CN107448225A - Tunnel tunnel face reinforcement means and structure - Google Patents
Tunnel tunnel face reinforcement means and structure Download PDFInfo
- Publication number
- CN107448225A CN107448225A CN201710832510.9A CN201710832510A CN107448225A CN 107448225 A CN107448225 A CN 107448225A CN 201710832510 A CN201710832510 A CN 201710832510A CN 107448225 A CN107448225 A CN 107448225A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- bolthole
- face
- default
- anchor pole
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D21/0006—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by the bolt material
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)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention provides a kind of tunnel tunnel face reinforcement means and structure, it is related to Geotechnical Engineering field.The tunnel tunnel face reinforcement means includes：Multiple boltholes are drilled through into the face in tunnel to be excavated according to default bolthole parameter using jumbolter；Insert the anchor pole of multiple preset lengths respectively to the multiple bolthole using anchor pole insertion equipment；Using grouting equipment packing material is injected to the multiple bolthole.The tunnel tunnel face reinforcement means can preferably realize the stabilization of the face during constructing tunnel.
Description
Technical field
The present invention relates to Geotechnical Engineering field, in particular to a kind of tunnel tunnel face reinforcement means and structure.
Background technology
Due to the raising of Line for Passenger Transportation and the whole technical standard of highway, tunnel excavation is highly restricted, therefore
There is substantial amounts of shallow tunnel.Shallow tunnel rock crusher, engineering construction difficulty is big, risk is big, easily deforms, even
It is landslide, a large amount of people's material resources can be expended, schedule delays, great difficulty is caused to engineering construction.Therefore, Shallow-Buried Soft Rock tunnel
The technological difficulties for building always Tunnel Design and construction in road.
The characteristics of being excavated for constructing tunnel and stratum surrouding rock deformation rule characteristic are understood, it is ensured that the stability of face is
It is vital.Especially under weak surrounding rock geological conditions, face stable problem turns into important in tunnel excavation technology
Problem, even if using partial excavation or shortening drilling depth sometimes, the stabilization of face can not be ensured, in such a case it is necessary to
Ensure that face is stable by auxiliary method, to reach construction safety purpose.Conventional means are before excavation, to tunnel rock
Body is reinforced in advance, prevents the generation of the disasters such as country rock excessive deformation, landslide.In Practical Project, pipe canopy, ductule, note
The pre-reinforcement technologies such as slurry are under the geological condition of weak bad country rock and features as poor geologic condition using very extensive；Pre-reinforcement engineering method energy
Country rock physical parameter is improved, strengthens the jamproof ability of weak surrounding rock, improves the stability of face, ensure the suitable of tunnel excavation
Profit is carried out, but the method for subsequent tunnel construction typically supporting with it has complex procedures, and construction speed is slow, and high cost lacks
Point, i.e., existing pre-add solid method can cause that subsequent tunnel working procedure is complicated, speed is slow, high cost.
The content of the invention
In view of this, the embodiments of the invention provide a kind of tunnel tunnel face reinforcement means and structure, to solve above-mentioned ask
Topic.
To achieve these goals, the technical solution adopted by the present invention is as follows：
A kind of tunnel tunnel face reinforcement means, methods described include：Using jumbolter according to default bolthole parameter to
Multiple boltholes are drilled through in the face in tunnel to be excavated；Using anchor pole insert equipment insert respectively to the multiple bolthole it is more
The anchor pole of individual preset length；Using grouting equipment packing material is injected to the multiple bolthole.
In preferred embodiments of the present invention, the default bolthole parameter includes default anchor pole hole depth, the utilization
Before jumbolter drills through multiple boltholes according to default bolthole parameter into face to be reinforced, methods described also includes：
The default anchor pole hole depth is determined according to default face buckling form.
In preferred embodiments of the present invention, the default bolthole parameter is including default bolthole distribution density and in advance
It is described that multiple anchors are drilled through into face to be reinforced according to default bolthole parameter using jumbolter if bolthole distribution
Before rod aperture, methods described also includes：The default bolthole point is determined according to method for numerical simulation using presupposition analysis software
Cloth density and the default bolthole distribution.
