CN103114576A - Post grouting construction method for cast-in-place concrete pile - Google Patents

Post grouting construction method for cast-in-place concrete pile Download PDF

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Publication number
CN103114576A
CN103114576A CN2013100450371A CN201310045037A CN103114576A CN 103114576 A CN103114576 A CN 103114576A CN 2013100450371 A CN2013100450371 A CN 2013100450371A CN 201310045037 A CN201310045037 A CN 201310045037A CN 103114576 A CN103114576 A CN 103114576A
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China
Prior art keywords
pile
grouting
cast
place concrete
concrete pile
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Pending
Application number
CN2013100450371A
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Chinese (zh)
Inventor
赵泽宇
李永飞
苏小明
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Shanxi Taihang Construction Development Co Ltd
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Shanxi Taihang Construction Development Co Ltd
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Priority to CN2013100450371A priority Critical patent/CN103114576A/en
Publication of CN103114576A publication Critical patent/CN103114576A/en
Pending legal-status Critical Current

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Abstract

The invention relates to a cast-in-place concrete pile, in particular to a post grouting construction method for the cast-in-place concrete pile. The post grouting construction method for the cast-in-place concrete pile solves the problem that according to a prior post grouting construction method for the cast-in-place concrete pile, bearing force of the cast-in-place concrete pile can not reach a construction standard. The post grouting construction method for the cast-in-place concrete pile comprises the following steps that a hole is drilled in a rotationally excavating mode; a reinforcing steel bar cage with a post grouting device is installed in an excavated pile hole; the post grouting construction device comprises two upper longitudinal grouting pipes with lower ends placed on the upper portion of the reinforcing steel bar cage, two middle longitudinal grouting pipes with lower ends placed in the middle portion of the reinforcing steel bar cage, two lower longitudinal grouting pipes with lower ends placed on the lower portion of the reinforcing steel bar cage, the six longitudinal grouting pipes are all evenly fixed at the outer side of the reinforcing steel bar cage and each two of the longitudinal grouting pipes are arranged opposite to each other; pile body concrete is casted; post grouting is performed; a loop is opened; fresh water is infused in a pressing mode in 10-15 minutes; and pile top grouting, pipe end grouting and pile side grouting are performed. According to the post grouting construction method for the cast-in-place concrete pile, quality stability of the pile is strengthened and the method is suitable for being widely used in post grouting construction of the cast-in-place concrete pile.

