CN100503986C - Pile bottom mud jacking method for pump-grouting concrete and structure of mudjack pipe - Google Patents
Pile bottom mud jacking method for pump-grouting concrete and structure of mudjack pipe Download PDFInfo
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- CN100503986C CN100503986C CNB2005100290128A CN200510029012A CN100503986C CN 100503986 C CN100503986 C CN 100503986C CN B2005100290128 A CNB2005100290128 A CN B2005100290128A CN 200510029012 A CN200510029012 A CN 200510029012A CN 100503986 C CN100503986 C CN 100503986C
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- mud jacking
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- bend pipe
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Abstract
The invention relates to a method for compressing slurry at the post bottom when concrete drilling hole and irrigating post and a relative structure of compressing tube, wherein it at least arranges tow straight tubes at the steel bar cage; the lower end or part of straight tube is connected to a bended tube to form compressing tube; the bended direction of bended tube is toward to the center of post; and the part of said bended tube downward is mounted with compressing hole packed with rubber sheath; another end of bended tube is sealed by annular steel plate; the upper end of straight tube is mounted with water inlet valve to connect the water inlet tube; in 5-10 hours when the underwater concrete is irrigated, the pressure water is compressed into the straight tube; the rubber sheath at the bottom of bended tube is cracked; and the compressing tube is filled with water before compressing slurry; when the post is detected via ultrasonic wave, starting to compress slurry; only using one compressing tube to compress some cement slurry at each time, then compressing with another compressing tube, until all cement slurry is compressed. The invention can improve the support ability of base post.
Description
Technical field
The present invention is applied in the construction of Concrete drilling stake, the method for the pump-grouting concrete pile base grouting of various diameters and length and madjack pipe structure thereof.
Background technology
In the construction of Concrete drilling stake, first filling concrete can be extruded onto the sediment impurity in the boring edge in hole, and often the position of some at the bottom of stake produces defective, thereby can reduce the bearing capacity of stake.For addressing this problem, behind the perfusion concrete, also to adopt mud jacking technology, promptly fill the position that these do not have concrete with the method for mud jacking.The process of available coagulation earth boring auger hole pouring pile pile base grouting mostly adopts open mud jacking and circulating mud jacking method.
The process of open mud jacking is, madjack pipe is fixed on the reinforcing cage, and madjack pipe is positioned at four sides of stake, has the mud jacking hole on the madjack pipe; Also be fixed with sound detecting pipe around the reinforcing cage.During mud jacking, by madjack pipe to pile base grouting.Because the mud jacking hole on the madjack pipe is opened morely, and the position of madjack pipe is all in a side of pile body, during mud jacking, cement paste and not all be press at the bottom of, but flow to apertured place, at the bottom of being poured in as needs, grout injection that must be a large amount of.This process is the flow direction of uncontrollable cement paste, use the slurry amount bigger, and the pressure of mud jacking is lower.
The process of circulating mud jacking is that the cement paste of pressing in order to make flows to the stake end, and madjack pipe is made the U type, opens the mud jacking hole in the bottom of U type pipe.To organize U type pipe more and be fixed on the reinforcing cage, also be fixed with sound detecting pipe around the reinforcing cage.During mud jacking,, carry out the mud jacking of another group again, also last group madjack pipe will be cleaned simultaneously behind one group of U type pipe mud jacking.Though this process can be controlled the flow direction of slurry at the bottom of stake, to clean U type madjack pipe behind each mud jacking, in large-scale Concrete drilling stake, cause the clean plasm amount greater than the amount of being pressed into, platform environment is seriously polluted; And U type pipe uses steel in a large number, causes cost higher.
Summary of the invention
The present invention is the shortcoming that overcomes above-mentioned mud jacking technology, mud jacking method at the bottom of a kind of improved pump-grouting concrete stake is provided, at least uniformly on reinforcing cage fix two straight tubes, straight tube bottom or bottom are communicated with a bend pipe and form madjack pipe, bend pipe is to pile center's direction bending, bend pipe direction down has the mud jacking hole, mud jacking hole external application rubber case parcel; The other end of bend pipe seals with the end-blocking steel plate; The straight tube upper end is installed into Water gate valve and is communicated with water inlet pipe, the lower end closed of straight tube;
1) split rubber case on the madjack pipe: drilled pile concrete is under water built in the back 5～10 hours of finishing, and press water is pressed into from straight tube, and when 2～5Mpa, the rubber sleeve of bending madjack pipe bottom splits; At this moment, evenly reducing intake pressure, is zero until pressure, and closing gate valve is removed water inlet pipe;
Keep fills with water in the straight tube before the mud jacking;
2) drilled pile under water concrete make the phase reach 14 days, after pile body is finished by ultrasound examination, the beginning pile base grouting;
3) mud jacking: only at the bottom of stake, carry out mud jacking by a straight tube at every turn, be pressed into quantitative cement paste after, again another root straight tube is carried out quantitative mud jacking, carry out successively; Until being pressed into total water mud; The intermittent time of at every turn carrying out mud jacking is no more than 3 hours, i.e. initial setting time of cement paste, and carry out the sequence consensus of mud jacking.
Drill-pouring pile bottom post grouting technology of the present invention is to increase substantially pile bearing capacity, reduces the castinplace pile post-processing technology of sedimentation.The present invention goes into a certain amount of cement paste by defaulting in madjack pipe on the reinforcing cage to the stake base pressure, and at the bottom of this consolidation pile, resistance is greatly enhanced at the bottom of making.Through test of bearing capacity before and after the mud jacking, through the stake of pile base grouting, bearing capacity is greatly improved.The raising of pile base grouting bearing capacity not only is the sediment and the soil body at the bottom of the consolidation grouting hole, plays and expands end effect, and the soil body of the certain limit of bottom pile body also obtains reinforcing, thereby bearing capacity and collateral resistance all are improved at the bottom of making.It is same pipe that the present invention adopts madjack pipe and sound detecting pipe, be that every sound detecting pipe uses as the madjack pipe passage, made full use of material, and saved great deal of steel, save the material that half is Duoed than circulating mud jacking U-shaped madjack pipe, and make it simple in structure, and easy for installation, greatly reduce cost.Technology of the present invention is compared with circulating mud jacking, cleans madjack pipe behind the mud jacking at every turn, makes whole activities simple to operate like this, the mud of can not wasting water in a large number.
Description of drawings
Accompanying drawing 1 is straight tube of the present invention end and bend pipe one end syndeton schematic diagram.
Accompanying drawing 2 is bend pipe structure partial enlarged drawings.
Accompanying drawing 3 is stake of the present invention baseplane structural representations.
1 reinforcing cage, 2 straight tubes, 3 bend pipes, 4 mud jacking holes, 5 rubber sleeves, 6 end-blocking steel plates, 7 doughnut-shaped steel plates, 8 stiffeners, 9 madjack pipes, 10 sound detecting pipes.
The specific embodiment
A kind of pump-grouting concrete pile bottom mud jacking method uniformly on reinforcing cage 1 is fixed four straight tubes 2, and the straight tube bottom is communicated with a bend pipe 3 and forms madjack pipes 9.The madjack pipe of present embodiment adopts sound detecting pipe to replace, and promptly sound detecting pipe 10 and madjack pipe 9 are same pipe.
Bend pipe is to pile center's direction bending, and bend pipe direction down has two mud jacking holes 4, mud jacking aperture 8mm; Mud jacking hole external application rubber sleeve 5 parcels; Described end-blocking steel plate is a doughnut-shaped steel plate, and the other end of bend pipe seals with doughnut-shaped steel plate 7; For strengthening the intensity of bend pipe, the other end of four straight tubes can be fixing by end-blocking steel plate 6.For strengthening the intensity of bend pipe, can be fixed with stiffener 8 in the junction of straight tube and bend pipe; The straight tube upper end is installed into Water gate valve and is communicated with water inlet pipe;
1) split rubber case on the madjack pipe: drilled pile concrete is under water built and is finished back 6 hours in, and press water is pressed into from straight tube, and when 5Mpa, the rubber sleeve 5 of bend pipe bottom splits; At this moment, evenly reducing intake pressure, is zero until pressure, and closing gate valve is removed water inlet pipe;
Keep fills with water in the straight tube before the mud jacking;
2) drilled pile under water concrete make the phase reach 14 days, after pile body is finished by ultrasound examination, the beginning pile base grouting;
3) mud jacking: only at the bottom of stake, carry out mud jacking by a straight tube at every turn, be pressed into quantitative cement paste after, again another root straight tube is carried out quantitative mud jacking, carry out successively; Until being pressed into total water mud; The cement slurry volume that is pressed into is relevant according to the diameter of stake, before the mud jacking, calculates good each mud jacking amount and total amount; The intermittent time of at every turn carrying out mud jacking is no more than 3 hours, i.e. initial setting time of cement paste, and carry out the sequence consensus of mud jacking.Every straight tube mud jacking carries out more than twice.
Each mud jacking is finished standard:
1) the mud jacking amount is 1/3rd of a total amount for the first time, all assigns to all madjack pipes and depresses successively; Remaining cement paste is by the second time and later each mud jacking five equilibrium, and simultaneously, the mud jacking amount of every madjack pipe is identical;
2) madjack pipe pressure reaches 8Mpa, at least ten minutes voltage stabilizing time;
When the index of mud jacking amount and force value had one to reach, this mud jacking of this madjack pipe was finished; At this moment, the mud jacking pressure that evenly descends, closing gate valve moves into next pipe and carries out mud jacking.
The stake end, stop the mud jacking standard:
1) each pile base grouting amount reaches predetermined total amount; Predetermined total amount is determined according to the diameter calculating of stake before the mud jacking again;
2) all madjack pipe pressure all reach 8Mpa;
3) the pile body 15mm that always floats;
Reach above-mentioned 1), 2) and 3) in during any numerical value, this mud jacking can stop.
Claims (10)
1, a kind of pump-grouting concrete pile bottom mud jacking method is characterized in that, uniformly at least on reinforcing cage fixes two straight tubes, straight tube bottom or bottom are communicated with a bend pipe and form madjack pipe, bend pipe is to pile center's direction bending, and bend pipe direction down has the mud jacking hole, mud jacking hole external application rubber case parcel; The other end of bend pipe seals with the end-blocking steel plate; The straight tube upper end is installed into Water gate valve and is communicated with water inlet pipe, the lower end closed of straight tube;
1) split rubber case on the bend pipe: drilled pile concrete is under water built in the back 5～10 hours of finishing, and press water is pressed into from straight tube, and when 2～5Mpa, the rubber sleeve of bend pipe bottom splits; At this moment, evenly reducing intake pressure, is zero until pressure, and closing gate valve is removed water inlet pipe;
Keep fills with water in the madjack pipe before the mud jacking;
2) drilled pile under water concrete make the phase reach 14 days, after pile body is finished by ultrasound examination, the beginning pile base grouting;
3) mud jacking: only at the bottom of stake, carry out mud jacking by a madjack pipe at every turn, be pressed into quantitative cement paste after, again another root madjack pipe is carried out quantitative mud jacking, be mud jacking for the first time after all madjack pipes are finished; Carry out the mud jacking second time again; Carry out successively, until being pressed into total water mud; The intermittent time of at every turn carrying out mud jacking is no more than 3 hours, i.e. initial setting time of cement paste, and carry out the sequence consensus of mud jacking.
