CN110219657A - Processing method after the main tunnel large deformation of coal measure strata tunnel - Google Patents
Processing method after the main tunnel large deformation of coal measure strata tunnel Download PDFInfo
- Publication number
- CN110219657A CN110219657A CN201910641856.XA CN201910641856A CN110219657A CN 110219657 A CN110219657 A CN 110219657A CN 201910641856 A CN201910641856 A CN 201910641856A CN 110219657 A CN110219657 A CN 110219657A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- deformation section
- steelframe
- arch
- preliminary bracing
- 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
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
Abstract
The present invention provides the processing method after a kind of coal measure strata tunnel main tunnel large deformation, comprising: S1) deformation section that determines tunnel main tunnel, multiple injected holes are radially performed in the tunnel arch wall of deformation section, and inject grouting serous fluid into each injected hole；S2 original supporting of deformation section) is removed, and digs deformation section to designated depth to be formed to Support Deformation section along the radial direction of tunnel main tunnel；S3) fitting performs supporting to the arch wall of Support Deformation section and inverted arch portion, and supporting includes the double-deck preliminary bracing and secondary lining, and the double-deck preliminary bracing includes first layer preliminary bracing and the second layer preliminary bracing that performs on the basis of first layer preliminary bracing.The processing method, to after deformation section slip casting, preliminary bracing is carried out to the deformation section of tunnel main tunnel using the supporting construction of the double-deck supporting, enhance the supporting intensity of entire tunnel support structure, it is able to solve the problems such as caused just branch cracking, inverted arch pucking protuberance when large deformation occur for tunnel main tunnel, prevents the country rock of deformation section from large deformation occurring again.
Description
Technical field
The present invention relates to technical field of tunnel construction, and in particular, to a kind of tunnel main tunnel generation in coal measure strata
Processing method after large deformation.
Background technique
Positioned at the high slope constructing tunnel at your railway Zhenxiong to Bijie section, constructing tunnel overall length 7939m, one-tunnel two-tracks, line
Road longitudinal slope single side goes up a slope maximum buried depth about 445m, when the constructing tunnel need to by tomography at 3,1 to tiltedly, at 2 at anticline and 2 it is big
Type joint band, tunnel middle part will also pass through P2L high methane coal measure strata is influenced by complicated landform after constructing tunnel, and tunnel encloses
Rock intensity is low, the poor Supporting Structure deformation caused after construction of self-stable ability, while unfavorable by high-ground stress, underground water and rock stratum etc.
Country rock large deformation occurs after the completion of constructing tunnel for the influence of factor, leads to the first branch cracking in part, the stripping of vault concrete in tunnel
Fall that chip off-falling, steelframe twisted phenomena be serious, cracking longitudinally occurs in inverted arch fill surface and fill surface on there is phenomena such as pucking protuberance, be
First branch cracking, vault concrete scaling caused by solving in above-mentioned geological environment after the completion of constructing tunnel because of large deformation fall
Block, steelframe distortion, inverted arch fill surface longitudinally occur occurring the problems such as pucking protuberance in crack and fill surface, need a kind of construction party
Method is gone to solve the problems, such as above-mentioned various.
Summary of the invention
The purpose of the present invention is cracking for just branch caused when large deformation occurring in the tunnel main tunnel in coal measure strata,
The problems such as concrete scaling chip off-falling, inverted arch pucking protuberance, the processing method after a kind of coal measure strata tunnel main tunnel large deformation is provided
Caused above problem when solving the generation large deformation of tunnel main tunnel.
To achieve the goals above, the embodiment of the present invention provides the processing side after a kind of coal measure strata tunnel main tunnel large deformation
Method the treating method comprises following steps: the deformation section of tunnel main tunnel S1) be determined, in the tunnel arch wall diameter of the deformation section
To performing multiple injected holes, and grouting serous fluid is injected into each injected hole；S2 original for) removing the deformation section
Shield, and the deformation section is digged to designated depth along the radial direction of the tunnel main tunnel to be formed to Support Deformation section；S3) it is bonded institute
It states and performs supporting to the arch wall of Support Deformation section and inverted arch portion, the supporting includes the double-deck preliminary bracing and secondary lining, described
The double-deck preliminary bracing includes first layer preliminary bracing and the second layer preliminary bracing that performs on the basis of first layer preliminary bracing.
Specifically, the first layer preliminary bracing includes: that the fitting tunnel arch wall and tunnel to Support Deformation section is faced upward
The concrete of given thickness is sprayed to complete just pneumatically placed concrete in arch；Agree with the tunnel to Support Deformation section for completing just pneumatically placed concrete
Road arch wall sets up multiple first arch wall steelframes to fixed spacing according to first along the longitudinal of the tunnel main tunnel；At every adjacent two
Reinforced mesh is laid in tunnel arch wall between first arch wall steelframe；Two adjacent the first arch wall steelframes are passed through into more connections
Reinforcing bar is fixedly connected to complete the first arch wall steelframe and fix with Duo Gen connection steelframe；To completion the first arch wall steelframe fixation wait prop up
The tunnel arch wall of deformation section is protected according to first thickness gunite concrete；The tunnel to Support Deformation section of just pneumatically placed concrete is completed in fitting
Road inverted arch portion is laid with reinforced mesh along the longitudinal of the tunnel main tunnel；Agree with complete to be laid with reinforced mesh to Support Deformation section
Tunnel inverted arch portion sets up multiple first inverted arch steelframes to fixed spacing according to first along the longitudinal of the tunnel main tunnel, makes every one first
Inverted arch steelframe closes cyclization with corresponding first arch wall steelframe；Two adjacent the first inverted arch steelframes are passed through into more connection reinforcing bars
It is fixedly connected with more connection steelframes to complete the first inverted arch steelframe and fix；To completing, the first inverted arch steelframe is fixed to be become to supporting
The tunnel inverted arch portion of shape section is according to first thickness gunite concrete；It completes to become described in first thickness concrete ejection to supporting
Multiple first anchor poles with the first given length are performed in the tunnel arch wall of shape section, are faced upward in the tunnel to Support Deformation section
Arch performs multiple first inverted arch anchor poles with the second given length, completes first layer preliminary bracing.
Specifically, the second layer preliminary bracing includes: the fitting completion first layer preliminary bracing to Support Deformation
The tunnel inverted arch portion of section is laid with reinforced mesh along the longitudinal direction of the tunnel main tunnel again；Agree with and completes to be laid with reinforced mesh again
Tunnel inverted arch portion to Support Deformation section sets up multiple second inverted arch to fixed spacing according to second along the longitudinal of the tunnel main tunnel
Steelframe；Two adjacent the second inverted arch steelframes are fixedly connected by more connection reinforcing bars with Duo Gen connection steelframe to complete second
Inverted arch steelframe is fixed；It is sprayed to the fixed tunnel inverted arch portion to Support Deformation section of the second inverted arch steelframe is completed according to second thickness
Concrete；Agree with complete the tunnel arch wall of the first layer preliminary bracing along the tunnel main tunnel it is longitudinal according to second it is given between
Away from multiple second arch wall steelframes are set up, so that every one second arch wall steelframe closes cyclization with corresponding second inverted arch steelframe；In phase
Reinforced mesh is laid in tunnel arch wall between two adjacent the second arch wall steelframes；Two adjacent the second arch wall steelframes are passed through
More connection reinforcing bars are fixedly connected to complete the second arch wall steelframe and fix with Duo Gen connection steelframe；It is solid to the second arch wall steelframe is completed
Fixed tunnel arch wall completes second layer preliminary bracing according to second thickness gunite concrete.
Specifically, first given length and second given length are between 8m-12m.
Specifically, the processing method further includes starting the second layer after completing the first layer preliminary bracing
Before preliminary bracing, execute detecting step: the deflection to Support Deformation section of the first layer preliminary bracing is completed in detection, and
The deflection is compared with deformation allowance；When the deflection be more than or equal to 1/2 deformation allowance when or first layer
First arch wall steelframe of preliminary bracing deforms, and the arch wall to Support Deformation section of the first layer preliminary bracing is completed in fitting
And inverted arch portion performs the second layer preliminary bracing.
Specifically, the processing method further include: after step S2), before step S3), be close to Support Deformation
The arch wall of section and inverted arch portion are along the longitudinal circumferential more to fixed spacing setting to fixed spacing and first according to third of the tunnel main tunnel
A pressure from surrounding rock box.
Specifically, after the erection for completing the first arch wall steelframe, according to the second ring on the first arch wall steelframe
Multiple steelframe stress meters are set to fixed spacing, in the first inverted arch steelframe after the erection for completing the first inverted arch steelframe
On give fixed spacing that multiple steelframe stress meters are set according to second.
Specifically, the processing method further includes monitoring step, and the processing method further includes monitoring step, using described
Steelframe stress meter monitors the steelframe stress of the first arch wall steelframe and the first inverted arch steelframe described in first layer preliminary bracing, adopts
It is described to the pressure from surrounding rock around Support Deformation section with pressure from surrounding rock box monitoring
Specifically, step S2) remove original supporting of the deformation section, comprising: the original of the deformation section is removed by Pin
Supporting, while in the deformation section of the original supporting of dismounting to which jet blower is arranged in excavation face to be discharged in the deformation section
Pernicious gas.
The present invention provides the processing method after a kind of coal measure strata tunnel main tunnel large deformation, which is used in coal measures
In the geological environment on stratum after the completion of constructing tunnel, large deformation occurs in tunnel main tunnel, the processing method provided by the present invention is true
After making the deformation section in tunnel main tunnel, injected by drilling out multiple injected holes on the arch wall to deformation section, and into injected hole
Grouting serous fluid carries out preliminary reinforcing to the country rock of deformation section, complete deformation section country rock it is preliminary reinforce after, to deformation section into
Row digs, and the deformation section is digged designated depth, supporting is performed to Support Deformation section to what is formed after digging, is bonded wait prop up
The arch wall of shield deformation section performs the double-deck preliminary bracing and secondary lining, in order to guarantee that the supporting intensity in large deformation section tunnel occurs,
The double-deck preliminary bracing includes first layer preliminary bracing and second layer preliminary bracing, and the first layer preliminary bracing performed and the second layer
Preliminary bracing is closed annular structure, after the completion of the double-deck preliminary bracing, in order to further prevent in the double-deck initial stage branch
Deformation section deforms again after shield, and circular secondary lining is performed on the basis of the double-deck preliminary bracing, is deforming in this way
Section has the stable supporting construction of the double-layer circular cricoid double-deck preliminary bracing and one layer of round secondary lining.
The processing method provided by the present invention is treated supporting using the double-deck preliminary bracing and is become to after tunnel deformation segment slip casting
Shape section carries out preliminary bracing, enhances the supporting intensity of entire tunnel support structure, is able to solve tunnel main tunnel in the big of generation
When deformation the problems such as caused just branch cracking, steelframe distortion, concrete scaling chip off-falling, inverted arch pucking protuberance, preferably prevent from becoming
Large deformation occurs again for the country rock of shape section.
Other features and advantages of the present invention will the following detailed description will be given in the detailed implementation section.
Detailed description of the invention
The drawings are intended to provide a further understanding of the invention, and constitutes part of specification, with following tool
Body embodiment is used to explain the present invention together, but is not construed as limiting the invention.In the accompanying drawings:
Fig. 1 is the flow chart of the processing method after the coal measure strata tunnel main tunnel large deformation that embodiment of the present invention provides；
Fig. 2 is that anchor pole is set in processing method after the coal measure strata tunnel main tunnel large deformation that embodiment of the present invention provides
Set schematic diagram.
Specific embodiment
Below in conjunction with attached drawing, detailed description of the preferred embodiments.It should be understood that this place is retouched
The specific embodiment stated is merely to illustrate and explain the present invention, and is not intended to restrict the invention.
It should be noted that in the absence of conflict, the feature in embodiment and embodiment in the present invention can phase
Mutually combination.
In the present invention, in the absence of explanation to the contrary, the noun of locality used such as " upper and lower, top, bottom " is usually needle
For direction shown in the drawings either for it is vertical, on vertical or gravity direction for each component mutual alignment relation
Word is described.
The present invention will be described in detail below with reference to the accompanying drawings and embodiments.
Embodiment of the present invention provides the processing method after a kind of coal measure strata tunnel main tunnel large deformation, and Fig. 1 is for coal measures
The flow chart of processing method after layer tunnel main tunnel large deformation, the treating method comprises following steps: S1) determine tunnel main tunnel
Deformation section, radially perform multiple injected holes in the tunnel arch wall of the deformation section, and into each injected hole inject note
Starch slurries；S2 it) removes original supporting of the deformation section, and digs the deformation section to specifying along the radial direction of the tunnel main tunnel
Depth is to form to Support Deformation section；S3) fitting is described performs supporting, the supporting to the arch wall of Support Deformation section and inverted arch portion
Including the double-deck preliminary bracing and secondary lining, the bilayer preliminary bracing includes first layer preliminary bracing and in first layer initial stage branch
The second layer preliminary bracing performed on the basis of shield.
Processing method after coal measure strata tunnel main tunnel large deformation provided by the invention, first tunnel main tunnel deformation section into
The country rock of deformation section is tentatively reinforced in row slip casting, removes what the original supporting construction of deformation section tentatively reinforced process later
Deformation section is digged, and is digged to be formed to Support Deformation section by deformation section according to designated depth, is bonded to Support Deformation section sequentially
First layer preliminary bracing and second layer preliminary bracing are performed, the double-deck preliminary bracing is completed, on the basis of second layer preliminary bracing
Secondary lining is performed, using the support pattern of the double-deck preliminary bracing, the supporting intensity entirely to Support Deformation section can be reinforced, is solved
Just branch cracking, steelframe distortion, concrete scaling chip off-falling, inverted arch pucking swell caused by when having determined because of the generation large deformation of tunnel main tunnel
The problems such as.
In one embodiment, after the deformation section that tunnel main tunnel has been determined, as shown in Fig. 2, along the longitudinal direction of tunnel main tunnel
Country rock according to every spacing 1.2m on tunnel main tunnel deformation section periphery performs the radial injected hole of multi-turn and into each injected hole
Slip casting, for example, the injected hole that aperture is 50mm is drilled out on the arch wall of deformation section, ring of each circle injected hole in deformation section arch wall
It is 1.2m, drilling depth 5m to spacing, after injected hole is drilled to, injects grouting serous fluid into each injected hole, injected
Grouting serous fluid is formed by sulphate aluminium cement and other auxiliaries, by the grouting serous fluid of preparation with the slip casting pressure of 1.0-2.0Mpa
Power is injected into each injected hole, later, will by realizing the preliminary reinforcing to deformation section peripheral rock to injected hole slip casting
The first layer preliminary bracing to be formed and agree with to Support Deformation section and perform to Support Deformation section is digged by the deformation section tentatively reinforced
It is closed cyclic annular supporting construction with second layer preliminary bracing, with support to the country rock around Support Deformation section, formation is stablized
Cyclic annular supporting construction, perform after the double-deck preliminary bracing secondary lining with it is further strengthen complete the double-deck preliminary bracing wait prop up
The supporting intensity for protecting deformation section, be finally completed the double-deck preliminary bracing and secondary lining formed to Support Deformation section have it is closed
Cricoid bilayer preliminary bracing and secondary lining, the processing method can be solved preferably because drawing when large deformation occurs for tunnel main tunnel
The problems such as first branch cracking, steelframe distortion, concrete scaling chip off-falling, the inverted arch pucking risen swells.
In order to carry out supporting to Support Deformation section to what is excavated in time, stablize to the country rock around Support Deformation section, tool
Body, the first layer preliminary bracing includes: that fitting is described to be injected to the tunnel arch wall of Support Deformation section and tunnel inverted arch portion
The concrete of thickness is determined to complete just pneumatically placed concrete；Agree with the tunnel arch wall to Support Deformation section for completing just pneumatically placed concrete along institute
It states the longitudinal of tunnel main tunnel and sets up multiple first arch wall steelframes to fixed spacing according to first；In every two adjacent the first arch wall steel
Reinforced mesh is laid in tunnel arch wall between frame；Two adjacent the first arch wall steelframes are passed through into more connection reinforcing bars and Duo Gen
Connection steelframe is fixedly connected to complete the first arch wall steelframe and fix；To complete the first arch wall steelframe it is fixed to Support Deformation section
Tunnel arch wall is according to first thickness gunite concrete；The tunnel inverted arch portion edge to Support Deformation section of just pneumatically placed concrete is completed in fitting
The longitudinal of the tunnel main tunnel is laid with reinforced mesh；Agree with the tunnel inverted arch portion to Support Deformation section for completing to be laid with reinforced mesh
Longitudinal along the tunnel main tunnel gives fixed spacing to set up multiple first inverted arch steelframes according to first, make every one first inverted arch steelframe with
Corresponding first arch wall steelframe closing cyclization；Two adjacent the first inverted arch steelframes are connected by more connection reinforcing bars with Duo Gen
Steelframe is fixedly connected to complete the first inverted arch steelframe and fix；The tunnel to Support Deformation section fixed to the first inverted arch steelframe of completion
Inverted arch portion is according to first thickness gunite concrete；Complete the tunnel described in first thickness concrete ejection to Support Deformation section
Multiple first anchor poles with the first given length are performed on arch wall, are performed in the tunnel inverted arch portion to Support Deformation section more
A first inverted arch anchor pole with the second given length completes first layer preliminary bracing.
In one embodiment, just spray is sprayed with a thickness of the concrete of 4cm just in the tunnel arch wall to Support Deformation section
Concrete to set up the first arch wall steelframe in Support Deformation section, multistage HW200 fashioned iron steel can be selected in every one first arch wall steelframe
Frame is assemblied to form, and first between every two the first arch wall steelframe is set as 0.6m to fixed spacing, and specifically, first gives fixed spacing
It is determined according to country rock situation, after the completion of the first arch wall steelframe is set up in the tunnel arch wall of every two the first arch wall steelframe bracket
It is laid with reinforced mesh, by connection reinforcing bar and connects fixed two adjacent the first arch wall steelframes of steelframe, the steel mesh being laid with
Grid spacing 20cm × 20cm of piece, after fixing the first arch wall steelframe two-by-two, to the arch wall injection to Support Deformation section
First thickness is the concrete of 24-26cm；The inverted arch portion to Support Deformation section after being bonded just pneumatically placed concrete is laid with steelframe mesh sheet,
Agree with the first inverted arch steelframe of tunnel inverted arch portion erection to Support Deformation section for being equipped with reinforced mesh, makes set up every one first
Inverted arch steelframe closes cyclization with corresponding first arch wall steelframe, in order to ensure the supporting of the first inverted arch steelframe and the first arch wall steelframe
Two adjacent the first inverted arch steelframes are fixedly connected, by the first inverted arch steelframe and the first arch wall steelframe, so that first by intensity
The internal structure of layer preliminary bracing forms a-circle-by-a-circle circumferential support steelframe, the inverted arch portion fixed to the first inverted arch steelframe of completion
The concrete that injection first thickness is 24-26cm performs multiple first given lengths later in the arch wall to Support Deformation section
The first anchor pole, multiple first anchor poles are according to longitudinal pitch 1.2m, and circumferential spacing 1.2m setting, the size of the first anchor pole is according to tool
The country rock situation of body is arranged, for example, selectionSelf-feeding anchor pile, the first given length of the first anchor pole is between 8m-
12m, in general, the first anchor pole on the abutment wall of arch wall selects the anchor pole that the first given length is 8m to carry out surrounding rock consolidation, arch wall
It is 12m bolt anchorage that the first given length is usually selected in arch；The first inverted arch of the second given length is equally performed in inverted arch portion
Anchor pole, it is 12m's that length, which can be selected, in the first inverted arch anchor pole performedSelf-feeding anchor pile inverted arch portion carry out country rock
It reinforces, first layer preliminary bracing is completed, and first layer preliminary bracing is performed by treating supporting section, so as to supporting section deformation section
The supporting construction in arch wall and inverted arch portion closing cyclization, supporting construction are stablized.
The processing method provided by the present invention is mainly used in coal measure strata and has occurred and that the branch of the tunnel construction sections of large deformation
Shield, according to this special geological conditions, the supporting section intensity for needing to strengthen whole deformation section tunnel is possible to avoid again
It deforms, specifically, the second layer preliminary bracing includes: the fitting completion first layer preliminary bracing to Support Deformation
The tunnel inverted arch portion of section is laid with reinforced mesh along the longitudinal direction of the tunnel main tunnel again；Agree with and completes to be laid with reinforced mesh again
Tunnel inverted arch portion to Support Deformation section sets up multiple second inverted arch to fixed spacing according to second along the longitudinal of the tunnel main tunnel
Steelframe；Two adjacent the second inverted arch steelframes are fixedly connected by more connection reinforcing bars with Duo Gen connection steelframe to complete second
Inverted arch steelframe is fixed；It is sprayed to the fixed tunnel inverted arch portion to Support Deformation section of the second inverted arch steelframe is completed according to second thickness
Concrete；Agree with complete the tunnel arch wall of the first layer preliminary bracing along the tunnel main tunnel it is longitudinal according to second it is given between
Away from multiple second arch wall steelframes are set up, so that every one second arch wall steelframe closes cyclization with corresponding second inverted arch steelframe；In phase
Reinforced mesh is laid in tunnel arch wall between two adjacent the second arch wall steelframes；Two adjacent the second arch wall steelframes are passed through
More connection reinforcing bars are fixedly connected to complete the second arch wall steelframe and fix with Duo Gen connection steelframe；It is solid to the second arch wall steelframe is completed
Fixed tunnel arch wall completes second layer preliminary bracing according to second thickness gunite concrete.
In one embodiment, when performing the first arch wall anchor pole and the first inverted arch anchor pole, specifically, described first is given
Length and second given length are between 8m-12m.Select length for 8m for the abutment wall portion of the arch wall to Support Deformation section
'sSelf-feeding anchor pile carry out surrounding rock consolidation in arch wall abutment wall, for the arch of arch wall, to select length be 12mSelf-feeding anchor pile carry out surrounding rock consolidation in arch wall arch, it is 12m that inverted arch portion, which selects length,From into
Formula anchor pole carries out the surrounding rock consolidation of inverted arch portion, and anchor pole selection length is determined according to the wall rock condition at scene in concrete application.
For the supporting intensity of Enhanced support structure, specifically, the processing method after completing first layer preliminary bracing
It further include before starting the second layer preliminary bracing, executing detecting step: inspection after completing the first layer preliminary bracing
The deflection to Support Deformation section for completing the first layer preliminary bracing is surveyed, and the deflection and deformation allowance are carried out
Compare；When the deflection is more than or equal to 1/2 deformation allowance or the first arch wall steelframe of first layer preliminary bracing occurs sternly
Deform again, fitting complete the first layer preliminary bracing perform the second layer to the arch wall of Support Deformation section and inverted arch portion at the beginning of
Phase supporting.
In one embodiment, in practice of construction, the deflection of the arch wall to Support Deformation section is monitored, reserved become is set
Shape amount is that arch wall deflection is compared with the deformation allowance of setting after detecting the deflection of arch wall, works as change by 30cm
Either occur in the first arch wall steelframe that discovery performs first layer preliminary bracing when shape amount is more than or equal to 1/2 deformation allowance tight
When deforming again, require to perform second layer preliminary bracing in time to reinforce preventing large deformation to the supporting intensity of Support Deformation section
Further occurrence.
In one embodiment, it completes to perform secondary lining, secondary lining packet after Support Deformation section bilayer preliminary bracing
It includes: agreeing with the inverted arch portion to Support Deformation section for completing the double-deck preliminary bracing along the longitudinal according to default spacing of the tunnel main tunnel
More Pin grid steel frames are set up, multiple longitudinal reinforcements are set to the inverted arch portion to Support Deformation section for being provided with grid steel frame, it is multiple
The extending direction of longitudinal reinforcement is identical as the longitudinal direction to Support Deformation section and connects across multiple grid steel frames and multiple grid steel frames
It connects, binding filling reinforcing bar is integrally formed filling reinforcing bar with grid steel frame on grid steel frame later, to prevent later period inverted arch from filling out
It fills monolithic concrete construction and pucking cracking occurs after the completion, inverted arch is executed after the binding for completing filling reinforcing bar and fills entirety coagulation
Soil pours, when inverted arch filling monolithic concrete pour in concrete reach predetermined strength after, perform arch wall lining cutting, two have served as a contrast
At entirely to the supporting completion of Support Deformation section.
In order to understand the variation to pressure from surrounding rock around Support Deformation section after completing first layer preliminary bracing, specifically,
The processing method further include: after step S2), before step S3), be close to the arch wall and inverted arch portion to Support Deformation section
Multiple pressure from surrounding rock boxes are arranged to fixed spacing to fixed spacing and first are circumferential according to third in longitudinal along the tunnel main tunnel.
Specifically, circumferential according to second on the first arch wall steelframe after the erection for completing the first arch wall steelframe
Multiple steelframe stress meters are set to fixed spacing, after the erection for completing the first inverted arch steelframe on the first inverted arch steelframe
Multiple steelframe stress meters are set to fixed spacing according to second.
Specifically, the processing method further includes monitoring step, monitors first layer initial stage branch using the steelframe stress meter
The steelframe stress of first arch wall steelframe and the first inverted arch steelframe described in shield, using pressure from surrounding rock box monitoring it is described to
Pressure from surrounding rock around Support Deformation section.
In one embodiment, third is set as 40m to fixed spacing, in the one corral rock pressure of place setting at interval of 40m
Power box gives fixed spacing to weld multiple steelframe stress meters, benefit on the first arch wall steelframe and the first inverted arch steelframe according to the second circumferential direction
With the steelframe of the first arch wall steelframe and the first inverted arch steelframe in supporting construction after the monitoring first layer preliminary bracing of steelframe stress meter
Stress is detected using pressure from surrounding rock box to the pressure from surrounding rock around Support Deformation section, by the steelframe stress of monitoring and to supporting
Whether deform in the structure of pressure from surrounding rock judgement first layer preliminary bracing around deformation section, assesses the safety of the deformation section
Degree provides scientific basis for tunnel subsequent use and maintenance and reinforcement, while also construction quality, the improvement to evaluate the tunnel
Design provides field data.
In order to guarantee construction safety, specifically, step S2 when handling large deformation section) remove the original of the deformation section
Supporting, comprising: original supporting of the deformation section is removed by Pin, while in the deformation section of the original supporting of dismounting wait excavate
Pernicious gas of the jet blower to be discharged in the deformation section is set on face.
In one embodiment, it when removing original supporting, is removed by Pin and is conducive to construction safety, when Specific construction, removed
After the original supporting of one Pin, that is, start to dig the dismounting section, which carries out supporting to this section after digging forming, in this way using by Pin
It removes, dig by Pin, can guarantee entire construction safety by the form of construction work of Pin supporting and prevent the country rock of deformation section from occurring
More serious deformation；In construction, in order to ensure avoiding the gas of this section in the air circulation of the tunnel main tunnel deformation section of construction
Excessive concentration causes construction accident, in the main tunnel deformation section to which jet blower is arranged in excavation face to prevent tunnel of deformation section
The accumulation of gas, it is ensured that gas density is lower than construction requirement, guarantees construction safety.
The present invention provides the processing method after a kind of coal measure strata tunnel main tunnel large deformation, which is used in coal measures
In the geological environment on stratum after the completion of constructing tunnel, large deformation occurs in tunnel main tunnel, the processing method provided by the present invention is true
After making the deformation section in tunnel main tunnel, injected by drilling out multiple injected holes on the arch wall to deformation section, and into injected hole
Grouting serous fluid carries out preliminary reinforcing to the country rock of deformation section, complete deformation section country rock it is preliminary reinforce after, to deformation section into
Row digs, and the deformation section is digged designated depth, supporting is performed to Support Deformation section to what is formed after digging, is bonded wait prop up
The arch wall of shield deformation section performs the double-deck preliminary bracing and secondary lining, in order to guarantee that the supporting intensity in large deformation section tunnel occurs,
The double-deck preliminary bracing includes first layer preliminary bracing and second layer preliminary bracing, and the first layer preliminary bracing performed and the second layer
Preliminary bracing is closed annular structure, after the completion of the double-deck preliminary bracing, in order to further prevent in the double-deck initial stage branch
Deformation section deforms again after shield, and circular secondary lining is performed on the basis of the double-deck preliminary bracing, is deforming in this way
Section has the stable supporting construction of the double-layer circular cricoid double-deck preliminary bracing and one layer of round secondary lining.
The processing method provided by the present invention, to after tunnel deformation segment slip casting, using the supporting knot of the double-deck preliminary bracing pair
Structure carries out preliminary bracing to the deformation section of tunnel main tunnel, enhances the supporting intensity of entire tunnel support structure, is able to solve tunnel
Road main tunnel caused just branch cracking, steelframe distortion, concrete scaling chip off-falling, inverted arch pucking protuberance etc. in the large deformation of generation are asked
Topic, preferably prevents the country rock of deformation section from large deformation occurring again.
It is described the prefered embodiments of the present invention in detail above in conjunction with attached drawing, still, the present invention is not limited to above-mentioned realities
The detail in mode is applied, within the scope of the technical concept of the present invention, a variety of letters can be carried out to technical solution of the present invention
Monotropic type, these simple variants all belong to the scope of protection of the present invention.
It is further to note that specific technical features described in the above specific embodiments, in not lance
In the case where shield, can be combined in any appropriate way, in order to avoid unnecessary repetition, the present invention to it is various can
No further explanation will be given for the combination of energy.
In addition, various embodiments of the present invention can be combined randomly, as long as it is without prejudice to originally
The thought of invention, it should also be regarded as the disclosure of the present invention.
Claims (9)
1. the processing method after a kind of coal measure strata tunnel main tunnel large deformation, which is characterized in that the treating method comprises following
Step:
S1 the deformation section for) determining tunnel main tunnel radially performs multiple injected holes in the tunnel arch wall of the deformation section, and to each
Grouting serous fluid is injected in the injected hole；
S2 original supporting of the deformation section) is removed, and digs the deformation section to specified depth along the radial direction of the tunnel main tunnel
Degree is to form to Support Deformation section；
S3) fitting is described performs supporting to the arch wall of Support Deformation section and inverted arch portion, the supporting include the double-deck preliminary bracing and
Secondary lining, the bilayer preliminary bracing include first layer preliminary bracing and performed on the basis of first layer preliminary bracing the
Two layers of preliminary bracing.
2. processing method according to claim 1, which is characterized in that the first layer preliminary bracing includes:
Fitting is described to spray the concrete of given thickness to the tunnel arch wall of Support Deformation section and tunnel inverted arch portion to complete just to spray
Concrete；
Agree with complete the tunnel arch wall to Support Deformation section of just pneumatically placed concrete along the tunnel main tunnel it is longitudinal according to first to
Fixed spacing sets up multiple first arch wall steelframes；
Reinforced mesh is laid in tunnel arch wall between every two adjacent the first arch wall steelframes；
Two adjacent the first arch wall steelframes are fixedly connected by more connection reinforcing bars with Duo Gen connection steelframe to complete first
Arch wall steelframe is fixed；
The tunnel arch wall to Support Deformation section fixed to the first arch wall steelframe of completion is according to first thickness gunite concrete；
The tunnel inverted arch portion to Support Deformation section that just pneumatically placed concrete is completed in fitting is laid with reinforcing bar along the longitudinal of the tunnel main tunnel
Mesh sheet；
Agree with the tunnel inverted arch portion to Support Deformation section that completes to be laid with reinforced mesh along the longitudinal according to the of the tunnel main tunnel
One gives fixed spacing to set up multiple first inverted arch steelframes, make every one first inverted arch steelframe and the closing of corresponding first arch wall steelframe at
Ring；
Two adjacent the first inverted arch steelframes are fixedly connected by more connection reinforcing bars with Duo Gen connection steelframe to complete first
Inverted arch steelframe is fixed；
The tunnel inverted arch portion to Support Deformation section fixed to the first inverted arch steelframe of completion is according to first thickness gunite concrete；
Performed on completing tunnel arch wall to Support Deformation section described in first thickness concrete ejection it is multiple have first to
First anchor pole of measured length, performing in the tunnel inverted arch portion to Support Deformation section multiple has the first of the second given length
Inverted arch anchor pole completes first layer preliminary bracing.
3. processing method according to claim 2, which is characterized in that the second layer preliminary bracing includes:
Fitting completes the tunnel inverted arch portion to Support Deformation section of the first layer preliminary bracing along the longitudinal direction of the tunnel main tunnel
It is laid with reinforced mesh again；
Agree with the tunnel inverted arch portion to Support Deformation section that completes to be laid with reinforced mesh again along the tunnel main tunnel it is longitudinal by
Multiple second inverted arch steelframes are set up to fixed spacing according to second；
Two adjacent the second inverted arch steelframes are fixedly connected by more connection reinforcing bars with Duo Gen connection steelframe to complete second
Inverted arch steelframe is fixed；
The tunnel inverted arch portion to Support Deformation section fixed to the second inverted arch steelframe of completion is according to second thickness gunite concrete；
Agree with the tunnel arch wall for completing the first layer preliminary bracing along the tunnel main tunnel longitudinally according to second to fixed spacing
Multiple second arch wall steelframes are set up, so that every one second arch wall steelframe closes cyclization with corresponding second inverted arch steelframe；
Reinforced mesh is laid in tunnel arch wall between two adjacent the second arch wall steelframes；
Two adjacent the second arch wall steelframes are fixedly connected by more connection reinforcing bars with Duo Gen connection steelframe to complete second
Arch wall steelframe is fixed；
To the fixed tunnel arch wall of the second arch wall steelframe is completed according to second thickness gunite concrete, second layer initial stage branch is completed
Shield.
4. processing method according to claim 3, which is characterized in that first given length gives fixed length with described second
Degree is between 8m-12m.
5. processing method according to claim 1, which is characterized in that the processing method further includes completing described first
After layer preliminary bracing, before starting the second layer preliminary bracing, detecting step is executed:
The deflection to Support Deformation section of the first layer preliminary bracing is completed in detection, and by the deflection and prearrangement of deformation amount
Amount is compared；
When the deflection is more than or equal to 1/2 deformation allowance or the first arch wall steelframe of first layer preliminary bracing becomes
Shape, the fitting completion first layer preliminary bracing perform the second layer initial stage branch to the arch wall of Support Deformation section and inverted arch portion
Shield.
6. processing method according to claim 2, which is characterized in that the processing method further include: step S2) it
Afterwards, before step S3), it is close to give along the longitudinal of the tunnel main tunnel according to third to the arch wall of Support Deformation section and inverted arch portion
Fixed spacing and the first circumferential direction give fixed spacing that multiple pressure from surrounding rock boxes are arranged.
7. processing method according to claim 6, which is characterized in that after the erection for completing the first arch wall steelframe,
It gives fixed spacing that multiple steelframe stress meters are set according to the second circumferential direction on the first arch wall steelframe, completes first inverted arch
After the erection of steelframe, multiple steelframe stress meters are set to fixed spacing according to second on the first inverted arch steelframe.
8. processing method according to claim 7, which is characterized in that the processing method further includes monitoring step, is used
The steelframe of first arch wall steelframe described in the steelframe stress meter monitoring first layer preliminary bracing and the first inverted arch steelframe is answered
Power, it is described to the pressure from surrounding rock around Support Deformation section using pressure from surrounding rock box monitoring.
9. processing method according to claim 1, which is characterized in that step S2) original supporting of the deformation section is removed,
Include:
Original supporting of the deformation section is removed by Pin, while in the deformation section of the original supporting of dismounting to set in excavation face
The pernicious gas that jet blower is set to be discharged in the deformation section.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910641856.XA CN110219657A (en) | 2019-07-16 | 2019-07-16 | Processing method after the main tunnel large deformation of coal measure strata tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910641856.XA CN110219657A (en) | 2019-07-16 | 2019-07-16 | Processing method after the main tunnel large deformation of coal measure strata tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110219657A true CN110219657A (en) | 2019-09-10 |
Family
ID=67813573
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910641856.XA Pending CN110219657A (en) | 2019-07-16 | 2019-07-16 | Processing method after the main tunnel large deformation of coal measure strata tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110219657A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113513341A (en) * | 2021-05-10 | 2021-10-19 | 中铁十六局集团第二工程有限公司 | Method for treating cracking of primary support of water delivery tunnel |
| CN114718446A (en) * | 2022-04-18 | 2022-07-08 | 中铁二院工程集团有限责任公司 | Mountain railway tunnel drilling arrangement method and deep hole drilling method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE4127992A1 (en) * | 1991-08-23 | 1993-02-25 | Huels Troisdorf | CONCRETE PLASTIC COMPOSITE PIPE, METHOD FOR THE PRODUCTION THEREOF AND ITS USE AS A DRIVE TUBE |
| JPH05321592A (en) * | 1992-05-25 | 1993-12-07 | Hitachi Ltd | Sound absorbing tunnel |
| CN101638987A (en) * | 2009-07-24 | 2010-02-03 | 中铁二十一局集团有限公司 | Tunnel construction method for crossing high-pressure water-enriched fracture zone with curtain grouting and grout stopping wall |
| CN107097242A (en) * | 2017-07-04 | 2017-08-29 | 水利部交通运输部国家能源局南京水利科学研究院 | A kind of long range free flow water conveyer tunnel automatic surveying robot and method |
-
2019
- 2019-07-16 CN CN201910641856.XA patent/CN110219657A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE4127992A1 (en) * | 1991-08-23 | 1993-02-25 | Huels Troisdorf | CONCRETE PLASTIC COMPOSITE PIPE, METHOD FOR THE PRODUCTION THEREOF AND ITS USE AS A DRIVE TUBE |
| JPH05321592A (en) * | 1992-05-25 | 1993-12-07 | Hitachi Ltd | Sound absorbing tunnel |
| CN101638987A (en) * | 2009-07-24 | 2010-02-03 | 中铁二十一局集团有限公司 | Tunnel construction method for crossing high-pressure water-enriched fracture zone with curtain grouting and grout stopping wall |
| CN107097242A (en) * | 2017-07-04 | 2017-08-29 | 水利部交通运输部国家能源局南京水利科学研究院 | A kind of long range free flow water conveyer tunnel automatic surveying robot and method |
Non-Patent Citations (1)
| Title |
|---|
| 王欣亮: "高坡隧道软岩大变形段拆换施工技术研究", 《福建建设科技》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113513341A (en) * | 2021-05-10 | 2021-10-19 | 中铁十六局集团第二工程有限公司 | Method for treating cracking of primary support of water delivery tunnel |
| CN114718446A (en) * | 2022-04-18 | 2022-07-08 | 中铁二院工程集团有限责任公司 | Mountain railway tunnel drilling arrangement method and deep hole drilling method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108843332B (en) | Pass through fault belt large cross-section tunnel excavation and method for protecting support | |
| CN106400813B (en) | A kind of foundation pit support system and its construction method | |
| CN107605489B (en) | Three line Large span tunnel inclined shafts are into positive cavity construction method | |
| CN108915720B (en) | A kind of large cross-section tunnel passes through fault belt construction method | |
| CN106498950B (en) | Anchor head is placed in the implementation method of the Pile-Anchor Supporting for Deep Excavation system of pile body | |
| CN110541721A (en) | Support system and construction method for fully weathered surrounding rock tunnel in water-rich quicksand stratum | |
| CN108979667B (en) | Penetrating ground crushed zone tunnel top bar interval wall construction method | |
| CN110094213A (en) | The spaces union supporting construction and method for protecting support in a kind of rich water broken formation tunnel | |
| CN106400820A (en) | Cofferdam formed by latched steel tube and concrete combined piles and construction method | |
| CN108203983A (en) | A kind of deep foundation pit supporting structure and method | |
| CN103174434A (en) | Dissymmetric double-linking-arch tunnel structure and construction method thereof | |
| CN110159298A (en) | A kind of first branch button arch construction method of Underground Subway Station | |
| CN110777802A (en) | Deep foundation pit high-low span supporting structure and construction method thereof | |
| CN110318772A (en) | Canal in Loess Area is greatly across the asymmetric bore tunnel supporting construction of small interval and construction method | |
| CN110219657A (en) | Processing method after the main tunnel large deformation of coal measure strata tunnel | |
| CN208267862U (en) | A kind of bracing means at tunnel road surface crack | |
| CN107964971B (en) | A kind of precipitation method of the subway station using the construction of PBA engineering method | |
| CN206408630U (en) | Anchor head is placed in the Pile-Anchor Supporting for Deep Excavation system of pile body | |
| CN111734450B (en) | Safe and rapid tunneling and supporting method for water-rich fault zone tunnel | |
| CN210263073U (en) | Supporting construction that adjacent foundation ditch synchronous excavation was asynchronously backfilled | |
| KR101082995B1 (en) | Buried precast concrete wale for constructing basement wall and the method for constructing basement wall | |
| CN208456616U (en) | Pass through fault belt Tunnel and median septum strengthening supporting system | |
| CN212926108U (en) | End wall type guide wall structure | |
| CN112942368B (en) | Deep foundation pit construction method with side wall supporting function | |
| CN213448506U (en) | Plugging structure arranged between foundation pit fender posts |
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 | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20190910 |
|
| RJ01 | Rejection of invention patent application after publication |