CN109930592A - The construction method of vertical grouting curtain with lower infiltration coefficient - Google Patents
The construction method of vertical grouting curtain with lower infiltration coefficient Download PDFInfo
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Abstract
The present invention relates to the technical fields of the construction method of vertical grouting curtain, disclose the construction method of the vertical grouting curtain with lower infiltration coefficient, comprising: excavate guide channel around dump pit according to design requirement, and build and lead wall, mud is injected into guide channel, continues to excavate downwards along guide channel；Steel reinforcement cage is hung in guide channel, junction block is plugged in guide channel straight down, junction block is fitted in the two sides of steel reinforcement cage, and steel reinforcement cage and junction block enclose a closed elementary section in guide channel jointly；Then fluidised form solidified earth is perfused into steel reinforcement cage；After the solidification of fluidised form solidified earth, junction block is extracted, above-mentioned construction procedure is repeated, pours the elementary section that multiple head and the tail sequentially connect, continuous reinforcing bar solidified earth seepage proof curtain together is built up in guide channel；Under the cooperation of fluidised form solidified earth and steel reinforcement cage, seepage proof curtain structure is more stable, can bear biggish shearing, and waste liquid is not easy to infiltrate into outside curtain, and the vertical seepage control effect of seepage proof curtain is substantially improved.
Description
Technical field
The invention patent relates to the technical fields of seepage proof curtain, in particular to the vertical of lower infiltration coefficient
The construction method of seepage proof curtain.
Background technique
Rubbish is the solid waste generated in mankind's daily life and production, since discharge rate is big, complicated component multiplicity,
And there is pollution, resource and social；In the banking process of rubbish, since rubbish itself is aqueous, refuse biochemical reaction
The water of generation and a large amount of precipitation, form landfill leachate, and the soot that China establishes early stage does not often have landfill leachate antiseepage
System, landfill leachate constantly permeate downwards, eventually lead to water and soil pollution.
Currently, mostly using the vertical grouting curtain of deep-mixed pile cut-pff wall one kind on the market, basic principle is to make
Hardening slurry and soil are sufficiently stirred with machine, seepage proof curtain is obtained after solidification.
In the prior art, the features such as above-mentioned technology has infiltration coefficient higher, and intensity is not high, in some oversized rubbish
In, the displacement of top seepage proof curtain bears bigger shearing, therefore how to effectively reduce rubbish even up to close to 1 meter
The infiltration of rubbish percolate obtains the cut-pff wall of impermeable more hyposmosis coefficient, is the problem of current engineering circles are explored always.
Summary of the invention
The purpose of the present invention is to provide the construction methods of the vertical grouting curtain with lower infiltration coefficient, it is intended to solve
In the prior art, landfill leachate seepage control system infiltration coefficient is higher, the not high problem of seepage proof curtain intensity.
The invention is realized in this way the construction method of the vertical grouting curtain with lower infiltration coefficient, construction procedure
It is as follows:
1) guide channel, is excavated according to design requirement, the guide channel is arranged around the dump pit；There are two right for the guide channel tool
The inner sidewall of vertical arrangement builds twice along the inner sidewall of the guide channel and leads wall；
2) mud, is injected in Xiang Suoshu guide channel, by the way of mechanical grooving, is continued along the bottom of the guide channel downward
It excavates；
3) clear bottom, is carried out to the bottom of the guide channel；
4) it, hangs steel reinforcement cage is in a vertical shape in the guide channel, two junction blocks is plugged in described lead straight down
In ditch, two junction blocks are docked at the two sides side of the steel reinforcement cage respectively, and the bottom of the junction block is connected to described
The bottom of guide channel, extends the side wall of guide channel at the top of the junction block, and two steel reinforcement cages and the junction block exist jointly
A closed elementary section is enclosed in the guide channel；
5), the conduit is transferred into the steel reinforcement cage, fluidised form solidified earth is then perfused into the steel reinforcement cage；
6), after the fluidised form solidified earth solidification in the steel reinforcement cage, the junction block is extracted；
7), repeat construction procedure 2), 3), 4), 5) and 6), multiple elementary sections are built up in the guide channel, it is multiple
The elementary section sequentially connects from beginning to end, and the elementary section is formed together by the inside packing of the guide channel, and in the guide channel
Continuous reinforcing bar solidified earth seepage proof curtain.
