CN109404012A - IV~VI grade of country rock is backbreak Tunnel method - Google Patents
IV~VI grade of country rock is backbreak Tunnel method Download PDFInfo
- Publication number
- CN109404012A CN109404012A CN201811393683.6A CN201811393683A CN109404012A CN 109404012 A CN109404012 A CN 109404012A CN 201811393683 A CN201811393683 A CN 201811393683A CN 109404012 A CN109404012 A CN 109404012A
- Authority
- CN
- China
- Prior art keywords
- steel
- tunnel
- arch
- floral tube
- backbreak
- 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.)
- Granted
Links
- 239000011435 rock Substances 0.000 title claims abstract description 35
- 238000000034 method Methods 0.000 title claims abstract description 22
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 137
- 239000010959 steel Substances 0.000 claims abstract description 137
- 239000004567 concrete Substances 0.000 claims abstract description 57
- 238000007569 slipcasting Methods 0.000 claims abstract description 31
- 239000011378 shotcrete Substances 0.000 claims abstract description 29
- 238000009412 basement excavation Methods 0.000 claims abstract description 23
- 238000010276 construction Methods 0.000 claims abstract description 22
- 238000012856 packing Methods 0.000 claims abstract description 17
- 230000003014 reinforcing effect Effects 0.000 claims description 16
- 231100000241 scar Toxicity 0.000 claims description 15
- 239000007921 spray Substances 0.000 claims description 13
- 239000002689 soil Substances 0.000 claims description 11
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 8
- 239000002002 slurry Substances 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 5
- 229910052742 iron Inorganic materials 0.000 claims description 4
- 239000000463 material Substances 0.000 claims description 4
- 239000004568 cement Substances 0.000 claims description 3
- 238000000151 deposition Methods 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 3
- 125000006850 spacer group Chemical group 0.000 claims description 3
- 238000004873 anchoring Methods 0.000 claims description 2
- 239000004744 fabric Substances 0.000 claims 1
- 238000009434 installation Methods 0.000 claims 1
- 101150097977 arch-1 gene Proteins 0.000 description 17
- 238000010586 diagram Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 235000008331 Pinus X rigitaeda Nutrition 0.000 description 1
- 235000011613 Pinus brutia Nutrition 0.000 description 1
- 241000018646 Pinus brutia Species 0.000 description 1
- 239000010425 asbestos Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000001788 irregular Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 229910052895 riebeckite Inorganic materials 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 239000000725 suspension 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
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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)
- Lining And Supports For Tunnels (AREA)
Abstract
The present invention discloses a kind of IV~VI grade of country rock and backbreaks Tunnel method, is related to field of civil engineering, solves the problem of that there are security risks for the phenomenon that existing Tunnel method presence of backbreaking comes to nothing and shells.The technical solution adopted by the present invention is that: IV~VI grade of country rock is backbreak Tunnel method, comprising: S1. carries out shotcrete support to there is the tunnel excavation face backbreak；S2. arch is installed and fixed in tunnel, and steel mesh is installed on the inside of arch；S3. radially installed steel floral tube is distinguished in the system anchor bolt position in tunnel；S4. exhaust pipe is fixedly connected on the outside of steel floral tube；S5., steel plate or steel band are installed；S6. it is real packing to be sprayed to pneumatically placed concrete packing area concrete；S7. to direct shotcrete support area pneumatically placed concrete, using steel plate/belt as exterior sheathing pneumatically placed concrete；S8. slip casting and/or fill concrete are carried out to the area of coming to nothing of arch behind；S9. construction system anchor pole.
Description
Technical field
It is specifically a kind of to be suitable in IV~VI grade of breaking surrounding rock or loose gravelly soil the present invention relates to field of civil engineering
In, after tunnel excavation, there is the preliminary bracing method in the tunnel of a large amount of situations of backbreaking.
