CN101597899A - The method for filling of underwater drilling castinplace pile - Google Patents
The method for filling of underwater drilling castinplace pile Download PDFInfo
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- CN101597899A CN101597899A CNA2009103043972A CN200910304397A CN101597899A CN 101597899 A CN101597899 A CN 101597899A CN A2009103043972 A CNA2009103043972 A CN A2009103043972A CN 200910304397 A CN200910304397 A CN 200910304397A CN 101597899 A CN101597899 A CN 101597899A
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Abstract
The invention discloses a kind of method for filling of underwater drilling castinplace pile, may further comprise the steps: (one) is following warping concrete conduit in the stake hole; (2) clear hole; (3) first watering frost-resistant concrete; (4) finish the frost-resistant concrete first watering after, keep to irritate the concrete pipe at the bottom of open height constant, pour into non-frost-resistant concrete; (5) treat that frost-resistant concrete is by the fluctuation of water table district of jacking to castinplace pile, upwards pull out irritate the concrete pipe make irritate the concrete pipe at the bottom of mouth be higher than by the frost-resistant concrete bottom surface of jacking, pour into frost-resistant concrete once more, till frost-resistant concrete end face absolute altitude reaches a design stake top mark height and adds the surplus height.The bored pile pile concrete perfusion that the present invention will endure cold regional is divided into two sections; section adopts non-frost-resistant concrete to substitute frost-resistant concrete under water, and not only compliant has also been saved resource about freeze proof requirement; help protecting environment, meet the principles and policies of national energy-saving and emission-reduction.
Description
Technical field
The present invention relates to a kind of marine traffic engineering pile foundation basis, particularly a kind of method for filling of underwater drilling castinplace pile.
Background technology
" marine traffic engineering Standard for quality control of concrete " (JTJ269-96) is divided into briny environment building concrete position atmospheric region (design high-water adds more than the 1.5m), wave and spatters district's (design high-water adds 1.5m and subtracts between the 1.0m to design high-water), fluctuation of water table district (design high-water subtracts 1.0m and subtracts between the 1.0m to designing low water stage) and district (the design low water stage subtracts below the 1.0m) under water.Fresh water environment building concrete position is divided into district waterborne (more than the design high-water), fluctuation of water table district (district waterborne and under water between the district), district (the design low water stage is following) under water.The building location is divided into the area of seriously enduring cold (monthly mean temperature was lower than-8 ℃ in the coldest month), the area of enduring cold (monthly mean temperature was between-4～-8 ℃ in the coldest month), little frozen ground district (monthly mean temperature was between 0～-4 ℃ in the coldest month) and idol is frozen, tabetisol district (monthly mean temperature was higher than 0 ℃ in the coldest month).
Be in the area of seriously enduring cold, endure cold area and the concrete of building in the fluctuation of water table district in little frozen ground district need freeze proof class requirement, do not have freeze proof class requirement substantially for district under water.For enduring cold or there is district under water in the bored pile of little frozen ground district's fresh water or briny environment, the fluctuation of water table district, district waterborne, distinguish concrete under water and do not need freeze proof requirement, fluctuation of water table district concrete needs freeze proof requirement, this just causes the part section that had both had freeze proof requirement for same bored pile, the section that has non-freeze proof requirement again, substantially all this castinplace pile is poured into whole frost-resistant concretes in the engineering, this way has been wasted resource (two kinds of unit volume concrete that strength mark is identical, the frost-resistant concrete cement consumption is higher by 10%～20% than non-frost-resistant concrete cement consumption, and need to add air entraining agent in the frost-resistant concrete), do not meet the policy of national energy-saving and emission-reduction.How could both satisfy the requirement of bored pile concrete antifreezing, economize on resources again (being that the freeze proof section of bored pile adopts frost-resistant concrete, non-freeze proof section to adopt non-frost-resistant concrete) becomes the current technical barrier that presses for solution.
Summary of the invention
The present invention provides a kind of method for filling of underwater drilling castinplace pile for solving the technical problem that exists in the known technology, and this method for filling has not only guaranteed the freeze proof requirement of bored pile but also saved resource.