Further, in construction procedure 2) in, it is excavated from the two sides of the bottom of the guide channel, forms two along the guide channel
Length direction arrangement side slot, two side slots oppose arrangement in parallel, and two side slots middle parts are enclosed with intermediate soil layer,
Continue to excavate to middle part along the side slot, until the intermediate soil layer is excavated clean and concordant with the bottom of the side slot.
Further, the fluidised form solidified earth includes curing agent, dry ground, additive and water, and the curing agent quality is
The a quarter of the quality of the dry ground, the quality of the additive are thousand points of the curing agent and the dry ground quality sum
One of, the quality of the water is the half of the curing agent and the dry ground quality sum.
Further, in construction procedure 3) in, a plurality of first longitudinal direction diversion trench has been dug on the bottom of the guide channel, it is more
First longitudinal direction diversion trench described in item is disposed to extend along the length direction of the guide channel；A plurality of first is dug in the bottom of the guide channel
Transverse channels, the width direction arrangement of bottom of first transverse channels along the guide channel.
Further, the elementary section have front-end and back-end, the first longitudinal direction slot along the front end of the elementary section extremely
The depth of extreme direction afterwards, the first longitudinal direction slot is gradually deepened.
Further, in construction procedure 3) in, when the first longitudinal direction diversion trench and first transverse channels are dug
After the completion, hard plate is equipped in the bottom of the guide channel, the hard plate has and the first longitudinal direction diversion trench and the
The corresponding second longitudinal direction diversion trench of one transverse channels and the second transverse channels, the second longitudinal direction diversion trench fall into institute
First longitudinal direction diversion trench is stated, second transverse channels are fallen into first transverse channels.
Further, the junction block includes top and bottom end, and the top of the junction block extends to the guide channel
Outside, the bottom end of the junction block have the face that compresses, and the bottom opposition arrangement for compressing face and the guide channel is described to compress face
Arrangement in curved surface, on the soil layer for compressing the bottom that face is pressed on the guide channel.
Further, described compress is recessed inwardly to form recessed groove in the middle part of face, length of the recessed groove along the guide channel
Spend direction arrangement；The two sides of the recessed groove are formed with insertion piece, along the top of the junction block to bottom direction, the insertion
Piece protrudes arrangement downward, in the soil layer for the bottom that the insertion piece is embedded into downwards the guide channel；Along the top of the junction block
To bottom end direction, the width of the insertion piece is gradually reduced.
Further, the top of the junction block is set there are two the fixed frame of opposition arrangement, and two fixed frames are distinguished
The two sides for leading wall are arranged in, the fixed frame is fixedly connected with the junction block.
Further, the fixed frame includes flat part, rake and vertical component effect, one end of the flat part with it is described
The top of junction block is fixedly connected, and the other end of the flat part is connected with the front end of the rake, and the vertical component effect is set
In the end of the rake, the vertical component effect is embedded into described lead in the soil body of wall two sides.
Compared with prior art, the construction method of the vertical grouting curtain provided by the invention with lower infiltration coefficient,
By digging guide channel around dump pit, and is poured using fluidised form solidified earth and steel reinforcement cage and build up antiseepage curtain firm together
Curtain, on the one hand, fluidised form solidified earth has impermeability well, and under the cooperation of fluidised form solidified earth and steel reinforcement cage, antiseepage
Curtain structure is more stable, can bear biggish shearing, and the vertical seepage control effect of seepage proof curtain is substantially improved；On the other hand, steel
Muscle solidified earth seepage proof curtain intensity with higher, structure is more stable, can bear biggish shearing, and then antiseepage is substantially improved
The vertical seepage control effect of curtain.
Detailed description of the invention
Fig. 1 is the process signal of the construction method of the vertical grouting curtain provided by the invention with lower infiltration coefficient
Figure；
Fig. 2 is the vertical of the junction block of the construction method of the vertical grouting curtain provided by the invention with lower infiltration coefficient
Body schematic diagram；
Fig. 3 is the vertical view signal of the construction method of the vertical grouting curtain provided by the invention with lower infiltration coefficient
Figure；
Fig. 4 is bowing for the elementary section of the construction method of the vertical grouting curtain provided by the invention with lower infiltration coefficient
Depending on schematic diagram.
