CN103993612A - Underwater concrete bearing platform building method - Google Patents
Underwater concrete bearing platform building method Download PDFInfo
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- CN103993612A CN103993612A CN201410207307.9A CN201410207307A CN103993612A CN 103993612 A CN103993612 A CN 103993612A CN 201410207307 A CN201410207307 A CN 201410207307A CN 103993612 A CN103993612 A CN 103993612A
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- cushion cap
- steel pipe
- box section
- steel
- reinforcing cage
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Abstract
The invention belongs to the field of buildings, and particularly relates to an underwater concrete bearing platform building method. The method comprises the steps that the bearing platform base block pouring process is carried out on the ground, a steel pipe is used underwater for pumping water and pouring concrete to build a pile foundation, then bearing platform base blocks are placed underwater to be matched with the pile foundation, and bearing platform pouring is carried out in a cofferdam formed by square pipes and the bearing platform base blocks. According to the underwater concrete bearing platform building method, construction is fast, the bearing platform base blocks and steel reinforcement cages above the bearing platform base blocks can be manufactured on the ground, and meanwhile, the pile foundation is built at the same time, so that time and labor are saved, the construction area is small, the water pumping quantity is small, construction efficiency is improved, and the construction period is shortened.
Description
Technical field
The invention belongs to building field, relate in particular to a kind of construction method of underwater concrete cushion cap.
Background technology
At present, under shallow water, the construction of concrete bearing platform adopts cofferdam method more,, in the build cofferdam, place of needs construction, then the water in cofferdam is pumped, can in cofferdam, build according to the method for land construction, but its cost is higher, need to draw water and carry out capital construction preparation larger area construction site, the work consuming of drawing water is time-consuming, and its construction method is comparatively loaded down with trivial details, bearing capacity of pile foundation is low, and construction cost is high, can cause the defect of pile foundation during pile sinking.
Therefore how providing a kind of rapid constructing method that carries out among a small circle low cost, low material consumption, is the problem that this area merits attention and studies.
Summary of the invention
The construction method that the object of this invention is to provide a kind of underwater concrete cushion cap.The present invention constructs quick and convenient, saves material, and bearing capacity of pile foundation is strong, and the cushion cap coefficient of stability is high.
For solving the problems of the technologies described above, the technical solution used in the present invention is as follows:
A construction method for underwater concrete cushion cap, step is as follows:
The first step: four DN250-DN450 steel pipes are to four jiaos of distributions of 20 * 40m rectangle, and directly pre-buried to precalculated position by hydraulic vibration driver, then extract four water and mud in steel pipe, to concrete perfusion in steel pipe to steel pipe mid-height, in steel pipe, central axis plugs spacer bars, spacer bars is I level or II grade reinforcing steel, then to continuing concrete perfusion in steel pipe to itself and the contour after coagulation of steel pipe;
Second step: prepare rectangular build cement cushion cap matrix, four jiaos of described rectangular build cement cushion cap matrixs are provided with the stake hole with steel pipe matched in clearance, the side of setting firmly, cushion cap matrix top build reinforcing cage, the reinforcing bar that reinforcing cage is 15-22mm by diameter is made, then by water under cushion cap matrix and make a hole and steel pipe matched in clearance;
The 3rd step: water under box section is placed in to cushion cap matrix top, and four steel pipes are inserted in box section, in the box section of finding time after water, the spacer bars in steel pipe is crooked and insert it into reinforcing cage inside, by both contact position cross welds;
The 4th step: the rectangle sideline forming along four steel pipes, on cushion cap matrix, beat anchor hole, hole depth 1.5-2.0m, spacing 30cm-45cm, then inserts anchor pole grouting, and the length of anchor pole above cushion cap is higher than reinforcing cage, then to concrete perfusion in reinforcing cage, and in the supporting of the outside use of anchor pole retaining-plate, treat that the concrete setting of retaining-plate inside, to predetermined strength, removes retaining-plate and box section.
Preferably, described rectangle cement matrix upper surface is provided with the groove with box section tube wall matched in clearance, in the 3rd step, box section tube wall is coordinated with the groove of cement matrix upper surface.
Preferably, the retaining-plate of use is wood based panel or steel plate.
