CN108756893B - A kind of city shallow tunnel vault soil stabilization method - Google Patents
A kind of city shallow tunnel vault soil stabilization method Download PDFInfo
- Publication number
- CN108756893B CN108756893B CN201810353897.4A CN201810353897A CN108756893B CN 108756893 B CN108756893 B CN 108756893B CN 201810353897 A CN201810353897 A CN 201810353897A CN 108756893 B CN108756893 B CN 108756893B
- Authority
- CN
- China
- Prior art keywords
- meters
- slip casting
- column
- layer
- cement slurry
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The present invention relates to Municipal Engineering Construction fields, particularly disclose a kind of city shallow tunnel vault soil stabilization method, the soil layer of tunnel upper is divided into surface soil layer, superficial part plasma resistance layer, intermediate reinforcing layer, vault reinforcing layer and arch grout cover by it from top to bottom, wherein surface soil layer is with a thickness of 2 meters, superficial part plasma resistance layer is with a thickness of 3 meters, using 42 millimeters of slip casting steel pipes, then reinforced in accordance with the following steps: 1) superficial part plasma resistance layer is constructed；2) arch grout cover is constructed；3) vault reinforcing layer；4) intermediate reinforcing layer.Using the present invention to city shallow tunnel vault soil stabilization after, surface subsidence, the speed of vault sinking and accumulative deflection are substantially reduced, achieve good control effect, the machinery during constructing tunnel and personnel safety has been effectively ensured, it ensure that tunnel smooth construction, duration and remarkable in economical benefits.
Description
Technical field
The present invention relates to Municipal Engineering Construction field, in particular to a kind of city shallow tunnel vault soil stabilization method.
Background technique
With the rapid development that downtown roads are built, city shallow tunnel is widely applied.Since buried depth is shallower, ground
Underground pipelines are intricate, and complicated geology is changeable, and stratum bearing capacity is poor in work progress, and bottom stress wave caused by excavating passes rapidly
To earth's surface, ground settlement transfinites, Vault settlement happens occasionally, and even results in overall collapse, landslide.
Summary of the invention
In order to compensate for the shortcomings of the prior art, the present invention provides a kind of city shallow embedding tunnels for making tunnel stabilization, not caving in
Road vault soil stabilization method.
The present invention is achieved through the following technical solutions:
A kind of city shallow tunnel vault soil stabilization method, it is characterized in that: by the soil layer of tunnel upper from top to bottom according to
It is secondary to be divided into surface soil layer, superficial part plasma resistance layer, intermediate reinforcing layer, vault reinforcing layer and arch grout cover, wherein surface soil layer thickness
It is 2 meters, superficial part plasma resistance layer, using 42 millimeters of slip casting steel pipes, is then reinforced in accordance with the following steps with a thickness of 3 meters:
1) superficial part plasma resistance layer is constructed: being bored the vertical hole of 65 meters of depths of column, is denoted as the 1st, 3,5,7,9,11 column, adjacent two column are vertical
Spacing between hole is followed successively by 2.14 meters, 2.25 meters, 2.45 meters, 1.94 meters and 3 meters, and it is ground surface soil thickness that mould bag, which only starches depth,
Degree, for the slurries that slip casting uses for the mixed liquor of cement slurry and waterglass, the final pressure after slip casting is 0.3 megapascal；
2) arch grout cover is constructed: continuing to bore 6 column vertical holes, each column vertical hole downwards in the vertical hole site in step 1)
Drilling depth be subject to the first branch structure for touching tunnel, the spacing between adjacent two column vertical hole be followed successively by 2.14 meters,
2.25 meters, 2.45 meters, 1.94 meters and 3 meters；The slip casting of arch grout cover is with a thickness of 1.5 meters, and the slurries that slip casting uses is cement slurries
With the mixed liquor of waterglass, the final pressure after slip casting is 0.3 megapascal；
3) vault reinforcing layer: the section in 7 column of brill and tunnel is in the inclined hole of angle, and 5 intermediate column are denoted as 2,4,6,8,10 and arrange,
Spacing in 5 column of the centre between adjacent two column is followed successively by 1.86 meters, 2.14 meters, 2.36 meters and 1.97 meters, they and step
Rapid 6 column vertical hole intervals setting 2), and the upper end of the two column inclined holes on both sides is intersected with the 2nd column and the 10th column respectively；Slip casting
When slip casting steel pipe lower end with a distance from first branch structure be 0.5 meter, the slurries that slip casting uses is the mixing of cement slurry and waterglass
Liquid；
4) intermediate reinforcing layer: continue to bore 6 column vertical holes in the vertical hole site of step 1), slip casting, it is 4 that mould bag, which only starches depth,
Rice, for the slurries that slip casting uses for the mixed liquor of cement slurry and waterglass, the final pressure after slip casting is 1.0 megapascal.
The volume ratio of mixed liquor described in step 1) is cement slurry: waterglass=2:1, the water ash volume ratio of the cement slurry
For 0.8-1.
The volume ratio of mixed liquor described in step 2 is cement slurry: waterglass=3:1, the water ash volume ratio of the cement slurry
For 0.8:1.
The volume ratio of mixed liquor described in step 3) is cement slurry: waterglass=2:1-3:1, the water grey body of the cement slurry
Product is than being 0.8:1.
The volume ratio of mixed liquor described in step 4) is cement slurry: the water ash volume ratio of waterglass 2:1, the cement slurry are
0.8-1。
Angle described in step 3) is 15 °.
In step 3), reserved 0.5 meter of open-hole section when slip casting.
The beneficial effects of the present invention are:
Using the present invention to city shallow tunnel vault soil stabilization after, surface subsidence, the speed of vault sinking and accumulative
Deflection is substantially reduced, and achieves good control effect, and the mechanical and personnel peace during constructing tunnel has been effectively ensured
Entirely, tunnel smooth construction, duration and remarkable in economical benefits be ensure that.
Detailed description of the invention
The present invention will be further described below with reference to the drawings.
Fig. 1 is the schematic diagram after slip casting of the present invention；
Fig. 2 is superficial part plasma resistance layer slip casting process schematic；
Fig. 3 is arch grout cover slip casting process schematic；
Fig. 4 is vault reinforcing layer slip casting process schematic；
Fig. 5 is the left view structural representation of Fig. 4；
Fig. 6 is intermediate reinforcing layer slip casting process schematic.
In figure, 1 surface soil layer, 2 superficial part plasma resistance layers, 3 arch grout covers, 4 vault reinforcing layers, 5 intermediate reinforcing layers, 6 open-hole
Section, 7 slip casting steel pipes, 8 first branch structures, 9 slip casting steel pipe depth lines, α angle.
Specific embodiment
Attached drawing is specific embodiments of the present invention.As shown in Figures 1 to 6, this kind of city shallow tunnel vault soil stabilization side
Method, we first by the soil layer of tunnel upper be divided into from top to bottom surface soil layer 1, superficial part plasma resistance layer 2, intermediate reinforcing layer 5,
Vault reinforcing layer 4 and arch grout cover 3, wherein for surface soil layer 1 with a thickness of 2 meters, superficial part plasma resistance layer 2 uses 42 millis with a thickness of 3 meters
Rice slip casting steel pipe 7, is then reinforced in accordance with the following steps:
1) superficial part plasma resistance layer 2 is constructed: as shown in Fig. 2, boring the vertical hole of 65 meters of depths of column, the 1st, 3,5,7,9,11 column are denoted as,
Spacing between adjacent two column vertical hole is followed successively by 2.14 meters, 2.25 meters, 2.45 meters, 1.94 meters and 3 meters, and mould bag only starches depth and is
For 1 thickness of surface soil layer, for the slurries that slip casting uses for the mixed liquor of cement slurry and waterglass, the volume ratio of mixed liquor is 2:1, water
The water ash volume ratio of mud is 0.8-1, and the final pressure after slip casting is 0.3 megapascal；One layer is formed in superficial part when the purpose of this layer
Plasma resistance layer creates conditions for deep slip casting boosting.
