WO2020062340A1 - 用于软土地区填埋场环境保护的复合防渗墙及其施工方法 - Google Patents

用于软土地区填埋场环境保护的复合防渗墙及其施工方法 Download PDF

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WO2020062340A1
WO2020062340A1 PCT/CN2018/110101 CN2018110101W WO2020062340A1 WO 2020062340 A1 WO2020062340 A1 WO 2020062340A1 CN 2018110101 W CN2018110101 W CN 2018110101W WO 2020062340 A1 WO2020062340 A1 WO 2020062340A1
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wall
landfill
plastic
flexible core
bentonite
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PCT/CN2018/110101
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English (en)
French (fr)
Inventor
郑中华
齐长青
刘勇
甄胜利
刘力奇
郭智
丁仕文
盖益民
翟文华
霍成立
金晶
田坤
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北京高能时代环境技术股份有限公司
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Publication of WO2020062340A1 publication Critical patent/WO2020062340A1/zh

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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
    • 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
    • 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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  • the invention relates to a composite impervious wall used for environmental protection of a landfill in a soft soil area and a construction method thereof.
  • patent application CN102617073A discloses a plastic concrete for an impervious wall, which includes a cementitious material, an aggregate, a water reducing agent, and water. By adjusting the particle size, sand rate, and water-gel ratio of the aggregate The realization of high content of fly ash in plastic concrete.
  • CN105236901A discloses a leak-proof plastic concrete and a preparation method thereof, including cement, bentonite, fly ash, gypsum, clay, fine aggregate, coarse aggregate, redispersible powder, sodium carbonate, calcium acrylate , Sodium dodecylbenzene sulfonate, sodium silicate and water, by using the combination of ordinary portland cement and slag portland cement to improve the early strength and impermeability of plastic concrete, adding redispersible latex powder to improve Plastic concrete workability and strength, adding calcium acrylate to further improve the impermeability of concrete.
  • plastic concrete in the above technology encounters seawater erosion, especially inorganic salts in seawater, which will affect the bentonite effect and reduce the strength and impermeability of plastic concrete.
  • the main objective of the present invention is to provide a composite impervious wall for environmental protection of a landfill in soft soil areas.
  • the landfill dyke, soil body and impervious structure are guaranteed.
  • effectively control displacement avoid ground cracking, construct continuous underground composite impervious walls to control the migration and diffusion of pollutants in contaminated soil or groundwater, and effectively control groundwater levels through groundwater drainage wells, and Withdraw the intercepted leakage in time for treatment.
  • a composite impervious wall for environmental protection of a landfill site in a soft soil area includes a water barrier buried under the landfill site and a flexible core wall provided around the landfill.
  • the depth of the flexible core wall meets Extending from the ground surface to the impermeable layer, plastic walls are set on the inner and outer sides of the flexible core wall, and support walls are set on the inside of the plastic wall on the inside and on the outside of the plastic wall on the inside.
  • a transition zone is set up between the support wall and the landfill, and a groundwater extraction well is set up in the transition zone.
  • the flexible core wall is composed of a HDPE geomembrane with a thickness of at least 3.0 mm, and the overall permeability coefficient is ⁇ 10 -8 cm / s; the impermeability coefficient of the plastic wall is ⁇ 5 ⁇ 10 -8 cm / s, The thickness is ⁇ 600mm.
  • the supporting wall is constructed by a plurality of high-pressure rotary jet grouting piles set around a circle. The diameter of a single pile is ⁇ 800mm, the bite between the piles is 200mm. .
  • the depth of the supporting wall and the plastic wall is the same as the depth of the flexible core wall, and the deep well pump of the groundwater pumping well always controls the groundwater level in the well to be lower than the impermeable layer at the bottom of the landfill by 3m, and lower than The groundwater level around the composite cutoff wall is not less than 1m.
  • the plastic wall body is formed by pouring plastic concrete under water and pouring symmetrically on both sides of the flexible core wall.
  • the plastic concrete is made of cement, bentonite, clay, coarse sand, rice sand,
  • the composition of melon seeds, polyoxyethylated ionic surfactant, fluorocarbon surfactant, polyether nonionic surfactant, nonionic polyacrylamide and water, the specific weight parts are as follows:
  • Polyoxyethylated ionic surfactant 0.6-1 part;
  • Fluorocarbon surfactant 0.1-2 parts
  • Polyether nonionic surfactant 0.5-1.5 parts
  • Non-ionic polyacrylamide 0.0002-0.02 parts
  • the cement is Portland cement
  • the bentonite is sodium-based bentonite, and its particle size satisfies 400 mesh sieve not more than 10%;
  • the clay is selected from silty clay, the moisture content is not more than 8%, and the particle size meets the 100 mesh sieve balance not more than 10%;
  • the coarse sand is selected from river sand with a particle diameter of 0.5-3mm;
  • the rice sand is crushed from mountain pebbles with a particle size of 3-5mm;
  • the melon seeds are crushed from mountain pebble and have a particle size of 5-10mm;
  • the weight ratio of the coarse sand: rice sand: melon seeds is 1: 1;
  • the polyoxyethylated ionic surfactant is an alcohol ether sulfate
  • the fluorocarbon surfactant is a polyethylene glycol hydrophilic non-ionic fluorocarbon surfactant
  • the polyether type nonionic surfactant is an adduct of polyethylene oxide of polypropylene glycol, wherein the number of ethylene oxide is 40-50.
  • the plastic concrete is prepared by the following steps:
  • Step A Mix the polyoxyethylated ionic surfactant with a certain proportion of water and a certain proportion of bentonite, and then leave it to expand to make a bentonite slurry;
  • Step B mixing the non-ionic polyacrylamide with the remaining water, the fluorocarbon surfactant, and the polyether non-ionic surfactant to prepare a regulating solution;
  • Step C Mix the melon seeds pieces, rice sand, grit, clay, cement, and the remaining bentonite one by one according to the particle size from large to small to form a mixed dry material, and then mix with the bentonite slurry and the conditioning solution, that is, Got.
  • the amount of water used in the step A is 90% of the total amount of water, and the mass ratio of the amount of water used to the bentonite used is 100: 10-15.
  • a construction method of a composite impervious wall used for environmental protection of a landfill in a soft soil area includes the following steps:
  • Step 1 Set up two spaced support walls to the ground around the periphery of the landfill.
  • the depth of the support walls is to extend from the ground surface into the aquifer;
  • Step 2 A flexible core wall is provided in the middle of the two-layer support wall, and the depth of the flexible core wall is sufficient to extend from the ground surface to the water-repellent layer;
  • Step 3 Set up a plastic wall between the inner and outer sides of the flexible core wall and the inner and outer support walls;
  • Step 4 Set up groundwater drainage wells in the transition area between the inner support wall and the landfill.
  • the HDPE geomembrane with a thickness of 3.0 mm is selected for the flexible core wall, with a single width of 4.1 m, and a plurality of HDPE geomembrane are arranged around the landfill circumferentially, and two sides of adjacent HDPE geomembrane Welded E-type locks to each other, and used HDPE geomembrane to install HDPE geomembrane.
  • the plastic wall is poured by plastic concrete, and the mixed plastic concrete is poured from bottom to top by using a steel pipe, and a distance is set at a certain distance around the circumferential direction.
  • the steel pipe is a steel pipe, and the primary steel pipe in the depth direction is a certain distance from the bottom of the groove on the aquifer. For each specified depth of pouring, the pipe is lifted until it is flush with the ground.
  • the plastic concrete consists of cement, bentonite, and clay. , Coarse sand, rice sand, melon seeds, polyoxyethylated ionic surfactant, fluorocarbon surfactant, polyether nonionic surfactant, nonionic polyacrylamide and water.
  • the present invention has the following beneficial effects:
  • the composite impervious wall for environmental protection of a landfill site in soft soil area uses a flexible core wall (HDPE geomembrane) and a plastic wall (optimized plastic concrete pouring) to form a vertical composite impervious wall main structure , Control the migration and diffusion of pollutants in contaminated soil or groundwater, and improve environmental protection and safety performance and structural stability.
  • the supporting wall strengthens the strength and stability of the soft soil around the landfill and improves the safety of construction.
  • the invention provides a composite impervious wall construction method for environmental protection of a hazardous waste landfill in soft soil.
  • the plastic wall is formed by plastic concrete pouring.
  • the plastic concrete is prepared by using dry materials according to the particle size from large to small. Pre-mixing improves the homogeneity of the material and helps to improve the early strength of plastic concrete.
  • the non-ionic polyacrylamide, fluorocarbon surfactant, and ethylene glycol adducts of polypropylene glycol are mixed to form a conditioning solution.
  • the invention provides a construction method of a composite impervious wall for environmental protection of a hazardous waste landfill in soft soil areas.
  • a HDPE geomembrane is installed by using a film-expanding roller cart and a gravity lowering machine. High verticality, high construction efficiency, low energy consumption, small footprint, and can freely adjust the installation speed of HDPE geomembrane.
