CN112832198A - Seepage-proofing grouting method for covering layer of water storage dam foundation - Google Patents
Seepage-proofing grouting method for covering layer of water storage dam foundation Download PDFInfo
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- CN112832198A CN112832198A CN202110135568.4A CN202110135568A CN112832198A CN 112832198 A CN112832198 A CN 112832198A CN 202110135568 A CN202110135568 A CN 202110135568A CN 112832198 A CN112832198 A CN 112832198A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/16—Sealings or joints
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- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
- C04B28/02—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing hydraulic cements other than calcium sulfates
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- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
- C04B28/24—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing alkyl, ammonium or metal silicates; containing silica sols
- C04B28/26—Silicates of the alkali metals
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- C—CHEMISTRY; METALLURGY
- C08—ORGANIC MACROMOLECULAR COMPOUNDS; THEIR PREPARATION OR CHEMICAL WORKING-UP; COMPOSITIONS BASED THEREON
- C08L—COMPOSITIONS OF MACROMOLECULAR COMPOUNDS
- C08L75/00—Compositions of polyureas or polyurethanes; Compositions of derivatives of such polymers
- C08L75/04—Polyurethanes
- C08L75/06—Polyurethanes from polyesters
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- C—CHEMISTRY; METALLURGY
- C08—ORGANIC MACROMOLECULAR COMPOUNDS; THEIR PREPARATION OR CHEMICAL WORKING-UP; COMPOSITIONS BASED THEREON
- C08L—COMPOSITIONS OF MACROMOLECULAR COMPOUNDS
- C08L75/00—Compositions of polyureas or polyurethanes; Compositions of derivatives of such polymers
- C08L75/04—Polyurethanes
- C08L75/08—Polyurethanes from polyethers
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- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/70—Grouts, e.g. injection mixtures for cables for prestressed concrete
Abstract
The invention discloses an impermeable grouting method for a covering layer of a dam foundation, which comprises the following steps: arranging three rows of grouting holes in the dam foundation covering layer; step two: pouring anti-flowing water dispersion slurry into the downstream discharge grouting holes in a segmented manner, and pouring the slurry again until the normal completion; step three: pouring cellulose paste slurry and cement water glass quick-setting slurry into the upstream drainage grouting holes in a segmented manner, and pouring the slurry again until the normal completion; step four: and (4) grouting cement bentonite stable slurry or cement paste into the middle drainage grouting hole in a segmented manner. The invention can carry out grouting treatment on the seepage of the dam foundation covering layer under the water storage condition, solves the problems that the conventional cement grout is diluted and dispersed by running water due to poor flowing water resistance and water flow washout so that grouting is difficult to form curtain seepage prevention and the grout consumption is extremely high, achieves the aim of dam foundation seepage prevention, saves the construction cost, and avoids the influence on power generation, water resource utilization and the like of a reservoir due to the seepage treatment.
Description
Technical Field
The invention relates to the technical field of seepage-proofing buildings, in particular to a seepage-proofing grouting method for a water storage dam foundation covering layer.
Background
When the constructed hydropower station performs seepage-proofing and leakage-stopping on the leakage defect of the dam foundation covering layer of the dam in the operation period, the reservoir needs to be emptied or the reservoir water level needs to be reduced to ensure dry land construction, and the water pressure and the seepage speed are reduced to reduce the construction difficulty, but certain loss is caused to the economic benefits of power generation, water resource utilization and the like of the hydropower station and the reservoir, for example, the installed capacity of the constructed GR hydropower station is 4.8 ten thousand kilowatts, and the annual generated energy is about 2.2 hundred million kilowatts; the leakage of the dam covering layer is treated in the operation period, the construction period needs about 5 months, the estimation is carried out according to the power price of the on-line electricity of 0.22 yuan/kilowatt hour, and if the water is discharged and the operation is suspended, the power generation loss of 5 months is about 2017 yuan (= 22000 ten thousand kilowatt hours multiplied by 5 ÷ 12 multiplied by 0.22 yuan/kilowatt hour).
When there is no emptying condition or in order to reduce economic losses, it will be possible to perform the anti-seepage treatment at a higher water level, and under the action of a large head difference between the upstream and downstream, there will be a possibility of generating flowing water, i.e. pressured water, with a certain flow rate and a large flow rate in the covering layer. When cement grout is adopted for grouting in a pressurized water covering layer, the grout is easy to be taken away by water flow due to long grout setting time and poor water-impact resistance and dilution resistance, and the grout is difficult to be retained in holes or cavities of the covering layer, so that a complete curtain is difficult to form, the purpose of dam foundation seepage prevention is difficult to achieve, and the grout is extremely high in consumption, so that the seepage control effect is poor.
