CN101824819A - Method for stabilizing foundation based on electro-osmosis technique and bucket foundation negative pressure technique - Google Patents
Method for stabilizing foundation based on electro-osmosis technique and bucket foundation negative pressure technique Download PDFInfo
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- CN101824819A CN101824819A CN 201010156132 CN201010156132A CN101824819A CN 101824819 A CN101824819 A CN 101824819A CN 201010156132 CN201010156132 CN 201010156132 CN 201010156132 A CN201010156132 A CN 201010156132A CN 101824819 A CN101824819 A CN 101824819A
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Abstract
The invention discloses a method for stabilizing a foundation based on a bucket foundation electro-osmosis technique and a negative pressure technique. The method comprises the following steps of; 1) reserving holes on a cover plate on the bucket top of a bucket foundation, vertically and fixedly connecting a water discharge pipe under the cover plate of the bucket top and reserving sieve pores on the pipe wall, and laying geotextile under the cover plate of the bucket top; 2) arranging an electro-osmosis anode on the inner wall of the bucket foundation and an electro-osmosis cathode on the water discharge pipe and connecting the anode and the cathode with an electro-osmosis water discharge power supply respectively; 3) sucking the bucket foundation by using the reserved holes to form a negative pressure and sinking the bucket foundation under the negative pressure in place; and 4) drawing water and/or air out of the bucket foundation by negative pressure equipment through the water discharge pipe, and stabilizing the foundation under the negative pressure according to the pre-pressing value of the foundation soil. The method has the advantages that: the foundation soil is over-consolidated through the foundation per se by using the electro-osmosis technique and the suction force applied by the negative pressure equipment so as to effectively increase the depth and the width of the foundation stabilization and improve the bearing capacity and the stability of the bucket foundation; and the method also has the advantages of simple equipment, simple and convenient construction, short construction period, obvious economic benefit and low comprehensive construction cost.
Description
Affiliated technical field
The present invention relates to the foundation reinforcement method in a kind of harbour, ocean, water conservancy and the bridge engineering, particularly a kind of foundation reinforcement method based on electric osmose and bucket foundation negative pressure technology.
Background technology
At present, in harbour, ocean, water conservancy and bridge engineering, ground stabilization is extremely important, especially for mucky soil matter, is 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.
At solving in the unfavorable zone of geological conditions as the bucket foundation settlement issues of shallow foundation, the present invention can improve the bearing capacity and the stability of bucket foundation, strengthens the safety of bucket foundation in using.
Summary of the invention
The objective of the invention is at above-mentioned existing problems, a kind of foundation reinforcement method based on electric osmose and bucket foundation negative pressure technology is provided, adopting this method that foundation soil is carried out overconsolidation handles, but the reinforcing shallow foundation ground of efficient balance, improve the bearing capacity and the stability of bucket foundation, construction is simple, the duration is short, and economic benefit is obvious.
Technical scheme of the present invention is:
A kind of foundation reinforcement method based on bucket foundation electric osmose and negative pressure technique, may further comprise the steps: 1) center is provided with preformed hole on the tube lamina tecti of bucket foundation, below the tube lamina tecti, vertically be connected with gutter, the gutter tube wall is provided with sieve aperture, lays geotextiles below the tube lamina tecti of bucket foundation; 2) the electric osmose anode is set on the inwall of bucket foundation, the electric osmose negative electrode is set on gutter, the electric osmose anode links to each other with the electric drainage power supply respectively with the electric osmose negative electrode; 3) utilize preformed hole to take out negative pressure, under negative pressure, sink bucket foundation in place; 4) extract water and/or gas with negative pressure equipment out by delivery pipe, carry out the negative pressure ground stabilization according to foundation soil precompressed value and handle.
The diameter of described preformed hole is (50~200) mm.
Described gutter is plastic pipe or steel pipe; Gutter is radial along tube lamina tecti plane and is evenly distributed, spacing be the bucket foundation diameter (1/6~1/8) doubly; The diameter of gutter is (50-100) mm, the length of gutter be the bucket foundation height (1/3~1) doubly, and the length of gutter increases progressively distribution from preformed hole to the barrel direction.
The diameter of described sieve aperture is (3~10) mm, is evenly distributed, and its spacing is (10-50) mm.
Described electric osmose negative electrode is that steel gutter itself or electric osmose anode are steel bucket foundation barrel itself.
Described foundation soil precompressed value is (0~-0.6) Mpa.