  • the invention provides a construction method of a composite cutoff wall for environmental protection of a hazardous waste landfill in soft soil areas.
  • the groundwater pumping well can effectively control the groundwater level, and at the same time, the intercepted seepage liquid can be extracted and treated in time.
  • FIG. 1 is a schematic sectional structural view of a composite impervious wall of the present invention
  • FIG. 2 is a schematic cross-sectional structure diagram of a composite impervious wall of the present invention
  • FIG. 3 is a vertical installation schematic diagram of the HDPE geomembrane of the present invention.
  • the composite impervious wall used for environmental protection of a hazardous waste landfill in the soft soil area includes a water barrier layer 4, a flexible core wall 1, a plastic wall body 2, and a support wall 3 And groundwater extraction wells 8.
  • the aquifer 4 is usually provided and used as the bottom impervious layer of the landfill 5 and is buried in the ground, above the groundwater layer, and extends to at least the corresponding underground area of the entire landfill 5 to play a barrier.
  • the role of water can not only block the water above it (such as the seepage liquid from the landfill site) from penetrating downward and pollute the groundwater, but also block the clean groundwater beneath it from entering the landfill 5's landfill. Buried area.
  • the flexible core wall 1 extends from the ground surface and is embedded in the aquifer 4 and is set around the landfill 5 for a week.
  • the depth extends from the surface all the way into the underground aquifer 4 to prevent seepage and prevent accidents The leaked pollutants spread horizontally underground.
  • the plastic wall 2 includes two layers inside and outside, which are respectively located on the inner and outer sides of the flexible core wall 1, and the depth is also embedded in the water barrier layer 4 for protecting the flexible core wall 1 from external damage (such as corrosion, puncture, etc.). ), which has considerable strength, can withstand the static pressure of the soil body 7 without significant deformation and damage (such as cracks, holes, etc.). At the same time, the plastic wall body 2 can also play a certain degree of impermeability. effect.
  • the thickness of the plastic wall 2 on each side is generally 300 mm.
  • the flexible core wall 1 and the plastic wall body 2 are arranged in a core layer and a wrapping layer structure.
  • the core layer (flexible core wall 1) is completely covered by the wrapping layer (plastic wall body 2). This type of combined wall body will be landfilled.
  • the landfill area of 5 is forbidden inside to form a combined wall with independent functions, and is the main impervious structure of the composite impervious wall of the present invention in the horizontal direction, which has a better impervious effect.
  • the flexible core wall 1 and the plastic wall body 2 extend from the ground surface and are embedded in the water-proof layer 4 and are respectively combined with the water-proof layer 4 to form a combined structure that is firm and stable.
  • the aforementioned combination can be achieved by the following structure: a slot or hole is formed in the water barrier layer 4, and the ends of the flexible core wall 1 and the plastic wall body 2 which penetrate into the ground can be embedded in the aforementioned slot or hole .
  • the joint between the water barrier 4 and the flexible core wall 1, the plastic wall 2 can be sealed through various kinds. The material is poured and filled.
  • the supporting wall 3 includes inner and outer layers, which are an inner supporting wall and an outer supporting wall, which are respectively located on the inner side of the plastic wall 2 on the inner side and the outer side of the outer plastic wall 2, and are constructed by high-pressure rotary jet piles.
  • inner and outer layers which are an inner supporting wall and an outer supporting wall, which are respectively located on the inner side of the plastic wall 2 on the inner side and the outer side of the outer plastic wall 2, and are constructed by high-pressure rotary jet piles.
  • both sides of the combined wall composed of the inner and outer flexible core walls 1 and plastic walls 2 are supported, and the soil 7 surrounding the landfill site 5 is reinforced to reduce displacement and improve the construction safety of the composite impervious wall.
  • the plastic wall 2 on the inner side and the supporting wall on the inner side i.e., the inner supporting wall
  • the plastic wall 2 on the outside and the plastic wall 2 on the outer side i.e., the outer side
  • Layer support walls can also be separated by soil bodies 7.
  • a transition area between the landfill 5 and the innermost impervious area 3 formed by the present invention that is, a transition area is provided between the support wall 3 on the inner side and the landfill 5 and is formed by filling with the soil body 7.
  • a groundwater extraction well 8 is provided.
  • the groundwater pumping well 8 is used to control the groundwater level, and at the same time, it can be used to timely drain the intercepted leakage fluid for treatment, in order to effectively isolate accidental leakage of hazardous waste landfills and protect the soil and groundwater. Its depth is generally close to the underground aquifer 4, but it is located above the underground aquifer 4, which can effectively control the groundwater level, and at the same time, the intercepted seepage can be pumped out for treatment.
  • the composite impervious wall provided by the invention surrounds the landfill site 5 in order from the inside to the outside in order to set up a supporting wall 3, a plastic wall 2, a flexible core wall 1, a plastic wall 2, and a supporting wall 3 in order to prevent accidental leakage of operations.
  • the landfill 5 diffuses pollutants.
  • a groundwater extraction well 8 is also provided in the transition area between the inner support wall 3 and the landfill 5 to effectively control the groundwater level and simultaneously intercept the leakage in a timely manner. Liquid extraction treatment.
  • the invention constructs a composite impervious wall, effectively isolates the accidental leakage of the hazardous waste landfill 5, and protects the soil and groundwater.
  • the composite impervious wall is used for environmental protection of hazardous waste landfills in soft soil areas, and constitutes underground buildings around the landfill.
  • the area defined by the composite impervious wall is larger than the area where the landfill actually fills the garbage.
  • the composite impervious wall is mainly used to confine the landfill in its interior, so that the pollutants carried by the waste are limited to the interior of the entire landfill site without leakage (mainly horizontal and vertical) .
  • the water barrier layer 4 In the vertical direction, the water barrier layer 4 has the problem of preventing the seepage liquid from penetrating deep into the soil body 7.
  • the flexible core wall 1 is composed of at least 3.0 mm thick HDPE geomembrane, and the overall permeability coefficient is ⁇ 10-8 cm / s.
  • the plastic wall 2 has an impermeability coefficient of ⁇ 5 ⁇ 10 -8 cm / s, 28 days unconfined compressive strength ⁇ 4.5 MPa, and a thickness ⁇ 600 mm.
  • the plastic wall 2 is cast by plastic concrete.
  • the plastic concrete is composed of cement, bentonite, clay, coarse sand, rice sand, melon seeds, polyoxyethylated ionic surfactant, fluorocarbon surfactant, polyether nonionic surfactant, and nonionic polymer.
  • the acrylamide and water are mixed according to a certain proportion and process, and are formed by pouring under water on the two sides of the flexible core wall 1 symmetrically.
  • the supporting wall 3 is constructed by a high-pressure rotary jet pile, the diameter of a single pile is ⁇ 800mm, the bite between the piles is 200mm, the depth of the pile is consistent with the height of the plastic wall 2, and the center line of the pile is horizontal with the edge of the plastic wall Distance ⁇ single pile radius + 300mm, 28 days unconfined compressive strength of single pile ⁇ 1.5MPa, located on both sides of plastic wall 2.
  • the specific number of piles is set according to the calculation of the stability of the slot. If the compressive strength of a single row of supporting walls is insufficient, multiple rows of compressive walls can be formed on each side.
  • the support wall can reduce the displacement of the surrounding soil and improve the construction safety of the flexible core wall 1 and the plastic wall 2.
  • the groundwater drainage well 8 is located on the transition area between the inner support wall 3 and the landfill 5 field.
  • the deep well pump of the groundwater drainage well 8 is used to control the groundwater level in the well always lower than the landfill site 5
  • the bottom impervious layer is 3m, and the groundwater level below the periphery of the composite impervious wall is not less than 1m.
  • the inorganic salt-resistant plastic concrete used in the plastic wall 2 contains the following components by weight:
  • Cement 150-210 parts, preferably 160-210 parts, more preferably 160-200 parts, and most preferably 180-200 parts;
  • Bentonite 40 to 80 parts, preferably 50 to 80 parts, more preferably 50 to 70 parts, and most preferably 60 to 80 parts;
  • Clay 75 to 105 parts, preferably 80 to 105 parts, more preferably 80 to 100 parts, and most preferably 90 to 105 parts;
  • Grit 398-513 parts, preferably 450-513 parts, more preferably 450-490 parts, and most preferably 450-480 parts;
  • Rice sand 398-513 parts, preferably 450-513 parts, more preferably 450-490 parts, and most preferably 450-480 parts;
  • Melon seeds 398-513 parts, preferably 450-513 parts, more preferably 450-490 parts, most preferably 450-480 parts;
  • Polyoxyethylated ionic surfactant 0.6-1 part, preferably 0.8-1 part;
  • Fluorocarbon surfactant 0.1 to 2 parts, preferably 0.5 to 2 parts, more preferably 0.5 to 1.5 parts;
  • Polyether nonionic surfactant 0.5 to 1.5 parts, preferably 1 to 1.5 parts;
  • Non-ionic polyacrylamide 0.0002 to 0.02 parts, preferably 0.005 to 0.02 parts, more preferably 0.005 to 0.01 parts;
  • the invention improves the resistance to inorganic salt penetration of plastic concrete by changing the composition of the aggregate and adding a composite surfactant, and improves the comprehensive performance of the plastic concrete by utilizing the synergy between the aggregate, the gelling material and the surfactant. It meets the performance requirements of impervious applications.
