CN101831898A - Horizontal shallow layer negative-pressure consolidation working cushion layer technique - Google Patents
Horizontal shallow layer negative-pressure consolidation working cushion layer technique Download PDFInfo
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- CN101831898A CN101831898A CN 201010149410 CN201010149410A CN101831898A CN 101831898 A CN101831898 A CN 101831898A CN 201010149410 CN201010149410 CN 201010149410 CN 201010149410 A CN201010149410 A CN 201010149410A CN 101831898 A CN101831898 A CN 101831898A
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Abstract
The invention discloses a horizontal shallow layer negative-pressure consolidation working cushion layer technique. In regions which are formed by dredging and hydraulic reclamation in sea reclamation and of which the surface layer is slit clay, drift mud and fluidmud, prefabricated horizontal water discharge pipe network is pressed 70 centimeters below mud surface; a layer of geotextile is laid on the mud surface; filter pipes are arranged on the geotextile at 70 centimeter intervals; a sealing film is laid, the water discharge pipe network and the filter pipes on the geotextile, which are below the mud surface, are connected with vacuum pre-pressing equipment by hoses; and water and gases are pumped out to perform horizontal shallow layer vacuum pre-pressing and thus a working cushion layer required for conventional vacuum pre-pressing soft foundation treatment is formed quickly. Therefore, the reclamation of sandy soil, which is required by the conventional vacuum pre-pressing, is avoided, the use of a bamboo or wattle fence layer is avoided, the construction period is shortened and the cost is saved.
Description
Technical field:
The invention belongs to civil engineering groundwork Treatment Design and construction technology, super soft ground shallow-layer treatment technology, particularly horizontal shallow layer negative-pressure consolidation working cushion layer technique.
Background technology
The vacuum pre-press reinforcing method is proposed by the W.Kjellman of geological institute of Sweden imperial family professor the earliest nineteen fifty-two, is subjected to many-sided restrictions such as mechanism and construction technology, proposes to fail to use in actual engineering in back 30 years.Tianjin harbor Engineering Insitute carried out field trial research in 1980, nineteen eighty-three is classified country " six or five " key scientific and technological projects as, by tackling key problem, achieve success, and obtain " vacuum precompression consolidating method of soft soil foundation " and " vacuum combined stack-load method for pre-pressing and reinforcing soft earth foundation " two national inventing patents.
The prefabricating load that vacuum method forms reaches more than the 80kPa, can disposablely apply, and also can unite use with the piling prepressing loading, forms combined vacuum and surcharge preloading.Compare with preloading, do not need a large amount of preloading materials, environmental pollution is few, and sleety weather carries out as usual, and duration shortening 1/3, energy consumption saving 1/3, construction costs reduce by 1/3, and its economic benefit and social benefit are obvious.
Vacuum method has obtained applying in engineerings such as harbour, highway, worker China Democratic National Construction Association, especially enters 21st century, and the reclaiming land around sea engineerings emerges in large numbers in a large number.The area of vacuum prepressing reinforcement soft soil base reaches more than 300 square kilometres up to now, and some new improvement and perfect have also appearred in technique of soft soil foundation treatment.
Conventional vacuum method need be laid the horizontal sand cushion of thick 40cm at the weak soil laminar surface, sets up the operation that re-packs of the plastic draining board machine of setting then.Because to dredge native intensity lower for hydraulic reclamation recently, therefore also not free airing needs to increase working cushion layer.The mode of working cushion layer mainly contains: (1) lays geotextiles and bamboo basketry or chaste tree basketry bed course; (2) lay geotextiles and bamboo basketry or chaste tree basketry bed course (3) shallow-layer vacuum preloading behind the hydraulic reclamation sandy soil.The water content that forms for hydraulic reclamation is greater than 85% with upper reaches mud or mud scum district, lays preceding two kinds of working cushion layers and re-packs that to return slurry more for sand cushion surface, back, handles comparatively difficulty; For the area of sandy soil scarcity, hydraulic reclamation sandy soil cost is higher, the time is longer.Adopt the shallow-layer vacuum preloading to handle, the comparatively difficulty that re-packs, expense is also higher.At the deficiency of working cushion layer in the above-mentioned vacuum method, the present invention proposes a kind of " horizontal shallow layer negative-pressure consolidation working cushion layer technique ", can effectively solve a conventional ultra-soft soil vacuum method working cushion layer difficult problem.
Summary of the invention
The purpose of this invention is to provide a kind of horizontal shallow layer negative-pressure consolidation working cushion layer technique, vacuum method is reinforced the quick working cushion layer of super soft ground.Conventional shallow-layer vacuum preloading that alternative formation working cushion layer is used and sandy soil and bamboo basketry or chaste tree basketry working cushion layer.Be applicable to that the top layer that reclaiming land around sea dredging hydraulic reclamation forms is mud matter cohesive soil, stream mud and mud scum.After adopting present technique, can form the high slightly hard formation of intensity fast, carry out the vacuum preloading sand cushion and lay and the operation that re-packs on the top layer, avoid hydraulic reclamation sandy soil on hydraulic reclamation ultra-soft soil, save time and cost, convenient and quick construction has bigger economic benefit and environment protecting.
Particular content of the present invention:
Horizontal shallow layer negative-pressure consolidation working cushion layer technique, on the top layer that reclaiming land around sea dredging hydraulic reclamation forms is mud matter cohesive soil, stream mud and mud scum zone, pre-assigned level is pressed under the mud face about 70cm to drainage pipeline networks, at the mud face worker's cloth that spreads a layer of clay, press the 70cm spacing on the geotextiles and lay chimney filter, lay diaphragm seal then, by flexible pipe chimney filter on drainage pipeline networks under the mud face and the geotextiles is connected with vacuum preloading equipment, drawing water bleeds carries out level to the shallow-layer vacuum preloading, forms the required working cushion layer of conventional vacuum preloading soft soil foundation fast.
A kind of horizontal shallow layer negative-pressure consolidation working cushion layer technique is characterized in that, carries out according to the following steps:
1) production technique is to drainage pipeline networks, and the gutter infall is logical or threeway connection with two, and the formation level is to drainage pipeline networks, and the pipe network end utilizes four-way to link to each other with flexible pipe;
2) prefabricated level is moved to drainage pipeline networks treat on the reinforcing area mud face, or on the reinforcing area after the assembly unit, manually pipe network is pressed under the face about 70cm, but the flexible pipe port is stayed more than the mud face;
3) on the mud face in drainage pipeline networks zone, lay one deck geotextiles in the level that is pressed into;
4) on the geotextiles of completing, lay chimney filter, the chimney filter end is led to two or threeway links together by the 70cm spacing;
5) the stabilization zone face of land covers diaphragm seal, by flexible pipe chimney filter on drainage pipeline networks under the mud face and the geotextiles is connected with vacuum preloading equipment, and the startup fluidic device draws water to bleed and carries out level to the shallow-layer vacuum preloading;
6) mud is rapidly solidified reach instructions for use after, reclaim chimney filter, remove geotextiles and vacuum prepressing device, smooth place forms the required working cushion layer of conventional vacuum preloading soft soil foundation.
Geofabrics pipe or spring filter cloth pipe that described level adopts geotextiles to wrap up to drainage pipeline networks, diameter 50～70mm.
Level is pressed into about the following 70cm of mud face to gutter spacing 70cm.
The geotextiles of laying is woven cloth or nonwoven.
Superiority of the present invention
Can save sandy soil bed course and bamboo basketry or chaste tree basketry bed course in the conventional vacuum pre-pressed soft soil foundation reinforcing process.
Technique effect can reach the above vacuum pre-press reinforcing effect of 80kPa.
Description of drawings
Fig. 1 horizontal shallow layer negative-pressure consolidation working cushion layer technique floor map
Fig. 2 A-A sectional schematic diagram
Fig. 3 B-B sectional schematic diagram
1 level is to gutter, 2 chimney filters, and 3 geotextiles, 4 two is logical, 5 threeways, 6 flexible pipes,
7 vacuum pumps, 8 four-ways, 9 ground, 10 diaphragm seals
The specific embodiment
This horizontal shallow layer negative-pressure consolidation working cushion layer technique as shown in the figure,
1) production technique is to drainage pipeline networks, and the gutter infall is logical or threeway connection with two, and the formation level is to drainage pipeline networks, and the pipe network end utilizes four-way to link to each other with flexible pipe.
2) prefabricated level is moved to drainage pipeline networks treat on the reinforcing area mud face, or on the reinforcing area after the assembly unit, manually pipe network is pressed under the face about 70cm, but the flexible pipe port is stayed more than the mud face.
3) on the mud face in drainage pipeline networks zone, lay one deck geotextiles in the level that is pressed into.
4) on the geotextiles of completing, lay chimney filter, the chimney filter end is led to two or threeway links together by the 70cm spacing.
5) the stabilization zone face of land covers diaphragm seal, by flexible pipe chimney filter on drainage pipeline networks under the mud face and the geotextiles is connected with vacuum preloading equipment, and the startup fluidic device draws water to bleed and carries out level to the shallow-layer vacuum preloading.
6) mud is rapidly solidified reach instructions for use after, reclaim chimney filter, remove geotextiles and vacuum prepressing device, smooth place forms the required working cushion layer of conventional vacuum preloading soft soil foundation.
Geofabrics pipe or spring filter cloth pipe that described level adopts geotextiles to wrap up to drainage pipeline networks, diameter 50～70mm.
Level is pressed into about the following 70cm of mud face to gutter spacing 70cm.
The geotextiles of laying is woven cloth or nonwoven.
Claims (4)
1. a horizontal shallow layer negative-pressure consolidation working cushion layer technique is characterized in that, carries out according to the following steps:
1) production technique is to drainage pipeline networks, and the gutter infall is logical or threeway connection with two, and the formation level is to drainage pipeline networks, and the pipe network end utilizes four-way to link to each other with flexible pipe;
2) prefabricated level is moved to drainage pipeline networks treat on the reinforcing area mud face, or on the reinforcing area after the assembly unit, manually pipe network is pressed under the face about 70cm, but the flexible pipe port is stayed more than the mud face;
3) on the mud face in drainage pipeline networks zone, lay one deck geotextiles in the level that is pressed into;
4) on the geotextiles of completing, lay chimney filter, the chimney filter end is led to two or threeway links together by the 70cm spacing;
5) the stabilization zone face of land covers diaphragm seal, by flexible pipe chimney filter on drainage pipeline networks under the mud face and the geotextiles is connected with vacuum preloading equipment, and the startup fluidic device draws water to bleed and carries out level to the shallow-layer vacuum preloading;
6) mud is rapidly solidified reach instructions for use after, reclaim chimney filter, remove geotextiles and vacuum prepressing device, smooth place forms the required working cushion layer of conventional vacuum preloading soft soil foundation.
2. horizontal shallow layer negative-pressure consolidation working cushion layer technique according to claim 1 is characterized in that, geofabrics pipe or spring filter cloth pipe that described level adopts geotextiles to wrap up to drainage pipeline networks, diameter 50～70mm.
3. horizontal shallow layer negative-pressure consolidation working cushion layer technique according to claim 1 is characterized in that, level is pressed into about the following 70cm of mud face to gutter spacing 70cm.
4. horizontal shallow layer negative-pressure consolidation working cushion layer technique according to claim 1 is characterized in that, the geotextiles of laying is woven cloth or nonwoven.
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| Application Number | Priority Date | Filing Date | Title |
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| CN2010101494104A CN101831898B (en) | 2010-04-19 | 2010-04-19 | Horizontal shallow layer negative-pressure consolidation working cushion layer technique |
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| CN2010101494104A CN101831898B (en) | 2010-04-19 | 2010-04-19 | Horizontal shallow layer negative-pressure consolidation working cushion layer technique |
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| CN101831898A true CN101831898A (en) | 2010-09-15 |
| CN101831898B CN101831898B (en) | 2012-02-22 |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102071698A (en) * | 2010-12-24 | 2011-05-25 | 浙江中南建设集团有限公司 | Construction method of beddings of foundation downward overturn beam and pile cap |
| CN102140793A (en) * | 2011-03-15 | 2011-08-03 | 中交天津港湾工程研究院有限公司 | Filter pipe tread-in vacuum drainage super-soft soil reinforcing technical method |
| CN105804047A (en) * | 2016-04-06 | 2016-07-27 | 浙江水利水电学院 | Water drainage device and method for increasing water drainage and consolidation speed of filled sludge |
| CN105821892A (en) * | 2016-03-25 | 2016-08-03 | 河南省中原水利水电工程集团有限公司 | Horizontal screen pipe dewatering system and treatment method |
| CN113945316A (en) * | 2021-08-31 | 2022-01-18 | 河海大学 | Negative pressure type under-film blind ditch and soil body air pressure distribution field test method |
| CN116905465A (en) * | 2023-07-25 | 2023-10-20 | 西南石油大学 | Bionical pipe is used in soil body solidification based on microorganism mineralization technique |
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| CN100516384C (en) * | 2006-03-10 | 2009-07-22 | 天津港湾工程研究所 | Underwater vacuum prepressing reinforcement soft base technique method |
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2010
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| KR100310728B1 (en) * | 1999-06-05 | 2001-10-17 | 임철웅 | Early reforming construction work method of tender base for dredge soil using a vaccum pressure load and floating mat slab thereof |
| KR20010038244A (en) * | 1999-10-22 | 2001-05-15 | 남상국 | Engineering methods to improve subsurface of soft ground |
| JP2002030646A (en) * | 2000-07-14 | 2002-01-31 | Penta Ocean Constr Co Ltd | Construction method for horizontal drain using biodegradable draining member |
| KR20010067815A (en) * | 2001-03-30 | 2001-07-13 | 김동민 | Soil improvement structure and method viscous soil reclaimed land |
| CN100516384C (en) * | 2006-03-10 | 2009-07-22 | 天津港湾工程研究所 | Underwater vacuum prepressing reinforcement soft base technique method |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102071698A (en) * | 2010-12-24 | 2011-05-25 | 浙江中南建设集团有限公司 | Construction method of beddings of foundation downward overturn beam and pile cap |
| CN102140793A (en) * | 2011-03-15 | 2011-08-03 | 中交天津港湾工程研究院有限公司 | Filter pipe tread-in vacuum drainage super-soft soil reinforcing technical method |
| CN102140793B (en) * | 2011-03-15 | 2012-07-25 | 中交天津港湾工程研究院有限公司 | Filter pipe tread-in vacuum drainage super-soft soil reinforcing technical method |
| CN105821892A (en) * | 2016-03-25 | 2016-08-03 | 河南省中原水利水电工程集团有限公司 | Horizontal screen pipe dewatering system and treatment method |
| CN105804047A (en) * | 2016-04-06 | 2016-07-27 | 浙江水利水电学院 | Water drainage device and method for increasing water drainage and consolidation speed of filled sludge |
| CN113945316A (en) * | 2021-08-31 | 2022-01-18 | 河海大学 | Negative pressure type under-film blind ditch and soil body air pressure distribution field test method |
| CN113945316B (en) * | 2021-08-31 | 2022-08-02 | 河海大学 | Negative pressure type under-film blind ditch and soil body air pressure distribution field test method |
| CN116905465A (en) * | 2023-07-25 | 2023-10-20 | 西南石油大学 | Bionical pipe is used in soil body solidification based on microorganism mineralization technique |
| CN116905465B (en) * | 2023-07-25 | 2024-02-09 | 西南石油大学 | Bionical pipe is used in soil body solidification based on microorganism mineralization technique |
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| CN101831898B (en) | 2012-02-22 |
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