Compared with prior art, tool has the following advantages in the present invention:
1) quick construction of the present invention, wherein the reinforcing cage of cushion cap matrix and top thereof can be prepared on land, beats the process of building and carries out simultaneously, time and labour saving with pile foundation;
2) construction area of the present invention is little, and the workload of drawing water is little, improves efficiency of construction, the reduction of erection time.
The specific embodiment
Embodiment 1:
When said process carries out, the cushion cap matrix of preparing on-site rectangle cement, in the casting process of cushion cap matrix, its four jiaos leave with steel pipe matched in clearance stake hole, cushion cap matrix top sets firmly square reinforcing cage, the reinforcing bar that reinforcing cage is 15mm by diameter is made, after concrete setting in steel pipe, by water under cushion cap matrix and make a hole and steel pipe matched in clearance;
By water under box section, be placed in cushion cap matrix top and with cushion cap matrix on cell body matched in clearance, and four steel pipes are inserted in box section, find time after the interior water of box section, spacer bars in steel pipe is crooked and insert it into reinforcing cage inside, by both contact position cross welds, then the rectangle sideline forming along four steel pipes, at cushion cap matrix, beat anchor hole, the rectangle sideline forming along four steel pipes, on cushion cap matrix, beat anchor hole, hole depth 1.5m, spacing 30cm, then insert anchor pole grouting, the length of anchor pole above cushion cap is higher than reinforcing cage, then to concrete perfusion in reinforcing cage, and in the supporting of the outside use of anchor pole steel retaining-plate, treat that the concrete setting of retaining-plate inside is to predetermined strength, remove steel retaining-plate, and use hydraulic vibration driver that box section is extracted.
Embodiment 2
Four DN450 steel pipes are to four jiaos of distributions of 20 * 40m rectangle, and directly pre-buried to precalculated position by hydraulic vibration driver, then extract four water and mud in steel pipe, in steel pipe, central axis plugs spacer bars, spacer bars is II grade reinforcing steel, then to continuing concrete perfusion in steel pipe to itself and the contour after coagulation of steel pipe.
When said process carries out, the cushion cap matrix of preparing on-site rectangle cement, in the casting process of cushion cap matrix, its four jiaos leave with steel pipe matched in clearance stake hole, cushion cap matrix top sets firmly square reinforcing cage, the reinforcing bar that reinforcing cage is 22mm by diameter is made, after concrete setting in steel pipe, by water under cushion cap matrix and make a hole and steel pipe matched in clearance;
By water under box section, be placed in cushion cap matrix top and with cushion cap matrix on cell body matched in clearance, and four steel pipes are inserted in box section, find time after the interior water of box section, spacer bars in steel pipe is crooked and insert it into reinforcing cage inside, by both contact position cross welds, then the rectangle sideline forming along four steel pipes, at cushion cap matrix, beat anchor hole, the rectangle sideline forming along four steel pipes, on cushion cap matrix, beat anchor hole, hole depth 2.0m, spacing 45cm, then insert anchor pole grouting, the length of anchor pole above cushion cap is higher than reinforcing cage, then to concrete perfusion in reinforcing cage, and in the wooden retaining-plate supporting of the outside use of anchor pole, treat that the concrete setting of retaining-plate inside is to predetermined strength, remove wooden retaining-plate, and use hydraulic vibration driver that box section is extracted.
Embodiment 3
Four DN400 steel pipes are to four jiaos of distributions of 20 * 40m rectangle, and directly pre-buried to precalculated position by hydraulic vibration driver, then extract four water and mud in steel pipe, in steel pipe, central axis plugs spacer bars, spacer bars is I grade reinforcing steel, then to continuing concrete perfusion in steel pipe to itself and the contour after coagulation of steel pipe.
When said process carries out, the cushion cap matrix of preparing on-site rectangle cement, in the casting process of cushion cap matrix, its four jiaos leave with steel pipe matched in clearance stake hole, cushion cap matrix top sets firmly square reinforcing cage, the reinforcing bar that reinforcing cage is 20mm by diameter is made, after concrete setting in steel pipe, by water under cushion cap matrix and make a hole and steel pipe matched in clearance;
By water under box section, be placed in cushion cap matrix top and with cushion cap matrix on cell body matched in clearance, and four steel pipes are inserted in box section, find time after the interior water of box section, spacer bars in steel pipe is crooked and insert it into reinforcing cage inside, by both contact position cross welds, then the rectangle sideline forming along four steel pipes, at cushion cap matrix, beat anchor hole, the rectangle sideline forming along four steel pipes, on cushion cap matrix, beat anchor hole, hole depth 1.8m, spacing 40cm, then insert anchor pole grouting, the length of anchor pole above cushion cap is higher than reinforcing cage, then to concrete perfusion in reinforcing cage, and in the supporting of the outside use of anchor pole steel retaining-plate, treat that the concrete setting of retaining-plate inside is to predetermined strength, remove steel retaining-plate, and use hydraulic vibration driver that box section is extracted.