Specific embodiment
In order to make the objectives, technical solutions, and advantages of the present invention clearer, with reference to the accompanying drawings and embodiments, right
The present invention is further elaborated.It should be appreciated that the specific embodiments described herein are merely illustrative of the present invention, and
It is not used in the restriction present invention.
Realization of the invention is described in detail below in conjunction with specific embodiment.
The same or similar label correspond to the same or similar components in the attached drawing of the present embodiment；In description of the invention
In, it is to be understood that if there is the orientation or positional relationship of the instructions such as term " on ", "lower", "left", "right" for based on attached drawing institute
The orientation or positional relationship shown, is merely for convenience of description of the present invention and simplification of the description, rather than the dress of indication or suggestion meaning
It sets or element must have a particular orientation, be constructed and operated in a specific orientation, therefore describe the use of positional relationship in attached drawing
Language only for illustration, should not be understood as the limitation to this patent, for the ordinary skill in the art, can be with
The concrete meaning of above-mentioned term is understood as the case may be.
It is preferred embodiment provided by the invention referring to Fig.1 shown in -4.
The construction method of vertical grouting curtain provided by the invention with lower infiltration coefficient is not only limited the use of and is seeped in rubbish
In filtrate seepage control system, it can be also used in other Seepages.
The construction method of vertical grouting curtain with lower infiltration coefficient, including following construction procedure:
1) guide channel 20, is excavated according to design requirement, guide channel 20 is arranged around dump pit 10；There are two the cloth that opposes for the tool of guide channel 20
The inner sidewall set builds twice along the inner sidewall of guide channel 20 and leads wall 30；
2) mud, is injected into guide channel 20, by the way of mechanical grooving, continues to open downwards along the bottom of guide channel 20
It digs；
3) clear bottom, is carried out to the bottom of guide channel 20；
4) steel reinforcement cage 130, is hung vertical shape to be put into guide channel 20, two junction blocks 100 are plugged in guide channel straight down
In 20, two junction blocks 100 are docked at the two sides side of steel reinforcement cage 130 respectively, and the bottom of junction block 100 is connected to guide channel 20
The side wall of guide channel 20 is extended at bottom, the top of junction block 100, and two steel reinforcement cages 130 and junction block 100 are jointly in guide channel 20
Enclose a closed elementary section 40；
5), conduit is transferred into steel reinforcement cage 130, fluidised form solidified earth is then perfused into steel reinforcement cage 130；
6), after the fluidised form solidified earth solidification in steel reinforcement cage 130, junction block 100 is extracted；
7), repeat construction procedure 2), 3), 4), 5) and 6), multiple elementary sections 40, multiple units are built up in guide channel 20
Sequentially head and the tail connect section 40, and continuous reinforcing bar is solid together for formation by the inside packing of guide channel 20, and in guide channel 20 for elementary section 40
Change native seepage proof curtain.
The construction method of the vertical grouting curtain with lower infiltration coefficient of above-mentioned offer, by around dump pit 10 weeks
It encloses and digs guide channel 20, and poured in guide channel 20 using fluidised form solidified earth and steel reinforcement cage 130 and build up seepage proof curtain firm together,
On the one hand, fluidised form solidified earth has impervious well, and under the cooperation of fluidised form solidified earth and steel reinforcement cage, seepage proof curtain
Structure is more stable, can bear biggish shearing, and the vertical seepage control effect of seepage proof curtain is substantially improved；On the other hand, reinforcing bar is solid
Change native seepage proof curtain intensity with higher, structure is more stable, can bear biggish shearing, and waste liquid is not easy to infiltrate into outside curtain
Portion, and then the vertical seepage control effect of seepage proof curtain is substantially improved.
Mud can be used as lubrication and coolant in work progress, while flushing facility, can also cool down equipment；
Landslip of the sides of the trench or peeling are prevented, and maintains the shape invariance scraped out.
In addition, the viscosity of mud is greater than construction procedure 2) in using mud circulation grooving mode when viscosity, such energy
Guarantee that mud and cell wall are even closer in combination.
The pH value of mud, has a significant impact to the performance of mud and important evidence that mud plays a role, mud
PH value should control between 8-10.
