CN104088284A - Drilling pressure grouting concrete rear inserting pipe grouting pile method and device - Google Patents
Drilling pressure grouting concrete rear inserting pipe grouting pile method and device Download PDFInfo
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- CN104088284A CN104088284A CN201410332981.XA CN201410332981A CN104088284A CN 104088284 A CN104088284 A CN 104088284A CN 201410332981 A CN201410332981 A CN 201410332981A CN 104088284 A CN104088284 A CN 104088284A
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Abstract
The invention provides a drilling pressure grouting concrete rear inserting pipe grouting pile method and device. In a traditional technology, slurry pressure and injection are conducted on a latterly inserted steel pipe in real time under the flow condition of pressed and grouted concrete, so that the effect of improving single pile bearing capacity is not obvious. According to the drilling pressure grouting concrete rear inserting pipe grouting pile method and device, in the concrete which are pressed and grouted to form a pile, the drilling pressure grouting concrete rear inserting pipe grouting pile device is used to place an injection pipe at the center of the pile and on the sides of the pipe in real time, when the concrete is condensed finally, plug dredging is conducted through clean water, and grouting is conducted when the concrete reaches the designed strength, so that a structure body tightly combining the concrete which are pressed and grouted to form the pile and the surrounding soil is formed. By means of the drilling pressure grouting concrete rear inserting pipe grouting pile method and device, the problems that it is difficult to insert a high-strength grouting steel pipe at one time, and the cost is high are solved, the principle of eliminating tediousness for easy and convenient to operate is adopted for the technological process, a tool type inserting pipe device is utilized, so that cost can be reduced greatly, quality is reliable, and the single pile bearing capacity is at least doubled. By the adoption of the method and device, the blank in construction through the rear grouting technology is made up for.
Description
technical field:
the present invention relates to the device that a kind of building field pile foundation construction method used and the method are used.
background technology:
construction market a kind of technique used is < < auger stem center pump-injecting concrete pile-forming after-inserted pipe grouting device > > at present, the patent No.: ZL 01241171.X, the problem that this part this case inventor invents existence is in early days: after the steel pipe that inserts be immediately to carry out grouting methol pressing to have filled with under the mobile state of concrete, because concrete does not reach final set sclerosis, press water mud is not had to restraint forces, to pile body, the stake end soil body can not reach complete densification effect, so to improving bearing capacity of single pile DeGrain.
there is in addition a kind of method to press in the claim of filling with stake grouting behind shaft or drift lining processing method and this invention of rearmounted Grouting Pipe device > > thereof and have several shortcomings to be < < long auger: 1, limitation: described in the method claim 1 step 1: this postposition Grouting Pipe device and reinforcing cage link into an integrated entity, Grouting Pipe material requirements must be steel pipe, and slip casting steel pipe must be tied up, be welded on reinforcing cage, the length of current specifications regulation reinforcing cage is that stake is long by 2/3rds, Grouting Pipe just grows 1/3rd than reinforcing cage, increased span (L) value moment of flexure also strengthens thereupon, when lifting is installed, slip casting steel pipe insufficient rigidity can cause bending, there is no operability, if be equipped with crane, can increase considerably irrational cost, 2, irrational fastness: described in the method claim 7 and 10: above-mentioned pile grouting pipe and stake side Grouting Pipe and the colligation of spacer bars circle or welding, taper pocketed thing is drawn and welded in the reinforcing cage lower end of reinforcing cage circumference in to center of circle bending, due at the bottom of Grouting Pipe needs dynamic driving to arrive, need enough rigidity and fastnesses to realize, the measure that employing is welded on reinforcing cage solves, also set up pocketed reinforcing bar material reinforcement of weld, solve the problem of stake bottom 1/3rd insufficient rigidity, irrational welding material that increased, manually, the costs such as equipment, attached workload is greater than groundwork amount, 3, triviality: described in the method claim 5: this device comprises that at least two pile grouting pipes and at least one pile side Grouting Pipe that are placed in an end ring week are welded on spacer bars circle and reveal all the details on reinforcing bar, drilling & grouting piling concrete pile can construction diameter generally in 800mm, conventionally adopt a Grouting Pipe just can meet the demands, steel pipe of this invention cannot be located and be laid, so in order to meet smooth Laying injection pipe requirement, two slip casting steel pipes have been designed, cause the upper irrational waste of design, increased reinforcement cost, 4, complexity: described in the method claim 1 step 7: cement paste is to go out from slip casting one way valve, in engineering practice, do not use one-way cock, in practice, operation is after the boring of Grouting Pipe end, directly with adhesive tape, to wrap injected hole just can meet slip casting requirement.