More than show and described basic principle of the present invention and principal character and advantage of the present invention.The technician of the industry should understand; the present invention is not restricted to the described embodiments; that in above-described embodiment and manual, describes just illustrates principle of the present invention; without departing from the spirit and scope of the present invention; the present invention also has various changes and modifications, and these changes and improvements all fall in the claimed scope of the invention.The claimed scope of the present invention is defined by appending claims and equivalent thereof.
Claims (4)
1. a construction method for underwater concrete cushion cap, is characterized in that, step is as follows:
The first step: four DN250-DN450 steel pipes are to four jiaos of distributions of 20 * 40m rectangle, and directly pre-buried to precalculated position by hydraulic vibration driver, then extract four water and mud in steel pipe, to concrete perfusion in steel pipe to steel pipe mid-height, in steel pipe, central axis plugs spacer bars, spacer bars is I level or II grade reinforcing steel, then to continuing concrete perfusion in steel pipe to itself and the contour after coagulation of steel pipe;
Second step: prepare rectangular build cement cushion cap matrix, four jiaos of described rectangular build cement cushion cap matrixs are provided with the stake hole with steel pipe matched in clearance, the side of setting firmly, cushion cap matrix top build reinforcing cage, the reinforcing bar that reinforcing cage is 15-22mm by diameter is made, then by water under cushion cap matrix and make a hole and steel pipe matched in clearance;
The 3rd step: water under box section is placed in to cushion cap matrix top, and four steel pipes are inserted in box section, in the box section of finding time after water, the spacer bars in steel pipe is crooked and insert it into reinforcing cage inside, by both contact position cross welds;
The 4th step: the rectangle sideline forming along four steel pipes, on cushion cap matrix, beat anchor hole, hole depth 1.5-2.0m, spacing 30cm-45cm, then inserts anchor pole grouting, and the length of anchor pole above cushion cap is higher than reinforcing cage, then to concrete perfusion in reinforcing cage, and in the supporting of the outside use of anchor pole retaining-plate, treat that the concrete setting of retaining-plate inside, to predetermined strength, removes retaining-plate and box section.
2. the construction method of a kind of underwater concrete cushion cap as claimed in claim 1, is characterized in that, described cushion cap matrix upper surface is provided with the groove with box section tube wall matched in clearance, in the 3rd step, box section tube wall is coordinated with the groove of cement matrix upper surface.
3. the construction method of a kind of underwater concrete cushion cap as claimed in claim 1, is characterized in that, the retaining-plate of use is wood based panel or steel plate.
4. the construction method of a kind of underwater concrete cushion cap as described in as arbitrary in claim 1-3, is characterized in that, step is as follows:
The first step: four DN400 steel pipes are to four jiaos of distributions of 20 * 40m rectangle, and directly pre-buried to precalculated position by hydraulic vibration driver, then extract four water and mud in steel pipe, to concrete perfusion in steel pipe to steel pipe mid-height, in steel pipe, central axis plugs spacer bars, spacer bars is I grade reinforcing steel, then to continuing concrete perfusion in steel pipe to itself and the contour after coagulation of steel pipe;
Second step: prepare rectangular build cement cushion cap matrix, four jiaos of described rectangular build cement cushion cap matrixs are provided with the stake hole with steel pipe matched in clearance, the side of setting firmly, cushion cap matrix top build reinforcing cage, the reinforcing bar that reinforcing cage is 20mm by diameter is made, then by water under cushion cap matrix and make a hole and steel pipe matched in clearance;
The 3rd step: water under box section is placed in to cushion cap matrix top, and four steel pipes are inserted in box section, in the box section of finding time after water, the spacer bars in steel pipe is crooked and insert it into reinforcing cage inside, by both contact position cross welds;
