CN107201909A - Swelled ground tunnel support structure and method - Google Patents
Swelled ground tunnel support structure and method Download PDFInfo
- Publication number
- CN107201909A CN107201909A CN201710458549.9A CN201710458549A CN107201909A CN 107201909 A CN107201909 A CN 107201909A CN 201710458549 A CN201710458549 A CN 201710458549A CN 107201909 A CN107201909 A CN 107201909A
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- Prior art keywords
- grouting
- face
- swelled ground
- upper half
- half section
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- 238000000034 method Methods 0.000 title claims abstract description 13
- 239000002002 slurry Substances 0.000 claims abstract description 19
- 239000011435 rock Substances 0.000 claims abstract description 12
- 229910000831 Steel Inorganic materials 0.000 claims description 28
- 239000010959 steel Substances 0.000 claims description 28
- 230000003014 reinforcing effect Effects 0.000 claims description 17
- 238000010276 construction Methods 0.000 claims description 13
- 210000005239 tubule Anatomy 0.000 claims description 9
- 230000006378 damage Effects 0.000 abstract description 6
- 206010061619 Deformity Diseases 0.000 abstract description 5
- 230000001815 facial effect Effects 0.000 abstract description 5
- 238000007569 slipcasting Methods 0.000 description 17
- 239000002689 soil Substances 0.000 description 14
- 239000004568 cement Substances 0.000 description 11
- 235000019353 potassium silicate Nutrition 0.000 description 9
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 9
- 238000005553 drilling Methods 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 230000008676 import Effects 0.000 description 4
- 230000018044 dehydration Effects 0.000 description 3
- 238000006297 dehydration reaction Methods 0.000 description 3
- 238000009826 distribution Methods 0.000 description 3
- 230000008595 infiltration Effects 0.000 description 3
- 238000001764 infiltration Methods 0.000 description 3
- 239000004033 plastic Substances 0.000 description 3
- 239000000243 solution Substances 0.000 description 3
- VTYYLEPIZMXCLO-UHFFFAOYSA-L Calcium carbonate Chemical compound [Ca+2].[O-]C([O-])=O VTYYLEPIZMXCLO-UHFFFAOYSA-L 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 2
- 239000004115 Sodium Silicate Substances 0.000 description 2
- 230000008901 benefit Effects 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 239000007788 liquid Substances 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 229910052911 sodium silicate Inorganic materials 0.000 description 2
- 238000003860 storage Methods 0.000 description 2
- 230000008961 swelling Effects 0.000 description 2
- 238000005303 weighing Methods 0.000 description 2
- 241001274660 Modulus Species 0.000 description 1
- BPQQTUXANYXVAA-UHFFFAOYSA-N Orthosilicate Chemical compound [O-][Si]([O-])([O-])[O-] BPQQTUXANYXVAA-UHFFFAOYSA-N 0.000 description 1
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 238000013019 agitation Methods 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000033228 biological regulation Effects 0.000 description 1
- 229910000019 calcium carbonate Inorganic materials 0.000 description 1
- 235000019994 cava Nutrition 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000001687 destabilization Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- GUJOJGAPFQRJSV-UHFFFAOYSA-N dialuminum;dioxosilane;oxygen(2-);hydrate Chemical compound O.[O-2].[O-2].[O-2].[Al+3].[Al+3].O=[Si]=O.O=[Si]=O.O=[Si]=O.O=[Si]=O GUJOJGAPFQRJSV-UHFFFAOYSA-N 0.000 description 1
- 239000012895 dilution Substances 0.000 description 1
- 238000010790 dilution Methods 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000012407 engineering method Methods 0.000 description 1
- 239000011521 glass Substances 0.000 description 1
- 238000007654 immersion Methods 0.000 description 1
- 238000002156 mixing Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 229910052901 montmorillonite Inorganic materials 0.000 description 1
- 238000012856 packing Methods 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 238000001556 precipitation Methods 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 239000000741 silica gel Substances 0.000 description 1
- 229910002027 silica gel Inorganic materials 0.000 description 1
- 238000002791 soaking Methods 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
Classifications
-
- 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
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a kind of swelled ground tunnel support structure and method, it includes：Wall for grouting, it is arranged on the upper half section of the face in the swelled ground tunnel；Some Grouting Pipes, it is embedded in the wall for grouting, and the swelled ground country rock for the upper half section periphery to the swelled ground tunnel carries out pre-grouting；The Grouting Pipe is set along the bearing of trend in the swelled ground tunnel, and cross section is towards the upper half section of the face；When carrying out pre-grouting by the Grouting Pipe, the wall for grouting is used to prevent from flowing to the face outside the slurries of grouting.It is of the invention main to prevent grouting pressure from area facial disfigurement and being caved in caused by excessive by wall for grouting, solve the problem of swelled ground tunnel is due to swell-shrinking deformation caused by the mechanical characteristic of swelled ground and destruction.
