SG173008A1 - Presetting type high vacuum compact method for treating soft ground - Google Patents
Presetting type high vacuum compact method for treating soft ground Download PDFInfo
- Publication number
- SG173008A1 SG173008A1 SG2011051349A SG2011051349A SG173008A1 SG 173008 A1 SG173008 A1 SG 173008A1 SG 2011051349 A SG2011051349 A SG 2011051349A SG 2011051349 A SG2011051349 A SG 2011051349A SG 173008 A1 SG173008 A1 SG 173008A1
- Authority
- SG
- Singapore
- Prior art keywords
- soil
- apparatuses
- permeable
- ventilating
- drainage
- Prior art date
Links
- 238000000034 method Methods 0.000 title claims description 62
- 239000002689 soil Substances 0.000 claims description 88
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 60
- 238000005086 pumping Methods 0.000 claims description 22
- 238000010276 construction Methods 0.000 claims description 19
- 230000035699 permeability Effects 0.000 claims description 15
- 238000007596 consolidation process Methods 0.000 claims description 5
- 239000004927 clay Substances 0.000 claims description 3
- 239000012528 membrane Substances 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 2
- 238000010586 diagram Methods 0.000 description 3
- 239000004576 sand Substances 0.000 description 3
- 238000005056 compaction Methods 0.000 description 2
- 238000007796 conventional method Methods 0.000 description 2
- 238000002203 pretreatment Methods 0.000 description 2
- 238000004904 shortening Methods 0.000 description 2
- 101000827703 Homo sapiens Polyphosphoinositide phosphatase Proteins 0.000 description 1
- 102100023591 Polyphosphoinositide phosphatase Human genes 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 239000013043 chemical agent Substances 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 239000011499 joint compound Substances 0.000 description 1
- 238000009705 shock consolidation Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/046—Improving by compacting by tamping or vibrating, e.g. with auxiliary watering of the soil
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Description
Presetting Type High Vacuum Compact Method for Treating Soft Ground
The present invention belongs to the method for treating soft ground. In particular, the present invention relates to a method for treating soft ground of sea reclamation, and more particularly, to a presetting type high vacuum compact method for treating soft ground.
At present, for treating soft ground of sea reclamation, either conventional methods or novel techniques, such as soil cement mixed pile, high vacuum compact, and dynamic consolidation are all passive ground treating methods, which means that only after formation of soft ground by sea reclamation and backfilling, soft ground consolidation could be carried out. So, at present, passive treating methods often encounter embarrassments that bearing capacity of nascent land is too low to support people and apparatuses. Thus, pre-treatment of extra-soft ground has to be carried out with large amounts of money and time to make sure apparatuses could be put into the construction region. However, a high risk of crash accident existed in the said pre-treatment work. The above said methods usually have common failings of high investment and high risk.
Consequently, it is in desire need of a novel active method to treat soft ground of sea reclamation and overcome the above said disadvantages.
Abstract of the Invention
A presetting type high vacuum compact method for treating soft ground requiring backfilling soil is provided in the present invention to overcome the above said disadvantages in passive methods for treating ground.
The method provided by the present invention comprises presetting drainage apparatuses required by the high vacuum compact method on an original subsoil of the construction region before backfilling soil.
According to a preferred embodiment of the present invention, the method provided by the present invention comprises the following steps:
A) on an original subsoil, setting horizontal drainage apparatuses and vertical water collecting apparatuses, linking said horizontal drainage apparatuses with said vertical water collecting apparatuses,
B) backfilling soil, laying water pumping apparatuses when the backfilled soil reaches the designed elevation, linking said pumping apparatuses with said vertical water collecting apparatuses,
C) executing several cycles of high vacuum compact, and terminating the construction when the backfilled soil reaches the designed degree of consolidation.
