CN104631428A - Novel partial deep layer pressurizing type vacuum preloading soft soil foundation processing method - Google Patents
Novel partial deep layer pressurizing type vacuum preloading soft soil foundation processing method Download PDFInfo
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- CN104631428A CN104631428A CN201510002764.9A CN201510002764A CN104631428A CN 104631428 A CN104631428 A CN 104631428A CN 201510002764 A CN201510002764 A CN 201510002764A CN 104631428 A CN104631428 A CN 104631428A
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- 239000002689 soil Substances 0.000 title claims abstract description 79
- 238000003672 processing method Methods 0.000 title abstract 2
- 238000000034 method Methods 0.000 claims abstract description 26
- 238000007789 sealing Methods 0.000 claims abstract description 15
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 7
- 239000011148 porous material Substances 0.000 claims abstract description 6
- 230000005540 biological transmission Effects 0.000 claims description 6
- 239000004744 fabric Substances 0.000 claims description 6
- 239000002245 particle Substances 0.000 claims description 6
- 238000010276 construction Methods 0.000 claims description 4
- 230000035699 permeability Effects 0.000 claims description 4
- 238000005086 pumping Methods 0.000 claims description 3
- 238000005507 spraying Methods 0.000 claims description 3
- 239000004746 geotextile Substances 0.000 claims description 2
- 238000003780 insertion Methods 0.000 claims description 2
- 230000037431 insertion Effects 0.000 claims description 2
- 230000002093 peripheral effect Effects 0.000 claims description 2
- 238000005516 engineering process Methods 0.000 abstract description 9
- 230000000694 effects Effects 0.000 abstract description 4
- 230000002787 reinforcement Effects 0.000 abstract description 3
- 238000000605 extraction Methods 0.000 abstract 1
- 239000012528 membrane Substances 0.000 description 4
- 238000007596 consolidation process Methods 0.000 description 3
- 230000002238 attenuated effect Effects 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005370 electroosmosis Methods 0.000 description 1
- 229920000876 geopolymer Polymers 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 238000009424 underpinning 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
- E02D3/005—Soil-conditioning by mixing with fibrous materials, filaments, open mesh or the like
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0053—Production methods using suction or vacuum techniques
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0085—Geotextiles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2450/00—Gaskets
- E02D2450/10—Membranes
- E02D2450/105—Membranes impermeable
- E02D2450/107—Membranes impermeable for gases
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)
Abstract
The invention relates to a novel partial deep layer pressurizing type vacuum preloading soft soil foundation processing method. According to the technical scheme, the method comprises a vertical drainage system, a transverse drainage system, vacuum extraction equipment, a pressurizing system, pressurizing equipment and a sealing system; a vertical drainage board adopts a novel anti-clogging drainage board, the vertical drainage board is divided into two parts to be driven, one part is driven into a soil body, and the other part is exposed out of the surface of the soil body. The technology enables a deep soil body to obtain higher air pressure, enables a larger pressure difference to be formed among the deep soil body, an upper soil body and the vertical drainage board, and enables the free water in the deep soil body to fast flow to the upper soil body and the drainage boards. In addition, the flow direction of airflow from a jet head obliquely upwards points to the drainage boards, therefore the seepage of the pore water in the deep soil body to the drainage boards can be accelerated, and the deep soil body can obtain better reinforcement effect.
Description
Technical Field
The invention belongs to the technical field of soft soil foundation treatment, and particularly relates to a method for treating a soft soil foundation by local deep layer booster-type vacuum preloading, which is mainly suitable for drainage reinforcement treatment of the soft soil foundation.
Background
A large amount of soft soil and mucky soil are distributed in the coastal areas along the rivers in China, and how to treat the soft soil foundation to meet the requirements of engineering construction is always a technical problem. Especially in coastal areas, how to process deep marine soil has become one of the key technologies for traffic, harbors and city construction.
Common methods for treating soft soil foundations include drainage consolidation, replacement and filling, dynamic compaction, grouting, cement-soil stirring, preloading, geopolymer, underpinning and the like.
The application of the vacuum preloading method in the treatment of soft soil foundations is introduced and researched from the eighties of the last century in China, and through continuous improvement and innovation, a sand-free cushion layer vacuum preloading technology, a direct-discharge vacuum preloading technology, a supercharged vacuum preloading technology, a long and short plate combined vacuum preloading technology, an electroosmosis combined vacuum preloading technology, a preloading combined vacuum preloading technology and the like are successively generated, and a good reinforcing effect is obtained in actual engineering. The vacuum preloading method is widely used for treating soft soil foundations at present.