In preferred embodiments of the present invention, the anchor pole is Cutting free glass fiber-reinforced polymer anchor pole.
In preferred embodiments of the present invention, the direction that the inside in the bolthole toward the tunnel to be excavated extends is court
To the tunnel bottom to be excavated, the bolthole is toward the direction of the inside extension in the tunnel to be excavated with the horizontal 10 °
~20 °.
In preferred embodiments of the present invention, the utilization anchor pole insertion equipment is inserted more respectively to the multiple bolthole
After the anchor pole of individual preset length, methods described also includes：Tunneling boring construction is carried out to the face using excavating equipment to dig
Pick, to form tunnel.
It is described to carry out tunneling boring construction digging to the face using excavating equipment in preferred embodiments of the present invention
Pick, after forming tunnel, methods described also includes：Inner surface progress preliminary bracing to the tunnel applies；Utilize lining cutting
Equipment carries out secondary lining to the tunnel and applied.
A kind of tunnel tunnel face ruggedized construction, the tunnel tunnel face ruggedized construction include the face in tunnel to be excavated
The country rock in front and multiple anchor poles, the interior multiple boltholes included by default bolthole parameter distribution of the face are described
Multiple anchor poles are respectively arranged with multiple boltholes, the gap between the bolthole and the corresponding anchor pole is filled with filling
Material.
In preferred embodiments of the present invention, the multiple bolthole is according to default anchor pole bore dia, default anchor pole hole depth
Degree, default bolthole distribution density and default bolthole distribution are distributed in the face.
In preferred embodiments of the present invention, the anchor pole is Cutting free glass fiber-reinforced polymer anchor pole, and the bolthole is toward institute
The direction for stating the inside extension in tunnel to be excavated is towards the tunnel bottom to be excavated, and the bolthole is toward the tunnel to be excavated
The direction of the inside extension in road is with the horizontal 10 °~20 °.
Tunnel tunnel face reinforcement means provided in an embodiment of the present invention and structure, by using jumbolter according to default anchor
Rod aperture parameter drills through multiple boltholes into the face in tunnel to be excavated, recycles anchor pole to insert equipment to multiple boltholes point
The anchor pole of multiple preset lengths is not inserted, finally injects packing material to multiple boltholes using grouting equipment.So as to reality
Now to the reinforcing of face, and make follow-up constructing tunnel using simple and practical tunneling boring construction method for digging, so as to reduce
Complex procedures degree and cost, lifting construction speed, subsequent tunnel construction work can be caused by solving pre-add solid method of the prior art
Sequence is complicated, speed is slow, high cost problem.
To enable the above objects, features and advantages of the present invention to become apparent, preferred embodiment cited below particularly, and coordinate
Appended accompanying drawing, is described in detail below.
Brief description of the drawings
To make the purpose, technical scheme and advantage of the embodiment of the present invention clearer, below in conjunction with the embodiment of the present invention
In accompanying drawing, the technical scheme in the embodiment of the present invention is clearly and completely described, it is clear that described embodiment is
Part of the embodiment of the present invention, rather than whole embodiments.Based on the embodiment in the present invention, those of ordinary skill in the art
The every other embodiment obtained under the premise of creative work is not made, belongs to the scope of protection of the invention.
Fig. 1 shows the flow chart of tunnel tunnel face reinforcement means provided in an embodiment of the present invention；
Fig. 2 shows the schematic diagram of default face buckling form provided in an embodiment of the present invention；
Fig. 3 shows that the result of the different anchor pole radical face extrusion capacities of numerical simulation provided in an embodiment of the present invention is shown
It is intended to；
Fig. 4 shows the knot of the different bolt anchorage scope face extrusion capacities of numerical simulation provided in an embodiment of the present invention
Fruit schematic diagram；
Fig. 5 shows the structural representation of tunnel tunnel face ruggedized construction provided in an embodiment of the present invention.
Embodiment
Below in conjunction with accompanying drawing in the embodiment of the present invention, the technical scheme in the embodiment of the present invention is carried out clear, complete
Ground describes, it is clear that described embodiment is only part of the embodiment of the present invention, rather than whole embodiments.Generally exist
The component of the embodiment of the present invention described and illustrated in accompanying drawing can be configured to arrange and design with a variety of herein.Cause
This, the detailed description of the embodiments of the invention to providing in the accompanying drawings is not intended to limit claimed invention below
Scope, but it is merely representative of the selected embodiment of the present invention.Based on embodiments of the invention, those skilled in the art are not doing
The every other embodiment obtained on the premise of going out creative work, belongs to the scope of protection of the invention.
It should be noted that：Similar label and letter represents similar terms in following accompanying drawing, therefore, once a certain Xiang Yi
It is defined, then it further need not be defined and explained in subsequent accompanying drawing in individual accompanying drawing.Meanwhile in the present invention
Description in, term " first ", " second " etc. be only used for distinguish description, and it is not intended that instruction or imply relative importance.
First embodiment
As Fig. 1 shows the flow chart of tunnel tunnel face reinforcement means provided in an embodiment of the present invention.Fig. 2 is referred to, should
Method includes：
Step S110：Drilled through using jumbolter into the face in tunnel to be excavated according to default bolthole parameter multiple
Bolthole.
Multiple anchor poles for being used to insert anchor pole are drilled through when being reinforced using anchor pole to face, it is necessary into face
Hole.Specifically, drilling through for bolthole can use jumbolter.
In embodiments of the present invention, bolthole is needed according to default bolthole parameter distribution in face.Therefore, Ke Yili
Multiple boltholes are drilled through into the face in tunnel to be excavated according to default bolthole parameter with jumbolter, the multiple anchors drilled through
Rod aperture corresponding with default bolthole parameter should be distributed in the face in tunnel to be excavated.
In embodiments of the present invention, presetting bolthole parameter includes default anchor pole hole depth.Using jumbolter according to
Before default bolthole parameter drills through multiple boltholes into face to be reinforced, the tunnel tunnel face reinforcement means can also wrap
Include：The default anchor pole hole depth is determined according to default tunnel damage model and default face buckling form.
In embodiments of the present invention, concluded and obtained based on Numerical Simulation and data, general tunnel tunnel face front is dived
Sliding surface in logarithmic spiral type be distributed.Therefore, the schematic diagram of face buckling form is preset as shown in Fig. 2 wherein, line segment
LabFront of tunnel heading slide mass longest edge is represented, D represents tunnel diameter.Tunnel tunnel face bolt anchorage and foundation pit side-wall anchor pole branch
It is identical to protect principle, rock-bolt length analysis uses《Building foundation pit supporting technical regulation》(JGJ120-2012) relevant regulations, wherein anchor
Bar will enter through sliding surface stablizes rock-soil layer at least 1.5m.General anchor pole is all isometric arrangement, and therefore, the length L of anchor pole should
Work as satisfaction： L>Lab+ 1.5, presetting anchor pole hole depth should be corresponding with the preset length of anchor pole, i.e., default anchor pole hole depth should
Equal to L.
In embodiments of the present invention, presetting bolthole parameter includes default bolthole distribution density and default bolthole point
Cloth scope., should before multiple boltholes are drilled through into face to be reinforced according to default bolthole parameter using jumbolter
Tunnel tunnel face reinforcement means can also include：The default anchor pole is determined according to method for numerical simulation using presupposition analysis software
Pore size distribution density and the default bolthole distribution.
