CN106194204A - A kind of drift cobble tunnel advanced support structure and method for protecting support - Google Patents
A kind of drift cobble tunnel advanced support structure and method for protecting support Download PDFInfo
- Publication number
- CN106194204A CN106194204A CN201610808664.XA CN201610808664A CN106194204A CN 106194204 A CN106194204 A CN 106194204A CN 201610808664 A CN201610808664 A CN 201610808664A CN 106194204 A CN106194204 A CN 106194204A
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- tunnel
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- type hollow
- advancing type
- hollow grouting
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- 238000000034 method Methods 0.000 title claims abstract description 13
- 239000011435 rock Substances 0.000 claims abstract description 27
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 20
- 239000010959 steel Substances 0.000 claims abstract description 20
- 239000004567 concrete Substances 0.000 claims abstract description 11
- 238000009412 basement excavation Methods 0.000 claims description 17
- 238000007569 slipcasting Methods 0.000 claims description 17
- 238000010276 construction Methods 0.000 claims description 14
- 238000005553 drilling Methods 0.000 claims description 13
- 239000000956 alloy Substances 0.000 claims description 9
- 229910045601 alloy Inorganic materials 0.000 claims description 9
- 239000011150 reinforced concrete Substances 0.000 claims description 9
- 239000002689 soil Substances 0.000 claims description 9
- 235000019353 potassium silicate Nutrition 0.000 claims description 6
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 6
- 239000004568 cement Substances 0.000 claims description 5
- 239000011440 grout Substances 0.000 claims description 5
- 238000009792 diffusion process Methods 0.000 claims description 3
- 230000002093 peripheral effect Effects 0.000 claims description 3
- 210000004911 serous fluid Anatomy 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 230000008014 freezing Effects 0.000 abstract description 4
- 238000007710 freezing Methods 0.000 abstract description 4
- 230000003014 reinforcing effect Effects 0.000 abstract description 4
- 101150097977 arch-1 gene Proteins 0.000 description 8
- 230000002787 reinforcement Effects 0.000 description 4
- 239000002131 composite material Substances 0.000 description 3
- 239000002356 single layer Substances 0.000 description 3
- 230000005641 tunneling Effects 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 210000005239 tubule Anatomy 0.000 description 2
- 239000011083 cement mortar Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000011521 glass Substances 0.000 description 1
- PCHJSUWPFVWCPO-UHFFFAOYSA-N gold Chemical compound [Au] PCHJSUWPFVWCPO-UHFFFAOYSA-N 0.000 description 1
- 239000010931 gold Substances 0.000 description 1
- 229910052737 gold Inorganic materials 0.000 description 1
- 239000010410 layer Substances 0.000 description 1
- 239000007788 liquid Substances 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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
-
- 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
- E21D21/0046—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts formed by a plurality of elements arranged longitudinally
Landscapes
- 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)
- Chemical & Material Sciences (AREA)
- Inorganic Chemistry (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention belongs to tunnel advanced support technical field, be specifically related to a kind of drift cobble tunnel advanced support structure and method for protecting support, including the concrete jacket arch being arranged at tunnel portal, tunnel vault is vertically arranged with self-advancing type hollow Grouting Pipe canopy along tunnel；It is embedded with, between adjacent self-advancing type hollow Grouting Pipe canopy, the double-deck self-advancing type hollow grouting anchor being longitudinally arranged along tunnel, including: upper strata self-advancing type hollow grouting anchor and lower floor's self-advancing type hollow grouting anchor；It is provided with shaped steel arch, described upper strata self-advancing type hollow grouting anchor and lower floor's self-advancing type hollow grouting anchor afterbody in tunnel to be welded and fixed with shaped steel arch；The present invention can effectively solve the problem that the advance support pore-forming bit freezing difficult, easy generally existed in current drift cobble constructing tunnel and to problems such as country rock disturbance are big；The method pipe canopy reinforcing scope of the present invention accurately, reliably, gives full play to self to country rock disturbance relatively I, and arch, tunnel forms thick shell frame and ensures safety for tunnel engineering.
Description
Technical field
The invention belongs to tunnel advanced support technical field, be specifically related to a kind of drift cobble tunnel advanced support structure and prop up
Maintaining method.
Background technology
In recent years, along with highway to river valley, overbank, the foot of a mountain, seashore, terrace etc. constantly extend, tunnel construction is increasingly
Many is faced with the problem that geological condition is complicated and changeable, particularly builds tunnel in the gravel-boulder bed that valley terrace generally exists
Time, not only constructional difficulties, progress is slow, engineering safety risk big, and the generation of geological disaster the most universal and disastrous by force
Strong.Drift cobble tunnel excavation one touches and i.e. collapses, it is necessary to take suitable advanced pre-reinforcement measure improve country rock and reinforce country rock.So
And, there is pore-forming bit freezing difficult, easy on this stratum and ask country rock disturbance is big etc. in traditional super-front large pipe shed, advanced tubule
Topic；Surface drilling slip casting, equally exists pore-forming difficulty, and owing to drift cobble country rock is loose, porosity big, serosity flow range
Be difficult to control to, consolidation effect the most uncertain.Therefore, be badly in need of combining the drift special Study on engineering properties of cobble necessary novel in advance
Method for protecting support and supporting construction ensure this special formation safety for tunnel engineering.
Summary of the invention
The defect existed for prior art and deficiency, it is an object of the invention to provide a kind of drift cobble tunnel and prop up in advance
Protection structure and method for protecting support, it is possible to effective solution advance support pore-forming difficulty that currently this formation tunnel generally exists in constructing,
Easily bit freezing and to problems such as country rock disturbance are big, reduces the disturbance that country rock is caused by construction, is effectively improved tunnel surrounding, gives full play to
Self, so that it is guaranteed that safety for tunnel engineering.
The technical solution adopted for the present invention to solve the technical problems is:
A kind of gravel-boulder bed tunnel advanced support structure, including the concrete jacket arch being arranged at tunnel portal, tunnel encircles
Top is vertically arranged with self-advancing type hollow Grouting Pipe canopy along tunnel；It is embedded with between adjacent self-advancing type hollow Grouting Pipe canopy along tunnel longitudinally
The double-deck self-advancing type hollow grouting anchor arranged, including: upper strata self-advancing type hollow grouting anchor and lower floor's self-advancing type hollow slip casting
Anchor pole；Shaped steel arch, described upper strata self-advancing type hollow grouting anchor and lower floor's self-advancing type hollow grouting anchor it is provided with in tunnel
Afterbody is welded and fixed with shaped steel arch.
Further, described self-advancing type hollow Grouting Pipe canopy is arranged in outside tunnel excavation contour line, and at tunnel vault
Arrange in the range of 120 °.
Further, described upper strata self-advancing type hollow grouting anchor a length of 3～3.5m, squeeze into 40～45 ° of outer limbs
Country rock, anchor pole circumferential distance is 35～40cm, and longitudinal array pitch is 100～110cm；Described lower floor self-advancing type hollow grouting anchor is long
Degree is 2.5～3.0m, squeezes into country rock with 10～15 ° of outer limbs, and anchor pole circumferential distance is 35～40cm, longitudinal array pitch be 100～
110cm。
Further, described concrete jacket arch is preset with the guide pipe for applying self-advancing type hollow Grouting Pipe canopy, institute
Stating guide pipe circumferential distance is 35～40cm, the elevation angle 1～3 °.
Further, described self-advancing type hollow Grouting Pipe canopy includes that impacter, described impacter front end are provided with alloy and bore
Head, rear end is connected with the drilling rod of injected hole by adapter sleeve, and described drilling rod is that hollow-core construction being provided with at afterbody is only starched
Section.
Further, described upper strata self-advancing type hollow grouting anchor and lower floor's self-advancing type hollow grouting anchor all include arranging
Having the body of rod of injected hole, lever front end is provided with anchor pole alloy bit, and described body of rod rear end is provided with stop grouting plug, and by with
Spherical nut and arch backing plate are fixed；The adapter sleeve for extension rod body length it is provided with on the described body of rod.
Further, described injected hole is quincunx injected hole, and pitch of holes is 30～35cm.
A kind of gravel-boulder bed tunnel advanced support method, comprises the following steps:
1) reinforced concrete soil suite arch is applied before excavation in penumbra, tunnel, along tunnel in described reinforced concrete soil suite arch
Hoop is evenly distributed with some guide pipes；
2) apply self-advancing type hollow Grouting Pipe canopy by guide pipe, expanded by set arch end slip casting in pipe canopy after applying
Dissipate and reinforce peripheral rock, fill pipe canopy body；
3) set up shaped steel arch after tunnel excavation immediately, apply upper strata self-advancing type hollow grouting anchor and lower floor from entering every Pin
Formula hollow grouting anchor, and anchor pole afterbody is welded and fixed with steel arch-shelf；
4) until excavation to self-advancing type hollow Grouting Pipe canopy reinforce end time, repeat step 2), 3) persistently excavate.
Further, the order of described slip casting uses every hole slip casting；Grouting serous fluid uses the cement mortar being mixed with waterglass
Liquid, waterglass content is the 5% of cement grout volume.
Compared with prior art, the present invention has following useful technique effect: by using self-advancing type hollow Grouting Pipe
Canopy, it is ensured that pipe canopy length meets requirement, solves gravel-boulder bed pipe roof construction pore-forming bit freezing difficult, easy, problem that efficiency of construction is low；
By arranging that double-deck advance anchor bolt slip casting make front of tunnel heading country rock form the arcuately frame that thickness is bigger, it is ensured that on top
The excavation in tunnel, bottom is carried out under the protection of thick shell frame；It is right to be reduced by the hollow Grouting Pipe canopy and anchor pole using pipe with small pipe diameter
The disturbance of country rock, gives full play to self；Self-advancing type hollow Grouting Pipe canopy and double-deck advance anchor bolt composite reinforcement guarantee
Portal Section start tunneling safety, can conveniently be adjusted to monolayer or extended length according to country rock situation in hole, bilayer anchor pole after entering hole.
The present invention is on the premise of being effectively improved gravel-boulder bed tunnel advanced support efficiency of construction, it is ensured that Tunnel Engineering is safe and reliable.
Further, by arranging guide pipe on encircleing at concrete jacket, it is ensured that self-advancing type hollow Grouting Pipe canopy position and hole
Mouth direction is the most in place, makes pipe canopy reinforcing scope accurately, reliably.
Further, by arranging quincunx injected hole on drilling rod and the body of rod, slip casting makes serosity diffusion consolidation, improves country rock
Cohesive strength.
The method that the present invention provides, by utilizing guide pipe to apply self-advancing type hollow Grouting Pipe canopy, it can be ensured that pipe canopy position
Putting the most in place with direction, aperture, make pipe canopy reinforcing scope clearly, reliably, double-deck self-advancing type advance anchor bolt slip casting make face
Front country rock forms the arcuately frame that thickness is bigger, it is ensured that carry out the excavation in tunnel, bottom under the protection of top thickness shell frame；
Reduce the disturbance to country rock by the hollow Grouting Pipe canopy and anchor pole using pipe with small pipe diameter, give full play to self；From entering
Formula hollow Grouting Pipe canopy and double-deck advance anchor bolt composite reinforcement guarantee Portal Section start tunneling safety.
Accompanying drawing explanation
Fig. 1 is the tunnel advanced support schematic cross-sectional view of the present invention.
Fig. 2 is the tunnel advanced support schematic longitudinal section of the present invention.
Fig. 3 is the self-advancing type hollow Grouting Pipe canopy organigram of the present invention.
Fig. 4 is the self-advancing type hollow grouting anchor organigram of the present invention.
Wherein: 1-reinforced concrete soil suite encircles, 2-self-advancing type hollow Grouting Pipe canopy, 201-alloy bit, 202-impacter,
203-adapter sleeve, 204-drilling rod, 205-injected hole, the 206-only section of slurry；3-lower floor self-advancing type hollow grouting anchor, 301-anchor pole closes
Gold drill bit, the 302-body of rod, 303-anchor pole adapter sleeve, 304-stop grouting plug, 305-arch backing plate, 306-spherical nut；4-upper strata is certainly
Enter formula hollow grouting anchor, 5-guide pipe, 6-shaped steel arch.
Detailed description of the invention
Below in conjunction with the accompanying drawings the present invention is described in further detail.
Seeing Fig. 1, Fig. 2, the drift cobble tunnel advanced support structure that the present invention provides, including being arranged at tunnel portal
Concrete jacket arch 1, concrete jacket arch 1 is preset with the guide pipe 5 for applying self-advancing type hollow Grouting Pipe canopy 2, tunnel vault
Be vertically arranged with self-advancing type hollow Grouting Pipe canopy 2 along tunnel, self-advancing type hollow Grouting Pipe canopy 2 is arranged in outside tunnel excavation contour line
Side, and arrange in the range of tunnel vault 120 °.It is embedded with between adjacent self-advancing type hollow Grouting Pipe canopy 2 and to be longitudinally arranged along tunnel
Double-deck self-advancing type hollow grouting anchor, including: upper strata self-advancing type hollow grouting anchor 3 and lower floor's self-advancing type hollow grouting anchor 4；
Being provided with shaped steel arch 6 in tunnel, shaped steel arch 6 longitudinal pitch is 50cm.Described upper strata self-advancing type hollow grouting anchor 3 and under
Layer self-advancing type hollow grouting anchor 4 afterbody is welded and fixed with shaped steel arch 6.
Concrete jacket arch 1 employing C35 armored concrete apply, and be directed to pipe 5 be fixed on concrete jacket arch 1 in, guide
Should strictly control steel pipe circumferential distance 40cm when pipe 5 is installed, the elevation angle is at 1～3 °, it is ensured that orifice position and direction are accurate.
Seeing Fig. 3, self-advancing type hollow Grouting Pipe canopy 2 includes that impacter 202, described impacter front end are provided with alloy bit
201, rear end is connected with the drilling rod 204 of injected hole 205 by adapter sleeve 203, and described drilling rod 204 is hollow-core construction at tail
Portion is provided with only slurry section 206.Adapter sleeve 203 spreading is used between follow-up drilling rod 204.
The a length of 3m of upper strata self-advancing type hollow grouting anchor 4, squeezes into country rock, anchor pole circumferential distance with 40～45 ° of outer limbs
Being 35～40cm, longitudinal array pitch is 100cm；The described lower floor a length of 2.5m of self-advancing type hollow grouting anchor 3, with 10～15 ° outside
Limb squeezes into country rock, and anchor pole circumferential distance is 35～40cm, and longitudinal array pitch is 100cm.See Fig. 4, in the self-advancing type of described upper strata
Empty grouted anchor bar 3 and lower floor's self-advancing type hollow grouting anchor 4 all include the body of rod 302 being provided with injected hole, and the body of rod 302 front end sets
Being equipped with anchor pole alloy bit 301, the described body of rod 302 rear end is provided with stop grouting plug 304, and by with spherical nut 306 and arch
Shape backing plate 305 is fixed；The adapter sleeve 303 for extending the body of rod 302 length it is provided with on the described body of rod 302.
Injected hole is quincunx injected hole, and pitch of holes is 30～35cm.
The advanced support method in the gravel-boulder bed tunnel that the present invention provides, comprises the following steps:
1) reinforced concrete soil suite arch 1 is applied before excavation in penumbra, tunnel, vertical along tunnel in reinforced concrete soil suite arch 1
To being evenly distributed with some guide pipes 5；
2) apply self-advancing type hollow Grouting Pipe canopy 2 by guide pipe 5, use down-the-hole drill by set encircle on guide pipe execute
Making the first segment drilling rod of pipe canopy, first segment drilling rod front end, with alloy bit and impacter, uses adapter sleeve between follow-up drilling rod
Spreading.The construction method of many self-advancing type hollow Grouting Pipe canopies is the most identical, by set arch end slip casting in pipe canopy after applying
Peripheral rock is reinforced in diffusion, fills pipe canopy body；The order of described slip casting uses every hole slip casting；Grouting serous fluid uses and is mixed with water glass
The cement grout of glass, waterglass content is the 5% of cement grout volume.
3) setting up shaped steel arch 6 after tunnel excavation immediately, shaped steel arch is installed along the cross section circumference of tunnel surrounding；Every Pin
Apply upper strata self-advancing type hollow grouting anchor 3 and lower floor's self-advancing type hollow grouting anchor 4, and anchor pole afterbody is welded with steel arch-shelf
Fixing；Can be according to country rock situation in hole after entering hole, double-deck anchor pole can conveniently be adjusted to monolayer or extended length, and construction is flexible, side
Just adjust.
4) until excavation reinforce end to self-advancing type hollow Grouting Pipe canopy 2 time, repetition step 2), 3) persistently excavate.
During construction, before tunnel excavation, first apply reinforced concrete soil suite arch 1, reinforced concrete soil suite arch 1 is preset with and leads
To pipe 5, apply self-advancing type hollow Grouting Pipe canopy 2 by guide pipe 5, after all self-advancing type hollow Grouting Pipe canopies 2 have applied
Excavate into hole；Excavate behind hole, in hole, set up shaped steel arch 6 immediately, and apply double-deck advance anchor bolt, by advance anchor bolt 3 and 4
Afterbody be welded and fixed with shaped steel arch together with；Persistently opening of tunnel is carried out under the protection of pipe canopy 2 and double-deck advance anchor bolt
Dig.
By the gravel-boulder bed tunnel portal section advance support structure of foregoing invention, it can be ensured that Guan Peng position and aperture side
To the most in place, making pipe canopy reinforcing scope clearly, reliably, by using alloy bit and impacter to ensure, pipe canopy length meets wants
Asking, and can increase substantially pipe roof construction efficiency, double-deck self-advancing type advance anchor bolt slip casting make front of tunnel heading country rock be formed
The arcuately frame that thickness is bigger, it is ensured that carry out the excavation in tunnel, bottom under the protection of top thickness shell frame；By using tubule
The hollow Grouting Pipe canopy in footpath and anchor pole reduce the disturbance to country rock, give full play to self；Self-advancing type hollow Grouting Pipe
Canopy and double-deck advance anchor bolt composite reinforcement guarantee Portal Section start tunneling safety；Enter according to country rock situation in hole behind hole, double-deck anchor
Bar can conveniently be adjusted to monolayer or extended length, and construction is flexible, convenient to be adjusted.
Claims (9)
1. a gravel-boulder bed tunnel advanced support structure, it is characterised in that include the concrete jacket being arranged at tunnel portal
Arch (1), tunnel vault is vertically arranged with self-advancing type hollow Grouting Pipe canopy (2) along tunnel；Adjacent self-advancing type hollow Grouting Pipe canopy (2)
Between be embedded with the double-deck self-advancing type hollow grouting anchor being longitudinally arranged along tunnel, including upper strata self-advancing type hollow grouting anchor (3)
With lower floor's self-advancing type hollow grouting anchor (4)；Shaped steel arch (6), described upper strata self-advancing type hollow slip casting anchor it is provided with in tunnel
Bar (3) and lower floor's self-advancing type hollow grouting anchor (4) afterbody are welded and fixed with shaped steel arch (6).
A kind of gravel-boulder bed tunnel advanced support structure the most according to claim 1, it is characterised in that in described self-advancing type
Empty Grouting Pipe canopy (2) is arranged in outside tunnel excavation contour line, and arranges in the range of tunnel vault 120 °.
A kind of gravel-boulder bed tunnel advanced support structure the most according to claim 1, it is characterised in that described upper strata is from entering
Formula hollow grouting anchor (4) a length of 3～3.5m, squeezes into country rock with 40～45 ° of outer limbs, anchor pole circumferential distance be 35～
40cm, longitudinal array pitch is 100～110cm；Described lower floor's self-advancing type hollow grouting anchor (3) a length of 2.5～3.0m, with 10～
15 ° of outer limbs squeeze into country rock, and anchor pole circumferential distance is 35～40cm, and longitudinal array pitch is 100～110cm.
A kind of gravel-boulder bed tunnel advanced support structure the most according to claim 1, it is characterised in that described concrete jacket
Being preset with the guide pipe (5) for applying self-advancing type hollow Grouting Pipe canopy (2) on arch (1), described guide pipe (5) circumferential distance is
35～40cm, the elevation angle 1～3 °.
A kind of gravel-boulder bed tunnel advanced support structure the most according to claim 1, it is characterised in that in described self-advancing type
Empty Grouting Pipe canopy (2) includes that impacter (202), described impacter front end are provided with alloy bit (201), and adapter sleeve is passed through in rear end
(203) being connected with the drilling rod (204) of injected hole (205), described drilling rod (204) is hollow-core construction and is only provided with at afterbody
Slurry section (206).
A kind of gravel-boulder bed tunnel advanced support structure the most according to claim 1, it is characterised in that described upper strata is from entering
Formula hollow grouting anchor (3) and lower floor's self-advancing type hollow grouting anchor (4) all include the body of rod (302) being provided with injected hole, bar
Body (302) front end is provided with anchor pole alloy bit (301), and the described body of rod (302) rear end is provided with stop grouting plug (304), and passes through
Fix with spherical nut (306) and arch backing plate (305)；It is provided with for extending the body of rod (302) long on the described body of rod (302)
The adapter sleeve (303) of degree.
7. according to a kind of gravel-boulder bed tunnel advanced support structure described in claim 5 or 6, it is characterised in that described slip casting
Hole is quincunx injected hole, and pitch of holes is 30～35cm.
8. according to the advanced support method in gravel-boulder bed tunnel described in any one of claim 1-7, it is characterised in that include following
Step:
1) reinforced concrete soil suite arch (1) is applied before excavation in penumbra, tunnel, along tunnel in described reinforced concrete soil suite arch (1)
Road hoop is evenly distributed with some guide pipes (5)；
2) self-advancing type hollow Grouting Pipe canopy (2) is applied by guide pipe (5), by set arch end slip casting in pipe canopy after applying
Peripheral rock is reinforced in diffusion, fills pipe canopy body；
3) set up shaped steel arch (6) after tunnel excavation immediately, every Pin apply upper strata self-advancing type hollow grouting anchor (3) and lower floor from
Enter formula hollow grouting anchor (4), and anchor pole afterbody is welded and fixed with steel arch-shelf；
4) until excavation to self-advancing type hollow Grouting Pipe canopy (2) reinforce end time, repeat step 2), 3) persistently excavate.
A kind of drift cobble tunnel advanced support method the most according to claim 8, it is characterised in that the order of described slip casting
Use every hole slip casting；Grouting serous fluid uses the cement grout being mixed with waterglass, and waterglass content is cement grout volume
5%.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610808664.XA CN106194204A (en) | 2016-09-08 | 2016-09-08 | A kind of drift cobble tunnel advanced support structure and method for protecting support |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610808664.XA CN106194204A (en) | 2016-09-08 | 2016-09-08 | A kind of drift cobble tunnel advanced support structure and method for protecting support |
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| Publication Number | Publication Date |
|---|---|
| CN106194204A true CN106194204A (en) | 2016-12-07 |
Family
ID=58067486
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610808664.XA Pending CN106194204A (en) | 2016-09-08 | 2016-09-08 | A kind of drift cobble tunnel advanced support structure and method for protecting support |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107013220A (en) * | 2017-05-16 | 2017-08-04 | 深圳市瑞利源工程技术有限公司 | A kind of tunnel deep hole grouting method, pipe canopy and retrusive Grouting Pipe |
| CN107605509A (en) * | 2017-11-08 | 2018-01-19 | 中铁十局集团有限公司 | Sand-pebble layer small curve radius shallow tunnel subsurface excavation method advanced supporting construction method |
| CN108756893A (en) * | 2018-04-19 | 2018-11-06 | 济南城建集团有限公司 | A kind of city shallow tunnel vault soil stabilization method |
| CN108798718A (en) * | 2018-07-09 | 2018-11-13 | 中铁十七局集团第四工程有限公司 | Subsequent grouting method is held before tunnel |
| CN109854281A (en) * | 2019-02-01 | 2019-06-07 | 安徽建筑大学 | The method for protecting support of the lower rock compound cross-section stratum jacking construction of upper soil |
| CN113174928A (en) * | 2021-04-30 | 2021-07-27 | 福建永宏建设工程有限公司 | Fine casting and grouting process for pebble layer with large permeability coefficient |
| CN113236263A (en) * | 2021-06-25 | 2021-08-10 | 中铁十八局集团有限公司 | Construction method of open type TBM front-mounted type advanced pipe shed |
| CN113982646A (en) * | 2021-10-25 | 2022-01-28 | 中铁隧道局集团有限公司 | Advanced support construction method for tunnel water-rich soil-rock mixed stratum slump accumulation body |
| CN115030165A (en) * | 2022-05-13 | 2022-09-09 | 中交一公局第四工程有限公司 | Ultra-shallow buried tunnel underpass highway structure and construction method |
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| CN108756893A (en) * | 2018-04-19 | 2018-11-06 | 济南城建集团有限公司 | A kind of city shallow tunnel vault soil stabilization method |
| CN108798718A (en) * | 2018-07-09 | 2018-11-13 | 中铁十七局集团第四工程有限公司 | Subsequent grouting method is held before tunnel |
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| CN113174928A (en) * | 2021-04-30 | 2021-07-27 | 福建永宏建设工程有限公司 | Fine casting and grouting process for pebble layer with large permeability coefficient |
| CN113174928B (en) * | 2021-04-30 | 2022-06-10 | 福建永宏建设工程有限公司 | Fine casting and grouting process for pebble layer with large permeability coefficient |
| CN113236263A (en) * | 2021-06-25 | 2021-08-10 | 中铁十八局集团有限公司 | Construction method of open type TBM front-mounted type advanced pipe shed |
| CN113982646A (en) * | 2021-10-25 | 2022-01-28 | 中铁隧道局集团有限公司 | Advanced support construction method for tunnel water-rich soil-rock mixed stratum slump accumulation body |
| CN115030165A (en) * | 2022-05-13 | 2022-09-09 | 中交一公局第四工程有限公司 | Ultra-shallow buried tunnel underpass highway structure and construction method |
| CN115030165B (en) * | 2022-05-13 | 2024-01-19 | 中交一公局第四工程有限公司 | Under-penetration highway structure for ultra-shallow buried tunnel and construction method |
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Application publication date: 20161207 |