CN206458480U - Slip casting structure in tunnel excavating process - Google Patents
Slip casting structure in tunnel excavating process Download PDFInfo
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- CN206458480U CN206458480U CN201720120332.2U CN201720120332U CN206458480U CN 206458480 U CN206458480 U CN 206458480U CN 201720120332 U CN201720120332 U CN 201720120332U CN 206458480 U CN206458480 U CN 206458480U
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- grouting
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Abstract
The utility model is related to the slip casting structure in tunneling equipment correlative technology field, particularly a kind of tunnel excavating process.The utility model aims to solve the problem that the problem of synchronous grouting can not fill section of jurisdiction back gap in the prior art.The utility model inwardly includes rock stratum and section of jurisdiction layer successively from tunnel inner wall, to be formed to save the side and roof arch for unit；It is provided with support frame to form hollow sandwich between section of jurisdiction layer and rock stratum；Primary lining platform is provided with side and roof arch bottom, the slip casting preformed hole of hollow sandwich is communicated with the top of the section of jurisdiction layer of every section side and roof arch, slip casting preformed hole is flexibly connected grouting pipe, the other end connection slip casting machine of the pipeline.The beneficial effects of the utility model are：Do not increase grouting cost, smoothly, slurries utilization rate is high for slip casting process, and device structure is succinct, it is easy to maintenance and late maintaining, installs short with the take-down time, grouting pressure can be monitored at any time, ensure grouting quality, the mortar glass that adds water quickly forms casing play in contact surface, reduces mortar to cutterhead amount of flow.
Description
Technical field
The utility model is related to tunnel piercing and sets slip casting knot in correlative technology field, particularly a kind of tunnel excavating process
Structure.
Background technology
Tunnelling is common in the maintenance of subway, highway and railway.During tunnelling, especially in subway work,
Shield machine is common equipment.
In practical work process, it was discovered by researchers that tunneled from quietly layer due to stopping pulpboard serious wear, stratum without
Slurries flow to Tu Cang in convergence, shield machine and ground interlayer formation passage, tunneling process, cause synchronous grouting not fill effectively
Section of jurisdiction back gap, simultaneous implantation mortar can not play secondary waterproof effect, and duct piece float upward is caused in follow-up work and is oozed
Leak.
So, because shield driving stratum self-stability is high, synchronous grouting can not fill section of jurisdiction back gap, cause interval tunnel
Road percolating water is serious.
The content of the invention
The purpose of this utility model can not fill section of jurisdiction back gap to solve synchronous grouting in the prior art
There is provided the slip casting structure in a kind of tunnel excavating process in solution back gap for problem.
In order to solve the above technical problems, concrete scheme of the present utility model is：
The slip casting structure in a kind of tunnel excavating process is designed, inwardly includes rock stratum and section of jurisdiction successively from tunnel inner wall
Layer, to be formed to save the side and roof arch for unit；It is provided with support frame to form hollow sandwich between the section of jurisdiction layer and rock stratum；Described
Side and roof arch bottom is provided with primary lining platform, and hollow sandwich is communicated with the top and bottom of the section of jurisdiction layer of every section side and roof arch
Slip casting preformed hole, the slip casting preformed hole is flexibly connected grouting pipe, the other end connection slip casting machine of the pipeline.
One or two slip casting preformed hole, the height of the slip casting preformed hole are arranged with the top of the section of jurisdiction layer of every section crown
Spend position is higher than the tunnel total height 0.93.
The grouting pipe is provided with pan feeding valve.
The grouting pipe is also parallel with mixing tube, and valve is provided with the grouting pipe and the mixing tube, described
Waterglass pump is installed on the end connection waterglass liquid liquid storehouse of mixing tube, the mixing tube.
Pressure gauge is installed on the grouting pipe.
The slip casting machine is installed in tunnel excavating process on the trailer of heading equipment.
A kind of grouting method using this slip casting structure, is comprised the following steps that：
（1）Once grouting：The shield tail of shield machine into hollow sandwich by when saving side and roof arch structure, noting in tunneling process
The height for entering mortar A to mortar in hollow sandwich flushes in the Breadth Maximum of side and roof arch structure, and the injection pressure of the mortar A exists
Between 2~3.5bar, 2.5~4 sides of grouting amount/ring form screed a；
（2）Secondary grouting：Tunneling process is in when saving 4~6 section position in front of side and roof arch when shield machine, mortar and water glass
Glass presses mass parts 5~20:1 allotment mortar B, the mortar B is irrigated to hollow sandwich by pipeline, to hollow sandwich in fill out
The height and position and duct height flush of thing are filled, the duct height is higher than the 0.93 of the side tunnel internal diameter whole height,
Between 2~3.5bar of grouting pressure, the control of slurries setting time was at 5~10 minutes, and 2.5~4 cubes/ring of grouting amount forms sand
Pulp layer b；
（3）Mend slurry：When shield machine is in when saving 9~12 section position in front of side and roof arch, to step（2）Hollow sandwich afterwards
Interior 3~5 cubes of synchronization mortar A of supplement injection, to force supplement mortar to gap directly over shield machine direction and section of jurisdiction, are formed
Screed c.
The synchronous mortar A makes as follows：In parts by weight, including 170~190 parts of cement：360~400 parts
Flyash：50~70 parts of bentonites：600~100 parts of fine sands：360~500 parts of water, after mixing, the presetting period is 3~4 hours,
Final set 7~9 hours.
The synchronous mortar A also passes through the stirring of 5~70 minutes before slip casting.
Relative to the central axis of side and roof arch feature cross-section, often save in side and roof arch, the entrance be staggered installation of in
The one side of the central axis；Or the entrance is installed on the both sides of the central axis.
The beneficial effects of the utility model are：
（1）The equipment three stages slip casting can be relied on, does not increase grouting cost, smoothly, slurries utilization rate is high for slip casting process,
Device structure is succinct, is easy to maintenance and late maintaining, installs short with the take-down time；
（2）I.e. section of jurisdiction perforate injection mortar adds water glass mixture driving simultaneously, be able to can be noted with smooth progress supplement slip casting
Entering property is strong, and slurries utilization rate is high；In the course of work, it is every 10 section shut down once forced at the top of supplement mortar, substantially can be real
The full target of existing slip casting；
（3）The setting of pipe valve also pressure gauge can monitor grouting pressure at any time, it is ensured that grouting quality；
（4）Grouting port can be installed or removed according to work step, met the slip casting in tunnel or overhauled design needs, the original such as slip casting machine
Expect that the requirement of mechanism installation site is low, be adapted to the field working conditions of tunnelling；
（5）Relative to the central axis of side and roof arch feature cross-section, often save in side and roof arch, the entrance is staggered installation of
In the one side of the central axis；Or the entrance is installed on the both sides of the central axis, the mortar glass that adds water is connecing
Contacting surface quickly forms casing play, reduces mortar to cutterhead amount of flow.
Brief description of the drawings
Fig. 1 is the stereogram of the utility model tunnel structure；
Fig. 2 is the stereogram of the utility model other direction tunnel structure；
Fig. 3 is the utility model tunnel main view direction schematic diagram；
Fig. 4 is the utility model Tunnel Right apparent direction schematic diagram；
Each component names in figure：1. shield machine；2. section of jurisdiction layer；3. rock stratum；4. lining cutting platform；5. slip casting machine；6. connect glass
The three-way pipeline of glass water；8. grouting layer.
Embodiment
Embodiment 1：A kind of slip casting structure in tunnel excavating process, referring to Fig. 1 to Fig. 4, from tunnel inner wall inwardly according to
It is secondary including rock stratum and section of jurisdiction layer, to be formed to save the side and roof arch for unit；During support frame is provided between section of jurisdiction layer and rock stratum to be formed
Empty interlayer；Primary lining platform is provided with side and roof arch bottom, in being communicated with the top and bottom of the section of jurisdiction layer of every section side and roof arch
The slip casting preformed hole of empty interlayer, slip casting preformed hole is flexibly connected grouting pipe, the other end connection slip casting machine of the pipeline.
One or two slip casting preformed hole, the height position of slip casting preformed hole are arranged with the top of the section of jurisdiction layer of every section crown
Put 0.93 higher than tunnel total height.
Grouting pipe is provided with pan feeding valve.
Grouting pipe is also parallel with mixing tube, and valve is provided with grouting pipe and mixing tube, and the end of mixing tube is connected
Waterglass pump is installed on waterglass liquid liquid storehouse, mixing tube.
Pressure gauge is installed on grouting pipe.
Slip casting machine is installed in tunnel excavating process on the trailer of heading equipment.
A kind of grouting method using this slip casting structure, is comprised the following steps that：
（1）Once grouting：The shield tail of shield machine into hollow sandwich by when saving side and roof arch structure, noting in tunneling process
The height for entering mortar A to mortar in hollow sandwich flushes in the Breadth Maximum of side and roof arch structure, mortar A injection pressure 2~
Between 3.5bar, 3 cubes/ring of grouting amount forms screed a；
（2）Secondary grouting：Tunneling process is in when saving 5 section position in front of side and roof arch when shield machine, mortar and waterglass
By weight 5~20:1 allotment mortar B, mortar B is irrigated to hollow sandwich by pipeline, to hollow sandwich inner stuffing
Height and position and duct height flush, duct height are higher than 0.93, grouting pressure 3bar of side tunnel internal diameter whole height, slurry
The control of liquid setting time was at 5~10 minutes, and 2.5~4 sides of grouting amount/ring form screed b；
（3）Mend slurry：When shield machine is in when saving 10 section position in front of side and roof arch, to step（2）In hollow sandwich afterwards
The synchronous mortar A of 3 cubes of supplement injection, to force supplement mortar to gap directly over shield machine direction and section of jurisdiction, forms mortar
Layer c.
Synchronous mortar A makes as follows：In parts by weight, including 180 parts of cement：380 parts of flyash：60 parts of swellings
Soil：700 parts of fine sands：400 parts of water, after mixing, the presetting period is 3~4 hours, final set 7~9 hours.
Synchronous mortar A also passes through the stirring of 5~70 minutes before slip casting.
Relative to the central axis of side and roof arch feature cross-section, often save in side and roof arch, entrance is staggered installation of in center
The one side of axis；Or entrance is installed on the both sides of central axis.
In the present embodiment, mortar mix ratio is used for cement：Flyash：Bentonite：Fine sand：Water=180:380:60:700:
400, through field sampling, match ratio mortar initial set is 3-4 hours, final set 8 hours, and mortar workability is good.
The principle of method of work involved by the utility model is, the mortar glass injection that interlocks that adds water can accelerate synchronization
Mortar coagulation time, the mortar glass that adds water quickly forms casing play in contact surface, reduces mortar to cutterhead amount of flow.
In specific implementation, the course of work is as follows：
1st, pipeline transformation：The original top two-way Grouting Pipe of synchronous grouting is removed during driving, connects and is hauling out shield
On the injected hole of the endless tube piece of tail 5, bottom grouting pipeline is constant；Increase a threeway on casting head, inject waterglass, and increase
A set of independent waterglass pump；
2nd, section of jurisdiction perforate：1 point, 11 points of section of jurisdiction top position mounting ball valves are arranged on after the installation of section of jurisdiction and perforate is carried out,
Prevent from hauling out shield tail and punching causing shield tail gas leakage spillage, threeway head is installed after shield tail 3-5 rings are hauled out in section of jurisdiction same to section of jurisdiction progress
Step slip casting adds water glass operation.
3rd, grouting pipeline is connected：After casting head is dragged to relevant position, using the threeway head connection synchronous grouting pipe of transformation,
Waterglass Grouting Pipe.Double-fluid grouting machine is positioned on 1# trailers, and particular location is located at grouting operation panel opposite, is easy to alternately note
Slurry operation.
4th, grout injection control：Ball valve is opened when shield starts driving and starts slip casting, synchronous mortar is initially injected, injection rate according to
0.5m3 is controlled（Pump hits number of times 50 times）, waterglass pipeline is closed during synchronous grouting, waterglass is opened after being injected into designated parties amount
Pipeline ball valve, injects waterglass, circulates successively.Synchronous grouting pressure and waterglass inject pressure according to 0.3Mpa controls.
5th, live Mix Ratio Test and slip casting record：Stood during the backing slip casting of section of jurisdiction by the shift engineer of engineering department scene
Mortar depositing construction is instructed, slip casting side's amount and waterglass consumption is adjusted in time according to on-site actual situations.Scene is coordinated during slip casting
Than the volume for testing timely adjustment waterglass.Shift engineer fills in slip casting record according to slip casting situation, and sets up section of jurisdiction backing
Slip casting account is easy to analysis and summary in the future.
6th, injected hole sealing of hole：Sealing of hole is carried out to injected hole after the completion of the backing slip casting of section of jurisdiction.It is appropriate during sealing of hole to increase water glass
Glass injection rate, such as failing sealing of hole can individually be blocked using double-fluid grouting machine.
7th, backing slip casting effect is checked：Once grouting compactness inspection can be carried out at interval of 5 rings after the completion of backing slip casting, is examined
The section of jurisdiction injected hole perforate that checking method may be selected close to top is checked, if having no mortar after the wall of section of jurisdiction or having flowing water to prove slip casting
Effect does not reach requirement.Secondary grouting be can proceed with untill full.
8th, supplement slip casting is forced after the wall of section of jurisdiction：To strengthen the slip casting effect of section of jurisdiction backing again, driving stops at interval of 10 rings
Machine carries out once forcing to mend slurry.It is typically chosen in 1# trailers or connecting bridge rear is carried out.Slurries use mortar, directly using synchronous
Slip casting machine carries out slip casting.If grouting pressure is big, stop injection, grouting pressure is according to 0.4Mpa controls.
To sum up, tunneled from quietly layer due to stopping pulpboard serious wear, stratum misconvergence, shield machine forms logical with ground interlayer
Slurries flow to Tu Cang in road, tunneling process, cause synchronous grouting can not effectively fill section of jurisdiction back gap, simultaneous implantation mortar
Secondary waterproof effect can not be played, causes duct piece float upward and percolating water.By left thread test, step back 3-5 rings in shield tail and pass through benefit
Fill and added water glass into mortar, can effectively fill section of jurisdiction back gap, prevent from floating.10 rings are stepped back by shield tail again to mend again
Fill into synchronous grouting, supplement envelope can be carried out to upper channel.
Embodiment 2：The method and principle be the same as Example 1 of the present embodiment, specific difference are：The mortar glass that adds water is
20:1 is sufficiently stirred for, and mortar 1000ml, pure water glass 50ml are taken using measuring cup, is added and is sufficiently stirred in bucket, and initial set is tested twice
Time is all higher than 5 minutes.
Embodiment 3：The method and principle be the same as Example 1 of the present embodiment, specific difference are：The mortar glass that adds water is
5:1 is sufficiently stirred for, and mortar 1000ml, pure water glass 200ml are taken using measuring cup, is added and is sufficiently stirred in bucket, and initial set is tested twice
Time about 60s.
Embodiment 4：The method and principle be the same as Example 1 of the present embodiment, specific difference are：The mortar glass that adds water is
10:1 does not stir and takes mortar 5L, pure water glass 500ml using 5L graduated cylinders, sequentially adds in bucket points for 5 times, and slurries setting time is about
4 points of halfs, after touch there is stereovision in mortar to hand, there is local lump, can play limitation mortar mobilization.
2. 3 stage of table synchronous grouting and synchronous grouting secondary supplement grouting program comparative analysis table
Embodiment 5：The method and principle be the same as Example 1 of the present embodiment, specific difference are：The mortar glass that adds water is
10:1 is sufficiently stirred for, and mortar 1000ml, pure water glass 100ml are taken using measuring cup, is added and is sufficiently stirred in bucket, and experiment twice exists
Quick solidification between 50~60s.
Embodiment 6：The method and principle be the same as Example 1 of the present embodiment, specific difference are：The mortar glass that adds water is
10:1 is not stirred, and waterglass is carried out according to 1:1 dilution.Mortar 5L is taken using 5L graduated cylinders, waterglass 500ml is diluted, divides 5 times successively
Add in bucket, slurries setting time is about 5 minutes, and mortar has stereovision to hand after touch, there is local lump, can play limitation sand
Starch mobilization.
It is last it should be noted that, above person is only the utility model section Example, and is not used to limit the utility model,
The winner according to structure of the present utility model and feature, slightly modifications, should also be included within the scope of the utility model.
Claims (6)
1. the slip casting structure in a kind of tunnel excavating process, it is characterised in that：From tunnel inner wall inwardly successively include rock stratum and
Section of jurisdiction layer, to be formed to save the side and roof arch for unit；It is provided with support frame to form hollow sandwich between the section of jurisdiction layer and rock stratum；
The side and roof arch bottom is provided with primary lining platform, is communicated with the top and bottom of the section of jurisdiction layer of every section side and roof arch hollow
The slip casting preformed hole of interlayer, the slip casting preformed hole is flexibly connected grouting pipe, the other end connection slip casting machine of the pipeline.
2. the slip casting structure in tunnel excavating process as claimed in claim 1, it is characterised in that：In the section of jurisdiction layer of every section crown
Top is arranged with one or two slip casting preformed hole, and the height and position of the slip casting preformed hole is higher than the tunnel total height
0.93。
3. the slip casting structure in tunnel excavating process as claimed in claim 1, it is characterised in that：The grouting pipe is provided with
Pan feeding valve.
4. the slip casting structure in tunnel excavating process as claimed in claim 2, it is characterised in that：The grouting pipe is also in parallel
There is mixing tube, valve, the end connection waterglass liquid liquid of the mixing tube are provided with the grouting pipe and the mixing tube
Waterglass pump is installed on storehouse, the mixing tube.
5. the slip casting structure in tunnel excavating process as claimed in claim 1, it is characterised in that：Installed on the grouting pipe
There is pressure gauge.
6. the slip casting structure in tunnel excavating process as claimed in claim 1, it is characterised in that：The slip casting machine is installed on tunnel
In road tunneling process on the trailer of heading equipment.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720120332.2U CN206458480U (en) | 2017-02-09 | 2017-02-09 | Slip casting structure in tunnel excavating process |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720120332.2U CN206458480U (en) | 2017-02-09 | 2017-02-09 | Slip casting structure in tunnel excavating process |
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| CN206458480U true CN206458480U (en) | 2017-09-01 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106761837A (en) * | 2017-02-09 | 2017-05-31 | 中铁隧道集团有限公司 | Slip casting structure and supporting grouting method in tunnel excavating process |
| CN110566233A (en) * | 2019-09-20 | 2019-12-13 | 成龙建设集团有限公司 | method for duct piece wall post-grouting in shield tunnel construction of full-section hard rock stratum |
-
2017
- 2017-02-09 CN CN201720120332.2U patent/CN206458480U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106761837A (en) * | 2017-02-09 | 2017-05-31 | 中铁隧道集团有限公司 | Slip casting structure and supporting grouting method in tunnel excavating process |
| CN110566233A (en) * | 2019-09-20 | 2019-12-13 | 成龙建设集团有限公司 | method for duct piece wall post-grouting in shield tunnel construction of full-section hard rock stratum |
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