The essence of the vacuum preloading soft soil foundation is a drainage consolidation process. The drainage process mainly comprises two parts: one part is that the vacuum degree under the membrane is rapidly increased under the action of vacuum pumping, namely the air pressure is rapidly reduced, so that an air pressure difference is formed inside and outside the sealing membrane, the air pressure difference vertically acts on a soil body on the surface of the sealing membrane, which is equivalent to the action of stacking, and thus pore water in the soil body can generate seepage under the action of vertical load so as to achieve the effect of drainage and consolidation; the other part is that the transmission of vacuum along the vertical drainage plate causes the vertical drainage plate and the surrounding soil body to form an air pressure difference, namely vacuum suction. Therefore, pore water in soil around the vertical drainage plate can be sucked to the vertical drainage plate under the action of vacuum suction and then drained. Therefore, the essence of the drainage by the vacuum preloading method is the seepage process under the action of vacuum suction, namely, the larger the air pressure difference between the drainage plate and the surrounding soil body is, the faster the seepage is. The existing vacuum preloading technology generally connects the vertical drainage plate with the corrugated filter pipe which is used as a transverse drainage system in a binding manner to form the drainage system, so that in the process of vacuumizing, the vacuum degree under the membrane is rapidly increased due to the binding and the non-tightness of the corrugated filter pipe, which is beneficial to the reinforcement of the surface soil body, but the vacuum degree is attenuated to the transmission of the vertical drainage plate, the loss of the vacuum degree along the way in the transmission of the drainage plate, the vacuum degree obtained by the drainage plate inserted into the deeper soil body is smaller, so that the vacuum suction force formed in the deep drainage plate and the soil body around the deep drainage plate is also smaller, and the deep soil body can not be effectively reinforced.
When vacuum suction in order to improve the soil body to the pressure boost, current pressure boost technique is connected the pressure boost filter tube with airtight sealed tube and inserts the soil body, and the top of pressure boost filter tube is buried the soil body and is a certain degree of depth, and the lower extreme is slightly less than the degree of depth of vertical drain bar, through aerifing in the pressure boost filter tube in order to reach the purpose of pressure boost. The vacuum suction force formed between the pressurizing filter pipe and the vertical drainage plate can be gradually attenuated along the increase of the depth. Through experimental research, the supercharging effect is only limited in the effective length range of the supercharging filter pipe, and the influence on soil outside the length range of the supercharging filter pipe is small.
Disclosure of Invention
The invention mainly aims to overcome the defects and realize a method for treating a soft soil foundation by deep layer pressurization vacuum preloading. The vacuum suction between the shallow soil body and the deep soil body is increased, the flow of the pressurized airflow from the deep layer to the shallow layer is realized, and the purpose of reinforcing the deep soil body is achieved by driving the seepage of pore water in the soil to the shallow soil body and the vertical drainage plate.
The technical scheme of the invention is as follows: the method relates to a novel local deep pressurizing type vacuum preloading method, wherein a drainage system adopts the vacuum preloading method mentioned in patent CN 102733371A, a vertical pressurizing pipe adopts a sealed steel wire hose or a PVC plastic pipe, the bottom of the vertical pressurizing pipe is connected with a conical air nozzle, the bottom surface of the conical air nozzle is sealed, and the side surface of the conical air nozzle is ventilated, so that the effect of deep pressurizing is achieved.
The implementation steps of the scheme comprise the following steps: laying a first layer of woven cloth on a soft soil foundation to be treated; arranging a vertical drainage plate and a vertical pressurizing pipe; laying a horizontal drainage system and a horizontal pressurization system; laying two layers of woven cloth; laying a layer of geotextile; laying a layer of sealing film; connecting the vacuumizing equipment and the pressurizing equipment.
The vacuum system comprises a transverse drainage main pipe, a transverse drainage branch pipe and a vertical drainage plate are connected through a hand-shaped joint, and the main pipe is connected into the vacuum pumping equipment.
The local deep pressurizing system is characterized in that in deep pressurizing construction, an airtight sealing pipe and an air nozzle are connected through a double-pipe joint and then inserted into a soil body, then the airtight sealing pipe and the air nozzle are connected through a three-way joint, and finally a main pipe is connected into pressurizing equipment to realize the purpose of pressurizing the deep soil body.
Wherein,the local deep layer pressurization system is arranged on the upper portion of the device,the air nozzle is made into a cone, the upper surface of the cone is connected with the vertical sealing air delivery pipe, the bottom surface is a sealing surface, and the side surface is an air spraying surface. Thus, the air pressure can be sprayed obliquely upwards from the direction vertical to the side surface, so as to achieve the purpose of quickly pressurizing the deep soil body.
The vertical drainage plates of the vacuum system are arranged in a square shape, and deep pressurizing pipes are arranged in the center of the square shape, namely the pressurizing pipes are arranged at the center of a square grid formed by the vertical drainage plates at intervals.
When the device is used for dredger fill treatment, vacuum preloading is carried out firstly, and pressurization is carried out after the soil body loses fluidity.
When the device is used for treating soft soil foundations, pressurization can be started when the vacuum degree in the soil body reaches stability.
When the permeability of the deep soil body needs to be changed, a valve at the pressurizing equipment is controlled, the valve is opened and pressurized at proper time according to the reading of a pressurizing meter, and the gas filled into the soil body forms a pressure difference between the pressurizing nozzle and the peripheral soil body, so that an acting force for moving soil particles to a position with smaller pressure is generated, and the soil particles are pushed to move. Because the movement nonuniformity of the soil particles can generate a plurality of tiny holes in the deep soil body, the permeability of the deep soil body is further increased, and the rapid flow of pore water is promoted.
Wherein, the distance between the vertical drainage plates of the vacuum system is 0.6-2.0m, the embedding depth of the vertical gas transmission system of the pressurization system is equal to the insertion depth of the vertical drainage plates or 20-50cm lower than the vertical drainage plates, the pressurization pressure is 10-50kpa, and the pressurization is carried out at intervals.
Drawings
FIG. 1 is a schematic view of the overall structure of the present invention
FIG. 2 is a schematic view of the transverse drainage system and transverse pressurization system of the present invention
FIG. 3 is a schematic view of the vertical supercharging system of the present invention
FIG. 4 is a schematic view of the arrangement of the vertical drainage plate and the vertical pressurization system of the present invention
In the figure: 1. the device comprises vacuumizing equipment, 2 pressurizing equipment, 3 a sealing system, 4 transverse drainage branch pipes, 5 sealed hand-shaped joints, 6 woven cloth, 7 vertical drainage plates, 8 vertical gas conveying pipes, 9 gas spraying heads, 10 transverse pressurizing branch pipes, 11 transverse drainage main pipes and 12 transverse pressurizing main pipes.
Detailed Description
When the method is specifically implemented, a layer of woven cloth is laid on a soft soil foundation to be treated, and then the vertical drainage plate and the vertical pressurization system are arranged. The vertical drainage plate is connected with the transverse drainage branch pipe, the vertical gas transmission pipe is connected with the transverse pressurization branch pipe, the transverse drainage branch pipe is connected with the transverse drainage main pipe, the transverse pressurization branch pipe is connected with the transverse pressurization main pipe, the sealing system is laid, the transverse drainage main pipe is connected with the vacuumizing equipment, and the transverse pressurization main pipe is connected with the pressurizing equipment.
When the invention is used for treating dredger fill, the dredger fill is subjected to vacuum preloading treatment, pressurization is started after soil body loses fluidity or has weak fluidity, and pressurization is carried out according to pressurization rateThe pressure time is controlled by the size, and when the pressure is increased to be more than 4kg/cm2When the pressure is increased at 1.5kg/cm, the pressure may be increased for 15 minutes every 24 hours2～2.5kg/cm2In this case, the pressure may be increased every 24 hours for 2 hours.
When the invention is used for treating a common soft soil foundation (namely the soil body has weaker fluidity), pressurization can be started when the vacuum degree in the soil body reaches stability, and the specific pressurization time is the same as the above.
Claims (9)
1. A novel method for local deep layer booster-type vacuum preloading soft soil foundation is characterized in that: laying a first layer of woven cloth on a soft soil foundation to be treated; arranging a vertical drainage plate and a vertical pressurizing pipe; laying a horizontal drainage system and a horizontal pressurization system; laying two layers of woven cloth; laying a layer of geotextile; laying a layer of sealing film; and connecting the vacuumizing system equipment and the pressurizing system equipment for processing.