In recent years, in order to solve the problems that the grout is too long in underwater setting time and is easy to be dispersed under running water, a plurality of grouting materials are used for pressurized water grouting engineering, but the grouting materials are still difficult to satisfy. The setting time of the slurry can be shortened by the slurry doped with the accelerator and the cement-water glass double-liquid slurry, but the slurry is easy to dilute by water flow; the cement slurry doped with the anti-dispersing agent can resist dispersion under still water, but has insufficient resistance to dynamic water burst. The hot asphalt is solidified when meeting water and is not easy to be released by water, but is heated before filling, and is heat-insulated in the filling process, so that the construction process is complex and is not suitable for deep hole filling. Polyurethane grouting material (chemical grout) has the density of about 1.05g/cm, and after the polyurethane grouting material (chemical grout) is poured into a drilled hole and a leakage position, the polyurethane grouting material reacts with water quickly to form a foamed consolidated body, the diffusion range is limited, under the condition of pressurized water, the foamed body which is lighter than water is easy to gather at the upper part of a channel near a leakage inlet, and the pressurized water can still seep from the lower part of the channel, so that the effect is not ideal, and the price is high.
In conclusion, the conventional grouting technology is difficult to completely meet the requirement of the pressurized water overburden seepage-proofing construction, and a more efficient pressurized water overburden seepage-proofing grouting construction technology and a matched grouting material thereof need to be researched urgently.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, provides an impermeable grouting method for a covering layer of a dam foundation of a water storage dam, and can solve the important problem of curtain formation of a grouting impermeable curtain in the covering layer of the dam foundation leakage under the water storage condition on the premise of guaranteeing economic benefits of power generation, water resource utilization and the like of a hydropower station and a reservoir during leakage treatment, solve the problems that the conventional cement grout is difficult to curtain formation and seepage prevention due to dilution and dispersion by running water and water flow washout and the grouting is difficult to curtain formation and seepage prevention due to the poor flowing water washout resistance, achieve the aim of dam foundation seepage prevention, and save the construction cost.
The purpose of the invention is realized by the following technical scheme:
an impermeable grouting method for a water storage dam foundation covering layer comprises the following steps:
the method comprises the following steps: according to the seepage condition of a dam foundation covering layer during water storage, arranging three rows of grouting holes in the dam foundation covering layer, and sequentially calling an upstream grouting hole, a middle grouting hole and a downstream grouting hole according to the flow direction of water;
step two: firstly, using a screw grouting pump to fill anti-flowing water dispersion slurry in a downstream hole in a segmented manner, gradually blocking a leakage channel with a large flowing water covering layer, reducing seepage and inhibiting flowing water flow rate, and then using a three-cylinder grouting pump to re-fill the slurry until normal completion, thereby providing conditions for subsequent cement grouting curtain formation;
step three: the cellulose paste slurry and the cement water glass rapid-setting slurry are segmentally poured into the upstream row grouting hole by using a screw grouting pump or a double-liquid grouting pump with the pouring pressure properly higher than that of the downstream row grouting hole, a leakage channel is further blocked, then the slurry is re-poured by using a three-cylinder grouting pump until the normal completion, and conditions are provided for subsequent cement grouting curtain forming;
step four: and (3) grouting cement bentonite stable slurry or cement paste to the middle row grouting hole in a segmented manner by using a three-cylinder grouting pump at the grouting pressure which is properly higher than that of the upstream row grouting hole, wherein the slurry permeates and diffuses into the formation pore or cavity under the high grouting pressure to be condensed into a curtain.
Furthermore, the row spacing among the upstream row grouting holes, the middle row grouting holes and the downstream row grouting holes is 0.75-1.50 m, and the hole spacing is 1.00-2.00 m.
Furthermore, when the upstream grouting hole, the middle grouting hole and the downstream grouting hole are grouted, the covering layer is divided into 2 sections or more, the length of the 1 st section and the 2 nd section is 1m, the length of the 3 rd section to the 6 th section is 2m, the length of the 7 th section is 3m, the length of the 8 th section and the later section is 4m to 5m, and the length of the sections can be shortened when the holes collapse.
Furthermore, a continuous injection scheme is adopted when the downstream drainage grouting hole is filled with the dynamic water resistant dispersion slurry.
Further, the grouting pressure adopted by the downstream row of holes, the upstream row of holes and the middle row of holes is increased in sequence.
Furthermore, the movement-resistant water-dispersible slurry is an inorganic compound polyurethane grouting material, is prepared by compounding an oil-soluble polyurethane grouting material and cement, and has the characteristics of no dispersion in water flow of 2m/s, higher density than water, shorter condensation time and viscosity; the oil-soluble polyurethane grouting material is hydrophobic, and the mass ratio of the oil-soluble polyurethane grouting material to cement is 0.5: 1-0.6: 1; the polyurethane grouting material consists of a component A, a component B, a catalyst and an auxiliary agent; the component A is one or two of polyether polyol and polyester polyol, the component B is one or two of polyurethane prepolymer and isocyanate, the catalyst is one or two of zinc carboxylate, bismuth isooctanoate and bismuth neodecanoate, and the auxiliary agent comprises dimethyl silicone oil, an organic silicon defoamer, a silane coupling agent, a wetting dispersant and alkylene carbonate.
Further, the cellulose paste slurry is prepared by mixing cement, water, cellulose and sodium carbonate, wherein the mass ratio of the cement to the water to the cellulose to the sodium carbonate is 4: 2-3: 0.04-0.02: 0.04-0.08; the cellulose is hydroxypropyl methyl cellulose.
Furthermore, the cement-water glass quick-setting slurry is prepared by mixing cement slurry and water glass, wherein the volume ratio of the cement slurry to the water glass is 1: 0.8-1.
Further, the cement paste water-cement ratio in the preparation of the cement paste water glass quick-setting slurry is 0.8-1: 1, and the cement paste water glass quick-setting slurry is prepared from P.O42.5 cement and water; the modulus of the water glass is 2.8, and the Baume degree is 35Be ¢.
Further, the cement bentonite stable slurry is prepared by mixing cement slurry, bentonite and a water reducing agent; the mass percentages of the bentonite and the water reducing agent are respectively 3-5% and 0.5% of the mass of the cement.
Further, the cement slurry water-cement ratio in the preparation of the cement bentonite stable slurry is 0.6-0.8: 1, and the cement bentonite stable slurry is prepared from P.O42.5 cement and water.
The invention has the beneficial effects that:
1. the invention can be used for the covering layer leakage treatment of the dam foundation of the gravity dam, the earth and rockfill dam and the river and lake dam;
2. the method can solve the problem of curtain formation of the grouting seepage-proofing curtain in the seepage covering layer of the dam foundation of the dam under the condition of no emptying for water storage, solve the problems that the conventional cement grout has poor dynamic water resistance and is diluted and dispersed by running water and the grouting is difficult to form the curtain for seepage-proofing due to water flow washout, and the grout consumption is extremely high, achieve the aim of dam foundation seepage-proofing, and save the construction cost;
3. the method prevents the water resource utilization rate from being reduced due to the seepage-proofing and leakage-stopping engineering on the seepage defect of the dam foundation covering layer of the dam, and ensures the economic benefits of hydropower stations and reservoirs in the seepage treatment period, water resource utilization and the like.
Drawings
FIG. 1 is a flow chart of a method of the present invention;
FIG. 2 is a schematic diagram of the arrangement of grouting holes in the dam foundation cover layer of the dam under impounded water conditions according to the present invention;
description of reference numerals: 1-dam, 2-downstream discharge grouting hole, 3-upstream discharge grouting hole and 4-middle discharge grouting hole.
Detailed Description
In order to clearly understand the technical characteristics, the purpose and the effect of the invention, the construction of the seepage treatment engineering of the GR hydropower station dam foundation is combined, and the specific implementation mode of the invention is explained by referring to the attached drawings.
In this embodiment, as shown in fig. 1 and fig. 2, an impermeable grouting method for an impounded dam foundation covering layer includes the following steps:
the method comprises the following steps: according to the seepage condition of a dam foundation covering layer of the dam 1 during water storage, arranging three rows of grouting holes in the dam foundation covering layer, sequentially calling an upstream grouting hole, a middle grouting hole and a downstream grouting hole according to the flow direction of water, wherein the row spacing is 1.2 m, and the hole spacing is 1.5 m; the grouting hole is formed by drilling from the surface of the dam 1 to the dam foundation covering layer;
step two: as a necessary first step of grouting a covering layer into a curtain, firstly, grouting anti-dynamic water dispersion slurry in a downstream grouting discharge hole 2 in a segmented mode by using a screw grouting pump, gradually blocking a leakage channel with a large dynamic water covering layer by adopting a continuous injection scheme, playing roles in reducing seepage and inhibiting dynamic water flow rate, and then recovering grouting slurry by using a three-cylinder grouting pump until the grouting slurry is normally finished, so as to provide conditions for subsequent grouting into the curtain;
step three: the grouting pressure of the upstream row grouting holes 3 is properly increased compared with that of the downstream row grouting holes 2, 1% cellulose paste slurry and cement water glass quick-setting slurry which are relatively lower in price than the dynamic water dispersion resistant slurry are poured in sections by using a screw grouting pump or a double-liquid grouting pump, a leakage channel is further blocked, and then the grouting of the cement slurry is recovered by using a three-cylinder grouting pump until the normal end, so that conditions are provided for subsequent cement grouting curtain forming;
step four: the middle row grouting hole 4 properly improves grouting pressure compared with the upper row grouting hole 3, a three-cylinder grouting pump is used for grouting cement bentonite stable grout or cement slurry in sections, and the grout permeates and diffuses into formation pores or cavities under high grouting pressure to be coagulated into a curtain.
Wherein, when the upstream row grouting hole, the middle row grouting hole and the downstream row grouting hole are grouted, the dam foundation covering layer is divided into 2 sections or more, and the length of each section is as follows: the length of the 1 st section and the 2 nd section of the covering layer is 1m, the length of the 3 rd section to the 6 th section is 2m, the length of the 7 th section is 3m, and the length of the 8 th section and the later sections is 4m to 5m, so that the section length can be properly shortened when the hole collapse occurs.
The grouting pressure adopted by the downstream row holes, the upstream row holes and the middle row holes is increased in sequence; the downstream row holes are filled by adopting the grouting pressure of 0.2-1.0 MPa, the upstream row holes are filled by adopting the grouting pressure of 0.3-1.3 MPa, and the middle row holes are filled by adopting the grouting pressure of 0.4-1.5 MPa.
The moving water resistant dispersion slurry is an inorganic compound polyurethane grouting material, is prepared by compounding an oil-soluble polyurethane grouting material and cement, has the mass ratio of 0.5:1, and has the characteristics of no dispersion in water flow of 2m/s, higher density than water, shorter condensation time and viscosity.
Wherein, the oil-soluble polyurethane grouting material is hydrophobic.
The 1% cellulose paste slurry is prepared by mixing cement, water, cellulose and sodium carbonate, wherein the mass ratio of the cement to the water to the cellulose to the sodium carbonate is 4:2:0.04: 0.04; the cellulose is hydroxypropyl methyl cellulose.
The rapid setting cement slurry is prepared by mixing cement slurry and water glass, wherein the volume ratio of the cement slurry to the water glass is 1: 0.8; the cement paste water cement ratio is 0.8:1, and the cement paste is prepared from P.O42.5 cement and water; the modulus of the water glass is 2.8, and the Baume degree is 35 Be'.
The cement bentonite stable slurry is prepared by mixing cement slurry, bentonite and a water reducing agent, wherein the mixing amount of the bentonite and the water reducing agent is respectively 3% and 0.5% of the mass of the cement; the cement slurry for preparing the cement bentonite stable slurry has a water-cement ratio of 0.7:1, and is prepared from P.O42.5 cement and water.
The purpose of the invention is realized by the following steps: the covering layer with larger dam foundation leakage has a preferential leakage channel to a certain extent. If the preferential leakage passage can be blocked and reduced, the subsequent cement grouting is conditionally implemented. Therefore, the grouting construction of the covering layer follows the principle of firstly plugging and then grouting, the periphery and the middle of the covering layer are firstly grouted, the side row holes are mainly used for plugging by using dynamic water resistant dispersing grout and paste grout, and the middle row holes are mainly used for filling stable grout or cement grout under higher pressure to penetrate and bond and compact gaps to form an effective anti-seepage curtain body. When the leakage channel is blocked, firstly grouting material needs to adopt anti-dynamic water dispersion slurry with anti-dynamic water dispersion, anti-water impact and quick setting properties, and the grouting material is continuously injected as far as possible to gradually block a larger leakage channel, so that the grouting material plays a certain role in reducing the seepage and inhibiting the flow rate of dynamic water, and then cement slurry is continuously injected in time to permeate and diffuse into the pores or cavities of the stratum so as to be coagulated into a curtain.
The invention arranges the grouting discharge holes at the downstream, the upstream and the middle of the dam foundation covering layer and pours specific grouting materials in sequence according to the sequence, thereby solving the critical problem of curtain formation of the grouting seepage-proofing curtain in the covering layer leaked by the dam foundation of the dam, solving the difficult problems of difficult curtain formation seepage-proofing grouting and great slurry consumption caused by poor flowing water resistance and poor flowing water washout and flowing water washout of the conventional cement slurry, achieving the aim of dam foundation seepage-proofing, saving the construction cost, and ensuring the economic benefits of power generation, water resource utilization and the like of a hydropower station and a reservoir during the leakage treatment.
The invention can be used for the covering layer leakage treatment of the dam foundation of the gravity dam, the earth and rockfill dam and the river and lake dam.
The foregoing shows and describes the general principles and broad features of the present invention and advantages thereof. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, which are described in the specification and illustrated only to illustrate the principle of the present invention, but that various changes and modifications may be made therein without departing from the spirit and scope of the present invention, which fall within the scope of the invention as claimed. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (9)
1. An impermeable grouting method for a water storage dam foundation covering layer is characterized by comprising the following steps:
the method comprises the following steps: according to the seepage condition of a dam foundation covering layer during water storage, arranging three rows of grouting holes in the dam foundation covering layer, and sequentially calling an upstream grouting hole, a middle grouting hole and a downstream grouting hole according to the flow direction of water;
step two: grouting the anti-dynamic water dispersion slurry to the downstream grouting holes in a segmented mode by using a screw grouting pump, and re-grouting the water slurry by using a three-cylinder grouting pump until the normal completion is reached;
step three: the cellulose paste slurry and the cement-water glass quick setting slurry are segmentally poured into the upstream drainage grouting hole by using a screw grouting pump or a two-liquid grouting pump at the pouring pressure which is properly higher than that of the downstream drainage grouting hole, and the three-cylinder grouting pump is used for re-pouring the cement slurry until the normal completion;
step four: and (3) grouting cement bentonite stable slurry or cement paste to the middle row grouting hole in a segmented manner by using a three-cylinder grouting pump with the grouting pressure properly higher than that of the upstream row grouting hole.
2. An impounded dam foundation overburden seepage-proofing grouting method as claimed in claim 1, wherein the row spacing between the upstream row grouting hole, the middle row grouting hole and the downstream row grouting hole is 0.75 m-1.50 m, and the hole spacing is 1.00 m-2.00 m.
3. An impermeable grouting method for an impounded dam foundation overburden layer as claimed in claim 1, wherein when grouting is performed on the upstream row grouting hole, the middle row grouting hole and the downstream row grouting hole, the overburden layer is divided into 2 sections or more, the 1 st section and the 2 nd section are 1m long, the 3 rd section to the 6 th section are 2m long, the 7 th section is 3m long, and the 8 th section and the later section are 4m to 5m long, so that the section length can be shortened when a hole is collapsed.
4. An impermeable grouting method for an impounded dam foundation covering layer as claimed in claim 1, characterized in that the said slurry is compounded by oil-soluble polyurethane grouting material and cement; the mass ratio of the oil-soluble polyurethane grouting material to the cement is 0.5: 1-0.6: 1; the oil-soluble polyurethane grouting material is a hydrophobic material.
5. The method for seepage-proofing grouting of the covering layer of the water storage dam foundation according to claim 1, wherein the cellulose paste slurry is prepared by mixing cement, water, cellulose and sodium carbonate, and the mass ratio of the cement, the water, the cellulose and the sodium carbonate is 4: 2-3: 0.02-0.04: 0.04-0.08.
6. The seepage-proofing grouting method for the covering layer of the impounded dam foundation is characterized in that the cement paste water glass quick-setting grout is prepared by mixing cement paste and water glass, wherein the volume ratio of the cement paste to the water glass is 1: 0.8-1.
7. The impermeable grouting method for the covering layer of the impounded dam foundation according to claim 6, characterized in that the cement slurry water cement ratio in the preparation of the cement slurry water glass quick setting slurry is 0.8-1: 1, and the cement slurry water cement is prepared by P.O42.5 cement and water; the modulus of the water glass is 2.8, and the Baume degree is 35Be ¢.
8. An impounded dam foundation overburden seepage control grouting method as claimed in claim 1 wherein said cement bentonite stabilization grout is prepared by mixing cement paste, bentonite and water reducing agent; the mass percentages of the bentonite and the water reducing agent are respectively 3-5% and 0.5% of the mass of the cement.
9. An impounded dam foundation overburden seepage-proofing grouting method as claimed in claim 8, wherein said cement bentonite stable slurry is prepared with a cement slurry water cement ratio of 0.6-0.8: 1, and is made of P.O42.5 cement and water.
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Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101607807A (en) * | 2009-07-22 | 2009-12-23 | 中国水电顾问集团华东勘测设计研究院 | A kind of polyurethane cement composite grouting material |
| CN103741694A (en) * | 2013-12-25 | 2014-04-23 | 长江勘测规划设计研究有限责任公司 | Method for controlling leakage of grouting treatment vertical type asphalt concrete core wall earth-rock dam |
| CN104846784A (en) * | 2015-05-14 | 2015-08-19 | 吉林省银河水利水电新技术设计有限公司 | Gravity dam telescopic joint water stop failure backwater fast closing treating method |
| KR101575240B1 (en) * | 2015-07-02 | 2015-12-07 | 임호영 | Low pressure permeation grouting method for fill dam |
| CN105332719A (en) * | 2015-08-10 | 2016-02-17 | 江苏鼎达建筑新技术有限公司 | Cement-polyurethane composite grouting process capable of blocking water fast |
| CN106220106A (en) * | 2016-07-18 | 2016-12-14 | 中国水电基础局有限公司 | Anti-impact cement based paste serous material and preparation method thereof |
| CN108677956A (en) * | 2018-06-04 | 2018-10-19 | 山东农业大学 | Covered karst development area rock and soil layer contact surface grouting method |
| CN109930606A (en) * | 2019-03-08 | 2019-06-25 | 中国水电建设集团十五工程局有限公司 | Fast blockage impervious grouting construction method |
| CN111519605A (en) * | 2020-04-30 | 2020-08-11 | 中国水电基础局有限公司 | High-water-head dynamic-water-condition deep covering layer permanent curtain control grouting construction method |
-
2021
- 2021-02-01 CN CN202110135568.4A patent/CN112832198A/en active Pending
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101607807A (en) * | 2009-07-22 | 2009-12-23 | 中国水电顾问集团华东勘测设计研究院 | A kind of polyurethane cement composite grouting material |
| CN103741694A (en) * | 2013-12-25 | 2014-04-23 | 长江勘测规划设计研究有限责任公司 | Method for controlling leakage of grouting treatment vertical type asphalt concrete core wall earth-rock dam |
| CN104846784A (en) * | 2015-05-14 | 2015-08-19 | 吉林省银河水利水电新技术设计有限公司 | Gravity dam telescopic joint water stop failure backwater fast closing treating method |
| KR101575240B1 (en) * | 2015-07-02 | 2015-12-07 | 임호영 | Low pressure permeation grouting method for fill dam |
| CN105332719A (en) * | 2015-08-10 | 2016-02-17 | 江苏鼎达建筑新技术有限公司 | Cement-polyurethane composite grouting process capable of blocking water fast |
| CN106220106A (en) * | 2016-07-18 | 2016-12-14 | 中国水电基础局有限公司 | Anti-impact cement based paste serous material and preparation method thereof |
| CN108677956A (en) * | 2018-06-04 | 2018-10-19 | 山东农业大学 | Covered karst development area rock and soil layer contact surface grouting method |
| CN109930606A (en) * | 2019-03-08 | 2019-06-25 | 中国水电建设集团十五工程局有限公司 | Fast blockage impervious grouting construction method |
| CN111519605A (en) * | 2020-04-30 | 2020-08-11 | 中国水电基础局有限公司 | High-water-head dynamic-water-condition deep covering layer permanent curtain control grouting construction method |
Non-Patent Citations (1)
| Title |
|---|
| 许文年: "《水电工程若干技术问题的理论与实践》", 30 November 1999, 中国水利水电出版社 * |
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