According to the described a kind of pump-grouting concrete pile bottom mud jacking method of claim 1, it is characterized in that 2, each mud jacking is finished standard:
1) the mud jacking amount is 1/3rd of a total amount for the first time, all assigns to all madjack pipes and depresses successively; Remaining cement paste is by the second time and later each mud jacking five equilibrium, and simultaneously, the mud jacking amount of every madjack pipe is identical;
2) madjack pipe pressure reaches 8Mpa, at least ten minutes voltage stabilizing time;
When the index of mud jacking amount and force value had one to reach, this mud jacking of this madjack pipe was finished; At this moment, the mud jacking pressure that evenly descends, closing gate valve moves into next pipe and carries out mud jacking.
According to claim 1 or 2 described a kind of pump-grouting concrete pile bottom mud jacking methods, it is characterized in that 3, the stake end stops the mud jacking standard:
1) each pile base grouting amount reaches predetermined total amount;
2) all madjack pipe pressure all reach 8Mpa;
3) the pile body 10～20mm that always floats;
Reach above-mentioned 1), 2) and 3) in during any numerical value, this mud jacking can stop.
4, according to the described a kind of pump-grouting concrete pile bottom mud jacking method of claim 3, it is characterized in that every straight tube mud jacking carries out more than twice.
5, according to the described a kind of pump-grouting concrete pile bottom mud jacking method of claim 4, it is characterized in that described straight tube can be special-purpose madjack pipe, can be sound detecting pipe.
6, according to the madjack pipe structure that uses in claim 1 or 2 or the 4 or 5 described pump-grouting concrete pile bottom mud jacking methods, it is characterized in that straight tube bottom or bottom are communicated with a bend pipe, bend pipe is to pile center's direction bending, and bend pipe direction down has the mud jacking hole.
7, according to the described madjack pipe structure of claim 6, it is characterized in that the bending madjack pipe has two mud jacking holes, aperture 4～10mm at least.
8, according to the described madjack pipe structure of claim 7, it is characterized in that, be fixed with stiffener in the junction of straight tube and bend pipe.
9, according to the described madjack pipe structure of claim 8, it is characterized in that described end-blocking steel plate is a doughnut-shaped steel plate, the bend pipe other end seals by doughnut-shaped steel plate.
10, according to the madjack pipe structure that uses in the described pump-grouting concrete pile bottom mud jacking method of claim 3, it is characterized in that straight tube bottom or bottom are communicated with a bend pipe, bend pipe is to pile center's direction bending, and bend pipe direction down has the mud jacking hole; The bending madjack pipe has two mud jacking holes, aperture 4～10mm at least; Junction at straight tube and bend pipe is fixed with stiffener; Described end-blocking steel plate is a doughnut-shaped steel plate, and the bend pipe other end seals by doughnut-shaped steel plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2005100290128A CN100503986C (en) | 2005-08-23 | 2005-08-23 | Pile bottom mud jacking method for pump-grouting concrete and structure of mudjack pipe |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2005100290128A CN100503986C (en) | 2005-08-23 | 2005-08-23 | Pile bottom mud jacking method for pump-grouting concrete and structure of mudjack pipe |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1920183A CN1920183A (en) | 2007-02-28 |
| CN100503986C true CN100503986C (en) | 2009-06-24 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNB2005100290128A Expired - Fee Related CN100503986C (en) | 2005-08-23 | 2005-08-23 | Pile bottom mud jacking method for pump-grouting concrete and structure of mudjack pipe |
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| CN (1) | CN100503986C (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102505847B (en) * | 2011-09-29 | 2013-10-02 | 武汉劲野科技有限公司 | Mud jacking pipe device |
| 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 |
| CN106645596B (en) * | 2017-02-16 | 2023-08-22 | 江苏森淼工程质量检测有限公司 | Device for detecting grouting quality of prestressed component pore canal and detection method based on device |
| CN114164852A (en) * | 2021-12-28 | 2022-03-11 | 中交第二航务工程局有限公司 | Steel pipe composite pile for abrasive environment and construction method |
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2005
- 2005-08-23 CN CNB2005100290128A patent/CN100503986C/en not_active Expired - Fee Related
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| Publication number | Publication date |
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| CN1920183A (en) | 2007-02-28 |
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Granted publication date: 20090624 Termination date: 20170823 |