2. The method of claim 1, wherein: the vacuum system comprises a transverse drainage main pipe, a transverse drainage branch pipe and a vertical drainage plate are connected through a hand-shaped joint, and the main pipe is connected into the vacuum pumping equipment.
3. The method of claim 1, wherein: the local deep pressurizing system is characterized in that in deep pressurizing construction, an airtight sealing pipe and an air nozzle are connected through a double-pipe joint and then inserted into soil, the airtight sealing pipe is connected with a horizontal pressurizing pipe through a three-way joint, and finally a main pipe is connected into pressurizing equipment to realize the purpose of pressurizing the deep soil.
4. The method of claim 3, wherein: the local deep pressurizing system has a conical air nozzle, the upper surface of the cone is connected with a vertical sealing air pipe, the bottom surface is a sealing surface, and the side surface is an air spraying surface. Thus, the air pressure can be sprayed obliquely upwards from the direction vertical to the side surface, so as to achieve the purpose of quickly pressurizing the deep soil body.
5. The method of claim 2, wherein: the vertical drainage plates of the vacuum system are arranged in a square shape, and deep pressurizing pipes are arranged in the center of the square shape, namely the pressurizing pipes are arranged at the center of a square grid formed by the vertical drainage plates at intervals.
6. The method of claim 1, wherein: when the device is used for treating dredger fill, vacuum preloading is carried out firstly, and pressurization is carried out after the soil body loses fluidity.
7. The method of claim 1, wherein: when the device is used for treating soft soil foundations, pressurization can be started when the vacuum degree in the soil body reaches stability.
8. The method of claim 1, wherein: when the permeability of the deep soil body needs to be changed, the valve at the pressurizing device is controlled, the valve is opened and pressurized at proper time according to the reading of the pressurizing meter, and the gas filled into the soil body forms a pressure difference between the pressurizing nozzle and the peripheral soil body, so that an acting force for moving soil particles to a position with smaller pressure is generated, and the soil particles are pushed to move. Because the movement nonuniformity of the soil particles can generate a plurality of tiny holes in the deep soil body, the permeability of the deep soil body is further increased, and the rapid flow of pore water is promoted.
9. The method of claim 1, wherein: the distance between the vertical drainage plates of the vacuum system is 0.6-2.0m, the embedding depth of the vertical gas transmission system of the pressurization system is equal to the insertion depth of the vertical drainage plates or 20-50cm lower than the vertical drainage plates, the pressurization pressure is 10-50kpa, and the pressurization is carried out at intervals.
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| CN201510002764.9A CN104631428B (en) | 2015-01-05 | 2015-01-05 | Partial deep layer pressurizing type vacuum preloading soft soil foundation processing method |
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| CN201510002764.9A CN104631428B (en) | 2015-01-05 | 2015-01-05 | Partial deep layer pressurizing type vacuum preloading soft soil foundation processing method |
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Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105603963A (en) * | 2016-02-29 | 2016-05-25 | 中交天津港湾工程研究院有限公司 | Flat belt lateral swelling combined vacuum pre-pressing foundation processing device and method |
| CN105735239A (en) * | 2016-03-21 | 2016-07-06 | 温州大学 | Stereoscopic booster type vacuum preloading treatment method |
| CN105937249A (en) * | 2016-03-21 | 2016-09-14 | 温州大学 | Rotary jet-type supercharging vacuum pre-compression test device |
| CN106013044A (en) * | 2016-05-24 | 2016-10-12 | 江苏鸿基水利建设工程有限公司 | Air impacting drainage and double-faced vacuum preloading consolidation method of deep soft soil foundation |
| CN106436685A (en) * | 2016-11-25 | 2017-02-22 | 天津大学 | Gas spraying head for vacuum pre-loading gas pressure splitting system |