The described negative pressure ground stabilization processing time is at least 7 days.
Advantage of the present invention is: the suction that utilizes electroosmosis technology and negative pressure equipment to apply, and by basis itself foundation soil is carried out overconsolidation and handle, carry out ground stabilization; Below the tube lamina tecti, be laid on geotextiles between tube top and the foundation soil permeable/gas material efficient balance ground reinforcing shallow foundation ground, by electroosmosis technology water is directed to each draining steel pipe place, 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 then, realize ground stabilization successively by electric osmose and drainage by suction, 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 is short, economic benefit is obvious, and the integration engineering cost is low.This method is applicable to the ground stabilization processing in harbour, ocean, water conservancy and the bridge engineering.
Description of drawings
Fig. 1 is the sectional structure schematic diagram of this foundation reinforcement method.
Fig. 2 is the plan structure schematic diagram of this foundation reinforcement method.
Among the figure: 1. 2. lamina tectis of bucket foundation, 3. preformed holes, 4. gutters, 5. sieve apertures, 6. geotextiles, 7. electric osmose anodes, 8. electric osmose negative electrodes, 9. delivery pipes, 10. electric drainage power supplys
The specific embodiment
A kind of foundation reinforcement method based on bucket foundation electric osmose and negative pressure technique, may further comprise the steps: 1) center is provided with preformed hole 3 on the tube lamina tecti 2 of bucket foundation 1, below tube lamina tecti 2, vertically be connected with gutter 4, gutter 4 tube walls are provided with sieve aperture 5, lay geotextiles 6 below the tube lamina tecti 2 of bucket foundation 1; 2) electric osmose anode 7 is set on the inwall of bucket foundation 1, electric osmose negative electrode 8 is set on gutter 4, electric osmose anode 7 links to each other with electric drainage power supply 10 respectively with electric osmose negative electrode 8; 3) utilize preformed hole 3 to take out negative pressure, under negative pressure, sink bucket foundation 1 in place; 4) extract water and/or gas with negative pressure equipment out by delivery pipe 9, carry out the negative pressure ground stabilization according to foundation soil precompressed value and handle, this method is described below by specific embodiment.
Embodiment 1:
Implementing environment is sea, beach condition, and bucket foundation 1 is a concrete material, diameter 6m, the high 9m of tube, and preformed hole 3 diameters are 90mm on the tube lamina tecti 2, vertically are connected with gutter 4 below tube lamina tecti 2, gutter 4 is a plastic pipe; Gutter 4 is radial along tube lamina tecti plane and is evenly distributed, and spacing is 1m; The diameter of gutter 4 is 50mm, and the length of gutter 4 is from 3m~9m, and the length of gutter 4 increases progressively distribution from preformed hole 3 to the barrel direction; Gutter 4 tube walls are provided with sieve aperture 5, and the diameter of sieve aperture 5 is 5mm, are evenly distributed, and its spacing is 20mm.Electric osmose anode 7 is set on the inwall of bucket foundation 1, electric osmose negative electrode 8 is set on gutter 4, electric osmose anode 7 link to each other with electric drainage power supply 10 respectively with electric osmose negative electrode 8 (can adopt the disclosed technology of Chinese patent ZL200620077083.5 to be realized); At first utilize preformed hole 3 to take out and be not more than an atmospheric negative pressure, under negative pressure, sink bucket foundation 1 in place; Electroosmosis by electric osmose negative electrode 8 and anode 7 is directed to gutter with water then, extract water and/or gas with negative pressure equipment out by delivery pipe 9 simultaneously, be no more than-0.1Mpa, carry out the negative pressure ground stabilization and handle according to the maximum value of foundation soil precompressed value, squeeze time is 8 days, and implementation result is remarkable.