According to a preferred embodiment of the present invention, soil permeability should be measured before setting horizontal drainage apparatuses and vertical water collecting apparatuses, to determine whether the backfilled soil is permeable soil or not, where sandy soil and silt with permeability coefficient greater than or equal to 10 cm/s are called permeable soil, and clay and mud with permeability coefficient lower than 10%cm/s are called impermeable soil.
According to a preferred embodiment of the present invention, when backfilled soil is permeable soil, horizontal permeable blind ditches are used as horizontal drainage apparatuses and vertical water collecting wells are used as vertical water collecting apparatuses. The said vertical water collecting wells are set at both ends of the blind ditches, whose height above the ground are not lower than the designed elevation of backfilled soil. Submersible type water pumping apparatuses are used as water pumping apparatuses to pump water outside the construction region.
According to a preferred embodiment of the present invention, when backfilled soil is impermeable soil, rectangle densely placed horizontal permeable drainage boards are used as horizontal drainage apparatuses and grid-patterned ventilating frames are used as vertical water collecting apparatuses. The grid-patterned ventilating frames, which are used to install horizontal permeable drainage boards, are embedded into original seabeach vertically. The ventilating frames are provided with interlinked horizontal and vertical pipelines. The height of top layer horizontal pipeline of ventilating frame is lower than the designed elevation of backfilled soil at a reasonable distance. A membrane-penetrated pipe is set on each ventilating frame to link with water pumping apparatus. The top of the membrane-penetrated pipe is higher than the designed elevation of backfilled soil. The horizontal pipeline of horizontal permeable drainage board, which is along with ventilating frame, is layered densely placed. Each layer of drainage board is kept on the same level with the horizontal pipeline of the corresponding layer of ventilating frame. A layer of ventilating soft plastic drainage board is spread on the surface of backfilled soil,
which reaches the designed elevation. A set of vacuum system is set on the ventilating soft plastic drainage board to pump vacuum.
The method provided by the present invention has the advantage of saving construction cost greater than 30%, meanwhile, shortening the construction period, ensuring safety in construction and also being environmental friendly.
Descriptions of the Drawings
FIG.1 is a schematic diagram for setting model of blind ditches and water collecting walls as described in embodiment 1 of the present invention, wherein, 1 stands for blind ditch, 2 stands for water collecting wall.
FIG.2 is a schematic diagram of structure of special ventilating frame as described in embodiment 2 of the present invention, wherein, 31 stands for horizontal pipeline, 32 stands for vertical pipeline, 4 stands for membrane-penetrated pipe.
FIG.3 is a schematic diagram of structure of ventilating soft plastic drainage board as described in embodiment 2 of the present invention, wherein, 5 stands for ventilating geocloth.
FIG4 is a setting model of ventilating soft plastic drainage board as described in embodiment 2 of the present invention.
As for sea reclamation, backfilling soil and pumping out large amount of water contained in backfilled soil are required when soil doesn’t reach the designed elevation. As a rule, passive treating methods are employed, however, an active method for treating ground, which is named as presetting type high vacuum compact method for treating soft ground, is provided by the present invention. The method comprises presetting drainage apparatuses required by the high vacuum compact method on an original subsoil of the construction region before backfilling soil. The said drainage apparatuses include horizontal drainage apparatuses and vertical water collecting apparatuses.
Particularly, the method provided by the present invention comprises the following steps:
A) on an original subsoil, setting horizontal drainage apparatuses and vertical water collecting apparatuses, linking said horizontal drainage apparatuses with said vertical water collecting apparatuses,
B) backfilling soil, laying water pumping apparatuses when the backfilled soil reaches the designed elevation, linking said pumping apparatuses with said vertical water collecting apparatuses,
C) executing several cycles of high vacuum compact, and terminating the construction when the backfilled soil reaches the designed degree of consolidation.
However, the permeability varies with different kind of soils. Presetting treating method also varies with the soils having different permeability. So as for sea reclamation, geology mechanical properties of backfilled soil should be measured firstly. According to the backfilled soil property, mainly the soil permeability, backfilled soil can be divided into permeable soil (sandy soil and silt etc. with permeability coefficient greater than or equal to 10%m/s, A type) and impermeable soil (clay and mud etc. with permeability coefficient lower than 10cm/s, B type) based on different permeability coefficiencies measured at the construction region.
Further, on the basis of different kinds of backfilled soil permeability, special presetting type high vacuum compact method for treating soft ground is carried out as described in detail hereinafter:
When backfilled soil is permeable soil, horizontal permeable blind ditches are used as horizontal drainage apparatuses and vertical water collecting wells are used as vertical water collecting apparatuses. The said vertical water collecting wells are set at both ends of the blind ditches, whose height above the ground are not lower than the designed elevation of backfilled soil. Submersible type water pumping apparatuses are used as water pumping apparatuses to pump water outside the construction region.
When backfilled soil is impermeable soil, rectangle densely placed horizontal permeable drainage boards are used as horizontal drainage apparatuses and grid-patterned ventilating frames are used as vertical water collecting apparatuses.
The grid-patterned ventilating frames, which are used to install horizontal permeable drainage boards, are embedded into original seabeach vertically. The ventilating frames are provided with interlinked horizontal and vertical pipelines. The height of top layer horizontal pipeline of ventilating frame is lower than the designed elevation of backfilled soil at a reasonable distance. A membrane-penetrated pipe is set on each ventilating frame to link with water pumping apparatus. The top of membrane-penetrated pipe is higher than the designed elevation of backfilled soil.
The horizontal pipeline of horizontal permeable drainage board, which is along with ventilating frame, is layered densely placed. Each layer of drainage board is kept on the same level with the horizontal pipeline of the corresponding layer of ventilating frame. A layer of ventilating soft plastic drainage board is spread on the surface of backfilled soil, which reaches the designed elevation. A set of vacuum system is set on 5 the ventilating soft plastic drainage board to pump vacuum.
The present invention is further illustrated by the following particular embodiments. It should be understood that the following embodiments, which are only used to illustrate the present invention, but not to limit the scope of the present invention.
Example 1, Method for treating permeable soil
For a certain project of sea reclamation, the backfilled soil, whose permeability coefficient is measured as 10™ cm/s, is belonged to permeable soil. According to this measured result, the following steps are determined to be carried out:
Step 1: Before backfilling soil, as shown in FIG.1, a horizontal permeable blind ditch 1, which is about 60~150 m in length, is set on original seabeach every 10~30 m.
A vertical water collecting well 2 is set on each end of the blind ditch 1. The vertical water collecting well 2, whose height above the ground is not lower than the designed elevation of backfilled soil, is usually embedded into original seabeach over 80 cm in depth.
Wherein, the permeable blind ditch 1, which is made by ordinary plastic blind ditch or old plastic material, is a circle type permeable pipe with permeable geocloth wrapped and 100 mm~950 mm in diameter.
The vertical water collecting well 2 is a horniness permeable pipe with 150 mm-~600 mm in diameter.
Step 2: Backfilling soil is carried out. As the backfilled soil reaches the designed elevation (the dredgerfilled soil of sea reclamation is general 2~8 m in height), the submersible type water pumping apparatus is embedded into the vertical water collecting well to pump water outside the construction region.
Step 3: According to the method provided by CN patent No 01127046.2, when the compaction of backfilled soil reaches the designed requirement after carrying out two or three cycles of high vacuum compact, the apparatuses should be terminated.
Example 2, Method for treating impermeable soil
For a certain project of sea reclamation, the backfilled soil, whose permeability coefficient is measured as 10”cm/s, is belonged to impermeable soil. According to this measured result, the following steps are determined to be carried out:
Step 1: A grid-patterned ventilating frame, which is used to install horizontal permeable drainage board, is embedded into original seabeach before backfilling soil.
