CN106149726A - The filling stable grout method of dynamic pressure animal migration sand bed base under water soil - Google Patents
The filling stable grout method of dynamic pressure animal migration sand bed base under water soil Download PDFInfo
- Publication number
- CN106149726A CN106149726A CN201610474934.8A CN201610474934A CN106149726A CN 106149726 A CN106149726 A CN 106149726A CN 201610474934 A CN201610474934 A CN 201610474934A CN 106149726 A CN106149726 A CN 106149726A
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- filling
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- hole
- sand bed
- cement slurry
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/0023—Slurry
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The present invention provides the filling stable grout method of a kind of dynamic pressure animal migration sand bed base under water soil, the consolidation by grouting of the sand bed base soil below traffic tunnel, comprise the steps: 1) carry out cloth hole at the tunnel structure position that differential settlement occurs, mounting hole sleeve pipe in this hole；2) boring, and drill described concrete floor and pierce the sand bed base soil 1～3m below concrete floor, execute filling section as first, after first executes filling section pore-forming, pour into cement slurry wherein；Executing first and fill the lower section of section and hole, piercing the degree of depth is 1～3m, is second to execute filling section, after second executes filling section pore-forming, pours into cement slurry wherein, carries out subsection hole-drilling grouting the most from top to bottom；Each execute filling section in boring procedure cannot pore-forming time, pour into early solidifying property stabilizing material to boring position.The filling stable grout method that the present invention provides solves pressure and moves under flowing water, and animal migration sand bed is difficult to pore-forming, it is difficult to grout injection carries out the technical barrier that filling is stable.
Description
Technical field
The present invention relates to a kind of pressure that is applied to move there is under flowing water the grouting that the filling of animal migration sand bed foundation soil is stable
Technology.
Background technology
Cement grout is generally used in the filling consolidation grouting of rock foundation and soft soil foundation, but owing to the structure of sand bed is special
Property, cement slurry is difficult to pour into.At present, the consolidation by grouting to underground base soil is still a difficult problem, particularly sand bed at present by dynamic
The impact of flowing water, occurs that when liquefaction migrates, difficulty is bigger.This kind of animal migration sand bed has the following characteristics that
1, when sand bed be stressed dynamic flowing water impact occur liquefaction, with water occur migrate time, be in tunnel structure subbasal
Sand bed there will be animal migration and runs off, and makes structure produce differential settlement.
2, the dynamic flowing water that is stressed affects, and is diluted by priming charge slurry body, takes away, it is impossible to forms induration, and affects
Consolidation effect.
3, the dynamic flowing water that is stressed impact and sand bed loose self drainage impact, carry out in sand bed in boring procedure, because of collapse hole,
Gush etc. and to cause pore-forming difficulty；
4, at the tunnel structure used that puts into operation, because being affected by facility and structure headroom, conventional main equipment cannot
March into the arena construction.
5, the operation tunnel after building up, because periphery liquefaction of soil mass, argillization, the water yield increase, causes hole retention of excessive fluid, water spray, husky,
Soil runs off, and tunnel structure easily produces differential settlement or causes secondary disaster；
At present, the operation traffic tunnel structure after building up being occurred, pressure moves liquefaction argillization under flowing water 20～50L/min
The reinforcement technique of the soil body and sand bed has no play-by-play.
Summary of the invention
The present invention is for making up the deficiencies in the prior art, it is provided that the filling of a kind of dynamic pressure animal migration sand bed base under water soil is steady
Determining grouting method, this method solve pressure and move under flowing water, animal migration sand bed is difficult to pore-forming, it is difficult to grout injection carries out filling
Stable technical barrier.
The present invention is for reaching its purpose, and the technical scheme of employing is as follows: filling of dynamic pressure animal migration sand bed base under water soil
Fill out stable grout method, the consolidation by grouting of the sand bed base soil below traffic tunnel, comprise the steps:
1) cloth hole is carried out at the tunnel structure position that differential settlement occurs, the concrete bottom to tunnel structure of holing
Plate and do not drill described concrete floor, mounting hole sleeve pipe in this hole；
2) subsection hole-drilling grouting from top to bottom: boring, and drill described concrete floor and pierce below concrete floor
Sand bed base soil 1～3m, execute filling section as first, until first execute filling section pore-forming after, pour into cement slurry wherein；Treat that first executes
After filling the cement slurry solidification in section, executing first and fill the lower section of section and hole, piercing the degree of depth is 1～3m, is second to execute filling
Section, after second executes filling section pore-forming, pours into cement slurry wherein, after second executes the cement slurry solidification filled in section, then
Second executes to fill and carries out next below section and execute well cementing operation filling section, carries out subsection hole-drilling grouting the most from top to bottom；
Each execute filling section occur gushing in boring procedure or collapse hole and cannot pore-forming time, pour into the most solidifying property stabilizing material to boring position and enter
The steady husky process of row.
Preferably, described morning, coagulating property stabilizing material included stability Cement paste, and its composition includes: Portland cement
Serosity (ratio of mud 0.5:1～3:1), adds bentonite according to cement grout weight 3 ‰, adds according to cement grout weight 3 ‰
Water reducer, adds early strength agent according to cement grout weight 3 ‰.
Preferably, the filling pressure of executing pouring into the most solidifying property stabilizing material is 0.1～0.5Mpa.
As a kind of detailed description of the invention, step 1) in, after installing described orifice sleeve, arrange around orifice sleeve
Multiple injected holes, inject the hydrophilic epoxy grouting material of EAA high osmosis in injected hole and carry out orifice sleeve at pipe laying sealing
Reason.
As a kind of detailed description of the invention, step 2) described in cement slurry be cement bentonite slurry.
As a kind of detailed description of the invention, the ratio of mud of described cement slurry is 0.5～3:1.
Preferably step 2) each execute fill section execute filling pressure for than execute filling section buried depth degree of depth head difference big 0.1～
0.3Mpa。
Preferably, step 2) in, execute after filling section pours into cement slurry to each, described orifice sleeve being set up grouting anti-
Spouting device.
As a kind of detailed description of the invention, described grouting anti-spouting device is the casing cover mated with orifice sleeve external diameter
Cap.
The technical scheme that the present invention provides, has the advantages that
The method of the present invention solves pressure and moves under flowing water, and animal migration sand bed is difficult to pore-forming, it is difficult to grout injection is carried out
The technical barrier that filling is stable, can reinforce at the base sand bed of traffic tunnel structure run after building up.
Accompanying drawing explanation
Fig. 1 is the cloth hole floor map in the embodiment of the present invention；
Fig. 2 is embodiment of the present invention generalized section in work progress.
Fig. 3 is embodiment of the present invention well cementing schematic diagram in work progress.
Fig. 4 be the embodiment of the present invention in work progress in aperture mounting hole sleeve pipe generalized section.
Fig. 5 is the injected hole floor map that the embodiment of the present invention is arranged in work progress around orifice sleeve
Part description of reference numerals in figure: 1, traffic tunnel, 2, concrete floor, 3, sand bed base soil, 4, bore from top to bottom
Hole grouting difference executes the hole depth filling section, and 41, first executes filling section；42, second filling section is executed；43, the 3rd filling section is executed；5, injected hole,
6, sleeve pipe block, 7, orifice sleeve.
Detailed description of the invention
The present invention provides the filling stable grout method of a kind of dynamic pressure animal migration sand bed base under water soil, and the method is used for
The consolidation by grouting of the sand bed base soil 3 below traffic tunnel 1, mainly comprises the steps:
1) cloth hole is carried out at tunnel 1 structure position that differential settlement occurs, the concrete to tunnel structure of holing
Base plate 2 and do not drill described concrete floor 2, mounting hole sleeve pipe 7 in this hole, see Fig. 1,4；
2) subsection hole-drilling grouting from top to bottom: boring, and drill described concrete floor and pierce below concrete floor
Sand bed base soil 1～3m, execute filling section as first, until first execute filling section pore-forming after, pour into cement slurry wherein；Treat first
After executing the cement slurry solidification filled in section, executing first and fill the lower section of section and hole, piercing the degree of depth is 1～3m, is second to execute
Fill section, after second executes filling section pore-forming, pour into cement slurry wherein, after second executes the cement slurry solidification filled in section, then
Carry out next and execute the well cementing operation filling section, carry out subsection hole-drilling grouting the most from top to bottom；Each filling section of executing is being bored
Occur during hole gushing or collapse hole and cannot pore-forming time, pour into the most solidifying property stabilizing material to boring position and carry out steady husky process.
Wherein the most solidifying property stabilizing material preferably includes stability Cement paste, it is preferred that its composition includes: normal silicate
Cement grout (ratio of mud 0.5:1～3:1), adds bentonite according to cement grout weight 3 ‰, according to cement grout weight 3 ‰
Add water reducer, add early strength agent according to cement grout weight 3 ‰.
The filling stable grout method provided by the present invention, is mainly solved pressure and moves under flowing water, and animal migration sand bed is not
Easily pore-forming, causes being difficult to carry out, by grout injection, the technical problem that filling is firm.The method may be used for being currently running to be made
The consolidation by grouting of the sand bed base soil below the traffic tunnel structure in, it is not necessary to main equipment can be constructed, easy to operate.
With embodiment, technical scheme is described further below in conjunction with the accompanying drawings:
Certain open cut subway circulation tunnel 1, buried depth H is 20m, is close between two river courses, comes into operation for many years, at running train
Vibration effect and the impact of two river fluctuation tidewater, the tunnel 1 structural perimeter soil body produces liquefaction, argillization, and inequality occurs in tunnel 1 structure
Even sedimentation, for guaranteeing the safe operation of tunnel structure, need to be to carrying out consolidation process bottom tunnel structure.See Fig. 1～2.Adding
Admittedly process, in accordance with the following steps:
1) tunnel structure position differential settlement occur carrying out cloth hole, cloth hole floor map can be found in Fig. 1, cloth hole
Pitch-row D, 1.0～3.0m, is pitch-row 2m shown in Fig. 1.See Fig. 4, behind cloth hole, the concrete to tunnel 1 structure of holing
Base plate 2, and do not drill concrete floor 2.Mounting hole sleeve pipe 7 in being holed.In the present embodiment, orifice sleeve 7 top
Expose to the height of part of concrete floor 2 more than 15cm.Multiple injected hole 5 is arranged, in this enforcement around orifice sleeve
Specifically arranging 3 injected holes at orifice sleeve 50～80mm in example, injected hole aperture is 8～10mm；Preferably, three
Injected hole is in waiting gore hole, and the angle between the preferred inclined layout of injected hole, and injected hole and orifice sleeve is preferably at 30 °
～45 °.Then in injected hole, inject the hydrophilic epoxy grouting material of EAA high osmosis (for this area current material, can purchase in market
Buy acquisition), thus orifice sleeve 7 is carried out pipe laying sealing process.
2) using the mode that (can be found in the direction of arrow in Fig. 2) from top to bottom to carry out subsection hole-drilling grouting, concrete operations are:
Hole in position, hole, orifice sleeve place, continue to pierce below concrete floor after drilling concrete floor 2
Sand bed base soil 1～3m deep, in boring procedure, when the concrete floor 2 drilled below tunnel 1 enters sand bed base soil 3
Time (1～3m is deep), in hole, the rate of output water is 20～50L/ to divide, water head-drop retention of excessive fluid about 1.2～1.5m, about 0.2Mpa head；Gush
Water takes the grains of sand and the crushed stone of diameter 3.0～5.0cm out of, drilled grout hole because of sand bed gush cave in and cannot pore-forming.Note wherein
After entering cement mortar, find seriously to be diluted, outflow with water, it is impossible to filling consolidates, and loses cement mortar sample during cleaning bottom of hole.Because becoming
Hole, uses the most solidifying property stabilizing material of perfusion wherein, and executing filling pressure is 0.1～0.5Mpa.This most solidifying property stabilizing material is to flowing
Sand bed has the surely husky effect of control water, plays steady husky effect.After being filled with the most solidifying property stabilizing material, hole and be able to pore-forming, this section
Filling section 41 is executed as first.
Then in first executes and fill section 41, carry out the filling consolidation grouting of toughness cement slurry.
After first executes filling section cement slurry solidification, executing filling section first and continue below boring, piercing the degree of depth is 1～3m；With
Sample, if collapse hole also occurs in this section of boring procedure, the most solidifying property stabilizing material of perfusion the most wherein；Hole to be drilled and pore-forming
After, execute filling section 42 as second, in second executes and fill section, carry out the filling consolidation grouting of toughness cement slurry.
Proceed the 3rd well cementing executing filling 43 according to the second well cementing mode executing filling section, repeat no more.
Each executing, grouting anti-spouting device 6 is installed in orifice sleeve after filling section is in the milk, concrete as and aperture overlap
The sleeve pipe block that pipe 7 external diameter coincide, thus avoid serosity to gush.After cement slurry solidifies, or next is executed filling section boring and makees
This sleeve pipe block under industry front dump.Toughness cement slurry used specifically can use existing cement-bentonite slurry (ratio of mud control
System 0.5～3:1, the present embodiment specially controls at 0.6:1～0.8:1) carry out filling grouting, difference execute fill section execute filling
Pressure executes filling section buried depth degree of depth head difference big 0.1～0.3Mpa for ratio, and Fig. 2 show three construction sections, and 41～43 are followed successively by
First paragraph, second segment, the 3rd section.
The present embodiment uses above-mentioned grouting method, has efficiently controlled the migration of the dynamic flowing water grains of sand.Through rich throughout the year
The impact in water and dry season and the tracking and monitoring of structure tunnel, the sedimentation structure position being reinforced, so far effect stability.
In this embodiment, coagulating property stabilizing material morning used is stability Cement paste, and its composition includes: normal silicate
Cement grout (ratio of mud 0.5:1～1:1), adds bentonite according to cement grout weight 3 ‰, according to cement grout weight 3 ‰
Add water reducer, add early strength agent according to cement grout weight 3 ‰.
Not specified part in literary composition, is common knowledge or routine techniques that those skilled in the art grasp or know
Means, repeat the most one by one to this.If material therefor is not specified in embodiment, all acquisition can be bought in market.
The above, be only presently preferred embodiments of the present invention, and the present invention not does any pro forma restriction, therefore
All contents without departing from technical solution of the present invention, any simply repair made for any of the above embodiments according to the technical spirit of the present invention
Change, equivalent variations and modification, all still fall within the range of technical solution of the present invention.
Claims (9)
1. the filling stable grout method of dynamic pressure animal migration sand bed base under water soil, the sand bed base soil below traffic tunnel
Consolidation by grouting, it is characterised in that comprise the steps:
1) carry out cloth hole at the tunnel structure position that differential settlement occurs, hole to the concrete floor below tunnel structure and
Do not drill described concrete floor, mounting hole sleeve pipe in this hole；
2) subsection hole-drilling grouting from top to bottom: boring, and drill described concrete floor and pierce the sand below concrete floor
Layer base soil 1～3m, executes filling section as first, after first executes filling section pore-forming, pours into cement slurry wherein；Treat that first executes filling section
In cement slurry solidification after, execute first and fill the lower section of section and hole, piercing the degree of depth is 1～3m, is second to execute filling section, treats
After second executes filling section pore-forming, pour into cement slurry wherein, after second executes the cement slurry solidification filled in section, then execute second
Fill and below section, carry out next well cementing operation executing filling section, carry out subsection hole-drilling grouting the most from top to bottom；Each execute
Fill section occur gushing in boring procedure or collapse hole and cannot pore-forming time, pour into the most solidifying property stabilizing material to boring position and carry out steady sand
Process.
Filling stable grout method the most according to claim 1, it is characterised in that described morning, coagulating property stabilizing material included surely
Qualitative Cement paste, the composition of described stability Cement paste includes: Portland cement serosity, according to normal silicate water
Slurry liquid weight 3 ‰ addition bentonite, according to Portland cement slurry weight 3 ‰ addition water reducers, according to
The early strength agent of 3 ‰ additions of Portland cement slurry weight, the ratio of mud of described Portland cement serosity is 0.5:1
～3:1.
Filling stable grout method the most according to claim 1, it is characterised in that pour into the most solidifying property stabilizing material executes filling
Pressure is 0.1～0.5Mpa.
Filling stable grout method the most according to claim 1, it is characterised in that step 1) in, install described aperture
After sleeve pipe, around orifice sleeve, arrange multiple injected hole, in injected hole, inject the hydrophilic epoxy grouting material of EAA high osmosis
Orifice sleeve is carried out pipe laying sealing process.
Filling stable grout method the most according to claim 1, it is characterised in that step 2) described in cement slurry be water
Mud bentonite slurry.
Filling stable grout method the most according to claim 1, it is characterised in that the ratio of mud of described cement slurry is
0.5～3:1.
Filling stable grout method the most according to claim 1, it is characterised in that step 2) each execute fill section execute filling pressure
Power executes filling section buried depth degree of depth head difference big 0.1～0.3Mpa for ratio.
Filling stable grout method the most according to claim 1, it is characterised in that step 2) in, fill to each filling section of executing
After entering cement slurry, described orifice sleeve is set up grouting anti-spouting device.
Filling stable grout method the most according to claim 8, it is characterised in that described grouting anti-spouting device is and hole
The sleeve pipe block of mouth sleeve outer coupling.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610474934.8A CN106149726B (en) | 2016-06-22 | 2016-06-22 | The filling stable grout method of the underwater migration sand bed base soil of dynamic pressure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610474934.8A CN106149726B (en) | 2016-06-22 | 2016-06-22 | The filling stable grout method of the underwater migration sand bed base soil of dynamic pressure |
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| CN106149726A true CN106149726A (en) | 2016-11-23 |
| CN106149726B CN106149726B (en) | 2018-03-20 |
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| CN201610474934.8A Active CN106149726B (en) | 2016-06-22 | 2016-06-22 | The filling stable grout method of the underwater migration sand bed base soil of dynamic pressure |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110004913A (en) * | 2019-04-10 | 2019-07-12 | 中国水利水电第七工程局成都水电建设工程有限公司 | A kind of deep settlement foundation stabilization construction method of proximity subway station |
| CN114960756A (en) * | 2021-02-26 | 2022-08-30 | 宝山钢铁股份有限公司 | Underwater net-hanging masking type tunnel and construction method thereof |
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| KR20000004079A (en) * | 1998-06-30 | 2000-01-25 | 정사룡 | Injecting method of ground hardening material and injecting rod thereof |
| CN101693615A (en) * | 2009-09-29 | 2010-04-14 | 武汉市商品混凝土管理站 | Sulphoaluminate cement base synchronous slip casting material and preparation method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110004913A (en) * | 2019-04-10 | 2019-07-12 | 中国水利水电第七工程局成都水电建设工程有限公司 | A kind of deep settlement foundation stabilization construction method of proximity subway station |
| CN114960756A (en) * | 2021-02-26 | 2022-08-30 | 宝山钢铁股份有限公司 | Underwater net-hanging masking type tunnel and construction method thereof |
| CN114960756B (en) * | 2021-02-26 | 2024-01-09 | 宝山钢铁股份有限公司 | Underwater net-hanging masking type tunnel and construction method thereof |
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