CN102561329A - Construction method of underwater concrete cast-in-place pipe pile - Google Patents
Construction method of underwater concrete cast-in-place pipe pile Download PDFInfo
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- CN102561329A CN102561329A CN201110428085XA CN201110428085A CN102561329A CN 102561329 A CN102561329 A CN 102561329A CN 201110428085X A CN201110428085X A CN 201110428085XA CN 201110428085 A CN201110428085 A CN 201110428085A CN 102561329 A CN102561329 A CN 102561329A
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Abstract
The invention provides a construction method of an underwater concrete cast-in-place pipe pile. The method comprises the steps of: embedding a steel sleeve of the outermost layer, and extracting water and slurry therein; embedding three steel sleeves, and injecting filling materials into corresponding areas to form pipe holes; pouring concrete into the pile holes; before initial set of the poured concrete, pulling out two adjacent layers of steel sleeves at the middle part so that the filling material forms a temporary mould; and after the poured concrete reaches the preset strength, pulling out the steel sleeves on the innermost and outermost layers to form a pile. Through the method, the self weight of the pile foundation can be reduced, the bearing capacity of the pile foundation is increased, the stability of the foundation is enhanced, and the settlement of the foundation is reduced; the steel sleeves can be recycled; the use of concrete and steel bars is reduced in the construction process; and the construction cost is saved. Meanwhile, the slurry prevents leakage of the concrete cast-in-place pipe pile and thus ensures the quality of the concrete cast-in-place pipe pile.
Description
Technical field
The present invention relates to a kind of concrete cast-in-situ pipe pile construction method that is used under water.
Background technology
At present, the pile foundation that is usually used in subaqueous construction mainly contains present walling pile, prefabricated solid pile and prefabricated tubular pile.Prefabricated solid pile cost increases construction cost than higher.The present walling pile inexpensive, but need a large amount of concrete materials, increase construction cost equally.And the bearing capacity of prefabricated solid pile and present walling pile is low.
Though and the bearing capacity of prefabricated tubular pile has had relative raising than prefabricated solid pile and present walling pile, prefabricated tubular pile need carry out prefabricated in other construction plant.Though prefabricated tubular pile has been saved the material of pile foundation, but in the process with prefabricated tubular pile submerged ground, need to add a large amount of reinforcing bars and improve bulk strength, the destruction that high vibration causes pile foundation itself when sinking to prefabricated tubular pile with counteracting.
So, being necessary the above-mentioned pile foundation that is used for subaqueous construction is further improved, the above-mentioned bearing capacity of pile foundation that is used for subaqueous construction is low, construction cost is high to avoid, can damage the defective of pile foundation during pile sinking.
Summary of the invention
The present invention provides a kind of concrete cast-in-situ pipe pile construction method that is used under water, has solved in the prior art, and the bearing capacity of pile foundation that is used for subaqueous construction is low, construction cost is high, can damage the problem of pile foundation during pile sinking.
For achieving the above object; The present invention provides a kind of concrete cast-in-situ pipe pile construction method that is used under water; Its construction sequence comprises: (1) pre-buried outermost layer steel sleeve is to the precalculated position; Extract the water in the above-mentioned outermost layer steel sleeve through pumping equipment, extract the mud in the above-mentioned outermost layer steel sleeve through taking out slurry equipment again;
(2) pre-buried again three steel sleeves are to the precalculated position; Become four mutually nested coaxial sleeves with above-mentioned outermost layer steel sleeve; And between adjacent two-layer steel bushing tube wall of outermost and the most inboard adjacent two-layer steel bushing tube wall, inject packing material, make the adjacent two-layer steel bushing tube wall of pars intermedia form a stake hole;
(3) concreting in above-mentioned stake hole;
(4) treat above-mentioned concrete initial set of building before, the two-layer steel sleeve that pars intermedia is adjacent is extracted, above-mentioned packing material constitutes the concrete interim mould of having built, isolated concrete contacts with the innermost layer steel sleeve with the outermost layer steel sleeve;
(5) treat that above-mentioned concrete of building reaches predetermined strength after, above-mentioned innermost layer steel sleeve and outermost layer steel sleeve are extracted;
(6) pile.