The height of top layer horizontal pipeline of ventilating frame is lower than the designed elevation of backfilled soil at space reasonable distance of about 1 m generally. Each ventilating frame is about 2~5 m in length, and is placed at regular intervals of 20~50 m. The structure of grid-patterned ventilating frame, as shown in
FIG.2, is consisted of porous plastic rectangle pipes with geoclothes wrapped outside.
The space between grid-patterned rectangle pipes is 0.6~1.5 m, and the pipelines (horizontal pipeline 32 and vertical pipeline 31) are interlinked. A membrane-penetrated pipe 4, which is employed to connect vacuum system, is set on each frame.
The horizontal pipeline 32 of horizontal permeable drainage board, which is along with ventilating frame, is then layered densely placed (the drainage board, whose space between each other is generally 0.6~1.5 m, is arranged in parallel and also can be adjusted according to the property of backfilled soil). Each layer of drainage board is kept on the same level with the horizontal pipeline of the corresponding layer of ventilating frame. The plastic ventilating frame is horizontally connected with the ventilating frame.
According to the treating capacity of vacuum system, ventilating frames are set in groups of 60~100 bars. The setting model of frames can be adjusted based on the bearing capacity of construction regions, the thickness of silt and convenience for walk and arrangement. Wherein, conventional A or B type plastic drainage board can be used as horizontal permeable draining boards.
The ventilating frame is mainly used to set the parallel drainage boards and collect percolating water from silt. The percolating water can be pumped out by vacuum during the following steps.
Step 2: Backfilling soil is carried out. As backfilled soil reaches the designed elevation, a layer of ventilating soft plastic drainage board is spread on the surface of backfilled soil.
As shown in FIG.3, the ventilating soft plastic drainage board is a permeable concave-conve type drainage board with 20~50 m in length, 50~150 mm in width, 10~50 mm in thickness and geocloth 5 wrapped outside.
The setting model of the ventilating soft plastic drainage board, as shown in FIG 4, is placed rectangular in a row. Wherein, a single rectangle is 10~15 m in length and 2~5 m in width. The vacuum membrane, with which water can be overlaid 1~1.5 m in depth to accelerated consolidation of silt as vacuum required, is then overlaid on ventilating plastic drainage board.
Step 3: Two sets of vacuum systems are set per 600~1200 m?. Wherein, one set of vacuum system is linked with membrane-penetrated pipe of the ventilating frame for pumping vacuum, where another set is set on the ventilating soft drainage board for pumping vacuum. 2~4 months later, the apparatus should be terminated when the compaction of backfilled soil reaches designed requirement.
Although as described in example 2 of the present invention, the plane frames used are consist of porous plastic rectangle pipes, for that skilled in the present technical field, it is obvious that the frames with other configurations, such as stereo configuration encircled by four sides, can also be used to set drainage board, and obtain the same effect. Thus, it is also claimed to be protected by the present invention.
Compared to conventional methods such as high vacuum compact and vacuum preloading, the method provided by the present invention has present with the following advantages:
Because the bearing capacity of backfilled soil almost reaches zero, geocloth, which is need to backfill rough sand with 80 cm in thickness, is required to be spread on the soil for setting drainage boards by apparatuses. As the method provided by the present invention is used to preset horizontal drainage boards, a great expense for a mass of rough sand layers and setting drainage boards by apparatuses could be reduced. Consequently, the method provided by the present invention has the advantages of saving construction cost greater than 30%, shortening the construction periods and ensuring safety in construction. Moreover, the method is environment friendly because of saving large cost of sand resource, employing presetting high vacuum compact throughout project with output of pure water but not mud without adding chemical agent, and reusing of the ventilating soft drainage boards.
Claims (28)
1. A presetting type high vacuum compact method for treating soft ground requiring backfilling soil, wherein said method comprises presetting said drainage apparatuses required by the high vacuum compact method on an original subsoil of the construction region before backfilling soil.
2. The method as said in claim 1, wherein said drainage apparatuses includes horizontal drainage apparatuses and vertical water collecting apparatuses.