Specifically, numerical simulation can be carried out using FLAC3D softwares, i.e., determine tunnel to be excavated in FLAC3D softwares
Numerical simulation result is obtained after parameter and bolt design parameters, reasonable face anchor pole is determined by the extrusion displacement of face
Reinforce density.It is 18m that rock-bolt length is taken in the range of the face of preset area, lap of splice 8m, anchor pole number is 77,
90,112,150 and 187, anchor pole distribution density corresponding to difference is 0.52m2/ root, 0.60m2/ root, 0.75m2/
Root, 1.00m2/ root and 1.25m2/ root.Simulate face extrusion result such as following table：
It can be obtained from upper table, in the case of target face does not have bolt anchorage, maximum extrusion displacement is 20.7cm；77 anchor poles
Under reinforcing, maximum extrusion capacity is about 11.2cm, reduces 45.9%；Under 90 bolt anchorages, maximum extrusion capacity is 10.8cm, is subtracted
It is small by 47.8%；Under 112 bolt anchorages, maximum extrusion capacity is 10.4cm, reduces 49.8%；Under 150 bolt anchorages, most
Big extrusion capacity is 8.4cm, reduces 59.4%；Under 187 bolt anchorages, maximum extrusion capacity is 7.6cm, reduces 63.3%,
It can be seen that face bolt anchorage can effectively improve face extrusion capacity, and with the increase of anchor pole radical, extrusion capacity is therewith
Reduce.
Face under different operating modes is extruded into displacement along high degree of symmetry axle and is depicted as schematic diagram, as shown in Figure 4.According to figure
4, it can obtain：Maximum extrusion capacity occurs in tunnel middle and lower part.It is the palm under 77,90 and 112 operating modes to reinforce anchor pole radical
Sub- face maximum extrusion capacity change is more or less the same；When reinforcing anchor pole radical is 150, relative to the reinforcing that anchor pole radical is 112
Effect has larger improvement；When anchor pole radical increases to 187, seal face maximum extrusion capacity and the effect difference of 150 are not
It is more.Although the more consolidation effects of radical are better, unconfined increase anchor pole radical can increase unnecessary expenditure, cause into
This is too high.So as to which face anchor pole radical is that 150 consolidation effects are optimal.Hence, it can be determined that it is close to go out default anchor pole distribution
Spend for 1.00m2A piece anchor pole of every square metre of distribution for/root, i.e. face.
For horse-shoe tunnel, during full face tunneling, hole week due to the effect constrained by country rock, deforms numerical value
Smaller, face maximum extrusion capacity occurs in middle part region on the lower side.Under normal circumstances, tunneling boring bolt anchorage is carried out, effect is
It is ideal, but unnecessary expense can be increased, it is uneconomical；Therefore, can be enclosed according to different reinforcing position control faces
The extrusion deformation feature of rock chooses rational reinforcing scope.
Therefore, in embodiments of the present invention, using FLAC3D to tunneling boring reinforce, top reinforce, bottom reinforce and in
The situation that bottom reinforces four kinds of anchor pole distributions carries out sunykatuib analysis, i.e., determines tunnel excavation to be excavated in FLAC3D softwares
Numerical simulation result is obtained after parameter and bolt design parameters.Wherein, tunneling boring, which is reinforced, refers to that anchor pole is distributed in the whole of face
Region, top, which reinforces, refers to that anchor pole is distributed in the top half region of face, and bottom refers to that anchor pole is distributed under face
Half portion subregion, circular reinforce in middle and lower part refer to that anchor pole is distributed in the middle and lower part border circular areas of face；Top reinforces, bottom adds
Gu the and circular half reinforced area equation, be tunnel area in middle and lower part.It is thus possible to analog result is acquired, such as Fig. 5 institutes
It is shown as the result schematic diagram of face extrusion displacement corresponding to different parts reinforcing.According to analog result, can obtain：Top adds
Admittedly the face extrusion capacity of reinforcing area can be improved, but face bottom extrusion capacity changes compared with numerical value in the case of unguyed
Less, maximum extrusion capacity reduces 13.0%, it is seen that face top reinforces undesirable to maximum extrusion capacity inhibition；Face
In the case of bottom reinforces, there is control action well to the maximum extrusion capacity of middle and lower part, 41.1% is reduced, to top extrusion capacity
Inhibition is poor, but top extrusion capacity absolute value is smaller, shows that its consolidation effect is better than top reinforcing；When using face
Middle and lower part reinforcement means, the extrusion capacity of whole face, which is obtained for, to be efficiently controlled, and maximum extrusion capacity reduces about 51.2%.
It is thus possible to determine that optimal to face extrusion capacity control effect is that middle and lower part is reinforced and tunneling boring is reinforced, and middle part
Reinforcing can save more anchor pole.Hence, it can be determined that default bolthole distribution is the middle and lower part border circular areas of face.
Certainly, default anchor pole bore dia etc. can also be included by presetting bolthole parameter.The diameter of default bolthole can root
Factually depending on the diameter of border bolthole.
So as to, using anchor pole drilling machine can in the face in tunnel to be excavated according to default anchor pole hole depth, default
Bolthole distribution density and default bolthole distribution are drilled, and are drilled through and are obtained multiple boltholes, and multiple boltholes are equal
It is distributed in evenly according to default distribution density in face.
Also, the direction that the inside in the bolthole toward the tunnel to be excavated extends is towards the tunnel bottom to be excavated
Portion, the bolthole is toward the direction of the inside extension in the tunnel to be excavated with the horizontal 10 °~20 °.So that follow-up applies
In work, after inserting anchor pole, when injecting packing material, packing material can be enable smoothly to flow into the inner surface of bolthole.Certainly, it is described
The specific number of the direction and the angle of horizontal plane that the inside in bolthole toward the tunnel to be excavated extends in embodiments of the present invention
Value is not intended as limiting, and can be any number in the range of 10 °~20 °.
Step S120：Insert the anchor pole of multiple preset lengths respectively to the multiple bolthole using anchor pole insertion equipment.
Obtain it is multiple according to default bolthole parameter distribution after multiple boltholes of the face in tunnel to be excavated,
It can utilize anchor pole insertion equipment that anchor pole is inserted into each bolthole.Also, during insertion, make anchor pole insertion bolthole
Most deep position, make the length of the anchor pole of insertion corresponding with the depth of bolthole.
Step S130：Using grouting equipment packing material is injected to the multiple bolthole.
Grouting equipment, such as slip casting machine can be utilized, a certain amount of packing material is injected into each bolthole.Also,
Packing material is set to be distributed in the inner surface of bolthole.So that the anchor pole of insertion can be seamlessly connected with bolthole.
Further, packing material can be the construction materials such as mortar.
After packing material solidification in bolthole, anchor pole is completed to be connected with anchor pole internal surface of hole, and anchor pole and anchor pole
Gap is not present between internal surface of hole.So as to complete the reinforcing process of the face in tunnel to be excavated, improve face and go forward
The physical parameter of the country rock of side, significantly increases the jamproof ability of weak surrounding rock, improves the stability of face, it is ensured that tunnel
What road excavated is smoothed out.
After the anchor pole of multiple preset lengths is inserted respectively to the multiple bolthole using anchor pole insertion equipment, the tunnel
Road solidifying of the working face method can also include：Tunneling boring construction is carried out to the face using excavating equipment to excavate, to be formed
Tunnel.
After tunnel is formed, it is also necessary to carry out the work such as supporting, therefore, the tunnel tunnel face reinforcement means can also wrap
Include：Inner surface progress preliminary bracing to the tunnel applies；Secondary lining is carried out using lining device to the tunnel to apply.
Applied specifically, carrying out preliminary bracing to inner surface of tunnel, can be that the inner surface in tunnel sets up steel arch-shelf, hung
Reinforced mesh, then using spraying equipment gunite concrete in the inner surface in tunnel.It is thus possible to realize the preliminary bracing in tunnel
Apply, avoid the ground of tunnel upper from dropping.Then, then carry out it is secondary build die bush build apply, realize the liner supporting to tunnel,
Complete the construction working to tunnel.
Second embodiment
Second embodiment of the invention provides a kind of tunnel tunnel face ruggedized construction 100, refers to Fig. 5, the tunnel palm
Sub- face ruggedized construction 100 includes the country rock and multiple anchor poles 110 in the front of the face 120 in tunnel to be excavated.The tunnel
Face 120 in include multiple boltholes by default bolthole parameter distribution, be respectively arranged with the multiple bolthole
Multiple anchor poles 110, the gap between the bolthole and the corresponding anchor pole 110 are filled with packing material.
Further, the multiple bolthole is according to default anchor pole bore dia, default anchor pole hole depth, default bolthole point
Cloth density and default bolthole distribution are distributed in the face.
Specifically, the anchor pole 110 is Cutting free glass fibre anchor pole, the bolthole is toward in the tunnel to be excavated
The direction of portion's extension is the side that the inside in the bolthole toward the tunnel to be excavated extends towards the tunnel bottom to be excavated
To with the horizontal 10 °~20 °.
In summary, tunnel tunnel face reinforcement means provided in an embodiment of the present invention and structure, by using jumbolter
Multiple boltholes are drilled through into the face in tunnel to be excavated according to default bolthole parameter, recycle anchor pole to insert equipment to more
Individual bolthole inserts the anchor pole of multiple preset lengths respectively, finally injects packing material to multiple boltholes using grouting equipment.
So as to realize the reinforcing to face, and make follow-up constructing tunnel using simple and practical tunneling boring construction excavation side
Method, so as to reduce complex procedures degree and cost, lifting construction speed, solving pre-add solid method of the prior art can cause subsequently
Constructing tunnel complex procedures, speed are slow, high cost problem.
It should be noted that each embodiment in this specification is described by the way of progressive, each embodiment weight
Point explanation is all difference with other embodiment, between each embodiment identical similar part mutually referring to.
For device class embodiment, because it is substantially similar to embodiment of the method, so description is fairly simple, related part is joined
See the part explanation of embodiment of the method.
In addition, each functional module in each embodiment of the present invention can integrate to form an independent portion
Point or modules individualism, can also two or more modules be integrated to form an independent part.
It should be noted that herein, such as first and second or the like relational terms are used merely to a reality
Body or operation make a distinction with another entity or operation, and not necessarily require or imply and deposited between these entities or operation
In any this actual relation or order.Moreover, term " comprising ", "comprising" or its any other variant are intended to contain
Lid nonexcludability includes, so that process, method, article or equipment including a series of elements not only will including those
Element, but also the other element including being not expressly set out, or it is this process, method, article or equipment also to include
Intrinsic key element.In the absence of more restrictions, the key element limited by sentence "including a ...", it is not excluded that
Other identical element also be present in process, method, article or equipment including the key element.
The preferred embodiments of the present invention are the foregoing is only, are not intended to limit the invention, for the skill of this area
For art personnel, the present invention can have various modifications and variations.Within the spirit and principles of the invention, that is made any repaiies
Change, equivalent substitution, improvement etc., should be included in the scope of the protection.It should be noted that：Similar label and letter exists
Similar terms is represented in following accompanying drawing, therefore, once being defined in a certain Xiang Yi accompanying drawing, is then not required in subsequent accompanying drawing
It is further defined and explained.
The foregoing is only a specific embodiment of the invention, but protection scope of the present invention is not limited thereto, any
Those familiar with the art the invention discloses technical scope in, change or replacement can be readily occurred in, should all be contained
Cover within protection scope of the present invention.Therefore, protection scope of the present invention described should be defined by scope of the claims.
Claims (10)
1. a kind of tunnel tunnel face reinforcement means, it is characterised in that methods described includes：
Multiple boltholes are drilled through into the face in tunnel to be excavated according to default bolthole parameter using jumbolter；
Insert the anchor pole of multiple preset lengths respectively to the multiple bolthole using anchor pole insertion equipment；
Using grouting equipment packing material is injected to the multiple bolthole.
2. according to the method for claim 1, it is characterised in that the default bolthole parameter includes default anchor pole hole depth
Degree, it is described before the utilization jumbolter drills through multiple boltholes according to default bolthole parameter into face to be reinforced
Method also includes：
The default anchor pole hole depth is determined according to default face buckling form.
3. according to the method for claim 1, it is characterised in that the default bolthole parameter includes default anchor pole pore size distribution
Density and default bolthole distribution, it is described to utilize jumbolter according to default bolthole parameter into face to be reinforced
Before drilling through multiple boltholes, methods described also includes：
The default bolthole distribution density and the default anchor are determined according to method for numerical simulation using presupposition analysis software
Rod aperture distribution.
4. according to the method for claim 1, it is characterised in that the anchor pole is Cutting free glass fiber-reinforced polymer anchor pole.
5. according to the method for claim 1, it is characterised in that the inside in the bolthole toward the tunnel to be excavated extends
Direction be the direction and water that the inside in the bolthole toward the tunnel to be excavated extends towards the tunnel bottom to be excavated
Plane is into 10 °~20 °.
6. according to the method for claim 1, it is characterised in that described to insert equipment to the multiple bolthole using anchor pole
Insert respectively after the anchor pole of multiple preset lengths, methods described also includes：
Tunneling boring construction is carried out to the face using excavating equipment to excavate, to form tunnel.
7. according to the method for claim 6, it is characterised in that described that the face is broken entirely using excavating equipment
Surface construction excavates, and after forming tunnel, methods described also includes：
Inner surface progress preliminary bracing to the tunnel applies；
Secondary lining is carried out using lining device to the tunnel to apply.
8. a kind of tunnel tunnel face ruggedized construction, it is characterised in that the tunnel tunnel face ruggedized construction includes tunnel to be excavated
Face front country rock and multiple anchor poles, multiple anchors by default bolthole parameter distribution are included in the face
Rod aperture, multiple anchor poles, the gap between the bolthole and the corresponding anchor pole are respectively arranged with the multiple bolthole
Filled with packing material.
9. tunnel tunnel face ruggedized construction according to claim 8, it is characterised in that the multiple bolthole is according to default
Anchor pole bore dia, default anchor pole hole depth, default bolthole distribution density and default bolthole distribution are distributed in described
In face.
10. tunnel tunnel face ruggedized construction according to claim 8, it is characterised in that the anchor pole is Cutting free glass
Fiber bar anchor pole, the bolthole toward the tunnel inside extend direction be towards the tunnel bottom to be excavated, it is described
The direction that the inside in bolthole toward the tunnel extends is with the horizontal 10 °~20 °.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710832510.9A CN107448225A (en) | 2017-09-15 | 2017-09-15 | Tunnel tunnel face reinforcement means and structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710832510.9A CN107448225A (en) | 2017-09-15 | 2017-09-15 | Tunnel tunnel face reinforcement means and structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN107448225A true CN107448225A (en) | 2017-12-08 |
Family
ID=60496617
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710832510.9A Pending CN107448225A (en) | 2017-09-15 | 2017-09-15 | Tunnel tunnel face reinforcement means and structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107448225A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111550262A (en) * | 2020-05-22 | 2020-08-18 | 西华大学 | Tunnel assembly type prestress lining design method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE10234255A1 (en) * | 2002-06-27 | 2004-01-15 | Friedr. Ischebeck Gmbh | Use of drill injection anchors made from cold-rolled steel having longitudinal channels open in the region of the drill crown for rinsing and injecting cement as flat reinforcements for tunnel roofs |
| RU2348811C1 (en) * | 2007-07-06 | 2009-03-10 | Федеральное государственное унитарное предприятие "Государственный научно-исследовательский, проектный и конструкторский институт горного дела и металлургии цветных металлов" ФГУП "Гипроцветмет" | Method of supporting mine tunnels |
| CN101487393A (en) * | 2009-02-20 | 2009-07-22 | 中铁西南科学研究院有限公司 | Full-section pre-reinforcing construction method for tunnel free-machining anchor bar |
| CN104533451A (en) * | 2014-12-05 | 2015-04-22 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel advance pre-supporting technology used in discrete gravelly soil and broken surrounding rock |
-
2017
- 2017-09-15 CN CN201710832510.9A patent/CN107448225A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE10234255A1 (en) * | 2002-06-27 | 2004-01-15 | Friedr. Ischebeck Gmbh | Use of drill injection anchors made from cold-rolled steel having longitudinal channels open in the region of the drill crown for rinsing and injecting cement as flat reinforcements for tunnel roofs |
| RU2348811C1 (en) * | 2007-07-06 | 2009-03-10 | Федеральное государственное унитарное предприятие "Государственный научно-исследовательский, проектный и конструкторский институт горного дела и металлургии цветных металлов" ФГУП "Гипроцветмет" | Method of supporting mine tunnels |
| CN101487393A (en) * | 2009-02-20 | 2009-07-22 | 中铁西南科学研究院有限公司 | Full-section pre-reinforcing construction method for tunnel free-machining anchor bar |
| CN104533451A (en) * | 2014-12-05 | 2015-04-22 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel advance pre-supporting technology used in discrete gravelly soil and broken surrounding rock |
Non-Patent Citations (1)
| Title |
|---|
| 孙志成等: "锚杆支护在王庄矿的应用", 《矿山压力与顶板管理》 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111550262A (en) * | 2020-05-22 | 2020-08-18 | 西华大学 | Tunnel assembly type prestress lining design method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107060840B (en) | A kind of construction method of large cross-section tunnel V grades of country rock excavation supportings | |
| CN103758134B (en) | A kind of construction method combining Double-row Piles Support system | |
| CN110318770A (en) | A kind of hazy start tunneling method of vcehicular tunnel | |
| CN106194195A (en) | Collapsible Loess District large cross-section tunnel three step is without remaining core soil in advance construction method | |
| CN108487911A (en) | The compound crossing method construction method of longspan tunnel bilateral wall under complex geological condition | |
| CN106522978B (en) | Soft rock tunnel construction method based on soft mould supporting | |
| CN108412509A (en) | The anti-card machine method of double-shielded TBM | |
| CN110017144B (en) | Loess tunnel three-step construction method considering substrate reinforcement treatment | |
| CN108708743B (en) | Method for treating tunnel collapse by grouting | |
| CN203729308U (en) | Double-row pile supporting system of reinforced concrete pile combined structural steel cement mixing pile wall | |
| CN105804761A (en) | Construction method suitable for making shield penetrate through building in close range on liquefied sandy soil stratum | |
| CN108035733A (en) | A kind of perpendicular support partial excavation method of rock matter large section tunnel steelframe dike combination | |
| CN108756901B (en) | Former times lattice reach special formation Shallow Tunnel Construction method | |
| CN108374672B (en) | A method of reinforcing Deep Mine soft coal level roadway surrounding rock | |
| CN107420104A (en) | The horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter | |
| CN107620600A (en) | A kind of MJS engineering methods and pipe-roof method combined supporting big cross section small interval tunneling engineering method | |
| CN103321234A (en) | Load-bearing structure built on high slope or geological complex area and constructing method thereof | |
| CN104532855A (en) | Combined pile supporting structure in deep and thick peat soil layer | |
| CN107829748B (en) | A kind of complementary cycle formula excavation method suitable for floating pebble layer large cross-section tunnel | |
| CN107448225A (en) | Tunnel tunnel face reinforcement means and structure | |
| CN109973122A (en) | A kind of tunnel reinforcement control method of wall rock loosening or soft rock large deformation | |
| CN105840203A (en) | Large section loess tunnel pre-cutting method construction method | |
| CN110306529A (en) | A kind of method that bridge pile foundation solution cavity layering throwing blocks | |
| CN114352358B (en) | Dynamic grading control method and system for large deformation of high-ground-stress deep-buried soft rock tunnel | |
| CN208934599U (en) | A kind of big section rectangle anchoring pile rotary drilling rig rectangle die cut drill bit |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20171208 |
|
| RJ01 | Rejection of invention patent application after publication |