CN104141314A - Method for forming complete seepage prevention curtain in two media of rock and soil - Google Patents
Method for forming complete seepage prevention curtain in two media of rock and soil Download PDFInfo
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- CN104141314A CN104141314A CN201410382317.6A CN201410382317A CN104141314A CN 104141314 A CN104141314 A CN 104141314A CN 201410382317 A CN201410382317 A CN 201410382317A CN 104141314 A CN104141314 A CN 104141314A
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- 239000011435 rock Substances 0.000 title claims abstract description 111
- 239000002689 soil Substances 0.000 title claims abstract description 69
- 238000000034 method Methods 0.000 title claims abstract description 34
- 230000002265 prevention Effects 0.000 title abstract 6
- 238000010276 construction Methods 0.000 claims abstract description 28
- 239000007921 spray Substances 0.000 claims abstract description 22
- 238000003756 stirring Methods 0.000 claims abstract description 13
- 238000013461 design Methods 0.000 claims description 17
- 230000005540 biological transmission Effects 0.000 claims description 7
- 230000003068 static effect Effects 0.000 claims description 6
- 230000036541 health Effects 0.000 claims description 4
- 230000001143 conditioned effect Effects 0.000 claims description 3
- 238000003825 pressing Methods 0.000 claims description 2
- 238000012545 processing Methods 0.000 claims description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 11
- 230000007613 environmental effect Effects 0.000 abstract description 5
- 239000011440 grout Substances 0.000 abstract description 4
- 230000008595 infiltration Effects 0.000 description 7
- 238000001764 infiltration Methods 0.000 description 7
- 230000015572 biosynthetic process Effects 0.000 description 6
- 238000005516 engineering process Methods 0.000 description 6
- 238000002474 experimental method Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 5
- 239000000356 contaminant Substances 0.000 description 4
- 238000007569 slipcasting Methods 0.000 description 4
- 239000002002 slurry Substances 0.000 description 4
- 239000004568 cement Substances 0.000 description 3
- 238000007689 inspection Methods 0.000 description 3
- 238000002156 mixing Methods 0.000 description 3
- 230000008569 process Effects 0.000 description 3
- 230000008901 benefit Effects 0.000 description 2
- 238000002425 crystallisation Methods 0.000 description 2
- 230000008025 crystallization Effects 0.000 description 2
- 230000002950 deficient Effects 0.000 description 2
- 238000011049 filling Methods 0.000 description 2
- 239000002245 particle Substances 0.000 description 2
- 230000035699 permeability Effects 0.000 description 2
- 230000004888 barrier function Effects 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000000280 densification Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 238000009439 industrial construction Methods 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 210000002706 plastid Anatomy 0.000 description 1
- 239000004848 polyfunctional curative Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 239000002352 surface water Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 230000008719 thickening Effects 0.000 description 1
- 239000011800 void material Substances 0.000 description 1
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- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses a method for forming a complete seepage prevention curtain in two media of rock and soil. High spray pile construction or deep stirring pile construction is carried out on an upper soil layer to form an upper soil layer seepage prevention curtain wall (3); rock layer curtain grouting holes (2) are drilled in the top of the formed upper soil layer seepage prevention curtain wall (3) according to the hole distance and hole depth designed in rock curtain grouting to a waterproof rock layer; rock layer curtain grouting pipes (1) are sleeved with grouting hole grout block plugs (4), the grouting hole grout block plugs (4) are inserted into the rock layer curtain grouting holes (2), the curtain grouting work is completed through the rock layer curtain grouting pipes (1) according to rock grouting standard requirements, and therefore a lower rock layer waterproof curtain wall (5) is formed in a lower rock layer, and finally a complete vertical seepage prevention curtain wall from the soil layer to the rock layer is formed. According to the seepage prevention curtain constructed and completed through the method, underground water can be effectively prevented from streaming in the lower rock layer of the earth surface, the formed wall quality completely meets the environmental protection requirements of current mine lots and plants, construction speed is high, and the cost is low.
Description
Technical field
The present invention relates to a kind of construction method of seepage proof curtain, especially relate to the method that builds complete vertical seepage control curtain wall in rock, native two media, be applicable to the vertical seepage control to have relatively high expectations, do not allow to produce undergroundly stream, the vertical seepage control curtain engineering under rock under upper soil (containing the rock mass of fragmented rock body, severely-weathered, middle weathering) engineering geological conditions.
Background technology
Soil is the deposit of discrete particles, is the medium with continuous hole.Rock mass is the plastid naturally in certain works limit, and through various geological movements, structure and crack are contained in inside.Because both physico-mechanical propertieses are different, penetration mechanism Hui Yi, when when complicated, narrow and small place need to apply vertical seepage control curtain in soil, rock stratum, in view of soil, the different physico-mechanical propertieses of rock and different Seepage technique cannot be taken into account, often can only carry out the soil layer seepage proof curtain construction of individual event, and cannot reach designing requirement.
Along with country is to environmental protection pay attention to day by day; also more strict to the control of run, drip, leak in industrial construction; generally in construction, adopt horizontal leakage preventing technology; the contaminant water producing in producing after collecting, earth's surface is focused on; but still exist, contaminant water need to be controlled to the situation of certain area, adopt vertical seepage control curtain to control contaminant water in underground diffusion.
According to the origin cause of formation of ground, generally from earth's surface down can be divided into soil layer (comprising plain fill, sandy loam, silt, sand etc.), severely-weathered rock stratum, weathered rock formation, micro-weathered rock formation, basement rock.The infiltration of the soil body is because soil is the medium with continuous hole, underground water can see through soil body hole and produce intrapore flowing under water-head effect, the permeability of soil is according to the temperature of native kind, grating, void ratio and water and difference, (K < 10-7cm/s ﹚, to high osmosis (K > 10-1cm/s), can be divided into 5 grades from permeable hardly.In rock mass, be that the infiltration that is surface water of hole in rock stratum and crack and the convection of underground water have been created condition, in rock stratum, with " Lu ", represent its penetrating power, general≤3Lu can think and reaches permeable rank hardly.Because soil is different with the physico-mechanical properties of rock, seepage flow mode is different, so its barrier technology is also different.General soil layer vertical seepage control adopts high-pressure rotary spraying method, deep mixing method or grouting etc., but in the soil body, adopt grouting, no matter be to infiltrate grouting, fracture grouting, densification grouting or electrochemical grouting, the seepage proof curtain of its formation is all because the limitation of grouting process cannot guarantee its globality, anti-seepage effect is unreliable, therefore less employing).In rock mass, often adopt Curtain Grouting Method, rely on larger grouting pressure to make slurries enter hole and the crack in rock mass, the calculus body after slurry consolidation stops up rock mass mesopore and crack, forms seepage proof curtain.Be generally and in rock mass, implement grouting water-tight construction, need to adopt the method for heavy excavation to remove the upper overburden layer of rock mass, and on the rock mass exposing, apply the slip casting of holing again after grout cover (concrete).
Owing to forming the construction technology difference of seepage proof curtain in soil, rock, therefore the seepage proof curtain construction technology adopting in the soil body can not be used in rock mass, and the curtain-grouting technique of using in rock mass is when upper overburden layer thereon exists, because of the descending filling rock cranny of uncontrollable slurries (because of the soil solidifying intensity of soil layer low, can not lay stop grouting plug), and cannot in soil layer, form complete grouting curtain it cannot be used in the soil body.Therefore when running into this situation, in the soil body, make seepage proof curtain, although can effectively reach vertical seepage control object in soil layer, can not stop underground water streaming in rock mass for general, its anti-seepage effect will be had a greatly reduced quality, and can not meet the high engineering of vertical seepage control requirement.
Summary of the invention
Object of the present invention is exactly for the above-mentioned defect existing in prior art, and provide, a kind of construction technology is simple, speed of application is fast, engineering cost is low and sealing anti-seepage effect forms the method for complete seepage proof curtain reliably in rock, native two media, and it is K < 10 that the antiseepage curtain wall of formation can reach " permeable hardly "
-7cm/s rank.