Description

A kind of rear mud jacking construction method for cast-in-place concrete pile
Technical field
The present invention relates to cast-in-place concrete pile, be specially a kind of rear mud jacking construction method for castinplace pile.
Background technology
In recent years, also more and more higher to the requirement of various construction foundation bearing capacities along with the high speed development of Building Trade in China, foundation treatment engineering generally adopted foundation of concrete perfusion piles.The problem that adopts cast-in-place concrete pile to exist in foundation treatment engineering: the first, make the cost of under ground portion account for very large ratio in whole construction costs; The second, caused very large difficulty to work progress; Three, the conventional borehole castinplace pile is difficult to thoroughly solve the chronic disease of mud cake around pile and sediment, and its advantage is not in full use.Filling pile ' s after grouting is the ancillary technique of castinplace pile.This technology is intended to solidify sediment (loosened soil) and mud skin by stake rear flank mud jacking at the bottom of stake, and at the bottom of reinforcing pile and the soil body of stake Zhou Yiding scope, significantly to improve the bearing capacity of stake, strengthens quality of pile stable, reduces pile foundation settlement.But after existing, the job practices of mud jacking, can't guarantee that the slip casting of each bearing stratum reaches the expection standard of construction, makes pouring pile bearing capacity not reach construction reference; And need a lot of root Grouting Pipe, and making rear squeezing unit complex structure, speed of application is slow.
Summary of the invention
The present invention makes pouring pile bearing capacity not reach the problem of construction reference in order to solve the existing rear mud jacking construction method that is used for cast-in-place concrete pile, and a kind of rear mud jacking construction method for cast-in-place concrete pile is provided.
The present invention adopts following technical scheme to realize: a kind of rear mud jacking construction method for cast-in-place concrete pile comprises the steps:
(1) (rotary digging drilling hole is to well known to a person skilled in the art technology to rotary digging drilling hole, usually adopt following method: cut the soil body by the bucket tooth at the bottom of cylinder with hosqe bit under the driving of Spiral digging machine drilling rod, and will cut the lower soil body and rotate in the cylinder of packing into, then propose the aperture by drilling rod, so repeatedly complete bore operation);
(2) lay reinforcing cage and rear squeezing unit: lay the reinforcing cage with rear squeezing unit in a hole of digging; Described rear squeezing unit comprises that two upper vertical Grouting Pipe, lower ends that the lower end is arranged in reinforcing cage top are positioned at two vertical Grouting Pipe at reinforcing cage middle part and lower end and are positioned at vertical Grouting Pipe under two of reinforcing cage bottom, and six vertical Grouting Pipe evenly are fixed in outside reinforcing cage and are relative in twos; The upper end of the vertical Grouting Pipe in upper, middle and lower is with the plug shutoff and the lower end all is connected with the mesh pipe by one way valve, and the plug shutoff of the other end of mesh pipe is sealed with adhesive tape on the outer wall of mesh pipe and twined;
(3) build pile concrete (building the technology that pile concrete is known to the skilled person);
(4) mud jacking after: build when pile concrete and begin rear mud jacking operation after completing 2-30 days, it comprises following process: (open loop refers to that the plug of opening vertical Grouting Pipe upper end, upper, middle and lower connects with the high pressure clear water in open loop, make the mesh Kaifeng on the mesh pipe, guarantee cement paste pressure pile side and stake end, the technology that is known to the skilled person); The clear water of pressure injection 10-15 minute is again washed the gap between the mesh of a side mud skin and stake sidewall and mesh pipe open; Then begin in the following order the mud jacking operation: stake top mud jacking, pile tip grouting, stake side pressure grouting (when being slip casting first to upper vertical Grouting Pipe slip casting, then to lower vertical Grouting Pipe slip casting, the then vertical Grouting Pipe slip casting of centering).
The present invention only adopts six roots of sensation Grouting Pipe, and rear squeezing unit is simple in structure, cost is low, and simple installation has improved speed of application 3-5 doubly; Adopt the rear mud jacking of a top mud jacking, pile tip grouting, stake side pressure grouting sequentially to solidify sediment (loosened soil) and mud skin, and reinforced contacting of stake side opening wall and pile body, the slurries uniform pressure pile side that can solidify by the Grouting Pipe that is embedded in pile body or stake bottom layer, make end resistance and pile side friction obtain in various degree raising, the sedimentation of castinplace pile is reduced, make the bearing capacity of stake improve 20-50%, significantly improve the bearing capacity of stake, strengthen quality of pile stability, meet construction reference fully; Solve the existing rear mud jacking construction method that is used for cast-in-place concrete pile and made pouring pile bearing capacity not reach the problem of construction reference, can be widely used in the rear mud jacking construction of cast-in-place concrete pile.
The specific embodiment
A kind of rear mud jacking construction method for cast-in-place concrete pile is characterized in that: comprise the steps:
(1) rotary digging drilling hole;
(2) lay reinforcing cage and rear squeezing unit: lay the reinforcing cage with rear squeezing unit in a hole of digging; Described rear squeezing unit comprises that two upper vertical Grouting Pipe, lower ends that the lower end is arranged in reinforcing cage top are positioned at two vertical Grouting Pipe at reinforcing cage middle part and lower end and are positioned at vertical Grouting Pipe under two of reinforcing cage bottom, and six vertical Grouting Pipe evenly are fixed in outside reinforcing cage and are relative in twos; The upper end of the vertical Grouting Pipe in upper, middle and lower is with the plug shutoff and the lower end all is connected with the mesh pipe by one way valve, and the plug shutoff of the other end of mesh pipe is sealed with adhesive tape on the outer wall of mesh pipe and twined;
(3) build pile concrete;
(4) mud jacking after: build when pile concrete and complete 2-30(2 days, 10 days, 16 days, 22 days, 30 days) begin rear mud jacking operation behind the sky, it comprises following process: open loop; The clear water of pressure injection 10-15 minute again (10 minutes, 12 minutes, 13 minutes, 14 minutes, 15 minutes) is washed the gap between the mesh of a side mud skin and stake sidewall and mesh pipe open; Then begin in the following order the mud jacking operation: a top mud jacking, pile tip grouting, stake side pressure grouting.

Claims (1)

1. a rear mud jacking construction method that is used for cast-in-place concrete pile, is characterized in that: comprise the steps:
(1) rotary digging drilling hole;
(2) lay reinforcing cage and rear squeezing unit: lay the reinforcing cage with rear squeezing unit in a hole of digging; Described rear squeezing unit comprises that two upper vertical Grouting Pipe, lower ends that the lower end is arranged in reinforcing cage top are positioned at two vertical Grouting Pipe at reinforcing cage middle part and lower end and are positioned at vertical Grouting Pipe under two of reinforcing cage bottom, and six vertical Grouting Pipe evenly are fixed in outside reinforcing cage and are relative in twos; The upper end of the vertical Grouting Pipe in upper, middle and lower is with the plug shutoff and the lower end all is connected with the mesh pipe by one way valve, and the plug shutoff of the other end of mesh pipe is sealed with adhesive tape on the outer wall of mesh pipe and twined;
(3) build pile concrete;
(4) mud jacking after: build when pile concrete and begin rear mud jacking operation after completing 2-30 days, it comprises following process: open loop; The clear water of pressure injection 10-15 minute is again washed the gap between the mesh of a side mud skin and stake sidewall and mesh pipe open; Then begin in the following order the mud jacking operation: a top mud jacking, pile tip grouting, stake side pressure grouting.
CN2013100450371A 2013-02-05 2013-02-05 Post grouting construction method for cast-in-place concrete pile Pending CN103114576A (en)

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Application Number Priority Date Filing Date Title
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Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105239563A (en) * 2015-10-27 2016-01-13 贵州开磷建设集团有限公司 Dry-method hole forming filling pile structure for post-grouting matched rotary drilling rig and construction method
CN108130903A (en) * 2017-12-21 2018-06-08 广东省水利水电第三工程局有限公司 A kind of bored concrete pile grouting behind shaft or drift lining construction technology
CN110295591A (en) * 2019-06-27 2019-10-01 深圳市工勘岩土集团有限公司 Major diameter ultra-deep bored pile is layered grouting behind shaft or drift lining construction method
CN110374092A (en) * 2019-07-10 2019-10-25 江苏镇江路桥工程有限公司 Grout pile end follow-up grouting device and its technique
CN113006071B (en) * 2021-02-02 2022-06-21 中铁大桥局集团第五工程有限公司 Construction method for pouring concrete in small-angle inclined pile

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Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105239563A (en) * 2015-10-27 2016-01-13 贵州开磷建设集团有限公司 Dry-method hole forming filling pile structure for post-grouting matched rotary drilling rig and construction method
CN108130903A (en) * 2017-12-21 2018-06-08 广东省水利水电第三工程局有限公司 A kind of bored concrete pile grouting behind shaft or drift lining construction technology
CN110295591A (en) * 2019-06-27 2019-10-01 深圳市工勘岩土集团有限公司 Major diameter ultra-deep bored pile is layered grouting behind shaft or drift lining construction method
CN110374092A (en) * 2019-07-10 2019-10-25 江苏镇江路桥工程有限公司 Grout pile end follow-up grouting device and its technique
CN110374092B (en) * 2019-07-10 2021-08-13 江苏镇江路桥工程有限公司 Pile end post-grouting device and process for cast-in-place pile
CN113006071B (en) * 2021-02-02 2022-06-21 中铁大桥局集团第五工程有限公司 Construction method for pouring concrete in small-angle inclined pile

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Application publication date: 20130522