Description
Technical field
The present invention relates to Geotechnical Engineering field, more particularly to a kind of swelled ground tunnel support structure and method.
Background technology
Swelled ground China widely dispersed, such as Guangxi, Yunnan, Henan, Hubei, Sichuan, Shaanxi, Hebei, Anhui,
There is the distribution of different range on the ground such as Jiangsu.The mineralogical composition of swelled ground is mainly montmorillonite, is a kind of highly plastic clay, typically
Bearing capacity is higher, with the deformation of water swelling, dehydration shrinkage and repeated expansion and shrinkage, the decay of immersion bearing capacity, desiccation crack development etc.
Characteristic, property is extremely unstable.Because the soil has the property of water swelling, dehydration shrinkage and reciprocal transformation, therefore it is to tunnel
The destruction of supporting construction can not be underestimated, and the destruction constituted is not easily repaired.For example, swelled ground tunnel is after excavation
The reasons such as the effect due to stresses re-distribution and water, water-swellable, dehydration shrinkage, make tunnel generate squeezing into tunnel repeatedly
Pressure and displacement, commonly reach several centimetres, or even over one hundred centimetre, cause country rock cracking, tunnel sinking, wall rock destabilization, cave in, emit
The phenomenons such as the disease after top, heave, lining deformation destruction and operation, it can cause extremely tight to engineering construction and operation
The consequence of weight, directly affects the security of works.
Therefore, in order to ensure the stabilization of tunnel in a long time, the purpose for reach safety, comfortably driving a vehicle, it is necessary to carry
For a kind of supporting construction and method that can be controlled the swell-shrinking deformation of swelled ground country rock, ensure tunnel structure safety.
The content of the invention
The present invention is directed to the drawbacks described above of prior art there is provided a kind of swelled ground tunnel support structure and method, and its is main
Prevent grouting pressure from area facial disfigurement and being caved in caused by excessive by wall for grouting, solve swelled ground tunnel due to expansion
The problem of swell-shrinking deformation caused by the mechanical characteristic of soil and destruction.
The technical solution adopted for the present invention to solve the technical problems is：
On the one hand there is provided a kind of swelled ground tunnel support structure, it includes：
Wall for grouting, it is arranged on the upper half section of the face in the swelled ground tunnel；
Some Grouting Pipes, it is embedded in the wall for grouting, the expansion for the upper half section periphery to the face
Fortifield village's rock carries out pre-grouting；The Grouting Pipe is set along the bearing of trend in the swelled ground tunnel, and the equal direction in cross section
The upper half section of the face；
When carrying out pre-grouting by the Grouting Pipe, the wall for grouting is used to prevent the slurries of grouting from flowing out the palm
Sub- face.
It is preferred that, wall for grouting includes：Concrete main body；And it is arranged on the shaped steel main body in the concrete main body.
It is preferred that, the shaped steel main body includes：
Some shaped steel of the upper half section of the face are arranged on, each shaped steel is along the upper half of the face
Section is laterally set, and is parallel to each other between the shaped steel；And for connecting the reinforcing bar of two adjacent shaped steel.
It is preferred that, the wall for grouting thickness 50-100cm；The shaped steel is 22A I-steel；It is parallel to each other between the reinforcing bar,
And uniform intervals are set.
It is preferred that, in addition to：Advance support structure；The advance support structure includes：
The long tube set along the outer uniform intervals of the upper half section of the face；And it is arranged on two adjacent long tubes
Between advanced tubule；The advanced tubule uniform intervals are set；
The cross section of the long tube and advanced tubule is towards the upper half section of the face；
The interim inverted arch laterally set along the upper half section of the face；
And the longitudinally disposed interim steelframe of tunnel center line along the upper half section swelled ground tunnel of the swollen face.
