CN100375820C - Construction method for concrete pile - Google Patents
Construction method for concrete pile Download PDFInfo
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- CN100375820C CN100375820C CNB2004101027116A CN200410102711A CN100375820C CN 100375820 C CN100375820 C CN 100375820C CN B2004101027116 A CNB2004101027116 A CN B2004101027116A CN 200410102711 A CN200410102711 A CN 200410102711A CN 100375820 C CN100375820 C CN 100375820C
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Abstract
The present invention provides a construction method of a concrete pile, which is characterized in that a prestressed pipe pile is used as a pile body, and the operations of filling materials, squeezing materials, filling concrete, etc. are carried out in a central hole of the pipe pile. The present invention effectively forms a composite carrier, positively ensures the quality of a connecting part at the pile end, enhances the qualified rate of piles and decrease the amount of precipitation of the piles. The construction method comprises the following steps: 1) selecting favorable foundation soil as a bearing layer at the pile end; 2) sinking the prestressed pipe pile to a designed depth through a power device at a preset pile position; 3) filling loose filling materials into the central hole of the prestressed pipe pile, tamping the filling materials, and repeating the operations of material filling and tamping until forming the optimum squeezed soil mass which meets the desired requirement; 4) filling preset amount of concrete at low flow state to the bottom end of a pile pipe, and expanding the bottom end of the pile pipe at little energy and low falling distance; 5) putting a steel reinforcement cage downward into the pile pipe; 6) filling concrete into the pile pipe and vibrating the concrete compactly to finish forming the pile body.
Description
Technical field
The present invention relates to field of civil engineering, particularly relate to the construction technology of stake.
Background technology
In patent No. ZL98101041.5 patent documentation, a kind of construction technology of concrete pile is disclosed---the complex carrier compaction pile, this stake comprises complex carrier and concrete pile body, the characteristics of this technology are the variation of stake itself not to be studied, but pay attention to the maximum optimum reinforcing of the soil body under the stake end compacted, and hit the pile penetration standard by three and form complex carrier effectively, allow upper load effectively by stake and the following complex carrier of stake, be delivered on the better bearing stratum, thereby improved the bearing capacity of stake greatly, therefore had the bearing capacity of single pile height, advantages such as cost economic.But this job practices finds that in quality examination the settling amount of stake is excessive sometimes, and complex carrier also reaches the degree of destruction far away, its reason is that the quality of pile body and stake end joint portion is prone to problem, particularly in the higher soil layer of mucky soil or water content, construct, though taked measures such as cylinder-wall protecting, in the process of concrete perfusion and proposition casing, mud or water easily enter the joint portion of pile body and complex carrier, influence stake end joint portion quality causes the settling amount of stake excessive.
Summary of the invention
The present invention proposes in order to solve the above problems, purpose is to provide a kind of job practices of concrete pile, pile body adopts pile for prestressed pipe, in the mesopore of pile tube, directly carry out operations such as filler is compacted, concrete perfusion, when effectively forming complex carrier, can positively guarantee stake end joint portion quality, improve the qualification rate of stake, reduce the settling amount of stake.
To achieve these goals, the job practices of concrete pile of the present invention comprises the steps:
1), select better foundation soil as bearing course at pile end according to geology prospecting report and building upper load;
2) place, predetermined stake position in ground is sink to the design elevation place by power set with pile for prestressed pipe;
3) mesopore by above-mentioned pile for prestressed pipe, insert prose style free from parallelism inserts to stake pipe bottom on one side, pass through hammer ram on one side, the above-mentioned prose style free from parallelism inserts of inserting is tamped, carry out this filling and compacting operation repeatedly, to above-mentioned stake pipe bottom, promptly the certain depth of stake end below and the foundation soil body of scope carry out closely knit reinforcing, satisfy the compacted soil body of the optimum of necessary requirement until formation;
4) mesopore by above-mentioned pile for prestressed pipe is filled the low flow regime concrete of scheduled volume to stake pipe bottom, and by above-mentioned hammer ram, with little energy, low distance goes out stake pipe bottom with above-mentioned low flow regime concrete is squeezed gently;
5) mesopore by above-mentioned pile for prestressed pipe, descending reinforcing cage in the stake pipe;
6) by the mesopore of above-mentioned pile for prestressed pipe, concrete perfusion in the stake pipe carries out vibration compacting to concrete, finishes the pile body construction.
Best, in the job practices of above-mentioned concrete pile, above-mentioned steps 1) in better foundation soil be meant the intensity and the deformation requirements that can satisfy upper load, can reinforce compacted soil layer simultaneously.
Best, in the job practices of above-mentioned concrete pile, above-mentioned steps 2) mode that sinks to of pile for prestressed pipe is that mode by static pressure, hammering and vibration realizes in.
Best, in the job practices of above-mentioned concrete pile, above-mentioned steps 2) in the bottom of pile for prestressed pipe precast pile tip is set in.
Best, in the job practices of above-mentioned concrete pile, above-mentioned steps 3) the compacted soil body that satisfies the optimum of necessary requirement in is meant and meets following condition a), require to meet not protuberance of foundation surface simultaneously, promptly the established compacted soil body of adjacent studs is not impacted, thereby form by the prose style free from parallelism inserts of tamping, the compacted soil body and the complex carrier that influences soil body formation at the stake end, obtain the maximum diffusion area Ae of stake end thus, to obtain maximum supporting capacity; The final filling compacting degree that this condition a) refers to above-mentioned inserts is hit total injection amount control by three, promptly under situation about not feeding intake, heavy and the distance that falls with predetermined hammer, the empty continuously three injection amounts of hitting of making a call to of test hammer ram, wherein previous injection amount greater than after once injection amount, promptly second hit the empty injection amount of beating and hit the empty injection amount of beating less than first, the 3rd hits sky beats the injection amount and hits sky less than second and beat the injection amount, and above-mentioned three hit total injection amount should be less than three design loads of hitting the injection amount.
Best, in the job practices of above-mentioned concrete pile, above-mentioned steps 3) carries out this filling repeatedly in and the compacting operation is what to carry out in the mesopore of pile for prestressed pipe.
Best, in the job practices of above-mentioned concrete pile, above-mentioned steps 3) prose style free from parallelism inserts refers to mashed watt of brickbat, harsh concrete, various discarded aggregates, cobble, slag, or the compound of mentioned component in.
The characteristics and the advantage of the concrete pile that forms by above method are:
1. pile quality is reliable.Owing to adopted pile for prestressed pipe to make pile body, in pile body, establish reinforcing cage and concrete perfusion again, its pile quality improves greatly than general cast-in-situ concrete pile body.
2. stake end joint portion quality improves.Owing in the mesopore of pile for prestressed pipe, directly carry out operations such as filler rammer-enlarged compaction and descending reinforcing cage, perfusion pile concrete, avoided mud or water to enter the possibility of the joint portion of pile body and complex carrier, improve stake end joint portion quality greatly, upper load more effectively is directly delivered to complex carrier, significantly reduces the settling amount of stake.
3. Zhuan bearing capacity height.Stake such as general relatively pile for prestressed pipe, tube-sinking cast-in-situ pile, static pressed pile shape, owing to form effective complex carrier at the stake end, significantly improve the bearing capacity of stake, stake end complex carrier can be located at soil layer relatively preferably such as silty clay, silt, sand simultaneously, therefore can shorten the length of stake.
Description of drawings
Fig. 1 is as the process chart of the job practices of the concrete pile of one embodiment of the present of invention.
The specific embodiment
As the job practices of the concrete pile of one embodiment of the present of invention, it comprises the steps, at first, as shown in Figure 1a, place, predetermined stake position in ground is provided with precast pile tip in the bottom of pile for prestressed pipe 1, by power set pile for prestressed pipe 1 is sink to the design elevation place; Then, shown in Fig. 1 b, precast pile tip is hit pile for prestressed pipe 1 certain distance by hammer ram 2; Then, shown in Fig. 1 c, in the mesopore of above-mentioned pile for prestressed pipe 1, insert prose style free from parallelism inserts 3 on one side, on one side by hammer ram 2, the prose style free from parallelism inserts of inserting 3 is tamped, carried out this filling and compacting operation repeatedly, above-mentioned pile for prestressed pipe 1 bottom, promptly the foundation soil body of certain depth, scope and volume carries out closely knit reinforcing under the stake end, satisfies the supporting body of necessary requirement until formation; This supporting body is by the prose style free from parallelism inserts 3 of compacting, and the compacted the soil body 4 and influence soil body 5 formations is shown in Fig. 1 d; Then, shown in Fig. 1 e, by the mesopore of above-mentioned pile for prestressed pipe 1, fill the low flow regime concrete 6 of scheduled volume to stake pipe bottom, by above-mentioned hammer ram, with little energy, low distance goes out stake pipe bottom with above-mentioned low flow regime concrete 6 is squeezed gently; Then, shown in Fig. 1 f, by the mesopore of above-mentioned pile for prestressed pipe 1, descending reinforcing cage 7 in the stake pipe, and afterwards, shown in Fig. 1 g, by the mesopore of above-mentioned pile for prestressed pipe, concrete perfusion 8 in the stake pipe, and concrete eight is carried out vibration compacting, finish the pile body construction.
Claims (7)
1. the job practices of a concrete pile, this method comprises the steps:
1), select better foundation soil as bearing course at pile end according to geology prospecting report and building upper load;
2) place, predetermined stake position in ground is sink to the design elevation place by power set with pile for prestressed pipe;
3) mesopore by above-mentioned pile for prestressed pipe, insert prose style free from parallelism inserts to stake pipe bottom on one side, pass through hammer ram on one side, the above-mentioned prose style free from parallelism inserts of inserting is tamped, carry out this filling and compacting operation repeatedly, to above-mentioned stake pipe bottom, promptly the certain depth of stake end below and the foundation soil body of scope carry out closely knit reinforcing, satisfy the compacted soil body of the optimum of necessary requirement until formation;
4) mesopore by above-mentioned pile for prestressed pipe is filled the low flow regime concrete of scheduled volume to stake pipe bottom, and by above-mentioned hammer ram, with little energy, low distance goes out stake pipe bottom with above-mentioned low flow regime concrete is squeezed gently;
5) mesopore by above-mentioned pile for prestressed pipe, descending reinforcing cage in the stake pipe;
6) by the mesopore of above-mentioned pile for prestressed pipe, concrete perfusion in the stake pipe carries out vibration compacting to concrete, finishes the pile body construction.
2. the job practices of concrete pile according to claim 1 is characterized in that above-mentioned steps 1) in, better foundation soil is meant the intensity and the deformation requirements that can satisfy upper load, can reinforce compacted soil layer simultaneously.
3. the job practices of concrete pile according to claim 1 is characterized in that above-mentioned steps 2) in, the mode that sinks to of above-mentioned pile for prestressed pipe is that the mode by static pressure, hammering and vibration realizes.
4. the job practices of concrete pile according to claim 1 is characterized in that above-mentioned steps 2) in, in the bottom of above-mentioned pile for prestressed pipe precast pile tip is set.
5. job practices according to claim 1, it is characterized in that above-mentioned steps 3) in, the above-mentioned compacted soil body that satisfies the optimum of necessary requirement is meant and meets following condition a), require to meet not protuberance of foundation surface simultaneously, promptly the established compacted soil body of adjacent studs is not impacted, thereby form by the prose style free from parallelism inserts of tamping, the compacted soil body and the complex carrier that influences soil body formation at the stake end, obtain the maximum diffusion area Ae of stake end thus, to obtain maximum supporting capacity; The final filling compacting degree that this condition a) refers to above-mentioned inserts is hit total injection amount control by three, promptly under situation about not feeding intake, heavy and the distance that falls with predetermined hammer, the empty continuously three injection amounts of hitting of making a call to of test hammer ram, wherein previous injection amount greater than after once injection amount, promptly second hit the empty injection amount of beating and hit the empty injection amount of beating less than first, the 3rd hits sky beats the injection amount and hits sky less than second and beat the injection amount, and above-mentioned three hit total injection amount should be less than three design loads of hitting the injection amount.
6. job practices according to claim 1 is characterized in that above-mentioned steps 3) in, above-mentionedly carry out this filling repeatedly and compacting operation is what to carry out in the mesopore of pile for prestressed pipe.
7. job practices according to claim 1 is characterized in that above-mentioned steps 3) in, above-mentioned prose style free from parallelism inserts refers to mashed watt of brickbat, harsh concrete, various discarded aggregates, cobble, slag, or the compound of mentioned component.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2004101027116A CN100375820C (en) | 2004-12-28 | 2004-12-28 | Construction method for concrete pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2004101027116A CN100375820C (en) | 2004-12-28 | 2004-12-28 | Construction method for concrete pile |
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| CN1621626A CN1621626A (en) | 2005-06-01 |
| CN100375820C true CN100375820C (en) | 2008-03-19 |
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| CNB2004101027116A Active CN100375820C (en) | 2004-12-28 | 2004-12-28 | Construction method for concrete pile |
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Families Citing this family (17)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103046529A (en) * | 2012-12-31 | 2013-04-17 | 中国建筑西南勘察设计研究院有限公司 | Rammed hard plain concrete pile composite foundation |
| CN104404958A (en) * | 2014-11-20 | 2015-03-11 | 上海智岛建筑科技有限公司 | Construction method for precast hollow pedestal piles |
| CN104727309A (en) * | 2015-02-02 | 2015-06-24 | 中国电力工程顾问集团中南电力设计院有限公司 | Construction technology of squeeze-in expanded-base pipe pile |
| CN104988896B (en) * | 2015-05-13 | 2017-01-25 | 刘闯 | Minitype friction short tubular pile composite foundation structure and constructing method thereof |
| CN105040692B (en) * | 2015-06-27 | 2018-01-19 | 王继忠 | A kind of construction method of precast concrete pile body carrier pile |
| CN105821836B (en) * | 2016-02-18 | 2017-08-04 | 王继忠 | A kind of construction method of carrier pile |
| CN105714773B (en) * | 2016-03-01 | 2017-11-28 | 江苏东合南岩土科技股份有限公司 | A kind of method for processing foundation |
| CN105926595A (en) * | 2016-04-21 | 2016-09-07 | 化学工业岩土工程有限公司 | Construction method for rammed and reamed pre-stressed hollow pipe pile |
| CN106812149A (en) * | 2017-03-03 | 2017-06-09 | 王继忠 | A kind of construction method of pile foundation |
| CN106884429B (en) * | 2017-04-10 | 2019-12-17 | 浙江省现代建筑设计研究院有限公司 | Precast pile construction method |
| CN111549767A (en) * | 2020-05-27 | 2020-08-18 | 刘清洁 | Construction method for improving bearing capacity of concrete cast-in-place pile |
| CN112144522A (en) * | 2020-10-20 | 2020-12-29 | 王继忠 | Construction method of prestressed pipe pile and special prestressed pipe pile thereof |
| CN112854177A (en) * | 2021-01-14 | 2021-05-28 | 中国铁建港航局集团有限公司 | Sea-facies mud layer reinforcing treatment method |
| CN113083129A (en) * | 2021-05-07 | 2021-07-09 | 马鞍山市北益环保科技有限责任公司 | Filling device for producing multilayer composite rock wool board and filling method thereof |
| CN113235636A (en) * | 2021-05-22 | 2021-08-10 | 宁波市明森建筑设计院有限公司 | High-strength soft soil stratum pile foundation |
| CN115305912A (en) * | 2022-02-14 | 2022-11-08 | 高云飞 | Tubular pile grouting, tamping and vibrating bottom expanding construction method |
| CN116220006B (en) * | 2023-03-07 | 2024-09-17 | 广州市市政工程试验检测有限公司 | Post Zhang Huan bonding prestress combined rammed pile and construction method thereof |
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| GB2261456A (en) * | 1991-11-12 | 1993-05-19 | Bing Wing Choy | A shoe for a concrete pile |
| CN1104280A (en) * | 1993-10-19 | 1995-06-28 | 俞晓 | Pre-poured composite tube pile and pile-making technology and apparatus thereof |
| CN1191257A (en) * | 1998-03-20 | 1998-08-26 | 王继忠 | Method for construction of concrete pile |
| CN1354307A (en) * | 2001-12-28 | 2002-06-19 | 王继忠 | Construction method of concrete pile |
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2004
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Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB2261456A (en) * | 1991-11-12 | 1993-05-19 | Bing Wing Choy | A shoe for a concrete pile |
| CN1104280A (en) * | 1993-10-19 | 1995-06-28 | 俞晓 | Pre-poured composite tube pile and pile-making technology and apparatus thereof |
| CN1191257A (en) * | 1998-03-20 | 1998-08-26 | 王继忠 | Method for construction of concrete pile |
| CN1354307A (en) * | 2001-12-28 | 2002-06-19 | 王继忠 | Construction method of concrete pile |
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Assignee: BEIJING PUISSANT GEOTECHNICAL ENGINEERING CO., LTD. Assignor: Wang Jizhong Contract record no.: 2011110000108 Denomination of invention: Concrete pile construction method Granted publication date: 20080319 License type: Exclusive License Open date: 20050601 Record date: 20110718 |