Embodiment 2:
Implementing environment is 30 meters deep-sea water conditions, and bucket foundation 1 is a concrete material, diameter 12m, and the high 10m of tube, preformed hole 3 diameters are 100mm on the tube lamina tecti 2, vertically are connected with gutter 4 below tube lamina tecti 2, gutter 4 is a round steel pipe; Gutter 4 is radial along tube lamina tecti plane and is evenly distributed, and spacing is 2m; The diameter of gutter 4 is 80mm, and the length of gutter 4 is from 4m~10m, and the length of gutter 4 increases progressively distribution from preformed hole 3 to the barrel direction, and gutter 4 tube walls are provided with sieve aperture 5, and the diameter of sieve aperture 3 is 6mm, is evenly distributed, and its spacing is 50mm.Electric osmose anode 7 is set on the inwall of bucket foundation 1, and gutter 4 is an electric osmose negative electrode 8, electric osmose anode 7 link to each other with electric drainage power supply 10 respectively with electric osmose negative electrode 8 (implementation method is identical with embodiment 1); At first utilize preformed hole 3 to take out and be not more than 4 atmospheric negative pressure, under negative pressure, sink bucket foundation 1 in place; Electroosmosis by electric osmose negative electrode 8 and anode 7 is directed to gutter with water then, extract water and/or gas with negative pressure equipment out by delivery pipe 9 simultaneously, be no more than-0.3Mpa, carry out the negative pressure ground stabilization and handle according to the maximum value of foundation soil precompressed value, squeeze time is 15 days, and implementation result is remarkable.
Claims (7)
1. foundation reinforcement method based on bucket foundation electric osmose and negative pressure technique, it is characterized in that may further comprise the steps: 1) center is provided with preformed hole on the tube lamina tecti of bucket foundation, below the tube lamina tecti, vertically be connected with gutter, the gutter tube wall is provided with sieve aperture, lays geotextiles below the tube lamina tecti of bucket foundation; 2) the electric osmose anode is set on the inwall of bucket foundation, the electric osmose negative electrode is set on gutter, the electric osmose anode links to each other with the electric drainage power supply respectively with the electric osmose negative electrode; 3) utilize preformed hole to take out negative pressure, under negative pressure, sink bucket foundation in place; 4) extract water and/or gas with negative pressure equipment out by delivery pipe, carry out the negative pressure ground stabilization according to foundation soil precompressed value and handle.
2. according to the described foundation reinforcement method based on bucket foundation electric osmose and negative pressure technique of claim 1, it is characterized in that: the diameter of described preformed hole is (50~200) mm.
3. according to the described foundation reinforcement method based on bucket foundation electric osmose and negative pressure technique of claim 1, it is characterized in that: described gutter is plastic pipe or steel pipe; Gutter is radial along tube lamina tecti plane and is evenly distributed, spacing be the bucket foundation diameter (1/6~1/8) doubly; The diameter of gutter is (50-100) mm, the length of gutter be the bucket foundation height (1/3~1) doubly, and the length of gutter increases progressively distribution from preformed hole to the barrel direction.
4. according to the described foundation reinforcement method based on bucket foundation electric osmose and negative pressure technique of claim 1, it is characterized in that: the diameter of described sieve aperture is (3~10) mm, is evenly distributed, and its spacing is (10-50) mm.
5. according to the described foundation reinforcement method based on bucket foundation electric osmose and negative pressure technique of claim 1, it is characterized in that: described electric osmose negative electrode is that steel gutter itself or electric osmose anode are steel bucket foundation barrel itself.
6. according to the described foundation reinforcement method based on bucket foundation electric osmose and negative pressure technique of claim 1, it is characterized in that: described foundation soil precompressed value is (0~-0.6) Mpa.
7. according to the described foundation reinforcement method based on bucket foundation electric osmose and negative pressure technique of claim 1, it is characterized in that: the described negative pressure ground stabilization processing time is at least 7 days.
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Cited By (11)
Publication number | Priority date | Publication date | Assignee | Title |
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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 |
CN103215946A (en) * | 2013-04-09 | 2013-07-24 | 河海大学 | Electroosmosis electrode and electroosmosis draining system thereof |
CN103321208A (en) * | 2013-06-26 | 2013-09-25 | 上海大学 | Vacuum-electroosmosis combined soft foundation reinforcing treatment system utilizing alternative arrangement of long and short cathodes |
CN103698354A (en) * | 2013-12-28 | 2014-04-02 | 苏州市东华试验仪器有限公司 | Flow guide pipe |
CN104131549A (en) * | 2014-06-16 | 2014-11-05 | 武汉河海泽地电渗科技有限公司 | Electro-osmotic drainage consolidation method for electrode pipes |
CN104831704A (en) * | 2015-05-19 | 2015-08-12 | 河海大学 | Electric osmosis and cathode vacuumizing combined soft soil reinforcement device and method |
CN107724376A (en) * | 2017-11-15 | 2018-02-23 | 广西岩土新技术有限公司 | A kind of Tailings Dam self-draining arrangement |
CN109695264A (en) * | 2019-01-21 | 2019-04-30 | 大连理工大学 | A kind of suction type cylindrical foundation sinks cylinder correction and bracing means and its construction method |
CN109898570A (en) * | 2019-03-14 | 2019-06-18 | 宁波大学 | Existing building inclination correction method based on electroosmosis technology |
CN111851463A (en) * | 2020-07-29 | 2020-10-30 | 金陵科技学院 | Foundation reinforcing method for soft soil field |
CN113529691A (en) * | 2021-07-06 | 2021-10-22 | 江苏科技大学 | Device for solidifying river sludge on site and construction method |
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CN1821492A (en) * | 2005-12-30 | 2006-08-23 | 叶吉 | Method for treating soft foundation by double control power consolidation |
CN101139833A (en) * | 2007-07-20 | 2008-03-12 | 朱怡 | Compound vacuum precompressed soft foundation comprehensive strengthening method |
CN101591918A (en) * | 2009-06-24 | 2009-12-02 | 天津大学 | Foundation reinforcement method based on bucket foundation negative pressure technology |
CN101666099A (en) * | 2009-09-28 | 2010-03-10 | 天津大学 | Layer-by-layer foundation consolidating method based on barrel-type foundation negative pressure technology |
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2010
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CN1821492A (en) * | 2005-12-30 | 2006-08-23 | 叶吉 | Method for treating soft foundation by double control power consolidation |
CN101139833A (en) * | 2007-07-20 | 2008-03-12 | 朱怡 | Compound vacuum precompressed soft foundation comprehensive strengthening method |
CN101591918A (en) * | 2009-06-24 | 2009-12-02 | 天津大学 | Foundation reinforcement method based on bucket foundation negative pressure technology |
CN101666099A (en) * | 2009-09-28 | 2010-03-10 | 天津大学 | Layer-by-layer foundation consolidating method based on barrel-type foundation negative pressure technology |
Cited By (16)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
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 |
CN103215946A (en) * | 2013-04-09 | 2013-07-24 | 河海大学 | Electroosmosis electrode and electroosmosis draining system thereof |
CN103215946B (en) * | 2013-04-09 | 2015-04-01 | 河海大学 | Electroosmosis draining system based on sectional electroosmosis electrode |
CN103321208A (en) * | 2013-06-26 | 2013-09-25 | 上海大学 | Vacuum-electroosmosis combined soft foundation reinforcing treatment system utilizing alternative arrangement of long and short cathodes |
CN103321208B (en) * | 2013-06-26 | 2015-05-06 | 上海大学 | Vacuum-electroosmosis combined soft foundation reinforcing treatment system utilizing alternative arrangement of long and short cathodes |
CN103698354A (en) * | 2013-12-28 | 2014-04-02 | 苏州市东华试验仪器有限公司 | Flow guide pipe |
CN104131549A (en) * | 2014-06-16 | 2014-11-05 | 武汉河海泽地电渗科技有限公司 | Electro-osmotic drainage consolidation method for electrode pipes |
CN104831704A (en) * | 2015-05-19 | 2015-08-12 | 河海大学 | Electric osmosis and cathode vacuumizing combined soft soil reinforcement device and method |
CN107724376A (en) * | 2017-11-15 | 2018-02-23 | 广西岩土新技术有限公司 | A kind of Tailings Dam self-draining arrangement |
CN109695264A (en) * | 2019-01-21 | 2019-04-30 | 大连理工大学 | A kind of suction type cylindrical foundation sinks cylinder correction and bracing means and its construction method |
CN109695264B (en) * | 2019-01-21 | 2023-09-19 | 大连理工大学 | Suction type cylindrical foundation sinking cylinder rectifying and reinforcing device and construction method thereof |
CN109898570A (en) * | 2019-03-14 | 2019-06-18 | 宁波大学 | Existing building inclination correction method based on electroosmosis technology |
CN109898570B (en) * | 2019-03-14 | 2020-10-13 | 宁波大学 | Existing building inclination correcting method based on electroosmosis technology |
CN111851463A (en) * | 2020-07-29 | 2020-10-30 | 金陵科技学院 | Foundation reinforcing method for soft soil field |
CN113529691A (en) * | 2021-07-06 | 2021-10-22 | 江苏科技大学 | Device for solidifying river sludge on site and construction method |
CN113529691B (en) * | 2021-07-06 | 2022-05-10 | 江苏科技大学 | Device for solidifying river sludge on site and construction method |
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Application publication date: 20100908 |