The technical scheme that the present invention takes for the technical problem that exists in the solution known technology is: a kind of method for filling of underwater drilling castinplace pile may further comprise the steps: (one) is following warping concrete conduit in the stake hole; (2) clear hole makes sediment thickness compliant regulation and designing requirement at the bottom of mud balance and the hole; (3) first watering frost-resistant concrete, groundwater increment Q
1=π R
2(h+a), R wherein: the bored pile radius, a: irritate at the bottom of the concrete pipe mouth with at the bottom of the hole, hole between distance; H: first watering frost-resistant concrete pipe laying depth, 1.5m＜h＜3.0m; (4) finish the frost-resistant concrete first watering after, keep to irritate the concrete pipe at the bottom of open height constant, pour into non-frost-resistant concrete, non-frost-resistant concrete jacking frost-resistant concrete; When treating that the concrete pipe laying depth reaches the regulation and stipulation value, extract and unload the filling concrete pipe of certain-length, mouth is lower than by the frost-resistant concrete bottom surface of jacking at the bottom of keeping irritating the concrete pipe, continues to pour into non-frost-resistant concrete; (5) treat that frost-resistant concrete is by the fluctuation of water table district of jacking to castinplace pile, upwards pull out irritate the concrete pipe make irritate the concrete pipe at the bottom of mouth be higher than by the frost-resistant concrete bottom surface of jacking, pour into frost-resistant concrete once more, till frost-resistant concrete end face absolute altitude reaches a design stake top mark height and adds the surplus height.
The present invention can also adopt following technical measures:
The method for filling of above-mentioned underwater drilling castinplace pile is characterized in: the first watering frost-resistant concrete pipe laying depth h=2.0m in the described step (three).
Advantage and good effect that the present invention has are: the bored pile pile concrete in the area of enduring cold is divided into two sections, and one is section under water, and another is fluctuation of water table district and trivial section waterborne.Section does not have freeze proof requirement under water, and adopting non-frost-resistant concrete is ordinary concrete; And fluctuation of water table district and trivial section waterborne have freeze proof requirement, therefore adopt frost-resistant concrete at this section.For two kinds of unit volume concrete that strength mark is identical, the frost-resistant concrete cement consumption is higher than non-frost-resistant concrete cement consumption 10%～20%, and frost-resistant concrete need add air entraining agent.Frost-resistant concrete consumes cement and air entraining agent than non-frost-resistant concrete more.Bored pile section under water is the main section of bored pile pile body; this section occupies the major part of pile body; this section adopts non-frost-resistant concrete to substitute frost-resistant concrete; not only compliant is about the requirement of concrete antifreezing; also saved ample resources; protect environment, met the principles and policies of national energy-saving and emission-reduction.
Description of drawings
Fig. 1 is the invention process step (threes') a elevation;
Fig. 2 is the invention process step (fours') a elevation;
Fig. 3 is the invention process step (fives') a elevation;
Fig. 4 is the elevation that the invention process step (three), (four), (five) reach final effect afterwards.
Among the figure: 1, hole for grout pile, 2, irritate the concrete pipe, 3, at the bottom of the grout pile, 4, first watering frost-resistant concrete, 4-1, the first watering frost-resistant concrete at the retention stake end, the frost-resistant concrete of 4-2, jacking, 5, non-frost-resistant concrete, 6, the frost-resistant concrete that pours into once more, 7, the frost-resistant concrete end face, 8, design high-water, 9, the design low water stage, a: irritate at the bottom of the concrete pipe mouth with at the bottom of the hole, hole between distance, h: first watering frost-resistant concrete pipe laying depth, SX: distinguish SB: fluctuation of water table district, SS: district waterborne under water.
The specific embodiment
For further understanding summary of the invention of the present invention, characteristics and effect, exemplify following examples now, and conjunction with figs. is described in detail as follows:
General bored pile construction is in proper order: boring → once clear hole, absolute altitude reaches designing requirement → transfer reinforcing cage → clear hole of following warping concrete conduit → secondary, sediment thickness compliant regulation and designing requirement → fluid concrete at the bottom of mud balance and the hole at the bottom of the hole.
Drill-pouring pile concrete pile principle: adopt the catheterized reperfusion concrete, concrete pours into from irritating concrete pipe top mouth, flow out from end mouth, a concrete part that pours into first is deposited in the castinplace pile bottom, mouth is to the interior concrete of stake bottom scope volume at the bottom of promptly irritating the concrete pipe, another part is the concrete in the pipe laying depth scope, promptly irritates the concrete to the top of concrete scope of jacking of mouth at the bottom of the concrete pipe.Flow out the concrete rising that concrete pipe Di Kou top is irritated in continuous jacking from irritating the concrete pipe top mouthful concrete that pours into from end mouth, discharge mud and finally form concrete pile.
(JTJ248-2001) stipulate and according to " port works castinplace pile design and construction tecnical regulations ", pour into smoothly, transfer that the distance of mouth and stake bottom, hole should be 0.3～0.5m at the bottom of the filling concrete pipe of finishing for guaranteeing the concrete that pours into first in conjunction with engineering experience.Concrete perfusion pipe laying depth (top of concrete is higher than the height of irritating mouth at the bottom of the concrete pipe) is greater than 1.0m first, therefore, first concrete placing quantity will reach and guarantee that the stake bottom is to the height (this part concrete is deposited in the castinplace pile bottom) of irritating mouth at the bottom of the concrete pipe and pipe laying depth (this part concrete is the jacking concrete) the summation volume quantity required of 1.3m～1.5m scope height inner concrete at least.Pipe laying depth is preferably 2.0～6.0m in the concrete spouting process, determines to extract to unload according to the concrete pipe laying depth in the filling process and irritates the concrete length of tube, guarantees that finally concrete top mark height is higher than more than the high 0.6m of design stake top mark.
For the bored pile of the area of seriously enduring cold, endure cold area or little frozen ground district's fresh water or briny environment, distinguishing concrete does not under water have freeze proof requirement, and fluctuation of water table district and wave spatter district's concrete freeze proof requirement.If all adopt non-frost-resistant concrete, then can not satisfy freeze proof requirement, the concrete pile durability is relatively poor, and had a strong impact on application life; If all adopt frost-resistant concrete, though satisfy freeze proof requirement, wasted resource, do not meet the policy of national energy-saving and emission-reduction.How could not only guarantee the quality requirement of bored pile concrete antifreezing but also economize on resources becomes a technical barrier, and freeze proof and non-frost-resistant concrete application process in same bored pile becomes the method that solves this technical barrier.
See also Fig. 1～Fig. 4, a kind of method for filling of underwater drilling castinplace pile:
After sediment thickness compliant regulation and the designing requirement, promptly mud balance is less than 1.20 at the bottom of hole for grout pile 1 secondary clear hole mud balance and the hole, and sediment thickness is less than 50mm at the bottom of the hole.If can not meet the demands simultaneously, take out clear water with water pump and inject at the bottom of the grout piles 3,3 sediments and fall to becoming silted up to having been dashed to float and pass through outside the mud outlet opening tap at the bottom of the grout pile by clear water by irritating concrete pipe 2.Continuous injection along with clear water, the mud balance that overflows in hole for grout pile 1 hole constantly descends, 3 sediment thickness also constantly reduces at the bottom of the grout pile, and after sediment thickness compliant regulation and the designing requirement, closing clearly, the hole water pump stops hole clearly at the bottom of mud balance and the hole.Adjust to irritate concrete pipe 2 highly make its end mouth with at the bottom of the hole, hole between apart from a be: 0.3～0.5m, with survey stick together measure and calculate determine to irritate mouth at the bottom of the concrete pipe at the bottom of the stake hole, hole apart from a (a=irritate at the bottom of concrete pipe top mouthful to the stake hole, hole between distance-fillings concrete pipe top mouth to irritating the distance between mouth at the bottom of the concrete pipe), calculating frost-resistant concrete first watering amount Q
1(Q
1=π R
2(h+a)), R: bored pile radius; A: irritate the distance at the bottom of the stake hole, hole of mouth at the bottom of the concrete pipe; H: first watering frost-resistant concrete pipe laying depth.
Definite method of first watering frost-resistant concrete pipe laying depth h:
Stipulate (JTJ248-2001) that according to " port works castinplace pile design and construction tecnical regulations " concrete perfusion should guarantee concrete pipe laying depth (top of concrete be higher than irritate open height at the bottom of the concrete pipe) greater than 1.0m first, i.e. h＞1.0m;
In the present invention, finish and require to irritate concrete pipe invariant position after the first watering amount of frost-resistant concrete and continue the non-frost-resistant concrete of perfusion, according to regulation and stipulation, requirement concrete pipe laying depth should not be greater than 6.0m, the common pipe laying depth of non-frost-resistant concrete that is the frost-resistant concrete of first watering and perfusion afterwards should not be greater than 6.0m, for guarantee in the concrete spouting process and extract unload first watering when irritating the concrete pipe frost-resistant concrete by non-frost-resistant concrete jacking, mouth is lower than by the frost-resistant concrete bottom surface of jacking at the bottom of must keeping irritating the concrete pipe, in the concrete spouting process, unload the length of irritating the concrete pipe at every turn and be preferably 2.0m～3.0m, therefore, first watering frost-resistant concrete pipe laying depth h＜6.0-3.0=3.0m, i.e. h＜3.0m.
In bored pile concrete spouting process, reach the fluctuation of water table district of castinplace pile when the frost-resistant concrete of jacking, upwards pull out and irritate the concrete pipe and make and irritate the frost-resistant concrete bottom surface that mouth at the bottom of the concrete pipe is higher than jacking, for preventing the fistulae phenomenon, guarantee the castinplace pile integrality, the concrete pipe laying depth should be greater than 1.5m, i.e. h＞1.5m;
According to 1., 2., 3. drawing 1.5m＜h＜3.0m, in conjunction with engineering experience, take all factors into consideration construction factor (concrete workability, drill-pouring pile length, secondary empty mud balance etc.) and certain safety factor is set, h=2.0m is best.
With h=2.0m is example:
First watering frost-resistant concrete 4, groundwater increment are Q
1(Q
1=π R
2(h+a)=π R
2H+ π R
2A), R: bored pile radius; A: irritate the distance at the bottom of the stake hole, hole of mouth at the bottom of the concrete pipe; H: first watering frost-resistant concrete pipe laying depth.π R
2A is the amount that is deposited in the frost-resistant concrete 4-1 of castinplace pile bottom, π R
2H is the amount of the frost-resistant concrete 42 of first watering jacking, sees also Fig. 1～2, and it is constant keep to irritate concrete pipe 2 height and positions, measures concrete top mark height with surveying to stick together, calculate concrete top mark height to irritate the distance h between mouth at the bottom of the concrete pipe ', then meet the requirements as if h ' 〉=2.0m; If h '＜2.0m then continues perfusion frost-resistant concrete Q
1', (Q
1'=π R
2* (2.0-h ')), the pipe laying depth with frost-resistant concrete behind the assurance first watering is 2.0m.
After finishing the first watering of frost-resistant concrete 4, keep filling concrete pipe 2 end open height constant, pour into non-frost-resistant concrete 5, see also Fig. 2, according to the principle of bored pile jacking pile, the frost-resistant concrete of first watering is by non-frost-resistant concrete 5 jackings.Sticking together with survey measures concrete top mark height, calculates the concrete pipe laying depth, if pipe laying depth reaches 6.0m, extracts and unload the filling concrete pipe of 2.0m～3.0m length.Continue to pour into non-frost-resistant concrete 5, determine to extract and unload and irritate the concrete length of tube according to the concrete pipe laying depth, but must guarantee the concrete pipe laying depth all the time greater than 2.0m, with the frost-resistant concrete 4-2 that guarantees the first watering jacking all the time by non-frost-resistant concrete 5 jackings.
Stick together with survey and to measure the top of concrete absolute altitude, the frost-resistant concrete for the treatment of jacking reaches the design low water stage 9 of castinplace pile and the fluctuation of water table district SB section between the design high-water 8, upwards pull out and irritate concrete pipe 2, filling concrete pipe 2 end mouth is higher than by the bottom surface of the frost-resistant concrete 4-2 of jacking, pour into frost-resistant concrete 6 once more, see also Fig. 3, till being higher than a design stake top mark height and adding the surplus height to frost-resistant concrete end face 7 absolute altitudes.So just having reached in fluctuation of water table district SB section and SS section in district waterborne is the concrete of freeze proof requirement, and distinguishing the SX section under water is non-frost-resistant concrete, sees also Fig. 4, has not only guaranteed freeze proof requirement but also saved resource.
Although in conjunction with the accompanying drawings the preferred embodiments of the present invention are described above; but the present invention is not limited to the above-mentioned specific embodiment; the above-mentioned specific embodiment only is schematic; be not restrictive; those of ordinary skill in the art is under enlightenment of the present invention; not breaking away under the scope situation that aim of the present invention and claim protect, can also make a lot of forms, these all belong within protection scope of the present invention.
Claims (2)
1. the method for filling of a underwater drilling castinplace pile is characterized in that, may further comprise the steps:
(1) warping concrete conduit under in the stake hole;
(2) clear hole makes sediment thickness compliant regulation and designing requirement at the bottom of mud balance and the hole;
(3) first watering frost-resistant concrete, groundwater increment Q
1=π R
2(h+a), R wherein: the bored pile radius, a: irritate at the bottom of the concrete pipe mouth with at the bottom of the hole, hole between distance; H: first watering frost-resistant concrete pipe laying depth, 1.5m＜h＜3.0m;
(4) finish the frost-resistant concrete first watering after, keep to irritate the concrete pipe at the bottom of open height constant, pour into non-frost-resistant concrete, non-frost-resistant concrete jacking frost-resistant concrete; When treating that the concrete pipe laying depth reaches the regulation and stipulation value, extract and unload the filling concrete pipe of certain-length, mouth is lower than by the frost-resistant concrete bottom surface of jacking at the bottom of keeping irritating the concrete pipe, continues to pour into non-frost-resistant concrete;
(5) treat that frost-resistant concrete is by the fluctuation of water table district of jacking to castinplace pile, upwards pull out irritate the concrete pipe make irritate the concrete pipe at the bottom of mouth be higher than by the frost-resistant concrete bottom surface of jacking, pour into frost-resistant concrete once more, till frost-resistant concrete end face absolute altitude reaches a design stake top mark height and adds the surplus height.
2. the method for filling of underwater drilling castinplace pile according to claim 1 is characterized in that, the first watering frost-resistant concrete pipe laying depth h=2.0m in the described step (three).
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102134852A (en) * | 2010-01-25 | 2011-07-27 | 宏利国际投资有限公司 | Concrete pouring device and method |
| CN102268871A (en) * | 2010-06-03 | 2011-12-07 | 中国建筑第七工程局有限公司 | Construction method of turnover platform for underwater pile foundation of bridge |
| CN102296612A (en) * | 2011-05-24 | 2011-12-28 | 天津二十冶建设有限公司 | Device and method for underwater pouring concrete in slurry retaining wall cast-in-situ bored pile |
| CN102995642A (en) * | 2012-12-26 | 2013-03-27 | 广西建工集团第三建筑工程有限责任公司 | Underwater concrete spouting laitance prevention water-proof device |
| CN106545016A (en) * | 2016-11-07 | 2017-03-29 | 中建三局集团有限公司 | Super-large diameter pressure bearing pile DLC underwater gliders method |
| CN107130593A (en) * | 2017-05-16 | 2017-09-05 | 浙江交通职业技术学院 | The preparation method of many strength grade concrete drilling bored concrete piles |
| CN110998031A (en) * | 2017-08-22 | 2020-04-10 | 国家放射性废物管理局 | Method and installation for concreting an underground location |
-
2009
- 2009-07-15 CN CNA2009103043972A patent/CN101597899A/en active Pending
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102134852A (en) * | 2010-01-25 | 2011-07-27 | 宏利国际投资有限公司 | Concrete pouring device and method |
| CN102268871A (en) * | 2010-06-03 | 2011-12-07 | 中国建筑第七工程局有限公司 | Construction method of turnover platform for underwater pile foundation of bridge |
| CN102268871B (en) * | 2010-06-03 | 2013-06-05 | 中国建筑第七工程局有限公司 | Construction method of turnover platform for underwater pile foundation of bridge |
| CN102296612A (en) * | 2011-05-24 | 2011-12-28 | 天津二十冶建设有限公司 | Device and method for underwater pouring concrete in slurry retaining wall cast-in-situ bored pile |
| CN102995642A (en) * | 2012-12-26 | 2013-03-27 | 广西建工集团第三建筑工程有限责任公司 | Underwater concrete spouting laitance prevention water-proof device |
| CN106545016A (en) * | 2016-11-07 | 2017-03-29 | 中建三局集团有限公司 | Super-large diameter pressure bearing pile DLC underwater gliders method |
| CN106545016B (en) * | 2016-11-07 | 2018-09-11 | 中建三局集团有限公司 | Super-large diameter pressure bearing pile double duct underwater gliders method |
| CN107130593A (en) * | 2017-05-16 | 2017-09-05 | 浙江交通职业技术学院 | The preparation method of many strength grade concrete drilling bored concrete piles |
| CN110998031A (en) * | 2017-08-22 | 2020-04-10 | 国家放射性废物管理局 | Method and installation for concreting an underground location |
| CN110998031B (en) * | 2017-08-22 | 2021-12-10 | 国家放射性废物管理局 | Method and installation for concreting an underground location |
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Open date: 20091209 |