CN102677671B - Construction method of precast pile in thick-slag-stone-layer field - Google Patents
Construction method of precast pile in thick-slag-stone-layer field Download PDFInfo
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- CN102677671B CN102677671B CN201110063914.9A CN201110063914A CN102677671B CN 102677671 B CN102677671 B CN 102677671B CN 201110063914 A CN201110063914 A CN 201110063914A CN 102677671 B CN102677671 B CN 102677671B
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Abstract
The invention relates to the technical field of the industrial and civil buildings, in particular to a construction method of precast pile in thick-slag-stone-layer field. The method comprises steps of: (1) digging and removing all slag above the reference height of the bottom of a pile cap; (2) when the thickness of the slag layer is not more than 5m, for situations of single pole and two poles, punching to the raw soil layer under the slag stone layer and then backfilling, for situations of three piles or more, digging and removing all remaining slag stones under a pile cap, removing the slag stones with large grain sizes, mixing the remained slag stones with small grain sizes with clay and backfilling the pit; when the thickness of the slag layer is more than 5m, digging and removing 2-3m remained slag under the pile cap, removing the slag stones with large grain sizes, mixing the remained slag stones with small grain sizes with clay and backfilling the pit; punching to the raw soil layer under the slag stone layer and backfilling; and (3) if a large stone with one end in the hole and the other end outside the hole is found, re-punching and backfilling to ensure that no large stone exists, and then sinking the precast pile in place. The method is unlimited by soil layers of the fields and underground water level, and is suitable for various slag stone layer fields.
Description
Technical field
The invention belongs to industry and civilian construction technical field, be specially a kind of thick slag layer place construction of prefabricated piles method.
Background technology
Preformed pile is pile for prestressed pipe particularly, because its fatigue strength is high, bearing capacity is high, advantage, the extensive use in general industry and civil building engineering such as economy, speed of application is fast.At present, when domestic beach nuclear power plant four-way one is flat, the slag stone throwing of cutting into a mountain forms backfill place on the beach, and on such place, preformed pile cannot pass through, and is once thought in the industry the forbidden zone that preformed pile uses.Adopt traditional Punching Borehole Cast-in-place Concrete Pile, the construction period is long, difficult quality control, and infrastructure investment ratio is high.
Summary of the invention
The object of the invention is to provide a kind of thick slag layer place construction of prefabricated piles method, cannot solve to overcome conventional method the shortcoming that uses preformed pile in thick slag layer place.
Technical scheme of the present invention is: a kind of thick slag layer place construction of prefabricated piles method, and step is as follows successively:
(1) above absolute altitude at the bottom of cushion cap slag stone is all excavated;
(2) a. is in the time that slag stone layer thickness is less than or equal to 5 meters, for single pile, two pile cap situation redirect execution steps (3);
B. in the time that slag stone layer thickness is less than or equal to 5 meters, for more than three and three cushion cap situation: all excavate remaining slag stone in a lower cushion cap in-scope, reject the larger slag stone of particle diameter, to remain small particle diameter slag stone mixes with clay, composite soil stone is backfilling in hole, then redirect execution step (5);
C. in the time that slag stone layer thickness is greater than 5 meters, lower cushion cap in-scope residue slag stone is excavated to 2-3m, reject the larger slag stone of particle diameter, will remain small particle diameter slag stone and mix with clay, composite soil stone is backfilling in hole;
(3) punching is to original state soil layer under slag stone layer, mud off, and wherein drilling diameter is larger than stake diameter;
(4) after punching, leave standstill a period of time, the rubble, sand, the mud that allow punching form are bottomed; The thick stone of backfill 3m in hole, the evenly backfill of identical absolute altitude layer, if now:
A. backfill stone end face has exceeded mud face, and clay and stone are alternately backfilled to aperture, but must backfill stone within the scope of the 2m-3m of aperture and ensure closely knit;
B. backfill stone end face, lower than mud face, leaves standstill a period of time, the then thick stone of backfill 3m, then carry out backfill according to step a;
(5) in slag stone layer thickness, can first use the steel pipe pile inspecting hole of same diameter, as found probe stone, the stone exposing heavily again in the hole of made backfill, punching again, backfill, guarantees in the made hole of nothing probe Shi Hou, preformed pile pile sinking to be put in place.
In described step (5), pile sinking need carry out after the whole punching backfills in adjacent studs position complete.
In described step (2), the larger slag stone particle diameter of particle diameter is greater than 150mm.
In described step (2), small particle diameter slag stone mixes with clay for 1: 1 by volume.
After composite soil stone being backfilling in described step (2) in hole, compactness coefficient should meet and is more than or equal to 0.9; Backfill stone compactness coefficient should meet and is more than or equal to 0.9 in described step (4).
In described step (3), drilling diameter is than the large 300-400mm of stake diameter, and pore-forming perpendicularity deviation is pressed Pile Foundation Code and carried out.