sum up the shortcoming of above-mentioned two patents, be optimized on this basis the rear intubate slip casting new technology of designing new thought
summary of the invention: intubate grouting pile method and device after drilling & grouting piling concrete.
goal of the invention: be to provide a kind of after drilling & grouting piling concrete intubate grouting pile method and device, solve conventional art and under concrete flows state, insert Grouting Pipe the instant cement injection densification soil body, to improving, the unconspicuous problem of single pile bearing capacity and Laying injection pipe are complicated, not easy to operate, cost is high, be difficult for the problems such as popularization.
the object of the present invention is achieved like this:
intubate grouting pile method after drilling & grouting piling concrete, in the concrete of guncreting pile, in pile center, stake side, intubate grouting pile device Laying injection pipe after use drilling & grouting piling concrete, after concrete final set, use clear water to open plug, when concrete reaches design strength, carry out slip casting, form the concrete of guncreting pile and the structure of combining closely of surrounding soil.
intubate grouting pile method after described drilling & grouting piling concrete, in drilling & grouting piling concrete pile process, when drilling & grouting piling concrete drilling machine drilling to completion A, Ti Zuan limit, limit guncreting becomes concrete pile, in concrete, lay after reinforcing cage, again to Laying injection pipe in the concrete of just having built, after concrete final set, before 24 hours, carry out clear water and open plug slip casting pore, cement injection two days later, the water/binder ratio of cement paste is preferably between 0.5 ~ 0.7, water/binder ratio hour should add water reducing agent, grouting sequence and grouting amount are undertaken by design scheme. described Grouting Pipe by drilling & grouting piling concrete after intubate grouting pile device lay, intubate grouting pile device after drilling & grouting piling concrete described in extracting after completing, the process implementation pile body of Laying injection pipe, stake end concrete vibrating.
intubate grouting pile method after described drilling & grouting piling concrete, Grouting Pipe design is divided into stake end, pile body, and two parts Grouting Pipe is used simultaneously, according to the adaptation slip casting soil layer of pile body, step-by-step arrangement Grouting Pipe.
intubate grouting pile method after described drilling & grouting piling concrete, this method is applied in other bored pile, after concrete perfusion completes, intubate grouting pile after use drilling & grouting piling concrete, and then intubate, be Laying injection pipe, when concrete reaches designing requirement, pass through Grouting Pipe cement injection.
intubate grouting pile method after described drilling & grouting piling concrete, in shorter pouring concrete pile during Laying injection pipe, adopt manpower or auxiliary hydraulic pressure machinery and weight to be pressed into installation Grouting Pipe, Grouting Pipe adopts nylon tube, steel pipe, other can meet the tubing of slip casting requirement.
intubate grouting pile method after described drilling & grouting piling concrete, when slideway has fulcrum obstacle can not elongated consecutive hours, should adopt rectangle, circle to add on-slip key, triangle, cross key class etc. and realize the cross sectional shape that can not make dowel bar rotation.
above-mentioned method is intubate grouting pile device after the drilling & grouting piling concrete of use, its composition comprises: mobile jib, on described mobile jib, there is lifting wire rope, described lifting wire rope is connected with vibrator, described vibrator lower end is connected with tool-type power transmission rod member, described tool-type power transmission rod member lower end has spherical guide way, on described mobile jib, there is the strong point, described strong point lower end has vibrator track, described vibrator track upper end has sliding support, described vibrator lower end has fixed support, described sliding support, described fixed support is connected with control guide pin bushing respectively, described control guide pin bushing front end has square hole.
intubate grouting pile device after described drilling & grouting piling concrete, there is hanging pipe port described spherical guide way lower end, and described hanging pipe port is connected with Grouting Pipe, and there is reinforcing bar described Grouting Pipe inside, in described Grouting Pipe, has injected hole.
