CN107560510A - A kind of tunnel big cross section section constructing method and its face blast arrangement - Google Patents
A kind of tunnel big cross section section constructing method and its face blast arrangement Download PDFInfo
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- 239000002360 explosive Substances 0.000 claims abstract description 65
- 238000005422 blasting Methods 0.000 claims abstract description 28
- 239000011435 rock Substances 0.000 claims abstract description 18
- 238000009412 basement excavation Methods 0.000 claims abstract description 17
- 125000004122 cyclic group Chemical group 0.000 claims abstract description 11
- 239000003814 drug Substances 0.000 claims abstract description 6
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 4
- 239000010959 steel Substances 0.000 claims abstract description 4
- 238000007363 ring formation reaction Methods 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 16
- 230000000694 effects Effects 0.000 abstract description 8
- 238000011105 stabilization Methods 0.000 abstract description 2
- 238000004880 explosion Methods 0.000 description 5
- 238000005516 engineering process Methods 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 230000004087 circulation Effects 0.000 description 2
- 239000004567 concrete Substances 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 229940079593 drugs Drugs 0.000 description 2
- 210000000887 Face Anatomy 0.000 description 1
- 238000005474 detonation Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000977 initiatory Effects 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- 239000002344 surface layer Substances 0.000 description 1
Abstract
The invention belongs to technical field of tunnel construction, arranged more particularly to a kind of tunnel big cross section section constructing method and its face blast, including excavation method and blasting method, the excavation method uses steel tube shed advance support, and tunnel cross-section is divided into the step step excavation of upper, middle and lower three, inverted arch is immediately following getting out of a predicament or an embarrassing situation, and closure is cyclic in time；The blasting method refers to：A, according to country rock feature reasonable selection periphery hole spacing and the minimum burden of periphery hole；B, the explosive payload of periphery hole is controlled, and makes dose along borehole total length reasonable layout；C, periphery hole uses small diameter medicine roll and low explosive, and realizes underground borehole blasting by primacord；D, detonated using millisecond detonator elementary errors order.By reasonably optimizing Parameters of Smooth Wall Blasting, tunnel Smooth Blasting Effects are greatly ensure that, the out break problem of blast working is effectively controlled, has given full play to country rock self-bearing capacity, country rock is ensure that and faces upward the stabilization on slope.
Description
Technical field
The invention belongs to technical field of tunnel construction, and in particular to a kind of tunnel big cross section section constructing method and its section are quick-fried
Rag is put.
Background technology
In recent years, with the rapid development of Chinese national economy, railway construction scale is also increasing, is needed in railway construction
A large amount of Tunnel Engineering are built, tunnel is gradually to " more, long, big " development, i.e., quantity is more, length is big, big cross section.For drilling and blasting method tunnel
For road, reasonably optimizing Tunnel Blasting construction technology is needed, to reach the purpose of fast and safe construction.
The content of the invention
The invention provides a kind of tunnel big cross section section constructing method and its face blast to arrange, can reach fast and safely
The purpose of construction.
In order to solve the above-mentioned technical problem, the technical solution adopted by the present invention is：
A kind of tunnel big cross section section constructing method, including excavation method and blasting method, the excavation method are surpassed using steel tube shed
Preceding supporting, and tunnel cross-section is divided into the step step excavation of upper, middle and lower three, inverted arch is immediately following getting out of a predicament or an embarrassing situation, and closure is cyclic in time；
The blasting method refers to：
A, according to country rock feature reasonable selection periphery hole spacing and the minimum burden of periphery hole；
B, the explosive payload of periphery hole is controlled, and makes dose along borehole total length reasonable layout；
C, periphery hole uses small diameter medicine roll and low explosive, and realizes underground borehole blasting by primacord；
D, detonated using millisecond detonator elementary errors order.
Preferably, periphery hole spacing presses formula in a（1）It is determined that：
（1）
In formula, E is periphery hole spacing,D b For borehole diameter.
Preferably, determine periphery hole bulkfactor according to periphery hole spacing E and minimum burden W ratio, take 0.5~
1.0。
Preferably, powder charge collection is determined according to explosive specific charge amount q, periphery hole spacing E and tri- parameters of minimum burden W
Moderate Q, can be by formula（2）Calculated：
（2）.