It leads 30 depth of wall and is generally 1~2m, ground is extended to the 50~100mm that is above the ground level in the top for leading wall 30, to prevent
Only surface water flows into guide channel 20.
The thickness for leading wall 30 is generally 100~200mm, and inner wall surface should be vertical, and inner wall clear distance should be diaphragm wall design thickness
It is affixed by spare time amount (generally 40~60mm).
Lead wall 30 metope and longitudinal axis distance tolerance be ± 10mm, it is inside and outside lead 30 spacing of wall allow partially lid ±
5mm, leading 30 top surface of wall should keep horizontal.
It leads wall 30 preferably to build on closely knit cohesive soil ground, wall back is preferably with Tu Bi for mould, to prevent surface water outside slot from penetrating into
In slot；If wall back side needs backfill, using cohesive soil compaction in layers, in order to avoid spillage, leading wall 30 and should set in each slot section
One extravasating hole.
In construction procedure 2) in, it is excavated from the two sides of the bottom of guide channel 20, forms two and arranged along 20 length direction of guide channel
Side slot, two side slots oppose arrangement in parallel, are enclosed with intermediate soil layer in the middle part of two side slots, continue to excavate to middle part along side slot,
It is clean and concordant with the bottom of side slot up to excavating intermediate soil layer, in this way, mud can flow into the slot of side after having excavated side slot
Portion, during we carry out subsequent construction, mud can be infiltrated and is fitted on the side wall of guide channel 20, therefore can be effective
Prevent guide channel 20 side wall occur collapse, sink, deformation and so on.
Fluidised form solidified earth includes curing agent, dry ground, additive and water, curing agent quality be the quality of dry ground four/
One, the quality of additive is the one thousandth of curing agent and dry ground quality sum, the quality of water be curing agent and dry ground quality it
The half of sum.
Curing agent is a kind of curing materials newly developed, and has good properties, cut-pff wall can be made to have lower
Infiltration coefficient and corrosion resistance and freezing and thawing performance etc., main component are complex mineral and chemi-excitation substance.
In construction procedure 2) in, fluidised form solidified earth can transport scene to through haulage vehicle after factory's premixing, be filled using conduit
Note is in guide channel 20.
A plurality of first longitudinal direction diversion trench is dug on the bottom of guide channel 20, a plurality of first longitudinal direction diversion trench is along guide channel 20
Length direction is disposed to extend；A plurality of first transverse channels are dug in the bottom of guide channel 20, the first transverse channels are along guide channel 20
Bottom width direction arrangement, first longitudinal direction diversion trench and the interlaced arrangement of the first transverse channels, in this way, even if rubbish
Waste liquid in hole 10 penetrates into the bottom of reinforcing bar solidified earth seepage proof curtain, and waste liquid is laterally led along first longitudinal direction diversion trench with first
Chute is flowed to guide direction.
Also, elementary section 40 has front-end and back-end, and first longitudinal direction slot is along the front end of elementary section 40 to rear extreme direction, and first
The depth of longitudinal slot is gradually deepened, in this way, waste liquid is pooled to rear end along the front end of the first guide groove, and we are in each unit
Section 40 is equipped with a reservoir, and reservoir is dug in the rear end of elementary section 40, and reservoir is connected to first longitudinal direction diversion trench.
The bottom of reservoir is lower than the minimum point of first longitudinal direction diversion trench, flows into from first longitudinal direction diversion trench convenient for waste liquid
Into reservoir.
More diversion pipes are embedded on the side wall of guide channel 20, the lower end of diversion pipe is placed in reservoir, the upper end of diversion pipe
Ground is extended to, ground is equipped with multiple drawing liquid pumps, the upper end connection of drawing liquid pump and diversion pipe；To which 20 bottom of guide channel will be flow to
Waste liquid discharge, provide further guarantee for above-mentioned reinforcing bar solidified earth seepage proof curtain.
In addition, be also equipped with layer of steel wire net in guide channel 20, steel wire is fitted in the bottom of guide channel 20 and to guide channel
20 lateral wall circumference extends, and is wrapped on the side wall of guide channel 20, further strengthens the stability of guide channel 20.
Steel wire is equipped with more anchor cables, the fixed steel wire in one end of anchor cable, and the other end of anchor cable vertically wears guide channel 20
Side wall or bottom.
In construction procedure 3) in, after the completion of first longitudinal direction diversion trench and the first transverse channels are dug, in guide channel 20
Bottom is equipped with hard plate, and hard plate has second longitudinal direction corresponding with first longitudinal direction diversion trench and the first transverse channels
Diversion trench and the second transverse channels, hard plate are laid on the bottom of guide channel 20, and second longitudinal direction diversion trench falls into first longitudinal direction
Diversion trench, the second transverse channels are fallen into the first transverse channels, and hardboard quality is hard, can be vertical with effective protection, first
To the shape of diversion trench and the first transverse channels, waste liquid can in this way transmitted in 20 bottom smooth flow of guide channel, is not easily susceptible to
The interference of top bars solidified earth.
The outer surface of hard plate and the outer surface of steel wire are covered with organic corrosion-resistant material, and organic anti-rotten material can be with
It is one of PTFE, PA66, PA6, PVC, PA, PS, these materials have many advantages, such as waterproof, anti-rotten, anti-oxidant, can be effective
It prevents waste liquid from permeating to the lower section of guide channel 20, can substantially extend the service life of above-mentioned seepage proof curtain.
Junction block 100 includes top and bottom end, and the top of junction block 100 extends to the outside of guide channel 20, junction block 100
Bottom end have and compress face 121, the bottom opposition for compressing face 121 and guide channel 20 is arranged, the bottom that face 121 is pressed on guide channel 20 is compressed
On the soil layer in portion, the arrangement in curved surface of face 121 is compressed, in this way, curved surface arrangement compresses 121 energy of face when junction block 100 is pushed
A variety of soil layer states are adapted to, block guide channel 20 well.
Junction block 100 includes top and bottom end, and the top of junction block 100 extends to the outside of guide channel 20, junction block 100
The bottom end bottom that is pressed on guide channel 20 soil layer on, the bottom end of junction block 100, which has, compresses face 121, compresses face 121 and guide channel
20 bottom, which opposes, to be arranged, compressing face 121 is arrangement in curved surface.
The middle part for compressing face 121 is recessed inwardly to form recessed groove 120, and recessed groove 120 is arranged along the length direction of guide channel 20；
In this way, recessed groove 120 realizes the separation to guide channel 20 across the top in guide channel 20 when the face that compresses 121 pushes.
The middle part for compressing face 121 is recessed inwardly to form recessed groove 120, and recessed groove 120 is arranged along the length direction of guide channel 20；
The two sides of recessed groove 120 are formed with insertion piece 122, along the top of junction block 100 to bottom direction, are inserted into piece 122 and protrude downward
Arrangement is inserted into the soil layer for the bottom that piece 122 is embedded into downwards guide channel 20；Compress the bottom that face 121 is pressed on guide channel 20, connector
Pipe 100 closes guide channel 20；The stability of junction block 100 can be enhanced in insertion piece 122 in insertion soil layer, and junction block 100 is not easy
Occur to loosen, deviate, junction block 100 more firmly realizes its separation function.
Along the top of junction block 100 to bottom end direction, the width for being inserted into piece 122 is gradually reduced, and facilitates insertion into inserting for piece 122
Enter.
The top of junction block 100 is set there are two the fixed frame of opposition arrangement, and two fixed frames, which are arranged in, leads wall 30
Two sides, fixed frame are fixedly connected with junction block 100, and fixed frame includes flat part 111, rake 112 and vertical component effect 113, are put down
The one end in straight portion 111 is fixedly connected with the top of junction block 100, and the other end of flat part 111 is connected with the front end of rake 112
It connects, vertical component effect 113 is placed in the end of rake 112, and vertical component effect 113 is embedded into the soil body for leading 30 two sides of wall.
For above-mentioned fixed frame there are two effect, one is the two sides for being supported on junction block 100, and then realizes docking head tube
100 fixed effects, on the other hand, after the completion of construction, fixed frame, which is also used as handle, to be come using, construction personnel from connector
The two sides of pipe 100 catch handle that can lift junction block 100 from guide channel 20, do not need other auxiliary tools, convenient and efficient, effect
Rate is high.
