CN103255770A - Construction method for underwater high-rise platform pile pouring - Google Patents
Construction method for underwater high-rise platform pile pouring Download PDFInfo
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- CN103255770A CN103255770A CN2013101782270A CN201310178227A CN103255770A CN 103255770 A CN103255770 A CN 103255770A CN 2013101782270 A CN2013101782270 A CN 2013101782270A CN 201310178227 A CN201310178227 A CN 201310178227A CN 103255770 A CN103255770 A CN 103255770A
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Abstract
The invention discloses a construction method for an underwater high-rise platform pile pouring. The method includes the following steps of (1) measuring and placing of a pile position and construction of foundation pile hole forming, (2) processing and arranging downward a steel reinforcement cage, (3) installing a high-rise platform pile pouring platform and a guiding pipe, (4) foundation pile concrete pouring, (5) demolishing the pouring platform, cleaning the pile top and correcting the steel reinforcement cage, (6) erecting and correcting a formwork of the part, above the ground, of the high-rise platform pile, (7) pouring concrete of the part, above the ground, of a high-rise platform, and (8) demolishing the framework and maintaining the concrete. According to the method, a construction gap is not reserved in the underwater pouring high-rise platform pile in a constructing process, and the situations that new concrete and old concrete are layered because the construction gap is reserved and the phenomenon of root-rotting in a short column construction process are avoided. A first reinforcing steel interface is moved downward, and the performance of horizontal-force-effect resisting of the reinforcing steel in the high-rise platform pile is improved. The high-rise platform pile is formed in a one-time mode, the processes of pile head chiseling and the short column construction are reduced, construction preparation of the high-rise platform can be carried out in the period of foundation pile maintaining, and a construction period is shortened.
Description
Background technology
Pile foundation is the common base form of building field, and high cushion cap stake refers to that pile body top bassets and be positioned at pile foundation more than the ground at the bottom of the cushion cap.In recent years, this basis of normal employing in port works, liquefied natural gas (LNG) storage tank engineering, ocean engineering and bridge engineering.Because concrete and mud contact surface produce mixture during the underwater grouting pile driving construction, be difficult to clean out as one-time-concreting, so high cushion cap pile driving construction adopts the construction technology of keeping somewhere constuction joint usually, be about to high cushion cap stake and be divided into foundation pile (under ground portion) and two parts of short column (overground part), construct respectively.There is following shortcoming in traditional construction technology: reserve constuction joint at ground location, silt particle, chip are easily remained after cutting discarded concrete in the stake top on the surface, add that reinforcing bar is intensive, if cleaning is unclean, easily form layering between new-old concrete; " mashed root " phenomenon also can not appear in construction processing at that time.Because the construction process of bored concrete pile requirement is reserved the reinforcing bar interface near ground usually, this interface position is that pile is subjected to the big position of horizontal force, and is unfavorable to the stake reinforcing steel bar bear.Long construction period has only when the whole constructions of a position foundation pile and finishes, and excavation pit cuts the above concrete in stake top, connects reinforcing bar, carries out the short column construction again, thereby has influenced construction speed.
Summary of the invention
The object of the present invention is to provide the high cushion cap pile construction method of a kind of underwater grouting, solved constuction joint quality, reinforcing bar interface position problem that traditional handicraft exists, can shorten the construction period simultaneously.
Design of the present invention is such.High cushion cap pile cages is produced once and is finished, and reinforcing bar first pipeline joint is kept somewhere cage push up down below 8 meters, builds concrete desludging behind the ground, and branching standing template is built the concrete more than the ground, thereby do not stayed constuction joint before the concrete initial set of bottom.
