CN107083977A - A kind of grouting strengthening method of many granularities of argillaceous soft rock tunnel subregion - Google Patents
A kind of grouting strengthening method of many granularities of argillaceous soft rock tunnel subregion Download PDFInfo
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- CN107083977A CN107083977A CN201710484682.1A CN201710484682A CN107083977A CN 107083977 A CN107083977 A CN 107083977A CN 201710484682 A CN201710484682 A CN 201710484682A CN 107083977 A CN107083977 A CN 107083977A
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- 239000011435 rock Substances 0.000 title claims abstract description 85
- 238000000034 method Methods 0.000 title claims abstract description 30
- 238000005728 strengthening Methods 0.000 title claims abstract description 20
- 235000019580 granularity Nutrition 0.000 title claims abstract description 19
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 claims abstract description 36
- 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
- 238000010276 construction Methods 0.000 claims abstract description 12
- 238000013461 design Methods 0.000 claims abstract description 4
- 238000007569 slipcasting Methods 0.000 claims description 25
- 239000011083 cement mortar Substances 0.000 claims description 24
- 239000000463 material Substances 0.000 claims description 12
- 231100000241 scar Toxicity 0.000 claims description 12
- 239000011378 shotcrete Substances 0.000 claims description 10
- 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
- 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
- 239000007921 spray Substances 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
- 230000023753 dehiscence Effects 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 9
- 238000000518 rheometry Methods 0.000 abstract description 7
- 230000006399 behavior Effects 0.000 abstract 1
- 239000002002 slurry Substances 0.000 description 6
- 239000004568 cement Substances 0.000 description 5
- 230000003014 reinforcing effect Effects 0.000 description 5
- XUIMIQQOPSSXEZ-UHFFFAOYSA-N Silicon Chemical compound [Si] XUIMIQQOPSSXEZ-UHFFFAOYSA-N 0.000 description 4
- 230000000694 effects Effects 0.000 description 4
- 238000002347 injection Methods 0.000 description 4
- 239000007924 injection Substances 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
- 229920001296 polysiloxane Polymers 0.000 description 3
- 108091006146 Channels Proteins 0.000 description 2
- FAPWRFPIFSIZLT-UHFFFAOYSA-M Sodium chloride Chemical compound [Na+].[Cl-] FAPWRFPIFSIZLT-UHFFFAOYSA-M 0.000 description 2
- 238000010521 absorption reaction Methods 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 238000007596 consolidation process 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
- 206010028980 Neoplasm Diseases 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 201000011510 cancer Diseases 0.000 description 1
- 239000003054 catalyst Substances 0.000 description 1
- 239000003245 coal 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
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000003292 glue Substances 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 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
- 239000000377 silicon dioxide Substances 0.000 description 1
- 235000012239 silicon dioxide Nutrition 0.000 description 1
- 239000011780 sodium chloride Substances 0.000 description 1
- 239000000243 solution 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)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- General Chemical & Material Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (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 many granularities of argillaceous soft rock tunnel subregion, belongs to the grouting strengthening method of many granularities of argillaceous soft rock tunnel subregion.Corresponding geology state is evaluated according to the geological information data in specific tunnel, geology state according to evaluating designs the boring point of shallow injected hole and deep injected hole in tunnel, with tunnelling, tunnel surrounding is anchored and concrete is set and Ludox spray-up；Constructed in the portion of side in tunnel and roof and floor shallow injected hole and hole-sealing grouting, in the deep injected hole of deep injected hole boring point construction and hole-sealing grouting being pre-designed, so that effectively within closed reinforcement to deep protolith area.Not only strengthen superficial part fracture area country rock, and blocked the passage that hydrone, air molecule, crevice water enter induration, so as to adding its non-deformability and endurance quality, solve argillaceous soft rock tunnel and meet the Nonlinear Large Deformation of outstanding behaviours after water, significant rheology and the problem of by disturbing influence etc..
Description
Technical field
The present invention relates to a kind of grouting strengthening method, it is adaptable to the argillaceous soft rock that a kind of coal mine underground is used roadway support
The grouting strengthening method of many granularities of tunnel subregion.
Background technology
Argillaceous soft rock tunnel is the compound country rock lane with physical features such as high stress, Joint fissured roof, water-swellable softenings
The physical features in road, particularly water-swellable, are referred to as one of " cancer " of underground engineering, and roadway surrounding rock large deformation can be caused to break
It is bad, or even trigger calamitous engineering accident.Polytropy of the complexity of argillaceous soft rock tunnel stress with meeting water condition is determined
Its complicated deformation mechanism, show as that single support pattern is difficult to effectively to administer in control device puts into practice feature.
Radially it is divided into along tunnel according to the different seepage characteristic of country rock：Complete vadose region, orientation vadose region, seepage flow shielding
Area, protolith vadose region.Using cement injection closed reinforcement the supporting problem of processing soft-rock tunnel at present, cement injection is most effective more
Region is complete vadose region, and the area is located at tunnel top layer fracture area, and general thickness is 0.4~2.0m, and wall-rock crack reaches full growth,
Tunnel is axially close with the permeance property of ring, in an order of magnitude, substantially accomplishes each to the seepage flow same sex, comprehensive can ooze
Stream.Slurries after shallow-layer spreads completely, into the seepage channel behind deep be based on initial fissure face and structural plane, due to
The seepage characteristic that the directionality of beded rock mass primary structural plane causes this interval shows as very strong directionality, referred to as orients seepage flow
Area, the region slurries seepage flow is main based on big fracture seepage, is spread in veiny.Continue increasing with the distance on tunnel surface
Plus, influenceed by stress concentration and high confining pressure constraint, reduce after fracture opening is compressed, blocked slurries seepage channel, although
It is microcosmic, cranny development is carefully seen, but in view of the most I note width 0.1mm and free-boundary problem factor of cement grout, the area
For cement mortar, its shielding action is significant in domain, and cement mortar is difficult through the region to deep wall rock seepage flow, so in the area
Domain forms the slip casting seepage flow blind zone of cement mortar.Also, after cement mortar 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 mortar progressively softens disintegration, overall hair
Raw creep, therefore cement mortar can't resolve the problem that argillaceous soft rock tunnel softens rheology large deformation.
In recent years, for the supporting problem in argillaceous soft rock tunnel, a kind of Ludox of argillaceous soft rock oozes reinforcement means quilt slowly
Propose (Chinese invention patent publication No.：CN105201528A), this method carries out high compact slip casting to argillaceous soft rock, before argillization
Nanoscale slurry material Ludox (results of grain size analysis is 8-20nm) is injected, early stage is using grouting pressure in the macroscopical fissure system of mud stone
Fast Filling, later-stage utilization capillary force slow diffusion for a long time in mud stone, Precomplete set argillaceous soft rock matrix reclaimed water
Molecule, air molecule microchannel, significantly hinder the microcosmic effects such as absorption, dissolving, weathering, can effectively alleviate microfissure, micro-
Potential safety hazard caused by hole, solves the Large Deformation Support problem of softening rheology.But Ludox only possesses limited bonding
Power, consolidation effect is undesirable.
To sum up, cement mortar reinforcement means can effective dead-end fracture system, reinforce superficial part fracture area country rock, but cement mortar pair
The micropore of roadway surrounding rock deep seepage flow blind zone development and thin crack of seeing almost are not acted on.Ludox oozes reinforcement means slowly can
With Precomplete set deep soft rock matrix micropores crack, sealing process is preferable, but Ludox cohesive force is not enough, and the effect of reinforcing is not
It is preferable.Therefore, these existing methods have certain shortcoming and defect.
The content of the invention
Technical problem：The purpose of the present invention is to overcome the shortcomings of that prior art is simple there is provided a kind of step, implementation cost
It is low, the grouting strengthening method of the good many granularities of argillaceous soft rock tunnel subregion of supporting effect.
Technical scheme：To realize above-mentioned technical purpose, the grouting and reinforcing of subregion many granularities in argillaceous soft rock tunnel of the invention
Method, corresponding geology state is evaluated according to the geological information data in specific tunnel, according to the geology state evaluated in lane
The boring point of shallow injected hole and deep injected hole is designed in road, with tunnelling, tunnel surrounding is anchored and coagulation is set
Soil and Ludox spray-up；Constructed in the portion of 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, so that effectively within closed reinforcement to deep protolith area.
Comprise the following steps that：
A, the tunnel progress geological test to being tested, and corresponding geological information data is obtained, according to geological test and ground
Matter information material is assessed and obtains roadway surrounding rock lithology, hole cranny development and hydrological geological conditions；
Roadway surrounding rock lithology, the developmental state of porous dehiscence gap and the hydrological geological conditions that b, basis are evaluated are in tunnel side wall
With the boring point that shallow injected hole and deep injected hole are designed on bottom plate；
C, with tunnelling, assess tunnel radial direction country rock hole seam area and draw feature, in time to tunnel four after anchoring
The scar gunite concrete in week, the big crack of closing scar, is follow-up grouting construction only pulp layer, waits formation after concrete setting
Concrete stops pulp layer, stops in concrete and sprays Ludox composition silica sol layer in pulp layer again, and timely closed concrete stops pulp layer micropore
Crack, so as to form concrete and Ludox spray-up, prevents country rock to be etched, long-term rear aquation, weathering；
D, roadway excavation are after 10~20 days, and the shallow injected hole boring point being pre-designed in the portion of side in tunnel and roof and floor is applied
The shallow injected hole of work, injects cement mortar and sealing of hole, in the slip casting pressure of cement mortar by Grouting Pipe using grouting equipment to shallow injected hole
Under the driving of power, cement mortar is by shallow injected hole diffusion filling mud stone superficial part crack so as to closed reinforcement superficial part fracture area country rock；
E, Shallow hole grouting terminated after 25~35 days, the deep slip casting hole drilling being pre-designed in the portion of side in tunnel and roof and floor
The deep injected hole of point construction, injects Ludox and sealing of hole, in the drive of capillary force by Grouting Pipe using grouting equipment to deep injected hole
Under dynamic, Ludox oozes filling soft-rock tunnel deep matrix system micropore crack slowly by deep injected hole, so that closed reinforcement is to depth
Within protolith area of portion.
The thickness of the scar shotcrete layer to tunnel surrounding is 80mm~120mm；Stop in concrete in pulp layer
The silica sol layer thickness sprayed again is 2mm~5mm.
The shallow injected hole hole depth constructed in the portion of side in tunnel and roof and floor is 2.0m~2.5m, through the complete of rock stratum
Full vadose region is improved grouting pressure until orientation vadose region, during slip casting and reached to stop after 1~2MPa after 15~20min of voltage stabilizing
Slip casting and sealing of hole.
The deep injected hole hole depth constructed in the portion of 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 Ludox grouting pressure
Reach and stop slip casting and sealing of hole after 0.2~0.8MPa after 60~180min of voltage stabilizing.
Seepage distance between described two deep injected holes or between two shallow injected holes, which will exist, to intersect, the deep injected hole of design or shallow note
Interaction coefficent elects 0.65-0.8 as during 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, the fracture area model that the depth of shallow injected hole and deep injected hole is spied on according to inspection instrument for borehole scene
Enclose determination.
It is described to be arranged in side top, the shallow injected hole of bottom and help the deep injected hole setting angle and horizontal direction of bottom to press from both sides
15 ° of angle, is arranged in the deep injected hole and shallow injected hole setting angle and 15 ° of vertical direction angle, remaining injected hole of two jiaos of top plate
Equal vertical perforating.
Beneficial effect：
1) the application stops pulp layer by constituting concrete in the scar gunite concrete to tunnel surrounding, effectively closes scar
Big crack, and stop in concrete and spray nano silicone sol layer in pulp layer again, quick effectively closed porosity crack, so that in tunnel table
Face formed separation layer, closure tunnel in hydrone, air molecule enter roadway surrounding rock passage, significantly hinder absorption, dissolving,
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 injected by shallow injected hole is filled and the destroyed fissure-plane formed or original of consolidation,
Superficial part fracture area country rock is reinforced, rock mass strength is improved, is that the more preferable wall rock condition of offer is further stablized in tunnel, participates in tunnel and enclose
Rock stress equilibrium process, to give full play to the bearing capacity of rock mass；
3) Ludox is injected to deep hole, Ludox diffusion power is provided using capillary force, slowly oozed by long-time
Diffusion thoroughly, so as to effectively close argillaceous soft rock tunnel deep nanoscopic matrix system micropore crack, makes mud stone microstructure closeer
It is real, more overall, crack aquaporin is blocked, permeability is reduced, prevents the rock mass after being reinforced with cement mortar from meeting after water again progressively
Soften disintegration, weakening strength, dilatancy destruction；
4) silicon using the scar shotcrete layer of tunnel surrounding, the deep injected hole injection of nano silicone sol layer combination is molten
Glue blocks the passage that hydrone, air molecule, crevice water etc. enter cement mortar induration inside and outside roadway surrounding rock respectively；Note simultaneously
The cement mortar 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, adds argillaceous soft rock tunnel non-deformability and endurance quality, solves argillaceous soft rock tunnel after chance water and protrudes
The Nonlinear Large Deformation of performance, significant rheology and the problem of by disturbing influence etc.；
By the concrete layer and nano silicone sol layer constituted on tunnel surface, with reference to along argillaceous soft rock tunnel radially
Complete vadose region, orientation fill cement mortar respectively in the range of vadose region, and in seepage flow blind zone, protolith vadose region injection silicon
Colloidal sol, on the one hand can effectively fill superficial part Fracture System, reinforce superficial part fracture area country rock, on the other hand can close argillaceous soft rock lane
Road deep matrix system micropore crack, alleviates and there are problems that possible caused flood due to micropore crack, effectively control country rock
Argillization process in deformation process, solves the Large Deformation Support problem that argillaceous soft rock tunnel softens rheology.Step is simple, implements into
This is low, and supporting effect is good.
Brief description of the drawings
Fig. 1 be the present invention many granularities of argillaceous soft rock tunnel subregion grouting strengthening method in arrange injected hole section view
Figure.
Fig. 2 be the present invention many granularities of argillaceous soft rock tunnel subregion grouting strengthening method in portion of side injected hole side view.
Fig. 3 be the present invention many granularities of argillaceous soft rock tunnel subregion grouting strengthening method in bottom plate injected hole top view.
In figure：The shallow injected holes of 1-；2- Grouting Pipes；3- depth injected holes；4- concrete and Ludox spray-up.
Embodiment
Below in conjunction with the accompanying drawings and specific embodiment, the present invention is furture elucidated, it should be understood that these examples are merely to illustrate this
Invention rather than limitation the scope of the present invention, after the present invention has been read, those skilled in the art are various to the present invention's
The modification of the equivalent form of value falls within the application appended claims limited range.
As shown in FIG. 1 to 3, the grouting strengthening method of subregion many 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
Hole 1 and the boring point of deep injected hole 3, with tunnelling, are anchored to tunnel surrounding and set concrete and Ludox spray
Layer 4；Constructed in the portion of 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
The deep injected hole 3 of construction and hole-sealing grouting, so that effectively within closed reinforcement to deep protolith area.
Comprise the following steps that：
A, the tunnel progress geological test to being tested, and corresponding geological information data is obtained, according to geological test and ground
Matter information material is assessed and obtains roadway surrounding rock lithology, hole cranny development and hydrological geological conditions；
Roadway surrounding rock lithology, the developmental state of porous dehiscence gap and the hydrological geological conditions that b, basis are evaluated are in tunnel side wall
With the boring point that shallow injected hole 1 and deep injected hole 3 are designed on bottom plate；
C, with tunnelling, assess tunnel radial direction country rock hole seam area and draw feature, in time to tunnel four after anchoring
The scar gunite concrete in week, the big crack of closing scar, is follow-up grouting construction only pulp layer, waits formation after concrete setting
Concrete stops pulp layer, stops in concrete and sprays Ludox composition silica sol layer in pulp layer again, and timely closed concrete stops pulp layer micropore
Crack, so as to form concrete and Ludox spray-up 4, prevents country rock to be etched, long-term rear aquation, weathering；State to tunnel surrounding
Scar spray the concrete to be formed and stop pulp layer thickness for 80mm~120mm；Stop the silica sol layer sprayed again in pulp layer in concrete
Thickness is 2mm~5mm.
D, roadway excavation are after 10~20 days, and the shallow injected hole boring point being pre-designed in the portion of side in tunnel and roof and floor is applied
The shallow injected hole 1 of work, cement mortar and sealing of hole, the side in tunnel are injected using grouting equipment by Grouting Pipe 2 to shallow injected hole 1
The hole depth of shallow injected hole 1 constructed in portion and roof and floor is 2.0m~2.5m, and the complete vadose region through rock stratum is until orientation seepage flow
Area, raising grouting pressure, which reaches, during slip casting stops slip casting and sealing of hole after 15~20min of voltage stabilizing after 1~2MPa, in cement mortar
Grouting pressure driving under, cement mortar by shallow injected hole diffusion filling mud stone superficial part crack so as to closed reinforcement superficial part crush
Area's country rock；
E, Shallow hole grouting terminated after 25~35 days, the deep slip casting hole drilling being pre-designed in the portion of side in tunnel and roof and floor
The deep injected hole 3 of point construction, Ludox and sealing of hole are injected using grouting equipment by 2 pairs of deep injected holes 3 of Grouting Pipe, described in tunnel
Portion of side and roof and floor on the hole depth of deep injected hole 3 constructed be 4m~6m, complete vadose region, fixed of the deep injected hole 3 through rock stratum
To vadose region, seepage flow blind zone until protolith vadose region, slip casting process improves note Ludox grouting pressure and reaches 0.2~0.8MPa
Stop slip casting and sealing of hole after 60~180min of voltage stabilizing afterwards, under the driving of capillary force, Ludox oozes filling slowly by deep injected hole
Soft-rock tunnel deep matrix system micropore crack, so that 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, the deep injected hole of design or shallow note
Interaction coefficent elects 0.65-0.8 as during 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, the fracture area model that the depth of shallow injected hole and deep injected hole is spied on according to inspection instrument for borehole scene
Enclose determination.It is described to be arranged in side top, the shallow injected hole of bottom and help the deep injected hole setting angle and horizontal direction of bottom to press from both sides
15 ° of angle, is arranged in the deep injected hole and shallow injected hole setting angle and 15 ° of vertical direction angle, remaining injected hole of two jiaos of top plate
Equal vertical perforating.
Embodiment one：
Certain colliery rectangular cross section tunnel, wide × height=5.0 × 3.6m, top plate is siltstone, rich in crevice water；Portion of side and bottom
Plate is the mud stone of micropore cranny development, meets cement.To control tunnel rheology large deformation, using cement mortar and Ludox subregion
Grouting strengthening method slip casting.
Anchored in time after tunnelling, gunite concrete and Ludox, the jet thickness of concrete is 100mm, and silicon is sprayed again
Colloidal sol, Ludox is current material, by A, B material compositions, and A material are silicon dioxide colloid, and B material are catalyst sodium chloride solution, institute
It is A material with its parameter：B material=4:1, thickness is 2mm.
After tunnelling 15 days, in portion of side and the shallow injected hole 1 of construction of bottom plates, hole depth 2.2m, array pitch 1.5m × 1.5m, side
15 ° of 15 ° of the shallow injected hole 1 of portion's top/bottom part and horizontal direction angle, the shallow injected hole 1 of two jiaos of bottom plate or so and vertical direction angle, its
The equal vertical perforating of remaining shallow injected hole 1, refers to accompanying drawing 1；Grouting Pipe 2 and sealing of hole are installed, cement mortar, the grey quality of water of cement mortar is injected
Than=1:1；Grouting pressure is to stop slip casting after 1.5MPa, voltage stabilizing 15min.Checked before slip casting to the non-gunite concrete in tunnel or silicon
Colloidal sol section carries out gunite concrete and Ludox reinforces closing.
After Shallow hole grouting 30 days, deep note Ludox, Ludox A material are carried out：B material=9:1, it is deep in portion of side and construction of bottom plates
Injected hole 3, hole depth 5m, array pitch 1.5m × 1.5m, portion of side depth injected hole 3 is according to the shallow injected hole 1 of a row from top to bottom, and a row is deep
Injected hole 3, which interleaves, is arranged in the shallow intermediate arrangement of injected hole 1, and bottom plate depth injected hole 3 is according to the shallow injected hole 1 of a row from left to right, one
The deep injected hole 3 of row, interleaves and is arranged in the shallow intermediate arrangement of injected hole 1, portion of side bottom depth injected hole and 15 ° of horizontal direction angle, bottom
15 ° of the pull injected hole 3 of plate or so two and vertical direction angle, remaining equal vertical perforating of deep injected hole 3 refer to accompanying drawing 1, slip casting pressure
Power is to stop slip casting after 0.5MPa, voltage stabilizing 120min, and during which under the driving of capillary force, it is micro- that Ludox slowly diffuses into rock mass
Crack, forms high compact reinforcing body, completes to reinforce country rock.
Scene shows that the grouting strengthening method of many granularities of argillaceous soft rock tunnel subregion can control argillaceous soft rock lane well
The softening rheology in road.
Claims (7)
1. a kind of grouting strengthening method of many 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, with tunnelling, is anchored to tunnel surrounding and sets concrete and Ludox spray-up；Side in tunnel
Construct shallow injected hole and hole-sealing grouting, in the deep injected hole of deep injected hole boring point construction being pre-designed and seal in portion and roof and floor
Hole slip casting, so that effectively within closed reinforcement to deep protolith area.
2. the grouting strengthening method of many granularities of argillaceous soft rock tunnel according to claim 1 subregion, it is characterised in that specific
Step is as follows：
A, the tunnel progress geological test to being tested, and corresponding geological information data is obtained, believed according to geological test and geology
Breath data is assessed and obtains roadway surrounding rock lithology, hole cranny development and hydrological geological conditions；
Roadway surrounding rock lithology, the developmental state of porous dehiscence gap and the hydrological geological conditions that b, basis are evaluated are on tunnel side wall and top
The boring point of shallow injected hole and deep injected hole is designed on bottom plate；
C, with tunnelling, assess tunnel radial direction country rock hole seam area and draw feature, in time to tunnel surrounding after anchoring
Scar gunite concrete, the big crack of closing scar, is follow-up grouting construction only pulp layer, and coagulation is formed after wait concrete setting
Soil stops pulp layer, stops in concrete and sprays Ludox composition silica sol layer in pulp layer again, and timely closed concrete stops pulp layer micropore crack,
So as to form concrete and Ludox spray-up, country rock is prevented to be etched, long-term rear aquation, weathering；
D, roadway excavation are after 10 ~ 20 days, and the shallow injected hole boring point construction being pre-designed in the portion of side in tunnel and roof and floor is shallow
Injected hole, cement mortar and sealing of hole are injected using grouting equipment by Grouting Pipe to shallow injected hole, in the grouting pressure of cement mortar
Under driving, cement mortar is by shallow injected hole diffusion filling mud stone superficial part crack so as to closed reinforcement superficial part fracture area country rock；
E, Shallow hole grouting terminated after 25 ~ 35 days, and the deep injected hole boring point being pre-designed in the portion of side in tunnel and roof and floor is applied
Work depth injected hole, Ludox and sealing of hole are injected using grouting equipment by Grouting Pipe to deep injected hole, under the driving of capillary force,
Ludox oozes filling soft-rock tunnel deep matrix system micropore crack slowly by deep injected hole, so that closed reinforcement is to deep protolith
Within area.
3. the grouting strengthening method of many granularities of argillaceous soft rock tunnel according to claim 1 subregion, it is characterised in that：It is described
Thickness to the scar shotcrete layer of tunnel surrounding is 80mm ~ 120mm；Stop the silica sol layer sprayed again in pulp layer in concrete
Thickness is 2mm ~ 5mm.
4. the grouting strengthening method of many granularities of argillaceous soft rock tunnel according to claim 1 subregion, it is characterised in that：It is described
The shallow injected hole hole depth constructed in the portion of side in tunnel and roof and floor be 2.0m ~ 2.5m, through rock stratum complete vadose region until
Vadose region is oriented, raising grouting pressure, which reaches, during slip casting stops slip casting and sealing of hole after 15 ~ 20min of voltage stabilizing after 1 ~ 2MPa.
5. the grouting strengthening method of many granularities of argillaceous soft rock tunnel according to claim 1 subregion, it is characterised in that：It is described
The deep injected hole hole depth constructed in the portion of side in tunnel and roof and floor be 4m ~ 6m, deep injected hole through rock stratum complete vadose region,
Vadose region, seepage flow blind zone are oriented until protolith vadose region, slip casting process improve note Ludox grouting pressure reach 0.2 ~
Stop slip casting and sealing of hole after 0.8MPa after 60 ~ 180min of voltage stabilizing.
6. the grouting strengthening method of many granularities of argillaceous soft rock tunnel subregion according to claim 4 or 5, 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 is arranged between the deep injected hole of design or shallow injected hole
Away from when interaction coefficent elect 0.65-0.8 as, and according to live lithology, hole cranny development, and actual observation seepage distance, adjustment
Between array pitch parameter, the fracture area scope that the depth of shallow injected hole and deep injected hole is spied on according to inspection instrument for borehole scene determines.
7. the grouting strengthening method of many granularities of argillaceous soft rock tunnel according to claim 6 subregion, it is characterised in that：It is described
Side top, the shallow injected hole of bottom and 15 ° of deep injected hole setting angle and horizontal direction angle helping bottom are arranged in, is arranged in
The deep injected hole of two jiaos of top plate and shallow injected hole setting angle and 15 ° of vertical direction angle, the equal vertical perforating of remaining injected hole.
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| 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 |