The above is merely preferred embodiments of the present invention, be not intended to limit the invention, it is all in spirit of the invention and
Made any modifications, equivalent replacements, and improvements etc., should all be included in the protection scope of the present invention within principle.
Claims (10)
1. the construction method of the vertical grouting curtain with lower infiltration coefficient, which is characterized in that including following construction procedure:
1) guide channel, is excavated according to design requirement, the guide channel is arranged around the dump pit；There are two the cloth that opposes for the guide channel tool
The inner sidewall set builds twice along the inner sidewall of the guide channel and leads wall；
2) mud, is injected in Xiang Suoshu guide channel, by the way of mechanical grooving, continues to open downwards along the bottom of the guide channel
It digs；
3) clear bottom, is carried out to the bottom of the guide channel；
4) it, hangs steel reinforcement cage is in a vertical shape in the guide channel, two junction blocks is plugged in straight down in the guide channel,
Two junction blocks are docked at the two sides side of the steel reinforcement cage respectively, and the bottom of the junction block is connected to the guide channel
Bottom, extends the side wall of guide channel at the top of the junction block, and two steel reinforcement cages are led described jointly with the junction block
A closed elementary section is enclosed in ditch；
5), the conduit is transferred into the steel reinforcement cage, fluidised form solidified earth is then perfused into the steel reinforcement cage；
6), after the fluidised form solidified earth solidification in the steel reinforcement cage, the junction block is extracted；
7), repeat construction procedure 2), 3), 4), 5) and 6), build up multiple elementary sections in the guide channel, it is multiple described
Elementary section sequentially connects from beginning to end, and formation is continuous together by the inside packing of the guide channel, and in the guide channel for the elementary section
Reinforcing bar solidified earth seepage proof curtain.
2. the construction method of the vertical grouting curtain with lower infiltration coefficient as described in claim 1, which is characterized in that
Construction procedure 2) in, it is excavated from the two sides of the bottom of the guide channel, forms the side that two length directions along the guide channel are arranged
Slot, two side slots oppose arrangement in parallel, are enclosed with intermediate soil layer in the middle part of two side slots, along the side slot to middle part after
It is continuous to excavate, until the intermediate soil layer is excavated clean and concordant with the bottom of the side slot.
3. the construction method of the vertical grouting curtain with lower infiltration coefficient as claimed in claim 2, which is characterized in that institute
Stating fluidised form solidified earth includes curing agent, dry ground, additive and water, and the curing agent quality is four points of the quality of the dry ground
One of, the quality of the additive is the one thousandth of the curing agent and the dry ground quality sum, and the quality of the water is
The half of the curing agent and the dry ground quality sum.
4. the construction method of the vertical grouting curtain with lower infiltration coefficient as claimed in claim 3, which is characterized in that
Construction procedure 3) in, a plurality of first longitudinal direction diversion trench, a plurality of first longitudinal direction water conservancy diversion have been dug on the bottom of the guide channel
Slot is disposed to extend along the length direction of the guide channel；A plurality of first transverse channels are dug in the bottom of the guide channel, described
Width direction of one transverse channels along the bottom of the guide channel is arranged.
5. the construction method of the vertical grouting curtain with lower infiltration coefficient as claimed in claim 4, which is characterized in that institute
Elementary section is stated with front-end and back-end, the first longitudinal direction slot is vertical along the front end of the elementary section to rear extreme direction, described first
Gradually deepen to the depth of slot.
6. the construction method of the vertical grouting curtain with lower infiltration coefficient as claimed in claim 4, which is characterized in that
Construction procedure 3) in, after the completion of the first longitudinal direction diversion trench and first transverse channels are dug, in the guide channel
Bottom is equipped with hard plate, and the hard plate has corresponding with the first longitudinal direction diversion trench and the first transverse channels
Second longitudinal direction diversion trench and the second transverse channels, the second longitudinal direction diversion trench fall into the first longitudinal direction diversion trench, institute
The second transverse channels are stated to fall into first transverse channels.
7. special such as the construction method of the vertical grouting curtain described in any one of claim 1 to 5 with lower infiltration coefficient
Sign is that the junction block includes top and bottom end, and the top of the junction block extends to the outside of the guide channel, described to connect
The bottom end of head tube has the face that compresses, and the bottom opposition arrangement for compressing face and the guide channel is described to compress face arrangement in curved surface,
On the soil layer for compressing the bottom that face is pressed on the guide channel.