| CN106522201A (en) * | 2016-12-21 | 2017-03-22 | 盐城工学院 | Swell-shrink type drainage device and sludge positive and negative pressure drainage method |
| CN107964946A (en) * | 2017-12-04 | 2018-04-27 | 沙焕焕 | The construction method of stiff composite pile based on pump drainage water precipitation |
| CN108104104A (en) * | 2017-12-29 | 2018-06-01 | 浙江工业大学 | Method for reinforcing soft soil foundation through fluctuation pressurization type vacuum preloading |
| CN111549753B (en) * | 2020-04-30 | 2021-06-04 | 同济大学 | Vacuum preloading foundation treatment system and method combining transverse pressurization in hole |
| CN113216145A (en) * | 2021-05-12 | 2021-08-06 | 国强建设集团有限公司 | Vacuum preloading construction method for steel sheet pile combined clay sealing wall |
| CN114108597A (en) * | 2021-11-04 | 2022-03-01 | 武汉南方旭域科技工程有限公司 | Vacuum drainage grouting method |
| CN115182328A (en) * | 2022-07-18 | 2022-10-14 | 广州市设计院集团有限公司 | Soft soil layer drainage consolidation equipment and gas injection type soft soil layer drainage consolidation method |
| CN115419045A (en) * | 2022-10-24 | 2022-12-02 | 水利部交通运输部国家能源局南京水利科学研究院 | Method for reinforcing soft soil foundation by combining post-grouting type composite foundation and booster-type vacuum preloading |
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Cited By (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105603963A (en) * | 2016-02-29 | 2016-05-25 | 中交天津港湾工程研究院有限公司 | Flat belt lateral swelling combined vacuum pre-pressing foundation processing device and method |
| CN105735239A (en) * | 2016-03-21 | 2016-07-06 | 温州大学 | Stereoscopic booster type vacuum preloading treatment method |
| CN105937249A (en) * | 2016-03-21 | 2016-09-14 | 温州大学 | Rotary jet-type supercharging vacuum pre-compression test device |
| CN105735239B (en) * | 2016-03-21 | 2017-12-19 | 温州大学 | Three-dimensional supercharged vacuum precompressed processing method |
| CN106013044A (en) * | 2016-05-24 | 2016-10-12 | 江苏鸿基水利建设工程有限公司 | Air impacting drainage and double-faced vacuum preloading consolidation method of deep soft soil foundation |
| CN106436685B (en) * | 2016-11-25 | 2019-02-15 | 天津大学 | Jet thrust for vacuum preloading air pressure splitting system |
| CN106436685A (en) * | 2016-11-25 | 2017-02-22 | 天津大学 | Gas spraying head for vacuum pre-loading gas pressure splitting system |
| CN106522201A (en) * | 2016-12-21 | 2017-03-22 | 盐城工学院 | Swell-shrink type drainage device and sludge positive and negative pressure drainage method |
| CN106522201B (en) * | 2016-12-21 | 2018-12-25 | 盐城工学院 | Expansion and shrinkage type drainage arrangement and mud positive/negative-pressure water discharge method |
| CN107964946A (en) * | 2017-12-04 | 2018-04-27 | 沙焕焕 | The construction method of stiff composite pile based on pump drainage water precipitation |
| CN108104104A (en) * | 2017-12-29 | 2018-06-01 | 浙江工业大学 | Method for reinforcing soft soil foundation through fluctuation pressurization type vacuum preloading |
| CN111549753B (en) * | 2020-04-30 | 2021-06-04 | 同济大学 | Vacuum preloading foundation treatment system and method combining transverse pressurization in hole |
| CN113216145A (en) * | 2021-05-12 | 2021-08-06 | 国强建设集团有限公司 | Vacuum preloading construction method for steel sheet pile combined clay sealing wall |
| CN114108597A (en) * | 2021-11-04 | 2022-03-01 | 武汉南方旭域科技工程有限公司 | Vacuum drainage grouting method |
| CN115182328A (en) * | 2022-07-18 | 2022-10-14 | 广州市设计院集团有限公司 | Soft soil layer drainage consolidation equipment and gas injection type soft soil layer drainage consolidation method |
| US20240133144A1 (en) * | 2022-10-23 | 2024-04-25 | Nanjing Hydraulic Research Institute | Method for reinforcing soft ground by post-grouting combined with air-boosted vacuum preloading |
| CN115419045A (en) * | 2022-10-24 | 2022-12-02 | 水利部交通运输部国家能源局南京水利科学研究院 | Method for reinforcing soft soil foundation by combining post-grouting type composite foundation and booster-type vacuum preloading |
| CN115419045B (en) * | 2022-10-24 | 2023-06-09 | 水利部交通运输部国家能源局南京水利科学研究院 | Method for reinforcing soft soil foundation by post grouting type combined supercharging type vacuum preloading |
| US11982065B1 (en) * | 2022-10-24 | 2024-05-14 | Nanjing Hydraulic Research Institute | Method for reinforcing soft ground by post-grouting combined with air-boosted vacuum preloading |
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