Background technique
When newly built railway, vcehicular tunnel and underground excavation engineering, opened in IV~VI grade of breaking surrounding rock or loose gravelly soil
Hole and cavern, due to engineering of surrounding rock property be deteriorated digging mode is improper or advance support not in time situations such as be all easy
There is the case where largely backbreaking.It backbreaks and refers to practical excavation contour line beyond design excavation contour line, i.e., practical excavated volume is greater than
Design excavated volume.Moreover, it is a kind of universal phenomenon that the tunnel arch in IV~VI grade of country rock location, which is backbreak,.
Currently, the Tunnel in IV~VI grade of country rock location, is generally used grillage or shaped steel arch carries out
Supporting.Arch is made according to design size in advance, and after tunnel is backbreak, face of backbreaking is irregular, and size of backbreaking is also different,
The outer profile of actual tunnel excavation contour line and arch is inconsistent, therefore, after installing arch according to design size, it may appear that arch
With practical excavation contour line is closely connected, come to nothing between arch and tunnel excavation contour line the problem of, lead to not construction system
The safety related technical problems such as system anchor pole.The prior art does not fully consider the problem of live operability, in Tunnel Design specification and
There is no solving practical problems in construction technique normalizing level.
In the prior art, after Tunnel arch, means suitable of backbreaking uses real with concrete spray packing.It is real
In the engineering of border, tunnel, which is backbreak, is predominantly located at tunnel arch, if the thickness of backbreaking of tunnel arch is more than 30cm, is just difficult to using mixed
Solidifying soil spray packing is real, is finally formed and is come to nothing and the problem that shells between scar in arch and excavating.In addition, after pneumatically placed concrete, tunnel
Arch system anchor bolt can not construct, also can not slip casting.In addition, tunnel arch cannot use the sundries such as slabstone, timber, asbestos shingle
It is backfilled, otherwise forms a kind of artificial security risk.
There is security risk in the existing tunnel arch using arch supporting, security risk size is backbreak feelings of coming to nothing with tunnel
Condition and preliminary bracing situation have differences, and may cause preliminary bracing and secondary lining deformation or even Tunnel Landslide.It is existing to backbreak
Tunnel technology is not being combined with live reality, poor operability of constructing；It backbreaks and comes to nothing without thoroughly solution tunnel
The problem of processing, construction safety risk is high, and construction speed is slow, and project cost is high, and project durability is poor.
Summary of the invention
The present invention provides a kind of IV~VI grade of country rock and backbreaks Tunnel method, solves existing tunnel initial-stage branch of backbreaking
There is the phenomenon that coming to nothing and shelling in maintaining method, lead to the presence of security risk.
The technical solution adopted by the present invention to solve the technical problems is: IV~VI grade of country rock is backbreak Tunnel side
Method, comprising the following steps:
S1. shotcrete support is carried out in the presence of the tunnel excavation face backbreak.
Specific: in the S1 step, shotcrete support is the C20 concrete that 4cm thickness is sprayed along tunnel excavation face.
S2., arch is installed in tunnel, and arch is fixed in the Rock And Soil outside tunnel excavation contour line；Between arch
It is connected by longitudinally connected reinforcing bar, and steel mesh is installed on the inside of arch.
Specific: in the S2 step, arch is grillage and/or shaped steel arch, and arch passes through spacer bar and lock
Foot anchor pole is fixed on the Rock And Soil outside tunnel excavation contour line.
Specific: in the S2 step, longitudinally connected reinforcing bar is C22 material, longitudinally connected steel-bar arrangement on the inside of the arch,
I.e. longitudinally connected steel-bar arrangement is in far from tunnel excavation contour line side.
S3. steel floral tube is installed respectively in the system anchor bolt position in tunnel, steel floral tube radially arranges that the tube bottom of steel floral tube presses closer
Scar, exposed junction are fixedly connected with arch, and steel floral tube is located at the tube wall setting injected hole for part of backbreaking, the tube bottom of steel floral tube
Fill concrete preformed hole is set.
