CN111441375A - Flexible continuous wall for underground pollution blocking and construction method thereof - Google Patents
Flexible continuous wall for underground pollution blocking and construction method thereof Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/002—Ground foundation measures for protecting the soil or subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/004—Sealing liners
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
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Abstract
The invention provides a flexible continuous wall for underground pollution blocking and a construction method thereof, and the wall structure comprises: the soil-bentonite secondary impervious layer, the polyethylene geomembrane main impervious layer and an anchoring dam for fixing the soil-bentonite secondary impervious layer and the polyethylene geomembrane main impervious layer. The construction method comprises the following steps: surveying and measuring to determine wall construction parameters; constructing a guide wall and excavating a groove; laying a polyethylene geomembrane; fixing the polyethylene geomembrane; mixing the soil and the bentonite; and backfilling the mixture, and constructing a top pressing dam. The polyethylene geomembrane main impermeable layer is arranged in the soil-bentonite secondary impermeable layer, so that the impermeable performance of the flexible continuous wall is further enhanced, and the polyethylene geomembrane main impermeable layer and the connection structure of the polyethylene geomembrane main impermeable layer, the underground impermeable layer and the coping dam improve the deformation resistance of the wall body and enhance the durability of the wall body; the construction method is simple and easy to operate, and partial construction materials can be obtained from local materials to save resources.
Description
Technical Field
The invention relates to the technical field of in-situ vertical seepage prevention of polluted piles, in particular to a flexible continuous wall for underground pollution obstruction and a construction method thereof.
Background
For municipal domestic waste landfill sites, dangerous waste landfill sites, industrial and mining waste storage sites, petrochemical industry storage facilities and the like built in early domestic, due to the fact that relevant specifications are not established in place, no impermeable layer mainly comprising a geomembrane is designed or installed at the bottom of the municipal domestic waste landfill sites, and leachate enters underground water after the waste is filled, so that the surrounding environment is polluted. In addition, there are projects in which, even if the barrier is provided, it fails partially or totally for material or construction reasons, again causing serious pollution of the soil and groundwater. The pollution has serious influence on the production and life of people around the pollution. Vertical seepage prevention is always an important technical means in environmental geotechnical engineering, and can effectively prevent the lateral diffusion of leachate, so that the in-situ treatment and reutilization of the field become possible.
For a newly-built hazardous waste landfill site needing to control the distance between the reservoir bottom and the underground water, if the underground water level of the selected site does not meet the relevant requirements, the regional underground water level can be controlled by a vertical anti-seepage technical means so as to meet the site selection requirements of the specification requirements.
The existing vertical seepage-proofing technology can be divided into a rigid concrete seepage-proofing wall, a plastic concrete seepage-proofing wall and a flexible seepage-proofing wall according to different used materials. The rigid impervious wall adopts a reinforced concrete wall as an impervious main body, and the permeability coefficient of the rigid vertical impervious wall is higher and reaches 1 x 10-5cm/s, and the construction joint part between every two frames is often an impermeable weak link and cannot form long-term effective continuity; in addition, the wall body has high elastic modulus and poor deformation resistance, concentrated stress is easy to generate cracks to form leakage hidden trouble, and the rigid materials have poor chemical corrosion resistance, so the aging of the materials can be accelerated after long-term use, and finally the risk of losing the anti-seepage function exists. The plastic concrete impervious wall is mostly constructed by adopting a cement-bentonite mixture, and the permeability coefficient is improved to a certain extent and can reach 1 x 10-6～-7cm/s, but the integrity of the wall, the chemical compatibility of the material, the resistance to deformation, etc., are not much improved compared to rigid bulkheads. The existing flexible impervious wall generally directly adopts a mixture of bentonite and soil as a wall material, although the permeability coefficient can reach 1 x 10-9cm/s, but the method has the defects of poor deformation resistance and poor durability of the wall body.
Disclosure of Invention
The invention aims to solve the defects of the prior art and provides a flexible continuous wall for underground pollution blocking and a construction method thereof.