The 4th step: the rectangle sideline forming along four steel pipes, on cushion cap matrix, beat anchor hole, hole depth 1.8m, spacing 40cm, then inserts anchor pole grouting, and the length of anchor pole above cushion cap is higher than reinforcing cage, then to concrete perfusion in reinforcing cage, and in the supporting of the outside use of anchor pole retaining-plate, treat that the concrete setting of retaining-plate inside, to predetermined strength, removes retaining-plate and box section.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201410207307.9A CN103993612B (en) | 2014-05-16 | 2014-05-16 | A kind of construction method of underwater concrete cushion cap |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410207307.9A CN103993612B (en) | 2014-05-16 | 2014-05-16 | A kind of construction method of underwater concrete cushion cap |
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| CN103993612A true CN103993612A (en) | 2014-08-20 |
| CN103993612B CN103993612B (en) | 2016-02-10 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106120839A (en) * | 2016-07-12 | 2016-11-16 | 中交第三航务工程局有限公司 | A kind of construction technology of off-lying sea blower foundation embedded rock pile |
| CN108755731A (en) * | 2018-07-18 | 2018-11-06 | 中国电建集团中南勘测设计研究院有限公司 | A kind of well foundation and construction method |
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| KR100721209B1 (en) * | 2006-09-26 | 2007-05-23 | (주)대성폼 | Constructing foundation method of soil ground of concrete pile using |
| CN101906781A (en) * | 2010-08-13 | 2010-12-08 | 广东冠粤路桥有限公司 | Hooping type steel sheet pile cofferdam platform and integrated construction method depending on cofferdam platform |
| CN102767189A (en) * | 2012-07-31 | 2012-11-07 | 中铁第五勘察设计院集团有限公司 | Set bearing platform foundations and construction method thereof |
| CN103469806A (en) * | 2013-09-25 | 2013-12-25 | 浙江天力建设集团有限公司 | Construction method for replacing brick forming die with prefabricated concrete foundation bearing platform side die |
| CN103590415A (en) * | 2013-11-26 | 2014-02-19 | 中铁大桥勘测设计院集团有限公司 | Prefabricated bearing platform suitable for large-diameter tubular column foundation of sea bridge and construction method thereof |
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2014
- 2014-05-16 CN CN201410207307.9A patent/CN103993612B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100721209B1 (en) * | 2006-09-26 | 2007-05-23 | (주)대성폼 | Constructing foundation method of soil ground of concrete pile using |
| CN101906781A (en) * | 2010-08-13 | 2010-12-08 | 广东冠粤路桥有限公司 | Hooping type steel sheet pile cofferdam platform and integrated construction method depending on cofferdam platform |
| CN102767189A (en) * | 2012-07-31 | 2012-11-07 | 中铁第五勘察设计院集团有限公司 | Set bearing platform foundations and construction method thereof |
| CN103469806A (en) * | 2013-09-25 | 2013-12-25 | 浙江天力建设集团有限公司 | Construction method for replacing brick forming die with prefabricated concrete foundation bearing platform side die |
| CN103590415A (en) * | 2013-11-26 | 2014-02-19 | 中铁大桥勘测设计院集团有限公司 | Prefabricated bearing platform suitable for large-diameter tubular column foundation of sea bridge and construction method thereof |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106120839A (en) * | 2016-07-12 | 2016-11-16 | 中交第三航务工程局有限公司 | A kind of construction technology of off-lying sea blower foundation embedded rock pile |
| CN108755731A (en) * | 2018-07-18 | 2018-11-06 | 中国电建集团中南勘测设计研究院有限公司 | A kind of well foundation and construction method |
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| CN103993612B (en) | 2016-02-10 |
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Effective date of registration: 20170616 Address after: 102211 Beijing Shatuo village of Changping District Xingshou Town South Patentee after: Beijing Honglianzhong Light Steel Structure Housing Co., Ltd. Address before: 432500 No. 319 Wangcheng Road, Yunmeng County, Xiaogan, Hubei Patentee before: Honglian, Hubei many light steel structure houses Co., Ltd |
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Effective date of registration: 20210903 Address after: 432500 319 Chu Wangcheng Avenue, Yunmeng County, Xiaogan, Hubei. Patentee after: Hubei honglianzhong assembly integrated house Co.,Ltd. Address before: 102211 south of Shatuo village, Xingshou Town, Changping District, Beijing Patentee before: BEIJING HONGLIANZHONG LIGHT STEEL STRUCTURE HOUSING Co.,Ltd. |