It is preferred that, the Grouting Pipe overlaps, be arranged in parallel each other, and the length of overlapping part is 1.0-2.0m.
It is preferred that, the Grouting Pipe is obliquely installed, and it is between the center line of the bearing of trend in the swelled ground tunnel
Angle is 10 ° -30 °.
It is preferred that, the Grouting Pipe is mini-valve tube.
On the other hand, a kind of swelled ground tunnel supporting method is also provided, it comprises the following steps：
S1, on the upper half section of the face in the swelled ground tunnel wall for grouting is set；
S2, it is drilled with multiple inlet wells, each inlet well and is embedded with for institute in the wall for grouting
The swelled ground country rock for stating the upper half section periphery of face carries out the Grouting Pipe of pre-grouting；The Grouting Pipe is along the expansion
The bearing of trend in native tunnel is set, and cross section is towards the section in the upper half section swelled ground tunnel of the face；
S3, pre-grouting：Pre-grouting is carried out by the Grouting Pipe.
It is preferred that, also include before the step S1：S1a, setting advance support structure.
The beneficial effect of technical solution of the present invention is：
The present invention prevents grouting pressure from area facial disfigurement and being caved in caused by excessive by wall for grouting, and Grouting Pipe is noted
With good water-stagnating effect during slurry, the risk of the prominent mud of Tunnel Gushing can be effectively reduced, swelled ground tunnel is solved due to swollen
Swell-shrinking deformation caused by swollen native mechanical characteristic and destruction the problem of, wall for grouting be conducive to preventing grouting pressure is excessive from causing the palm
Sub- facial disfigurement and cave in.And the technical solution adopted by the present invention, succinctly, speed of application is fast, and financial cost is relatively low for engineering method.
Brief description of the drawings
Below in conjunction with drawings and Examples, the invention will be further described, in accompanying drawing：
Fig. 1 is the structural representation of the middle expansive soils tunnel support structure of embodiments of the invention one；
Fig. 2 is the profile of wall for grouting in embodiments of the invention one；
Fig. 3 is the side view of Grouting Pipe in embodiments of the invention one；
Fig. 4 is Grouting Pipe and the angle schematic diagram of tunnel center line in embodiments of the invention one；
Fig. 5 is the method flow diagram of the middle expansive soils tunnel supporting method of embodiments of the invention two；
Fig. 6 is the structural representation of Grouting Pipe in embodiments of the invention two.
Embodiment
In order that the purpose of the present invention, technical scheme and advantage are more clearly understood, below in conjunction with drawings and examples,
The present invention will be described in further detail.It should be appreciated that specific embodiment described herein is only used for explaining this hair
It is bright, it is not intended to limit the present invention.
Embodiment one：
Fig. 1 shows the swelled ground tunnel support structure of the present invention, and it includes：
Wall for grouting 1, it is arranged on the upper half section S1 of the face in the swelled ground tunnel 100；
Some Grouting Pipes 2, it is embedded in 1 in the wall for grouting, for the face to the swelled ground tunnel 100
The swelled ground country rock progress pre-grouting on half section S1 peripheries, and formation grouting and reinforcing scope (in the present embodiment, the grouting and reinforcing
The size of scope is that face both sides stretch out 1-1.5m, and face top upwardly extends 1.5-2m, i.e. Fig. 1 bends frame institute
The rectangular area shown)；The Grouting Pipe 2 is along the bearing of trend (i.e. perpendicular to the direction of paper) in the swelled ground tunnel 100
Set, and cross section is towards the upper half section S1 of the face；
When carrying out pre-grouting by the Grouting Pipe 2, the wall for grouting 1 is used to prevent that the slurries outflow of grouting to be described
Face.
In addition, the steadiness to ensure the swelled ground tunnel 100, the swelled ground tunnel support structure also includes：It is super
Preceding supporting construction；The advance support structure includes：
The long tube 4 set along the upper half section S1 of face outer uniform intervals, the long tube 4 constitutes long tube
Canopy；And it is arranged on the advanced tubule 3 between two adjacent long tubes 4；And the same uniform intervals of the advanced tubule 3 are set
Put；In the present embodiment, the length of the long tube 4 is 20-25m (being preferably 23.05m), and diameter 100-120mm (is preferably
108mm), its ring spacing set is 0.3~0.5m；The length of the advanced tubule 3 is 2-5m (being preferably 3m), diameter
35-50mm (being preferably 42mm), its ring spacing set is similarly 0.3~0.5m；Also, the long tube 4 and advanced small
The cross section of conduit 3 is towards the upper half section S1 of the face；
Along the upper half section S1 interim inverted arch 5 that laterally (i.e. X-direction in Fig. 1) is set of the face；
And along the swelled ground tunnel 100 tunnel center line longitudinal direction (i.e. Y-direction in Fig. 1, meanwhile, the X-direction and
Y-direction is vertical) interim steelframe 6 that sets, the two ends of interim steelframe 6 connect the top and bottom of the face respectively, use
In the support face；In the present embodiment, the steelframe 6 can at least have two Pin, and the spacing of adjacent two Pin steelframes 6 is 0.4-
1m (be preferably 0.5m), and adjacent two Pin steelframes 6 are fixed together by least one retainer ring 61, strengthen its support with this
Effect, it is ensured that the stability of structure.
Further, as shown in Fig. 2 the thickness of the wall for grouting 1 can be 50-100cm (being preferably 80cm), its is specific
Including：Concrete main body；And it is arranged at least a set of shaped steel main body in the concrete main body.
Specifically, the shaped steel main body includes：
The upper half section S1 of the face some shaped steel 11 are arranged on, the shaped steel 11 is preferably 22A I-steel,
Along the upper half section S1 of the face, laterally (i.e. X-direction in Fig. 1) is set each shaped steel 11, and the shaped steel 11
Between be parallel to each other；And for connecting the first reinforcing bar 12 of two adjacent shaped steel；It is parallel to each other between first reinforcing bar 12,
And can uniform intervals setting.
Meanwhile, to strengthen the soundness of wall for grouting 1, the wall for grouting 1 also includes some second reinforcing bars 13 and some
3rd reinforcing bar 14；Second reinforcing bar 13 is longitudinal, parallel and uniform intervals are set, and its one end connects the shaped steel 11 of the top, separately
One end connects the top of the face；3rd reinforcing bar 14 is longitudinal, parallel and uniform intervals are set, and its one end is connected most
The shaped steel 11 of lower section, the other end connects the interim inverted arch 5, and the longitudinal direction is the Y-direction in Fig. 1, namely the swelled ground tunnel
The track centre in road 100, meanwhile, the X-direction is vertical with Y-direction.
The reinforcing bar 13 of first reinforcing bar 12 and/or second and/or a diameter of 22mm of the 3rd reinforcing bar 14.
In the present embodiment, the shaped steel main body can be preferably two sets, its bearing of trend in the swelled ground tunnel 100
Upper inside and outside setting (" interior " is the direction away from the face, and " outer " is close to the direction of the face) is that is, a set of close
The face, it is a set of away from the face.
To further enhance anti-pressure ability, the shaped steel 11 can also be oriented to wall with fender post and pipe canopy and be connected.
After the completion of the wall for grouting 1, you can some notes for being used to set the Grouting Pipe 2 are drilled with the wall for grouting 1
Slurry 21 (as shown in Figure 6) of drilling, and ball valve can be also provided with the aperture of the inlet well 21.
Such as Fig. 3, described in 6, the Grouting Pipe 2 overlaps, be arranged in parallel each other, and the head end of the Grouting Pipe 2 stretches out
The wall for grouting 1, tail end extend into the bottom of the inlet well 21；The length of Grouting Pipe 2 is 6m, and the length of overlapping part
Spend for 1.0-2.0m (being preferably 1.5m).In the present embodiment, the Grouting Pipe 2 can be mini-valve tube, and the aperture of Grouting Pipe 2 is
91mm, slip casting splitting penetration radius are 500-1000mm, and end offers some injected holes 22, and the injected hole 22 is in plum blossom
Type is arranged, and longitudinal and transverse spacing is 750-1000mm (being preferably 800mm).
Secondly, for ease of carrying out slip casting to different orientation, the Grouting Pipe 2 is obliquely installed, as shown in figure 4, its center
Angle theta between the center line Y " of axis Y ' and the bearing of trend in the swelled ground tunnel 100 is 10 ° -30 °.
In the present embodiment, there is advantages below using mini-valve tube as Grouting Pipe 2：
(1) when being restricted on construction ground, directed inclined hole slip casting, soil mass consolidation targetedly can be implemented to faulty section.