Concrete, the high cushion cap pile construction method of a kind of underwater grouting of the present invention may further comprise the steps:
(1) measuring stake position, the foundation pile drilling construction
Adopt rotary drilling rig pore-forming or slewing drilling machine pore-forming or percussive drill pore-forming, pore-forming reaches after the designing requirement degree of depth sediment at the bottom of the cleaning hole;
(2) reinforcing cage is processed and is divided into
Make reinforcing cage according to the different merogenesis of length of reinforcing cage, disposable finishing, reinforcing bar first pipeline joint is kept somewhere cage and is pushed up downward below 8 meters;
(3) high cushion cap stake perfusion platform and conduit are installed
Determine the working load that high cushion cap stake perfusion platform can bear as required, the reinforcing cage length in reserve on podium level should be above the ground level is no less than 20cm;
(4) foundation pile concrete perfusion
Foundation pile below ground concrete adopts catheterized reperfusion to ground, mixes an amount of retardation water reducing agent in the concrete, with the control of concrete initial set time more than 6 hours, when guaranteeing the above concrete construction in ground, bottom concrete ot-yet-hardened;
Ramp auxiliary law or pumping of concrete method are adopted in the concrete perfusion, and the ramp auxiliary law uses at the perfusion podium level and is not more than 2.0 meters high cushion cap stake, when pouring into podium level greater than 2.0 meters, adopt the pumping of concrete method;
(5) the perfusion platform is removed, the stake top is cleared up and reinforcing cage is proofreaied and correct
This process is wanted to shorten process time rapidly as far as possible.Usually reinforcing cage has encrypted section and stake top concrete pressure less at place, ground stirrup, so will vibrate to underground 5m scope inner concrete after the body refuse cleaning of stake top is finished, guarantee the outer concrete quality of reinforcing cage stirrup encrypted section cage, get rid of the bubble of building up in the stake top concrete simultaneously.
(6) Zhi Li and proofread and correct the above segment template in high cushion cap stake ground
The total time control of step (5), (6) was finished with interior at 4 hours.
(7) build high cushion cap ground with the top concrete
Want the layering vibration compacting when building, lift height should not surpass 50cm.
(8) stripping, the maintenance concrete
Form removable work should be carried out after 24 hours building concrete, with do not fall piece, sticking to mould is not as the criterion, cover with plastic sheeting behind the stripping and an amount of water seasoning is no less than 28 days.
The beneficial effect that the present invention obtains is
:
Pour under water when 1, the present invention constructs in the high cushion cap stake and do not keep somewhere constuction joint, " mashed root " phenomenon when new and old concrete layering and short column are constructed when having avoided reserving constuction joint takes place.
2, the first road reinforcing bar interface in the high cushion cap stake is moved down, improved reinforcing bar opposing horizontal force action ability in the high cushion cap stake.
3, compare with traditional construction technology, pile of high cushion cap stake of the present invention, thus reduced cutter pile crown, short column working procedure, can carry out the preparation of construction work of high cushion cap, reduction of erection time in a large number between curing time at foundation pile.
The specific embodiment
Following examples are used for explanation the present invention.
Embodiment
Be that elevated footing on piles is example with certain liquefied natural gas (LNG) project receiving station engineering LNG tank field pile foundation engineering, stake footpath 1.2m, the long 40m～45m of stake, totally 367.High cushion cap stake 1.6m above ground level, the anchor bar 1.3m that short column is reserved, the overground part protruded length is 2.9m, actual fabrication platform height is 3.5m, requires high cushion cap stake continous pouring not allow to stay constuction joint.Utilize its sequence of construction of the present invention to be:
(1) measuring stake position, drilling construction;
(2) reinforcing cage is processed and is divided into;
(3) high cushion cap stake perfusion platform and conduit are installed;
(4) build concrete to ground;
(5) the perfusion platform is removed, the stake top is cleared up and reinforcing cage is proofreaied and correct;
(6) prop up on the spot face with cope match-plate pattern;
(7) build high cushion cap stake ground with the top concrete;
(8) form removable, the maintenance concrete.
Details are as follows for specific implementation process:
The foundation pile drilling construction adopts the rotary drilling rig pore-forming, and pore-forming reaches after the designing requirement degree of depth sediment at the bottom of the cleaning hole.Reinforcing cage is made disposable finishing, and divides 2 restrainings to do according to length of reinforcing cage, and reinforcing bar first pipeline joint is kept somewhere cage and pushed up following 11 meters; The reinforcing cage of acceptance(check) is divided into deviation and is satisfied design and code requirement.High cushion cap stake perfusion platform and conduit are installed, and the working load that the perfusion platform can bear is 7 tons, and is high 3.5 meters.Foundation pile concrete reperfusion pile below ground concrete adopts catheterized reperfusion to ground, and the concrete initial set time, after testing 〉=6 hour the pumping of concrete method was adopted in the concrete perfusion.After the perfusion platform is removed, carry out the cleaning of stake top and reinforcing cage and proofread and correct.Reinforcing cage stirrup encrypted section is 5m, after the body refuse cleaning of stake top is finished underground 5m scope inner concrete is vibrated.Upright and proofread and correct the above segment template in high cushion cap stake ground, build high cushion cap ground with the top concrete, layering vibration compacting when building, lift height≤50cm, stripping after 24 hours, maintenance concrete.