  • the coarse-grained sand, rice sand, melon seeds and clay, bentonite, and cement with a gradient particle size improve the homogeneity of plastic concrete and help to improve the early strength of plastic concrete.
  • Polyoxyethylated ionic surfactants can effectively improve the resistance of plastic concrete to inorganic salts and ensure strength and permeability coefficient.
  • Polyether non-ionic surfactant improves the resistance of plastic concrete to chemical reagents and strengthens the stability.
  • a polyethylene glycol hydrophilic non-ionic fluorocarbon surfactant is added to form a protective layer on the surface of plastic concrete, which reduces the ion adsorption of plastic concrete and further improves the resistance to inorganic salts.
  • the invention adds non-ionic polyacrylamide, which reduces the influence of groundwater on plastic concrete, strengthens the cohesive force between various components, and is beneficial to improve the early strength of plastic concrete.
  • the cement is selected from ordinary portland cement with the strength grade of 42.5;
  • the bentonite is sodium-based bentonite, and its particle size satisfies 400 mesh sieve not more than 10%;
  • the clay is selected from silty clay, the moisture content is not more than 8%, and the particle size meets the 100 mesh sieve balance not more than 10%;
  • the coarse sand is selected from river sand with a particle size of 0.5 to 3 mm;
  • the rice sand is crushed from mountain pebbles and has a particle size of 3 to 5 mm;
  • the melon seeds are crushed from mountain pebbles and have a particle size of 5 to 10 mm;
  • the weight ratio of the coarse sand: rice sand: melon seeds is 1: 1;
  • the polyoxyethylated ionic surfactant is an alcohol ether sulfate, preferably a fatty alcohol polyoxyethylene ether sulfate, and preferably a C12 to C14 fatty alcohol polyoxyethylene ether sulfate;
  • the fluorocarbon surfactant is a polyethylene glycol hydrophilic nonionic fluorocarbon surfactant.
  • the molecular weight of polyethylene glycol in the polyethylene glycol hydrophilic nonionic fluorocarbon surfactant is 0.4k to 2k, further preferably, the fluorocarbon in the polyethylene glycol hydrophilic non-ionic fluorocarbon surfactant is perfluoro (2-methyl-3-oxahexyl) fluoride, or Fluoro-2,5-dimethyl-3,6-dioxonanoyl fluoride.
  • the polyether type nonionic surfactant is an adduct of polypropylene oxide of ethylene glycol, wherein the number of ethylene oxide is 40-50, such as 42, 44, 45, 47, 49, 50, and the like.
  • the plastic concrete provided by the present invention can be prepared by any conventional preparation method, such as simple mixing. However, it has been found through research that the order of mixing, the timing of adding water and surfactant, the method of adding bentonite, etc. The performance has a significant impact. To this end, the present invention provides the following preferred preparation methods:
  • Step A Mix the polyoxyethylated ionic surfactant with part of the water and part of the bentonite, and then leave it to puff to make a bentonite slurry;
  • Step B Mix the non-ionic polyacrylamide with the remaining water, the fluorocarbon surfactant, and the polyether non-ionic surfactant to prepare a regulating solution;
  • Step C The remaining raw materials (melon seeds, rice sand, grit, clay, cement, and remaining bentonite) are mixed together to form a mixed dry material, and then mixed with the bentonite slurry and the conditioning solution.
  • the amount of water used in the steps A and B can be adjusted according to actual needs; preferably, the amount of water used in step A is 90% of the total water amount (mass), and the mass ratio of the used water to the used bentonite mass is 100: 10-15, such as 100: 11, 100: 12, 100: 13, 100: 14, 100: 15, etc.
  • the swelling time is preferably 24 hours or more.
  • step B is further:
  • the heating temperature is preferably 60 to 80 ° C.
  • the step C is further: adding melon seeds pieces, rice sand, grit, clay, cement, and the remaining bentonite in order of the particle size from large to small, adding and mixing one by one to make a mixed dry material, and then mixing it with the The bentonite slurry and the conditioning liquid are mixed well; the dry materials are pre-mixed according to the particle size from large to small, which improves the uniformity of the material and is beneficial to the early strength of the plastic concrete.
  • step A it can be stirred and mixed for 15 minutes at a speed of 3000 r / min.
  • step B the mixture can be stirred and mixed for 10 minutes at a speed of 200 r / min.
  • step C first mix the dry materials.
  • the mixing method is to add the ingredients in order from the largest to the smallest. Mix the melon seeds, rice sand, coarse sand, clay, cement, and bentonite together, and stir each material for 5 minutes. ⁇ 10min, make mixed dry material.
  • step A when the polyoxyethylated ionic surfactant is mixed with part of the water and part of the bentonite, the polyoxyethylated ionic surfactant can be mixed with water first, usually at room temperature (20-40 ° C). ), Then add bentonite and stir at high speed.
  • the invention provides a construction method of a composite impervious wall for environmental protection of a landfill in a soft soil area, which specifically includes the following steps:
  • Step 1 Set up two layers of spaced support walls 3 around the periphery of the landfill.
  • the inner support wall is set close to the periphery of the landfill. There is a gap between the outer support wall and the inner support wall. Depth meets the requirement to extend from the ground surface into the aquifer 4;
  • the inner support wall and the outer support wall are formed around a circle by a plurality of continuous high-pressure rotary jet grouting piles, the pile depth of which extends from the ground surface and is embedded in the water barrier layer 4, and the adjacent two adjacent piles in a continuous week bite into each other.
  • High-pressure rotary jet piles to form a supporting wall 3 arranged in the circumferential direction.
  • Step 2 A flexible core wall 1 is set at a certain distance from the middle position of the two-layer support wall 3, and the depth of the flexible core wall 1 satisfies the extension from the ground surface to the waterproof layer 4;
  • the flexible core wall 1 is selected from a HDPE geomembrane with a thickness of 3.0 mm. During operation, a single width of the HDPE geomembrane 9 is 4.1 m. A plurality of HDPE geomembrane are arranged around the landfill 5 in the circumferential direction. The sides are welded to each other, preferably a practical welding E-shaped buckle. The buckles are distributed on the front and back sides of the HDPE geomembrane. The convex part of the buckle faces away from the HDPE geomembrane, and the smooth part faces the HDPE geomembrane for welding.
  • the HDPE geomembrane 9 is rolled on the film roll drum 10 in advance and moved to the vicinity of the slot 11 in a certain section of the water barrier 4 (the water barrier 4 is based on the construction of the composite impervious wall in advance).
  • the size layout has been set, and the water barrier layer 4 needs to form a groove around the circumference required for the HDPE geomembrane layout in advance, and the groove is recessed in the water barrier layer 4).
  • the gravity module 12-1 of the gravity lower film machine 12 is temporarily fixed to the bottom of the HDPE geomembrane.
  • the balance block 12-2 is used to balance the force of the membrane machine 12 under gravity.
  • the gravity module 12-1 installs the HDPE geomembrane vertically to a specified depth, and the specified depth requirements meet the extension from the ground surface into the underground aquifer 4.
  • a HDPE geomembrane is placed around the landfill 5 in the middle of the inner and outer support walls 3 for a week.
  • the adjacent HDPE geomembrane webs are connected by E-type locks, and a sealed water-stop is inserted in the middle cavity of the adjacent locks. article.
  • the flexible core wall 1 needs to be set around the landfill 5 for one week, is continuous and complete, and cannot be interrupted in the middle, and the bottom of the flexible core wall 1 (that is, HDPE geomembrane) and the water barrier layer 4 are sealed (such as pouring, filling ).
  • a film-expanding roller cart and a gravity film-removing machine are used.
  • the HDPE geomembrane has high installation accuracy, high verticality, high construction efficiency, low energy consumption, and small land occupation. The installation speed of the HDPE geomembrane can be freely adjusted.
  • Step 3 A plastic wall 2 is provided between the inner and outer periphery of the flexible core wall 1 and the inner and outer support walls, and the depth of the plastic wall 2 is the same as the depth of the flexible core wall;
  • the plastic wall 2 is cast by using plastic concrete.
  • the manufacturing process of the plastic concrete is prepared according to the description of the plastic concrete preparation method described above. After preparing the equation, before carrying out the plastic concrete pouring, it is necessary to place a slag blocking pipe to prevent accidental splashing to other areas when pouring a certain position along the axial direction.
  • Plastic concrete is casted with DN250 steel pipes.
  • the mixed plastic concrete is poured from bottom to top by underwater casting.
  • a DN250 steel pipe is set at a distance of 2 to 3 m in the circumferential direction. For the first time in the depth direction, DN250 steel pipe is 0.5m away from the bottom of the groove (and the water barrier 4 needs to form a groove around the circle required for pouring the injection molding wall in advance). For each depth of about 0.5m, lift the pipe until it is flush with the ground.
  • the joint between the water barrier layer 4 and the plastic wall 2 can be filled and filled with various sealing materials.
  • Step 4 Set up a groundwater drainage well 8 in the soil in the transition zone between the inner support wall and the landfill.
  • the groundwater level in the deep well pump control well of the groundwater extraction well is always lower than 3m below the impervious layer at the bottom of the landfill, and at the same time it is not less than 1m below the groundwater level around the composite impervious wall.
  • the composition of the plastic concrete provided in this embodiment is as follows: 150 kg of cement (42.5 ordinary portland cement), 40 kg of sodium-based bentonite (particle size meets 400 mesh sieve below 10%), 75 kg of clay (containing water) The rate is below 8%, the particle size meets 100 mesh sieve balance below 10%), 513kg of coarse sand (0.5 ⁇ 3mm), 513kg of rice sand (3-5mm), 513kg of melon seeds (5 ⁇ 10mm), 0.6kg of alcohol ether sulfuric acid Salt (fatty alcohol polyoxyethylene ether sodium sulfate), 0.1kg polyethylene glycol hydrophilic non-ionic fluorocarbon surfactant (wherein the molecular weight of polyethylene glycol is 1.8k, and the fluorocarbon is perfluoro (2-methyl-3 -Oxahexyl) fluoride), 0.5 kg of polypropylene oxide ethylene oxide adduct (wherein the number of ethylene oxide groups is 45), 0.0002 kg of non-ionic polyacrylamide, 300 kg
  • the composition of the plastic concrete provided in this embodiment is as follows: per cubic plastic concrete, 160 kg of cement (42.5 ordinary portland cement), 50 kg of nano-based bentonite (type is the same as Example 1), and 80 kg of clay (type is the same as Example 1) ), 487 kg of coarse sand (model is the same as in Example 1), 487 kg of rice sand (model is the same as in Example 1), 487 kg of melon seeds (model is the same as in Example 1), 0.7 kg of alcohol ether sulfate (model is the same as in Example 1), 0.4 kg of polyethylene glycol hydrophilic non-ionic fluorocarbon surfactant (model is the same as in Example 1), 0.7 kg of polypropylene glycol ethylene oxide adduct (model is the same as in Example 1), 0.005 kg of non-ionic polymer Acrylamide, 320 kg of water.
  • Plastic concrete is prepared according to the preparation method of the present invention.
  • the composition of the plastic concrete provided in this embodiment is as follows: 180 kg of cement (42.5 ordinary portland cement), 60 kg of nano-bentonite (model same as Example 1), and 90 kg of clay (model same as Example 1) per cubic plastic concrete ), 465 kg of coarse sand (model is the same as in Example 1), 465 kg of rice sand (model is the same as in Example 1), 465 kg of melon seeds (model is the same as in Example 1), 0.8 kg of alcohol ether sulfate (model is the same as in Example 1), 1 kg Polyethylene glycol hydrophilic non-ionic fluorocarbon surfactant (model is the same as in Example 1), 1 kg of polypropylene glycol ethylene oxide adduct (model is the same as in Example 1), 0.01 kg of non-ionic polyacrylamide , 330kg of water.
  • Plastic concrete is prepared according to the preparation method of the present invention.
  • the composition of the plastic concrete provided in this embodiment is as follows: 200 kg of cement (42.5 ordinary portland cement), 72 kg of nano-bentonite (type is the same as Example 1), and 100 kg of clay (type is the same as Example 1) per cubic plastic concrete. ), 424 kg of coarse sand (model same as Example 1), 424 kg of rice sand (model same as Example 1), 424 kg of melon seeds (model same as Example 1), 0.9 kg of alcohol ether sulfate (model same as Example 1), 1.8 kg of polyethylene glycol hydrophilic non-ionic fluorocarbon surfactant (model is the same as in Example 1), 1.3 kg of polypropylene glycol ethylene oxide adduct (model is the same as in Example 1), 0.015 kg of non-ionic polymer Acrylamide, 360 kg of water.
  • Plastic concrete is prepared according to the preparation method of the present invention.
  • composition of the plastic concrete provided in this embodiment is as follows: 210 kg of cement (42.5 ordinary portland cement), 80 kg of nano-based bentonite (model is the same as in Example 1), and 105 kg of clay (model is the same as in Example 1) per cubic plastic concrete.
  • Plastic concrete is prepared according to the preparation method of the present invention.
  • the mixed dry material is firstly mixed with the conditioning liquid uniformly, and then mixed with the bentonite slurry to obtain the anti-seepage plastic concrete that is resistant to inorganic salts.
  • Per cubic plastic concrete 180 kg of cement (42.5 ordinary portland cement), 60 kg of nano-bentonite (model same as Example 1), 90 kg of clay (model same as Example 1), 465 kg of coarse sand (model same as Example 1), 465 kg of rice sand (model is the same as in Example 1), 465 kg of melon seeds, 330 kg of water.
  • the preparation method is as follows: adding water to the bentonite, and exposing for 24 hours, mixing the clay, grit, rice sand, melon seeds and cement in the order of the particle size from large to small, and then mixing the bentonite with the bentonite and water, other The raw materials were mixed and stirred for 15 min at a speed of 3000 r / min.

Abstract

本发明公开了一种用于软土地区填埋场环境保护的复合防渗墙及其施工方法，所述复合防渗墙包括围绕填埋场一周设置的柔性芯墙，所述柔性芯墙的深度满足从地表延伸嵌入至隔水层，所述柔性芯墙的内外两侧分别设置有塑性墙体，处于内部的塑性墙体的内侧以及处于外部的塑性墙体的外侧分别设置支撑墙，处于里侧的支撑墙与填埋场之间设置有过渡区，过渡区设置有地下水抽排井。本发明按照一定的工序，构建支撑墙、垂直开槽、垂直安装柔性芯墙、按照特定配比制作塑性混凝土并采取水下浇注方式构建塑性墙体，通过技术方案，可在保障填埋场围堤、基础稳定的前提下，有效隔离危废填埋场意外渗漏液，保护土壤和地下水。

Description

用于软土地区填埋场环境保护的复合防渗墙及其施工方法 技术领域
本发明涉及一种用于软土地区填埋场环境保护的复合防渗墙及其施工方法。
背景技术
在现有技术中，随着社会经济的快速发展，城市化和工业化发展加快，城市垃圾、工业废弃物急剧增加，石油化工、矿山冶炼过程对环境产生的压力越来越大。沿海软土地区，由于软土地质缺陷、地下水位高等因素，构建的危废填埋场，在运营过程中，一旦泄露，对土壤和地下水危害大，需要构建HDPE膜垂直防渗墙以加强环境保护。软土地区连续垂直开槽会影响槽边围堤、土体，产生位移，进而出现地面开裂等现象。
另外，在现有技术中，专利申请CN102617073A公开了一种防渗墙用塑性混凝土，包括胶凝材料、骨料、减水剂和水，通过调节骨料的粒径、砂率和水胶比等实现了粉煤灰在塑性混凝土中的高掺量利用。CN105236901A公开了一种用于防渗漏的塑性混凝土及其制备方法，包括水泥、膨润土、粉煤灰、石膏、粘土、细骨料、粗骨料、可再分散乳胶粉、碳酸钠、丙烯酸钙、十二烷基苯磺酸钠、硅酸钠和水，通过采用普通硅酸盐水泥与矿渣硅酸盐水泥的组合，提高塑性混凝土的早期强度和抗渗性能、加入可再分散乳胶粉提高塑性混凝土和易性和强度、加入丙烯酸钙进一步提高混凝土的抗渗能力。
但是以上技术中的塑性混凝土遇海水侵蚀，特别是海水中的无机盐，会影响膨润土效果，降低塑性混凝土强度和防渗性能。
发明内容
有鉴于此，本发明的主要目的在于提供一种用于软土地区填埋场环境保护的复合防渗墙，通过本发明的技术方案，在保障填埋场围堤、土体以及防渗结构安全的前提下，有效控制位移，规避地面开裂，构建连续的地下复合防渗墙，用以控制受污染土壤或地下水中污染物的迁移扩散，并通过地下水抽排井，有效控制地下水水位，并及时将拦截的渗漏液抽出治理。
为了达到上述目的，本发明的技术方案是这样实现的：
一种用于软土地区填埋场环境保护的复合防渗墙，包括埋于填埋场地下的隔水层，包括围绕填埋场一周设置的柔性芯墙，所述柔性芯墙的深度满足从地表延伸嵌入至隔水层，所述柔性芯墙的内外两侧分别设置有塑性墙体，处于内部的塑性墙体的内侧以及处于外部的塑性墙体的外侧分别设置支撑墙，处于里侧的支撑墙与填埋场之间设置有过渡区，过渡区设置有地下水抽排井。
进一步优选地，所述柔性芯墙由至少3.0mm厚的HDPE土工膜构成，整体渗透系数≤10 -8cm/s；所述塑性墙体的防渗系数≤5×10 -8cm/s，厚度≥600mm，所述支撑墙由围绕一周设置的多个高压旋喷桩构建而成，单桩直径≥800mm，桩间咬合200mm，桩中心线与塑性墙体边线水平距离≥单桩半径+300mm。
进一步优选地，所述支撑墙和塑性墙体的深度与柔性芯墙的深度相同，所述地下水抽排井的深井泵控制井内地下水水位始终低于填埋场底部防渗层3m，同时低于所述复合防渗墙外围地下水水位不少于1m。
进一步优选地，所述塑性墙体采用塑性混凝土通过水下灌注的方式，于所述柔性芯墙的两侧对称地浇注构成，所述塑性混凝土由水泥、膨润土、粘土、粗砂、米砂、瓜子片、聚氧乙烯化的离子型表面活性剂、氟碳表面活性剂、聚醚型非离子表面活性剂、非离子型聚丙烯酰胺以及水构成，具体重量份数如下：
水泥：150-210份；
膨润土：40-80份；
粘土：75-105份；
中砂：398-513份；
米砂：398-513份；
瓜子片：398-513份；
聚氧乙烯化的离子型表面活性剂：0.6-1份；
氟碳表面活性剂：0.1-2份；
聚醚型非离子表面活性剂：0.5-1.5份；
非离子型聚丙烯酰胺：0.0002-0.02份；
水：300-380份。
进一步优选地，所述水泥为硅酸盐水泥；
所述膨润土选用钠基膨润土，其粒度满足400目筛余不大于10％；
所述粘土选用粉质粘土，其含水率不大于8％，粒度满足100目筛余不大于10％；
所述粗砂选用河沙，粒径0.5-3mm；
所述米砂为山卵石破碎而成，粒径3-5mm；
所述瓜子片为山卵石破碎而成，粒径5-10mm；
所述粗砂：米砂：瓜子片的重量比为1：1：1；
所述聚氧乙烯化的离子型表面活性剂为醇醚硫酸盐；
所述氟碳表面活性剂选用聚乙二醇亲水性非离子氟碳表面活性剂；
所述聚醚型非离子表面活性剂为聚丙二醇的环氧乙烷的加成物，其中环氧乙烷数目为40-50。
进一步优选地，所述塑性混凝土通过以下步骤制备：
步骤A：将聚氧乙烯化的离子型表面活性剂与一定比例的水、一定比例的膨润土混匀，然后静置膨化，制成膨润土浆；
步骤B：将非离子型聚丙烯酰胺与剩余水、氟碳表面活性剂、聚醚型非离子表面活性剂混匀，制成调节液；
步骤C：将瓜子片、米砂、粗砂、粘土、水泥以及剩余的膨润土按粒径由大到小逐个混合一起形成混合干料，然后与所述膨润土浆、所述调节液混匀，即得。
进一步优选地，所述步骤A中所用的水量为总水量的90％，所用的水量与所用的膨润土质量比为100:10～15。
一种用于软土地区填埋场环境保护的复合防渗墙的施工方法，具体包括以下几个步骤：
步骤一：围绕填埋场的外围向地下设置两层间隔的支撑墙，支撑墙的深度满足从地表延伸嵌入至隔水层；
步骤二：在两层支撑墙的中间设置柔性芯墙，所述柔性芯墙的深度满足从地表延伸嵌入至隔水层；
步骤三：在柔性芯墙的内外围与内外层支撑墙之间设置塑性墙体；
步骤四：在内层支撑墙和填埋场之间的过渡区设置地下水抽排井。
进一步优选地，所述步骤二中柔性芯墙选择3.0mm厚度的HDPE土工膜， 单幅宽度4.1m，围绕填埋场周向设置多幅HDPE土工膜，相邻的HDPE土工膜的两侧边相互焊接E型锁扣，采用展膜滚筒车和重力下膜机完成HDPE土工膜的安装。
进一步优选地，所述步骤三中塑性墙体采用塑性混凝土浇筑而成，并利用钢制导管将拌制好的塑性混凝土采用水下浇注的方式自下向上浇注，围绕周向间隔一定距离设置一根钢制导管，深度方向初次钢制导管距离隔水层上的槽体底部一定距离，每浇注指定深度，提升一次导管，直至浇注至与地面齐平，所述塑性混凝土由水泥、膨润土、粘土、粗砂、米砂、瓜子片、聚氧乙烯化的离子型表面活性剂、氟碳表面活性剂、聚醚型非离子表面活性剂、非离子型聚丙烯酰胺以及水构成。
与现有技术相比，本发明具有以下有益效果：
本发明提供的用于软土地区填埋场环境保护的复合防渗墙，其利用柔性芯墙(HDPE土工膜)和塑性墙体(优配的塑性混凝土浇注)形成垂直复合防渗墙主体结构，控制受污染土壤或地下水中污染物的迁移扩散，提高了环保安全性能和结构的稳定性。支撑墙强化了填埋场周边软土的强度和稳定性，提高了施工的安全性。
本发明提供的一种用于软土地区危险废物填埋场环境保护的复合防渗墙施工方法，其塑性墙体通过塑性混凝土浇注形成，塑性混凝土准备时通过按照粒径由大到小将干料预先混合，提高了材料的均匀性，有利于提高塑性混凝土的早期强度；将非离子型聚丙烯酰胺、氟碳表面活性剂、聚丙二醇的环氧乙烷的加成物混合成调节液，再与搅匀的干料混合，提高了塑性混凝土内部凝聚力和对无机盐的抵抗力；将部分膨润土预先膨化成泥浆，并加入醇醚硫酸盐，在塑性混凝土表面形成隔水的抗无机盐泥皮，有利于提高塑性混凝土早期强度和对无机盐抵抗力，为柔性芯墙(HDPE土工膜)提供一道安全稳定辅助强效防渗层。
本发明提供的一种用于软土地区危险废物填埋场环境保护的复合防渗墙施工方法，其采用展膜滚筒车和重力下膜机安装HDPE土工膜，HDPE土工膜的安装精度高、垂直度高，施工效率高，能耗低、占地小，并且能够可以自由调节HDPE土工膜的安装速度。
本发明提供的一种用于软土地区危险废物填埋场环境保护的复合防渗墙施工方法，通过地下水抽排井可以有效控制地下水水位，同时可以及时将拦截的渗漏液抽出治理。
附图说明
图1为本发明的复合防渗墙的剖面结构示意图；
图2为本发明的复合防渗墙的截面结构示意图；
图3为本发明的HDPE土工膜的垂直安装示意图。
图中，1柔性芯墙、2塑性墙体、3支撑墙、4隔水层、5填埋场、6围堤、7土体、8地下水抽排井。
具体实施方式
为使本发明实施例的目的、技术方案和优点更加清楚，下面将结合本发明实施例中的附图，对本发明实施例中的技术方案进行清楚、完整地描述，显然，所描述的实施例是本发明的一部分实施例，而不是全部的实施例。基于本发明中的实施例，本领域普通技术人员在没有做出创造性劳动的前提下所获得的所有其他实施例，都属于本发明保护的范围。
下面将结合附图对本发明中具体实施例作进一步详细说明。
如图1和图2所示，本发明涉及的用于软土地区危险废物填埋场环境保护的复合防渗墙，包括隔水层4、柔性芯墙1、塑性墙体2、支撑墙3以及地下水抽排井8。
所述隔水层4通常作为填埋场5的底部防渗层来提供和使用，其埋设于地下，处于地下水层上方，至少扩展到整个填埋场5的所对应的地下区域，起到阻隔水的作用，其既可以阻隔位于其上方的水(如填埋场的渗漏液)向下渗透而污染地下水，同时也能够阻隔其下的干净的地下水上涌进入到填埋场5的填埋区。
所述柔性芯墙1从地表延伸嵌入到隔水层4内，并环绕填埋场5一周设置，深度从地表一直延伸嵌入到地下隔水层4内，主要起到防渗效果，阻止运营意外泄露的污染物在地下向水平方向扩散。
所述塑性墙体2包括内外两层，分别处于柔性芯墙1的内外两侧，其深 度也嵌入到隔水层4，用于保护柔性芯墙1免受外界的损害(如腐蚀、穿刺等)，其具有相当的强度，能够承受土体7的静压力而不发生明显的变形、破损(如裂缝、孔洞等)，同时，塑性墙体2还能在一定程度上起到一定的防渗效果。每侧的塑性墙体2的厚度一般均为300mm。所述柔性芯墙1和塑性墙体2呈芯层、包裹层结构布置，芯层(柔性芯墙1)完全被包裹层(塑性墙体2)包裹，该种组合式墙体将填埋场5的填埋区圈禁在内部，形成具有独立功能的一种组合式墙体，且是本发明的复合防渗墙在水平方向的主要防渗结构体，具有较好的防渗效果。
在大致的竖直方向，柔性芯墙1和塑性墙体2从地表延伸并嵌入到隔水层4内，并分别与隔水层4结合以形成结合牢固和稳定的组合结构。前述结合方式可以通过以下结构来实现：隔水层4开设槽或孔，而柔性芯墙1和塑性墙体2的伸入至地下的隔水层4的末端能够嵌入到前述的槽或孔内。显然，为了使柔性芯墙1、塑性墙体2与隔水层4之间的结合的密闭性，隔水层4与柔性芯墙1、塑性墙体2之间的接缝可通过各种密封材料进行灌注、填补。
所述支撑墙3包括内外两层，为内层支撑墙和外层支撑墙，分别位于里侧的塑性墙体2的内侧以及外侧塑性墙体2的外侧，其通过高压旋喷桩构建而成，从而对内外的柔性芯墙1和塑性墙体2所构成的组合式墙体的两侧进行支撑，并实现对填埋场5周边土体7加固，减少位移，提高复合防渗墙施工安全。在一些改进示例中，位于里侧的塑性墙体2与其里侧的支撑墙(即内层支撑墙)之间、以及位于外侧的塑形墙体2与其外侧的塑形墙体2(即外层支撑墙)之间还可以由土体7进行间隔。
填埋场5和本发明所形成最里层的防渗区3之间具有过渡区即里侧的支撑墙3与填埋场5之间设置有过渡区，通过土体7填充形成，过渡区设置有地下水抽排井8。地下水抽排井8被用来控制地下水水位，同时可以被用来及时将拦截的渗漏液抽出治理，以便有效隔离危废填埋场意外渗漏，保护土壤和地下水。其深度一般较为靠近地下隔水层4，但处于地下隔水层4之上，能有效控制地下水水位，同时可以及时将拦截的渗漏液抽出治理。
本发明提供的复合防渗墙环绕填埋场5的一周由内到外顺次设置支撑墙3、塑性墙体2、柔性芯墙1、塑性墙体2、支撑墙3，以阻止运营意外泄露的填埋场5污染物扩散，本发明在内侧的支撑墙3和填埋场5之间的过渡区中 还设置地下水抽排井8，能够有效控制地下水水位，同时可以及时将拦截的渗漏液抽出治理。本发明在保障填埋场5围堤6基础稳定的前提下，构建复合防渗墙，有效隔离危废填埋场5意外渗漏，保护土壤和地下水。
复合防渗墙用于软土地区危险废物填埋场环境保护，且构成在填埋场外围的地下建筑物。换言之，由复合防渗墙的限定的区域大于填埋场实际填埋垃圾的区域。复合防渗墙主要被用于将填埋场圈禁在其内部，从而将垃圾所携带的污染物限定在整个填埋场的所在地内部，而不外泄(主要指水平方向、竖直方向)。在竖直方向上，隔水层4起到阻止渗漏液向土体7深层渗透的问题。
作为进一步的实施例，所述柔性芯墙1由至少包括3.0mm厚的HDPE土工膜构成，整体渗透系数≤10-8cm/s。
作为进一步的实施例，所述塑性墙体2的防渗系数≤5×10 -8cm/s、28天无侧限抗压强度≥4.5MPa、厚度≥600mm。
作为进一步的实施例，所述塑性墙体2由塑性混凝土浇筑而成。所述塑性混凝土由水泥、膨润土、粘土、粗砂、米砂、瓜子片、聚氧乙烯化的离子型表面活性剂、氟碳表面活性剂、聚醚型非离子表面活性剂、非离子型聚丙烯酰胺以及水按一定比例、工序混合组成，采取水下浇注的方式，于柔性芯墙1的两侧对称浇注构成。
作为进一步的实施例，所述支撑墙3由高压旋喷桩构建而成，单桩直径≥800mm，桩间咬合200mm，桩深与塑性墙体2高度一致，桩中心线与塑性墙体边线水平距离≥单桩半径+300mm，单桩28天无侧限抗压强度≥1.5MPa，位于塑性墙体2的两侧。桩的具体数量根据开槽稳定性验算设置，如果单排支撑墙的抗压强度不足，可以在每侧形成多排抗压墙。所述支撑墙的设置能够减少周围土体位移，提高柔性芯墙1和塑性墙体2的施工安全。
作为进一步的实施例，所述地下水抽排井8位于内侧的支撑墙3和填埋5场之间过渡区上，利用地下水抽排井8的深井泵控制井内地下水水位始终低于填埋场5底部防渗层3m，同时低于所述复合防渗墙外围地下水水位不少于1m。
作为进一步的实施例，所述塑性墙体2所采用的抗无机盐的塑性混凝土 含如下重量份数的成分：
水泥：150-210份，优选160～210份，进一步优选160～200份，最优选180～200份；
膨润土：40～80份，优选50～80份，进一步优选50～70份，最优选60～80份；
粘土：75～105份，优选80～105份，进一步优选80～100份，最优选90～105份；
粗砂：398～513份，优选450～513份，进一步优选450～490份，最优选450～480份；
米砂：398～513份，优选450～513份，进一步优选450～490份，最优选450～480份；
瓜子片：398～513份，优选450～513份，进一步优选450～490份，最优选450～480份；
聚氧乙烯化的离子型表面活性剂：0.6～1份，优选0.8～1份；
氟碳表面活性剂：0.1～2份，优选0.5～2份，进一步优选0.5～1.5份；
聚醚型非离子表面活性剂：0.5～1.5份，优选1～1.5份；
非离子型聚丙烯酰胺：0.0002～0.02份，优选0.005～0.02份，进一步优选0.005～0.01份；
水：300～380份。
本发明通过改变骨料的组成以及添加复合型表面活性剂来提高塑性混凝土的抗无机盐渗透性，并且利用骨料、胶凝材料和表面活性剂之间的协同作用改良塑性混凝土的综合性能，使其满足抗渗用途的性能要求。
其中，梯度粒径的粗砂、米砂、瓜子片和粘土、膨润土、水泥，提高了塑性混凝土的均匀性，有利于提高塑性混凝土早期强度。
聚氧乙烯化的离子型表面活性剂可以有效提高塑性混凝土对无机盐的抵抗能力，保障强度和渗透系数。
聚醚型非离子表面活性剂提高了塑性混凝土对化学试剂的抵抗力，强化了稳定性。
本发明加入聚乙二醇亲水性非离子氟碳表面活性剂，在塑性混凝土表层形成保护层，降低了塑性混凝土对离子吸附，进一步提高了对无机盐的抵抗 能力。
本发明加入非离子型聚丙烯酰胺，降低了地下水对塑性混凝土的影响，加强各成分间的凝聚力，有利于提高塑性混凝土早期强度。
虽然以上聚合物发挥各自的主导作用，然而经研究发现，如果仅加入其中的一种、两种或三种，而不全部加入，或者采用其他配比，并不能获得理想的抗无机盐性能。
所述水泥选用标号42.5强度等级普通硅酸盐水泥；
所述膨润土选用钠基膨润土，其粒度满足400目筛余不大于10％；
所述粘土选用粉质粘土，其含水率不大于8％，粒度满足100目筛余不大于10％；
所述粗砂选用河沙，粒径0.5～3mm；
所述米砂为山卵石破碎而成，粒径3～5mm；
所述瓜子片为山卵石破碎而成，粒径5～10mm；
所述粗砂：米砂：瓜子片的重量比为1：1：1；
所述聚氧乙烯化的离子型表面活性剂为醇醚硫酸盐，优选脂肪醇聚氧乙烯醚硫酸盐，优选C12～C14脂肪醇聚氧乙烯醚硫酸盐；
所述氟碳表面活性剂选用聚乙二醇亲水性非离子氟碳表面活性剂，优选地，所述聚乙二醇亲水性非离子氟碳表面活性剂中的聚乙二醇的分子量为0.4k～2k，进一步优选地，所述聚乙二醇亲水性非离子氟碳表面活性剂中的氟碳为全氟(2-甲基-3-氧杂己基)氟化物，或全氟-2,5-二甲基-3,6-二氧壬酰氟。
所述聚醚型非离子表面活性剂为聚丙二醇的环氧乙烷的加成物，其中环氧乙烷数目为40-50，例如42、44、45、47、49、50等。
本发明所提供的塑性混凝土可采用任意常规的制备方法制得，例如简单的混合，然而经研究发现，混合的顺序以及水和表面活性剂的添加时机、膨化土的加入方式等对塑性混凝土的性能有显著影响，为此，本发明提供了以下优选地制备方法：
步骤A：将聚氧乙烯化的离子型表面活性剂与部分水、部分膨润土混匀，然后静置膨化，制成膨润土浆；
步骤B：将非离子型聚丙烯酰胺与剩余水、氟碳表面活性剂、聚醚型非 离子表面活性剂混匀，制成调节液；
步骤C：将其余原料(瓜子片、米砂、粗砂、粘土、水泥以及剩余的膨润土)混合一起形成混合干料，然后与所述膨润土浆、所述调节液混匀。
其中，所述步骤A和步骤B两步所用的水量可根据实际需求调整；优选地，步骤A所用的水量为总水量(质量)的90％，所用的水量与所用的膨润土质量比为100:10～15，例如100:11、100:12、100:13、100:14、100:15等。所述膨化的时间优选为24h以上。
优选地，所述步骤B进一步为：
将非离子型聚丙烯酰胺与剩余水在加热条件下混合，然后在冷却后加入氟碳表面活性剂和聚醚型非离子表面活性剂，混匀，制成调节液；先将聚丙烯酰胺溶解于水中，可以激发凝胶中网状节点的形成，有利于提高塑性混凝土的分子凝聚力。其中，加热的温度优选为60～80℃。
所述步骤C进一步为：将瓜子片、米砂、粗砂、粘土、水泥、和剩余的膨润土按照粒径由大至小的顺序，逐一添加混合，制成混合干料，然后将其与所述膨润土浆、所述调节液混匀；其按照粒径由大到小，将干料预先混合，提高了材料的均匀性，有利于提高塑性混凝土早期强度。
在三个步骤中，每步的混合需要配合搅拌。例如，步骤A中可以在3000r/min转速下，搅拌混合15min。步骤B中可在200r/min转速下，搅拌混合10min。步骤C中，先将干料混合，混合的方式：按粒径由大到小逐次添加，将瓜子片、米砂、粗砂、粘土、水泥、膨润土混合到一起，每添加一种物料搅拌5～10min，制成混合干料。
步骤A中在混合聚氧乙烯化的离子型表面活性剂与部分水、部分膨润土时，可以先将聚氧乙烯化的离子型表面活性剂与水混合，通常在常温下混合(20～40℃)，然后再加入膨润土，在高速搅拌。
本发明提供一种用于软土地区填埋场环境保护的复合防渗墙的施工方法，具体包括以下几个步骤：
步骤一：围绕填埋场的外围向地下设置两层间隔的支撑墙3，其中内层支撑墙紧靠填埋场外围设置，外层支撑墙与内层支撑墙之间具有间距，支撑墙的深度满足从地表延伸嵌入至隔水层4；
内层支撑墙和外层支撑墙分别通过多个连续咬合的高压旋喷桩围绕一周形成，桩深满足从地表延伸嵌入至隔水层4，连续一周的相邻两个桩彼此相互咬合的多个高压旋喷桩，以形成周向设置的支撑墙3。
步骤二：在两层支撑墙3的中间位置间隔一定距离设置柔性芯墙1，所述柔性芯墙1的深度满足从地表延伸嵌入至隔水层4；
所述柔性芯墙1选择3.0mm厚度的HDPE土工膜，操作时HDPE土工膜9的单幅宽度4.1m，围绕填埋场5周向设置多幅HDPE土工膜，相邻的HDPE土工膜的两侧边相互焊接，优选实用焊接E型锁扣，锁扣分布在HDPE土工膜侧边的正反两面，锁扣凸起部分背向HDPE土工膜，光滑部分朝向HDPE土工膜以便焊接。如图3所示，HDPE土工膜9提前卷在展膜滚筒车10上，移动至隔水层4已开好的某槽段槽孔11附近(隔水层4事先根据构建复合防渗墙的尺寸布设已完成设置，且隔水层4需要事先形成对应HDPE土工膜布设所需要的围绕设置一周的槽，槽凹设于隔水层4中)，调整HDPE土工膜9底端悬垂于槽段的正上方并尽量与槽段长度方向平行，通过重力下膜机12的重力模块12-1与HDPE土工膜底端临时固定，利用平衡块12-2平衡重力下膜机12的受力，利用重力模块12-1将HDPE土工膜垂直安装到指定深度，指定深度要求满足从地表延伸嵌入到地下隔水层4。用相同的方式围绕填埋场5一周于内外层支撑墙3的中间设置一周HDPE土工膜，相邻HDPE土工膜幅通过E型锁扣连接，相邻锁扣中间空腔插入一根密封止水条。所述柔性芯墙1需环绕填埋场5设置一周，连续完整，中间不能间断，且柔性芯墙1(即HDPE土工膜)的底部与隔水层4之间进行密封处理(如灌注、填补)。本发明中采用展膜滚筒车和重力下膜机，HDPE土工膜安装精度高、垂直度高，施工效率高，能耗低、占地小，可以自由调节HDPE土工膜的安装速度。
步骤三：在柔性芯墙1的内外围与内外层支撑墙之间设置塑性墙体2，所述塑性墙体2的深度与柔性芯墙深度相同；
所述塑性墙体2采用塑性混凝土浇筑而成。所述塑性混凝土的制作工序根据上文的塑性混凝土制备方法表述制备。制备方程后，在实施塑性混凝土浇注之前，需要放置挡渣锁口管，以防止沿着轴向浇注某段位置时不小心飞溅到其他区域。塑性混凝土采用DN250钢制导管进行浇注，将拌制好的塑性混凝土采用水下浇注的方式自下向上进行浇注，沿周方向间隔2～3m长度设 置一根DN250钢制导管，深度方向初次浇注时DN250钢制导管距离槽底0.5m(且隔水层4需要事先形成浇注塑性墙体所需要的围绕设置一周的槽)，每浇注0.5m左右深度，提升一次导管，直至浇注至与地面齐平，完成柔性芯墙1的浇注。隔水层4与塑性墙体2之间的接缝可通过各种密封材料进行灌注、填补。
步骤四：在位于内侧的支撑墙和填埋场之间的过渡区的土体中设置地下水抽排井8。所述地下水抽排井的深井泵控制井内地下水水位始终低于填埋场底部防渗层3m，同时低于所述复合防渗墙外围地下水水位不少于1m。
实施例1：
本实施例提供的塑性混凝土的成分如下：以每立方塑性混凝土计，将150kg水泥(42.5普通硅酸盐水泥)，40kg钠基膨润土(粒度满足400目筛在10％以下)，75kg粘土(含水率在8％以下，粒度满足100目筛余在10％以下)，513kg粗砂(0.5～3mm)，513kg米砂(3～5mm)，513kg瓜子片(5～10mm)，0.6kg醇醚硫酸盐(脂肪醇聚氧乙烯醚硫酸钠)，0.1kg聚乙二醇亲水性非离子氟碳表面活性剂(其中聚乙二醇分子量1.8k，氟碳为全氟(2-甲基-3-氧杂己基)氟化物)，0.5kg聚丙二醇的环氧乙烷的加成物(其中环氧乙烷基数目为45)，0.0002kg非离子型聚丙烯酰胺，300kg水。按照本发明所述制备方法制得塑性混凝土。
实施例2
本实施例提供的塑性混凝土的成分如下：以每立方塑性混凝土计，将160kg水泥(42.5普通硅酸盐水泥)，50kg纳基膨润土(型号同实施例1)，80kg粘土(型号同实施例1)，487kg粗砂(型号同实施例1)，487kg米砂(型号同实施例1)，487kg瓜子片(型号同实施例1)，0.7kg醇醚硫酸盐(型号同实施例1)，0.4kg聚乙二醇亲水性非离子氟碳表面活性剂(型号同实施例1)，0.7kg聚丙二醇的环氧乙烷的加成物(型号同实施例1)，0.005kg非离子型聚丙烯酰胺，320kg水。按照本发明所述制备方法制得塑性混凝土。
实施例3
本实施例提供的塑性混凝土的成分如下：以每立方塑性混凝土计，将180kg水泥(42.5普通硅酸盐水泥)，60kg纳基膨润土(型号同实施例1)， 90kg粘土(型号同实施例1)，465kg粗砂(型号同实施例1)，465kg米砂(型号同实施例1)，465kg瓜子片(型号同实施例1)，0.8kg醇醚硫酸盐(型号同实施例1)，1kg聚乙二醇亲水性非离子氟碳表面活性剂(型号同实施例1)，1kg聚丙二醇的环氧乙烷的加成物(型号同实施例1)，0.01kg非离子型聚丙烯酰胺，330kg水。按照本发明所述制备方法制得塑性混凝土。
实施例4
本实施例提供的塑性混凝土的成分如下：以每立方塑性混凝土计，将200kg水泥(42.5普通硅酸盐水泥)，72kg纳基膨润土(型号同实施例1)，100kg粘土(型号同实施例1)，424kg粗砂(型号同实施例1)，424kg米砂(型号同实施例1)，424kg瓜子片(型号同实施例1)，0.9kg醇醚硫酸盐(型号同实施例1)，1.8kg聚乙二醇亲水性非离子氟碳表面活性剂(型号同实施例1)，1.3kg聚丙二醇的环氧乙烷的加成物(型号同实施例1)，0.015kg非离子型聚丙烯酰胺，360kg水。按照本发明所述制备方法制得塑性混凝土。
实施例5
本实施例提供的塑性混凝土的成分如下：以每立方塑性混凝土计，将210kg水泥(42.5普通硅酸盐水泥)，80kg纳基膨润土(型号同实施例1)，105kg粘土(型号同实施例1)，398kg粗砂(型号同实施例1)，398kg米砂(型号同实施例1)，398kg瓜子片(型号同实施例1)，1kg醇醚硫酸盐(型号同实施例1)，2kg聚乙二醇亲水性非离子氟碳表面活性剂(型号同实施例1)，1.5kg聚丙二醇的环氧乙烷的加成物(型号同实施例1)，0.02kg非离子型聚丙烯酰胺，380kg水。按照本发明所述制备方法制得塑性混凝土。
以上实施例1～5的塑性混凝土的制备方法均为：
(1)将醇醚硫酸盐在20～40℃与90％重量的水混合均匀，再与水重量11％的钠基膨润土，在3000r/min转速下，搅拌混合15min，然后静置膨化24h，制成膨润土浆。
(2)将非离子型聚丙烯酰胺在60～80℃与10％重量的水混合均匀，冷却至20～40℃，再依次与聚乙二醇亲水性非离子氟碳表面活性剂、聚丙二醇的环氧乙烷的加成物混合，在200r/min转速下，搅拌混合10min，制成调节液。
(3)按粒径由大到小逐次添加，将瓜子片、米砂、粗砂、粘土、水泥、膨润土混合到一起，每添加一种物料搅拌5～10min，制成混合干料。
(4)将混合干料先与调节液混合均匀，再与膨润土浆混合均匀，即得抗无机盐的防渗用塑性混凝土。
对比例1
每立方塑性混凝土计，180kg水泥(42.5普通硅酸盐水泥)，60kg纳基膨润土(型号同实施例1)，90kg粘土(型号同实施例1)，465kg粗砂(型号同实施例1)，465kg米砂(型号同实施例1)，465kg瓜子片，330kg水。
制备方法为：向膨润土中加入水，静止膨化24h，将粘土、粗砂、米砂、瓜子片和水泥按粒径由大到小的顺序混合，然后将其与膨化后的膨润土以及水、其他原料混合，在3000r/min转速下，搅拌混合15min。
以上实施例1～5以及对比例1所得塑性混凝土的性能如下表1所示。
表1
Figure PCTCN2018110101-appb-000001
以上所述，仅为本发明的较佳可行实施例而已，并非用以限定本发明的范围。以上仅为本发明的优选实施例而已，并不用于限制本发明，对于本领域的技术人员来说，本发明可以有各种更改和变化。凡在本发明的精神和原则之内，所作的任何修改、等同替换、改进等，均应包含在本发明的保护范围之内。

Claims (10)

  1. 一种用于软土地区填埋场环境保护的复合防渗墙，包括埋于填埋场地下的隔水层，其特征在于，包括围绕填埋场一周设置的柔性芯墙，所述柔性芯墙的深度满足从地表延伸嵌入至隔水层，所述柔性芯墙的内外两侧分别设置有塑性墙体，处于内部的塑性墙体的内侧以及处于外部的塑性墙体的外侧分别设置支撑墙，处于里侧的支撑墙与填埋场之间设置有过渡区，过渡区设置有地下水抽排井。
  2. 根据权利要求1所述用于软土地区填埋场环境保护的复合防渗墙，其特征在于，所述柔性芯墙由至少3.0mm厚的HDPE土工膜构成，整体渗透系数≤10 -8cm/s；所述塑性墙体的防渗系数≤5×10 -8cm/s，厚度≥600mm，所述支撑墙由围绕一周设置的多个高压旋喷桩构建而成，单桩直径≥800mm，桩间咬合200mm，桩中心线与塑性墙体边线水平距离≥单桩半径+300mm。
  3. 根据权利要求1所述用于软土地区填埋场环境保护的复合防渗墙，其特征在于，所述支撑墙和塑性墙体的深度与柔性芯墙的深度相同，所述地下水抽排井的深井泵控制井内地下水水位始终低于填埋场底部防渗层3m，同时低于所述复合防渗墙外围地下水水位不少于1m。
  4. 根据权利要求1所述用于软土地区填埋场环境保护的复合防渗墙，其特征在于，所述塑性墙体采用塑性混凝土通过水下浇注的方式，于所述柔性芯墙的两侧对称地浇注构成，所述塑性混凝土由水泥、膨润土、粘土、粗砂、米砂、瓜子片、聚氧乙烯化的离子型表面活性剂、氟碳表面活性剂、聚醚型非离子表面活性剂、非离子型聚丙烯酰胺以及水构成，具体重量份数如下：
    水泥：150-210份；
    膨润土：40-80份；
    粘土：75-105份；
    中砂：398-513份；
    米砂：398-513份；
    瓜子片：398-513份；
    聚氧乙烯化的离子型表面活性剂：0.6-1份；
    氟碳表面活性剂：0.1-2份；
    聚醚型非离子表面活性剂：0.5-1.5份；
    非离子型聚丙烯酰胺：0.0002-0.02份；
    水：300-380份。
  5. 根据权利要求4所述用于软土地区填埋场环境保护的复合防渗墙，其特征在于，
    所述水泥为硅酸盐水泥；
    所述膨润土选用钠基膨润土，其粒度满足400目筛余不大于10％；
    所述粘土选用粉质粘土，其含水率不大于8％，粒度满足100目筛余不大于10％；
    所述粗砂选用河沙，粒径0.5-3mm；
    所述米砂为山卵石破碎而成，粒径3-5mm；
    所述瓜子片为山卵石破碎而成，粒径5-10mm；
    所述粗砂：米砂：瓜子片的重量比为1：1：1；
    所述聚氧乙烯化的离子型表面活性剂为醇醚硫酸盐；
    所述氟碳表面活性剂选用聚乙二醇亲水性非离子氟碳表面活性剂；
    所述聚醚型非离子表面活性剂为聚丙二醇的环氧乙烷的加成物，其中环氧乙烷数目为40-50。
  6. 根据权利要求4所述用于软土地区填埋场环境保护的复合防渗墙，其特征在于，所述塑性混凝土通过以下步骤制备：
    步骤A：将聚氧乙烯化的离子型表面活性剂与一定比例的水、一定比例的膨润土混匀，然后静置膨化，制成膨润土浆；
    步骤B：将非离子型聚丙烯酰胺与剩余水、氟碳表面活性剂、聚醚型非离子表面活性剂混匀，制成调节液；
    步骤C：将瓜子片、米砂、粗砂、粘土、水泥以及剩余的膨润土按粒径由大到小逐个混合一起形成混合干料，然后与所述膨润土浆、所述调节液混匀，即得。
  7. 根据权利要求6所述用于软土地区填埋场环境保护的复合防渗墙，其特征在于，所述步骤A中所用的水量为总水量的90％，所用的水量与所用的膨润土质量比为100:10～15。
  8. 一种用于软土地区填埋场环境保护的复合防渗墙的施工方法，其特征在于，具体包括以下几个步骤：
    步骤一：围绕填埋场的外围向地下设置两层间隔的支撑墙，支撑墙的深度满足从地表延伸嵌入至隔水层；
    步骤二：在两层支撑墙的中间设置柔性芯墙，所述柔性芯墙的深度满足从地表延伸嵌入至隔水层；
    步骤三：在柔性芯墙的内外围与内外层支撑墙之间设置塑性墙体；
    步骤四：在内层支撑墙和填埋场之间的过渡区设置地下水抽排井。
  9. 根据权利要求8中所述的用于软土地区填埋场环境保护的复合防渗墙的施工方法，其特征在于，所述步骤二中柔性芯墙选择3.0mm厚度的HDPE土工膜，单幅宽度4.1m，围绕填埋场周向设置多幅HDPE土工膜，相邻的HDPE土工膜的两侧边相互焊接E型锁扣，采用展膜滚筒车和重力下膜机完成HDPE土工膜的安装。
  10. 根据权利要求8中所述的用于软土地区填埋场环境保护的复合防渗墙的施工方法，其特征在于，所述步骤三中塑性墙体采用塑性混凝土浇筑而成，并利用钢制导管将拌制好的塑性混凝土采用水下浇注的方式自下向上浇注，围绕周向间隔一定距离设置一根钢制导管，深度方向初次钢制导管距离隔水层上的槽体底部一定距离，每浇注指定深度，提升一次导管，直至浇注至与地面齐平，所述塑性混凝土由水泥、膨润土、粘土、粗砂、米砂、瓜子片、聚氧乙烯化的离子型表面活性剂、氟碳表面活性剂、聚醚型非离子表面活性剂、非离子型聚丙烯酰胺以及水构成。
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