Specific: in the S3 step, steel floral tube is the seamless steel pipe of outer diameter Ф 70mm, wall thickness 5mm, the length of steel floral tube
The amount of backbreaking of=corresponding position+design thickness of shotcrete+10cm；Three row's diameters are arranged in the tube wall that steel floral tube is located at part of backbreaking
For the quincuncial injected hole of Ф 8mm；The tube bottom of steel floral tube cuts two notch being arranged symmetrically to form long 5cm, wide 2cm,
Notch is fill concrete preformed hole.
S4. exhaust pipe is fixedly connected on the outside of steel floral tube.
It is specific: in the S4 step, connection exhaust pipe, the length and steel of exhaust pipe being bound by iron wire on the outside of steel floral tube
The length of floral tube is consistent, and exhaust pipe is Ф 20mmPVC pipe.
S5. according to the thickness backbreak, tunnel arch and tunnel side wall are divided into direct shotcrete support area and indirect
Shotcrete support area；Steel plate or steel band are installed on the outside of the arch in indirect shotcrete support area, steel plate/belt and arch are solid
Fixed connection, steel plate/belt conflict position with steel floral tube using avoiding or in such a way that steel plate/belt cuts the hole passed through for steel floral tube,
It is connected between steel plate/belt by steel bar or reinforcement welding.What steel plate/belt indicated is steel plate or steel band.
S6. according to the gap thickness between steel plate/belt and scar, indirect shotcrete support is divided into pneumatically placed concrete
Packing area and slip casting back filled region, and it is real using concrete spray packing to pneumatically placed concrete packing area.
Specific: in the S6 step, it is pneumatically placed concrete packing that the gap between steel plate/belt and scar, which is less than 30cm,
Area, it is slip casting back filled region that gap, which is greater than or equal to 30cm,.
S7. pneumatically placed concrete is carried out to direct shotcrete support area, carries out pneumatically placed concrete by exterior sheathing of steel plate/belt.
S8. in slip casting back filled region, slip casting and/or fill concrete are carried out by area of coming to nothing of the steel floral tube to arch behind,
The exhaust pipe of steel floral tube terminates slip casting or fill concrete after returning slurry.
It is specific: in the S8 step, in slip casting back filled region, position and to come to nothing according to coming to nothing between steel plate/belt and scar
Size carries out slip casting or backfill pea gravel concreten.
S9. steel floral tube construction system anchor pole is utilized.
Specific: in the S9 step, construction system anchor pole utilizes steel floral tube drilling and construction system anchor pole；System anchor bolt
After mortar depositing construction, anchor plate is installed in system anchor bolt end, cuts off exposed extra steel floral tube and reinforcing bar, then uses cement slurry
Hook is smeared, blocks protection system anchor bolt end and anchor plate.
The beneficial effects of the present invention are: using steel floral tube as tunnel is interim and permanent support, slip casting, fill concrete,
And the guide pipe of system anchor bolt.Steel floral tube guarantee work progress secure context, solve tunnel backbreak come to nothing processing, solve pine
The safety problem of landslide is likely to occur during drilling construction in scattered breaking surrounding rock and tunnel backbreaks not constructing after coming to nothing and is
Multiple useful effect is played in terms of system anchor pole.
Using steel plate/belt as external mold, the operability of pneumatically placed concrete, slip casting and fill concrete is improved, is reduced
The springback capacity of pneumatically placed concrete between excavation contour line and external mold reduces pneumatically placed concrete leakiness and brings tunnel deformation and landslide
Security risk reduces the time of pneumatically placed concrete, has saved construction cost.Meanwhile using steel plate/belt and pneumatically placed concrete the bottom of as
Mould improves the property infused of slip casting and the concrete castability with backfill pea gravel concreten, effectively prevents running pulp, spillage problem.Preceding
On the basis of phase supporting, effectively constrain surrouding rock deformation, prevent tunnel chip off-falling from hurting sb.'s feelings, significantly improve constructing tunnel safety and
The safety of tunnel permanent support.
