the stake side grouting.
Slurries parameter such as following table:
The Specific construction step:
1, adopt the steel pipe of 32 * 3.2mm, the height according to the design pile is processed to form respectively four annular Grouting Pipe, at the some eyelets of each annular Grouting Pipe distribution, and temporary enclosed is set respectively on each eyelet.
2, on the length direction that prolongs the pile reinforcing cage, every Grouting Pipe is fixed on pile reinforcing cage periphery by pricking the muscle circulating type, and guarantees that the rigidity of intact and Grouting Pipe of the temporary enclosed on each eyelet and Grouting Pipe are in the stability of prolonging relevant position on the pile reinforcing cage.Weld four longitudinally house stewards in the pile reinforcing cage, each Grouting Pipe correspondingly is communicated with a house steward respectively one to one.
3, the pile reinforcing cage is put into a hole, guarantee the pile reinforcement cage immersion on earth, must not suspend in midair.
4, after the pile reinforcing cage was transferred and put in place, flushing test was carried out in water filling in the house steward.During flushing test, adopt low-pressure water, observe the temporary enclosed of each Grouting Pipe without breakage.
5, adopt conventional method slip casting in the stake hole, until pile.
6, behind pile, carried out a side slip casting in 4～30 days:
Use the unidirectional grout valve to each house steward's slip casting, grouting valve should bear the above hydrostatic pressure of 1MPa.
Reasonably grouting amount should be held by stake, the factors such as the load distribution characteristics of stake side Seines types, permeance property, stake footpath, path length, the requirement of bearing capacity amplification, sediment weight, construction technology, superstructure and designing requirement are definite.
The grouting pressure of stake side slip casting is generally lower, from also different to the grouting amount of stake top different depth at the bottom of the stake, mainly relevant with permeability with stake side type of land, usually adopt intermittently slip casting, general Single Pile side always inject cement amount be 100kg (if single pile have 2 different depth slip castings then each degree of depth be 500kg, specifically to decide on strata condition).Also want real time record grouting amount grouting pressure and the relation curve of slip casting time when requiring slip casting.Collateral resistance after the slip casting generally can improve 20%～40%, even higher (relevant with stake side soil nature).
When pile body has some side slip casting sections, should adopt from top to bottom order to each Grouting Pipe reperfusion serosity, to prevent that the bottom slurries are along altering on the stake Soil Interface.Namely by pour into side slurry to the house steward who is connected with the topmost Grouting Pipe, each temporary enclosed of Grouting Pipe of topmost is opened, finished the filling in the gap between epimere pile reinforcing cage and the hole, after this part has initial setting strength, pour down successively again each pile cutoff of section.
Because the stake side has the mud skin, the easy grout in general stake side grouting pressure one higher position, so to each house steward's slip casting the time, should adopt batch (-type), namely when after the slip casting during stake top grout, stop first to annotate a period of time in order to annotate again after allowing a side cement paste solidify, adopt simultaneously repeatedly the method for slip casting intermittently to reach total grouting amount of design.
Claims (4)
1. castinplace pile grouting behind shaft or drift lining job practices is characterized in that may further comprise the steps:
1) annular Grouting Pipe is set respectively, and some eyelets that on each annular Grouting Pipe, distribute respectively, and temporary enclosed is set respectively on each eyelet;
2) on the length direction that prolongs the pile reinforcing cage, every Grouting Pipe circulating type is fixed on pile reinforcing cage periphery, and at least one longitudinally house steward is set in the pile reinforcing cage, at least one place of each Grouting Pipe is communicated with house steward respectively;
3) the pile reinforcing cage is put into a hole, slip casting is until pile in the stake hole;
4) behind pile in 4～30 days in the house steward reperfusion serosity, make slurries pass through each Grouting Pipe and fill gap between pile reinforcing cage and the hole.
2. described castinplace pile grouting behind shaft or drift lining job practices according to claim 1 is characterized in that before slip casting in the stake hole, water filling in the house steward.
3. described castinplace pile grouting behind shaft or drift lining job practices according to claim 1 is characterized in that adopting from top to bottom order to each Grouting Pipe reperfusion serosity.
4. described castinplace pile grouting behind shaft or drift lining job practices according to claim 3 is characterized in that adopting batch (-type) to each Grouting Pipe reperfusion serosity.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013102878406A CN103321214A (en) | 2013-07-10 | 2013-07-10 | Cast-in-place pile later slip casting construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013102878406A CN103321214A (en) | 2013-07-10 | 2013-07-10 | Cast-in-place pile later slip casting construction method |
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| Publication Number | Publication Date |
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| CN103321214A true CN103321214A (en) | 2013-09-25 |
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| CN2013102878406A Pending CN103321214A (en) | 2013-07-10 | 2013-07-10 | Cast-in-place pile later slip casting construction method |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103603337A (en) * | 2013-10-31 | 2014-02-26 | 周兆弟 | Grouting precast pile and grouting method |
| CN103866762A (en) * | 2014-04-01 | 2014-06-18 | 华东建筑设计研究院有限公司 | Pile body longitudinal multipoint grouting device |
| 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 |
| CN104747209A (en) * | 2015-03-18 | 2015-07-01 | 韦现超 | Composite tooth grouting head re-regulator and re-regulation method thereof |
| CN111074882A (en) * | 2019-12-16 | 2020-04-28 | 温州中领建设有限公司 | Multiple three-dimensional cast-in-place pile structure and method for casting pile body |
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| CN1609347A (en) * | 2004-11-25 | 2005-04-27 | 河北建设勘察研究院有限公司 | Follow-up mud jacking rotary digging drilling hole bored concrete pile technology |
| CN201087377Y (en) * | 2007-06-01 | 2008-07-16 | 王晶晶 | Combined injection tube of rear mud jacking filling pile |
| CN101333812A (en) * | 2008-08-04 | 2008-12-31 | 上海市基础工程公司 | Grouter for back side grouting and its construction method |
| CN201722685U (en) * | 2010-02-05 | 2011-01-26 | 中国建筑第四工程局有限公司 | No-adhesive prestress and pile side rear grouting punching pile structure |
| KR20110054925A (en) * | 2009-11-19 | 2011-05-25 | 한국건설기술연구원 | Construction method of concrete pile |
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2013
- 2013-07-10 CN CN2013102878406A patent/CN103321214A/en active Pending
Patent Citations (5)
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| CN1609347A (en) * | 2004-11-25 | 2005-04-27 | 河北建设勘察研究院有限公司 | Follow-up mud jacking rotary digging drilling hole bored concrete pile technology |
| CN201087377Y (en) * | 2007-06-01 | 2008-07-16 | 王晶晶 | Combined injection tube of rear mud jacking filling pile |
| CN101333812A (en) * | 2008-08-04 | 2008-12-31 | 上海市基础工程公司 | Grouter for back side grouting and its construction method |
| KR20110054925A (en) * | 2009-11-19 | 2011-05-25 | 한국건설기술연구원 | Construction method of concrete pile |
| CN201722685U (en) * | 2010-02-05 | 2011-01-26 | 中国建筑第四工程局有限公司 | No-adhesive prestress and pile side rear grouting punching pile structure |
Non-Patent Citations (1)
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| 黄良根等: "后注浆法在钻孔灌注桩中的应用", 《矿产与地质》, no. 04, 28 August 2002 (2002-08-28), pages 251 - 253 * |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103603337A (en) * | 2013-10-31 | 2014-02-26 | 周兆弟 | Grouting precast pile and grouting method |
| CN103603337B (en) * | 2013-10-31 | 2016-06-22 | 周兆弟 | Slip casting prefabricated pile and grouting method |
| CN103866762A (en) * | 2014-04-01 | 2014-06-18 | 华东建筑设计研究院有限公司 | Pile body longitudinal multipoint grouting device |
| 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 |
| CN104747209A (en) * | 2015-03-18 | 2015-07-01 | 韦现超 | Composite tooth grouting head re-regulator and re-regulation method thereof |
| CN111074882A (en) * | 2019-12-16 | 2020-04-28 | 温州中领建设有限公司 | Multiple three-dimensional cast-in-place pile structure and method for casting pile body |
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Application publication date: 20130925 |