8. the construction method of the vertical grouting curtain with lower infiltration coefficient as claimed in claim 7, which is characterized in that institute
It states and is recessed inwardly to form recessed groove in the middle part of the face of compressing, the recessed groove is arranged along the length direction of the guide channel；The recess
The two sides of slot are formed with insertion piece, and along the top of the junction block to bottom direction, the insertion piece protrudes arrangement downward, described
In the soil layer for the bottom that insertion piece is embedded into downwards the guide channel；Along the top of the junction block to bottom end direction, the insertion
The width of piece is gradually reduced.
9. the construction method of the vertical grouting curtain with lower infiltration coefficient as claimed in claim 7, which is characterized in that institute
The top for stating junction block is set there are two the fixed frame of opposition arrangement, and two fixed frames, which are arranged in, described leads the two of wall
Side, the fixed frame are fixedly connected with the junction block.
10. the construction method of the vertical grouting curtain with lower infiltration coefficient as claimed in claim 9, which is characterized in that
The fixed frame includes flat part, rake and vertical component effect, and one end of the flat part and the top of the junction block are fixed
Connection, the other end of the flat part are connected with the front end of the rake, and the vertical component effect is placed in the end of the rake
End, the vertical component effect are embedded into described lead in the soil body of wall two sides.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114592506A (en) * | 2022-03-11 | 2022-06-07 | 深圳宏业基岩土科技股份有限公司 | Low-permeability flow-state stable soil construction method for water leakage treatment of prestressed pipe pile |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP1223248A1 (en) * | 2001-01-15 | 2002-07-17 | Cementation Foundations Skanska Limited | Waterstop for foundation elements |
| CN105951711A (en) * | 2016-05-25 | 2016-09-21 | 中国能源建设集团安徽电力建设第工程有限公司 | Enclosing construction method of underground continuous wall of seashore power station |
| CN107100205A (en) * | 2017-05-07 | 2017-08-29 | 李海志 | A kind of fore shaft method of diaphragm wall |
| CN206512759U (en) * | 2017-02-04 | 2017-09-22 | 长江勘测规划设计研究有限责任公司 | A kind of ground-connecting-wall G type joints of pre-buried repeatable Grouting Pipe |
| JP2017214798A (en) * | 2016-06-02 | 2017-12-07 | 鹿島建設株式会社 | Construction method of underground continuous wall and underground continuous wall |
| CN108149675A (en) * | 2016-12-02 | 2018-06-12 | 北京市地质工程公司 | Using the construction method of underground continuous wall of assembled locking notch pipe water sealing structure |
-
2019
- 2019-04-11 CN CN201910291208.6A patent/CN109930592B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP1223248A1 (en) * | 2001-01-15 | 2002-07-17 | Cementation Foundations Skanska Limited | Waterstop for foundation elements |
| CN105951711A (en) * | 2016-05-25 | 2016-09-21 | 中国能源建设集团安徽电力建设第工程有限公司 | Enclosing construction method of underground continuous wall of seashore power station |
| JP2017214798A (en) * | 2016-06-02 | 2017-12-07 | 鹿島建設株式会社 | Construction method of underground continuous wall and underground continuous wall |
| CN108149675A (en) * | 2016-12-02 | 2018-06-12 | 北京市地质工程公司 | Using the construction method of underground continuous wall of assembled locking notch pipe water sealing structure |
| CN206512759U (en) * | 2017-02-04 | 2017-09-22 | 长江勘测规划设计研究有限责任公司 | A kind of ground-connecting-wall G type joints of pre-buried repeatable Grouting Pipe |
| CN107100205A (en) * | 2017-05-07 | 2017-08-29 | 李海志 | A kind of fore shaft method of diaphragm wall |
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| CN114592506A (en) * | 2022-03-11 | 2022-06-07 | 深圳宏业基岩土科技股份有限公司 | Low-permeability flow-state stable soil construction method for water leakage treatment of prestressed pipe pile |
| CN114592506B (en) * | 2022-03-11 | 2024-01-02 | 深圳宏业基岩土科技股份有限公司 | Construction method for low-permeability fluid stabilized soil for water leakage treatment of prestressed pipe pile |
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