CN101255799A - Tunnel inner micro-destabilization slip-casting technique - Google Patents
Tunnel inner micro-destabilization slip-casting technique Download PDFInfo
- Publication number
- CN101255799A CN101255799A CNA2008100362312A CN200810036231A CN101255799A CN 101255799 A CN101255799 A CN 101255799A CN A2008100362312 A CNA2008100362312 A CN A2008100362312A CN 200810036231 A CN200810036231 A CN 200810036231A CN 101255799 A CN101255799 A CN 101255799A
- Authority
- CN
- China
- Prior art keywords
- grouting
- slip
- slurries
- tunnel inner
- 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.)
- Pending
Links
Images
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The present invention relates to tunnel construction class which particularly relates to a tiny disturbance grouting control technique in tunnel, which comprises choices of grouting equipment, grouting material and technique parameters, wherein, the grouting material is two slurries with shrinkage no more than 5%, in grouting process, when using synchronous supplement slurry, the pressure of grouting is no more than 0.5Mpa, grouting flux is 15-15L/min, when using replacement grouting and pipe-driving grouting in layers, the pressure of grouting is 0.3-0.5Mpa, grouting flux is 15-25L/min. The present invention injects a special serum around bottom layer by special tiny disturbance control technique in tunnel to act as not only reinforce function, but also least disturbance for soil in grouting process, controls the disturbance in grouting process and stratum displacement by tunnel construction at a little degree, protect efficiently adjacent underground and buildings sensitivity of ground settlement.
Description
Technical field
The present invention relates to the constructing tunnel class, be specifically related to a kind of tunnel inner micro-destabilization slip-casting technique.
Background technology
Present normally used grouting method comprises compaction grouting, rotary jet grouting, wards off and split slip casting etc., and its worker's method is different, still meets the demands for stratum or ambient conditions preferably; Usually can not take into account peripheral complex environment in the existing slurry injection technique; and generally only consider the final effect of slip casting; and do not consider the perturbed problem of slip casting process; therefore under the high situation of environmental protection requirement; in the time of particularly in distortion need be controlled at the small scope of millimeter level; flow rate of grouting, slip casting number of times, beat important parameter such as pipe-pulling speed and can produce significant relatively self disturbance, so its degree that becomes more meticulous is then most important to the realization of construction control target.Improper as construction process control, often causing with the reinforcing is that the purpose grouting method has caused the disturbance bigger to the stratum on the contrary, makes the control index to be achieved.
Summary of the invention
The objective of the invention is according to above-mentioned the deficiencies in the prior art part, a kind of tunnel inner micro-destabilization slip-casting technique is provided, this technology is selected by the optimization to injecting paste material, grouting process parameter and grouting equipment, and the disturbance control to the stratum that is caused in the slip casting process is reduced to minimum degree.
The object of the invention realizes being finished by following technical scheme:
A kind of tunnel inner micro-destabilization slip-casting technique, comprise grouting equipment, injecting paste material and selection of process parameters, wherein grouting equipment comprises the slurries agitator tank, grouting pump, ball valve and Grouting Pipe, slurries in the agitator tank pass through grouting pump, ball valve enters Grouting Pipe, finish slip casting, what it is characterized in that described injecting paste material selection is that shrinkage factor is not more than two slurries of 5%, in the slip casting process, adopt when mending slurry synchronously, its grouting pressure is not more than 0.5Mpa, and flow rate of grouting is 10～15L/min, when adopting replacement grouting and beating the pipe delamination pour slurry, its grouting pressure is 0.3-0.5Mpa, and flow rate of grouting is 15～25L/min.
Described pair of slurries are made up of first liquid and second liquid, wherein comprise cement, flyash, swell soil and water in the first liquid, second liquid comprises 35 ° of water glass, each component shared percentage by weight in slurries is respectively: cement is that 24%-28%, flyash are that 21%-28%, swell soil are that 1.3%-2.8%, 35 ° of water glass are 8%-17%, and all the other are water.