A kind of face blast arrangement, including top bar arrangement, middle step arrangement, arrangement of getting out of a predicament or an embarrassing situation and inverted arch arrangement, it is described
Top bar arrangement refers to：Top bar is 0.8m per cyclic advance, periphery hole A hole depth 1.0m, fills 1 section explosive, 0.2kg；Reliever
B, C, D, E hole depth 1.0m, 2 section explosives, 0.4kg are filled；Reliever F, G hole depth 1.5m, fills 2 section explosives, 0.4kg；Reliever H hole depths
1.5m, fill 3 section explosives, 0.6kg；Reliever I hole depth 1.8m, fill 4 section explosives, 0.8kg；Reliever J hole depth 2.2m, fill 4 sections and fry
Medicine, 0.8kg；Snubber K hole depth 2.4m, fill 5 section explosives, 1.0kg；Snubber L hole depth 2.4m, fill 5 section explosives, 1.0kg；Slotting
Eye V hole depth 1.5m, fill 4 section explosives, 0.8kg.
The middle step arrangement refers to：Middle step is 1.6m per cyclic advance, periphery hole M hole depth 1.8m, fills 2 section explosives,
0.4kg；Reliever N hole depth 1.8m, fill 3 section explosives, 0.6kg；Snubber O hole depth 3m, fill 4 section explosives, 0.8kg；Snubber P holes
Deep 3m, fill 3 section explosives, 0.6kg；Snubber Q hole depth 3m, fill 3 section explosives, 0.6kg；Snubber R hole depth 3m, fill 4 section explosives,
0.8kg。
The inverted arch arrangement refers to：Inverted arch reliever S hole depth 4m, fill 4 section explosives, 0.8kg；Reliever T hole depth 4m, fill 6
Save explosive, 1.2k；Periphery hole U hole depth 4m, fill 6 section explosives, 1.2kg.
The present invention compared with prior art, has an advantageous effect in that：
Constructed using " the step excavating load of three step seven ", integrating tunnel deformation monitoring control technology, both shortened inverted arch closing time, again
Construction speed is greatly speeded up, has efficiently controlled deflection, tunnel deformation is controlled in 30-40mm；Pass through reasonably optimizing light
Face blasting parameter, tunnel Smooth Blasting Effects are greatly ensure that, effectively control the out break problem of blast working, fully hair
Country rock self-bearing capacity has been waved, country rock has been ensure that and faces upward the stabilization on slope.Construction experience has important to similar large cross-section tunnel
Reference value.
Brief description of the drawings
Fig. 1 is excavation method cross section of the present invention process chart；
Fig. 2 is excavation method vertical section process chart of the present invention；
Fig. 3 is Tunnel Blasting arrangement schematic diagram of the present invention.
Embodiment
The technical scheme in the embodiment of the present invention is clearly and completely described below, it is clear that described embodiment
Only part of the embodiment of the present invention, rather than whole embodiments.Based on the embodiment in the present invention, the common skill in this area
The every other embodiment that art personnel are obtained under the premise of creative work is not made, belong to the model that the present invention protects
Enclose.
As shown in Figure 1 and 2, excavated in construction using " footwork of three step seven ", i.e., first use steel tube shed（Advanced tubule）It is super
Preceding supporting, and tunnel cross-section is divided into the step step excavation of upper, middle and lower three, inverted arch is immediately following getting out of a predicament or an embarrassing situation, and closure is cyclic in time.
For tunnel span it is big the characteristics of, in order to prevent tunnel instability, landslide, cyclic advance is excavated in strict control of constructing, and is specially：On
Step is controlled in 1 Pin steelframe spacing per cyclic advance（0.8m）；In, get out of a predicament or an embarrassing situation by 1~2 Pin steelframes spacing control；Each step step
Away from control in 3~5m；The same left and right working face of step staggers 2 Pin steelframes.
（1）Top bar is constructed
Under the protection of advance support, the 1. portion in Fig. 1 is excavated using photoface exploision, and carry out preliminary bracing in time.
（2）In, construction of getting out of a predicament or an embarrassing situation
For tunnel cross-section it is larger the characteristics of, often circulate in, left and right sides of getting out of a predicament or an embarrassing situation staggeredly excavated, i.e., this circulation excavation Fig. 1
In 3. 6. portion, 4. subsequent cycle excavates in Fig. 1 5. portion again.
（3）Inverted arch is constructed
Based on IV grade of country rock, inverted arch often circulates excavation length by 4 Pin steelframes in tunnel（3.2m）Control, after excavation using steelframe and
Gunite concrete closes cyclization in time.Inverted arch preliminary bracing carries out 2 circulations（6.4m）Poured afterwards using inverted arch trestle is overall by several times
Build inverted arch and fill concrete.
Tunnel Blasting uses photoface exploision technique, and air rock drill drilling, the detonation of plastic detonating tube elementary errors millisecond detonator should
Explosion is configured using following steps.
A, according to country rock feature reasonable selection periphery hole spacing and the minimum burden of periphery hole；
B, the strictly explosive payload of control periphery hole, and make dose along borehole total length reasonable layout；
C, periphery hole preferably uses small diameter medicine roll and low explosive, and realizes underground borehole blasting by primacord；
D, detonated using millisecond detonator elementary errors order, should make to produce free face during perimeter blasting, blasting cap initiation of the periphery hole with section
The time difference should be as small as possible.
In general, the major parameter for influenceing Tunnel Blasting effect is：Periphery hole spacingE, minimum burdenW, periphery hole
BulkfactorE/W, the not coefficient of coupDAnd concentration of chargeqProve there was only these blasting parameters all optimal Deng, engineering practice
In the range of when, Tunnel Blasting effect is only optimal.
（1）Periphery hole spacingE
Periphery hole spacing is one of important parameter of photoface exploision.Tunnel blasting excavation, periphery hole spacing can be determined by formula (1).
（1）
In formula,D b It is 35 ~ 40mm according to engineering analogy value for borehole diameter.
（2）Minimum burdenW
Minimum burdenWAs light fluctuation method, it is an other important parameter for photoface exploision.Minimum burden is with excavating
Tunnel cross-section it is relevant, section is bigger, and its value can be with slightly larger.Minimum burden also influences tunnel after light surface layer excavates and enclosed
The stability of rock, therefore tunnel excavation need to rationally determine minimum burden.
Meanwhile minimum burden is relevant with rock property and geological structure, according to engineering experience, the minimum of large cross-section tunnel
BurdenW, hard rock can use 500~600 mm, and crumbly rock takes 800~900 mm.
（3）Periphery hole bulkfactorE/W
Periphery hole bulkfactor is periphery hole spacingEWith minimum burdenWRatio, be influence demolition effect an important factor for,
Take 0.5~1.0.
（4）The not coefficient of coupD
The ratio of borehole diameter and cartridge size is referred to as the not coefficient of coup.WhenDWhen=1, represent that hole wall is in close contact with pack；WhenD
>When 1, represent gap be present between hole wall and pack.Research shows：When borehole diameter is 32~45 mm, the not coefficient of coupD=
1.5~2.0[1]。
（5）Concentration of chargeQ
Concentration of chargeQWith explosive specific charge amountq, periphery hole spacingEAnd minimum burden（Light fluctuation method）WThree parameters are closed
System is close, can be by formula（2）Calculated：
（2）
In formula, explosive specific charge amountqDepending on many factors such as lithology, basal area, blasthole diameter and blast hole depths, according to Engineering
It is 0.8~1.2 kg/m than value3。
As shown in figure 3, tunnel cross-section explosion specifically arranges that design parameter is shown in Table 1.
（1）Top bar is 0.8m per cyclic advance, periphery hole A hole depth 1.0m, fills 1 section explosive, 0.2kg；Reliever B, C,
D, E hole depths 1.0m, 2 section explosives, 0.4kg are filled；Reliever F, G hole depth 1.5m, fills 2 section explosives, 0.4kg；Reliever H hole depths
1.5m, fill 3 section explosives, 0.6kg；Reliever I hole depth 1.8m, fill 4 section explosives, 0.8kg；Reliever J hole depth 2.2m, fill 4 sections and fry
Medicine, 0.8kg；Snubber K hole depth 2.4m, fill 5 section explosives, 1.0kg；Snubber L hole depth 2.4m, fill 5 section explosives, 1.0kg；Slotting
Eye V hole depth 1.5m, fill 4 section explosives, 0.8kg.
（2）Middle step is 1.6m per cyclic advance, periphery hole M hole depth 1.8m, fills 2 section explosives, 0.4kg；Reliever N hole depths
1.8m, fill 3 section explosives, 0.6kg；Snubber O hole depth 3m, fill 4 section explosives, 0.8kg；Snubber P hole depth 3m, fill 3 section explosives,
0.6kg；Snubber Q hole depth 3m, fill 3 section explosives, 0.6kg；Snubber R hole depth 3m, fill 4 section explosives, 0.8kg.
（3）Explosion of getting out of a predicament or an embarrassing situation design is similar with middle step, and parameters are essentially identical.
（4）Inverted arch reliever S hole depth 4m, fill 4 section explosives, 0.8kg；Reliever T hole depth 4m, fill 6 section explosives, 1.2k；Week
Side eye U hole depth 4m, fill 6 section explosives, 1.2kg.
The tunnel cross-section explosion design parameter of table 1
By reasonably optimizing Parameters of Smooth Wall Blasting, tunnel Smooth Blasting Effects are greatly ensure that, effectively control blast working
Out break problem, its amount of backbreaking is down to 5%~8% by the 20%~25% of General Explosive.Tunnel cross-section after photoface exploision is smooth
Smoother, rock mass stress redistribution phenomenon is reduced, and reduces chip off-falling, the possibility of landslide, effective guarantee safety for tunnel engineering.
Monitoring During The Access is indispensable content in constructing tunnel, and it not only monitors each construction stage country rock and supporting
Dynamically, it is ensured that construction safety, or adjustment preliminary bracing design parameter, determine secondary lining and inverted arch applies the time, carries
For the foundation of informationization designing.
Point layout, lay one group of monitoring measurement section in work progress in hole per 10m, lay 13 sections, tunnel altogether
Road Vault settlement, perimeter convergence and point layout.
Tunnel vault sedimentation, perimeter convergence value are as shown in table 2.From the point of view of Monitoring Data test result, tunnel deformation is in 30-
In 40mm, illustrate that country rock is in stable state, support system is effective, reliable.
Table 2 Tunnel week deformation/mm
| Measuring point | Vault | Convergence（1-2） | Convergence（3-4） | Convergence（5-6） |
| DK16+480 | 36.88 | 40.03 | 42.62 | - |
| DK16+490 | 32.49 | 33.38 | 36.85 | - |
| DK16+500 | 30.78 | 26.85 | 35.21 | - |
| DK16+510 | 32.81 | 36.48 | 31.83 | - |
| DK16+520 | 33.21 | 36.8 | 32.51 | 40.14 |
| DK16+530 | 36.73 | 36.79 | 38.8 | 37.42 |
| DK16+540 | 38.59 | 39.13 | 38.46 | - |
| DK16+550 | 33.28 | 34.42 | - | - |
| DK16+560 | 32.8 | 35.35 | - | - |
| DK16+570 | 37.91 | 30.84 | - | - |
| DK16+580 | 36.05 | 31.33 | - | - |
| DK16+590 | 38.32 | 38.98 | - | - |
| DK16+600 | 37.16 | 33.56 | - | - |
Constructed using " the step excavating load of three step seven ", shorten inverted arch closing time, greatly speed up construction speed, efficiently control
Deflection, while save construction cost.
By reasonably optimizing Parameters of Smooth Wall Blasting, tunnel Smooth Blasting Effects are greatly ensure that, effectively control explosion
The out break problem of construction.
From the point of view of field monitoring result, for tunnel deformation in 30-40mm, country rock is in stable state, support system effectively,
Reliably.
Only presently preferred embodiments of the present invention is explained in detail above, but the present invention is not limited to above-described embodiment,
In those of ordinary skill in the art's possessed knowledge, it can also be made on the premise of present inventive concept is not departed from each
Kind change, various change should be included in the scope of the protection.
Claims (7)
- A kind of 1. tunnel big cross section section constructing method, it is characterised in that：Including excavation method and blasting method, the excavation method It is divided into the step step excavation of upper, middle and lower three using steel tube shed advance support, and by tunnel cross-section, inverted arch is closelyed follow and got out of a predicament or an embarrassing situation, and When closure cyclization；The blasting method refers to：A, according to country rock feature reasonable selection periphery hole spacing and the minimum burden of periphery hole；B, the explosive payload of periphery hole is controlled, and makes dose along borehole total length reasonable layout；C, periphery hole uses small diameter medicine roll and low explosive, and realizes underground borehole blasting by primacord；D, detonated using millisecond detonator elementary errors order.
- A kind of 2. tunnel big cross section section constructing method according to claim 1, it is characterised in that：In a between periphery hole Away from by formula（1）It is determined that：（1）In formula, E is periphery hole spacing,D b For borehole diameter.
- A kind of 3. tunnel big cross section section constructing method according to claim 1, it is characterised in that：According to periphery hole spacing E Periphery hole bulkfactor is determined with minimum burden W ratio, takes 0.5~1.0.
- A kind of 4. tunnel big cross section section constructing method according to claim 1, it is characterised in that：According to explosive specific charge amount q, Tri- parameters of periphery hole spacing E and minimum burden W determine concentration of charge Q, can be by formula（2）Calculated：（2）.
- A kind of 5. face blast arrangement that method uses according to claim 1, it is characterised in that：Arranged including top bar, Middle step arrangement, arrangement of getting out of a predicament or an embarrassing situation and inverted arch arrangement, the top bar arrangement refer to：Top bar is 0.8m per cyclic advance, week Side eye（A）Hole depth 1.0m, fill 1 section explosive, 0.2kg；Reliever（B）、（C）、（D）、（E）Hole depth 1.0m, 2 section explosives are filled, 0.4kg；Reliever（F）、（G）Hole depth 1.5m, fill 2 section explosives, 0.4kg；Reliever（H）Hole depth 1.5m, 3 section explosives are filled, 0.6kg；Reliever（I）Hole depth 1.8m, fill 4 section explosives, 0.8kg；Reliever（J）Hole depth 2.2m, fill 4 section explosives, 0.8kg；Draw Slotted eyes（K）Hole depth 2.4m, fill 5 section explosives, 1.0kg；Snubber（L）Hole depth 2.4m, fill 5 section explosives, 1.0kg；Snubber（V）Hole Deep 1.5m, fill 4 section explosives, 0.8kg.
- 6. face blast arrangement according to claim 5, it is characterised in that the middle step arrangement refers to：Middle step is every Cyclic advance is 1.6m, periphery hole（M）Hole depth 1.8m, fill 2 section explosives, 0.4kg；Reliever（N）Hole depth 1.8m, 3 section explosives are filled, 0.6kg；Snubber（O）Hole depth 3m, fill 4 section explosives, 0.8kg；Snubber（P）Hole depth 3m, fill 3 section explosives, 0.6kg；Snubber （Q）Hole depth 3m, fill 3 section explosives, 0.6kg；Snubber（R）Hole depth 3m, fill 4 section explosives, 0.8kg.
- 7. face blast arrangement according to claim 5, it is characterised in that the inverted arch arrangement refers to：Inverted arch reliever （S）Hole depth 4m, fill 4 section explosives, 0.8kg；Reliever（T）Hole depth 4m, fill 6 section explosives, 1.2k；Periphery hole（U）Hole depth 4m, fills 6 Save explosive, 1.2kg.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110006300A (en) * | 2019-04-26 | 2019-07-12 | 中建三局第三建设工程有限责任公司 | A kind of method of soft rock, high inclination-angle tunnel anchorage digital primer Blasting Excavation |
| CN111380428A (en) * | 2020-04-24 | 2020-07-07 | 中铁五局集团有限公司 | Medium pilot tunnel advanced blasting construction method based on small-spacing cavern group three-tunnel separation section |
| CN111912307A (en) * | 2020-07-23 | 2020-11-10 | 中交上海航道局有限公司 | Blasting excavation method of V-level surrounding rock large-section granite tunnel |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101105131A (en) * | 2007-08-17 | 2008-01-16 | 中铁十二局集团有限公司 | Tunnel dredging method suitable for railway large section IV, V class rock tunnel |
| CN101864963A (en) * | 2010-05-26 | 2010-10-20 | 中铁二十三局集团第三工程有限公司 | Large-section loess tunnel construction method |
| CN101906974A (en) * | 2010-08-09 | 2010-12-08 | 中铁第一勘察设计院集团有限公司 | Supporting structure of extra-large cross-section loess tunnel and construction method thereof |
| CN102562075A (en) * | 2012-03-09 | 2012-07-11 | 中交第二公路工程局有限公司 | Large cross-section weak surrounding rock tunnel three-step and six-part short-distance construction method |
| CN104963689A (en) * | 2015-07-07 | 2015-10-07 | 中铁十九局集团第二工程有限公司 | Three-step seven-procedure excavation method for tunnel |
| CN106194195A (en) * | 2016-07-22 | 2016-12-07 | 中铁建大桥工程局集团第五工程有限公司 | Collapsible Loess District large cross-section tunnel three step is without remaining core soil in advance construction method |
-
2017
- 2017-08-25 CN CN201710741660.9A patent/CN107560510A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101105131A (en) * | 2007-08-17 | 2008-01-16 | 中铁十二局集团有限公司 | Tunnel dredging method suitable for railway large section IV, V class rock tunnel |
| CN101864963A (en) * | 2010-05-26 | 2010-10-20 | 中铁二十三局集团第三工程有限公司 | Large-section loess tunnel construction method |
| CN101906974A (en) * | 2010-08-09 | 2010-12-08 | 中铁第一勘察设计院集团有限公司 | Supporting structure of extra-large cross-section loess tunnel and construction method thereof |
| CN102562075A (en) * | 2012-03-09 | 2012-07-11 | 中交第二公路工程局有限公司 | Large cross-section weak surrounding rock tunnel three-step and six-part short-distance construction method |
| CN104963689A (en) * | 2015-07-07 | 2015-10-07 | 中铁十九局集团第二工程有限公司 | Three-step seven-procedure excavation method for tunnel |
| CN106194195A (en) * | 2016-07-22 | 2016-12-07 | 中铁建大桥工程局集团第五工程有限公司 | Collapsible Loess District large cross-section tunnel three step is without remaining core soil in advance construction method |
Non-Patent Citations (3)
| Title |
|---|
| 蔡伟: "《爆破作业人员简明读本》", 30 June 2014 * |
| 陈庆凯等: "《爆破安全》", 31 December 2012 * |
| 韦爱勇主编: "《控制爆破技术》", 31 August 2009 * |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110006300A (en) * | 2019-04-26 | 2019-07-12 | 中建三局第三建设工程有限责任公司 | A kind of method of soft rock, high inclination-angle tunnel anchorage digital primer Blasting Excavation |
| CN110006300B (en) * | 2019-04-26 | 2021-09-14 | 中建三局第三建设工程有限责任公司 | Blasting excavation method for soft rock and large-inclination-angle tunnel anchor digital detonator |
| CN111380428A (en) * | 2020-04-24 | 2020-07-07 | 中铁五局集团有限公司 | Medium pilot tunnel advanced blasting construction method based on small-spacing cavern group three-tunnel separation section |
| CN111912307A (en) * | 2020-07-23 | 2020-11-10 | 中交上海航道局有限公司 | Blasting excavation method of V-level surrounding rock large-section granite tunnel |
| CN111912307B (en) * | 2020-07-23 | 2022-09-09 | 中交上海航道局有限公司 | Blasting excavation method for V-level surrounding rock large-section granite tunnel |
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Application publication date: 20180109 |