This engineering has dropped into 2 rotary drilling rigs, constructs and administrative staff for 105, and every day, pile was 6～7, finishes construction task in 58 days, than adopting traditional construction technology construction period to shift to an earlier date 42 days.
Claims (5)
1. high cushion cap pile construction method of underwater grouting is characterized in that may further comprise the steps:
(1) measuring stake position, the foundation pile drilling construction
Adopt rotary drilling rig pore-forming or slewing drilling machine pore-forming or percussive drill pore-forming, pore-forming reaches after the designing requirement degree of depth sediment at the bottom of the cleaning hole;
(2) reinforcing cage is processed and is divided into
Make reinforcing cage according to the different merogenesis of length of reinforcing cage, disposable finishing, reinforcing bar first pipeline joint is kept somewhere cage and is pushed up downward below 8 meters;
(3) high cushion cap stake perfusion platform and conduit are installed
Determine the working load that high cushion cap stake perfusion platform can bear as required, the reinforcing cage length in reserve on podium level should be above the ground level is no less than 20cm;
(4) foundation pile concrete perfusion
Foundation pile below ground concrete adopts catheterized reperfusion to ground, mixes an amount of retardation water reducing agent in the concrete, and the concrete initial set time is controlled more than 6 hours;
(5) the perfusion platform is removed, the stake top is cleared up and reinforcing cage is proofreaied and correct
(6) Zhi Li and proofread and correct the above segment template in high cushion cap stake ground
(7) build high cushion cap ground with the top concrete
(8) form removable, the maintenance concrete.
2. job practices according to claim 1 is characterized in that: step (4) concrete perfusion employing ramp auxiliary law or pumping of concrete method.
3. job practices according to claim 1 is characterized in that: the total time control of step ⑸, ⑹ is in 4 hours.
4. job practices according to claim 1, it is characterized in that: step (7) layering vibration compacting when building, lift height is no more than 50cm.
5. job practices according to claim 1, it is characterized in that: form removable work should be carried out after 24 hours, covered with plastic sheeting behind the stripping and an amount of water seasoning is no less than 28 days.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310178227.0A CN103255770B (en) | 2013-05-15 | 2013-05-15 | Construction method for underwater high-rise platform pile pouring |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310178227.0A CN103255770B (en) | 2013-05-15 | 2013-05-15 | Construction method for underwater high-rise platform pile pouring |
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| Publication Number | Publication Date |
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| CN103255770A true CN103255770A (en) | 2013-08-21 |
| CN103255770B CN103255770B (en) | 2014-11-26 |
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| CN201310178227.0A Expired - Fee Related CN103255770B (en) | 2013-05-15 | 2013-05-15 | Construction method for underwater high-rise platform pile pouring |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107938675A (en) * | 2017-11-30 | 2018-04-20 | 中南勘察基础工程有限公司 | A kind of Vertical spots concrete placings technique and device |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DK128504B (en) * | 1970-02-16 | 1974-05-13 | Rhodiaceta | Foundation element and method for its manufacture. |
| CN101892663A (en) * | 2010-07-13 | 2010-11-24 | 新疆电力设计院 | Pile foundation manufacturing method |
| CN202390843U (en) * | 2012-01-11 | 2012-08-22 | 中建七局第二建筑有限公司 | Fixing platform of guide pipe for pouring cast pile |
-
2013
- 2013-05-15 CN CN201310178227.0A patent/CN103255770B/en not_active Expired - Fee Related
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DK128504B (en) * | 1970-02-16 | 1974-05-13 | Rhodiaceta | Foundation element and method for its manufacture. |
| CN101892663A (en) * | 2010-07-13 | 2010-11-24 | 新疆电力设计院 | Pile foundation manufacturing method |
| CN202390843U (en) * | 2012-01-11 | 2012-08-22 | 中建七局第二建筑有限公司 | Fixing platform of guide pipe for pouring cast pile |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107938675A (en) * | 2017-11-30 | 2018-04-20 | 中南勘察基础工程有限公司 | A kind of Vertical spots concrete placings technique and device |
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| CN103255770B (en) | 2014-11-26 |
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Granted publication date: 20141126 Termination date: 20160515 |