IV~VI grade of country rock Tunnel method of backbreaking solves the peace that existing breaking surrounding rock middle arch rack comes to nothing behind
Full blast danger and can not construction system anchor pole the problem of, avoid the construction system anchor pole in breaking surrounding rock and country rock chip off-falling occur, collapse
Side hurt sb.'s feelings, worker be unwilling construction system anchor pole the problem of, improve work progress safety, efficiently solve to backbreak and come to nothing
Problem is handled, the safety and operability of supporting are improved.
Detailed description of the invention
Fig. 1 is that IV~VI grade of country rock of the invention is backbreak Tunnel schematic diagram.
Fig. 2 is tunnel system suspension roof support schematic diagram.
Fig. 3 is the schematic diagram of the steel floral tube in Fig. 1.
Fig. 4 is the cross-sectional view of steel floral tube in Fig. 3.
Components, position and number in figure: arch 1 tunnel excavation contour line 2, longitudinally connected reinforcing bar 3, steel mesh 4, is
System anchor pole 5, steel plate/belt 6, steel floral tube 7, injected hole 7-1, notch 7-2；Mould builds reinforced concrete lining layer 8.
Specific embodiment
The present invention will be further explained below with reference to the attached drawings.
With reference to Fig. 1, the present invention includes that IV~VI grade of country rock is backbreak Tunnel method, comprising the following steps:
S1. shotcrete support is carried out in the presence of the tunnel excavation face backbreak.Shotcrete support is opened for tentatively closing
Digging face, such as the C20 concrete along tunnel excavation face spray 4cm thickness.
S2., arch 1 is installed in tunnel, and arch 1 is fixed in the Rock And Soil outside tunnel excavation contour line 2；Arch 1
Between by longitudinally connected reinforcing bar 3 connect, and on the inside of arch 1 install steel mesh 4.
Installing arch 1 should carry out according to design supporting parameter, and arch 1 is installed on design position, and arch 1 is grillage 1
And/or shaped steel arch 1, arch 1 are fixed by spacer bar and lock foot anchoring stock with the Rock And Soil outside tunnel excavation contour line 2.Arch
It is connected between frame 1 by the longitudinally connected reinforcing bar 3 of C22 material, longitudinally connected reinforcing bar 3 is set to 1 inside of arch, i.e., opens far from tunnel
The side of contour line 2 is dug, and in 1 inside of arch, is close to longitudinally connected reinforcing bar 3 and arch 1 installs steel mesh 4.It is longitudinal in Fig. 1
It connects reinforcing bar 3 and steel mesh 4 is overlapped.
S3. steel floral tube 7, the radial arrangement of steel floral tube 7, the tube bottom of steel floral tube 7 are installed respectively in 5 position of system anchor bolt in tunnel
Press closer scar, exposed junction is fixedly connected with arch 1, and steel floral tube 7 be located at backbreak part tube wall setting injected hole 7-1, steel
Fill concrete preformed hole is arranged in the tube bottom of floral tube 7.
The circumferential spacing and longitudinal pitch of corresponding Tunnel Design system anchor bolt 5, abut arch 1, in the position of system anchor bolt 5
Steel floral tube 7, the radial arrangement of steel floral tube 7 are installed.The arrangement of system anchor bolt 5 is as shown in Fig. 2, the inside of arch 1 is built reinforcing bar for mould and mixed
Solidifying soil lining cutting 8.