intubate grouting pile device after described drilling & grouting piling concrete, described mobile jib is connected with pull bar by the strong point, and described pull bar is connected with base for supporting, and described base for supporting is connected with mobile jib lower end by the strong point.
effect of the present invention:
intubate grouting pile method and device after drilling & grouting piling concrete, the method is to have laid after reinforcing cage at drilling & grouting piling concrete, re-uses intubate grouting pile device after drilling & grouting piling concrete, and Grouting Pipe is placed to stake end.Main effect one be use that intubate grouting pile device Laying injection pipe speed is fast after drilling & grouting piling concrete, reliability is strong, easy and simple to handle, tool-type Laying injection pipe reduces costs and economizes on resources; The 2nd, after concrete final set by pre-buried Grouting Pipe to stake end, stake side cement injection, at this moment cement paste is mineralization pressure under the state of sealing, the part soil body on pile body, the impact of the stake end soil body carries out effective densification, to improving single pile bearing capacity, there is obvious effect, after testing, single pile bearing capacity all can improve more than 2 times, has significantly reduced engineering cost, has wide promotion prospect.
the object of the invention is clear and definite, discards the dross and selects the essential, easy construction, reliable in quality, Grouting Pipe material have multiple choices, with low cost, be convenient to promote, increase social benefit.
accompanying drawing explanation:
accompanying drawing 1 is intubate grouting pile apparatus structure schematic diagram after drilling & grouting piling concrete.
accompanying drawing 2 is structural representations that A-A sliding support is connected with control guide pin bushing.
accompanying drawing 3 is structural representations that B-B fixed support is connected with control guide pin bushing.
accompanying drawing 4 is structural representations of Grouting Pipe.
embodiment 1:
intubate grouting pile method after drilling & grouting piling concrete, in the concrete of guncreting pile, in pile center, stake side, intubate grouting pile device Laying injection pipe after use drilling & grouting piling concrete, after concrete final set, use clear water to open plug, when concrete reaches design strength, carry out slip casting, form the concrete of guncreting pile and the structure of combining closely of surrounding soil.
embodiment 2:
intubate grouting pile method after drilling & grouting piling concrete described in embodiment 1, in drilling & grouting piling concrete pile process, when drilling & grouting piling concrete drilling machine drilling to completion A, Ti Zuan limit, limit guncreting becomes concrete pile, in concrete, lay after reinforcing cage, again to Laying injection pipe in the concrete of just having built, after concrete final set, before 24 hours, carry out clear water and open plug slip casting pore, cement injection two days later, the water/binder ratio of cement paste is preferably between 0.5 ~ 0.7, water/binder ratio hour should add water reducing agent, grouting sequence and grouting amount are undertaken by design scheme. described Grouting Pipe by drilling & grouting piling concrete after intubate grouting pile device lay, intubate grouting pile device after drilling & grouting piling concrete described in extracting after completing, the process implementation pile body of Laying injection pipe, stake end concrete vibrating.
embodiment 3:
intubate grouting pile method after drilling & grouting piling concrete described in embodiment 1 or 2, Grouting Pipe design is divided into stake end, pile body, and two parts Grouting Pipe is used simultaneously, according to the adaptation slip casting soil layer of pile body, step-by-step arrangement Grouting Pipe.
embodiment 4:
intubate grouting pile method after drilling & grouting piling concrete described in embodiment 1 or 2 or 3, this method is applied in other bored pile, after concrete perfusion completes, intubate grouting pile after use drilling & grouting piling concrete, and then intubate, be Laying injection pipe, when concrete reaches designing requirement, pass through Grouting Pipe cement injection.
embodiment 5:
intubate grouting pile method after drilling & grouting piling concrete described in embodiment 1 or 2 or 3 or 4, in short formula pouring concrete pile during Laying injection pipe, adopt manpower or auxiliary hydraulic pressure machinery and weight to be pressed into installation Grouting Pipe, Grouting Pipe adopts nylon tube, steel pipe, other can meet the tubing of slip casting requirement.
embodiment 6:
intubate grouting pile device after embodiment 1 or one of 2 or 3 or 4 or 5 described drilling & grouting piling concrete, its composition comprises: mobile jib, on described mobile jib, there is lifting wire rope, described lifting wire rope is connected with vibrator, described vibrator lower end is connected with tool-type power transmission rod member, described tool-type power transmission rod member lower end has spherical guide way, on described mobile jib, there is the strong point, described strong point lower end has vibrator track, on described vibrator track, there is sliding support, there is fixed support described vibrator lower end, described sliding support, described fixed support is connected with control guide pin bushing respectively, described control guide pin bushing front end has square hole.
lifting wire rope and vibrator, described vibrator fastening means formula power transmission rod member, is pressed into manpower or auxiliary hydraulic pressure machinery or weight that Grouting Pipe is installed.
embodiment 7:
intubate grouting pile device after described drilling & grouting piling concrete, described tool-type dowel bar is hollow or real core pattern steel, when slideway has fulcrum obstacle can not elongated consecutive hours, should adopt rectangle, circle adds on-slip key, triangle, cross key classes etc. also realize the cross sectional shape that can not make dowel bar rotation, lifting wire rope, the strong point is placed in a side of column, described lifting wire rope is connected with described vibrator, below described vibrator, be connected with described tool-type power transmission rod member, described tool-type power transmission rod member lower end is provided with spherical guide way, intubate grouting pile device after described drilling & grouting piling concrete, there is hanging pipe port described spherical guide way lower end, described hanging pipe port is connected with Grouting Pipe, described Grouting Pipe inside has reinforcing bar, in described Grouting Pipe, there is injected hole.
intubate grouting pile device after described drilling & grouting piling concrete: described mobile jib is connected with pull bar by the strong point, and described pull bar is connected with base for supporting, described base for supporting is connected with mobile jib lower end by the strong point.
embodiment 8:
intubate grouting pile device after drilling & grouting piling concrete described in embodiment 1-7, so because some rig fulcrum is above, can not arrange the described tool-type dowel bar of vibrator slideway arrange square type cross section controlling party to, corresponding matching used sliding support and support bracket fastened control guide pin bushing are also designed to be greater than the square type guide pin bushing of tool-type dowel bar, reach controlling party to making vibrator not revolvable object in working order; Corresponding sliding support and support bracket fastened control guide pin bushing cross sectional shape also should be consistent with tool-type dowel bar cross sectional shape, and be greater than tool-type power transmission bar cross section, described Grouting Pipe is inserted and has been pressed in the concrete pile of having filled with, and arrives after design soil layer, extracts described tool-type dowel bar.
embodiment 9:
intubate grouting pile method after drilling & grouting piling concrete described in above embodiment, implementation step is: when drilling & grouting piling concrete drilling machine drilling to completion 1, Ti Zuan limit, limit guncreting becomes concrete pile 2, in concrete, lay after reinforcing cage 3, again to Laying injection pipe 4 in the concrete of just having built, after concrete final set, before 24 hours, carry out clear water and open plug slip casting pore, cement injection two days later, the water/binder ratio of cement paste be preferably 0.5 ~ 0.7 between water/binder ratio hour should add water reducing agent, grouting sequence and grouting amount are undertaken by design scheme.
embodiment 10:
according to intubate grouting pile method after drilling & grouting piling concrete described in embodiment 9, the layout of Grouting Pipe, can be according to the adaptation slip casting soil layer design of pile body, stake end.
embodiment 11:
according to intubate grouting pile device after the drilling & grouting piling concrete described in embodiment 1-10, it is a kind of tool-type device, laid after Grouting Pipe and extracted and reuse, after described drilling & grouting piling concrete, its composition of intubate grouting pile device comprises: lifting wire rope 1, vibrator 2, tool-type power transmission rod member 3, spherical guide way 4, hang Grouting Pipe port 5, solid shape reinforcing bar 6, Grouting Pipe 7, injected hole 8, sliding support 9, fixed support 10, control guide pin bushing square hole 11, vibrator slideway 12, the strong point 13, column 14 compositions such as grade, and lifting wire rope 1 is all placed in column 14 1 sides to the strong point 13.
lifting wire rope 1 is connected with vibrator 2, vibrator 2 is connected with tool-type power transmission rod member 3 below, tool-type power transmission rod member 3 lower ends are provided with spherical guide way 4, spherical guide way 4 lower ends and are provided with the solid shape reinforcing bar 6 of hanging Grouting Pipe port 5 and Grouting Pipe 7 and hang mutually, and Grouting Pipe 7 is provided with injected hole 8.
so due to some rig fulcrum more than 13 can not arrange vibrator slideway 12 tool-type dowel bars 3 can arrange square type cross section controlling party to, the control guide pin bushing 11 of corresponding matching used sliding support 9 and fixed support 10 also should be designed to be greater than the square type guide pin bushing of tool-type dowel bar 3, reaches controlling party to making vibrator 2 not revolvable object in working order.
Claims (9)
1. intubate grouting pile method after a drilling & grouting piling concrete, it is characterized in that: in the concrete of guncreting pile, in pile center, stake side, intubate grouting pile device Laying injection pipe after use drilling & grouting piling concrete, after concrete final set, use clear water to open plug, when concrete reaches design strength, carry out slip casting, form the concrete of guncreting pile and the structure of combining closely of surrounding soil.
2. intubate grouting pile method after drilling & grouting piling concrete according to claim 1, it is characterized in that: in drilling & grouting piling concrete pile process, when drilling & grouting piling concrete drilling machine drilling to completion A, Ti Zuan limit, limit guncreting becomes concrete pile, in concrete, lay after reinforcing cage, again to Laying injection pipe in the concrete of just having built, after concrete final set, before 24 hours, carry out clear water and open plug slip casting pore, cement injection two days later, the water/binder ratio of cement paste is preferably between 0.5 ~ 0.7, water/binder ratio hour should add water reducing agent, grouting sequence and grouting amount are undertaken by design scheme. described Grouting Pipe by drilling & grouting piling concrete after intubate grouting pile device lay, intubate grouting pile device after drilling & grouting piling concrete described in extracting after completing, the process implementation pile body of Laying injection pipe, stake end concrete vibrating.
3. intubate grouting pile method after drilling & grouting piling concrete according to claim 1, is characterized in that: Grouting Pipe design is divided into stake end, pile body, and two parts Grouting Pipe is used simultaneously, according to the adaptation slip casting soil layer of pile body, step-by-step arrangement Grouting Pipe.
4. according to intubate grouting pile method after drilling & grouting piling concrete described in claim 1 or 2 or 3, it is characterized in that: this method is applied in other bored pile, after concrete perfusion completes, intubate grouting pile after use drilling & grouting piling concrete, and then intubate, be Laying injection pipe, when concrete reaches designing requirement, pass through Grouting Pipe cement injection.
5. according to intubate grouting pile method after drilling & grouting piling concrete described in claim 1 or 2 or 3 or 4, it is characterized in that: in shorter pouring concrete pile during Laying injection pipe, adopt manpower or auxiliary hydraulic pressure machinery and weight to be pressed into installation Grouting Pipe, Grouting Pipe adopts nylon tube, steel pipe, other can meet the tubing of slip casting requirement.
6. according to intubate grouting pile method after drilling & grouting piling concrete described in claim 1 or 2 or 3 or 4 or 5, it is characterized in that: when slideway has fulcrum obstacle can not elongated consecutive hours, should adopt rectangle, circle to add on-slip key, triangle, cross key class etc. and realize the cross sectional shape that can not make dowel bar rotation.
7. the described method of one of claim 1-6 is intubate grouting pile device after the drilling & grouting piling concrete of use, its composition comprises: mobile jib, it is characterized in that: on described mobile jib, there is lifting wire rope, described lifting wire rope is connected with vibrator, described vibrator lower end is connected with tool-type power transmission rod member, described tool-type power transmission rod member lower end has spherical guide way, on described mobile jib, there is the strong point, described strong point lower end has vibrator track, on described vibrator track, there is sliding support, there is fixed support described vibrator lower end, described sliding support, described fixed support is connected with control guide pin bushing respectively, described control guide pin bushing front end has square hole.
8. intubate grouting pile device after drilling & grouting piling concrete according to claim 7, it is characterized in that: there is hanging pipe port described spherical guide way lower end, described hanging pipe port is connected with Grouting Pipe, and described Grouting Pipe inside has reinforcing bar, in described Grouting Pipe, has injected hole.
9. according to intubate grouting pile device after the drilling & grouting piling concrete described in claim 7 or 8, it is characterized in that: described mobile jib is connected with pull bar by the strong point, described pull bar is connected with base for supporting, and described base for supporting is connected with mobile jib lower end by the strong point.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410332981.XA CN104088284B (en) | 2014-07-14 | Grouting pile method and device is intubated after drilling & grouting piling concrete |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410332981.XA CN104088284B (en) | 2014-07-14 | Grouting pile method and device is intubated after drilling & grouting piling concrete |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104088284A true CN104088284A (en) | 2014-10-08 |
| CN104088284B CN104088284B (en) | 2017-01-04 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106223331A (en) * | 2016-09-06 | 2016-12-14 | 王继忠 | A kind of creep into injection vibrate stirring construction equipment and the construction method of foundation |
| CN109024643A (en) * | 2018-08-09 | 2018-12-18 | 中国地质大学（北京） | A kind of water-stop curtain constructing device, equipment and waterproof curtain construction method |
| CN109267567A (en) * | 2018-11-12 | 2019-01-25 | 同济大学浙江学院 | The steel-pipe pile and its casting craft of the convertible slip casting in a kind of end and stake side |
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| CN201217805Y (en) * | 2008-05-29 | 2009-04-08 | 中冶天工建设有限公司 | Steel pipe driving apparatus |
| CN103452115A (en) * | 2013-08-31 | 2013-12-18 | 曹兴明 | Casing pipe type bottom feeding post-pipe-plugging and post-grouting device and construction method |
| CN203924070U (en) * | 2014-07-14 | 2014-11-05 | 曹兴明 | Intubate grouting pile device after drilling & grouting piling concrete |
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| JPH08199574A (en) * | 1995-01-24 | 1996-08-06 | Daiwa Kiko Kk | Repairing excavation type multi-spindle excavation operating machine |
| CN201217805Y (en) * | 2008-05-29 | 2009-04-08 | 中冶天工建设有限公司 | Steel pipe driving apparatus |
| CN103452115A (en) * | 2013-08-31 | 2013-12-18 | 曹兴明 | Casing pipe type bottom feeding post-pipe-plugging and post-grouting device and construction method |
| CN203924070U (en) * | 2014-07-14 | 2014-11-05 | 曹兴明 | Intubate grouting pile device after drilling & grouting piling concrete |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106223331A (en) * | 2016-09-06 | 2016-12-14 | 王继忠 | A kind of creep into injection vibrate stirring construction equipment and the construction method of foundation |
| CN106223331B (en) * | 2016-09-06 | 2018-06-12 | 王继忠 | A kind of construction method for creeping into the construction equipment and foundation that spray stirring of vibrating |
| CN109024643A (en) * | 2018-08-09 | 2018-12-18 | 中国地质大学（北京） | A kind of water-stop curtain constructing device, equipment and waterproof curtain construction method |
| CN109024643B (en) * | 2018-08-09 | 2023-06-09 | 中国地质大学（北京） | Waterproof curtain construction device, equipment and waterproof curtain construction method |
| CN109267567A (en) * | 2018-11-12 | 2019-01-25 | 同济大学浙江学院 | The steel-pipe pile and its casting craft of the convertible slip casting in a kind of end and stake side |
| CN109267567B (en) * | 2018-11-12 | 2024-02-06 | 同济大学浙江学院 | Steel pipe pile with pile end and pile side capable of being subjected to grouting in converted mode and pouring process of steel pipe pile |
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Effective date of registration: 20170104 Address after: 150000 Xiangfang City, Heilongjiang province (formerly Power District) Chaoyang town Ping'an Village Patentee after: HEILONGJIANG HUAYAN PILING TECHNOLOGY R & D CO., LTD. Address before: Xiangfang District of Heilongjiang city in Harbin province 150046 three road Ledong District No. 301-4 Garden Patentee before: Cao Xingming |