In order to achieve the purpose, the invention adopts the following technical scheme:
a flexible continuous wall for underground pollution barriers comprising:
the soil-bentonite secondary impermeable layer is positioned in the underground rock layer at the side part of the pollutant pile body, and the bottom of the soil-bentonite secondary impermeable layer is inserted into the underground impermeable layer;
the polyethylene geomembrane main anti-seepage layer is positioned in the soil-bentonite secondary anti-seepage layer, and the bottom of the polyethylene geomembrane main anti-seepage layer is fixedly connected with the underground impermeable layer;
and the anchoring dam is arranged along the top of the soil-bentonite secondary impervious layer and is used for fixing the soil-bentonite secondary impervious layer and the polyethylene geomembrane main impervious layer.
Furthermore, the anchoring dam comprises guide walls, the guide walls are positioned on two sides of the top of the secondary bentonite impermeable layer, the top of each guide wall is flush with the ground surface, a coping dam is arranged on the top of each guide wall, and the coping dam is fixedly connected with the guide walls and the top of the main polyethylene geomembrane impermeable layer.
Furthermore, the top of the main impermeable layer of the polyethylene geomembrane is bent to one side to be horizontal, and the bent part is covered in the capping dam.
Further, the thickness of the main impervious layer of the polyethylene geomembrane is 3.0mm, and the permeability coefficient is less than 1 x 10-12cm/s。
Furthermore, the thickness of the soil-bentonite secondary impervious layer is 500-900 mm, and the permeability coefficient is less than 1 x 10-7cm/s。
A construction method of a flexible continuous wall for underground pollution barrier comprises the following specific steps:
step a, carrying out engineering geological survey and measurement on a polluted area, obtaining engineering data of topography, hydrogeology and engineering geology, determining the range and the buried depth of the polluted area and the depth of an underground impervious layer, and determining the plane center line positioning, the buried depth and the wall thickness of the flexible continuous wall;
b, performing site shaping, then performing concrete guide wall construction, and excavating a groove;
c, vertically and downwards paving a polyethylene geomembrane in the middle of the formed groove, and well fixing;
d, inserting the polyethylene geomembrane into the position 1.0-5.0 m below the upper surface of the underground impervious layer, and pouring waterproof concrete at the bottom;
step e, fully mixing the soil and the bentonite according to a certain proportion, and performing a permeability coefficient test after mixing the soil and the bentonite;
f, uniformly backfilling the prepared mixture of the soil and the bentonite on two sides of the geomembrane to the top height of the guide wall at the same height to form a soil-bentonite secondary impermeable layer; after backfilling, the top end of the polyethylene geomembrane is laterally turned to be horizontal, and the top of the geomembrane is wrapped in the top end of the polyethylene geomembrane through a top pressing dam made of concrete and is connected with the guide wall into a whole.
And furthermore, in the step c, two adjacent geomembranes are connected in an interlocking mode through polyethylene lock catches, the polyethylene lock catches are welded with the geomembranes in advance through hot melting to form an enclosed continuous separation wall, and 1-2 vertical continuously-communicated expandable rubber water stop bars are arranged in the lock catches.
Further, the soil in step e is taken from the excavated soil after screening.
Furthermore, the addition amount of the bentonite in the step e is determined according to the permeability of the used soil, and the doping ratio is 5-15%.
Furthermore, the bentonite is sodium bentonite, the expansion coefficient is more than or equal to 24ml/2g, and the filtration loss is less than or equal to 18 ml.
Further, the polyethylene geomembrane can be HDPE or LL DPE, and the permeability coefficient is less than 1 x 10-12cm/s, the unidirectional tensile strain HDPE is more than or equal to 700 percent, the LL DPE is more than or equal to 800 percent, the multidirectional tensile strain HDPE is more than or equal to 15 percent, and the LL DPE is more than or equal to 30 percent.
The invention has the beneficial effects that: the polyethylene geomembrane main impermeable layer is arranged in the soil-bentonite secondary impermeable layer, so that the impermeable performance of the flexible continuous wall is further enhanced, and the polyethylene geomembrane main impermeable layer and the connection structure of the polyethylene geomembrane main impermeable layer, the underground impermeable layer and the coping dam improve the deformation resistance of the wall body and enhance the durability of the wall body; the construction method is simple and easy to operate, and partial construction materials can be obtained from local materials to save resources.
Drawings
FIG. 1 is a schematic structural view of a diaphragm wall structure according to the present invention;
in the figure: 1-a pollutant pile; 2-a subterranean formation; 3-underground impervious barrier; 4-soil-bentonite secondary impermeable layer; 5-polyethylene geomembrane main impermeable layer; 6-a guide wall; 7-pressing a top dam;
the following detailed description will be made in conjunction with embodiments of the present invention with reference to the accompanying drawings.
Detailed Description
The invention is further illustrated by the following examples:
example one
A flexible continuous wall for underground pollution barriers comprising:
the soil-bentonite secondary impermeable layer 4 is positioned in the underground rock stratum 2 at the side part of the pollutant pile body 1, and the bottom of the soil-bentonite secondary impermeable layer 4 is inserted into the underground impermeable layer 3;
the polyethylene geomembrane main impermeable layer 5 is positioned in the soil-bentonite secondary impermeable layer 4, and the bottom of the polyethylene geomembrane main impermeable layer 5 is fixedly connected with the underground impermeable layer 3;
and the anchoring dam is arranged along the top of the soil-bentonite secondary impervious layer 4 and is used for fixing the soil-bentonite secondary impervious layer 4 and the polyethylene geomembrane main impervious layer 5.
Further, the anchoring dam comprises a guide wall 6, the guide wall 6 is located on two sides of the top of the soil-bentonite secondary impermeable layer 4, the top of the guide wall 6 is flush with the ground surface, a capping dam 7 is arranged on the top of the guide wall 6, and the capping dam 7 is fixedly connected with the guide wall 6 and the top of the polyethylene geomembrane main impermeable layer 5.
Further, the top of the polyethylene geomembrane main impermeable layer 5 is bent to one side to be horizontal, and the bent part is covered in the capping dam 7.
Further, the thickness of the main impervious layer 5 of the polyethylene geomembrane is 3.0mm and the permeability coefficient is 1 x 10-13cm/s。
Further, the thickness of the sub-impervious layer 4 of bentonite is 500mm and the permeability coefficient is less than 1 x 10-8cm/s。
A construction method of a flexible continuous wall for underground pollution barrier comprises the following specific steps:
step a, carrying out engineering geological survey and measurement on a polluted area, obtaining engineering data of topography, hydrogeology and engineering geology, determining the range and the buried depth of the polluted area and the depth of an underground water-impermeable layer 3, and determining the plane central line positioning, the buried depth and the wall thickness of the flexible continuous wall;
b, performing site shaping, then performing concrete guide wall 6 construction, and excavating a groove;
c, vertically and downwards paving a polyethylene geomembrane in the middle of the formed groove, and well fixing;
d, inserting the polyethylene geomembrane into the position 1.0m below the upper surface of the underground impervious layer 3, and pouring waterproof concrete at the bottom;
step e, fully mixing the soil and the bentonite according to a certain proportion, and performing a permeability coefficient test after mixing the soil and the bentonite;
f, uniformly backfilling the prepared mixture of the soil and the bentonite on two sides of the geomembrane to the top height of the guide wall 6 at the same height to form a soil-bentonite secondary impermeable layer 4; after backfilling, the top end of the polyethylene geomembrane is laterally turned to be horizontal, and the top of the geomembrane is wrapped in a top pressing dam 7 made of concrete and is connected with the guide wall 6 into a whole.
Furthermore, in the step c, two adjacent geomembranes are connected in an interlocking mode through polyethylene lock catches, the polyethylene lock catches are welded with the geomembranes in advance through hot melting to form a surrounding continuous separation wall, and 1 up-down continuous through expandable rubber water stop strip is arranged in each lock catch.
Further, the soil in step e is taken from the excavated soil after screening.
Further, the bentonite incorporation ratio in step e was 5%.
Furthermore, the bentonite is sodium bentonite, the expansion coefficient is 24ml/2g, and the filtration loss is 18 ml.
Further, the polyethylene geomembrane may be HDPE with a uniaxial tensile strain of 700% and a multidirectional tensile strain of 15%.
The main polyethylene geomembrane impervious layer 5 is arranged in the soil-bentonite secondary impervious layer 4, so that the impervious performance of the flexible continuous wall is further enhanced, and the deformation resistance of the wall body is improved and the durability of the wall body is enhanced by the main polyethylene geomembrane impervious layer 5 and the connection structure of the main polyethylene geomembrane impervious layer 5, the underground impervious layer 3 and the capping dam 7; the construction method is simple and easy to operate, and partial construction materials can be obtained from local materials to save resources.
Example two
A flexible continuous wall for underground pollution barriers comprising:
the soil-bentonite secondary impermeable layer 4 is positioned in the underground rock stratum 2 at the side part of the pollutant pile body 1, and the bottom of the soil-bentonite secondary impermeable layer 4 is inserted into the underground impermeable layer 3;
the polyethylene geomembrane main impermeable layer 5 is positioned in the soil-bentonite secondary impermeable layer 4, and the bottom of the polyethylene geomembrane main impermeable layer 5 is fixedly connected with the underground impermeable layer 3;
and the anchoring dam is arranged along the top of the soil-bentonite secondary impervious layer 4 and is used for fixing the soil-bentonite secondary impervious layer 4 and the polyethylene geomembrane main impervious layer 5.
Further, the anchoring dam comprises a guide wall 6, the guide wall 6 is located on two sides of the top of the soil-bentonite secondary impermeable layer 4, the top of the guide wall 6 is flush with the ground surface, a capping dam 7 is arranged on the top of the guide wall 6, and the capping dam 7 is fixedly connected with the guide wall 6 and the top of the polyethylene geomembrane main impermeable layer 5.
Further, the top of the polyethylene geomembrane main impermeable layer 5 is bent to one side to be horizontal, and the bent part is covered in the capping dam 7.
Further, the thickness of the main impervious layer 5 of the polyethylene geomembrane is 3.0mm and the permeability coefficient is 1 x 10-14cm/s。
Further, the thickness of the sub-impermeable layer 4 of bentonite is 900mm and the permeability coefficient is 1 x 10-9cm/s。
A construction method of a flexible continuous wall for underground pollution barrier comprises the following specific steps:
step a, carrying out engineering geological survey and measurement on a polluted area, obtaining engineering data of topography, hydrogeology and engineering geology, determining the range and the buried depth of the polluted area and the depth of an underground water-impermeable layer 3, and determining the plane central line positioning, the buried depth and the wall thickness of the flexible continuous wall;
b, performing site shaping, then performing concrete guide wall 6 construction, and excavating a groove;
c, vertically and downwards paving a polyethylene geomembrane in the middle of the formed groove, and well fixing;
d, inserting the polyethylene geomembrane into the position 5.0m below the upper surface of the underground impervious layer 3, and pouring waterproof concrete at the bottom;
step e, fully mixing the soil and the bentonite according to a certain proportion, and performing a permeability coefficient test after mixing the soil and the bentonite;
f, uniformly backfilling the prepared mixture of the soil and the bentonite on two sides of the geomembrane to the top height of the guide wall 6 at the same height to form a soil-bentonite secondary impermeable layer 4; after backfilling, the top end of the polyethylene geomembrane is laterally turned to be horizontal, and the top of the geomembrane is wrapped in a top pressing dam 7 made of concrete and is connected with the guide wall 6 into a whole.
Furthermore, in the step c, two adjacent geomembranes are connected in an interlocking mode through polyethylene lock catches, the polyethylene lock catches are welded with the geomembranes in advance through hot melting to form a surrounding continuous separation wall, and 2 up-down continuous through expandable rubber water stop strips are arranged in the lock catches.
Further, the soil in step e is taken from the excavated soil after screening.
Further, the blending ratio of bentonite in the step e is 15%.
Furthermore, the bentonite is sodium bentonite, the expansion coefficient is 26ml/2g, and the filtration loss is 16 ml.
Further, the polyethylene geomembrane may be LL DPE with a uniaxial tensile strain of 800% and a multidirectional tensile strain of 30%.
The main polyethylene geomembrane impervious layer 5 is arranged in the soil-bentonite secondary impervious layer 4, so that the impervious performance of the flexible continuous wall is further enhanced, and the deformation resistance of the wall body is improved and the durability of the wall body is enhanced by the main polyethylene geomembrane impervious layer 5 and the connection structure of the main polyethylene geomembrane impervious layer 5, the underground impervious layer 3 and the capping dam 7; the construction method is simple and easy to operate, and partial construction materials can be obtained from local materials to save resources.
EXAMPLE III
A flexible continuous wall for underground pollution barriers comprising:
the soil-bentonite secondary impermeable layer 4 is positioned in the underground rock stratum 2 at the side part of the pollutant pile body 1, and the bottom of the soil-bentonite secondary impermeable layer 4 is inserted into the underground impermeable layer 3;
the polyethylene geomembrane main impermeable layer 5 is positioned in the soil-bentonite secondary impermeable layer 4, and the bottom of the polyethylene geomembrane main impermeable layer 5 is fixedly connected with the underground impermeable layer 3;
and the anchoring dam is arranged along the top of the soil-bentonite secondary impervious layer 4 and is used for fixing the soil-bentonite secondary impervious layer 4 and the polyethylene geomembrane main impervious layer 5.
Further, the anchoring dam comprises a guide wall 6, the guide wall 6 is located on two sides of the top of the soil-bentonite secondary impermeable layer 4, the top of the guide wall 6 is flush with the ground surface, a capping dam 7 is arranged on the top of the guide wall 6, and the capping dam 7 is fixedly connected with the guide wall 6 and the top of the polyethylene geomembrane main impermeable layer 5.
Further, the top of the polyethylene geomembrane main impermeable layer 5 is bent to one side to be horizontal, and the bent part is covered in the capping dam 7.
Further, the thickness of the main impervious layer 5 of the polyethylene geomembrane is 3.0mm and the permeability coefficient is 5 x 10-14cm/s。
Further, the thickness of the sub-impermeable layer 4 of bentonite is 600mm and the permeability coefficient is 7 x 10-9cm/s。
A construction method of a flexible continuous wall for underground pollution barrier comprises the following specific steps:
step a, carrying out engineering geological survey and measurement on a polluted area, obtaining engineering data of topography, hydrogeology and engineering geology, determining the range and the buried depth of the polluted area and the depth of an underground water-impermeable layer 3, and determining the plane central line positioning, the buried depth and the wall thickness of the flexible continuous wall;
b, performing site shaping, then performing concrete guide wall 6 construction, and excavating a groove;
c, vertically and downwards paving a polyethylene geomembrane in the middle of the formed groove, and well fixing;
d, inserting the polyethylene geomembrane into the position 3.0m below the upper surface of the underground impervious layer 3, and pouring waterproof concrete at the bottom;
step e, fully mixing the soil and the bentonite according to a certain proportion, and performing a permeability coefficient test after mixing the soil and the bentonite;
f, uniformly backfilling the prepared mixture of the soil and the bentonite on two sides of the geomembrane to the top height of the guide wall 6 at the same height to form a soil-bentonite secondary impermeable layer 4; after backfilling, the top end of the polyethylene geomembrane is laterally turned to be horizontal, and the top of the geomembrane is wrapped in a top pressing dam 7 made of concrete and is connected with the guide wall 6 into a whole.
Furthermore, in the step c, two adjacent geomembranes are connected in an interlocking mode through polyethylene lock catches, the polyethylene lock catches are welded with the geomembranes in advance through hot melting to form a surrounding continuous separation wall, and 2 up-down continuous through expandable rubber water stop strips are arranged in the lock catches.
Further, the soil in step e is taken from the excavated soil after screening.
Further, the bentonite incorporation ratio in step e was 9%.
Furthermore, the bentonite is sodium bentonite, the expansion coefficient is 25ml/2g, and the filtration loss is 17 ml.
Further, the polyethylene geomembrane may be HDPE with a uniaxial tensile strain of 800% and a multidirectional tensile strain of 30%.
The main polyethylene geomembrane impervious layer 5 is arranged in the soil-bentonite secondary impervious layer 4, so that the impervious performance of the flexible continuous wall is further enhanced, and the deformation resistance of the wall body is improved and the durability of the wall body is enhanced by the main polyethylene geomembrane impervious layer 5 and the connection structure of the main polyethylene geomembrane impervious layer 5, the underground impervious layer 3 and the capping dam 7; the construction method is simple and easy to operate, and partial construction materials can be obtained from local materials to save resources.
The present invention has been described in connection with the specific embodiments, and it is obvious that the specific implementation of the present invention is not limited by the above-mentioned manner, and it is within the protection scope of the present invention as long as various modifications are made by using the method concept and technical solution of the present invention, or the present invention is directly applied to other occasions without modification.
Claims (10)
1. A flexible continuous wall for underground pollution barriers, comprising:
the soil-bentonite secondary impermeable layer (4), the soil-bentonite secondary impermeable layer (4) is positioned in the underground rock stratum (2) at the side part of the pollutant pile body (1), and the bottom of the soil-bentonite secondary impermeable layer (4) is inserted into the underground impermeable layer (3);
the polyethylene geomembrane main impermeable layer (5), the polyethylene geomembrane main impermeable layer (5) is positioned in the soil-bentonite secondary impermeable layer (4), and the bottom of the polyethylene geomembrane main impermeable layer (5) is fixedly connected with the underground impermeable layer (3);
the anchoring dam is arranged along the top of the soil-bentonite secondary impervious layer (4) and used for fixing the soil-bentonite secondary impervious layer (4) and the polyethylene geomembrane main impervious layer (5).
2. The flexible continuous wall for underground pollution barrier according to claim 1, wherein the anchoring dam comprises guide walls (6), the guide walls (6) are positioned at two sides of the top of the secondary impermeable layer (4) of the bentonite, the top of the guide walls (6) is flush with the ground surface, a capping dam (7) is arranged at the top of the guide walls (6), and the capping dam (7) is fixedly connected with the guide walls (6) and the top of the main impermeable layer (5) of the polyethylene geomembrane.
3. The flexible continuous wall for underground pollution barrier as claimed in claim 2, wherein the top of the polyethylene geomembrane main impermeable layer (5) is bent to one side to be horizontal and the bent portion is wrapped in the capping dam (7).
4. Flexible continuous wall for underground pollution barriers according to claim 1, wherein the polyethylene geomembrane primary barrier (5) has a thickness of 3.0mm and a permeability coefficient of less than 1 x 10-12cm/s。
5. The flexible continuous wall for underground pollution barriers according to claim 1, wherein the soil is earth-the thickness of the bentonite secondary impermeable layer (4) is 500-900 mm and the permeability coefficient is less than 1 x 10-7cm/s。
6. A construction method of a flexible continuous wall for underground pollution blocking is characterized by comprising the following specific steps:
step a, carrying out engineering geological survey and measurement on a polluted area, obtaining engineering data of topography, hydrogeology and engineering geology, determining the range and the buried depth of the polluted area and the depth of an underground impervious layer (3), and determining the plane central line positioning, the buried depth and the wall thickness of the flexible continuous wall;
b, performing site shaping, then performing concrete guide wall (6) construction, and excavating a groove;
c, vertically and downwards paving a polyethylene geomembrane in the middle of the formed groove, and well fixing;
d, inserting the polyethylene geomembrane into the position 1.0-5.0 m below the upper surface of the underground impermeable layer (3), and pouring waterproof concrete at the bottom;
step e, fully mixing the soil and the bentonite according to a certain proportion, and performing a permeability coefficient test after mixing the soil and the bentonite;
f, uniformly backfilling the prepared mixture of the soil and the bentonite on two sides of the geomembrane to the top height of the guide wall (6) at the same height to form a soil-bentonite secondary impermeable layer (4); after backfilling, the top end of the polyethylene geomembrane is laterally turned to be horizontal, and the top of the geomembrane is wrapped in a top pressing dam (7) made of concrete and is connected with the guide wall (6) into a whole.
7. The construction method of the flexible continuous wall for underground pollution barrier according to claim 6, wherein in the step c, two adjacent geomembranes are connected with each other in an interlocking manner through polyethylene lock catches, the polyethylene lock catches are welded with the geomembranes in advance through hot melting to form a surrounding type continuous separation wall, and 1-2 expandable rubber water stop strips which are continuously penetrated up and down are arranged in the lock catches.
8. The method of claim 6, wherein the soil in step e is taken from the excavated soil after screening.
9. The construction method of a flexible continuous wall for underground pollution barrier as claimed in claim 6, wherein the bentonite is added in the step e in an amount of 5-15% based on the permeability of the soil.
10. The construction method of the flexible continuous wall for underground pollution barrier according to claim 6, wherein the bentonite is sodium bentonite, the expansion coefficient is not less than 24ml/2g, and the filtration loss is not more than 18 ml.
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Cited By (5)
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| CN111945791A (en) * | 2020-08-19 | 2020-11-17 | 北京首创环境科技有限公司 | Vertical separation system for polluted site and construction method |
| CN112921726A (en) * | 2021-01-28 | 2021-06-08 | 长安大学 | Roadbed structure capable of preventing roadbed soil from being dry cracked or wet sunk and construction method thereof |
| CN113914374A (en) * | 2021-09-30 | 2022-01-11 | 中节能大地（杭州）环境修复有限公司 | Construction method of flexible barrier wall of refuse landfill suitable for high water level condition |
| WO2022047643A1 (en) * | 2020-09-02 | 2022-03-10 | 四川轻化工大学 | Environmentally-friendly composite bypass seepage-prevention flexible vertical isolation system, and installation method |
| CN114673200A (en) * | 2022-04-18 | 2022-06-28 | 中国城市建设研究院有限公司 | Connection structure of geomembrane and underground impervious curtain and construction method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108951675A (en) * | 2017-05-17 | 2018-12-07 | 北京高能时代环境技术股份有限公司 | HDPE geomembrane and bentonite-clay complex vertical cut-pff wall and its construction method of installation |
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| CN111945791A (en) * | 2020-08-19 | 2020-11-17 | 北京首创环境科技有限公司 | Vertical separation system for polluted site and construction method |
| WO2022047643A1 (en) * | 2020-09-02 | 2022-03-10 | 四川轻化工大学 | Environmentally-friendly composite bypass seepage-prevention flexible vertical isolation system, and installation method |
| CN112921726A (en) * | 2021-01-28 | 2021-06-08 | 长安大学 | Roadbed structure capable of preventing roadbed soil from being dry cracked or wet sunk and construction method thereof |
| CN113914374A (en) * | 2021-09-30 | 2022-01-11 | 中节能大地（杭州）环境修复有限公司 | Construction method of flexible barrier wall of refuse landfill suitable for high water level condition |
| CN114673200A (en) * | 2022-04-18 | 2022-06-28 | 中国城市建设研究院有限公司 | Connection structure of geomembrane and underground impervious curtain and construction method thereof |
| CN114673200B (en) * | 2022-04-18 | 2023-05-26 | 中国城市建设研究院有限公司 | Connection structure of geomembrane and underground impermeable curtain and construction method thereof |
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