The model of steel floral tube 7 is mixed according to the model of Tunnel Design system anchor bolt 5, the tunnel amount of backbreaking size and the average spray of design
Solidifying soil thickness determines, recommends steel floral tube 7 using the seamless steel pipe of outer diameter Ф 70mm, wall thickness 5mm.7 length of steel floral tube is according to tunnel
It backbreaks size, scene measures blanking after size.7 length of steel floral tube should be greater than the corresponding position amount of backbreaking and design thickness of shotcrete
The sum of, such as 7 length of the steel floral tube=amount of backbreaking+design thickness of shotcrete+10cm.Steel floral tube 7 is located at the tube wall for part of backbreaking
Three rows or more diameters are bored as the quincunx injected hole (8-1) of Ф 8mm, 7 rest part of steel floral tube does not drill.Steel floral tube 7 with
The end of scar contact, the i.e. tube bottom of steel floral tube 7 cut the two notch 7-2 being arranged symmetrically to form long 5cm, wide 2cm, notch
7-2 is fill concrete preformed hole, as shown in Figure 3 and Figure 4.Steel floral tube 7 is installed on the position of Tunnel Design system anchor bolt, radial
Arrangement, tube bottom press closer scar, and exposed end portion is connected firmly with 1 spot welding of arch or with iron wire binding.The effect of steel floral tube 7 are as follows: face
When and permanent support country rock, system anchor bolt supporting pilot hole and tunnel come to nothing slip casting and fill concrete pipe.
S4. exhaust pipe is fixedly connected in the outside of steel floral tube 7.The row of corresponding 7 length of steel floral tube setting Ф 20mmPVC material
Tracheae, exhaust pipe are connected to steel floral tube 7 by iron wire binding, and every steel floral tube 7 sets an exhaust pipe, and exhaust pipe is de- for tunnel
Empty slip casting and the exhaust of fill concrete pipe, and indicate the degree of slip casting and fill concrete.
S5. according to the thickness backbreak, tunnel arch and tunnel side wall are divided into direct shotcrete support area and indirect
Shotcrete support area；Tunnel arch and tunnel side wall, which exist, largely backbreaks, by can pneumatically placed concrete spray full position and be divided into directly
Meet shotcrete support area, it may be difficult to which pneumatically placed concrete sprays full position and is divided into indirect shotcrete support area.
Steel plate or steel band be installed on the outside of the arch 1 in indirect shotcrete support area, steel plate or steel band be abbreviated as steel plate/
Band, steel plate/belt 6 are fixedly connected with arch 1, the specification of steel plate/belt 6 according to scene it needs to be determined that, steel plate/belt 6 and 1 outer rim of arch
Between be fixedly connected using spot welding mode.Steel plate/belt 6 conflicts position with steel floral tube 7 using avoiding or cut in steel plate/belt 6 to be used for
The mode in the hole that steel floral tube 7 passes through is connected by steel bar or reinforcement welding between steel plate/belt 6.Steel plate/belt 6 is pneumatically placed concrete
Template, while arch 1 is connected, it is a part of permanent support.
S6. according to the gap thickness between steel plate/belt 6 and scar, indirect shotcrete support is divided into spray coagulation
Tu Tianmiqu and slip casting back filled region, and it is real using concrete spray packing to pneumatically placed concrete packing area.
It is pneumatically placed concrete packing area that gap between steel plate/belt 6 and scar, which is less than 30cm, and pneumatically placed concrete packing area can adopt
It is real with concrete spray packing；It is slip casting back filled region that gap, which is greater than or equal to 30cm, and slip casting back filled region largely backbreaks, comes to nothing greatly,
Subsequent backfill is needed to handle.
S7. pneumatically placed concrete is carried out to direct shotcrete support area, is that exterior sheathing carries out pneumatically placed concrete with steel plate/belt 6.Spray
Concrete is carried out according to design thickness of shotcrete and pneumatically placed concrete position.
S8. in slip casting back filled region, slip casting and/or fill concrete are carried out by area of coming to nothing of the steel floral tube 7 to arch behind,
The exhaust pipe of steel floral tube 7 terminates slip casting or fill concrete after returning slurry.Using the steel floral tube 7 constructed, according to steel plate/belt 6
The position come to nothing between scar and size of coming to nothing select slip casting or fill concrete, wherein slip casting be suitable for coming to nothing on a small quantity and
Grouting and reinforcing；Fill concrete, such as backfill pea gravel concreten, suitable for largely backbreaking.
S9. 7 construction system anchor pole 5 of steel floral tube is utilized.
