CN101666099A - Layer-by-layer foundation consolidating method based on barrel-type foundation negative pressure technology - Google Patents
Layer-by-layer foundation consolidating method based on barrel-type foundation negative pressure technology Download PDFInfo
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- CN101666099A CN101666099A CN200910307872A CN200910307872A CN101666099A CN 101666099 A CN101666099 A CN 101666099A CN 200910307872 A CN200910307872 A CN 200910307872A CN 200910307872 A CN200910307872 A CN 200910307872A CN 101666099 A CN101666099 A CN 101666099A
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- 238000005516 engineering process Methods 0.000 title claims abstract description 12
- 238000000034 method Methods 0.000 title claims abstract description 12
- 239000002689 soil Substances 0.000 claims abstract description 31
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 19
- 239000010959 steel Substances 0.000 claims abstract description 19
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 10
- 239000004746 geotextile Substances 0.000 claims abstract description 9
- 238000002347 injection Methods 0.000 claims abstract description 5
- 239000007924 injection Substances 0.000 claims abstract description 5
- 230000006641 stabilisation Effects 0.000 claims description 13
- 238000011105 stabilization Methods 0.000 claims description 13
- 230000002787 reinforcement Effects 0.000 claims description 8
- 238000007596 consolidation process Methods 0.000 abstract 3
- 238000005086 pumping Methods 0.000 abstract 1
- 238000007873 sieving Methods 0.000 abstract 1
- 239000000463 material Substances 0.000 description 5
- 238000010276 construction Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 230000010354 integration Effects 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
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Abstract
The invention discloses a layer-by-layer foundation consolidating method based on a barrel-type foundation negative pressure technology, comprising the following steps: (1) a reserved negative pressure hole is arranged on a cover plate of the barrel top of the barrel-type foundation, a plurality of steel tubes with sieving holes at the side walls are fixedly connected below the cover plate of thebarrel top of the barrel-type foundation, the length of the plurality of steel tubes is lengthened gradually according to the set depth of layered consolidated foundation soil layer in the direction starting from the negative pressure hole to the barrel wall of the barrel-type foundation, each steel tube is parallel to the central line of the barrel-type foundation, and geotextile is laid below the cover plate of the barrel top of the barrel-type foundation; (2) according to set injection negative pressure value, the barrel-type foundation is sunk and positioned by negative pressure; and (3) negative pressure equipment is used for pumping water and/or air by the reserved negative pressure hole and carrying out negative pressure foundation consolidation treatment according to set prepressing value of the foundation soil till the foundation soil is overconsolidated. The layer-by-layer foundation consolidating method realizes layer-by-layer foundation consolidation, and effectively increases the depth and width of the foundation consolidation, thus improving the bearing capability and stability of the barrel-type foundation.
Description
Technical field
The present invention relates to a kind of foundation reinforcement method, particularly a kind of foundation reinforcement method successively based on bucket foundation negative pressure technology.
Background technology
At present, in harbour, ocean, water conservancy and bridge engineering, especially on mucky soil matter, be the main puzzlement that bucket foundation is used as the settlement issues of the bucket foundation of shallow foundation.In the disadvantageous zone of this geological conditions, bucket foundation is difficult to satisfy the requirement of bearing capacity and stability, has problem safe in utilization.
Summary of the invention
The present invention provides a kind of foundation reinforcement method successively based on bucket foundation negative pressure technology for solving the technical problem that exists in the known technology, this method has solved in the unfavorable zone of geological conditions the bucket foundation settlement issues as shallow foundation, can improve the bearing capacity and the stability of bucket foundation, strengthen the safety in the bucket foundation use.
The technical scheme that the present invention takes for the technical problem that exists in the solution known technology is: a kind of foundation reinforcement method successively based on bucket foundation negative pressure technology, may further comprise the steps: (one) offers the reservation negative pressure hole on the tube lamina tecti of described bucket foundation, below the tube lamina tecti of described bucket foundation, be connected with the steel pipe that many sidewalls have sieve aperture, barrel direction towards described bucket foundation progressively extends by setting layering consolidated subsoil soil depth the length of described many steel pipes from described negative pressure hole, described every steel pipe is parallel with the center line of described bucket foundation, lays geotextiles below the tube lamina tecti of described bucket foundation; (2) according to the injection negative pressure value of setting, with described sinking and positioning bucket foundation; (3) draw water and/or gas by reserving negative pressure hole with negative pressure equipment, carry out the negative pressure ground stabilization according to the foundation soil precompressed value of setting and handle, until the foundation soil overconsolidation.
Described foundation soil precompressed value is (0 ,-0.6) Mpa, and the described negative pressure ground stabilization processing time is: at least 7 days
Advantage and good effect that the present invention has are: by the suction utilization basis itself that negative pressure equipment applies foundation soil is carried out the overconsolidation processing, carry out ground stabilization; Permeable/gas material efficient balance the ground such as geotextiles that are laid on below the tube lamina tecti between tube top and the foundation soil reinforce the shallow foundation ground, the steel pipe of the different length of the band sieve aperture that welds below by the tube lamina tecti transmits negative pressure fast to different soil depths, realize ground stabilization successively, increase the degree of depth and the range of ground stabilization effectively, thereby improve the bearing capacity and the stability of bucket foundation, ground stabilization is remarkably productive, use equipment is simple, easy construction, duration weak point, economic benefit is obvious, and the integration engineering cost is low.
Description of drawings
Fig. 1 is a structural representation of the present invention;
Fig. 2 is the upward view that is connected with the bucket foundation of steel pipe among the present invention;
Fig. 3 is the structural representation that is fixed in the steel pipe in the bucket foundation among the present invention.
Among the figure: 1, bucket foundation, 2, geotextiles, 3, reserve negative pressure hole, 4, water and/or gas, 5, steel pipe, 6, sieve aperture.
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:
See also Fig. 1～Fig. 3, a kind of foundation reinforcement method based on bucket foundation negative pressure technology of the present invention may further comprise the steps:
(1) on the tube lamina tecti of bucket foundation 1, offers reservation negative pressure hole 3, permeable/gas materials such as the steel pipe 5 of the different length of many bands of welding sieve apertures 6 and laying geotextiles 2 below the tube lamina tecti of bucket foundation 1; (2) according to the injection negative pressure value of setting, with sinking and positioning bucket foundation; (3) water and/or the gas of extracting out in the bucket foundations 1 by reservation negative pressure hole 3 with negative pressure equipment 4 carries out the negative pressure ground stabilization according to the foundation soil precompressed value of setting and handles, the overconsolidation of realization foundation soil.Foundation soil precompressed value, promptly the tube external and internal pressure difference of bucket foundation is (0 ,-0.6) Mpa, and the parameter that adopts under different depth conditions has been shown in the following table:
| The environment for use situation | Tube external pressure value (Mpa) | The suction value that negative pressure equipment applies (Mpa) | Cylinder pressure value (Mpa) | Foundation soil precompressed value (the tube external and internal pressure difference of bucket foundation) (Mpa) | Squeeze time |
| The sea, beach | 0 | (0，0.1) | ??(0，-0.1) | ??(0，-0.1) | At least 7 days |
| The 30m depth of water | 0.3 | (0，0.3) | ??(0.3，0) | ??(0，-0.3) | At least 7 days |
| The 60m depth of water | 0.6 | (0，0.6) | ??(0.6，0) | ??(0，-0.6) | At least 7 days |
The steel pipe of many parallel with the bucket foundation center line and different lengths sidewall band sieve aperture of welding below the tube lamina tecti of bucket foundation, the length of steel pipe is corresponding with the layering consolidated subsoil soil depth of setting respectively, progressively extend by setting the consolidated subsoil soil depth from reserving the barrel direction of negative pressure hole towards bucket foundation, guaranteed effective processing of foundation soil overconsolidation on the degree of depth of foundation soil and range, above-mentioned steel pipe adopts round steel pipe usually; Below the tube lamina tecti of bucket foundation, lay permeable/gas materials such as geotextiles, on the range of foundation soil, guaranteed the balanced effectively processing of foundation soil overconsolidation.
The present invention adopts submersible pump, negative pressure equipment such as drainage pump and vacuum pump draws water and/or gas work by the negative pressure preformed hole on the bucket foundation tube lamina tecti, permeable/gas materials such as the round steel pipe of the different length by wearing sieve aperture under the tube lamina tecti and geotextiles, hierarchically carry out the precompressed of foundation soil equably, foundation soil precompressed value, the tube external and internal pressure difference that is bucket foundation is (0,-0.6) Mpa, it is precompressed at least 7 days that the negative pressure ground stabilization is handled, be generally 7～15 days or longer, after realizing the overconsolidation of foundation soil, its intensity and stability improve, thereby guarantee that bucket foundation is safe in utilization.
The present invention at first carries out sinking and positioning bucket foundation work, continues to carry out the negative pressure ground stabilization by bucket foundation top cover preformed hole then and handles.The bucket foundation cap base is laid permeable/gas materials such as geotextiles, guarantees the balanced effectively processing of foundation soil overconsolidation.The precompressed value of foundation soil adopts 0.5～0.8 times of bucket foundation injection negative pressure value, and the time is 7～15 days or longer.The present invention itself carries out ground stabilization by the suction utilization basis that negative pressure equipment applies, only need simple device and corresponding electric power systems such as negative pressure equipment, equipment is simple, easy construction, the integrated construction expense is low, can guarantee the stability and the safety of bucket foundation effectively.
The present invention is applicable to the ground stabilization processing in harbour, ocean, water conservancy and the bridge engineering.Adopt the present invention that foundation soil is carried out overconsolidation and handle, can reinforce the shallow foundation ground in efficient balance ground, improve the bearing capacity and the stability of bucket foundation, construction is simple, the duration is short, and economic benefit is obvious.
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 foundation reinforcement method successively based on bucket foundation negative pressure technology is characterized in that, may further comprise the steps:
(1) on the tube lamina tecti of described bucket foundation, offers the reservation negative pressure hole, below the tube lamina tecti of described bucket foundation, be connected with the steel pipe that many sidewalls have sieve aperture, barrel direction towards described bucket foundation progressively extends by setting layering consolidated subsoil soil depth the length of described many steel pipes from described negative pressure hole, described every steel pipe is parallel with the center line of described bucket foundation, lays geotextiles below the tube lamina tecti of described bucket foundation;
(2) according to the injection negative pressure value of setting, with described sinking and positioning bucket foundation;
(3) draw water and/or gas by reserving negative pressure hole with negative pressure equipment, carry out the negative pressure ground stabilization according to the foundation soil precompressed value of setting and handle, until the foundation soil overconsolidation.
2. the foundation reinforcement method successively based on bucket foundation negative pressure technology according to claim 1 is characterized in that, described foundation soil precompressed value is (0 ,-0.6) Mpa, and the described negative pressure ground stabilization processing time is: at least 7 days.
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| CN2009103078721A CN101666099B (en) | 2009-09-28 | 2009-09-28 | Layer-by-layer foundation consolidating method based on barrel-type foundation negative pressure technology |
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| CN2009103078721A CN101666099B (en) | 2009-09-28 | 2009-09-28 | Layer-by-layer foundation consolidating method based on barrel-type foundation negative pressure technology |
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| CN101666099B CN101666099B (en) | 2011-02-16 |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101812838A (en) * | 2010-04-27 | 2010-08-25 | 天津大学 | Foundation reinforcement method based on curing agent and bucket foundation suction technique |
| CN101824819A (en) * | 2010-04-27 | 2010-09-08 | 天津大学 | Method for stabilizing foundation based on electro-osmosis technique and bucket foundation negative pressure technique |
| CN102108711A (en) * | 2010-11-29 | 2011-06-29 | 天津大学 | Large-size head cover loaded type shallow foundation component and self-strengthening method thereof |
| CN102162254A (en) * | 2010-07-30 | 2011-08-24 | 江苏道达海上风电工程科技有限公司 | Device and method for reinforcing foundation by using curing agent in barrel-shaped base |
| CN102162240A (en) * | 2010-07-30 | 2011-08-24 | 道达(上海)风电投资有限公司 | System and method for realizing self-release of curing agent in cylinder foundation |
| CN102877484A (en) * | 2012-09-11 | 2013-01-16 | 天津大学 | Steel-concrete composite cylinder-type foundation structure and construction method thereof |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| NL8802177A (en) * | 1988-09-02 | 1990-04-02 | Darya Paye Jetty Co Ltd | Hollow column installation method in water course bed - generates vacuum below floor before injecting hardening material |
| CN100343454C (en) * | 2005-09-07 | 2007-10-17 | 天津大学 | Maritime air float hauling and positioning sinking mounting method for soft-foundation box-cylinder type infrastructure |
| CN100560873C (en) * | 2007-12-21 | 2009-11-18 | 天津大学 | The self-mounting type bucket base that has oil storage chamber |
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2009
- 2009-09-28 CN CN2009103078721A patent/CN101666099B/en active Active
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101812838A (en) * | 2010-04-27 | 2010-08-25 | 天津大学 | Foundation reinforcement method based on curing agent and bucket foundation suction technique |
| CN101824819A (en) * | 2010-04-27 | 2010-09-08 | 天津大学 | Method for stabilizing foundation based on electro-osmosis technique and bucket foundation negative pressure technique |
| CN101812838B (en) * | 2010-04-27 | 2011-08-10 | 天津大学 | Foundation reinforcement method based on curing agent and bucket foundation suction technique |
| CN102162254A (en) * | 2010-07-30 | 2011-08-24 | 江苏道达海上风电工程科技有限公司 | Device and method for reinforcing foundation by using curing agent in barrel-shaped base |
| CN102162240A (en) * | 2010-07-30 | 2011-08-24 | 道达(上海)风电投资有限公司 | System and method for realizing self-release of curing agent in cylinder foundation |
| CN102162240B (en) * | 2010-07-30 | 2015-02-25 | 江苏道达海上风电工程科技有限公司 | System and method for realizing self-release of curing agent in cylinder foundation |
| CN102162254B (en) * | 2010-07-30 | 2015-09-16 | 江苏道达海上风电工程科技有限公司 | Curing agent foundation reinforced device in bucket foundation and its reinforcement means |
| CN102108711A (en) * | 2010-11-29 | 2011-06-29 | 天津大学 | Large-size head cover loaded type shallow foundation component and self-strengthening method thereof |
| CN102877484A (en) * | 2012-09-11 | 2013-01-16 | 天津大学 | Steel-concrete composite cylinder-type foundation structure and construction method thereof |
| CN102877484B (en) * | 2012-09-11 | 2015-04-22 | 天津大学 | Steel-concrete composite cylinder-type foundation structure and construction method thereof |
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| CN101666099B (en) | 2011-02-16 |
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Assignee: Jiangsu Daoda Offshore Wind Power Engineering Technology Co., Ltd. Assignor: Daoda (Shanghai) Wind Power Investment Co., Ltd. Contract record no.: 2011320000097 Denomination of invention: Layer-by-layer foundation consolidating method based on barrel-type foundation negative pressure technology Granted publication date: 20110216 License type: Exclusive License Open date: 20100310 Record date: 20110225 |
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