2) arch grout cover 3 is constructed: as shown in figure 3,6 column of brill are vertical downwards for the vertical hole site continuation in step 1)
Hole, that is, the 1st, 3,5,7,9,11 column, the drilling depth of each column vertical hole are subject to the first branch structure 8 for touching tunnel, just
The namely excavation contour line of branch structure 8, the spacing between adjacent two column vertical hole be followed successively by 2.14 meters, 2.25 meters, 2.45 meters,
1.94 meters and 3 meters；The slip casting of this section is with a thickness of 1.5 meters, that is to say, that one section of arc is formed after this layer of slip casting, the arc
Thickness is about 1.5 meters, and for the slurries that slip casting uses for the mixed liquor of cement slurry and waterglass, the volume ratio of mixed liquor is 3:1, water
The water ash volume ratio of mud is 0.8:1, and the final pressure after slip casting is 0.3 megapascal.The purpose of this layer is soaring Vault settlement model
The gap to be formed is enclosed, forms a resistance to compression reinforcing layer in arch, while running pulp when upper part slip casting can also be prevented, and be it
Boosting condition is created in top slip casting.Since tunnel charges are not contacted with first branch structure 8, still there is certain space, therefore at this
Running pulp serious phenomenon to occur when layer slip casting, therefore to control grouting pressure in slip casting, drilling depth, slip casting steel pipe 7 are long
It spends and only slurry depth is different according to its present position.
3) vault reinforcing layer 4: as shown in Figure 4, Figure 5,9 be slip casting steel pipe depth line in figure, and the section for boring 7 column and tunnel is in
The inclined hole of angle, angle α are preferably 15 °, and 5 intermediate column are denoted as 2,4,6,8,10 column, adjacent two column in 5 column among this
Between spacing be followed successively by 1.86 meters, 2.14 meters, 2.36 meters and 1.97 meters, 6 column vertical hole intervals of they and step 2 are arranged,
It is exactly to be arranged according to 1-11 column sequence, the upper end of the two column inclined holes on both sides is intersected with the 2nd column and the 10th column respectively；Slip casting when slip casting
The lower end of steel pipe 7 is 0.5 meter with a distance from first branch structure 8, this 0.5 meter is open-hole section 6, that is to say, that when slip casting, slip casting steel
The lower end of pipe 7 is from first branch structure 8 there are also with a distance from 0.5 meter, and when such slip casting, slurries not only can be from the floral tube section of slip casting steel pipe 7
On hole injection, moreover it is possible to from the lower end of slip casting steel pipe 7 inject, during this section of slip casting A Ning, not only in 4 note of vault reinforcing layer
It starches, secondary grouting also has been carried out again to arch grout cover 3, the vault reinforcing layer 4 of arc has been similarly formed after slip casting, slip casting is adopted
Slurries are the mixed liquor of cement slurry and waterglass, and the volume ratio of mixed liquor is 2:1-3:1, the water ash volume of the cement slurry
Than for 0.8:1；The purpose of this layer is to form thickness and 4 meters of grouting reinforced region in vault, while to the weakness of arch grout cover 3
The further penetration reinforcement of point.
4) intermediate reinforcing layer 5: as shown in fig. 6, continuing to bore 6 column vertical holes, slip casting, mould bag in the vertical hole site of step 1)
Only slurry depth is 4 meters, since the depth of superficial part plasma resistance layer 2 is 5 meters, so intermediate reinforcing layer 5 is and superficial part plasma resistance layer 2 by 1 meter
It is overlapped, for the slurries that slip casting uses for the mixed liquor of cement slurry and waterglass, the volume ratio of mixed liquor is 2:1, the cement slurry
Water ash volume ratio be 0.8-1, final pressure after slip casting is 1.0 megapascal.The purpose of this layer is to carry out grouting and reinforcing to this layer,
Supplement grouting and reinforcing is carried out to the weak spot in grouting layer about this layer by elevated pressures simultaneously.
In addition to the technical characteristic described in the specification, remaining technical characteristic is technology known to those skilled in the art.
Claims (7)
1. a kind of city shallow tunnel vault soil stabilization method, it is characterized in that: from top to bottom successively by the soil layer of tunnel upper
It is divided into surface soil layer, superficial part plasma resistance layer, intermediate reinforcing layer, vault reinforcing layer and arch grout cover, wherein surface soil layer is with a thickness of 2
Rice, superficial part plasma resistance layer, using 42 millimeters of slip casting steel pipes, are then reinforced in accordance with the following steps with a thickness of 3 meters:
1) superficial part plasma resistance layer construct: bore 65 meters of depths of column vertical hole, be denoted as the 1st, 3,5,7,9,11 column, adjacent two column vertical hole it
Between spacing be followed successively by 2.14 meters, 2.25 meters, 2.45 meters, 1.94 meters and 3 meters, it is surface soil layer thickness that mould bag, which only starches depth,
For the slurries that slip casting uses for the mixed liquor of cement slurry and waterglass, the final pressure after slip casting is 0.3 megapascal；
2) arch grout cover is constructed: continuing to bore 6 column vertical holes, the brill of each column vertical hole downwards in the vertical hole site in step 1)
Hole depth is subject to the first branch structure for touching tunnel, the spacing between adjacent two column vertical hole be followed successively by 2.14 meters, 2.25 meters,
2.45 meters, 1.94 meters and 3 meters；The slip casting of arch grout cover is with a thickness of 1.5 meters, and the slurries that slip casting uses is cement slurries and waterglass
Mixed liquor, final pressure after slip casting is 0.3 megapascal；
3) vault reinforcing layer: 7 column are bored with the section in tunnel in the inclined hole of angle, 5 intermediate column are denoted as 2,4,6,8,10 column, described
Spacing in 5 intermediate column between adjacent two column is followed successively by 1.86 meters, 2.14 meters, 2.36 meters and 1.97 meters, they and step 2
6 column vertical hole intervals setting, and the upper end of the two column inclined holes on both sides respectively with the 2nd column and the 10th arrange intersect；It is infused when slip casting
The lower end for starching steel pipe is 0.5 meter with a distance from first branch structure, and the slurries that slip casting uses is the mixed liquors of cement slurry and waterglass；
4) intermediate reinforcing layer: continuing to bore 6 column vertical holes in the vertical hole site of step 1), and slip casting, it is 4 meters that mould bag, which only starches depth,
For the slurries that slip casting uses for the mixed liquor of cement slurry and waterglass, the final pressure after slip casting is 1.0 megapascal.
2. city shallow tunnel vault soil stabilization method according to claim 1, characterized in that mixed described in step 1)
The volume ratio for closing liquid is cement slurry: waterglass=2:1, and the water ash volume ratio of the cement slurry is 0.8-1.
3. city shallow tunnel vault soil stabilization method according to claim 1, characterized in that mixed described in step 2
The volume ratio for closing liquid is cement slurry: waterglass=3:1, and the water ash volume ratio of the cement slurry is 0.8:1.
4. city shallow tunnel vault soil stabilization method according to claim 1, characterized in that mixed described in step 3)
The volume ratio for closing liquid is cement slurry: waterglass=2:1-3:1, and the water ash volume ratio of the cement slurry is 0.8:1.
5. city shallow tunnel vault soil stabilization method according to claim 1, characterized in that mixed described in step 4)
The volume ratio for closing liquid is cement slurry: waterglass 2:1, and the water ash volume ratio of the cement slurry is 0.8-1.
6. city shallow tunnel vault soil stabilization method according to claim 1, characterized in that pressed from both sides described in step 3)
Angle is 15 °.
7. city shallow tunnel vault soil stabilization method according to claim 1, characterized in that in step 3), note
0.5 meter of open-hole section is reserved when slurry.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810353897.4A CN108756893B (en) | 2018-04-19 | 2018-04-19 | A kind of city shallow tunnel vault soil stabilization method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810353897.4A CN108756893B (en) | 2018-04-19 | 2018-04-19 | A kind of city shallow tunnel vault soil stabilization method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108756893A CN108756893A (en) | 2018-11-06 |
| CN108756893B true CN108756893B (en) | 2019-03-08 |
Family
ID=64011201
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810353897.4A Active CN108756893B (en) | 2018-04-19 | 2018-04-19 | A kind of city shallow tunnel vault soil stabilization method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108756893B (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109519176B (en) * | 2019-01-28 | 2024-04-02 | 粤水电轨道交通建设有限公司 | Mining tunnel grouting reinforcement method and structure for water-rich granite residual soil stratum |
| CN112253186A (en) * | 2020-07-26 | 2021-01-22 | 中铁二院工程集团有限责任公司 | Leakage plugging method for working face of railway tunnel shaft with different depths |
| CN112726563A (en) * | 2020-12-14 | 2021-04-30 | 宁波市轨道交通集团有限公司 | Multiple door type foundation grouting structure for vibration reduction of track upper cover property and construction method thereof |
| CN115126441B (en) * | 2022-08-10 | 2023-09-29 | 山东大学 | Vertical deep drilling grouting technology |
Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100740200B1 (en) * | 2004-11-29 | 2007-07-18 | 서동현 | Tunnelling method using pre-support concept and an adjustable apparatus thereof |
| CN101598023B (en) * | 2009-07-16 | 2012-10-10 | 上海交通大学 | Control method for shield tunnel axis having underground structure on adjacent side |
| CN101832142B (en) * | 2010-02-11 | 2011-11-16 | 中铁十二局集团有限公司 | Tunnel information tracing accurate grouting method |
| CN106194204A (en) * | 2016-09-08 | 2016-12-07 | 长安大学 | A kind of drift cobble tunnel advanced support structure and method for protecting support |
-
2018
- 2018-04-19 CN CN201810353897.4A patent/CN108756893B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN108756893A (en) | 2018-11-06 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN100464055C (en) | Construction method of shallow buried underground excavating tunnel super large section using PBA method | |
| CN103334770B (en) | One is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method | |
| CN110685714B (en) | Micro-step reserved core soil construction structure and method for shallow-buried bias tunnel under phyllite geology | |
| CN103089275B (en) | Control method of surrounding rocks in water-rich very-broken surrounding rock tunnel collapse sections | |
| CN108756893B (en) | A kind of city shallow tunnel vault soil stabilization method | |
| CN106638669B (en) | Existing subway station building enclosure hardened system and method are worn under a kind of shield | |
| CN104499479B (en) | It is a kind of to pass through the dug pile construction method that sand gravel backfills layer | |
| CN109098733B (en) | Rapid grouting reinforcement method for large-section tunnel in fracture zone rock stratum | |
| CN105041325A (en) | Construction method of high-tension water-rich extra-large-section weak breccia tunnel | |
| CN106246188B (en) | The system and method that the prevention coal mine shaft lining shaft deformation of stratum settlement compatibility of deformation is destroyed | |
| CN107605498A (en) | Rich water sand-pebble layer shield tunnel termination horizontal grouting ruggedized construction construction method | |
| CN105696427A (en) | Construction method for reinforcing newly-built railway karst foundation and roadbed structure thereof | |
| CN104500082A (en) | Mining-method tunnel inner shield receiving construction method | |
| CN114109394B (en) | Determination method of pile length for surface reinforcement of tunnel shallow buried weak surrounding rock with high pressure jetting pile method | |
| CN107268600A (en) | Grouting strengthening method, pipe jacking construction method and application | |
| CN206942786U (en) | A kind of advanced pre-add fixing structure of high-moisture percentage loess tunnel | |
| CN102425155B (en) | A superficial reinforcement method of overlying rock mass in goaf | |
| CN107339108A (en) | The layer of sand location subway pipe shed construction method of underground water enrichment | |
| CN102296621A (en) | Construction method of ground sectional water-stop curtain | |
| CN106677791A (en) | Construction method for enabling shallow shield tunnel to pass through highway | |
| CN106498951A (en) | A kind of shaft excavation construction method | |
| CN206467684U (en) | Existing subway station building enclosure hardened system is worn under a kind of shield | |
| CN114483109B (en) | Curtain grouting advanced large pipe shed through construction method for crossing tunnel fault fracture zone | |
| CN207406345U (en) | Rich water sand-pebble layer shield tunnel end horizontal grouting ruggedized construction | |
| CN112064622B (en) | Foundation pit bottom grouting waterproof reinforcing system and grouting method thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |