CN1107535A - Head and side grouting method for cast-in-situ pile - Google Patents

Head and side grouting method for cast-in-situ pile Download PDF

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Publication number
CN1107535A
CN1107535A CN 94101460 CN94101460A CN1107535A CN 1107535 A CN1107535 A CN 1107535A CN 94101460 CN94101460 CN 94101460 CN 94101460 A CN94101460 A CN 94101460A CN 1107535 A CN1107535 A CN 1107535A
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CN
China
Prior art keywords
stake
pile
pore
grouting
forming
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Application number
CN 94101460
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Chinese (zh)
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CN1072746C (en
Inventor
任自放
沈保汉
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任自放
沈保汉
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Priority to CN 94101460 priority Critical patent/CN1072746C/en
Publication of CN1107535A publication Critical patent/CN1107535A/en
Application granted granted Critical
Publication of CN1072746C publication Critical patent/CN1072746C/en

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Abstract

For pouring underwater concrete by tremie method, special water interception plug with at least one pouring pipe is sunk down to end of pile hole. For the poured frame, a fixing unit with at least one pouring pipe is sunk down to end of pile hole before pouring concrete. After pile is finished, said pouring pipe is used for pressure pouring at pile end. A pile-side pouring apparatus with at least one pouring pipe is put in pile hole with reinforcing bar cage and after pile is finished, said pouring pipe is used for pressure pouring at different depthes.

Description

The invention belongs to the foundation field.Relate to pile-end pressure grouting method and stake side grouting method.
Traditional castinplace pile (auger bore, the reverse circulation drilling pore-forming, direct circulation is drilled to the hole, diving is drilled to the hole, a complete set of Guan Chong grabs pore-forming and Churn drill pore-creating filling pile) in the construction, since during pore-forming to the disturbance of stake end, loosened soil (sediment) is removed thoroughly and is touched reason such as hole wall when putting reinforcing bar during clear hole, pile end groundwork soil not only is not subjected to the densification effect, and at the bottom of the hole, more or less leave loosened soil (sediment), sometimes loosened soil thickness surpasses more than the 0.5m, the result makes end resistance very little even approach zero, reduce the supporting capacity of stake so widely, and pile shaft material intensity can not be fully used.In addition, because The above results is not often considered end resistance in the castinplace pile design, only consider pile side friction,, just must add the length of timber pile for guaranteeing necessary border loading capability, often cause pile body must pass mark and pass through greatlyyer, the stratum that soil property is hard has increased the difficulty of pore-forming.
For improve the end resistance domestic and foreign current bore expansion, explosive expansion, rammer expand, squeezed and annotate construction technology such as expansion.Wherein relatively the effective method of one-tenth is to carry out slip casing by pressure (promptly so-called the notes expanded technology) at the stake end behind bored pile piling, in No. 2331646, French Patent (FRP) manual, disclose and had the grouting method of reserving the chamber at the stake end, this is reserved the chamber and is made up of the sidewall of two centrifugal discs and the light plate of punching, reserving the chamber gets up with burlap and Polypropylence Sheet sealed envelope, behind the pore-forming, reserve the chamber and put into a bore ends with reinforcing cage, again from last penetration concrete pile, carry out slip casing by pressure at the stake end to reserving the chamber after waiting hardening of concrete then.France's Constructuin magazine NO.6 in 1976 has introduced the job practices that Feng Dedile (Fondedile) holds stake in advance, this is provided with by contracting in advance that two circular punched steel plates are formed at the stake end, between these two steel principal columns of a halls, accompany distance block, the outside is with burlap and Polypropylence Sheet sealed envelope, contract being installed in the reinforcing cage bottom in advance, put into a bore ends then, again from last penetration concrete pile, after waiting hardening of concrete then, carry out slip casing by pressure contracting in advance.More than the defective of two kinds of methods be to reserve chamber or pre-contract system to do complicatedly, steel using amount is big, the cost height.Under water during the pore-forming pile, can put into a hole overlong time because of reinforcing cage and cause sediment bulk deposition at the bottom of the hole in addition, be pressed in and reserve the chamber or contract top in advance, make it lose the effect that improves end resistance.
The objective of the invention is thoroughly to remove and above-mentioned reservation chamber or contract the grouting process defective in advance at the stake end loosened soil (sediment) of castinplace pile, provide a kind of pile-end pressure grouting and another kind of carrying out at the in situ pile of employing catheterized reperfusion underwater concrete also can carry out pile-end pressure grouting at the in situ pile that adopts the catheterized reperfusion underwater concrete at the in situ pile of dried operation pore-forming, thereby the loosened soil to the stake end is cured processing and holds attached pipeclay layer to produce infiltration to stake, fill, densification and consolidation, form the cement-soil enlarged footing, increase the stake end area, the end resistance of mobilizing to the fullest extent, reduce the stratum settlement that the stake end frightens, under the effect of pile-end pressure grouting, form upper lifting force in addition, thereby increase the supporting capacity of stake.
Another object of the present invention is that the pile side friction for the raising castinplace pile carries out slip casing by pressure at some positions of stake side, forms several enlarged footings, becomes more piece reaming stake.
More than be described with reference to the accompanying drawings implementation procedure of the present invention, Fig. 1, Fig. 2, Fig. 3 illustrate for the vertical section of castinplace pile end of the present invention and stake side slip casting method.
To the effect that of the present invention:
1, (Fig. 1): pre-buried at least one Grouting Pipe in special water proof plug (1).Concrete construction sequence: after routine is utilized the clear hole of conduit secondary, prepare to pour into the necessarily stone of degree of laughing at from conduit to the stake bore ends earlier before first underwater concrete of perfusion; Sink to a bore ends then with the water surface in the tight routinely towel guide hole of special water proof plug (1), and with first underwater concrete.Behind the pile high-pressure slip-casting pipe (3) is connected with Grouting Pipe (2), to solidify preceding or the sclerosis after the stake, carry out slip casing by pressure at the stake end.Looking concrete condition also can increase and not have return pipe (4).When to Grouting Pipe (2) slip casting, carry out the high-pressure slip-casting second time again after waiting return pipe (4) to return slurry.
2, (Fig. 2): at least one Grouting Pipe (2) of being longer than hole depth with after fastening devices (5) is connected, sunk to from stake bore ends certain depth place with conduit or reinforcing cage; Carry out the clear hole of secondary, pour into the stone of certain altitude then in the conduit; Utilize the momentum effect of common water proof plug (6) and first underwater concrete, fastening devices (5) and Grouting Pipe (2) are sunk to the stake end together.Look concrete condition and also can set up return pipe (4).
3, (Fig. 3): the stake side grouting device that will have a Grouting Pipe is at least put into a hole with reinforcing cage.Stake side grouting device is made up of iron wire (7), Grouting Pipe (2) and shotcrete pipe (8).Can handle at some degree of depth position of stake side as required and establish a side grouting device.Behind the pile, utilize Grouting Pipe (2) to solidify preceding or the sclerosis after the stake, carry out slip casing by pressure at some degree of depth position of stake side.

Claims (10)

1, the process of a kind of pile end and the slip casting of stake side is characterized in that:
A, the special water proof plug that will have a Grouting Pipe when taking the catheterized reperfusion underwater concrete at least sink to a bore ends, utilize this Grouting Pipe to solidifying the stake after preceding or the sclerosis behind the pile, carry out slip casing by pressure at the stake end;
B, to the castinplace pile of underwater operation pore-forming or dried operation pore-forming, the fastening devices that will have a Grouting Pipe before concrete perfusion at least sinks to a bore ends, utilize behind the pile this Grouting Pipe to solidify preceding or the sclerosis after the stake, carry out slip casing by pressure at the stake end;
C, the stake side grouting device that will have a Grouting Pipe are at least put into a hole with reinforcing cage, utilize this Grouting Pipe to solidifying the stake after preceding or the sclerosis behind the pile, carry out slip casing by pressure at some degree of depth position of stake side.
2, by the process of described stake end of claim 1 and the slip casting of stake side, it is characterized in that:
A, can be according to engineering stratum soil property condition and boring machine different, be used under water pore-creating filling pile (the anti-pore-forming that circulates, direct circulation pore-forming, diving are drilled to hole, drilling bucket and are drilled to hole, Churn drill pore-forming and dash and grab pore-forming etc.);
The process of B, pile-end pressure grouting, can be according to engineering stratum soil property condition and boring machine different, both can be used for above-mentioned pore-creating filling pile under water, also can be used for doing operation pore-creating filling pile (auger bore, mechanically drived luoyang shovel pore-forming, manually digging hole and a complete set of Guan Chong grab pore-forming etc.);
The process of C, stake side grouting can be used for above-mentioned pore-forming under water, does operation pore-forming and the routed pore-creating filling pile of grabbing of a complete set of pipe;
3, by the process of described stake end of claim 1 and the slip casting of stake side, the stone that it is characterized in that pouring into to the stake end certain altitude is rubble or cobble.
4,, it is characterized in that the slurries that inject can be according to stratum soil condition different mining cement paste, cement mortar, cement, flyash sand mixed pulp, cement, flyash sand mixed pulp and the above-mentioned various slurries that add additive by the process of described stake end of claim 1 and the slip casting of stake side.
5, by the process of described stake end of claim 1 and the slip casting of stake side, it is characterized in that grouting pressure can change according to the difference of stratum soil condition in the 0.3-30MPa scope.
6, by the process of the described pile end grouting of claim 1, it is characterized in that special water plug can adopt steel concrete, hardwood or metal to make.
7, by the process of the described pile end grouting of claim 1, it is characterized in that pre-buried at least one Grouting Pipe in the special water proof plug.
8, by the process of the described pile end grouting of claim 1, it is characterized in that fastening devices (5) is connected with a Grouting Pipe at least.
9, by the process of the described pile end grouting of claim 1, it is characterized in that straining iron wire and be connected with the steel plate that is connected that is connected with shotcrete pipe and Grouting Pipe.
10, by the process of described stake end of claim 1 and the slip casting of stake side, it is characterized in that to adopt the process of one or two or more kinds to construct according to requirement of engineering.
CN 94101460 1994-02-26 1994-02-26 Head and side grouting method for cast-in-situ pile CN1072746C (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN 94101460 CN1072746C (en) 1994-02-26 1994-02-26 Head and side grouting method for cast-in-situ pile

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN 94101460 CN1072746C (en) 1994-02-26 1994-02-26 Head and side grouting method for cast-in-situ pile

Publications (2)

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CN1107535A true CN1107535A (en) 1995-08-30
CN1072746C CN1072746C (en) 2001-10-10

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CN 94101460 CN1072746C (en) 1994-02-26 1994-02-26 Head and side grouting method for cast-in-situ pile

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Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102644282A (en) * 2012-03-31 2012-08-22 上海市电力公司 Method for reinforcing cast-in-place pile foundation in grouting manner
CN103015427A (en) * 2012-12-28 2013-04-03 中铁二十四局集团有限公司 Hole pile underwater concrete pouring positioning device and positioning device thereof
CN104091509A (en) * 2014-06-19 2014-10-08 北京工业大学 Cast-in-situ bored pile teaching solid model and teaching demonstration method
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
CN105464074A (en) * 2015-11-22 2016-04-06 合肥工业大学 Manual hole digging pile high polymer grouting protection structure and construction method thereof
CN106759361A (en) * 2017-01-11 2017-05-31 中国化学工程重型机械化公司 A kind of Spiral digging machine machine locking bar filling construction technology of pore-forming cast-in-place concrete pile

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN100462507C (en) * 2007-05-24 2009-02-18 何新东 Construction method for pulling-resistant and pressure-resistant slip casting pipe pile

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102644282A (en) * 2012-03-31 2012-08-22 上海市电力公司 Method for reinforcing cast-in-place pile foundation in grouting manner
CN103015427A (en) * 2012-12-28 2013-04-03 中铁二十四局集团有限公司 Hole pile underwater concrete pouring positioning device and positioning device thereof
CN104091509A (en) * 2014-06-19 2014-10-08 北京工业大学 Cast-in-situ bored pile teaching solid model and teaching demonstration method
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
CN105464074A (en) * 2015-11-22 2016-04-06 合肥工业大学 Manual hole digging pile high polymer grouting protection structure and construction method thereof
CN105464074B (en) * 2015-11-22 2017-04-05 合肥工业大学 A kind of artificial digging pile high polymer grouting safeguard structure and its construction method
CN106759361A (en) * 2017-01-11 2017-05-31 中国化学工程重型机械化公司 A kind of Spiral digging machine machine locking bar filling construction technology of pore-forming cast-in-place concrete pile

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