In addition, also can be above-mentioned outermost layer steel sleeve and its excess-three steel sleeve to be drowned into the precalculated position through the high frequency hydraulic vibration driver.
In addition, also can be that above-mentioned packing material is dense mud.
In addition, also can be to extract through the high frequency hydraulic vibration driver two-layer steel sleeve that above-mentioned pars intermedia is adjacent, innermost layer, outermost steel sleeve.
According to said method, can reduce the deadweight of pile foundation, improve the bearing capacity of pile foundation, increase the stability of ground, reduce the sedimentation of ground, wherein steel sleeve is recyclable, and work progress reduces the use amount of concrete and reinforcing bar, practices thrift construction cost.Simultaneously, mud makes this concrete cast-in-situ pile tube that spillage not take place, and then has guaranteed the quality of this concrete cast-in-situ pile tube.
Description of drawings
Through below in conjunction with accompanying drawing embodiment being described, above-mentioned characteristic of the present invention and technological merit will become apparent and understand easily.
Fig. 1 is a kind of process chart that is used for concrete cast-in-situ pipe pile construction method under water that the present invention relates to;
Fig. 2 is a kind of structural representation that is used for concrete cast-in-situ pile tube under water that the present invention relates to.
Reference numeral:
11, higher-order of oscillation hammer; 21, anchor clamps;
31, reinforcing cage; 41, outermost layer steel sleeve;
42, steel sleeve; 43, steel sleeve;
44, innermost layer steel sleeve; 51, packing material;
52, concrete; A, water surface layer;
B, bearing stratum.
The specific embodiment
Below in conjunction with accompanying drawing and specific embodiment the present invention is done further detailed description.
In the following description; Only some example embodiment of the present invention is described through the mode of explanation; Undoubtedly; Those of ordinary skill in the art can recognize, under situation without departing from the spirit and scope of the present invention, can revise described embodiment with various different modes.Therefore, accompanying drawing be described in just illustratively in essence, rather than be used to limit the protection domain of claim.222 in addition, and in this manual, identical Reference numeral indicates identical part.
Fig. 1 is a kind of process chart that is used for concrete cast-in-situ pipe pile construction method under water that the present invention relates to.Fig. 2 is a kind of structural representation that is used for concrete cast-in-situ pile tube under water that the present invention relates to.As depicted in figs. 1 and 2; At step S110; At first outermost layer steel sleeve 41 is suspended in midair to the precalculated position,, utilize the higher-order of oscillation to hammer the upper surface of 11 hammering anchor clamps 21 into shape then through anchor clamps 21 clamping outermost layer steel sleeves 41 through Suspenoing apparatus; Pre-buried outermost layer steel sleeve 41 is to the precalculated position of bearing stratum B; Guarantee the stability of pile foundation and make the upper end of outermost layer steel sleeve 41 exceed water surface layer A, extract the water in the outermost layer steel sleeve 41 with pumping equipment then, extract the mud in the outermost layer steel sleeve 41 through taking out slurry equipment again.
At step S120; Through Suspenoing apparatus all the other steel sleeves 42, steel sleeve 43, steel sleeve 44 are suspended in midair to the precalculated position successively again; Utilize higher-order of oscillation hammer 11 and anchor clamps 21 to cooperate, pre-buried all the other 3 steel sleeves are to the precalculated position, with 41 one-tenth four mutually nested coaxial sleeves of outermost layer steel sleeve; And between adjacent two-layer steel bushing tube wall of outermost and the most inboard adjacent two-layer steel bushing tube wall, inject packing material 51, make the adjacent two-layer steel bushing tube wall of pars intermedia form a stake hole.The packing material 51 that this embodiment adopts is dense mud, also can be that the mud that in outermost layer steel sleeve 41, extracts is carried out backfill.
Then, step S130, concrete perfusion 52 in the stake hole.Need pour into into reinforced concrete pipe pile like the concrete cast-in-situ pile tube, then need before concrete perfusion in the stake hole, at first remove anchor clamps 21 and higher-order of oscillation hammer 11, in the stake hole, transfer reinforcing cage 31 then.
Then; Step S140 is before concrete 52 initial sets to be built, simultaneously before dense mud has been consolidated into the interim mould of the concrete 52 of building; Adjustment anchor clamps 21 make its clamping pars intermedia is adjacent respectively steel sleeve 42 and steel sleeve 43; Through higher-order of oscillation hammer 11 vibration hammering anchor clamps 21, utilize Suspenoing apparatus that steel sleeve 42 and steel sleeve 43 are extracted, dense mud constitutes the interim mould of the concrete 52 of having built; Isolated concrete 52 contacts with innermost layer steel sleeve 44 with outermost layer steel sleeve 41, and spillage does not take place protection concrete 52.
Afterwards; Step S150, when treating that concrete 52 reaches predetermined strength, adjustment jig 21 makes its clamping outermost layer steel sleeve 41 and innermost layer steel sleeve 44 respectively; Through higher-order of oscillation hammer 11 vibration hammering anchor clamps 21, utilize Suspenoing apparatus respectively outermost layer steel sleeve 41 and innermost layer steel sleeve 44 to be extracted.
At last, step S160, the passing in time of the interim mould of dense mud comes off naturally, concrete cast-in-situ pile tube pile.
Need to prove, be applied under the more susceptible condition of concrete cast-in-situ pipe pile construction method that the present invention relates in the construction of soft foundation under water.
Under above-mentioned instruction of the present invention; Those skilled in the art can carry out various improvement and distortion on the basis of the foregoing description; And these improvement and distortion all drop in protection scope of the present invention, and those skilled in the art should be understood that; Above-mentioned specific descriptions are just explained the object of the invention better, and protection scope of the present invention is limited claim and equivalent thereof.
Claims (4)
1. a concrete cast-in-situ pipe pile construction method that is used under water is characterized in that, may further comprise the steps:
(1) pre-buried outermost layer steel sleeve extracts the water in the above-mentioned outermost layer steel sleeve to the precalculated position through pumping equipment, extracts the mud in the above-mentioned outermost layer steel sleeve through taking out slurry equipment again;
(2) pre-buried again three steel sleeves are to the precalculated position; Become four mutually nested coaxial sleeves with above-mentioned outermost layer steel sleeve; And between adjacent two-layer steel bushing tube wall of outermost and the most inboard adjacent two-layer steel bushing tube wall, inject packing material, make the adjacent two-layer steel bushing tube wall of pars intermedia form a stake hole;
(3) concreting in above-mentioned stake hole;
(4) treat above-mentioned concrete initial set of building before, the two-layer steel sleeve that pars intermedia is adjacent is extracted, above-mentioned packing material constitutes the concrete interim mould of having built, isolated concrete contacts with the innermost layer steel sleeve with the outermost layer steel sleeve;
(5) treat that above-mentioned concrete of building reaches predetermined strength after, above-mentioned innermost layer steel sleeve and outermost layer steel sleeve are extracted;
(6) pile.
2. according to the described concrete cast-in-situ pipe pile construction method that is used under water of claim 1, it is characterized in that,
Through the high frequency hydraulic vibration driver above-mentioned outermost layer steel sleeve and its excess-three steel sleeve are drowned into the precalculated position.
3. according to the described concrete cast-in-situ pipe pile construction method that is used under water of claim 1, it is characterized in that,
Above-mentioned packing material is dense mud.