Described synchronous benefit slurry single grouting amount be controlled at 200～500L/ time, replacement grouting be controlled at 200～300L/ time, beat and manage the delamination pour slurry single grouting amount initial stage and be controlled at 150～250L/ time.
Describedly play pipe slip casting and will guarantee that grouting amount is not greater than 40L in every meter tube drawing.
Described technology is installed between grouting pump and ball valve the blowout prevention one way valve is set, to prevent the slurry reflux splash.
Advantage of the present invention is; in the tunnel, inject special slurries to peripheral bottom with the moving control of specific perturbation technology; make the slip casting process when playing the grouting and reinforcing effect; again to the disturbance minimum of the soil body; the formation displacement that slip casting process disturbance and constructing tunnel are caused controls to minimum degree, the effectively contiguous underground and ground settlement sensitive kinds construction of structures of protection.
Description of drawings
Accompanying drawing 1 is grouting equipment structural representation of the present invention;
Accompanying drawing 2 is blowout prevention valve member of the present invention installation site schematic diagram.
The specific embodiment
Feature of the present invention and other correlated characteristic are described in further detail by embodiment below in conjunction with accompanying drawing, so that technician's of the same trade understanding:
Shown in Fig. 1-2, label 1-15 represents respectively: first liquid agitator tank 1, first liquid grout pump 2, flow meter 3, pressure meter 4, hybrid chamber 5, sealing device 6, one way valve 7, ball valve 8, shield duct piece 9, second liquid agitator tank 10, grouting pump 11, flow meter 12, pressure meter 13, Grouting Pipe 14, shield duct piece built-in fitting 15.
Injecting paste material and technological parameter that present embodiment adopts are as follows:
(1) biliquid slurry proportioning
For reduce of the influence of slip casting process as far as possible to tilting building and surrounding enviroment, according to different geological conditions and construction experience, select for use shrinkage factor less than 5% grout coordinate ratio, specific as follows:
First liquid second liquid
35 ° of water glass
Water: cement: flyash: swell soil (Kg)
(Kg)
100∶(90-100)∶(80-100)∶(5-10) 30-60
The ground tracking grouting initial setting time is determined to be advisable with 10～20 minutes, and the slip casting initial setting time is determined to be advisable in 30～60 seconds in the tunnel.
Need repeatedly open repetition slip casting as injected hole, after two fluid grouting construction finishes, inject an amount of sealing slurry in orifice area, injected hole can be opened smoothly when guaranteeing slip casting once more.
(2) construction technology parameter
Can be divided into synchronous benefit slurry, replacement grouting and beat three kinds of pipe delamination pour slurries according to slip casting purpose difference, the technical data difference that it is corresponding, specific as follows:
Mend the slurry situation synchronously: grouting pressure≤0.5Mpa, flow rate of grouting 10～15L/min; Replacement grouting reaches beats the pipe delamination pour slurry: grouting pressure 0.3-0.5Mpa, flow 15～25L/min.
Mending slurry single grouting amount synchronously is controlled at 200～500L/ time; Replacement grouting is controlled at 200～300L/ time.Beating the pipe delamination pour slurry single grouting amount initial stage is controlled at 150～250L/ time, beat pipe slip casting need adopt on a small quantity, repeatedly, principle uniformly, it is even that pipe-pulling speed is wanted, and combine with flow, guarantee that the interior grouting amount of every meter tube drawing is not greater than 40L.Tube drawing length is decided by grouting amount.
(3) grouting equipment
Grouting equipment comprises first liquid agitator tank 1, first liquid grout pump 2, flow meter 3, pressure meter 4, hybrid chamber 5, sealing device 6, one way valve 7, ball valve 8, second liquid agitator tank 10, grouting pump 11, flow meter 12, pressure meter 13, Grouting Pipe 14, agitator tank 1, slurries in 10 are respectively by first liquid grout pump 2, flow meter 3, pressure meter 4 and grouting pump 11, flow meter 12, pressure meter 13 enters hybrid chamber 5 to be mixed, pass through sealing device 6 more successively, one way valve 7, ball valve 8 enters Grouting Pipe 14, finish slip casting, wherein one way valve 7 is the blowout prevention one way valve, to prevent the slurry reflux splash.
Claims (5)
1. tunnel inner micro-destabilization slip-casting technique, comprise grouting equipment, injecting paste material and selection of process parameters, wherein grouting equipment comprises the slurries agitator tank, grouting pump, ball valve and Grouting Pipe, slurries in the agitator tank pass through grouting pump, ball valve enters Grouting Pipe, finish slip casting, what it is characterized in that described injecting paste material selection is that shrinkage factor is not more than two slurries of 5%, in the slip casting process, adopt when mending slurry synchronously, its grouting pressure is not more than 0.5Mpa, and flow rate of grouting is 10～15L/min, when adopting replacement grouting and beating the pipe delamination pour slurry, its grouting pressure is 0.3-0.5Mpa, and flow rate of grouting is 15～25L/min.
2. a kind of tunnel inner micro-destabilization slip-casting technique according to claim 1, it is characterized in that described pair of slurries are made up of first liquid and second liquid, wherein comprise cement, flyash, swell soil and water in the first liquid, second liquid comprises 35 ° of water glass, each component shared percentage by weight in slurries is respectively: cement is that 24%-28%, flyash are that 21%-28%, swell soil are that 1.3%-2.8%, 35 ° of water glass are 8%-17%, and all the other are water.
3. a kind of tunnel inner micro-destabilization slip-casting technique according to claim 1, it is characterized in that described synchronous benefit slurry single grouting amount be controlled at 200～500L/ time, replacement grouting be controlled at 200～300L/ time, beat and manage the delamination pour slurry single grouting amount initial stage and be controlled at 150～250L/ time.
4. a kind of tunnel inner micro-destabilization slip-casting technique according to claim 1 is characterized in that describedly playing pipe slip casting and will guaranteeing that grouting amount is not greater than 40L in every meter tube drawing.
5. a kind of tunnel inner micro-destabilization slip-casting technique according to claim 1 is characterized in that described technology is installed the blowout prevention one way valve is set, to prevent the slurry reflux splash between grouting pump and ball valve.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2008100362312A CN101255799A (en) | 2008-04-18 | 2008-04-18 | Tunnel inner micro-destabilization slip-casting technique |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2008100362312A CN101255799A (en) | 2008-04-18 | 2008-04-18 | Tunnel inner micro-destabilization slip-casting technique |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN101255799A true CN101255799A (en) | 2008-09-03 |
Family
ID=39890865
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNA2008100362312A Pending CN101255799A (en) | 2008-04-18 | 2008-04-18 | Tunnel inner micro-destabilization slip-casting technique |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101255799A (en) |
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101864968A (en) * | 2010-06-23 | 2010-10-20 | 广东华隧建设股份有限公司 | Anti-spouting device for tunnel bottom stratum consolidation and construction method thereof |
| CN101654356B (en) * | 2009-09-02 | 2012-07-04 | 中铁二局股份有限公司 | Shield method tunnel synchronous grouting slurry applied to compound stratum with upper soft part and lower hard part |
| CN102617108A (en) * | 2012-04-17 | 2012-08-01 | 中铁十二局集团第三工程有限公司 | High-performance grouting slurry for karst subgrade of high-speed railway |
| CN101845955B (en) * | 2009-03-27 | 2012-08-08 | 株式会社Ntsenc | Underground tunnel formation infrastructure establishment method |
| CN102635368A (en) * | 2011-05-09 | 2012-08-15 | 上海申通地铁集团有限公司 | Dual-liquid micro-disturbance grouting strengthening method for soft-soil subway tunnel |
| CN102748036A (en) * | 2012-07-03 | 2012-10-24 | 中铁十二局集团有限公司 | Slurry proportioning and construction method for reinforcing dry powder fine sand layer tunnel |
| CN102758639A (en) * | 2012-04-10 | 2012-10-31 | 中铁隧道集团三处有限公司 | Anti-blowout long tube grouting method for limited-space tunnels |
| CN102852535A (en) * | 2010-12-14 | 2013-01-02 | 山东大学 | Underground two-fluid grouting device |
| CN103790603A (en) * | 2014-03-03 | 2014-05-14 | 中铁十局集团西北工程有限公司 | Construction method of hollow anchor rod grouting through double ball valve connecting pipe |
| CN106285723A (en) * | 2016-08-30 | 2017-01-04 | 东南大学 | Microorganism grouting device and method after a kind of shield tunnel liner wall |
| CN106437729A (en) * | 2016-08-08 | 2017-02-22 | 中国矿业大学(北京) | Additive for decreasing shrinkage rate of synchronous grouting materials |
| CN107882040A (en) * | 2017-11-23 | 2018-04-06 | 北京地矿工程建设有限责任公司 | A kind of construction method of foundation ditch prestress anchorage cable |
| CN108756898A (en) * | 2018-06-06 | 2018-11-06 | 中铁六局集团有限公司 | Using the front pre-grouting construction method of HSC grouting materials |
| CN110847918A (en) * | 2019-11-23 | 2020-02-28 | 莫庆锋 | Grouting system of shield machine for tunnel construction |
| CN114233188A (en) * | 2021-12-14 | 2022-03-25 | 陕西正通煤业有限责任公司 | Tree-shaped framework supporting method for coal mine tunnel |
-
2008
- 2008-04-18 CN CNA2008100362312A patent/CN101255799A/en active Pending
Cited By (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101845955B (en) * | 2009-03-27 | 2012-08-08 | 株式会社Ntsenc | Underground tunnel formation infrastructure establishment method |
| CN101654356B (en) * | 2009-09-02 | 2012-07-04 | 中铁二局股份有限公司 | Shield method tunnel synchronous grouting slurry applied to compound stratum with upper soft part and lower hard part |
| CN101864968B (en) * | 2010-06-23 | 2013-04-17 | 广东华隧建设股份有限公司 | Anti-spouting device for tunnel bottom stratum consolidation and construction method thereof |
| CN101864968A (en) * | 2010-06-23 | 2010-10-20 | 广东华隧建设股份有限公司 | Anti-spouting device for tunnel bottom stratum consolidation and construction method thereof |
| CN102852535A (en) * | 2010-12-14 | 2013-01-02 | 山东大学 | Underground two-fluid grouting device |
| CN102635368A (en) * | 2011-05-09 | 2012-08-15 | 上海申通地铁集团有限公司 | Dual-liquid micro-disturbance grouting strengthening method for soft-soil subway tunnel |
| CN102635368B (en) * | 2011-05-09 | 2014-12-03 | 上海申通地铁集团有限公司 | Dual-liquid micro-disturbance grouting strengthening method for soft-soil subway tunnel |
| CN102758639A (en) * | 2012-04-10 | 2012-10-31 | 中铁隧道集团三处有限公司 | Anti-blowout long tube grouting method for limited-space tunnels |
| CN102617108A (en) * | 2012-04-17 | 2012-08-01 | 中铁十二局集团第三工程有限公司 | High-performance grouting slurry for karst subgrade of high-speed railway |
| CN102748036A (en) * | 2012-07-03 | 2012-10-24 | 中铁十二局集团有限公司 | Slurry proportioning and construction method for reinforcing dry powder fine sand layer tunnel |
| CN102748036B (en) * | 2012-07-03 | 2015-04-22 | 中铁十二局集团有限公司 | Slurry proportioning and construction method for reinforcing dry powder fine sand layer tunnel |
| CN103790603A (en) * | 2014-03-03 | 2014-05-14 | 中铁十局集团西北工程有限公司 | Construction method of hollow anchor rod grouting through double ball valve connecting pipe |
| CN106437729A (en) * | 2016-08-08 | 2017-02-22 | 中国矿业大学(北京) | Additive for decreasing shrinkage rate of synchronous grouting materials |
| CN106285723A (en) * | 2016-08-30 | 2017-01-04 | 东南大学 | Microorganism grouting device and method after a kind of shield tunnel liner wall |
| CN106285723B (en) * | 2016-08-30 | 2018-05-08 | 东南大学 | Microorganism grouting device and method after a kind of shield tunnel liner wall |
| CN107882040A (en) * | 2017-11-23 | 2018-04-06 | 北京地矿工程建设有限责任公司 | A kind of construction method of foundation ditch prestress anchorage cable |
| CN108756898A (en) * | 2018-06-06 | 2018-11-06 | 中铁六局集团有限公司 | Using the front pre-grouting construction method of HSC grouting materials |
| CN110847918A (en) * | 2019-11-23 | 2020-02-28 | 莫庆锋 | Grouting system of shield machine for tunnel construction |
| CN114233188A (en) * | 2021-12-14 | 2022-03-25 | 陕西正通煤业有限责任公司 | Tree-shaped framework supporting method for coal mine tunnel |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101255799A (en) | Tunnel inner micro-destabilization slip-casting technique | |
| CN101126319B (en) | Shield tunnel lateral cross-over pile base construction method | |
| CN102155241B (en) | Karst grouting reinforcement water-stop constructing method | |
| CN103953365A (en) | Tunnel single-liquid and double-liquid alternate grouting reinforcement process and device | |
| CN100591866C (en) | Drifting sand layer and gravel stratum water-moving double-liquid high pressure slip-casting water-blocking construction method | |
| CN106014201B (en) | A kind of outer release hole safe construction technique of tunnel grouting curtain | |
| CN101666234B (en) | Fracture rock no-slurry-blocking wall compound grouting construction method | |
| CN101694096B (en) | Treatment method for grouting sand-layer foundation on the condition of flowing water | |
| CN109083649B (en) | It is applicable in the water-rich sand layer pre-grouting reinforcement means of complicated urban environment subway tunnel | |
| CN106592614B (en) | The method for blocking of leakage point in foundation pit waterproof of man | |
| CN105986570B (en) | The Construction of High Pressure Jet Grouting Pile method of sealing is sealed as ground-connecting-wall interface external reinforcement | |
| CN101333812A (en) | Grouter for back side grouting and its construction method | |
| CN107725056A (en) | One kind passes through silly stratum tunnel loopful quick grouting construction method in advance | |
| CN102434174A (en) | Bentonite grouting method for construction of shield tunnel | |
| CN106761837A (en) | Slip casting structure and supporting grouting method in tunnel excavating process | |
| CN110130936A (en) | It dashes forward in a kind of shield tunneling process and meets the construction method of untreated solution cavity or crack | |
| CN107938649A (en) | A kind of solution cavity foundation reinforcement method | |
| CN109630193A (en) | Subway Tunnel service channel excavates the administering method for water burst phenomenon occur | |
| CN108130901B (en) | The construction method of Karst grouting | |
| CN102838325A (en) | Hole sealing grout stop material and grouting hole sealing process | |
| CN110295591A (en) | Major diameter ultra-deep bored pile is layered grouting behind shaft or drift lining construction method | |
| CN103174135B (en) | Repair method of unqualified post-grouting bored concrete pile | |
| CN115030733A (en) | Grouting method for preventing stratum soil loss or ground surface settlement | |
| CN106761823B (en) | Exempt from wall for grouting segmentation cleaning bottom of hole retrusive controlling grouting method | |
| CN107386267A (en) | Karst foundation grouting serous fluid is controlled to be lost in, the method for polluted underground water |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C12 | Rejection of a patent application after its publication | ||
| RJ01 | Rejection of invention patent application after publication |
Open date: 20080903 |