CN107083977B - A kind of grouting strengthening method of the more granularities of argillaceous soft rock tunnel subregion - Google Patents
A kind of grouting strengthening method of the more granularities of argillaceous soft rock tunnel subregion Download PDFInfo
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- 239000011435 rock Substances 0.000 title claims abstract description 84
- 238000000034 method Methods 0.000 title claims abstract description 30
- 238000005728 strengthening Methods 0.000 title claims abstract description 19
- 235000019580 granularity Nutrition 0.000 title claims abstract description 18
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 claims abstract description 70
- 239000000377 silicon dioxide Substances 0.000 claims abstract description 35
- 239000004567 concrete Substances 0.000 claims abstract description 33
- 238000007789 sealing Methods 0.000 claims abstract description 21
- 230000002787 reinforcement Effects 0.000 claims abstract description 15
- 239000002002 slurry Substances 0.000 claims description 30
- 239000004568 cement Substances 0.000 claims description 29
- 238000007569 slipcasting Methods 0.000 claims description 25
- 239000000463 material Substances 0.000 claims description 12
- 231100000241 scar Toxicity 0.000 claims description 12
- 239000011378 shotcrete Substances 0.000 claims description 10
- 238000010276 construction Methods 0.000 claims description 9
- 238000011161 development Methods 0.000 claims description 9
- 230000000087 stabilizing effect Effects 0.000 claims description 8
- 238000009792 diffusion process Methods 0.000 claims description 7
- 239000011159 matrix material Substances 0.000 claims description 7
- 230000008569 process Effects 0.000 claims description 7
- 239000007921 spray Substances 0.000 claims description 7
- 239000004575 stone Substances 0.000 claims description 7
- RMAQACBXLXPBSY-UHFFFAOYSA-N silicic acid Chemical compound O[Si](O)(O)O RMAQACBXLXPBSY-UHFFFAOYSA-N 0.000 claims description 6
- 238000012360 testing method Methods 0.000 claims description 6
- 230000007774 longterm Effects 0.000 claims description 4
- 239000000203 mixture Substances 0.000 claims description 4
- 238000004873 anchoring Methods 0.000 claims description 3
- 238000009412 basement excavation Methods 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- 230000003993 interaction Effects 0.000 claims description 3
- 238000005345 coagulation Methods 0.000 claims description 2
- 230000015271 coagulation Effects 0.000 claims description 2
- 239000002689 soil Substances 0.000 claims description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 8
- 238000000518 rheometry Methods 0.000 abstract description 7
- 230000006399 behavior Effects 0.000 abstract 1
- 239000000243 solution Substances 0.000 description 29
- 239000010410 layer Substances 0.000 description 26
- 230000000694 effects Effects 0.000 description 5
- 230000003014 reinforcing effect Effects 0.000 description 5
- 108091006146 Channels Proteins 0.000 description 4
- XUIMIQQOPSSXEZ-UHFFFAOYSA-N Silicon Chemical compound [Si] XUIMIQQOPSSXEZ-UHFFFAOYSA-N 0.000 description 4
- 229910052710 silicon Inorganic materials 0.000 description 4
- 239000010703 silicon Substances 0.000 description 4
- 230000008093 supporting effect Effects 0.000 description 4
- 238000005553 drilling Methods 0.000 description 3
- 238000002347 injection Methods 0.000 description 3
- 239000007924 injection Substances 0.000 description 3
- 229920001296 polysiloxane Polymers 0.000 description 3
- FAPWRFPIFSIZLT-UHFFFAOYSA-M Sodium chloride Chemical compound [Na+].[Cl-] FAPWRFPIFSIZLT-UHFFFAOYSA-M 0.000 description 2
- 238000010521 absorption reaction Methods 0.000 description 2
- 239000003245 coal Substances 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 2
- 238000004090 dissolution Methods 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 230000008595 infiltration Effects 0.000 description 2
- 238000001764 infiltration Methods 0.000 description 2
- 102000010637 Aquaporins Human genes 0.000 description 1
- 108010063290 Aquaporins Proteins 0.000 description 1
- 241000537371 Fraxinus caroliniana Species 0.000 description 1
- 206010028980 Neoplasm Diseases 0.000 description 1
- 235000010891 Ptelea trifoliata Nutrition 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 201000011510 cancer Diseases 0.000 description 1
- 239000003054 catalyst Substances 0.000 description 1
- 239000000084 colloidal system Substances 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 239000003292 glue Substances 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 235000012239 silicon dioxide Nutrition 0.000 description 1
- 239000011780 sodium chloride Substances 0.000 description 1
- 239000002344 surface layer Substances 0.000 description 1
- 230000003313 weakening effect Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
- E21D9/002—Injection methods characterised by the chemical composition used
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Architecture (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- General Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Chemical & Material Sciences (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
A kind of grouting strengthening method of the more granularities of argillaceous soft rock tunnel subregion, belongs to the grouting strengthening method of the more granularities of argillaceous soft rock tunnel subregion.Corresponding geology state is evaluated according to the geological information data in specific tunnel, the boring point of shallow injected hole and deep injected hole is designed in tunnel according to the geology state evaluated, with tunnelling, concrete and silica solution spray-up are anchored and are arranged to tunnel surrounding；It constructs shallow injected hole and hole-sealing grouting, constructs deep injected hole and hole-sealing grouting in the deep injected hole boring point being pre-designed, thus effectively within closed reinforcement to deep protolith area in the portion, side in tunnel and roof and floor.Not only strengthen superficial part fracture area country rock, and the channel that hydrone, air molecule, crevice water enter induration is blocked, to increase its non-deformability and endurance quality, solve the problems, such as the Nonlinear Large Deformation of outstanding behaviours after water is met in argillaceous soft rock tunnel, significant rheology and by disturbing influence etc..
Description
Technical field
The present invention relates to a kind of grouting strengthening method, the argillaceous soft rock that roadway support is used suitable for a kind of coal mine underground
The grouting strengthening method of the more granularities of tunnel subregion.
Background technique
Argillaceous soft rock tunnel is the compound country rock lane with physical features such as high stress, Joint fissured roof, water-swellable softenings
It is broken to will lead to roadway surrounding rock large deformation for the physical features of road, especially water-swellable, referred to as one of " cancer " of underground engineering
It is bad, or even cause catastrophic engineering accident.The complexity of argillaceous soft rock tunnel stress and the variability for meeting water bar part determine
Its complicated deformation mechanism, show as that single support pattern is difficult to effectively to administer in control means practices feature.
It can be divided into along tunnel radial direction according to the different seepage characteristic of country rock: complete vadose region, orientation vadose region, seepage flow shielding
Area, protolith vadose region.The supporting problem of processing soft-rock tunnel mostly uses cement injection closed reinforcement at present, and cement injection is most effective
Region is complete vadose region, which is located at tunnel surface layer fracture area, and general thickness is 0.4~2.0m, and wall-rock crack reaches full growth,
Tunnel is axial close with circumferential permeance property, in an order of magnitude, substantially accomplishes each to the seepage flow same sex, comprehensive can seep
Stream.Slurries after shallow-layer is spread completely, into the seepage channel behind deep be based on initial fissure face and structural plane, due to
The directionality of beded rock mass primary structural plane makes the seepage characteristic in the section show as very strong directionality, referred to as orientation seepage flow
Area, the region slurries seepage flow mainly based on big fracture seepage, are spread in veiny.Continue to increase at a distance from the surface of tunnel
Add, being neutralized high confining pressure constraint by stress collection is influenced, and reduce after fracture opening is compressed, has blocked slurries seepage channel, although
It is microcosmic, carefully see cranny development, but in view of the minimum of cement grout can infuse width 0.1mm and starting pressure gradient factor, the area
Domain is significantly that cement slurry is difficult across the region to deep wall rock seepage flow, so in the area for its shielding action of cement slurry
Domain forms the slip casting seepage flow blind zone of cement slurry.Also, after cement slurry grouting and reinforcing over time, induration micropore itself
Gap is also developed, and pore surface aquation, slacking are more and more stronger, and the rock mass for reinforcing cement slurry gradually softens disintegration, whole to send out
Raw creep, therefore cement slurry can't resolve the problem of argillaceous soft rock tunnel softening rheology large deformation.
In recent years, for the supporting problem in argillaceous soft rock tunnel, a kind of silica solution of argillaceous soft rock seeps reinforcement means quilt slowly
It proposes (Chinese invention patent publication No.: CN105201528A), this method carries out high compact slip casting to argillaceous soft rock, before argillization
Nanoscale slurry material silica solution (results of grain size analysis 8-20nm) is injected, early period is using grouting pressure in mud stone macroscopic view fissure system
Fast Filling, later-stage utilization capillary force slow diffusion for a long time in mud stone, water in Precomplete set argillaceous soft rock matrix
Molecule, air molecule microchannel, significantly hinder the microcosmic effects such as absorption, dissolution, weathering, can effectively alleviate microfissure, micro-
Security risk caused by hole solves the Large Deformation Support problem of softening rheology.But silica solution only has limited bonding
Power, consolidation effect are undesirable.
To sum up, cement slurry reinforcement means can effective dead-end fracture system, reinforce superficial part fracture area country rock, but cement slurry pair
The micropore of roadway surrounding rock deep seepage flow blind zone development and thin crack of seeing are almost without effect.Silica solution seeps reinforcement means slowly can
With Precomplete set deep soft rock matrix micropores crack, sealing process is preferable, but silica solution cohesive force is insufficient, and the effect of reinforcing is not
It is ideal.Therefore, these existing methods have the shortcomings that certain and deficiency.
Summary of the invention
Technical problem: the purpose of the present invention is overcoming the shortcomings of prior art, it is simple to provide a kind of step, implementation cost
It is low, the grouting strengthening method of the good more granularities of argillaceous soft rock tunnel subregion of supporting effect.
Technical solution: to realize the above-mentioned technical purpose, the grouting and reinforcing of subregion more granularities in argillaceous soft rock tunnel of the invention
Method evaluates corresponding geology state according to the geological information data in specific tunnel, according to the geology state evaluated in lane
The boring point that shallow injected hole and deep injected hole are designed in road anchors tunnel surrounding and coagulation is arranged with tunnelling
Soil and silica solution spray-up；It constructs in the portion, side in tunnel and roof and floor shallow injected hole and hole-sealing grouting, in the depth note being pre-designed
The deep injected hole of hole drilling point construction and hole-sealing grouting are starched, thus effectively within closed reinforcement to deep protolith area.
Specific step is as follows:
A, geological test is carried out to tested tunnel, and obtains corresponding geological information data, according to geological test and ground
Matter information material is assessed to obtain roadway surrounding rock lithology, hole cranny development and hydrological geological conditions；
B, according to roadway surrounding rock lithology, the developmental state in hole crack and the hydrological geological conditions evaluated in tunnel side wall
With the boring point for designing shallow injected hole and deep injected hole on bottom plate；
C, it with tunnelling, assesses tunnel radial direction country rock hole seam area and draws feature, in time to tunnel four after anchoring
The scar gunite concrete in week closes the big crack of scar, stops pulp layer for subsequent grouting construction, concrete setting is waited to be formed later
Concrete stops pulp layer, stops in concrete and sprays silica solution composition silica sol layer in pulp layer again, and timely closed concrete stops pulp layer micropore
Crack prevents country rock to be etched to form concrete and silica solution spray-up, long-term rear aquation, weathering；
D, after roadway excavation 10~20 days, the shallow injected hole boring point being pre-designed in the portion, side in tunnel and roof and floor is applied
The shallow injected hole of work injects cement slurry and sealing of hole to shallow injected hole by Grouting Pipe using grouting equipment, in the slip casting pressure of cement slurry
Under the driving of power, cement slurry is by shallow injected hole diffusion filling mud stone superficial part crack to closed reinforcement superficial part fracture area country rock；
E, after Shallow hole grouting terminates 25~35 days, the deep slip casting hole drilling that is pre-designed in the portion, side in tunnel and roof and floor
The deep injected hole of point construction injects silica solution and sealing of hole to deep injected hole by Grouting Pipe using grouting equipment, in the drive of capillary force
Under dynamic, silica solution, which passes through deep injected hole and seeps slowly, fills soft-rock tunnel deep matrix system micropore crack, so that closed reinforcement is to depth
Within protolith area, portion.
The scar shotcrete layer to tunnel surrounding with a thickness of 80mm~120mm；Stop in pulp layer in concrete
The silica sol layer sprayed again is with a thickness of 2mm~5mm.
The shallow injected hole hole depth constructed in the portion, side in tunnel and roof and floor is 2.0m~2.5m, across the complete of rock stratum
Grouting pressure is improved during slip casting reach and stop after 1~2MPa after 15~20min of pressure stabilizing until orienting vadose region in full vadose region
Slip casting and sealing of hole.
The deep injected hole hole depth constructed in the portion, side in tunnel and roof and floor is 4m~6m, and deep injected hole passes through rock stratum
Complete vadose region, orientation vadose region, seepage flow blind zone until protolith vadose region, slip casting process improves note silica solution grouting pressure
Reach and stops slip casting and sealing of hole after 0.2~0.8MPa after 60~180min of pressure stabilizing.
Seepage distance between described two deep injected holes or between two shallow injected holes, which will exist, to intersect, and designs deep injected hole or shallow note
Interaction coefficent is selected as 0.65-0.8 when array pitch between slurry hole, and according to live lithology, hole cranny development and actual observation infiltration away from
From, the parameter of array pitch between adjustment, fracture area model that the depth of shallow injected hole and deep injected hole is pried through according to inspection instrument for borehole scene
Enclose determination.
Side top, the deep injected hole setting angle of the shallow injected hole of bottom and side bottom and the horizontal direction of being arranged in is pressed from both sides
15 ° of angle, be arranged in top plate two corners deep injected hole and shallow injected hole setting angle with 15 ° of vertical direction angle, remaining injected hole
Equal vertical perforating.
The utility model has the advantages that
1) the application stops pulp layer by constituting concrete in the scar gunite concrete to tunnel surrounding, effectively closing scar
Big crack, and stop in concrete and spray nano silicone sol layer in pulp layer again, fast and effective closed porosity crack, thus in tunnel table
Face forms separation layer, blocks hydrone in tunnel, and air molecule enters the channel of roadway surrounding rock, significantly hinder absorption, dissolution,
The microcosmic effects such as weathering, it is therefore prevented that the further long-term aquation in argillaceous soft rock tunnel, weathering；
2) the cement grout diffusion filling injected by shallow injected hole and consolidation are destroyed fissure-plane to be formed or original,
Superficial part fracture area country rock is reinforced, rock mass strength is improved, better wall rock condition is provided for tunnel is further stable, participates in tunnel and enclose
Rock stress equilibrium process, to give full play to the bearing capacity of rock mass；
3) silica solution is injected to deep hole, provides silica solution diffusion power using capillary force, by slowly seeping for a long time
Diffusion thoroughly keeps mud stone microstructure closeer to effectively close argillaceous soft rock tunnel deep nanoscopic matrix system micropore crack
It is real, more whole, crack aquaporin is blocked, permeability is reduced, after preventing the rock mass after being reinforced with cement slurry from meeting water again gradually
Soften disintegration, weakening strength, dilatancy destruction；
4) combine the silicon of deep injected hole injection molten using the scar shotcrete layer of tunnel surrounding, nano silicone sol layer
Glue blocks the channel that hydrone, air molecule, crevice water etc. enter cement slurry induration inside and outside roadway surrounding rock respectively；It infuses simultaneously
The cement slurry entered strengthens superficial part fracture area country rock, and the reinforcement means of this stereogenic weakens flood to argillaceous soft rock lane
The influence in road increases argillaceous soft rock tunnel non-deformability and endurance quality, and it is prominent to solve argillaceous soft rock tunnel after meeting water
The Nonlinear Large Deformation of performance, significant rheology and the problem by disturbing influence etc.；
By the concrete layer and nano silicone sol layer constituted on tunnel surface, in conjunction with to along argillaceous soft rock tunnel radial direction
Complete vadose region, orientation fills cement slurry within the scope of vadose region respectively, and injects silicon in seepage flow blind zone, protolith vadose region
On the one hand colloidal sol can effectively fill superficial part Fracture System, reinforce superficial part fracture area country rock, on the other hand can close argillaceous soft rock lane
The flood that there are problems that may cause due to micropore crack is alleviated in road deep matrix system micropore crack, effectively control country rock
Argillization process in deformation process solves the Large Deformation Support problem of argillaceous soft rock tunnel softening rheology.Step is simple, is implemented as
This is low, and supporting effect is good.
Detailed description of the invention
Fig. 1 is the section view that injected hole is arranged in the grouting strengthening method of subregion more granularities in argillaceous soft rock tunnel of the invention
Figure.
Fig. 2 is portion, side injected hole side view in the grouting strengthening method of subregion more granularities in argillaceous soft rock tunnel of the invention.
Fig. 3 is the grouting strengthening method insole board injected hole top view of subregion more granularities in argillaceous soft rock tunnel of the invention.
In figure: the shallow injected hole of 1-；2- Grouting Pipe；3- depth injected hole；4- concrete and silica solution spray-up.
Specific embodiment
In the following with reference to the drawings and specific embodiments, the present invention is furture elucidated, it should be understood that these examples are merely to illustrate this
It invents rather than limits the scope of the invention, after the present invention has been read, those skilled in the art are to of the invention various
The modification of equivalent form falls within the application range as defined in the appended claims.
As shown in FIG. 1 to 3, the grouting strengthening method of subregion more granularities in argillaceous soft rock tunnel of the invention, according to specific
The geological information data in tunnel evaluates corresponding geology state, and shallow slip casting is designed in tunnel according to the geology state evaluated
The boring point in hole 1 and deep injected hole 3 is anchored to tunnel surrounding and is arranged concrete and silica solution spray with tunnelling
Layer 4；It constructs in the portion, side in tunnel and roof and floor shallow injected hole 1 and hole-sealing grouting, in the deep injected hole boring point being pre-designed
Depth of constructing injected hole 3 and hole-sealing grouting, thus effectively within closed reinforcement to deep protolith area.
Specific step is as follows:
A, geological test is carried out to tested tunnel, and obtains corresponding geological information data, according to geological test and ground
Matter information material is assessed to obtain roadway surrounding rock lithology, hole cranny development and hydrological geological conditions；
B, according to roadway surrounding rock lithology, the developmental state in hole crack and the hydrological geological conditions evaluated in tunnel side wall
With the boring point for designing shallow injected hole 1 and deep injected hole 3 on bottom plate；
C, it with tunnelling, assesses tunnel radial direction country rock hole seam area and draws feature, in time to tunnel four after anchoring
The scar gunite concrete in week closes the big crack of scar, stops pulp layer for subsequent grouting construction, concrete setting is waited to be formed later
Concrete stops pulp layer, stops in concrete and sprays silica solution composition silica sol layer in pulp layer again, and timely closed concrete stops pulp layer micropore
Crack prevents country rock to be etched to form concrete and silica solution spray-up 4, long-term rear aquation, weathering；It states to tunnel surrounding
Scar spray the concrete to be formed and stop pulp layer with a thickness of 80mm~120mm；Stop the silica sol layer sprayed again in pulp layer in concrete
With a thickness of 2mm~5mm.
D, after roadway excavation 10~20 days, the shallow injected hole boring point being pre-designed in the portion, side in tunnel and roof and floor is applied
The shallow injected hole 1 of work injects cement slurry and sealing of hole, the side in tunnel to shallow injected hole 1 by Grouting Pipe 2 using grouting equipment
1 hole depth of shallow injected hole constructed in portion and roof and floor is 2.0m~2.5m, and the complete vadose region across rock stratum is until orienting seepage flow
Area, grouting pressure is improved during slip casting reaches and stop slip casting and sealing of hole after 15~20min of pressure stabilizing after 1~2MPa, in cement slurry
Grouting pressure driving under, cement slurry is by shallow injected hole diffusion filling mud stone superficial part crack to which closed reinforcement superficial part is broken
Area's country rock；
E, after Shallow hole grouting terminates 25~35 days, the deep slip casting hole drilling that is pre-designed in the portion, side in tunnel and roof and floor
The deep injected hole 3 of point construction injects silica solution simultaneously sealing of hole by 2 pairs of Grouting Pipe deep injected holes 3 using grouting equipment, described in tunnel
Portion, side and roof and floor on 3 hole depth of deep injected hole constructed be 4m~6m, deep injected hole 3 passes through the complete vadose region, fixed of rock stratum
To vadose region, seepage flow blind zone until protolith vadose region, slip casting process improves note silica solution grouting pressure and reaches 0.2~0.8MPa
Stop slip casting and sealing of hole after 60~180min of pressure stabilizing afterwards, under the driving of capillary force, silica solution passes through deep injected hole and seeps filling slowly
Soft-rock tunnel deep matrix system micropore crack, thus within closed reinforcement to deep protolith area.
Seepage distance between described two deep injected holes or between two shallow injected holes, which will exist, to intersect, and designs deep injected hole or shallow note
Interaction coefficent is selected as 0.65-0.8 when array pitch between slurry hole, and according to live lithology, hole cranny development and actual observation infiltration away from
From, the parameter of array pitch between adjustment, fracture area model that the depth of shallow injected hole and deep injected hole is pried through according to inspection instrument for borehole scene
Enclose determination.Side top, the deep injected hole setting angle of the shallow injected hole of bottom and side bottom and the horizontal direction of being arranged in is pressed from both sides
15 ° of angle, be arranged in top plate two corners deep injected hole and shallow injected hole setting angle with 15 ° of vertical direction angle, remaining injected hole
Equal vertical perforating.
Embodiment one:
Certain coal mine rectangular cross section tunnel, wide × height=5.0 × 3.6m, top plate is siltstone, is rich in crevice water；Portion, side and bottom
Plate is the mud stone of micropore cranny development, meets cement.To control the large deformation of tunnel rheology, using cement slurry and silica solution subregion
Grouting strengthening method slip casting.
It is anchored in time after tunnelling, gunite concrete and silica solution, the jet thickness of concrete is 100mm, sprays silicon again
Colloidal sol, silica solution are current material, and by A, B material composition, A material is silicon dioxide colloid, and B material is catalyst sodium chloride solution, institute
It is A material: B material=4:1 with its parameter, with a thickness of 2mm.
After tunnelling 15 days, in portion, side and the shallow injected hole 1 of construction of bottom plates, hole depth 2.2m, array pitch 1.5m × 1.5m, side
The shallow injected hole of portion's top/bottom part 1 with 15 ° of horizontal direction angle, the shallow injected hole 1 of bottom plate or so two corners with 15 ° of vertical direction angle,
The equal vertical perforating of remaining shallow injected hole 1, is detailed in attached drawing 1；Grouting Pipe 2 and sealing of hole are installed, cement slurry, the water ash quality of cement slurry are injected
Than=1:1；Grouting pressure is 1.5MPa, stops slip casting after pressure stabilizing 15min.It checks before slip casting to the non-gunite concrete in tunnel or silicon
Colloidal sol section carries out gunite concrete and silica solution reinforces closing.
After Shallow hole grouting 30 days, carries out deep and infuse silica solution, silica solution A material: B material=9:1, it is deep in portion, side and construction of bottom plates
Injected hole 3, hole depth 5m, array pitch 1.5m × 1.5m, for portion, side depth injected hole 3 according to the shallow injected hole 1 of a row from top to bottom, a row is deep
Injected hole 3, which interleaves, is arranged in shallow 1 intermediate arrangement of injected hole, and bottom plate depth injected hole 3 is according to the shallow injected hole 1 of a row from left to right, and one
Arrange deep injected hole 3, interleave and be arranged in shallow 1 intermediate arrangement of injected hole, portion, side bottom depth injected hole with 15 ° of horizontal direction angle, bottom
Two pull injected hole 3 of plate or so with 15 ° of vertical direction angle, remaining equal vertical perforating of deep injected hole 3 is detailed in attached drawing 1, slip casting pressure
Power is 0.5MPa, stops slip casting after pressure stabilizing 120min, and during which under the driving of capillary force, it is micro- that silica solution slowly diffuses into rock mass
Crack forms high compact reinforcing body, completes to reinforce country rock.
Scene shows that the grouting strengthening method of the more granularities of argillaceous soft rock tunnel subregion can control argillaceous soft rock lane well
The softening rheology in road.
Claims (6)
1. a kind of grouting strengthening method of the more granularities of argillaceous soft rock tunnel subregion, it is characterised in that: according to the geology in specific tunnel
Information material evaluates corresponding geology state, and shallow injected hole and deep slip casting are designed in tunnel according to the geology state evaluated
The boring point in hole is anchored to tunnel surrounding and is arranged concrete and silica solution spray-up with tunnelling；Side in tunnel
It constructs in portion and roof and floor shallow injected hole and hole-sealing grouting, constructs and deep injected hole and seal in the deep injected hole boring point being pre-designed
Hole slip casting, thus effectively within closed reinforcement to deep protolith area；
Specific step is as follows:
A, geological test is carried out to tested tunnel, and obtains corresponding geological information data, believed according to geological test and geology
Breath data is assessed to obtain roadway surrounding rock lithology, hole cranny development and hydrological geological conditions；
B, according to roadway surrounding rock lithology, the developmental state in hole crack and the hydrological geological conditions evaluated on tunnel side wall and top
The boring point of shallow injected hole and deep injected hole is designed on bottom plate；
C, it with tunnelling, assesses tunnel radial direction country rock hole seam area and draws feature, in time to tunnel surrounding after anchoring
Scar gunite concrete closes the big crack of scar, stops pulp layer for subsequent grouting construction, concrete setting is waited to form coagulation later
Soil stops pulp layer, stops in concrete and sprays silica solution composition silica sol layer in pulp layer again, and timely closed concrete stops pulp layer micropore crack,
To form concrete and silica solution spray-up, country rock is prevented to be etched, long-term rear aquation, weathering；
D, after roadway excavation 10 ~ 20 days, the shallow injected hole boring point construction being pre-designed in the portion, side in tunnel and roof and floor is shallow
Injected hole injects cement slurry and sealing of hole to shallow injected hole by Grouting Pipe using grouting equipment, in the grouting pressure of cement slurry
Under driving, cement slurry is by shallow injected hole diffusion filling mud stone superficial part crack to closed reinforcement superficial part fracture area country rock；
E, after Shallow hole grouting terminates 25 ~ 35 days, the deep injected hole boring point being pre-designed in the portion, side in tunnel and roof and floor is applied
Work depth injected hole injects silica solution and sealing of hole to deep injected hole by Grouting Pipe using grouting equipment, under the driving of capillary force,
Silica solution, which passes through deep injected hole and seeps slowly, fills soft-rock tunnel deep matrix system micropore crack, so that closed reinforcement is to deep protolith
Within area.
2. the grouting strengthening method of the more granularities of argillaceous soft rock tunnel according to claim 1 subregion, it is characterised in that: described
To the scar shotcrete layer of tunnel surrounding with a thickness of 80mm ~ 120mm；Stop the silica sol layer sprayed again in pulp layer in concrete
With a thickness of 2mm ~ 5mm.
3. the grouting strengthening method of the more granularities of argillaceous soft rock tunnel according to claim 1 subregion, it is characterised in that: described
The shallow injected hole hole depth constructed in the portion, side in tunnel and roof and floor be 2.0m ~ 2.5m, across rock stratum complete vadose region until
Vadose region is oriented, grouting pressure is improved during slip casting reaches and stop slip casting and sealing of hole after 15 ~ 20min of pressure stabilizing after 1 ~ 2MPa.
4. the grouting strengthening method of the more granularities of argillaceous soft rock tunnel according to claim 1 subregion, it is characterised in that: described
The deep injected hole hole depth constructed in the portion, side in tunnel and roof and floor be 4m ~ 6m, deep injected hole pass through rock stratum complete vadose region,
Vadose region, seepage flow blind zone are oriented until protolith vadose region, slip casting process improve note silica solution grouting pressure reach 0.2 ~
Stop slip casting and sealing of hole after 0.8MPa after 60 ~ 180min of pressure stabilizing.
5. the grouting strengthening method of the more granularities of argillaceous soft rock tunnel according to claim 3 or 4 subregion, it is characterised in that:
Seepage distance between described two deep injected holes or between two shallow injected holes, which will exist, to intersect, and designs and arranges between deep injected hole or shallow injected hole
Away from when interaction coefficent be selected as 0.65-0.8, and according to live lithology, hole cranny development and actual observation seepage distance, adjustment
Between array pitch parameter, the depth of shallow injected hole and deep injected hole determines according to the fracture area range that inspection instrument for borehole scene is pried through.
6. the grouting strengthening method of the more granularities of argillaceous soft rock tunnel according to claim 5 subregion, it is characterised in that: described
Be arranged in side top, bottom shallow injected hole and help bottom deep injected hole setting angle and 15 ° of horizontal direction angle, be arranged in
The deep injected hole of top plate two corners and shallow injected hole setting angle with 15 ° of vertical direction angle, the equal vertical perforating of remaining injected hole.
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| CN201710484682.1A CN107083977B (en) | 2017-06-23 | 2017-06-23 | A kind of grouting strengthening method of the more granularities of argillaceous soft rock tunnel subregion |
| PCT/CN2017/105793 WO2018233149A1 (en) | 2017-06-23 | 2017-10-12 | Argillaceous soft rock roadway partition multi-granularity grouting reinforcement method |
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Application publication date: 20170822 Assignee: Anhui Huayao Keli Engineering Technology Co.,Ltd. Assignor: CHINA University OF MINING AND TECHNOLOGY Contract record no.: X2021320000191 Denomination of invention: A multi granularity grouting reinforcement method for argillaceous soft rock roadway Granted publication date: 20190514 License type: Common License Record date: 20211230 |