(2) mini-valve tube system is mainly made up of plastic valve pipe (outer tube), slip casting core pipe (inner tube), rubber case, sealing ring etc.,
Therefore, its be one kind can only to outside pipe pulp, it is impossible to the unidirectional closing device of slurry is returned into pipe.During slip casting, pressure is by plastic valve
Rubber case outside pipe aperture is washed open, and slurries enter stratum, when such as pipe external pressure is more than in pipe, and the rubber case outside aperture is closed automatically
Close.
(3) slip casting can also be repeated as needed to any one slip casting section slip casting.
(4) drilling and slip casting are separated, and improve drilling, the utilization rate of grouting equipment.
(5) due in the stratum being reinforced, having carried out multiple spot, quantitative, slip casting in a balanced way, injecting cement paste is uniform in the earth formation
Distribution, uniform connection, therefore, substantially increases the resistance to overturning for being reinforced stratomere.
Embodiment two：
As seen in figs. 5-6, the present invention also show a kind of swelled ground tunnel supporting method, and it comprises the following steps：
S1, the setting wall for grouting 1 on the upper half section S1 of the face in the swelled ground tunnel 100；
S2, it is drilled with to be embedded with multiple inlet wells 21, each inlet well 21 in the wall for grouting 1 and is used for
The Grouting Pipe 2 of pre-grouting is carried out to the swelled ground country rock on the upper half section periphery in the swelled ground tunnel 100；The Grouting Pipe
2 are set along the bearing of trend in the swelled ground tunnel, and cross section is towards the upper half section S1 of the face；
S3, pass through the Grouting Pipe 2 carry out pre-grouting.
It is preferred that, also include before the step S1：S1a, setting advance support structure.
Specifically, the step S3 includes：
S31, configuration injecting paste material：In the present embodiment, the injecting paste material is cement-sodium silicate double liquid, and it was configured
Journey is as follows：
It is layered from Portland cement (for example, P.O 42.5) as cement, the Portland cement should be new
It is fresh and to meet in relevant quality standard, work progress and survey sample without caking, the cement for the caking that makes moist, cement must not be used
Pulp density 1.5t/m3；The mixing time of cement mortar, high-speed stirred should be no less than 30s, and normal agitation is no less than 90s, obtains cement
Slurry, and the cement slurry prepares to the time of being finished and should be less than 4h, storage temperature is between 5-40 DEG C；The normal silicate
The weighing error of cement and water is no more than 5%；
From waterglass, the waterglass enters field concentration for 40 Baume degrees (density 1.38g/cm3) or 3.4 moduluses, by it
Concentration dilution is to the Baume degrees of concentration 25 (density 1.25g/cm3) after again with water according to 1：1 (mass ratio) is diluted, and obtains water glass
Glass slurry, the waterglass slurry storage temperature is between 5-40 DEG C；The weighing error of the waterglass and water is no more than
5%；
S32, the Grouting Pipe 2 is connected with pump 200 (as shown in Figure 6), regulation is pumped to 1.0-2.0Mpa；
S33, as shown in fig. 6, first passing through the first import 21 and the second import 22 of the head end of Grouting Pipe 2 to the slip casting
Pumping Drilling Water, the debris (including body refuse etc.) in the inlet well 21 is gone out in drilling 21；
S34, the cement slurry is pumped into by the first import 21, waterglass slurry is pumped into by second import 22,
The cement slurry and waterglass slurry are discharged after being mixed in the Grouting Pipe 2 by injected hole 22, to the swelled ground
The swelled ground country rock on the upper half section periphery in tunnel carries out the pre-grouting of the first slip casting section；
After S35, the pre-grouting of completion the first slip casting section, the Grouting Pipe 2 is moved to the second slip casting section, repeats to walk
Rapid S34, until completing the pre-grouting of all slip casting sections.
Behind slurries injection stratum, waterglass can generate silica gel with calcium carbonate chemically reactive in soil layer；Cement and soil particle
And other in soil layer to fill out thing cementing.Meanwhile, waterglass can promote cement early solidifying, it is to avoid precipitation, bleed, guarantee slurries workability,
The property noted.Injection slurry plays splitting and infiltration packing action, shape firmly cementing with soil layer through part by soil layer mesopore
Into firm supporting course, foundation bearing capacity is improved, the settlement by soaking (collapse resistance) of soil layer is eliminated, also reduces the permeability of the soil body
Can, differential settlement will not be produced again by the soil body is met water, and the soil body that maintains the original state is stablized for a long time, reach sealing, the purpose reinforced.