For realizing above-mentioned purpose of the present invention, the method that the present invention forms complete seepage proof curtain in rock, native two media adopts following steps:
1) at upper soil horizon, according to designing requirement, at need, do region unwrapping wire, the fixed high spray stake of vertical seepage control curtain wall or deeply stir a position, hole;
2) by design and according to corresponding standard, carry out height spray stake or to rock stratum, bottom only deeply stir pile driving construction, form upper soil horizon seepage proof curtain body of wall;
3) the upper soil horizon seepage proof curtain body of wall having formed is carried out to health by the conditioned time of code requirement, make the strength of wall body >=1.0Mpa of upper soil horizon seepage proof curtain body of wall;
4) pitch-row, the hole depth of then at the top of upper soil horizon seepage proof curtain body of wall, pressing the design of rock mass curtain-grouting are bored curtain-grouting hole, rock stratum to impermeable rock stratum;
5) then injected hole stop grouting plug is enclosed within on the curtain-grouting pipe of rock stratum, and be inserted in curtain-grouting hole, rock stratum, make in the curtain-grouting hole, rock stratum near end face place, rock stratum, bottom that injected hole stop grouting plug is placed in upper soil horizon seepage proof curtain body of wall, make upper soil horizon seepage proof curtain body of wall and upper overburden layer as the grout cover of curtain-grouting, thereby can complete by grouting in rock mass code requirement the curtain-grouting work of rock stratum, bottom.
6) static pressure curtain-grouting: by rock stratum curtain-grouting pipe, complete curtain-grouting work by grouting in rock mass code requirement, thereby form the waterproof curtain wall in rock stratum, bottom in rock stratum, bottom, finally form the complete vertical seepage control curtain wall from soil layer to rock stratum.
For adapting to higher design antiseepage class requirement, improve the anti-seepage effect of vertical seepage control curtain, at vertical seepage control, require high location, the above-mentioned the 2nd) the high spray stake of step employing three row, the 4th), 5), 6) step adopts two or three row's static pressure curtain-grouting design and constructions, thereby forms associating seepage proof curtain wall.The advantage of design and construction is like this: the 1. thickening of piling wall and increased groundwater seepage path, can reduce total infiltration capacity; 2. guarantee that the seepage proof curtain that forms can be owing to not overlapping and holding " skylight " between the deflection of pore-forming, stake; 3. further improve the impervious grade of seepage proof curtain.
The transmission coefficient of described upper soil horizon seepage proof curtain body of wall is controlled at K=1.11 * 10
-7cm/s-6.49 * 10
-8cm/s scope, with K=5.0 * 10
-8cm/s-6.49 * 10
-8cm/s is good; In rock stratum, bottom, form the transmission coefficient q=0.17-1.97Lu of the waterproof curtain wall in rock stratum, bottom.
Adopt the inventive method, established upper soil horizon seepage proof curtain strength of wall body is much larger than surrounding soil strength, this is because general high spray stake or deeply to stir the hardener that stake adopts be cement paste, its formed induration is a kind of special cement-native network structure, in pile body because hydrated cementitious around forms various hydrate crystallizations at soil particle, crystallization is constantly grown, the weave in that stretches forms the network structure in space, the divided encirclement of the soil body, compacted, Free water reduces gradually, the fluid-tight induration of final formation, its intensity is had any different because soil property is different, more than minimum also can reach 1.5Mpa, reach as high as 20Mpa, soil strength can not be greater than 0.3Mpa, and the borehole wall in calculus body is complete, aperture is regular, reach the requirement of laying injected hole stop grouting plug completely, therefore can meet the grouting requirement that next step carries out curtain-grouting.The above-mentioned the 6th) the waterproof curtain wall in rock stratum, the formed bottom of static pressure curtain-grouting that step is taked and the connection of upper soil horizon seepage proof curtain body of wall, stoped underground water in the infiltration of soil layer and streaming at the permeable rock mass in bottom.Form the vertical seepage control curtain of complete leakproof, Practical Project check, the transmission coefficient maximum of high spray stake curtain wall can reach K < 10
-8cm/s, the rock mass infiltration capacity maximum after curtain-grouting can be less than 0.5Lu.