3. The method as said in claim 2, wherein said method comprises the following steps:
A. on an original subsoil, setting said horizontal drainage apparatuses and said vertical water collecting apparatuses, linking said horizontal drainage apparatuses with said vertical water collecting apparatuses,
B. backfilling soil, laying water pumping apparatuses when the backfilled soil reaches the designed elevation, linking said pumping apparatuses with said vertical water collecting apparatuses,
C. executing several cycles of high vacuum compact, and terminating the construction when the backfilled soil reaches the degree of consolidation.
4. The method as said in claim 1, wherein soil permeability should be measured before setting said horizontal drainage apparatuses and said vertical water collecting apparatuses, to determine whether the backfilled soil is permeable soil or not.
5. The method as said in claim 4, wherein sandy soil and silt with permeability coefficient greater than or equal to 10 cm/s are said permeable soil.
6. The method as said in claim 4, wherein clay and mud with permeability coefficient lower than 10 cm/s are said impermeable soil.
7. The method as said in claim 3, wherein when backfilled soil is permeable soil, horizontal permeable blind ditches are used as said horizontal drainage apparatuses and vertical water collecting wells are used as said vertical water collecting apparatuses, the said vertical water collecting wells are set at both ends of said blind ditches, whose height above the ground are not lower than the designed elevation of backfilled soil, submersible type water pumping apparatuses are used as said water pumping apparatuses to pump water outside the construction region.
8. The method as said in claim 7, wherein said permeable blind ditch is made by ordinary plastic blind ditch.
9. The method as said in claim 7, wherein said permeable blind ditch, which is made by old plastic material, is a circle type permeable pipe with wrapped permeable geocloth and 100 mm~950 mm in diameter.
10. The method as said in claim 7, wherein said permeable blind ditch is about 60~150 m in length.
11. The method as said in claim 7, wherein the space between said permeable blind ditch is about 10~30 m.
12. The method as said in claim 7, wherein said vertical water collecting well is a horniness permeable pipe with 150 mm~600 mm in diameter.
13. The method as said in claim 7, wherein said water collecting well is embedded into original seabeach over 80 cm in depth.
14. The method as said in claim 7, wherein said submersible type water pumping apparatus is embedded into said water collecting well.
15. The method as said in claim 3, wherein when backfilled soil is impermeable soil, rectangle densely placed horizontal permeable drainage boards are used as said horizontal drainage apparatuses and grid-patterned ventilating frames are used as said vertical water collecting apparatuses; the said grid-patterned ventilating frames, which are used to install horizontal permeable drainage boards, are embedded into original seabeach vertically; the said ventilating frames are provided with interlinked horizontal and vertical pipelines; the height of top layer horizontal pipeline of said ventilating frame is lower than the designed elevation of backfilled soil at a reasonable distance; a membrane-penetrated pipe is set on each ventilating frame to link with said water pumping apparatus; the top of said membrane-penetrated pipe is higher than the designed elevation of backfilled soil; the horizontal pipeline of said horizontal permeable drainage board, which is along with said ventilating frame, is layered densely placed; each layer of said drainage board is kept on the same level with the horizontal pipeline of the corresponding layer of said ventilating frame; a layer of ventilating soft plastic drainage board is spread on the surface of said backfilled soil, which reaches the designed elevation; a set of vacuum system is set on said ventilating soft plastic drainage board to pump vacuum.
16. The method as said in claim 15, wherein said ventilating frame is about 2~5 m in length.
17. The method as said in claim 15, wherein said ventilating frame is placed at regular intervals of 20~50 m.
18. The method as said in claim 15, wherein conventional A or B type plastic drainage board are used as said horizontal permeable drainage boards.
19. The method as said in claim 15, wherein the structure of said grid-patterned ventilating frame is consisted of porous plastic rectangle pipes with geoclothes wrapped outside; the space between said grid-patterned rectangle pipes is 0.6~1.5 m.
20. The method as said in claim 15, wherein said ventilating soft plastic drainage board is a permeable concave-conve type drainage board with 20~50 m in length, 50~150 mm in width, 10~50 mm in thickness and geocloth wrapped outside.
21. The method as said in claim 15, wherein said setting model of the ventilating soft plastic drainage board is laid rectangular in a row.
22. The method as said in claim 21, wherein a single rectangle of said ventilating soft plastic drainage board laid rectangular in a row is 10~15 m in length and 2~5 m in width.
23. The method as said in claim 15, wherein the height of top layer horizontal pipeline of said ventilating frame is lower than the designed elevation of backfilled soil at a reasonable distance of about 1 m generally.
24. The method as said in claim 15, wherein the vacuum system is the water pumping apparatus.
25. The method as said in claim 15, wherein the vacuum membrane is overlaid on said ventilating plastic drainage board.
26. The method as said in claim 25, wherein pressure is overlaid on said vacuum membrane.
27. The method as said in claim 26, wherein water is overlaid with 1~1.5 m in depth.
28. The method as said in claim 15, wherein after backfilling soil, one set of said water pumping apparatus is set on said backfilled soil per 600~1200 m?, and one set of said vacuum system is set per 600~1200 m?,
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009100454817A CN101463601B (en) | 2009-01-16 | 2009-01-16 | Preset high vacuum soft foundation processing method by high vacuum compaction |
| PCT/CN2009/076196 WO2010081375A1 (en) | 2009-01-16 | 2009-12-29 | Presetting type high vacuum compact method for treating soft ground |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| SG173008A1 true SG173008A1 (en) | 2011-08-29 |
Family
ID=40804374
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| SG2011051349A SG173008A1 (en) | 2009-01-16 | 2009-12-29 | Presetting type high vacuum compact method for treating soft ground |
Country Status (4)
| Country | Link |
|---|---|
| CN (1) | CN101463601B (en) |
| AU (1) | AU2009337567A1 (en) |
| SG (1) | SG173008A1 (en) |
| WO (1) | WO2010081375A1 (en) |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101463601B (en) * | 2009-01-16 | 2011-08-03 | 上海港湾软地基处理工程(集团)有限公司 | Preset high vacuum soft foundation processing method by high vacuum compaction |
| CN102116019A (en) * | 2009-12-31 | 2011-07-06 | 上海港湾软地基处理工程(集团)有限公司 | Method for rapidly treating soft foundation through high vacuum densification |
| CN105672246B (en) * | 2016-02-01 | 2017-08-29 | 上海勘测设计研究院有限公司 | The pre-setting method of recently deposited ground consolidation draining structure |
| CN106192975A (en) * | 2016-08-31 | 2016-12-07 | 四川和天下科技有限公司 | A kind of reinforcement method of the soil body |
| CN115559292A (en) * | 2021-08-03 | 2023-01-03 | 河北地质大学 | Horizontal drainage system for consolidating soft foundation and construction method thereof |
| CN114606927B (en) * | 2022-01-24 | 2024-05-03 | 中交第二航务工程局有限公司 | Construction method for performing foundation treatment by combining vacuum precipitation and air pressure splitting |
| CN115233642B (en) * | 2022-08-25 | 2024-06-11 | 中交一公局集团有限公司 | Cofferdam hole-guiding backfill water seepage detection method |
Family Cites Families (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1221713C (en) * | 2004-03-09 | 2005-10-05 | 徐土龙 | Method of processing soft foundation by quick low position high vacuum layering pre-compacting consolidation |
| DE102004013275B4 (en) * | 2004-03-16 | 2007-02-15 | Josef Möbius Bau-Aktiengesellschaft | Process for the production of an interactive load-bearing system made of geotextile-coated columns of granular material and the upcoming floors for the removal of building and traffic loads with unsustainable subsoil |
| CN1609345A (en) * | 2004-11-25 | 2005-04-27 | 徐士龙 | High vacuum variable energy cross soft foundation treatment method |
| CN100513700C (en) * | 2007-03-09 | 2009-07-15 | 包国建 | Stereo-low-level vacuum prepressing soft foundation processing method |
| CN101139833A (en) * | 2007-07-20 | 2008-03-12 | 朱怡 | Compound vacuum precompressed soft foundation comprehensive strengthening method |
| CN101302757B (en) * | 2008-03-07 | 2010-06-09 | 张伯谦 | Method for quickly processing heavy layer soft soil foundation |
| CN101324063B (en) * | 2008-08-06 | 2011-08-31 | 上海港湾软地基处理工程(集团)有限公司 | Special soft foundation consolidation method |
| CN101463601B (en) * | 2009-01-16 | 2011-08-03 | 上海港湾软地基处理工程(集团)有限公司 | Preset high vacuum soft foundation processing method by high vacuum compaction |
-
2009
- 2009-01-16 CN CN2009100454817A patent/CN101463601B/en active Active
- 2009-12-29 WO PCT/CN2009/076196 patent/WO2010081375A1/en active Application Filing
- 2009-12-29 SG SG2011051349A patent/SG173008A1/en unknown
- 2009-12-29 AU AU2009337567A patent/AU2009337567A1/en not_active Abandoned
Also Published As
| Publication number | Publication date |
|---|---|
| WO2010081375A1 (en) | 2010-07-22 |
| CN101463601A (en) | 2009-06-24 |
| AU2009337567A1 (en) | 2011-08-04 |
| CN101463601B (en) | 2011-08-03 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| SG173008A1 (en) | Presetting type high vacuum compact method for treating soft ground | |
| CN103628468B (en) | A kind of water penetration pile combined vacuum prepressing ground foundation treatment method | |
| CN104120710B (en) | A kind of highway on soft ground method of vacuum pre-pressed joint serous fluid of dredger fill | |
| EP3564444B1 (en) | Method employing aerosol to perform disturbance processing on soft soil foundation | |
| WO2009070984A1 (en) | Vacuum preloading method without drain sand cushion layer | |
| CN102127908A (en) | Method for quickly reinforcing ultra-soft soil foundation by using bagged sand cushion | |
| CN102776877B (en) | Stepped vacuum drainage consolidation method for ultra-soft soil foundation | |
| CN104775415A (en) | Working platform for rapidly reinforcing hydraulic reclamation super-soft soil foundation and construction method | |
| CN105239554A (en) | Vacuum and preloading drainage structure with low-permeability sand layers and construction method | |
| CN102051875B (en) | Method for reinforcing deep silt foundation | |
| JP5213216B2 (en) | Ground improvement method | |
| CN203613528U (en) | Vacuum and surcharge combined preloading drainage consolidation structure of soft soil foundation | |
| CN102787606B (en) | Guard method to surrounding environment in a kind of excavation of foundation pit Precipitation Process | |
| CN102704458A (en) | Sand-free cushion layer vacuum-surcharge preloading reinforcement device and method for soft ground | |
| CN102943480B (en) | Loess foundation pit supporting method | |
| CN103774516A (en) | Subbase course stabilizing treatment method for soft foundation excavation roadbed | |
| O’Kelly | Case studies of vacuum consolidation ground improvement in peat deposits | |
| CN104947653B (en) | For the decompression method of vibrator pipe sinking cast-in-place pile construction in saturation mud | |
| CN202530438U (en) | Drainage system for reinforcing deep silt foundation | |
| CN107724405A (en) | A kind of underground pipe construction middle pipe dewatering of foundation construction method | |
| CN109944263B (en) | Double-vacuum dewatering system and method | |
| CN106703009A (en) | Vacuum preloading drainage assembly | |
| CN206385527U (en) | A kind of vacuum preloading drain assembly | |
| CN102979082B (en) | Method for consolidating soft soil foundation by using vacuum and magnetic field compound preloading | |
| CN204959728U (en) | It carries pre -compaction drainage structures jointly to pile with vacuum of low permeability sand bed |