4. according to the described concrete cast-in-situ pipe pile construction method that is used under water of claim 1, it is characterized in that,
Extract through the high frequency hydraulic vibration driver two-layer steel sleeve that above-mentioned pars intermedia is adjacent, innermost layer, outermost steel sleeve.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110428085.XA CN102561329B (en) | 2011-12-19 | 2011-12-19 | Construction method of underwater concrete cast-in-place pipe pile |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110428085.XA CN102561329B (en) | 2011-12-19 | 2011-12-19 | Construction method of underwater concrete cast-in-place pipe pile |
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| CN102561329A true CN102561329A (en) | 2012-07-11 |
| CN102561329B CN102561329B (en) | 2014-11-19 |
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| CN201110428085.XA Active CN102561329B (en) | 2011-12-19 | 2011-12-19 | Construction method of underwater concrete cast-in-place pipe pile |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103321215A (en) * | 2013-05-15 | 2013-09-25 | 李胜南 | Construction technology of cast-in-situ concrete tubular pile applied to water area, as well as special hole-forming device of construction technology |
| CN103774643A (en) * | 2014-01-04 | 2014-05-07 | 中铁十六局集团第二工程有限公司 | Digging pile non-water underwater pouring construction method |
| CN106498935A (en) * | 2016-11-09 | 2017-03-15 | 中冶建工集团有限公司 | A kind of bored pile underwater concrete casting method |
| CN110281351A (en) * | 2019-06-17 | 2019-09-27 | 三峡大学 | The expansive concrete pile driving construction device and construction method of even density |
| CN113802552A (en) * | 2021-10-27 | 2021-12-17 | 浙江工业职业技术学院 | Pile surrounding soil body reinforcing method |
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| GB621450A (en) * | 1947-02-26 | 1949-04-08 | Arthur Brannam Holmes | Improvements in or relating to reinforced concrete piles |
| CN2661771Y (en) * | 2003-12-05 | 2004-12-08 | 郭兆泉 | Reinforced concrete hollow pile technology adopting vibrating tube-sinking cast-in-situ ram machine |
| CN102080374A (en) * | 2009-12-01 | 2011-06-01 | 中冶交通工程技术有限公司 | Construction method of concrete filling piles |
| CN102182178A (en) * | 2010-12-17 | 2011-09-14 | 陈东曙 | Solid and hollow integrated pile, pile forming device and pile forming method |
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2011
- 2011-12-19 CN CN201110428085.XA patent/CN102561329B/en active Active
Patent Citations (4)
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| GB621450A (en) * | 1947-02-26 | 1949-04-08 | Arthur Brannam Holmes | Improvements in or relating to reinforced concrete piles |
| CN2661771Y (en) * | 2003-12-05 | 2004-12-08 | 郭兆泉 | Reinforced concrete hollow pile technology adopting vibrating tube-sinking cast-in-situ ram machine |
| CN102080374A (en) * | 2009-12-01 | 2011-06-01 | 中冶交通工程技术有限公司 | Construction method of concrete filling piles |
| CN102182178A (en) * | 2010-12-17 | 2011-09-14 | 陈东曙 | Solid and hollow integrated pile, pile forming device and pile forming method |
Non-Patent Citations (1)
| Title |
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| 甘国贞: "振动沉模大直径现浇薄壁管桩施工工艺", 《安徽建筑》 * |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103321215A (en) * | 2013-05-15 | 2013-09-25 | 李胜南 | Construction technology of cast-in-situ concrete tubular pile applied to water area, as well as special hole-forming device of construction technology |
| WO2014183449A1 (en) * | 2013-05-15 | 2014-11-20 | Li Shengnan | Process for constructing in situ concrete tubular pile applicable in water and dedicated drill for the process |
| CN103321215B (en) * | 2013-05-15 | 2015-06-03 | 李胜南 | Construction technology of cast-in-situ concrete tubular pile applied to water area, as well as special hole-forming device of construction technology |
| CN103774643A (en) * | 2014-01-04 | 2014-05-07 | 中铁十六局集团第二工程有限公司 | Digging pile non-water underwater pouring construction method |
| CN106498935A (en) * | 2016-11-09 | 2017-03-15 | 中冶建工集团有限公司 | A kind of bored pile underwater concrete casting method |
| CN110281351A (en) * | 2019-06-17 | 2019-09-27 | 三峡大学 | The expansive concrete pile driving construction device and construction method of even density |
| CN113802552A (en) * | 2021-10-27 | 2021-12-17 | 浙江工业职业技术学院 | Pile surrounding soil body reinforcing method |
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| Publication number | Publication date |
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| CN102561329B (en) | 2014-11-19 |
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Address after: 100085, Beijing, Beijing economic and Technological Development Zone, Kangding street, No. 1, 2, six or seven, Daxing District Patentee after: MCC COMMUNICATION CONSTRUCTION GROUP CO., LTD. Address before: 100028, Beijing, Chaoyang District, No. 28, west of China Metallurgical Building, 18 and 19 Patentee before: MCC Communication Engineering Technology Co., Ltd. |