After adopting above technical scheme, the method that the present invention forms complete seepage proof curtain in rock, native two media has the following advantages:
1) applicable stratum is extensive.All soil layers that is applicable to high spray stake or deeply stirs stake, the rock stratum that can carry out curtain-grouting all can adopt this technique;
2) equipment that construction is used mostly is general geotechnical engineering common equipment, and construction, design all have corresponding standard to comply with;
3) reliable construction quality;
4) quality detecting method that can use country now to promulgate carries out construction quality inspection, as height sprays stake or deeply stirs stake, adopts a flood-pot experiment, and curtain-grouting can adopt setting-out experiment;
5) operating expenses is low, speed is fast, construction plant takies little;
6) safety and environmental protection.Because adopting cement as the curing compound of seepage proof curtain, so can not cause secondary pollution.
Service condition: the key point when method that the present invention forms complete seepage proof curtain in rock, native two media is used is the connection of the impervious wall that how to guarantee that two kinds of techniques form, and formed upper soil horizon seepage proof curtain body of wall should be able to provide and places and can make injected hole stop grouting plug normally work.Control by stop grouting plug makes curtain-grouting crack, hole infiltration, filling to rock mass under middle high grouting pressure.For guaranteeing the normal work of injected hole stop grouting plug and can bearing larger grouting pressure, when design, construction, to guarantee pile quality, strength of the mixing pile (answering ≮ 1.0Mpa), while especially approaching rock stratum in pile body bottom.Therefore the curtain wall that spray forms to height, adopts high spray stake to be connected into wall during design, during construction, should lay stop grouting plug segment and reduce high jet pipe hoisting velocity or to the multiple pressure spray process of this section of employing, should lay two rows or three rows simultaneously and be advisable in design drafting; To deeply stirring pile, should lay stop grouting plug segment and adopt multiple spray to stir again technique drafting, to improve the strength of the mixing pile of this section.
Accompanying drawing explanation
Fig. 1 is for adopting the representative section figure of the complete vertical seepage control curtain wall of the inventive method structure.
Fig. 2 for forming the construction flow chart of the method for complete seepage proof curtain in rock, native two media.
In figure, be labeled as: 1-rock stratum curtain-grouting pipe; Curtain-grouting hole, 2-rock stratum; 3-upper soil horizon seepage proof curtain body of wall; 4-injected hole stop grouting plug; The waterproof curtain wall in rock stratum, 5-bottom.
The specific embodiment
For further describing the present invention, the method that below in conjunction with drawings and Examples, the present invention is formed in rock, native two media complete seepage proof curtain is described in further detail.
The representative section figure of the complete vertical seepage control curtain wall that employing the inventive method as shown in Figure 1 builds also finds out in conjunction with Fig. 2, and the method that the present invention forms complete seepage proof curtain in rock, native two media adopts following processing step:
1) at upper soil horizon, according to designing requirement, at need, do region unwrapping wire, the fixed high spray stake of vertical seepage control curtain wall or deeply stir a position, hole.
2) by design and according to corresponding standard, carry out height spray stake or to lower sleeping rock stratum only deeply stir pile driving construction, thereby form upper soil horizon seepage proof curtain body of wall 3.
3) the upper soil horizon seepage proof curtain body of wall (3) having formed is carried out to health by the conditioned time of code requirement, generally need health 20 days, depending on the adjustment of prevailing circumstances temperature, make the strength of wall body of upper soil horizon seepage proof curtain body of wall 3 reach design load, strength of wall body ≮ 1.0Mpa can carry out lower step operation.
4) then at the top that reaches the upper soil horizon seepage proof curtain body of wall 3 of design strength, by the pitch-row of rock mass curtain-grouting design, hole depth, bore curtain-grouting hole 2, rock stratum to impermeable rock stratum.
