CN110318770A - A kind of hazy start tunneling method of vcehicular tunnel - Google Patents
A kind of hazy start tunneling method of vcehicular tunnel Download PDFInfo
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- CN110318770A CN110318770A CN201910562949.3A CN201910562949A CN110318770A CN 110318770 A CN110318770 A CN 110318770A CN 201910562949 A CN201910562949 A CN 201910562949A CN 110318770 A CN110318770 A CN 110318770A
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- 238000000034 method Methods 0.000 title claims abstract description 33
- 230000005641 tunneling Effects 0.000 title claims abstract description 29
- 239000011435 rock Substances 0.000 claims abstract description 32
- 238000009412 basement excavation Methods 0.000 claims abstract description 29
- 238000010276 construction Methods 0.000 claims abstract description 29
- 230000008093 supporting effect Effects 0.000 claims abstract description 29
- 229910000831 Steel Inorganic materials 0.000 claims description 15
- 239000010959 steel Substances 0.000 claims description 15
- 231100000241 scar Toxicity 0.000 claims description 6
- 125000004122 cyclic group Chemical group 0.000 claims description 4
- 210000005239 tubule Anatomy 0.000 claims description 4
- 239000002689 soil Substances 0.000 claims description 2
- 239000004567 concrete Substances 0.000 description 12
- 238000005520 cutting process Methods 0.000 description 12
- 239000000243 solution Substances 0.000 description 12
- 238000005553 drilling Methods 0.000 description 9
- 239000011378 shotcrete Substances 0.000 description 7
- 230000000694 effects Effects 0.000 description 5
- 238000005728 strengthening Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 230000002708 enhancing effect Effects 0.000 description 2
- 230000007613 environmental effect Effects 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 238000005284 basis set Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 239000011248 coating agent Substances 0.000 description 1
- 238000000576 coating method Methods 0.000 description 1
- 239000000428 dust Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000013213 extrapolation Methods 0.000 description 1
- 230000003116 impacting effect Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
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- 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
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- 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
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
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- 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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- 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)
- Environmental & Geological Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a kind of hazy start tunneling methods of vcehicular tunnel, comprising the following steps: a, builds intercepting ditch system on Tunnel top；B, excavation and supporting are carried out to Tunnel slope；C, masonry bias-voltage retaining wall is carried out on the outside of hole；D, supporting and shield arch construction are carried out to outside open cut tunnel mouth；E, excavation and support is carried out to the dark hole in inside, and carries out inverted arch filling.The present invention is by that can wash away for a long time slope surface to avoid rainwater after Tunnel top builds intercepting ditch；Excavation and supporting are carried out to Tunnel slope, to enhance the stability of Tunnel slope, it is built by carrying out outside bias wall, influence of the bias to structure is reduced, and supporting and shield arch construction are carried out to outside open cut tunnel mouth, excavation and support finally is carried out to the dark hole in inside, and carry out inverted arch filling, this method energy active balance tunnel perimeter rock mass load, it is ensured that tunnel construction environment has stability, solves the problems, such as tunnel constructional difficulties.
Description
Technical field
The present invention relates to constructing tunnel field, in particular to a kind of hazy start tunneling method of vcehicular tunnel.
Background technique
With the speed-raising of expressway construction, to the designs of line requirements also with raising, since most of route is inevitable
Can be by mountain area, thus need to build Tunnel Passing massif.Mountain highway tunnel portal is influenced by massif, is easy to appear tunnel
Inlet axis and mountain relief line oblique, inevitably there is bias and shallow embedding in Portal Section, and Portal Section rock mass is generally more
Broken, stability is poor, and when there is construction disturbance and rain water environmental impact, tunnel leading portion rock mass is easily in terms of physical mechanics
It has greatly changed, so as to cause tunnel constructional difficulties, influences integral construction process and safety guarantee.
Summary of the invention
Present invention aims at: when for vcehicular tunnel inlet axis and mountain relief line oblique, there are biass for Portal Section
And shallow embedding, and Portal Section surrounding rock stability is poor, be easy to cause the problem of start tunneling difficulty, and it is bright to provide a kind of vcehicular tunnel half
Half dark start tunneling method, this method can ensure that tunnel construction environment has stability, efficiently solve tunnel and apply
The problem of work difficulty, also for subsequent tunnel construction provide the foundation into hole safety guarantee.
To achieve the goals above, the technical solution adopted by the present invention are as follows:
A kind of hazy start tunneling method of vcehicular tunnel, comprising the following steps:
A, intercepting ditch system is built on Tunnel top；
B, excavation and supporting are carried out to Tunnel slope；
C, masonry bias-voltage retaining wall is carried out on the outside of hole；
D, supporting and shield arch construction are carried out to outside open cut tunnel mouth；
E, excavation and support is carried out to the dark hole in inside, and carries out inverted arch filling.
The present invention is by that can wash away slope surface for a long time to avoid rainwater, lead to side slope after Tunnel top builds intercepting ditch
Rock mass snap_through；Excavation and supporting are carried out to Tunnel slope, to enhance the stability of Tunnel slope, passes through and carries out outside bias
Wall is built, and improves effect of elastic resistance on the outside of lining cutting, reduces influence of the bias to structure, and carry out supporting and protect to encircle to outside open cut tunnel mouth
Construction, creates conditions for start tunneling, finally carries out excavation and support to the dark hole in inside, and carry out inverted arch filling, this method energy
Active balance tunnel perimeter rock mass load, it is ensured that tunnel construction environment has stability, efficiently solves tunnel and applies
The problem of work difficulty, also for subsequent tunnel construction provide the foundation into hole safety guarantee.
As a preferred solution of the present invention, in the step b, top-down stage excavation is used to Tunnel slope, and
Stage excavation height is maintained between 2-3m, and successively takes slope support measure.By being used from top to bottom to Tunnel slope
Stage excavation, hole top landslide situation, and successively takes slope support measure when effectively avoiding excavating, can be to excavation after
Slope surface reinforced, make Tunnel slope ground stability with higher.
As a preferred solution of the present invention, slope retaining is the mortar by the way that more are arranged in slope surface in quincuncial arrangement
Anchor pole, and reinforced mesh and gunite concrete are set in slope surface.By the way that grouting rock bolt and setting is arranged to Tunnel slope
Reinforced mesh and gunite concrete are conducive to promote slope retaining stability to collectively form Tunnel slope support pattern.
As a preferred solution of the present invention, it in the step c, when building bias-voltage retaining wall, is set in bias-voltage retaining wall basis
Set the dowel being connected with basement rock, and bias-voltage retaining wall with face upward slope scar contact surface in pre-buried connection anchor pole.By in bias-voltage retaining wall
The dowel that setting is connected with basement rock in basic, so that bias-voltage retaining wall and basement rock stable connection, promote Integral Loading stress level, and
The globality of support system can be enhanced in pre-buried connection anchor pole in bias-voltage retaining wall and the contact surface for facing upward slope scar, while strengthening inclined
The anti-ability toppled over of pressure barricade.
As a preferred solution of the present invention, in the step d, drum steel arch-shelf is used to outside open cut tunnel supporting, and longitudinal
It is connected using anchor pole, circumferential spacing is maintained at 0.5m, is conducive to the anti-biasing ability of enhancing outside open cut tunnel supporting, reinforces lining cutting knot
Structure bearing capacity.
As a preferred solution of the present invention, the arch springing position of the steel arch-shelf and the pre-buried connection anchor pole of bias-voltage retaining wall are solid
It is fixed, so that open cut tunnel liner supporting and bias-voltage retaining wall connect into overall structure, reinforce lining cutting structural bearing capacity, improves anti-on the outside of lining cutting
Power effect.
As a preferred solution of the present invention, in the step d, the shield arch domestic demand setting steelframe and Guan Peng of outside open cut tunnel mouth are led
Xiang Guan ensures that Engineering System building is stablized with this.
As a preferred solution of the present invention, pipe canopy is set within the scope of 120 ° of tunnel portal lining cutting arch and advanced small is led
Pipe has guarantee to ensure to work to carry out into hole.
As a preferred solution of the present invention, the pipe canopy and advanced tubule are all made of hot rolled seamless steel tube system.
As a preferred solution of the present invention, in the step e, the dark hole in inside is excavated using benching tunneling method, is recycled every time
Drilling depth is no more than 1.2m.The dark hole in inside is excavated by using benching tunneling method, and controls each cyclic advance parameter, is avoided to tunnel
Road country rock is generated compared with large disturbances, so that it is guaranteed that tunnel stress system building stability meets the requirement of sustainable construction.
In conclusion by adopting the above-described technical solution, the beneficial effects of the present invention are:
1, the present invention is by that can wash away slope surface for a long time to avoid rainwater, lead to side after Tunnel top builds intercepting ditch
Slope rock mass snap_through；Excavation and supporting are carried out to Tunnel slope, to enhance the stability of Tunnel slope, passes through and carries out outer lateral deviation
It presses wall to build, improves effect of elastic resistance on the outside of lining cutting, reduce influence of the bias to structure, and supporting and shield are carried out to outside open cut tunnel mouth
Arch construction, creates conditions for start tunneling, finally carries out excavation and support to the dark hole in inside, and carry out inverted arch filling, this method
Energy active balance tunnel perimeter rock mass load, it is ensured that tunnel construction environment has stability, efficiently solves tunnel
The problem of constructional difficulties, also for subsequent tunnel construction provide the foundation into hole safety guarantee；
2, by using top-down stage excavation to Tunnel slope, hole top landslide feelings when effectively avoiding excavating
Condition, and slope support measure is successively taken, the slope surface after excavation can be reinforced, keep Tunnel slope ground with higher
Stability；
3, by the dowel that setting is connected with basement rock in bias-voltage retaining wall basis, so that bias-voltage retaining wall is connect surely with basement rock
Gu promote Integral Loading stress level, and bias-voltage retaining wall with face upward pre-buried connection anchor pole in the contact surface of slope scar, branch can be enhanced
The globality of watch box system, while strengthening the anti-ability toppled over of bias-voltage retaining wall.
Detailed description of the invention
Fig. 1 is the hazy start tunneling method flow diagram of vcehicular tunnel of the present invention.
Fig. 2 is the hazy protection schematic diagram of the present invention.
Fig. 3 is hole pipe canopy optimal crosssection figure of the present invention.
Fig. 4 is advance support optimal crosssection figure of the present invention.
Fig. 5 is that advance support of the present invention is longitudinally arranged full-page proof.
Marked in the figure: 1- bias-voltage retaining wall, 2- grouting rock bolt, 3- gunite concrete, 4- steelframe, 5- pipe canopy, 6- is small in advance to be led
Pipe.
Specific embodiment
With reference to the accompanying drawing, the present invention is described in detail.
In order to make the objectives, technical solutions, and advantages of the present invention clearer, with reference to the accompanying drawings and embodiments, right
The present invention is further elaborated.It should be appreciated that described herein, specific examples are only used to explain the present invention, not
For limiting the present invention.
Embodiment
The present embodiment provides a kind of hazy start tunneling methods of vcehicular tunnel；
As Figure 1-Figure 5, the hazy start tunneling method of vcehicular tunnel in the present embodiment, comprising the following steps:
A, intercepting ditch system is built on Tunnel top；
B, excavation and supporting are carried out to Tunnel slope；
C, it carries out building bias-voltage retaining wall 1 on the outside of hole；
D, supporting and shield arch construction are carried out to outside open cut tunnel mouth；
E, excavation and support is carried out to the dark hole in inside, and carries out inverted arch filling.
The present invention is by that can wash away slope surface for a long time to avoid rainwater, lead to side slope after Tunnel top builds intercepting ditch
Rock mass snap_through；Excavation and supporting are carried out to Tunnel slope, to enhance the stability of Tunnel slope, passes through and carries out outside bias
Wall is built, and improves effect of elastic resistance on the outside of lining cutting, reduces influence of the bias to structure, and carry out supporting and protect to encircle to outside open cut tunnel mouth
Construction, creates conditions for start tunneling, finally carries out excavation and support to the dark hole in inside, and carry out inverted arch filling, this method energy
Active balance tunnel perimeter rock mass load, it is ensured that tunnel construction environment has stability, efficiently solves tunnel and applies
The problem of work difficulty, also for subsequent tunnel construction provide the foundation into hole safety guarantee.
In the present embodiment, in the step b, top-down stage excavation is used to Tunnel slope, during which cleans up table
The loose coating in face；And stage excavation height is maintained between 2-3m, and successively takes slope support measure.Wherein,
Slope retaining forms quincuncial arrangement using the grouting rock bolt 2 of 6m long, model φ 25 with array pitch between 2.5x2.5m；In addition on side
8 reinforced mesh of φ and gunite concrete 3 are installed, and sprayed concrete strength is C25 in the concrete support system of slope, with a thickness of
25cm.By using top-down stage excavation to Tunnel slope, hole top landslide situation when effectively avoiding excavating, and by
Layer takes slope support measure, can reinforce to the slope surface after excavation, make Tunnel slope ground stability with higher.
By the way that grouting rock bolt and setting reinforced mesh and gunite concrete is arranged to Tunnel slope, to collectively form Tunnel slope branch
Shield mode is conducive to promote slope retaining stability.
In the present embodiment, in the step c, when building bias-voltage retaining wall, need first external lateral deviation pressure ring border expansion careful
Analysis after its clear ground quality condition and load situation, then drafts corresponding bias-voltage retaining wall working measure, to ensure half open cut tunnel
Preliminary bracing the operation is stable avoids the building to Tunnel Engineering system from impacting.Setting and basement rock in bias-voltage retaining wall basis
Connected dowel, selects the hollow grouting anchor of φ 25, and component length 3.5m arranges spacing 50X60cm, the selection of barricade material
The piece stone concrete of C20 intensity, length is identical as broken rock and soil length, and bias-voltage retaining wall with face upward slope scar contact surface in it is pre-buried
Connect grouting rock bolt.In addition, during the pre-buried supporting steel arch-shelf of bias-voltage retaining wall and anchor pole, in reserved shield skewback plinth system construction knot
Shu Hou needs back-filling in layers immediately, so that lateral wall pressure can be balanced.Pass through setting and basement rock phase in bias-voltage retaining wall basis
Dowel even promotes Integral Loading stress level so that bias-voltage retaining wall and basement rock stable connection, and bias-voltage retaining wall and faces upward slope scar
Contact surface in pre-buried connection anchor pole, the globality of support system can be enhanced, while strengthening the anti-ability toppled over of bias-voltage retaining wall.
It, should be immediately to the partially unfolded supporting of open cut tunnel construction after the construction of bias-voltage retaining wall system in the present embodiment.Outside
Open cut tunnel supporting selects the drum steel arch-shelf of 20a# to install system, longitudinal anchor pole connection for selecting φ 22, and circumferential spacing is maintained at
0.5m is conducive to the anti-biasing ability of enhancing outside open cut tunnel supporting, reinforces lining cutting structural bearing capacity.In addition, the steel arch-shelf
The arch springing position connection anchor pole pre-buried with bias-voltage retaining wall is fixed, so that open cut tunnel liner supporting connect integral knot with bias-voltage retaining wall
Structure reinforces lining cutting structural bearing capacity, improves effect of elastic resistance on the outside of lining cutting.Ensure that steel arch-shelf anchor pole is effectively fixed in vault country rock
It is interior, then carry out template system building and work with concrete ejection.
In the present embodiment, shield arch is in shotcrete construction environment, it usually needs carries out supporting according to environmental quality, really
The position for protecting rock mass crushing and potential risk can stablize, and just be avoided that construction safety is affected, and effectively safeguard concrete
The quality of injection keeps the globality of structural environment stronger.Secondly, shield arch domestic demand setting steelframe 4 and pipe canopy guide pipe, are ensured with this
Engineering System building is stablized.Wherein, steelframe need to take the drum steel body system of 18#, longitudinal anchor pole connection for selecting φ 22, and steelframe
Spacing is maintained at 60cm, and circumferential spacing is 50cm.The installation of pipe canopy guide pipe system needs the arrangement in conjunction with steelframe, so
It is stringenter to parameter requests such as guide pipe circumferential direction spacing, extrapolation angle and lengthwise positions during installation, avoid pipe canopy bore position
Deviation.
In the present embodiment, the building in tunnel portal location is needed according to periphery landform, draining streamline, ground quality and road
The situations binding analysis such as road intersection, so that open cut tunnel length can be accurately arranged.Period, open cut tunnel use reinforced concrete lining layer knot
Structure, such structural integrity is stronger, can guarantee the stability of entrance construction, and can reduce the work of hole excavation on this basis
Cheng Liang.So this engineering tunnel hole is respectively provided with pipe canopy and advanced tubule auxiliary system, has to ensure to work to carry out into hole
It ensures.
Pipe canopy system answers integrating tunnel rock mass structure environment to be arranged, according to granular media shape and cataclastic texture build V grades of country rocks into
Hole section.In addition pipe canopy 5 is set within the scope of 120 ° of lining cutting arch, it is ensured that circumferential spacing 40cm, and long 5-6m is saved, inside uses φ
108X6 hot rolled seamless steel tube system.In addition, advanced tubule 6 is set within the scope of 120 ° of lining cutting arch, 5-15 ° of vertical angle, really
Circumferential spacing 30-50cm is protected, and pipe range 4.5m, inside use the hot rolled seamless steel tube system of φ 42mmX4.
Pipe canopy drilling construction technology selects hidden hole drilling, need to set up drilling machine platform in fixed position first, is ensuring that platform applies
Work ambient stable and it is secured while, with drilling rod guiding and the measures such as theodolite, adjusted repeatedly for bore position, with ensure with
Guide pipe axis matches.Secondly, during perforation of boring machine, the method that early period should take low speed to enter slowly avoids excessive surface
Vibration, influences the stability of periphery rock mass, after drilling depth is drilled into 2m range after hole, can accelerate drilling efficiency, it is deep to arrive at design
Degree just releases drilling rod, utilizes dust in high-pressure blast cleaning eye.Finally, boring injected hole on steel pipe, aperture should be maintained at 12mm, and
Spacing is maintained within 20cm, is distributed in plum blossom-shaped, is ensured that slip casting implementation of work is perfect with this.Period, slip casting machine work need to be set
Set pressure gauge, it is ensured that pressure meets Practical Project demand, just can guarantee constructing tunnel quality.
In the present embodiment, in the step e, dark wide open digging need of work is excavated using benching tunneling method, it is ensured that is applied
Work process meets the principle of short drilling depth, diligent supporting and weak blast, is just avoided that Tunneling System building stability meets sustainable apply
The requirement of work.Period, each cyclic advance should control within the scope of 1.2m, it is ensured that during excavating work, be capable of providing perfect
The combined supportings measures such as arch, dowel, steel disc net, concrete ejection then pour refinement for armored concrete system again,
Ensure to stablize during concrete coagulation, then add anchor pole and locked, just can ensure that the bearing capacity of reinforced concrete arch frame meets
Requirement of engineering.The dark hole in inside is excavated by using benching tunneling method, and controls each cyclic advance parameter, is avoided to tunnel surrounding
It generates compared with large disturbances, so that it is guaranteed that tunnel stress system building stability meets the requirement of sustainable construction.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all in original of the invention
Made any modifications, equivalent replacements, and improvements etc., should all be included in the protection scope of the present invention within reason.
Claims (10)
1. a kind of hazy start tunneling method of vcehicular tunnel, which comprises the following steps:
A, intercepting ditch system is built on Tunnel top；
B, excavation and supporting are carried out to Tunnel slope；
C, masonry bias-voltage retaining wall is carried out on the outside of hole；
D, supporting and shield arch construction are carried out to outside open cut tunnel mouth；
E, excavation and support is carried out to the dark hole in inside, and carries out inverted arch filling.
2. the hazy start tunneling method of vcehicular tunnel according to claim 1, which is characterized in that in the step b,
Top-down stage excavation is used to Tunnel slope, and stage excavation height is maintained between 2-3m, and successively takes slope surface
Supporting measure.
3. the hazy start tunneling method of vcehicular tunnel according to claim 1 or 2, which is characterized in that slope retaining
It is to be in the grouting rock bolt of quincuncial arrangement by the way that more are arranged in slope surface, and reinforced mesh is set in slope surface and is sprayed mixed
Solidifying soil.
4. the hazy start tunneling method of vcehicular tunnel according to claim 1, which is characterized in that in the step c,
When building bias-voltage retaining wall, the dowel that is connected with basement rock of setting in bias-voltage retaining wall basis, and bias-voltage retaining wall with face upward slope scar
Pre-buried connection anchor pole in contact surface.
5. the hazy start tunneling method of vcehicular tunnel according to claim 4, which is characterized in that in the step d,
Drum steel arch-shelf is used to outside open cut tunnel supporting, and longitudinal using anchor pole connection, circumferential spacing is maintained at 0.5m.
6. the hazy start tunneling method of vcehicular tunnel according to claim 5, which is characterized in that the steel arch-shelf
The arch springing position connection anchor pole pre-buried with bias-voltage retaining wall is fixed.
7. the hazy start tunneling method of vcehicular tunnel according to claim 1, which is characterized in that in the step d,
The shield arch domestic demand setting steelframe and pipe canopy guide pipe of outside open cut tunnel mouth.
8. the hazy start tunneling method of vcehicular tunnel according to claim 7, which is characterized in that served as a contrast in tunnel portal
It builds and pipe canopy and advanced tubule is set within the scope of 120 ° of arch.
9. the hazy start tunneling method of vcehicular tunnel according to claim 8, which is characterized in that the pipe canopy and super
Preceding ductule is all made of hot rolled seamless steel tube system.
10. the hazy start tunneling method of vcehicular tunnel according to claim 1, which is characterized in that the step e
In, the dark hole in inside is excavated using benching tunneling method, and each cyclic advance is no more than 1.2m.
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Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110645003A (en) * | 2019-10-17 | 2020-01-03 | 中铁二局集团有限公司 | Completely weathered granite bias steep slope tunnel entry construction method |
| CN111119231A (en) * | 2020-01-02 | 2020-05-08 | 深圳市综合交通设计研究院有限公司 | Road structure of half roadbed and half tunnel and construction method thereof |
| CN111322087A (en) * | 2020-04-22 | 2020-06-23 | 四川省商业建设有限责任公司 | Construction method for soft soil highway tunnel entrance semi-open semi-hidden tunnel in mountainous area |
| CN111365020A (en) * | 2020-02-25 | 2020-07-03 | 中国电建集团华东勘测设计研究院有限公司 | Back-pressure backfill construction method suitable for biased hole entry under poor geological conditions |
| CN111594218A (en) * | 2020-05-22 | 2020-08-28 | 招商局重庆交通科研设计院有限公司 | Steep terrain tunnel diagonal hole-entering structure and construction method |
| CN112127900A (en) * | 2020-09-07 | 2020-12-25 | 中国水利水电第十四工程局有限公司 | Construction method for hidden half-wall and half-arch protection structure of exposed arch of shallow-buried bias tunnel penetrating through accumulation body |
| CN112647536A (en) * | 2020-12-04 | 2021-04-13 | 四川省交通勘察设计研究院有限公司 | Open cut tunnel construction method without side slope disturbance |
| CN113216980A (en) * | 2021-05-20 | 2021-08-06 | 浙江交工集团股份有限公司 | Complex weak surrounding rock shallow-buried bias tunnel and construction method |
| CN113622978A (en) * | 2021-08-26 | 2021-11-09 | 中国水电基础局有限公司 | Construction process of buried deep support of semi-open and semi-concealed bias tunnel |
| CN113700494A (en) * | 2021-07-12 | 2021-11-26 | 中铁十六局集团第三工程有限公司 | Tunnel portal structure and construction method thereof |
| CN113914869A (en) * | 2021-10-21 | 2022-01-11 | 陕西路桥集团有限公司 | Semi-open and semi-dark tunnel entry construction method under shallow-buried bias collapse condition |
| CN114352319A (en) * | 2022-01-10 | 2022-04-15 | 中国水电基础局有限公司 | Construction method for large-section hydraulic tunnel composite type bias tunnel section |
| CN114658034A (en) * | 2022-01-26 | 2022-06-24 | 华设设计集团股份有限公司 | Wedge-shaped supporting and blocking body for reinforcing arch springing of soft foundation open-cut and buried tunnel and construction method |
| CN114991807A (en) * | 2022-05-16 | 2022-09-02 | 中国矿业大学(北京) | Tunnel entrance and exit slope coupling double-compensation construction method |
| CN115478565A (en) * | 2022-10-11 | 2022-12-16 | 中铁四局集团有限公司 | Excavation construction process for completely weathered V-grade rock shallow tunnel |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100656194B1 (en) * | 2006-05-03 | 2006-12-13 | 은산토건(주) | Open cut and cover method applying tunnel cut method |
| CN102518453A (en) * | 2011-12-14 | 2012-06-27 | 中铁十二局集团有限公司 | Quick tunnel-entrance construction method for bias-pressure shallow-buried or single-pressure tilting arenaceous loess tunnels |
| KR20130058193A (en) * | 2011-11-25 | 2013-06-04 | 박길석 | Method for constructing largesection tunnel and largesection tunnel |
| CN103206219A (en) * | 2013-05-06 | 2013-07-17 | 浙江省宏途交通建设有限公司 | Holed excavation supporting structure for light and dark junction section of tunnel in bias pressure state and construction method |
| CN106321106A (en) * | 2015-06-30 | 2017-01-11 | 中交二公局第六工程有限公司 | Construction method for tunnel-entering of tunnel weak surrounding rock and semi-open and semi-underground bias section portal abutment |
| CN208416561U (en) * | 2018-05-28 | 2019-01-22 | 中铁第一勘察设计院集团有限公司 | A kind of Mountain Tunnels half-open and half-hidden structure |
-
2019
- 2019-06-26 CN CN201910562949.3A patent/CN110318770A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100656194B1 (en) * | 2006-05-03 | 2006-12-13 | 은산토건(주) | Open cut and cover method applying tunnel cut method |
| KR20130058193A (en) * | 2011-11-25 | 2013-06-04 | 박길석 | Method for constructing largesection tunnel and largesection tunnel |
| CN102518453A (en) * | 2011-12-14 | 2012-06-27 | 中铁十二局集团有限公司 | Quick tunnel-entrance construction method for bias-pressure shallow-buried or single-pressure tilting arenaceous loess tunnels |
| CN103206219A (en) * | 2013-05-06 | 2013-07-17 | 浙江省宏途交通建设有限公司 | Holed excavation supporting structure for light and dark junction section of tunnel in bias pressure state and construction method |
| CN106321106A (en) * | 2015-06-30 | 2017-01-11 | 中交二公局第六工程有限公司 | Construction method for tunnel-entering of tunnel weak surrounding rock and semi-open and semi-underground bias section portal abutment |
| CN208416561U (en) * | 2018-05-28 | 2019-01-22 | 中铁第一勘察设计院集团有限公司 | A kind of Mountain Tunnels half-open and half-hidden structure |
Non-Patent Citations (1)
| Title |
|---|
| 曹俊杰: "隧道半明半暗法进洞施工", 《城市建筑》 * |
Cited By (21)
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| CN110645003A (en) * | 2019-10-17 | 2020-01-03 | 中铁二局集团有限公司 | Completely weathered granite bias steep slope tunnel entry construction method |
| CN111119231A (en) * | 2020-01-02 | 2020-05-08 | 深圳市综合交通设计研究院有限公司 | Road structure of half roadbed and half tunnel and construction method thereof |
| CN111365020A (en) * | 2020-02-25 | 2020-07-03 | 中国电建集团华东勘测设计研究院有限公司 | Back-pressure backfill construction method suitable for biased hole entry under poor geological conditions |
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| CN112127900A (en) * | 2020-09-07 | 2020-12-25 | 中国水利水电第十四工程局有限公司 | Construction method for hidden half-wall and half-arch protection structure of exposed arch of shallow-buried bias tunnel penetrating through accumulation body |
| CN112647536A (en) * | 2020-12-04 | 2021-04-13 | 四川省交通勘察设计研究院有限公司 | Open cut tunnel construction method without side slope disturbance |
| CN113216980B (en) * | 2021-05-20 | 2024-01-02 | 浙江交工集团股份有限公司 | Shallow buried bias tunnel for complex weak surrounding rock and construction method |
| CN113216980A (en) * | 2021-05-20 | 2021-08-06 | 浙江交工集团股份有限公司 | Complex weak surrounding rock shallow-buried bias tunnel and construction method |
| CN113700494A (en) * | 2021-07-12 | 2021-11-26 | 中铁十六局集团第三工程有限公司 | Tunnel portal structure and construction method thereof |
| CN113622978A (en) * | 2021-08-26 | 2021-11-09 | 中国水电基础局有限公司 | Construction process of buried deep support of semi-open and semi-concealed bias tunnel |
| CN113622978B (en) * | 2021-08-26 | 2024-05-24 | 中国水电基础局有限公司 | Construction process of semi-bright and semi-dark bias tunnel buried type deep support |
| CN113914869A (en) * | 2021-10-21 | 2022-01-11 | 陕西路桥集团有限公司 | Semi-open and semi-dark tunnel entry construction method under shallow-buried bias collapse condition |
| CN113914869B (en) * | 2021-10-21 | 2023-08-04 | 陕西路桥集团有限公司 | Semi-bright and semi-dark tunnel hole entering construction method under shallow buried bias voltage collapse condition |
| CN114352319B (en) * | 2022-01-10 | 2024-02-06 | 中国水电基础局有限公司 | Construction method for large-section hydraulic tunnel composite type bias hole section |
| CN114352319A (en) * | 2022-01-10 | 2022-04-15 | 中国水电基础局有限公司 | Construction method for large-section hydraulic tunnel composite type bias tunnel section |
| CN114658034A (en) * | 2022-01-26 | 2022-06-24 | 华设设计集团股份有限公司 | Wedge-shaped supporting and blocking body for reinforcing arch springing of soft foundation open-cut and buried tunnel and construction method |
| CN114991807A (en) * | 2022-05-16 | 2022-09-02 | 中国矿业大学(北京) | Tunnel entrance and exit slope coupling double-compensation construction method |
| CN114991807B (en) * | 2022-05-16 | 2023-08-18 | 中国矿业大学(北京) | Tunnel entrance and exit side slope coupling double-compensation construction method |
| CN115478565A (en) * | 2022-10-11 | 2022-12-16 | 中铁四局集团有限公司 | Excavation construction process for completely weathered V-grade rock shallow tunnel |
| CN115478565B (en) * | 2022-10-11 | 2024-01-23 | 中铁四局集团有限公司 | Excavation construction process for fully weathered V-level rock shallow tunnel |
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