CN114673137A - Vacuum preloading method for water for preloading - Google Patents
Vacuum preloading method for water for preloading Download PDFInfo
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- CN114673137A CN114673137A CN202210540131.3A CN202210540131A CN114673137A CN 114673137 A CN114673137 A CN 114673137A CN 202210540131 A CN202210540131 A CN 202210540131A CN 114673137 A CN114673137 A CN 114673137A
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 42
- 238000000034 method Methods 0.000 title claims abstract description 20
- 239000002689 soil Substances 0.000 claims abstract description 30
- 239000004576 sand Substances 0.000 claims abstract description 29
- 229920000915 polyvinyl chloride Polymers 0.000 claims abstract description 9
- 239000004800 polyvinyl chloride Substances 0.000 claims abstract description 9
- 238000005086 pumping Methods 0.000 claims abstract description 8
- 238000007789 sealing Methods 0.000 claims abstract description 8
- 238000001914 filtration Methods 0.000 claims abstract description 6
- 238000006073 displacement reaction Methods 0.000 claims description 15
- 239000004927 clay Substances 0.000 claims description 6
- 230000003203 everyday effect Effects 0.000 claims description 6
- 239000012528 membrane Substances 0.000 claims description 6
- 230000007704 transition Effects 0.000 claims description 6
- 230000002787 reinforcement Effects 0.000 claims description 4
- 230000009471 action Effects 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 3
- 238000000691 measurement method Methods 0.000 claims description 3
- 229920003023 plastic Polymers 0.000 claims description 3
- 239000004033 plastic Substances 0.000 claims description 3
- 239000011148 porous material Substances 0.000 claims description 3
- 238000010521 absorption reaction Methods 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 3
- 238000007596 consolidation process Methods 0.000 abstract description 2
- 239000000463 material Substances 0.000 abstract description 2
- 230000004075 alteration Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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Classifications
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- 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
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- 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 discloses a vacuum preloading method for water for preloading, which comprises the following steps: (1) measuring and paying off, and laying a main filtration drainage pipe; (2) laying an upper sand cushion layer; (3) laying a polyvinyl chloride film; paving a polyvinyl chloride film on the top surface of the sand cushion layer to isolate the sand cushion layer from the atmosphere, and burying the periphery of the film into soil; (4) constructing a sealing ditch and setting a measuring mark; (5) installing a vacuum pump, vacuumizing, prepressing and consolidating a soil layer; (6) building a cofferdam on the film by using high-quality cohesive soil, and pumping water and injecting the cofferdam for loading weight; (7) setting a settlement observation pile; (8) observing and analyzing the settlement; (9) unloading the piled water. The vacuum preloading water prepressing method is improved on the basis of a vacuum combined preloading method, the preloading soil is changed into water, loading and unloading are facilitated, the property of soft soil is improved, the consolidation rate is accelerated, the construction period and cost are saved, materials are convenient to obtain, time is saved, and economic benefits are high.
Description
Technical Field
The invention relates to the technical field of soft soil reinforcement, in particular to a vacuum preloading method for water preloading.
Background
The soft soil area of China is widely distributed, and the characteristics are as follows: large water content, low strength and large compressibility, and is difficult to meet the requirements of engineering construction. However, with the development of national economy, many engineering projects have to be constructed on soft soil foundations. Therefore, it must be consolidated or else cause large settlement and even damage.
The existing preloading method for stacking still needs to convey soil from other places, which is inconvenient to take and use, and also needs to level, roll and tamp the soil, which is inconvenient to unload the stacking and affects the progress of the whole project.
Disclosure of Invention
The invention aims to provide a vacuum preloading method for water for preloading so as to solve the problems in the background technology.
In order to achieve the purpose, the invention provides the following technical scheme: a vacuum preloading method for water for preloading piles comprises the following steps:
(1) measuring and paying off, and laying a main filtering drain pipe;
measuring and paying off at a designated position, and calibrating a mark; the main filtration drainage pipe is vertically embedded according to the calibrated position;
(2) laying an upper sand cushion layer;
paving a sand cushion layer on the surface of the soft soil foundation to be reinforced, and leveling the sand surface;
(3) laying a polyvinyl chloride film;
paving a polyvinyl chloride film on the top surface of the sand cushion layer to isolate the sand cushion layer from the atmosphere, and burying the periphery of the film into soil;
(4) constructing a sealing ditch and setting a measuring mark;
(5) installing a vacuum pump, vacuumizing, prepressing and consolidating a soil layer;
(6) building a cofferdam on the film by using high-quality cohesive soil, pumping water and injecting the water into the cofferdam for loading weight;
(7) setting a settlement observation pile;
in each observation section, two observation piles are respectively arranged on two sides of a road shoulder, the observation piles are exposed out of the earth surface, and one horizontal displacement observation pile is respectively embedded in the position 1m outside slope toe on two sides of a roadbed;
(8) observing and analyzing the settlement;
(9) unloading the piled water;
when the water is unloaded, the water is drained by siphoning.
Further, before the membrane is laid in the step (3), the membrane outlet bent pipe and the filter pipe are connected, sand is compacted, and the pressed and formed sealing membrane is laid in three layers; when the film is laid, the film is spread along the wind direction and is not tightened, a little margin is needed, each layer is checked and repaired after the film is spread, the periphery of each layer is filled into the film pressing ditch and extends into the bottom of the ditch by 50cm, then the film pressing ditch is filled with clay, and a section of sand bag is placed every 10m in time for pressing the sealing film by the clay filled into the film pressing ditch.
Further, the step (5) comprises the following specific steps:
firstly, embedding a water absorption pipeline in a sand cushion layer, and exhausting by using a vacuum pump to form vacuum; when the vacuum pumping is carried out, pressure difference is formed in the sand cushion layer and the plastic board drainage plate channel in sequence, and under the action of the pressure difference, pore water in the soil body is continuously discharged from the drainage channel, so that the soil body is solidified.
Further, in the step (7), when the deformation of the observation pile is too large, the loading is suspended, and after the deformation of the observation pile is stable, the loading is continued.
Further, the settlement observation analysis in the step (8) includes an observation point burying requirement and an observation frequency requirement.
Further, the observation point burying requirement comprises the following aspects:
1) embankment
Arranging an observation section at an interval of 50m along the line direction, and arranging a section at 25m when the foundation condition is complex and the terrain undulation is large; each embankment observation section of the preloading section is provided with a group of combined settlement plates, namely, a group of combined settlement plates are arranged at the center of the line, deformation observation piles are arranged on road shoulders on two sides of the roadbed, and one horizontal displacement pile is embedded in each of the positions 1m outside slope feet on two sides of the roadbed;
2) road bridge transition section
Arranging observation piles at two sides of the road shoulder respectively, wherein the observation piles are exposed out of the earth surface, and burying horizontal displacement observation piles at positions 1m out of slope feet at two sides of the roadbed respectively, wherein the burying is firm and reliable;
each road and bridge transition section is provided with 3 observation sections which are respectively arranged at the connecting part with the bridge abutment and the positions 5-10 m and 20-30 m away from the bridge abutment;
and a group of combined settling plates should be arranged on each roadbed observation section.
Further, the observation frequency requirement comprises the following aspects:
1) establishing a special observation group, managing according to the principles of people determination, instrument determination and measurement method, ensuring that the measurement precision reaches the secondary leveling standard, and regularly rechecking the working base point;
2) observing once a day during the pre-pressing water filling period, and performing normal pre-pressing observation frequency after one week; when the ground settlement of the center of the embankment is more than 1cm every day and night, the horizontal displacement of the slope toe is more than 0.5cm every day and night or the settlement amount is suddenly changed, stopping loading, analyzing reasons, taking reinforcement measures and carrying out encrypted observation twice;
3) after the pre-pressurized water is filled to the designed elevation, the observation is carried out once a week in the first three months and once two weeks after three months, the settlement and the displacement are synchronously observed, and the observation period is 6 months.
Compared with the prior art, the invention has the beneficial effects that: the vacuum preloading water prepressing method is improved on the basis of a vacuum combined preloading method, the preloading soil is changed into water, loading and unloading are facilitated, the property of soft soil is improved, the consolidation rate is accelerated, the construction period and cost are saved, materials are convenient to obtain, time is saved, and economic benefits are high.
Drawings
FIG. 1 is a block diagram of the process of the present invention.
Detailed Description
In the description of the present invention, it should be noted that the terms "upper", "lower", "inner", "outer", "front", "rear", "both ends", "one end", "the other end", and the like indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first" and "second" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it is to be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "disposed," "connected," and the like are to be construed broadly, such as "connected," which may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1, the present invention provides a technical solution: a vacuum preloading method for water for preloading piles comprises the following steps:
(1) measuring and laying main filter drain pipe
Measuring and paying off at a designated position, and calibrating a mark; according to the calibrated position, the main filtration drainage pipe is vertically embedded;
(2) laying an upper sand cushion layer
Paving a sand cushion layer on the surface of the soft soil foundation to be reinforced, and leveling the sand surface;
(3) laying polyvinyl chloride film
Paving a polyvinyl chloride film on the top surface of a sand cushion layer to isolate the polyvinyl chloride film from the atmosphere, burying the periphery of the film into soil, connecting a film outlet bent pipe with a filter pipe and compacting sand before paving the film, paving a pressed seal film in three layers, unfolding the film along the wind direction during film paving, not tightening, having a little allowance, checking and repairing each layer after unfolding, filling the periphery into a film pressing ditch, extending into the ditch bottom by 50cm, filling the film pressing ditch with clay, and putting a section of sand bag at intervals of 10m in time for pressing the seal film on the clay filled into the film pressing ditch;
(4) constructing sealing ditch and setting measuring mark
(5) Installing vacuum pump, vacuumizing, pre-pressing and consolidating soil layer
A water suction pipeline is buried in the sand cushion layer, and a vacuum pump is used for pumping air to form vacuum; when the vacuum pumping is carried out, pressure difference is formed in the sand cushion layer and the plastic board drainage plate channel in sequence, and under the action of the pressure difference, pore water in the soil body is continuously discharged from the drainage channel, so that the soil body is solidified;
(6) building a cofferdam on the film by using high-quality cohesive soil, pumping water and injecting the water into the cofferdam for loading weight;
(7) settlement observation pile arrangement
a. Each observation section is provided with an observation pile at each of two sides of a road shoulder, the observation pile is exposed out of the earth surface, a horizontal displacement observation pile is embedded at each position 1m outside slope feet at two sides of a roadbed, the embedding is firm and reliable, when the deformation is overlarge, the loading is suspended, and after the deformation is stable, the loading is continued;
(8) sedimentation observation analysis
A. Observation point burying requirement
1) Embankment
Arranging an observation section at an interval of 50m along the line direction, and arranging a section at 25m when the foundation condition is complex and the terrain undulation is large; each embankment observation section of the preloading section is provided with a group of combined settlement plates, namely, a group of combined settlement plates are arranged at the center of the line, deformation observation piles are arranged on road shoulders on two sides of the roadbed, and one horizontal displacement pile is embedded in each of the positions 1m outside slope feet on two sides of the roadbed;
2) road bridge transition section
Arranging observation piles at two sides of the road shoulder respectively, wherein the observation piles are exposed out of the earth surface, and burying horizontal displacement observation piles at positions 1m out of slope feet at two sides of the roadbed respectively, wherein the burying is firm and reliable;
each road and bridge transition section is provided with 3 observation sections which are respectively arranged at the connecting part with the bridge abutment and the positions 5-10 m and 20-30 m away from the bridge abutment;
a group of combined settlement plates should be arranged on each roadbed observation section;
B. frequency and requirements of observation
1) Establishing a special observation group, managing according to the principles of people determination, instrument determination and measurement method, ensuring that the measurement precision reaches the secondary leveling standard, and regularly rechecking the working base point;
2) observing once a day during the pre-pressing water filling period, and performing normal pre-pressing observation frequency after one week; when the ground settlement of the center of the embankment is more than 1cm every day and night, the horizontal displacement of the slope toe is more than 0.5cm every day and night or the settlement amount is suddenly changed, stopping loading, analyzing reasons, taking reinforcement measures and carrying out encrypted observation twice;
3) after the pre-pressurized water is filled to the designed elevation, the observation is carried out once a week in the first three months and once two weeks after three months, the settlement and the displacement are synchronously observed, and the observation period is 6 months;
(9) unloading of water from piles
When the water is unloaded, the water is drained by siphoning.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (7)
1. A vacuum preloading method for water for preloading is characterized by comprising the following steps:
(1) measuring and paying off, and laying a main filtering drain pipe;
measuring and paying off at a designated position, and calibrating a mark; the main filtration drainage pipe is vertically embedded according to the calibrated position;
(2) laying an upper sand cushion layer;
paving a sand cushion layer on the surface of the soft soil foundation to be reinforced, and leveling the sand surface;
(3) laying a polyvinyl chloride film;
paving a polyvinyl chloride film on the top surface of the sand cushion layer to isolate the sand cushion layer from the atmosphere, and burying the periphery of the film into soil;
(4) constructing a sealing ditch and setting a measuring mark;
(5) installing a vacuum pump, vacuumizing, prepressing and consolidating a soil layer;
(6) building a cofferdam on the film by using high-quality cohesive soil, and pumping water and injecting the cofferdam for loading weight;
(7) setting a settlement observation pile;
in each observation section, two observation piles are respectively arranged on two sides of a road shoulder, the observation piles are exposed out of the earth surface, and one horizontal displacement observation pile is respectively embedded in the position 1m outside slope toe on two sides of a roadbed;
(8) observing and analyzing the settlement;
(9) unloading the piled water;
when the water is unloaded, the water is drained by siphoning.
2. The vacuum preloading water method according to claim 1, wherein: connecting the membrane outlet bent pipe with the filter pipe and compacting sand before membrane laying in the step (3), and laying the pressed sealing membrane in three layers; when the film is laid, the film is spread along the wind direction and is not tightened, a little margin is needed, each layer is checked and repaired after the film is spread, the periphery of each layer is filled into the film pressing ditch and extends into the bottom of the ditch by 50cm, then the film pressing ditch is filled with clay, and a section of sand bag is placed every 10m in time for pressing the sealing film by the clay filled into the film pressing ditch.
3. The vacuum preloading method of claim 1, wherein the step (5) comprises the following steps:
firstly, embedding a water absorption pipeline in a sand cushion layer, and exhausting by using a vacuum pump to form vacuum; when the vacuum pumping is carried out, pressure difference is formed in the sand cushion layer and the plastic board drainage plate channel successively, and under the action of the pressure difference, pore water in the soil body is continuously discharged from the drainage channel, so that the soil body is solidified.
4. The vacuum preloading method of claim 1, wherein in the step (7), when the deformation of the observation pile is too large, the loading is suspended, and after the deformation of the observation pile is stabilized, the loading is continued.
5. The vacuum preloading method of claim 1, wherein: and (8) carrying out settlement observation analysis, wherein the settlement observation analysis comprises observation point burying requirements and observation frequency requirements.
6. The vacuum preloading method of claim 5, wherein the observation point burying requirement comprises the following aspects:
1) embankment
Arranging an observation section at an interval of 50m along the line direction, and arranging a section at 25m when the foundation condition is complex and the terrain undulation is large; each embankment observation section of the preloading section is provided with a group of combined settlement plates, namely, a group of combined settlement plates are arranged at the center of the line, deformation observation piles are arranged on road shoulders on two sides of the roadbed, and one horizontal displacement pile is embedded in each of the positions 1m outside slope feet on two sides of the roadbed;
2) road bridge transition section
Arranging observation piles at two sides of the road shoulder respectively, wherein the observation piles are exposed out of the earth surface, and burying horizontal displacement observation piles at positions 1m out of slope feet at two sides of the roadbed respectively, wherein the burying is firm and reliable;
each road and bridge transition section is provided with 3 observation sections which are respectively arranged at the connecting part with the bridge abutment and the positions 5-10 m and 20-30 m away from the bridge abutment;
and a group of combined settling plates should be arranged on each roadbed observation section.
7. The vacuum preloading method of claim 5, wherein the observation frequency requirement comprises the following aspects:
1) establishing a special observation group, managing according to the principles of people determination, instrument determination and measurement method, ensuring that the measurement precision reaches the secondary leveling standard, and regularly rechecking the working base point;
2) observing once a day during the pre-pressing water filling period, and performing normal pre-pressing observation frequency after one week; when the ground settlement of the center of the embankment is more than 1cm every day and night, the horizontal displacement of the slope toe is more than 0.5cm every day and night or the settlement amount is suddenly changed, stopping loading, analyzing reasons, taking reinforcement measures and carrying out encrypted observation twice;
3) after the pre-pressurized water is filled to the designed elevation, the observation is carried out once a week in the first three months and once two weeks after three months, the settlement and the displacement are synchronously observed, and the observation period is 6 months.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210540131.3A CN114673137A (en) | 2022-05-17 | 2022-05-17 | Vacuum preloading method for water for preloading |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210540131.3A CN114673137A (en) | 2022-05-17 | 2022-05-17 | Vacuum preloading method for water for preloading |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2866610Y (en) * | 2005-10-13 | 2007-02-07 | 中交四航工程研究院有限公司 | Water body prepressing loading structure for soft soil foundation |
| CN108265700A (en) * | 2018-04-07 | 2018-07-10 | 中交第四航务工程勘察设计院有限公司 | A kind of piling prepressing treatment of soft foundation structure and method |
| CN110195430A (en) * | 2019-05-09 | 2019-09-03 | 深圳市中邦(集团)建设总承包有限公司 | A kind of anti-stacking pressure construction of soft soil treatment method of multidimensional sealing space vacuum water diversion |
| US10844568B1 (en) * | 2020-06-23 | 2020-11-24 | Ramesh Chandra Gupta | Rapid consolidation and compacion method for soil improvement of various layers of soils and intermediate geomaterials in a soil deposit |
| CN112982360A (en) * | 2021-03-17 | 2021-06-18 | 中铁九局集团有限公司 | Construction method for treating soft soil roadbed by vacuum combined loading preloading method |
| CN114134767A (en) * | 2021-11-30 | 2022-03-04 | 中铁十七局集团第二工程有限公司 | Method for reinforcing soft soil foundation by using bagged sand well |
-
2022
- 2022-05-17 CN CN202210540131.3A patent/CN114673137A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2866610Y (en) * | 2005-10-13 | 2007-02-07 | 中交四航工程研究院有限公司 | Water body prepressing loading structure for soft soil foundation |
| CN108265700A (en) * | 2018-04-07 | 2018-07-10 | 中交第四航务工程勘察设计院有限公司 | A kind of piling prepressing treatment of soft foundation structure and method |
| CN110195430A (en) * | 2019-05-09 | 2019-09-03 | 深圳市中邦(集团)建设总承包有限公司 | A kind of anti-stacking pressure construction of soft soil treatment method of multidimensional sealing space vacuum water diversion |
| US10844568B1 (en) * | 2020-06-23 | 2020-11-24 | Ramesh Chandra Gupta | Rapid consolidation and compacion method for soil improvement of various layers of soils and intermediate geomaterials in a soil deposit |
| CN112982360A (en) * | 2021-03-17 | 2021-06-18 | 中铁九局集团有限公司 | Construction method for treating soft soil roadbed by vacuum combined loading preloading method |
| CN114134767A (en) * | 2021-11-30 | 2022-03-04 | 中铁十七局集团第二工程有限公司 | Method for reinforcing soft soil foundation by using bagged sand well |
Non-Patent Citations (1)
| Title |
|---|
| 卿三惠: "《高速铁路建造技术 施工卷（上）》", 北京：中国铁道出版社, pages: 160 - 161 * |
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Inventor after: Xie Zhaoyu Inventor after: Gao Wenbing Inventor after: Huang Jia Inventor after: Jiang Xinzhou Inventor after: Pan Yanghang Inventor after: Zhang Jinyu Inventor after: Fan Weiqin Inventor after: Huang Yongtao Inventor after: Zhang Haojie Inventor after: Xia Yang Inventor after: Liu Nan Inventor after: Guo Yong Inventor after: Zhang Yunfu Inventor after: Xia Qiao Inventor after: Cheng Cai Inventor after: Zhou Hu Inventor after: Xiao Chaoxing Inventor before: Xie Zhaoyu Inventor before: Gao Wenbing Inventor before: Huang Jia Inventor before: Jiang Xinzhou Inventor before: Pan Yanghang Inventor before: Zhang Jinyu Inventor before: Fan Weiqin Inventor before: Huang Yongtao Inventor before: Zhang Haojie Inventor before: Xia Yang Inventor before: Liu Nan Inventor before: Guo Yong Inventor before: Zhang Yuntian Inventor before: Xia Qiao Inventor before: Cheng Cai Inventor before: Zhou Hu Inventor before: Xiao Chaoxing |
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