5) then injected hole stop grouting plug 4 is enclosed within on the correct position of rock stratum curtain-grouting pipe 1, and be inserted in curtain-grouting hole, rock stratum 2, make in the curtain-grouting hole, rock stratum 2 near end face place, rock stratum, bottom that injected hole stop grouting plug 4 is placed in upper soil horizon seepage proof curtain body of wall 3.
6) static pressure curtain-grouting: by rock stratum curtain-grouting pipe 1, press grouting in rock mass standard and designing requirement and control grouting pressure and slurries the controlling of injecting quantity, complete curtain-grouting work, thereby in rock stratum, bottom, form the waterproof curtain wall 5 in rock stratum, bottom, finally form the complete vertical seepage control curtain wall from soil layer to rock stratum.In this step, should control slip casting section by slip casting standard high, if the high > 10m of single hop section should adopt downward grouting method.
7) by management assigned address, at height, spray stake or deeply stir on a curtain wall forming and hole, carrying out flood-pot experiment to check the construction quality of curtain wall.Hole depth is no more than the degree of depth of upper soil horizon seepage proof curtain body of wall 3.
8) by management assigned address, hole to curtain-grouting bottom and carry out setting-out experiment after stop grouting plug is laid in upper soil horizon seepage proof curtain body of wall 3 bottoms, to check the construction quality of grouting curtain.
9) quality inspection is qualified, and completion of works is checked and accepted: quality inspection is defective, and should again construct in defective place high spray stake or curtain-grouting are until passed examination.
The present invention forms in the vertical seepage control curtain construction of method Mou smeltery of complete seepage proof curtain and puts into practice in the mode of design and construction over contract in rock, native two media.613 of the triple pipe of constructing altogether in engineering height spray stakes (wherein the darkest height sprays degree of depth 35m, the long 18m of the most shallow stake), 10710 linear meter(lin.m.)s, curtain-grouting 61 holes, effectively slip casting length 340 linear meter(lin.m.)s; Use 2100 tons of cement; 45 days engineering times; The transmission coefficient of high spray piling wall is in K=1.11 * 10 after testing
-7cm/s-6.49 * 10
-8cm/s(6 hole flood-pot experiment value); The infiltration of curtain-grouting section rock stratum is q=0.17-1.97Lu(3 hole setting-out experiment value).Requirement (K≤10 in soil layer in suggestion are given an written reply in the national environmental impact assessment that is all less than this unit
-7cm/s rank, q≤3Lu in rock stratum).
Application shows, the inventive method adopts new process combination in rock, soil, to become the mode of wall, make soil layer seepage proof curtain and rock stratum seepage proof curtain form integral body, can reach the connection of seepage proof curtain wall from the soil body to waterproof basement rock, thoroughly shutoff plant area's contaminant water subsurface seepage flow passage, can not produce and stream, become that wall permeability coefficient is little, good seepage-proof property, safe and reliable, speed of application is fast, engineering cost is low, has guaranteed the success that the national environmental impact assessment in certain large-scale smeltery is checked and accepted.
Claims (4)
1. in rock, native two media, form a method for complete seepage proof curtain, it is characterized in that adopting following processing step:
1) at upper soil horizon, according to designing requirement, at need, do region unwrapping wire, the fixed high spray stake of vertical seepage control curtain wall or deeply stir a position, hole;
2) by design and according to corresponding standard, carry out height spray stake or to rock stratum, bottom only deeply stir pile driving construction, form upper soil horizon seepage proof curtain body of wall (3);
3) the upper soil horizon seepage proof curtain body of wall (3) having formed is carried out to health by the conditioned time of code requirement, make the strength of wall body >=1.0Mpa of upper soil horizon seepage proof curtain body of wall (3);
4) pitch-row, the hole depth of then at the top of upper soil horizon seepage proof curtain body of wall (3), pressing the design of rock mass curtain-grouting are bored curtain-grouting hole, rock stratum (2) to impermeable rock stratum;
5) then injected hole stop grouting plug (4) is enclosed within on rock stratum curtain-grouting pipe (1), and be inserted in curtain-grouting hole, rock stratum (2), make in the curtain-grouting hole, rock stratum (2) near end face place, rock stratum, bottom that injected hole stop grouting plug (4) is placed in upper soil horizon seepage proof curtain body of wall (3);
6) static pressure curtain-grouting: by rock stratum curtain-grouting pipe (1), by grouting in rock mass code requirement, complete curtain-grouting work, thereby in rock stratum, bottom, form the waterproof curtain wall in rock stratum, bottom (5), finally form the complete vertical seepage control curtain wall from soil layer to rock stratum.
2. the method that forms complete seepage proof curtain in rock, native two media as claimed in claim 1, it is characterized in that: the 2nd) the high spray stake of step employing three row, the 4th), 5), 6) step adopts two or three row's static pressure curtain-grouting design and constructions, thereby forms associating seepage proof curtain wall.
3. the method that forms complete seepage proof curtain in rock, native two media as claimed in claim 1 or 2, is characterized in that: the transmission coefficient of described upper soil horizon seepage proof curtain body of wall (3) is in K=1.11 * 10
-7cm/s-6.49 * 10
-8cm/s; In rock stratum, bottom, form the transmission coefficient q=0.17-1.97Lu of the waterproof curtain wall in rock stratum, bottom (5).
4. the method that forms complete seepage proof curtain in rock, native two media as claimed in claim 3, is characterized in that: the transmission coefficient of described upper soil horizon seepage proof curtain body of wall (3) is in K=5.0 * 10
-8cm/s-6.49 * 10
-8cm/s.
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104358270A (en) * | 2014-12-03 | 2015-02-18 | 中国电建集团成都勘测设计研究院有限公司 | High core wall rock-fill dam foundation seepage prevention structure on deep overburden layer |
| CN105096718A (en) * | 2015-07-03 | 2015-11-25 | 中国电建集团贵阳勘测设计研究院有限公司 | Test method and model for simulating anti-seepage curtain of reservoir dam |
| CN105297739A (en) * | 2015-10-13 | 2016-02-03 | 上海交通大学 | Method for determining confined water levels when fixed-water-level water pumping is carried out in foundation pit below water-proof curtain |
| CN105297753A (en) * | 2015-10-16 | 2016-02-03 | 上海交通大学 | Determining method of hydrogeololgy parameters under the action of waterproof curtains |
| CN109209448A (en) * | 2018-08-28 | 2019-01-15 | 北京瑞威世纪铁道工程有限公司 | Tunnel surface grouting blocks water construction method |
| CN112982464A (en) * | 2021-02-03 | 2021-06-18 | 中煤科工集团西安研究院有限公司 | Method for closing up weak sections of curtain |
| CN114439028A (en) * | 2021-12-27 | 2022-05-06 | 紫金矿业建设有限公司 | Water stop construction method suitable for collapsible soil |
| CN115387369A (en) * | 2022-09-29 | 2022-11-25 | 成都理工大学 | Flexible impervious structure combining impervious wall and curtain grouting and construction method thereof |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0198666A2 (en) * | 1985-04-11 | 1986-10-22 | Finic B.V. | Underground barrier and drain |
| CN1487150A (en) * | 2003-04-16 | 2004-04-07 | 广东省建筑科学研究院 | Combined grouting construction process of reinforcing foundation |
| CN101781889A (en) * | 2010-01-29 | 2010-07-21 | 中铁四局集团第五工程有限公司 | H-shaped waterproof curtain construction process |
| CN101892668A (en) * | 2010-07-30 | 2010-11-24 | 中铁四局集团第六工程有限公司 | Combined support-excavated geologically solutional deep foundation pit and construction method thereof |
| CN201665851U (en) * | 2010-04-16 | 2010-12-08 | 辽宁省水利水电科学研究院 | Compound impervious wall |
| CN102286985A (en) * | 2011-07-11 | 2011-12-21 | 中交一航局第四工程有限公司 | Method for constructing dual high-pressure jet grouting pile waterproof curtain |
| CN102966110A (en) * | 2012-12-14 | 2013-03-13 | 上海市建工设计研究院有限公司 | Vertically-combined type impermeable waterproof curtain structure and construction method thereof |
| CN103806479A (en) * | 2014-01-27 | 2014-05-21 | 广东省建筑科学研究院 | Pile foundation combined grouting reinforcement construction method combining waterproof curtain |
-
2014
- 2014-08-06 CN CN201410382317.6A patent/CN104141314B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0198666A2 (en) * | 1985-04-11 | 1986-10-22 | Finic B.V. | Underground barrier and drain |
| CN1487150A (en) * | 2003-04-16 | 2004-04-07 | 广东省建筑科学研究院 | Combined grouting construction process of reinforcing foundation |
| CN101781889A (en) * | 2010-01-29 | 2010-07-21 | 中铁四局集团第五工程有限公司 | H-shaped waterproof curtain construction process |
| CN201665851U (en) * | 2010-04-16 | 2010-12-08 | 辽宁省水利水电科学研究院 | Compound impervious wall |
| CN101892668A (en) * | 2010-07-30 | 2010-11-24 | 中铁四局集团第六工程有限公司 | Combined support-excavated geologically solutional deep foundation pit and construction method thereof |
| CN102286985A (en) * | 2011-07-11 | 2011-12-21 | 中交一航局第四工程有限公司 | Method for constructing dual high-pressure jet grouting pile waterproof curtain |
| CN102966110A (en) * | 2012-12-14 | 2013-03-13 | 上海市建工设计研究院有限公司 | Vertically-combined type impermeable waterproof curtain structure and construction method thereof |
| CN103806479A (en) * | 2014-01-27 | 2014-05-21 | 广东省建筑科学研究院 | Pile foundation combined grouting reinforcement construction method combining waterproof curtain |
Non-Patent Citations (3)
| Title |
|---|
| 任冶、郑斌: "喷灌法在卵石地层中构筑防渗墙的应用", 《城市道桥与防洪》 * |
| 刘向荣: "喷灌结合法在构筑福州解放大桥", 《水利科技》 * |
| 王宣青 等: "姑山铁矿复杂地层中多工艺防渗帷幕的设计", 《岩土工程界》 * |
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| CN105096718A (en) * | 2015-07-03 | 2015-11-25 | 中国电建集团贵阳勘测设计研究院有限公司 | Test method and model for simulating anti-seepage curtain of reservoir dam |
| CN105096718B (en) * | 2015-07-03 | 2018-09-25 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of test method and model of simulation reservoir seepage control of dam curtain |
| CN105297739A (en) * | 2015-10-13 | 2016-02-03 | 上海交通大学 | Method for determining confined water levels when fixed-water-level water pumping is carried out in foundation pit below water-proof curtain |
| CN105297753A (en) * | 2015-10-16 | 2016-02-03 | 上海交通大学 | Determining method of hydrogeololgy parameters under the action of waterproof curtains |
| CN109209448A (en) * | 2018-08-28 | 2019-01-15 | 北京瑞威世纪铁道工程有限公司 | Tunnel surface grouting blocks water construction method |
| CN112982464A (en) * | 2021-02-03 | 2021-06-18 | 中煤科工集团西安研究院有限公司 | Method for closing up weak sections of curtain |
| CN112982464B (en) * | 2021-02-03 | 2022-04-08 | 中煤科工集团西安研究院有限公司 | Method for closing up weak sections of curtain |
| CN114439028A (en) * | 2021-12-27 | 2022-05-06 | 紫金矿业建设有限公司 | Water stop construction method suitable for collapsible soil |
| CN115387369A (en) * | 2022-09-29 | 2022-11-25 | 成都理工大学 | Flexible impervious structure combining impervious wall and curtain grouting and construction method thereof |
| CN115387369B (en) * | 2022-09-29 | 2023-06-09 | 成都理工大学 | Flexible seepage-proofing structure combining seepage-proofing wall and curtain grouting and construction method thereof |
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