It is drilled when construction system anchor pole 5 using steel floral tube 7, and according to design supporting parameter construction system anchor pole 5.System anchor
After 5 mortar depositing construction of bar, anchor plate is installed in 5 end of system anchor bolt, cuts off exposed extra steel floral tube 7 and reinforcing bar, then uses
Cement slurry hook is smeared, blocks protection 5 end of system anchor bolt and anchor plate.
Claims (9)
- The Tunnel method 1. IV~VI grade of country rock is backbreak, it is characterised in that: the following steps are included:S1. shotcrete support is carried out in the presence of the tunnel excavation face backbreak；S2. arch (1) is installed in tunnel, and arch (1) is fixed in the Rock And Soil of tunnel excavation contour line (2) outside；Arch It is connected between frame (1) by longitudinally connected reinforcing bar (3), and steel mesh (4) is installed on the inside of arch (1)；S3. it is installed respectively steel floral tube (7) in system anchor bolt (5) position in tunnel, steel floral tube (7) is radially arranged, steel floral tube (7) Tube bottom presses closer scar, exposed junction is fixedly connected with arch (1), and steel floral tube (7) is located at the tube wall setting slip casting for part of backbreaking Fill concrete preformed hole is arranged in the tube bottom in hole (7-1), steel floral tube (7)；S4. exhaust pipe is fixedly connected on the outside of steel floral tube (7)；S5. according to the thickness backbreak, tunnel arch and tunnel side wall is divided into direct shotcrete support area and indirect spray is mixed Ning Tu supporting area；Installation steel plate or steel band, steel plate/belt (6) and arch on the outside of the arch (1) in indirect shotcrete support area (1) it is fixedly connected, steel plate/belt (6) conflicts position with steel floral tube (7) using avoiding or cut in steel plate/belt (6) for steel floral tube (7) mode in the hole passed through is connected by steel bar or reinforcement welding between steel plate/belt (6)；S6. according to the gap thickness between steel plate/belt (6) and scar, indirect shotcrete support is divided into pneumatically placed concrete Packing area and slip casting back filled region, and it is real using concrete spray packing to pneumatically placed concrete packing area；S7. pneumatically placed concrete is carried out to direct shotcrete support area, is that exterior sheathing carries out pneumatically placed concrete with steel plate/belt (6)；S8. in slip casting back filled region, by steel floral tube (7) to progress slip casting and/or fill concrete, the exhaust pipe of steel floral tube (7) Slip casting or backfill pea gravel concreten are terminated after returning slurry；S9. steel floral tube (7) construction system anchor pole (5) is utilized.
- The Tunnel method 2. IV~VI grade of country rock as described in claim 1 is backbreak, it is characterised in that: the S1 step In, shotcrete support is the C20 concrete that 4cm thickness is sprayed along tunnel excavation face.
- The Tunnel method 3. IV~VI grade of country rock as described in claim 1 is backbreak, it is characterised in that: the S2 step In, arch (1) is grillage (1) and/or shaped steel arch (1), and arch (1) is fixed on tunnel by spacer bar and lock foot anchoring stock In the Rock And Soil of road excavation contour line (2) outside.
- The Tunnel method 4. IV~VI grade of country rock as described in claim 1 is backbreak, it is characterised in that: the S2 step In, longitudinally connected reinforcing bar (3) is C22 material, and longitudinally connected reinforcing bar (3) is set on the inside of arch (1).
- The Tunnel method 5. IV~VI grade of country rock as described in Claims 1 to 4 any claim is backbreak, feature Be: in the S3 step, steel floral tube (7) is the seamless steel pipe of outer diameter Ф 70mm, wall thickness 5mm, the length of steel floral tube (7)=right Answer the amount of backbreaking+design thickness of shotcrete+10cm of position；Three row's diameters are arranged in the tube wall that steel floral tube (7) is located at part of backbreaking For the quincuncial injected hole (7-1) of Ф 8mm；Steel floral tube (7) and tube bottom cut the two symmetrical cloth to form long 5cm, wide 2cm The notch (7-2) set, notch (7-2) are backfill pea gravel concreten preformed hole.
- The Tunnel method 6. IV~VI grade of country rock as claimed in claim 5 is backbreak, it is characterised in that: the S4 step In, connection exhaust pipe is bound by iron wire on the outside of steel floral tube (7), the length of exhaust pipe is consistent with the length of steel floral tube (7), and Exhaust pipe is Ф 20mmPVC pipe.
- The Tunnel method 7. IV~VI grade of country rock as described in Claims 1 to 4 any claim is backbreak, feature Be: in the S6 step, it is pneumatically placed concrete packing area that the gap between steel plate/belt (6) and scar, which is less than 30cm, and gap is big In or equal to 30cm be slip casting back filled region.
- The Tunnel method 8. IV~VI grade of country rock as described in Claims 1 to 4 any claim is backbreak, feature It is: in the S8 step, in slip casting back filled region, according to position and size of the coming to nothing progress of coming to nothing between steel plate/belt (6) and scar Slip casting or backfill pea gravel concreten.
- The Tunnel method 9. IV~VI grade of country rock as described in Claims 1 to 4 any claim is backbreak, feature Be: in the S9 step, construction system anchor pole (5) utilizes steel floral tube (7) drilling and construction system anchor pole (5)；System anchor bolt (5) after mortar depositing construction, anchor plate is installed in system anchor bolt (5) end, cuts off exposed extra steel floral tube (7) and reinforcing bar, then It smeared using cement slurry hook, block protection system anchor bolt (5) end and anchor plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811393683.6A CN109404012B (en) | 2018-11-21 | 2018-11-21 | IV-VI-level surrounding rock overexcavation tunnel primary support method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811393683.6A CN109404012B (en) | 2018-11-21 | 2018-11-21 | IV-VI-level surrounding rock overexcavation tunnel primary support method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109404012A true CN109404012A (en) | 2019-03-01 |
| CN109404012B CN109404012B (en) | 2020-06-02 |
Family
ID=65474482
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201811393683.6A Active CN109404012B (en) | 2018-11-21 | 2018-11-21 | IV-VI-level surrounding rock overexcavation tunnel primary support method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109404012B (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109707411A (en) * | 2019-03-04 | 2019-05-03 | 中铁十六局集团有限公司 | A kind of technique of tunnel grouting construction |
| CN109764823A (en) * | 2019-03-13 | 2019-05-17 | 中国电建集团成都勘测设计研究院有限公司 | DEFORMATION MONITORING SYSTEM and method for concrete face rockfill dam |
| CN110671125A (en) * | 2019-11-11 | 2020-01-10 | 中铁工程装备集团有限公司 | Anchor-support combined support system and construction method |
| CN111706361A (en) * | 2020-06-04 | 2020-09-25 | 中铁大桥勘测设计院集团有限公司 | Steel frame back filling equipment in tunnel and construction method thereof |
| CN112523790A (en) * | 2020-12-24 | 2021-03-19 | 中铁二十局集团第一工程有限公司 | Anchor box and construction method of primary support anchor rod of tunnel |
| CN114673528A (en) * | 2022-03-28 | 2022-06-28 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel top cavity supporting method |
| 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 |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0472988A2 (en) * | 1990-08-28 | 1992-03-04 | NEUERO F+E FORSCHUNGS- UND ENTWICKLUNGS GmbH & Co | Lining for underground mine galleries |
| JP2015135040A (en) * | 2013-12-16 | 2015-07-27 | Ｊｆｅシビル株式会社 | Repair and reinforcement structure for reinforced concrete building |
| CN206129286U (en) * | 2016-10-27 | 2017-04-26 | 山东科技大学 | Deep soft rock roadway under high stress high strength support |
-
2018
- 2018-11-21 CN CN201811393683.6A patent/CN109404012B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0472988A2 (en) * | 1990-08-28 | 1992-03-04 | NEUERO F+E FORSCHUNGS- UND ENTWICKLUNGS GmbH & Co | Lining for underground mine galleries |
| JP2015135040A (en) * | 2013-12-16 | 2015-07-27 | Ｊｆｅシビル株式会社 | Repair and reinforcement structure for reinforced concrete building |
| CN206129286U (en) * | 2016-10-27 | 2017-04-26 | 山东科技大学 | Deep soft rock roadway under high stress high strength support |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109707411A (en) * | 2019-03-04 | 2019-05-03 | 中铁十六局集团有限公司 | A kind of technique of tunnel grouting construction |
| CN109764823A (en) * | 2019-03-13 | 2019-05-17 | 中国电建集团成都勘测设计研究院有限公司 | DEFORMATION MONITORING SYSTEM and method for concrete face rockfill dam |
| CN110671125A (en) * | 2019-11-11 | 2020-01-10 | 中铁工程装备集团有限公司 | Anchor-support combined support system and construction method |
| CN111706361A (en) * | 2020-06-04 | 2020-09-25 | 中铁大桥勘测设计院集团有限公司 | Steel frame back filling equipment in tunnel and construction method thereof |
| CN112523790A (en) * | 2020-12-24 | 2021-03-19 | 中铁二十局集团第一工程有限公司 | Anchor box and construction method of primary support anchor rod of tunnel |
| CN114673528A (en) * | 2022-03-28 | 2022-06-28 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel top cavity supporting method |
| CN114673528B (en) * | 2022-03-28 | 2023-04-28 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel top cavity supporting method |
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN109404012B (en) | 2020-06-02 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109404012A (en) | IV~VI grade of country rock is backbreak Tunnel method | |
| CN104500082B (en) | In Tunneling by mining method, shield receives construction method | |
| CN101864960B (en) | Carst region double-arch road tunnel construction method | |
| CN104533446B (en) | Construction method and its structure that a kind of big cross section Support System in Soft Rock Tunnels bilayer pre- Geological disaster prevention of preliminary bracing occurs | |
| CN109854255A (en) | The processing method of type landslide is not restrained in tunnel | |
| CN106761778B (en) | A kind of underground digging in subway station construction technology suitable for upper-soft lower-hard ground | |
| JP2022500579A (en) | Support structure of two-stage high-speed closed tunnel with reverse arch and its construction method | |
| CN107060774B (en) | A kind of anti-tunnel portal wall damage device and construction method | |
| CN103410161B (en) | Oblique control slip casting steel anchor tube framework and construction method thereof | |
| CN106120801B (en) | Pipeline crosses the construction method at foundation ditch in water-rich sand layer | |
| CN209510334U (en) | A kind of soft lower hard large cross-section tunnel bilateral hole core local method constructing structure | |
| CN107762533A (en) | A kind of front pre-grouting method of high-pressure water-enriched weak surrounding rock mountain tunnel | |
| CN105041333A (en) | Method for treating tunnel collapse through dugand covered method | |
| CN106761814A (en) | A kind of pipe curtain and bamboo reinforcement grouted anchor bar combined retaining structure and method | |
| CN107905814B (en) | Large span loess tunnel top bar CD construction method | |
| CN110159298A (en) | A kind of first branch button arch construction method of Underground Subway Station | |
| CN109611102A (en) | Construction of the flyover method is worn under a kind of cold excavation | |
| CN107091101A (en) | Mine shield handing-over tunnel folded type joint design and construction method in the middle part of marine site | |
| CN106498950A (en) | Anchor head is placed in the Pile-Anchor Supporting for Deep Excavation system and its implementation of pile body | |
| CN105041322A (en) | Method and system for reinforcing hole for push bench to go in and out | |
| CN110284889A (en) | A kind of flat pilot tunnel Enlargement excavation method of TBM | |
| CN107965325B (en) | A kind of small interval shallow tunnel just branch arch replacement construction method | |
| CN106049195A (en) | Method for strengthening subgrade basement of existing high speed railway line | |
| CN106703044A (en) | Flow-plastic-shaped flushing and filling soil weak stratum sloping combination support method | |
| CN110284885A (en) | Shield inspection-pit construction method |
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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |