CN106149726B - The filling stable grout method of the underwater migration sand bed base soil of dynamic pressure - Google Patents
The filling stable grout method of the underwater migration sand bed base soil of dynamic pressure Download PDFInfo
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- CN106149726B CN106149726B CN201610474934.8A CN201610474934A CN106149726B CN 106149726 B CN106149726 B CN 106149726B CN 201610474934 A CN201610474934 A CN 201610474934A CN 106149726 B CN106149726 B CN 106149726B
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- filling
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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 a kind of filling stable grout method of the underwater migration sand bed base soil of dynamic pressure, for the consolidation by grouting of the sand bed base soil below traffic tunnel, comprises the following steps：1) cloth hole, the mounting hole sleeve pipe in the hole are carried out at the tunnel structure position for differential settlement occur；2) drill, and drill the concrete floor and the sand bed base 1~3m of soil pierced below concrete floor, filling section is applied as first, after first applies and fill section pore-forming, pour into cement slurry thereto；Apply to fill first and drilled below section, it is 1~3m to pierce depth, and filling section is applied for second, after second applies and fill section pore-forming, pours into cement slurry thereto, so carries out subsection hole-drilling grouting from top to bottom successively；It is each apply fill section in boring procedure can not pore-forming when, pour into early solidifying property stabilizing material to drilling position.Filling stable grout method provided by the invention solves pressure and moved under flowing water, and migration sand bed is difficult to pore-forming, it is difficult to which grout injection carries out the stable technical barrier of filling.
Description
Technical field
The present invention relates to a kind of grouting moved applied to pressure and have the filling of migration sand bed foundation soil stable under flowing water
Technology.
Background technology
Cement grout is generally used in the filling consolidation grouting of rock foundation and soft soil foundation, but because 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 problem, particularly sand bed at present by dynamic
The influence of flowing water, when there is liquefaction migration, difficulty is bigger.This kind of migration sand bed has the characteristics that：
1st, when sand bed be stressed dynamic flowing water influence liquefaction occur, migrated with water when, it is subbasal in tunnel structure
Sand bed occurs that migration is lost in, and structure is produced differential settlement.
2nd, the dynamic flowing water that is stressed influences, and is diluted, takes away by priming charge slurry body, can not form induration, and influences
Consolidation effect.
3rd, the dynamic flowing water of being stressed influences and the loose self drainage of sand bed influences, and is carried out in sand bed in boring procedure, because collapse hole,
Gush etc. and to cause pore-forming difficult；
4th, in the tunnel structure that uses of putting into operation, because being influenceed by facility and structure headroom, conventional large scale equipment can not
March into the arena construction.
5th, the operation tunnel after building up, because of periphery liquefaction of soil mass, argillization, water increase, cause drilling water burst, spray water, husky,
Soil is lost in, and differential settlement is easily produced to tunnel structure or triggers secondary disaster；
At present, occur pressure to the operation traffic tunnel structure after building up and move the argillization that liquefied under 20~50L/min of flowing water
The reinforcement technique of the soil body and sand bed has no play-by-play.
The content of the invention
The present invention is to make up the deficiencies in the prior art, there is provided a kind of filling of the underwater migration sand bed base soil of dynamic pressure is steady
Determine grouting method, this method solve pressure and move under flowing water, migration sand bed is difficult to pore-forming, it is difficult to which grout injection is filled
Stable technical barrier.
For the present invention to reach its purpose, the technical scheme of use is as follows：The underwater migration sand bed base soil of dynamic pressure fills
Stable grout method is filled out, for the consolidation by grouting of the sand bed base soil below traffic tunnel, is comprised the following steps：
1) cloth hole, the concrete bottom to drill to tunnel structure are carried out at the tunnel structure position for differential settlement occur
Plate and the concrete floor is not drilled, the mounting hole sleeve pipe in the hole；
2) subsection hole-drilling is in the milk from top to bottom：Drilling, and drill the concrete floor and pierce below concrete floor
Sand bed base 1~3m of soil, apply filling section as first, after first apply fill section pore-forming after, pour into cement slurry thereto；Treat that first applies
After filling the cement slurry solidification in section, apply to fill being drilled below section first, it is 1~3m to pierce depth, and filling is applied for second
Section, after second applies and fill section pore-forming, cement slurry is poured into thereto, after second applies the cement slurry solidification filled in section, then
Second applies the next well cementing operation for applying filling section of progress below filling section, so progress subsection hole-drilling grouting from top to bottom successively；
It is each apply fill section occur gushing in boring procedure or collapse hole and can not pore-forming when, pour into early solidifying property stabilizing material to drilling position and enter
The steady husky processing of row.
Preferably, the morning, which coagulates property stabilizing material, includes stability Cement paste, and its composition includes：Portland cement
Slurries (the ratio of mud 0.5:1~3:1) bentonite, is added according to cement grout weight 3 ‰, is added according to cement grout weight 3 ‰
Water reducer, early strength agent is added according to cement grout weight 3 ‰.
Preferably, the filling pressure of applying for pouring into early solidifying property stabilizing material is 0.1~0.5Mpa.
As a kind of embodiment, in step 1), after installing the orifice sleeve, arranged around orifice sleeve
Multiple injected holes, into injected hole, the injection hydrophilic epoxy grouting material of EAA high osmosis is carried out at pipe laying sealing to orifice sleeve
Reason.
As a kind of embodiment, cement slurry described in step 2) is cement bentonite slurry.
As a kind of embodiment, the ratio of mud of the cement slurry is 0.5~3:1.
It is preferred that step 2) it is each apply fill section apply fill pressure be than apply fill section buried depth depth head difference it is big by 0.1~
0.3Mpa。
Preferably, in step 2), filled to each apply after section pours into cement slurry, it is anti-that grouting is set up in the orifice sleeve
Spouting device.
As a kind of embodiment, the grouting anti-spouting device is the casing cover matched with orifice sleeve external diameter
Cap.
Technical scheme provided by the invention, has the advantages that：
The method of the present invention solves pressure and moved under flowing water, and migration sand bed is difficult to pore-forming, it is difficult to which grout injection is carried out
Stable technical barrier is filled, the base sand bed of the traffic tunnel structure after building up in operation can be reinforced.
Brief description of the drawings
Fig. 1 is the cloth hole floor map in the embodiment of the present invention；
Fig. 2 is diagrammatic cross-section of the embodiment of the present invention in work progress.
Fig. 3 is well cementing schematic diagram of the embodiment of the present invention in work progress.
Fig. 4 be the embodiment of the present invention in work progress in aperture mounting hole sleeve pipe diagrammatic cross-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：1st, traffic tunnel, 2, concrete floor, 3, sand bed base soil, 4, bore from top to bottom
Hole grouting difference applies the hole depth for filling section, and 41, first applies filling section；42nd, second filling section is applied；43rd, the 3rd filling section is applied；5th, injected hole,
6th, sleeve pipe block, 7, orifice sleeve.
Embodiment
The present invention provides a kind of filling stable grout method of the underwater migration sand bed base soil of dynamic pressure, and this method is used for
The consolidation by grouting of the sand bed base soil 3 of the lower section of traffic tunnel 1, mainly comprises the following steps：
1) cloth hole, the concrete to drill to tunnel structure are carried out in the structure position of tunnel 1 for differential settlement occur
Bottom plate 2 and the concrete floor 2 is not drilled, the mounting hole sleeve pipe 7 in the hole, referring to Fig. 1,4；
2) subsection hole-drilling is in the milk from top to bottom：Drilling, and drill the concrete floor and pierce below concrete floor
Sand bed base 1~3m of soil, apply filling section as first, after first apply fill section pore-forming after, pour into cement slurry thereto；Treat first
After applying the cement slurry solidification in filling section, apply to fill being drilled below section first, it is 1~3m to pierce depth, is applied for second
Section is filled, after second applies and fill section pore-forming, pours into cement slurry thereto, after second applies the cement slurry solidification filled in section, then
Next well cementing operation applied and fill section is carried out, so carries out subsection hole-drilling grouting from top to bottom successively；Each filling section of applying is being bored
Occur gushing during hole or collapse hole and can not pore-forming when, pour into early solidifying property stabilizing material to drilling position and carry out steady husky processing.
Wherein early solidifying property stabilizing material preferably includes stability Cement paste, it is preferred that its composition includes：Normal silicate
Cement grout (the ratio of mud 0.5:1~3:1) bentonite, is added according to cement grout weight 3 ‰, according to cement grout weight 3 ‰
Water reducer is added, early strength agent is added according to cement grout weight 3 ‰.
By filling stable grout method provided by the invention, mainly solve pressure and move under flowing water, migration sand bed is not
Easy pore-forming, cause to be difficult to carry out the firm technical problem of filling by grout injection.This method can be used for being currently running and make
The consolidation by grouting of sand bed base soil below traffic tunnel structure in, can be constructed without large scale equipment, easy to operate.
Technical scheme is described further with reference to the accompanying drawings and examples：
Certain open cut subway circulation tunnel 1, buried depth H are 20m, close between two river courses, are come into operation for many years, in running train
The influence of vibration effect and two river fluctuation tidewater, the structural perimeter soil body of tunnel 1 produce liquefaction, argillization, and the structure of tunnel 1 occurs uneven
Even sedimentation, to ensure the safe operation of tunnel structure, consolidation process need to be carried out to tunnel structure bottom.Referring to Fig. 1~2.Adding
Admittedly handle, in accordance with the following steps：
1) cloth hole is carried out to there is the tunnel structure position of differential settlement, cloth hole floor map can be found in Fig. 1, cloth hole
Pitch-row D is pitch-row 2m shown in Fig. 1 in 1.0~3.0m.Referring to Fig. 4, after cloth hole, drill to the concrete below the structure of tunnel 1
Bottom plate 2, and concrete floor 2 is not drilled.The mounting hole sleeve pipe 7 in drilling.In the present embodiment, the top of orifice sleeve 7
The height for exposing to the part of concrete floor 2 is more than 15cm.Multiple injected holes 5 are arranged around orifice sleeve, in this implementation
It is specifically that injected hole aperture is in 8~10mm away from 3 injected holes are arranged at 50~80mm of orifice sleeve in example；Preferably, three
Injected hole is in wait triangle cloth hole, the preferably inclined arrangement of injected hole, and the angle between injected hole and orifice sleeve is preferably at 30 °
~45 °.Then injected into injected hole EAA high osmosis hydrophilic epoxy grouting material (for this area current material, can market purchase
Buy acquisition), pipe laying sealing processing thus is carried out to orifice sleeve 7.
2) subsection hole-drilling grouting is carried out by the way of using from top to bottom (reference can be made to the direction of arrow in Fig. 2), concrete operations are：
Drilled where orifice sleeve in hole position, continuing to pierce below concrete floor after drilling concrete floor 2
1~3m of sand bed base soil it is deep, in boring procedure, when the entrance sand bed base of concrete floor 2 soil 3 for drilling the lower section of tunnel 1
When (1~3m is deep), the rate of output water is 20~50L/ points in hole, water head-drop water burst about 1.2~1.5m, about 0.2Mpa head；Gush
Water takes 3.0~5.0cm of the grains of sand and diameter crushed stone out of, drilled grout hole because sand bed is gushed and caved in can not pore-forming.Note thereto
After entering cement mortar, find seriously to be diluted, outflow with water, can not fill consolidation, lose cement mortar sample during cleaning bottom of hole.Because can not be into
Hole, using the early solidifying property stabilizing material of perfusion thereto, it is 0.1~0.5Mpa to apply and fill pressure.This early coagulates property stabilizing material to flowing
Sand bed has the steady husky effect of control water, plays steady husky effect.After being filled with early solidifying property stabilizing material, drill and be able to pore-forming, the section
Applied as first and fill section 41.
Then applied first and fill the filling consolidation grouting that toughness cement slurry is carried out in section 41.
After first applies the cement slurry solidification of filling section, apply filling section first and continue below drilling, it is 1~3m to pierce depth；Together
Sample, if also occurring collapse hole in this section of boring procedure, perfusion is early thereto coagulates property stabilizing material；Hole to be drilled and pore-forming
Afterwards, applied as second and fill section 42, applied second and fill the filling consolidation grouting that toughness cement slurry is carried out in section.
Continue the 3rd well cementing for applying filling 43 according to the second well cementing mode for applying filling section, repeat no more.
In each apply grouting anti-spouting device 6 is installed in orifice sleeve after filling section is in the milk, it is specific as covered with aperture
The identical sleeve pipe block of the external diameter of pipe 7, so as to avoid slurries from gushing.After cement slurry solidification, or next apply fills section drilling work
The sleeve pipe block under industry front dump.Toughness cement slurry used can specifically use existing cement-bentonite slurry (ratio of mud control
System is 0.5~3:1, it is specially control in the present embodiment 0.6:1~0.8:1) carry out filling grouting, difference apply fill section apply filling
Pressure is bigger 0.1~0.3Mpa than applying filling section buried depth depth head difference, 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.By rich throughout the year
The influence in water and dry season and the tracking and monitoring of structure tunnel, so far the sedimentation structure position being reinforced, effect stability.
In the embodiment, it is stability Cement paste that morning used, which coagulates property stabilizing material, and its composition includes：Normal silicate
Cement grout (the ratio of mud 0.5:1~1:1) bentonite, is added according to cement grout weight 3 ‰, according to cement grout weight 3 ‰
Water reducer is added, early strength agent is added according to cement grout weight 3 ‰.
Not specified part in text, it is common knowledge or routine techniques that those skilled in the art grasp or known
Means, this is no longer repeated one by one., can market purchase acquisition if material therefor is not specified in embodiment.
The above described is only a preferred embodiment of the present invention, any formal limitation not is done to the present invention, therefore
All contents without departing from technical solution of the present invention, the technical spirit according to the present invention any are simply repaiied to made for any of the above embodiments
Change, equivalent variations and modification, in the range of still falling within technical solution of the present invention.
Claims (8)
1. the filling stable grout method of the underwater migration sand bed base soil of dynamic pressure, for the sand bed base soil below traffic tunnel
Consolidation by grouting, it is characterised in that comprise the following steps：
1) carry out cloth hole at the tunnel structure position for differential settlement occur, drill concrete floor to tunnel structure and
The concrete floor is not drilled, the mounting hole sleeve pipe in the hole；
2) subsection hole-drilling is in the milk from top to bottom：Drilling, and drill the concrete floor and the sand pierced below concrete floor
Layer base 1~3m of soil, filling section is applied as first, after first applies and fill section pore-forming, pours into cement slurry thereto；Treat that first applies filling section
After interior cement slurry solidification, apply to fill being drilled below section first, it is 1~3m to pierce depth, applies filling section for second, treats
After second applies filling section pore-forming, cement slurry is poured into thereto, is applied after second applies the cement slurry solidification filled in section, then second
Fill and next well cementing operation applied and fill section is carried out below section, so carry out subsection hole-drilling grouting from top to bottom successively；It is each to apply
Fill section occur gushing in boring procedure or collapse hole and can not pore-forming when, to drilling position pour into early solidifying property stabilizing material carry out it is steady husky
Handle, after hole to be drilled and pore-forming, the filling consolidation grouting that toughness cement slurry is carried out in section is filled in described apply；
Each filling pressure of applying for applying filling section is bigger 0.1~0.3Mpa than applying filling section buried depth depth head difference.
2. filling stable grout method according to claim 1, it is characterised in that the morning, which coagulates property stabilizing material, to be included surely
Qualitative Cement paste, the composition of the stability Cement paste include：Portland cement slurries, according to normal silicate water
The bentonite of 3 ‰ additions of slurry liquid weight, 3 ‰ water reducers added according to Portland cement slurry weight, according to
The early strength agent that the 3 ‰ of Portland cement slurry weight add, the ratio of mud of the Portland cement slurries is 0.5:1
~3:1.
3. filling stable grout method according to claim 1, it is characterised in that pour into early solidifying property stabilizing material applies filling
Pressure is 0.1~0.5Mpa.
4. filling stable grout method according to claim 1, it is characterised in that in step 1), install the aperture
After sleeve pipe, multiple injected holes are arranged around orifice sleeve, the hydrophilic epoxy grouting material of EAA high osmosis is injected into injected hole
Pipe laying sealing processing is carried out to orifice sleeve.
5. filling stable grout method according to claim 1, it is characterised in that cement slurry described in step 2) is water
Mud bentonite slurry.
6. filling stable grout method according to claim 1, it is characterised in that the ratio of mud of the cement slurry is
0.5~3:1.
7. filling stable grout method according to claim 1, it is characterised in that in step 2), section filling is filled to each apply
After entering cement slurry, grouting anti-spouting device is set up in the orifice sleeve.
8. filling stable grout method according to claim 7, it is characterised in that the grouting anti-spouting device is and hole
The sleeve pipe block of mouth sleeve outer matching.
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 CN106149726A (en) | 2016-11-23 |
| CN106149726B true CN106149726B (en) | 2018-03-20 |
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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 |
| 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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|---|---|---|---|---|
| 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 |
| CN102828502A (en) * | 2012-08-15 | 2012-12-19 | 中科院广州化学有限公司 | Construction method for in-situ reinforcing of high-pressure cement-chemical pulp compound grouting |
| CN103031847A (en) * | 2012-12-20 | 2013-04-10 | 长江勘测规划设计研究有限责任公司 | Reducing overlap joint combined type orifice pipe grouting method |
| CN103306272A (en) * | 2013-06-28 | 2013-09-18 | 葛洲坝集团基础工程有限公司 | In-hole blocking method for chemically grouting deep hole with epoxy resin |
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2016
- 2016-06-22 CN CN201610474934.8A patent/CN106149726B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN102828502A (en) * | 2012-08-15 | 2012-12-19 | 中科院广州化学有限公司 | Construction method for in-situ reinforcing of high-pressure cement-chemical pulp compound grouting |
| CN103031847A (en) * | 2012-12-20 | 2013-04-10 | 长江勘测规划设计研究有限责任公司 | Reducing overlap joint combined type orifice pipe grouting method |
| CN103306272A (en) * | 2013-06-28 | 2013-09-18 | 葛洲坝集团基础工程有限公司 | In-hole blocking method for chemically grouting deep hole with epoxy resin |
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