In the present embodiment, after the pre-grouting for completing all slip casting sections, the reinforcing body 300 obtained has well uniform
Property and self-stability, face is without infiltration, and the reinforcing body unconfined compressive strength is 0.5MPa, infiltration coefficient is≤1.0 ×
10-6cm/s。
It should be noted that the technical characteristic in above-described embodiment one, two can be combined, the technology combined
Scheme belongs to protection scope of the present invention.
In summary, swelled ground tunnel support structure of the invention and method using cement-sodium silicate double liquid due to being entered
Row slip casting, therefore, it is conducive to the swell-shrinking deformation for controlling swelled ground country rock, ensures tunnel structure safety；Wall for grouting is conducive to preventing
Only grouting pressure is excessive causes area facial disfigurement and caves in；Sleeve valve barrel grouting has good water-stagnating effect, effectively reduces tunnel
The risk of the prominent mud of road water burst.
The foregoing is only presently preferred embodiments of the present invention, be not intended to limit the invention, it is all the present invention spirit and
Within principle, any modification, equivalent substitution and improvements made etc. should be included in the scope of the protection.
Claims (10)
1. a kind of swelled ground tunnel support structure, it is characterised in that including：
Wall for grouting, it is arranged on the upper half section of the face in the swelled ground tunnel；
Some Grouting Pipes, it is embedded in the wall for grouting, the expansion fortifield village for the upper half section periphery to the face
Rock carries out pre-grouting；The Grouting Pipe is set along the bearing of trend in the swelled ground tunnel, and cross section is towards described
The upper half section of face；
When carrying out pre-grouting by the Grouting Pipe, the wall for grouting is used to prevent the slurries of grouting from flowing out the area
Face.
2. supporting construction as claimed in claim 1, it is characterised in that wall for grouting includes：Concrete main body；And it is arranged on institute
State the shaped steel main body in concrete main body.
3. supporting construction as claimed in claim 2, it is characterised in that the shaped steel main body includes：
Some shaped steel of the upper half section of the face are arranged on, each shaped steel is along the upper half section of the face
Laterally set, and be parallel to each other between the shaped steel；And for connecting the reinforcing bar of two adjacent shaped steel.
4. supporting construction as claimed in claim 3, it is characterised in that the wall for grouting thickness 50-100cm；The shaped steel is 22A
I-steel；It is parallel to each other between the reinforcing bar, and uniform intervals are set.
5. supporting construction as claimed in claim 1, it is characterised in that also include：Advance support structure；The advance support knot
Structure includes：
The long tube set along the outer uniform intervals of the upper half section of the face；And be arranged between two adjacent long tubes
Advanced tubule；The advanced tubule uniform intervals are set；
The cross section of the long tube and advanced tubule is towards the upper half section of the face；
The interim inverted arch laterally set along the upper half section of the face；
And the longitudinally disposed interim steelframe of tunnel center line along the swelled ground tunnel.
6. supporting construction as claimed in claim 1, it is characterised in that the Grouting Pipe overlaps, be arranged in parallel each other, and
The length of overlapping part is 1.0-2.0m.
7. supporting construction as claimed in claim 6, it is characterised in that the Grouting Pipe is obliquely installed, itself and the swelled ground
Angle between the center line of the bearing of trend in tunnel is 10 ° -30 °.
8. the supporting construction as described in claim any one of 1-7, it is characterised in that the Grouting Pipe is mini-valve tube.
9. a kind of swelled ground tunnel supporting method, it is characterised in that comprise the following steps：
S1, on the upper half section of the face in the swelled ground tunnel wall for grouting is set；
S2, it is drilled with multiple inlet wells, each inlet well and is embedded with for the palm in the wall for grouting
The swelled ground country rock on the upper half section periphery in sub- face carries out the Grouting Pipe of pre-grouting；The Grouting Pipe is along the swelled ground tunnel
The bearing of trend in road is set, and cross section is towards the upper half section of the face；
S3, pre-grouting：Pre-grouting is carried out by the Grouting Pipe.
10. method for protecting support as claimed in claim 1, it is characterised in that also include before the step S1：S1a, setting are advanced
Supporting construction.
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