In described step (4) mesopore, the particle diameter of the thick stone of backfill 3m is less than or equal to 31.5mm.
Can blending drystone powder or flyash in the stone that backfill 3m is thick in described step (4) mesopore, account for the 1/5-1/6 of cumulative volume.
Described step (4) medium clay soil and stone are alternately backfilled to aperture according to Thickness Ratio 1m: 3m.
The obtained beneficial effect of the present invention is:
By construction, test and the detection of two engineerings of gulf, field nuclear power station, the pile quality after construction of prefabricated piles, bearing capacity of single pile meet design and code requirement.
(1) compared with traditional Punching Borehole Cast-in-place Concrete Pile using on this type of place, construction of prefabricated piles steady quality, saves engineering cost more than 60%, and the reduction of erection time is more than 1/3.
(2) the method is not subject to the restriction of site soil layers, groundwater table etc., and all applicable on all kinds of slag stone layers place, device therefor is ripe common equipment, practical, has larger promotional value.
Brief description of the drawings
Fig. 1 is a kind of thick slag layer of the present invention place construction of prefabricated piles method flow diagram.
Detailed description of the invention
Below in conjunction with drawings and the specific embodiments, the present invention is described in further detail.
As shown in Figure 1, a kind of thick slag layer of the present invention place construction of prefabricated piles method, step is as follows successively:
(1) above absolute altitude at the bottom of cushion cap slag stone is all excavated, absolute altitude represents the vertical height of a certain position of building with respect to datum, is vertical basis on location, at the bottom of datum is cushion cap herein;
(2) a. is in the time that slag stone layer thickness (comprising the slag stone that in step (1), at the bottom of cushion cap, absolute altitude has been excavated above) is less than or equal to 5 meters, for single pile, two pile cap situation redirect execution steps (3);
B. in the time that slag stone layer thickness is less than or equal to 5 meters, for more than three and three cushion cap situation: all excavate remaining slag stone in a lower cushion cap in-scope, rejecting particle diameter is greater than the slag stone of 150mm, to remain small particle diameter slag stone mixes with clay for 1: 1 by volume, composite soil stone is backfilling in hole, compactness coefficient is satisfied is more than or equal to 0.9, then redirect execution step (5);
C. in the time that slag stone layer thickness is greater than 5 meters, in a lower cushion cap in-scope, according to conventional digging machine equipment performance, residue slag stone is excavated to 2-3m, rejecting particle diameter is greater than the slag stone of 150mm, to remain small particle diameter slag stone and within 1: 1 by volume, mix with clay, composite soil stone is backfilling in hole, compactness coefficient is satisfied is more than or equal to 0.9;
(3) adopt punching apparatus punching to original state soil layer under slag stone layer, mud off, wherein drilling diameter is advisable than the large 300-400mm of stake diameter, and pore-forming perpendicularity deviation press Pile Foundation Code execution;
(4) after punching, leave standstill 4 hours, the rubble, sand, the mud that allow punching form are bottomed; In hole, the thick particle diameter of the about 3m of backfill is less than or equal to the stone of 31.5mm, can blending drystone powder or flyash, account for 1/5 of cumulative volume---and 1/6, the evenly backfill of identical absolute altitude layer, if now:
A. backfill stone end face has exceeded mud face, according to clay: stone Thickness Ratio 1m: 3m is alternately backfilled to aperture, but must backfill stone within the scope of the 2-3m of aperture and ensure closely knitly, compactness coefficient meets and is more than or equal to 0.9;
B. backfill stone end face, lower than mud face, leaves standstill 3 hours, then backfill 3m stone, then carry out backfill according to step a;
(5) in made hole, adopt static pressure equipment pile sinking, so that control pile sinking verticality.
In slag stone layer thickness, may exist piece stone to push through mutual in punch process, in the hole of made backfill, form probe stone, the stone exposing heavily again in the hole of made backfill, cause in preformed pile piling process and cannot pass through, therefore can first use the steel pipe pile inspecting hole of same diameter, as found probe stone, punching again, backfill, guarantees without preformed pile pile sinking being put in place after probe stone again.In pile driving process, need to ensure adjacent studs position all punching backfill complete, avoid the impact on adjacent existing pile tube in punch process.
Claims (9)
1. a thick slag layer place construction of prefabricated piles method, is characterized in that: step is as follows successively:
(1) above absolute altitude at the bottom of cushion cap slag stone is all excavated;
(2) a. is in the time that slag stone layer thickness is less than or equal to 5 meters, for single pile, two pile cap situation redirect execution steps (3);
B. in the time that slag stone layer thickness is less than or equal to 5 meters, for more than three and three cushion cap situation: all excavate remaining slag stone in a lower cushion cap in-scope, reject the larger slag stone of particle diameter, to remain small particle diameter slag stone mixes with clay, composite soil stone is backfilling in hole, then redirect execution step (5);
C. in the time that slag stone layer thickness is greater than 5 meters, excavate 2-3m by remaining slag stone in a lower cushion cap in-scope, reject the larger slag stone of particle diameter, will remain small particle diameter slag stone and mix with clay, composite soil stone is backfilling in hole;
(3) punching is to original state soil layer under slag stone layer, mud off, and wherein drilling diameter is larger than stake diameter;
(4) after punching, leave standstill a period of time, the rubble, sand, the mud that allow punching form are bottomed; The thick stone of backfill 3m in hole, the evenly backfill of identical absolute altitude layer, if now:
A. backfill stone end face has exceeded mud face, and clay and stone are alternately backfilled to aperture, but must backfill stone within the scope of the 2m-3m of aperture and ensure closely knit;
B. backfill stone end face, lower than mud face, leaves standstill a period of time, the then thick stone of backfill 3m, then carry out backfill according to step a;
(5) in slag stone layer thickness, can first use the steel pipe pile inspecting hole of same diameter, as found probe stone, the stone exposing heavily again in the hole of made backfill, punching again, backfill, guarantees in the made hole of nothing probe Shi Hou, preformed pile pile sinking to be put in place.
2. a kind of thick slag layer according to claim 1 place construction of prefabricated piles method, is characterized in that: in described step (5), pile sinking need carry out after the whole punching backfills in adjacent studs position complete.
3. a kind of thick slag layer according to claim 1 place construction of prefabricated piles method, is characterized in that: in described step (2), the larger slag stone particle diameter of particle diameter is greater than 150mm.
4. a kind of thick slag layer according to claim 1 place construction of prefabricated piles method, is characterized in that: in described step (2) small particle diameter slag stone and clay by volume 1:1 mix.
5. a kind of thick slag layer according to claim 1 place construction of prefabricated piles method, is characterized in that: after composite soil stone being backfilling in described step (2) in hole, compactness coefficient should meet and is more than or equal to 0.9; Backfill stone compactness coefficient should meet and is more than or equal to 0.9 in described step (4).
6. a kind of thick slag layer according to claim 1 place construction of prefabricated piles method, is characterized in that: in described step (3), drilling diameter is than the large 300-400mm of stake diameter, and pore-forming perpendicularity deviation is pressed Pile Foundation Code and carried out.
7. a kind of thick slag layer according to claim 1 place construction of prefabricated piles method, is characterized in that: in described step (4) mesopore, the particle diameter of the thick stone of backfill 3m is less than or equal to 31.5mm.
8. a kind of thick slag layer according to claim 1 place construction of prefabricated piles method, is characterized in that: blending drystone powder or flyash in the stone that in described step (4) mesopore, backfill 3m is thick, account for 1/6-1/5 of cumulative volume.
9. a kind of thick slag layer according to claim 1 place construction of prefabricated piles method, is characterized in that: described step (4) medium clay soil and stone are alternately backfilled to aperture according to Thickness Ratio 1m:3m.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110063914.9A CN102677671B (en) | 2011-03-17 | 2011-03-17 | Construction method of precast pile in thick-slag-stone-layer field |
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| CN201110063914.9A CN102677671B (en) | 2011-03-17 | 2011-03-17 | Construction method of precast pile in thick-slag-stone-layer field |
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| CN102677671A CN102677671A (en) | 2012-09-19 |
| CN102677671B true CN102677671B (en) | 2014-08-27 |
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Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108612102A (en) * | 2018-04-27 | 2018-10-02 | 中国二十冶集团有限公司 | A kind of synthesis pile sinking process penetrating geology hard formation |
| CN109797748A (en) * | 2018-12-26 | 2019-05-24 | 中国二十冶集团有限公司 | A kind of PHC pipe pile construction method of deep jackstone soil layer |
| CN113832958B (en) * | 2021-09-08 | 2023-04-18 | 中交二公局第三工程有限公司 | Anti-slide pile construction method with mechanical cooperation with manual excavation |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1058819A (en) * | 1991-05-13 | 1992-02-19 | 宁波市第二建筑工程公司 | Drilling pile method construction technology |
| EP0519575A1 (en) * | 1991-06-20 | 1992-12-23 | Colijn Beheer B.V. | Method of making a foundation pile |
| KR100841735B1 (en) * | 2007-03-15 | 2008-06-27 | 무성토건 주식회사 | Precast pile foundation method of construction |
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2011
- 2011-03-17 CN CN201110063914.9A patent/CN102677671B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1058819A (en) * | 1991-05-13 | 1992-02-19 | 宁波市第二建筑工程公司 | Drilling pile method construction technology |
| EP0519575A1 (en) * | 1991-06-20 | 1992-12-23 | Colijn Beheer B.V. | Method of making a foundation pile |
| KR100841735B1 (en) * | 2007-03-15 | 2008-06-27 | 무성토건 주식회사 | Precast pile foundation method of construction |
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