CN206144570U - Float cobble tunnel advance support structure - Google Patents
Float cobble tunnel advance support structure Download PDFInfo
- Publication number
- CN206144570U CN206144570U CN201621042718.8U CN201621042718U CN206144570U CN 206144570 U CN206144570 U CN 206144570U CN 201621042718 U CN201621042718 U CN 201621042718U CN 206144570 U CN206144570 U CN 206144570U
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- self
- tunnel
- advancing type
- hollow grouting
- anchor
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Abstract
The utility model relates to a strut the mechanism, concretely relates to float cobble tunnel advance support structure, including setting up the concrete jacket hunch in tunnel portal department, the tunnel vault vertically is provided with self -propelled cavity slip casting pipe canopy along the tunnel, inlay along tunnel longitudinal arrangement's double -deck self -propelled cavity slip casting stock between the adjacent self -propelled cavity slip casting pipe canopy, include: upper strata self -propelled cavity slip casting stock and the self -propelled of lower floor cavity slip casting stock, be provided with the shaped steel bow member in the tunnel, upper strata self -propelled cavity slip casting stock and the self -propelled of lower floor cavity slip casting stock afterbody and shaped steel bow member welded fastening, difficult, the easy sticking of tool of ubiquitous advance support pore -forming was just to the big scheduling problem of country rock disturbance during this structure can effectively be solved and float cobble tunnel construction present.
Description
Technical field
This utility model is related to supporting mechanism, and in particular to one kind drift cobble tunnel advanced support structure.
Background technology
In recent years, as highway constantly extends to river valley, overbank, the foot of a mountain, seashore, terrace etc., tunnel construction is increasingly
Many is faced with geological condition problem complicated and changeable, repaiies in the sandy gravel, erratic boulder layer particularly in valley terrace generally existing
During built tunnel, not only constructional difficulties, progress be slow, engineering safety risk is big, and the generation of geological disaster also more universal and calamity
Evil property is strong.Sandy gravel, erratic boulder layer tunnel excavation one are touched and collapsed, it is necessary to take appropriate advanced pre-reinforcement measure to improve and reinforce
Country rock.However, traditional super-front large pipe shed, advanced tubule the stratum exist difficult pore-forming, easy bit freezing and to country rock disturb
Big the problems such as；Surface drilling slip casting, equally exists pore-forming difficulty, and cobble country rock is loose, porosity is big, slurry stream due to floating
Dynamic scope is difficult to control to, consolidation effect is very uncertain.Therefore, it is badly in need of with reference to the special Study on engineering properties of sandy gravel, erratic boulder layer
Necessary Novel advance support mechanical structure is ensureing the special formation safety for tunnel engineering.
The content of the invention
The defect existed for prior art and deficiency, the purpose of this utility model is to provide drift cobble tunnel to prop up in advance
Protection structure, can effectively solve the problem that the advance support pore-forming of generally existing in current sandy gravel, erratic boulder layer constructing tunnel is difficult, Yi Ka
The problems such as boring and disturb big to country rock, reduces the disturbance that construction is caused to country rock, is effectively improved tunnel surrounding, gives full play to country rock
Self-bearing ability, so that it is guaranteed that safety for tunnel engineering.
For achieving the above object, this utility model is employed the following technical solutions：
A kind of gravel-boulder bed tunnel advanced support structure, including the concrete jacket arch being arranged at tunnel portal, tunnel arch
Top is vertically arranged with the hollow Grouting Pipe canopy of self-advancing type along tunnel；It is embedded with along tunnel longitudinal direction between the hollow Grouting Pipe canopy of adjacent self-advancing type
The double-deck self-advancing type hollow grouting anchor of arrangement, including：Upper strata self-advancing type hollow grouting anchor and the hollow slip casting of lower floor's self-advancing type
Anchor pole；Shaped steel arch, the upper strata self-advancing type hollow grouting anchor and lower floor's self-advancing type hollow grouting anchor are provided with tunnel
Afterbody is welded and fixed with shaped steel arch.
Further, the hollow Grouting Pipe canopy of the self-advancing type is arranged in tunnel excavation contour line outside, and in tunnel vault
Arrange in the range of 120 °.
Further, the upper strata self-advancing type hollow grouting anchor length is 3～3.5m, is squeezed into 40～45 ° of outer limbs
Country rock, anchor pole circumferential distance is 35～40cm, and longitudinal array pitch is 100～110cm；Lower floor's self-advancing type hollow grouting anchor is long
To spend for 2.5～3.0m, with 10～15 ° of outer limbs country rock is squeezed into, anchor pole circumferential distance is 35～40cm, longitudinal array pitch is 100～
110cm。
Further, the guide pipe for applying the hollow Grouting Pipe canopy of self-advancing type, institute are preset with the concrete jacket arch
Guide pipe circumferential distance is stated for 35～40cm, 1～3 ° of the elevation angle.
Further, the hollow Grouting Pipe canopy of the self-advancing type includes impacter, and the impacter front end is provided with alloy brill
Head, rear end is connected with the drilling rod of injected hole by adapter sleeve, and the drilling rod is that hollow-core construction and being provided with afterbody is only starched
Section.
Further, the upper strata self-advancing type hollow grouting anchor and lower floor's self-advancing type hollow grouting anchor include arranging
There is the body of rod of injected hole, lever front end is provided with anchor pole alloy bit, and the body of rod rear end is provided with stop grouting plug, and by carrying
Spherical nut and arch backing plate are fixed；It is provided with the body of rod for the adapter sleeve of extension rod body length.
Further, the injected hole is quincunx injected hole, and pitch of holes is 30～35cm.
Compared with prior art, this utility model has following beneficial technique effect：By arranging reinforced concrete soil suite
Arch, and using the hollow Grouting Pipe canopy of self-advancing type, it is ensured that pipe canopy length meets requirement, solves gravel-boulder bed pipe roof construction pore-forming
Difficult, easy bit freezing, the problem of low construction efficiency；By double-deck advance anchor bolt of arrangement, simultaneously slip casting makes front of tunnel heading country rock form thickness
The larger arcuately frame of degree, it is ensured that the excavation in bottom tunnel is carried out under the protection of top thickness shell frame.By adopting pipe with small pipe diameter
Hollow Grouting Pipe canopy and anchor pole can reduce the disturbance to country rock, give full play to self；The hollow Grouting Pipe of self-advancing type
Canopy and double-deck advance anchor bolt composite reinforcement guarantee Portal Section start tunneling safety, enter behind hole according to country rock situation in hole, double-deck anchor
Bar can conveniently be adjusted to monolayer or extended length.Above invention is effectively improving sandy gravel, the construction of erratic boulder layer tunnel advanced support
On the premise of efficiency, it is ensured that Tunnel Engineering is safe and reliable.
Further, by encircleing in concrete jacket on guide pipe is set, it is ensured that the hollow Grouting Pipe canopy position of self-advancing type and hole
Mouth direction is accurately in place, makes pipe canopy reinforcing scope clear and definite, reliable.
Further, by arranging quincunx injected hole, flower hole slip casting on drilling rod and the body of rod makes serosity diffusion consolidation, improves
The cohesive strength of country rock.
Description of the drawings
Fig. 1 is tunnel advanced support schematic cross-sectional view of the present utility model.
Fig. 2 is tunnel advanced support schematic longitudinal section of the present utility model.
Fig. 3 is the hollow Grouting Pipe canopy organigram of self-advancing type of the present utility model.
Fig. 4 is self-advancing type hollow grouting anchor organigram of the present utility model.
Wherein：1- reinforced concretes soil suite encircles, the hollow Grouting Pipe canopy of 2- self-advancing types, 201- alloy bits, 202- impacters,
203- adapter sleeves, 204- drilling rods, 205- injected holes, 206- only starches section；3- lower floors self-advancing type hollow grouting anchor, 301- anchor poles are closed
Golden drill bit, the 302- bodies of rod, 303- anchor pole adapter sleeves, 304- stop grouting plugs, 305- arch backing plates, 306- spherical nuts；4- upper stratas are certainly
Enter formula hollow grouting anchor, 5- guide pipes, 6- shaped steel archs.
Specific embodiment
This utility model is described in further detail below in conjunction with the accompanying drawings.
Referring to Fig. 1, Fig. 2, the drift cobble tunnel advanced support structure that the present invention is provided, including being arranged at tunnel portal
Concrete jacket arch 1, is preset with the guide pipe 5 for applying the hollow Grouting Pipe canopy 2 of self-advancing type, tunnel vault on concrete jacket arch 1
The hollow Grouting Pipe canopy 2 of self-advancing type is vertically arranged with along tunnel, the hollow Grouting Pipe canopy 2 of self-advancing type is arranged in outside tunnel excavation contour line
Side, and arrange in the range of 120 ° of tunnel vault.It is embedded with what is be longitudinally arranged along tunnel between the hollow Grouting Pipe canopy 2 of adjacent self-advancing type
Double-deck self-advancing type hollow grouting anchor, including：Upper strata self-advancing type hollow grouting anchor 3 and lower floor self-advancing type hollow grouting anchor 4；
Shaped steel arch 6 is provided with tunnel, the longitudinal pitch of shaped steel arch 6 is 50cm.The upper strata self-advancing type hollow grouting anchor 3 is with
The afterbody of layer self-advancing type hollow grouting anchor 4 is welded and fixed with shaped steel arch 6.
Concrete jacket arch 1 is applied using C35 armored concrete, and is directed to pipe 5 and is fixed in concrete jacket arch 1, is oriented to
Pipe 5 should strictly control steel pipe 35～40cm of circumferential distance when installing, and the elevation angle is at 1～3 °, it is ensured that orifice position and direction are accurate.
Referring to Fig. 3, the hollow Grouting Pipe canopy 2 of self-advancing type includes impacter 202, and the impacter front end is provided with alloy bit
201, rear end is connected with the drilling rod 204 of injected hole 205 by adapter sleeve 203, and the drilling rod 204 is for hollow-core construction and in tail
Portion is provided with only slurry section 206.The spreading of adapter sleeve 203 is adopted between follow-up drilling rod 204.
The length of upper strata self-advancing type hollow grouting anchor 4 is 3～3.5m, and with 40～45 ° of outer limbs country rock, anchor pole ring are squeezed into
Spacing is 35～40cm, and longitudinal array pitch is 100～110cm；The length of lower floor's self-advancing type hollow grouting anchor 3 be 2.5～
3.0m, with 10～15 ° of outer limbs country rock is squeezed into, and anchor pole circumferential distance is 35～40cm, and longitudinal array pitch is 100～110cm.Referring to
Fig. 4, the upper strata self-advancing type hollow grouting anchor 3 and lower floor self-advancing type hollow grouting anchor 4 include being provided with injected hole
The body of rod 302, the front end of the body of rod 302 is provided with anchor pole alloy bit 301, and the rear end of the body of rod 302 is provided with stop grouting plug 304, and leads to
Cross and fixed with spherical nut 306 and arch backing plate 305；The company for extending the length of the body of rod 302 is provided with the body of rod 302
Female connector 303.
The injected hole is quincunx injected hole, and pitch of holes is 30～35cm.
During construction, reinforced concrete soil suite arch 1 is applied first before tunnel excavation, be preset with reinforced concrete soil suite arch 1 and lead
To pipe 5, the hollow Grouting Pipe canopy 2 of self-advancing type is applied by guide pipe 5, after the completion for the treatment of that the hollow Grouting Pipe canopy 2 of all self-advancing types is applied
Excavate into hole；Excavate into after hole and to set up shaped steel arch 6 immediately in hole, and apply double-deck advance anchor bolt, by advance anchor bolt 3 and 4
Afterbody be welded and fixed together with shaped steel arch；Persistently opening for tunnel is carried out under the protection of pipe canopy 2 and double-deck advance anchor bolt
Dig.
By the sandy gravel of foregoing invention, erratic boulder layer tunnel portal section advance support structure, it can be ensured that Guan Peng positions and
Aperture direction is accurately in place, makes pipe canopy reinforcing scope clear and definite, reliable, by ensureing pipe canopy length using alloy bit and impacter
Meet and require, and pipe roof construction efficiency can be increased substantially, simultaneously slip casting encloses front of tunnel heading to double-deck self-advancing type advance anchor bolt
Rock forms the larger arcuately frame of thickness, it is ensured that the excavation in bottom tunnel is carried out under the protection of top thickness shell frame；By adopting
The disturbance to country rock is reduced with the hollow Grouting Pipe canopy and anchor pole of pipe with small pipe diameter, self is given full play to；Self-advancing type is 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 pole can conveniently be adjusted to monolayer or extended length, and construction flexibly, is conveniently adjusted.
Claims (7)
1. a kind of gravel-boulder bed tunnel advanced support structure, it is characterised in that including the concrete jacket being arranged at tunnel portal
Arch (1), tunnel vault is vertically arranged with the hollow Grouting Pipe canopy (2) of self-advancing type along tunnel；The hollow Grouting Pipe canopy (2) of adjacent self-advancing type
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)；It is provided with shaped steel arch (6) in tunnel, the hollow slip casting anchor of the upper strata self-advancing type
Bar (3) and lower floor's self-advancing type hollow grouting anchor (4) afterbody are welded and fixed with shaped steel arch (6).
2. a kind of gravel-boulder bed tunnel advanced support structure according to claim 1, it is characterised in that in the self-advancing type
Empty Grouting Pipe canopy (2) is arranged in tunnel excavation contour line outside, and arranges in the range of 120 ° of tunnel vault.
3. a kind of gravel-boulder bed tunnel advanced support structure according to claim 1, it is characterised in that the upper strata is from entering
Formula hollow grouting anchor (4) length is 3～3.5m, and with 40～45 ° of outer limbs country rock is squeezed into, anchor pole circumferential distance for 35～
40cm, longitudinal array pitch is 100～110cm；Lower floor's self-advancing type hollow grouting anchor (3) length is 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.
4. a kind of gravel-boulder bed tunnel advanced support structure according to claim 1, it is characterised in that the concrete jacket
The guide pipe (5) for applying the hollow Grouting Pipe canopy (2) of self-advancing type is preset with arch (1), guide pipe (5) circumferential distance is
35～40cm, 1～3 ° of the elevation angle.
5. a kind of gravel-boulder bed tunnel advanced support structure according to claim 1, it is characterised in that in the self-advancing type
Empty Grouting Pipe canopy (2) includes impacter (202), and the impacter front end is provided with alloy bit (201), and rear end passes through adapter sleeve
(203) drilling rod (204) of injected hole (205) is connected with, the drilling rod (204) is provided with only for hollow-core construction and in afterbody
Slurry section (206).
6. a kind of gravel-boulder bed tunnel advanced support structure according to claim 1, it is characterised in that the upper strata is from entering
Formula hollow grouting anchor (3) and lower floor's self-advancing type hollow grouting anchor (4) include being provided with the body of rod (302) of injected hole, bar
Body (302) front end is provided with anchor pole alloy bit (301), and the body of rod (302) rear end is provided with stop grouting plug (304), and passes through
It is fixed with spherical nut (306) and arch backing plate (305)；It is provided with the body of rod (302) long for extending the body of rod (302)
The adapter sleeve (303) of degree.
7. a kind of gravel-boulder bed tunnel advanced support structure according to claim 5 or 6, it is characterised in that the slip casting
Hole is quincunx injected hole, and pitch of holes is 30～35cm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621042718.8U CN206144570U (en) | 2016-09-08 | 2016-09-08 | Float cobble tunnel advance support structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621042718.8U CN206144570U (en) | 2016-09-08 | 2016-09-08 | Float cobble tunnel advance support structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN206144570U true CN206144570U (en) | 2017-05-03 |
Family
ID=58619121
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201621042718.8U Expired - Fee Related CN206144570U (en) | 2016-09-08 | 2016-09-08 | Float cobble tunnel advance support structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN206144570U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106194204A (en) * | 2016-09-08 | 2016-12-07 | 长安大学 | A kind of drift cobble tunnel advanced support structure and method for protecting support |
| CN108756949A (en) * | 2018-06-26 | 2018-11-06 | 中铁五局集团贵州工程有限公司 | One kind being used for tunnel double-lining reinforcing bar interlamellar spacing and protective layer positioning device |
-
2016
- 2016-09-08 CN CN201621042718.8U patent/CN206144570U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106194204A (en) * | 2016-09-08 | 2016-12-07 | 长安大学 | A kind of drift cobble tunnel advanced support structure and method for protecting support |
| CN108756949A (en) * | 2018-06-26 | 2018-11-06 | 中铁五局集团贵州工程有限公司 | One kind being used for tunnel double-lining reinforcing bar interlamellar spacing and protective layer positioning device |
| CN108756949B (en) * | 2018-06-26 | 2024-03-29 | 中铁五局集团贵州工程有限公司 | Positioning device for spacing and protective layer of two lining reinforced layers of tunnel |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20170503 Termination date: 20180908 |