CN108487911A - The compound crossing method construction method of longspan tunnel bilateral wall under complex geological condition - Google Patents
The compound crossing method construction method of longspan tunnel bilateral wall under complex geological condition Download PDFInfo
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- CN108487911A CN108487911A CN201810282125.6A CN201810282125A CN108487911A CN 108487911 A CN108487911 A CN 108487911A CN 201810282125 A CN201810282125 A CN 201810282125A CN 108487911 A CN108487911 A CN 108487911A
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- 238000010276 construction Methods 0.000 title claims abstract description 51
- 238000000034 method Methods 0.000 title claims abstract description 27
- 230000002146 bilateral effect Effects 0.000 title claims abstract description 8
- 150000001875 compounds Chemical class 0.000 title claims abstract description 8
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 claims abstract description 23
- 239000011435 rock Substances 0.000 claims abstract description 21
- 238000009415 formwork Methods 0.000 claims abstract description 6
- 238000009412 basement excavation Methods 0.000 claims description 32
- 229910000831 Steel Inorganic materials 0.000 claims description 23
- 239000010959 steel Substances 0.000 claims description 23
- 230000010412 perfusion Effects 0.000 claims description 9
- 238000013461 design Methods 0.000 claims description 8
- 239000002689 soil Substances 0.000 claims description 5
- 230000000694 effects Effects 0.000 abstract description 3
- 230000004888 barrier function Effects 0.000 abstract description 2
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 238000013459 approach Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 235000011511 Diospyros Nutrition 0.000 description 1
- 244000236655 Diospyros kaki Species 0.000 description 1
- 235000019738 Limestone Nutrition 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 235000019994 cava Nutrition 0.000 description 1
- 238000002512 chemotherapy Methods 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 230000000052 comparative effect Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000000354 decomposition reaction Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 235000013399 edible fruits Nutrition 0.000 description 1
- 238000012407 engineering method Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 239000006028 limestone Substances 0.000 description 1
- 239000011159 matrix material Substances 0.000 description 1
- 230000008520 organization Effects 0.000 description 1
- 238000012805 post-processing Methods 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 238000003325 tomography Methods 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
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
-
- 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
-
- 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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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
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- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The compound crossing method construction method of longspan tunnel bilateral wall under complex geological condition, to overcome in long span under soft rock constructing tunnel the technical barriers such as Vault settlement should not control, supporting construction is yielding, optimize structure stress, improve convenience for construction and determines construction safety.This method is first constructed both sides pilot tunnel, and foundation of wall of aiding the border areas at the beginning of leading in-cavity construction, and as the carrying basis of top preliminary bracing system, solving Vault settlement in long span under soft rock constructing tunnel should not control, the yielding problem of supporting construction；Pedestal is only as the carrying of preliminary bracing basis, and under the premise of ensuring arch wall preliminary bracing stable system, the construction of monoblock type formwork jumbo, simple process, it is ensured that the globality of secondary lining, good water-proof effect, construction quality are controllable still can be used in arch wall secondary lining；Both sides pilot tunnel uses the excavated section of arch crown, and compared with conventional two side-wall pilot tunnel pilot tunnel, structure stress is more excellent, easy for construction, and support system construction quality easily ensures.
Description
Technical field
The present invention relates to tunnel, more particularly to the compound cross of longspan tunnel bilateral wall is handed under a kind of complex geological condition
Fork method construction method.
Background technology
China is in railway construction high-speed development period at present, Chinese Railway " four vertical four is horizontal " basic forming, national iron
Circuit planning proposes that the target of " Eight Verticals and Eight Horizontals ", mountain railway will be built, wanted by geology, orographic condition, environmental protection on a large scale
It asks, the limitation of the factors such as track plan sweep and Fire prevention, longspan tunnel paragraph is equipped with more in tunnel.
The tunnel excavation method of existing comparative maturity mainly has：Full section method, benching tunnelling method, bench method, upper and lower base tunnel
Method, interval wall approach intersect interval wall approach and two side-wall pilot tunnel etc..For passing through tomography, and formation lithology is with mud stone, shale
Longspan tunnel based on the soft rockmass such as limestone, above-mentioned excavation construction method is extremely difficult, and there are the carryings of preliminary bracing abutment wall foot
Deficiency, temporary support is more, tears the problems such as support distance is limited, and country rock is yielding, and unstable and constructing operation is inconvenient, construction peace open
Full blast is nearly high, and construction quality and construction period cannot be guaranteed.
Therefore, in order to ensure construction safety, construction quality is improved, is accelerated construction progress, saves construction investment, it is necessary to adopt
With new excavation method.
Invention content
Technical problem to be solved by the invention is to provide longspan tunnel bilateral wall under a kind of complex geological condition is compound
Crossing method construction method, to overcome in long span under soft rock constructing tunnel Vault settlement should not control, supporting construction is yielding etc.
Technical barrier optimizes structure stress, improves convenience for construction and determines construction safety.
The technical solution adopted by the present invention to solve the technical problems is as follows：
The compound crossing method construction method of longspan tunnel bilateral wall under the complex geological condition of the present invention, including such as
Lower step：
(1) pilot tunnel top bar, left side pilot tunnel are got out of a predicament or an embarrassing situation on the left of step excavation, are first applied corresponding advance support before excavating, are opened
Corresponding preliminary bracing and gib are applied after digging immediately；
(2) perfusion left side pilot tunnel concrete-steel pedestal；
(3) top bar under step excavation right side pilot tunnel top bar, right side pilot tunnel, corresponding advance support is first applied before excavating,
Corresponding preliminary bracing and gib are applied after excavation immediately；
(4) right side pilot tunnel concrete-steel pedestal；
(5) top bar on the left of arch is excavated, corresponding advance support is first applied before excavating, corresponding initial stage is applied immediately after excavation
Supporting and gib, and apply at the top of corresponding preliminary bracing the anchor pole with country rock anchor connection, the anchor pole other end and steel
Arch securely connects；
(6) excavate and get out of a predicament or an embarrassing situation on the left of arch, first apply corresponding advance support before excavating, corresponding initial stage is applied immediately after excavation
Supporting and gib, the lower end of the corresponding preliminary bracing are connect with the steelframe reserved in the pilot tunnel concrete-steel pedestal of left side,
Remove arch supporting in the pilot tunnel of left side；
(7) top bar on the right side of arch is excavated, corresponding advance support is first applied before excavating, corresponding initial stage is applied immediately after excavation
Supporting and gib, and apply at the top of corresponding preliminary bracing the anchor pole with country rock anchor connection, the anchor pole other end and steel
Arch securely connects；
(8) excavate and get out of a predicament or an embarrassing situation on the right side of arch, first apply corresponding advance support before excavating, corresponding initial stage is applied immediately after excavation
Supporting and gib, the lower end of the corresponding preliminary bracing are connect with the steelframe reserved in the pilot tunnel concrete-steel pedestal of right side,
Remove arch supporting in the pilot tunnel of right side；
(9) step excavation lower core cubsoil upper layer, lower core lower subsoil apply inverted arch initial stage branch immediately after the completion of excavating
Shield；
(10) subsectin bottler inverted arch secondary lining concrete, perfusion inverted arch fills layer concrete after design strength to be achieved；
(11) after inverted arch filled layer reaches design strength, using formwork jumbo overall perfusion arch wall secondary lining concrete.
The beneficial effects are mainly as follows following aspects：
One, soft (matter) rock stratum country rock is weak, and Large span tunnel abutment wall foot stress is concentrated, both sides pilot tunnel of first constructing, and
Foundation of wall of aiding the border areas at the beginning of leading in-cavity construction is solved as the carrying basis of top preliminary bracing system in long span under soft rock constructing tunnel
Vault settlement should not control, the yielding problem of supporting construction；
Two, pedestal is only as the carrying of preliminary bracing basis, under the premise of ensuring arch wall preliminary bracing stable system,
The construction of monoblock type formwork jumbo, simple process still can be used in arch wall secondary lining, it is ensured that the globality of secondary lining, waterproof effect
Fruit is good, and construction quality is controllable；
Three, long anchor pole is arranged in steelframe joint in arch can effectively control vault sinking when removing arch gib；
Four, using partial excavation, each portion can realize that big machinery is turned into industry, rapid construction when excavating.
Five, both sides pilot tunnel uses the excavated section of arch crown, compared with conventional two side-wall pilot tunnel pilot tunnel, structure
Stress is more excellent, easy for construction, and support system construction quality easily ensures.
Description of the drawings
This specification includes following seven width attached drawing：
Fig. 1 is the working procedure front schematic view of the present invention；
Fig. 2~7 are construction procedure decomposition diagram of the present invention；
Fig. 8 is traditional twin side heading method working procedure front schematic view；
Show component, toponym and corresponding label in figure：Left side pilot tunnel top bar 1, left side pilot tunnel get out of a predicament or an embarrassing situation 2, right
It appears on the stage on the right side of top bar 5 under side pilot tunnel top bar 4, right side pilot tunnel, top bar 7 on the left of arch, 8, arch of getting out of a predicament or an embarrassing situation on the left of arch
Rank 9,10, lower core cubsoil upper layer 11 of getting out of a predicament or an embarrassing situation on the right side of arch, lower core lower subsoil 12, anchor pole 20, left side pilot tunnel steelframe are mixed
Solidifying soil matrix seat III, right side pilot tunnel concrete-steel pedestal VI, inverted arch secondary lining XIII, arch wall secondary lining XV, inverted arch are filled out
Fill a layer XIV；Anchor pole m1~m16, steelframe g1~g7, advance support c1~c4, lock foot anchoring stock s1~s4；
Specific implementation mode
Present invention will be further explained below with reference to the attached drawings and examples.
Referring to Figure 1 to Figure 7, the compound crossing method of longspan tunnel bilateral wall is applied under complex geological condition of the invention
Work method, includes the following steps：
(1) pilot tunnel top bar 1, left side pilot tunnel get out of a predicament or an embarrassing situation 2 on the left of step excavation, and corresponding advance support is first applied before excavating,
Corresponding preliminary bracing and gib are applied after excavation immediately；
(2) perfusion left side pilot tunnel concrete-steel pedestal III；
(3) top bar 5 under step excavation right side pilot tunnel top bar 4, right side pilot tunnel first applies corresponding advanced branch before excavating
It protects, corresponding preliminary bracing and gib is applied immediately after excavation；
(4) right side pilot tunnel concrete-steel pedestal VI；
(5) top bar 7 on the left of arch is excavated, corresponding advance support is first applied before excavating, is applied immediately after excavation corresponding first
Phase supporting and gib, and apply at the top of corresponding preliminary bracing with the anchor pole of country rock anchor connection 20, anchor pole 20 is another
End is securely connect with steel arch-shelf；
(6) excavate on the left of arch and get out of a predicament or an embarrassing situation 8, corresponding advance support is first applied before excavating, applied immediately after excavation corresponding first
Phase supporting and gib, the lower end of the corresponding preliminary bracing and the steelframe reserved in left side pilot tunnel concrete-steel pedestal III
Arch supporting in the pilot tunnel of left side is removed in connection；
(7) top bar 9 on the right side of arch is excavated, corresponding advance support is first applied before excavating, is applied immediately after excavation corresponding first
Phase supporting and gib, and apply at the top of corresponding preliminary bracing with the anchor pole of country rock anchor connection 20, anchor pole 20 is another
End is securely connect with steel arch-shelf；
(8) excavate on the right side of arch and get out of a predicament or an embarrassing situation 10, corresponding advance support is first applied before excavating, applied immediately after excavation corresponding first
Phase supporting and gib, the lower end of the corresponding preliminary bracing and the steelframe reserved in right side pilot tunnel concrete-steel pedestal VI
Arch supporting in the pilot tunnel of right side is removed in connection；
(9) step excavation lower core cubsoil upper layer 11, lower core lower subsoil 12, at the beginning of applying inverted arch immediately after the completion of excavating
Phase supporting；
(10) subsectin bottler inverted arch secondary lining XIII concrete, perfusion inverted arch filled layer XIV is mixed after design strength to be achieved
Solidifying soil；
(11) mixed using formwork jumbo overall perfusion arch wall secondary lining XV after inverted arch filled layer XIV reaches design strength
Solidifying soil.
Referring to Fig.1, soft (matter) rock stratum country rock is weak, and Large span tunnel abutment wall foot stress is concentrated, and both sides of first constructing are led
Hole, and pilot tunnel concrete-steel pedestal III and right side pilot tunnel concrete-steel pedestal VI on the left of in-cavity construction are being led, as top
The carrying basis of preliminary bracing system, solving Vault settlement in long span under soft rock constructing tunnel should not control, and supporting construction is yielding
The problem of.Both sides pilot tunnel uses the excavated section of arch crown, compared with conventional two side-wall pilot tunnel pilot tunnel, structure stress
More excellent, easy for construction, support system construction quality easily ensures.
Referring to Fig.1, setting anchor pole 20 in arch steelframe joint can effectively control vault when removing arch gib
Sink.Left side pilot tunnel concrete-steel pedestal III and right side pilot tunnel concrete-steel pedestal VI are only as the carrying of preliminary bracing
Basis, under the premise of ensuring arch wall preliminary bracing stable system, monoblock type formwork jumbo still can be used in arch wall secondary lining XV
Construction, simple process, it is ensured that the globality of secondary lining, good water-proof effect, construction quality are controllable.Using partial excavation, each portion
It can realize that big machinery is turned into industry, rapid construction when excavation.
The technical solution of the application is successfully applied to newly-built Chengdu to Lanzhou railway persimmon garden tunnel by the applicant
In design and construction, which is located at An County to the sections Gao Chuan, and circuit single side goes up a slope, and left line, which is drawn, leads to tunnel overall length 14.069km,
Input end 10.654km is one-tunnel two-tracks (conjunction is repaiied), and outlet end 3.415km is double holes single line (divides and repair).Wherein D3K87+200~
D3K87+350 sections of 150m are that changeover portion is repaiied in conjunction point, repair boundary in D3K87+350 conjunctions point and excavate span up to 23m.
In this section of landform landform suddenly gradualization section of the proluvial terrace to precipitous furrow bank is rushed in two level, buried depth 130~
150m is located at the level grounds Wang Jia 1# fault belts, and rock matter is weak, the weak development of underground water；Crustal stress level is higher, with tectonic stress
Based on, maximum horizontal principal stress average value is 16.26MPa, and vertical stress average value is 11.78MPa, and adjacent thereto dividing is repaiied
There is strain cracking in tunnel after the completion of applying, secondary liner structure destroys.The big span original design is led using traditional double side wall
Hole method (with reference to Fig. 8) construction, the engineering method have the following problems：
1, in weak surrounding rock section, bearing capacity of the wall rock is weak, abutment wall foot Lack of support, and top country rock will sink, and cause to prop up
Protection structure destroys, or even caves in, which cannot be guaranteed structure safety.
2, it is limited by step excavation profile, process portion is unsatisfactory for big machinery construction requirement.
I.e. the case history is constructed according to traditional two side-wall pilot tunnel, can not ensure supporting construction safety, abutment wall branch
The basic bearing capacity of protection structure is insufficient, top country rock will be caused to sink, or even cave in, once caving in, post-processing is difficult
It spends big and costly.Using construction method of the present invention, efficiently solve the problems, such as that structure is safe, steelframe coagulation in the hole of side
Native Extended chemotherapy solves the problems, such as abutment wall Lack of support.This method respectively walks process and adapts to big machinery construction,
Construction organization is convenient, and 30% will be saved in terms of construction investment.
Claims (1)
1. the compound crossing method construction method of longspan tunnel bilateral wall, includes the following steps under complex geological condition：
(1) pilot tunnel top bar (1), left side pilot tunnel are got out of a predicament or an embarrassing situation (2) on the left of step excavation, are first applied corresponding advance support before excavating, are opened
Corresponding preliminary bracing and gib are applied after digging immediately；
(2) perfusion left side pilot tunnel concrete-steel pedestal (III)；
(3) top bar (5) under step excavation right side pilot tunnel top bar (4), right side pilot tunnel, corresponding advance support is first applied before excavating,
Corresponding preliminary bracing and gib are applied after excavation immediately；
(4) right side pilot tunnel concrete-steel pedestal (VI)；
(5) top bar (7) on the left of arch is excavated, corresponding advance support is first applied before excavating, applies corresponding initial stage branch after excavation immediately
Shield and gib, and apply at the top of corresponding preliminary bracing with the anchor pole of country rock anchor connection (20), anchor pole (20) is another
End is securely connect with steel arch-shelf；
(6) excavate and get out of a predicament or an embarrassing situation (8) on the left of arch, first apply corresponding advance support before excavating, apply corresponding initial stage branch after excavation immediately
Shield and gib, the lower end of the corresponding preliminary bracing connect with the steelframe reserved in left side pilot tunnel concrete-steel pedestal (III)
It connects, removes arch supporting in the pilot tunnel of left side；
(7) top bar (9) on the right side of arch is excavated, corresponding advance support is first applied before excavating, applies corresponding initial stage branch after excavation immediately
Shield and gib, and apply at the top of corresponding preliminary bracing with the anchor pole of country rock anchor connection (20), anchor pole (20) is another
End is securely connect with steel arch-shelf；
(8) excavate and get out of a predicament or an embarrassing situation (10) on the right side of arch, first apply corresponding advance support before excavating, corresponding initial stage is applied immediately after excavation
Supporting and gib, the lower end of the corresponding preliminary bracing connect with the steelframe reserved in right side pilot tunnel concrete-steel pedestal (VI)
It connects, removes arch supporting in the pilot tunnel of right side；
(9) step excavation lower core cubsoil upper layer (11), lower core lower subsoil (12), at the beginning of applying inverted arch immediately after the completion of excavating
Phase supporting；
(10) subsectin bottler inverted arch secondary lining (XIII) concrete, perfusion inverted arch filled layer (XIV) is mixed after design strength to be achieved
Solidifying soil；
(11) mixed using formwork jumbo overall perfusion arch wall secondary lining (XV) after inverted arch filled layer (XIV) reaches design strength
Solidifying soil.
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108868831A (en) * | 2018-07-26 | 2018-11-23 | 中铁十九局集团第六工程有限公司 | Large cross-section tunnel excavation supporting structure |
| CN109209398A (en) * | 2018-11-26 | 2019-01-15 | 中铁二十局集团有限公司 | Pass through that high angle is inverse to rush rich water richness sand tomography tunnel excavation method |
| CN109209397A (en) * | 2018-11-26 | 2019-01-15 | 中铁二十局集团有限公司 | Pass through that high angle is inverse to rush rich water richness sand tomography method for tunnel construction |
| CN109751063A (en) * | 2019-02-26 | 2019-05-14 | 中铁第四勘察设计院集团有限公司 | A kind of large section tunnel supporting construction and its construction method |
| CN110219679A (en) * | 2019-07-22 | 2019-09-10 | 西南交通大学 | A kind of soft stratum tunnel lining structure |
| CN110700841A (en) * | 2019-10-30 | 2020-01-17 | 中交路桥华南工程有限公司 | Double-side-wall guide pit type excavation method for tunnel excavation |
| CN110821512A (en) * | 2019-11-23 | 2020-02-21 | 中铁二十局集团有限公司 | Loess tunnel entrance opening section pre-reinforcing and excavating construction method passing through landslide body |
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| CN113464147A (en) * | 2021-07-22 | 2021-10-01 | 中铁五局集团成都工程有限责任公司 | Construction method of soft rock large-span and variable-section tunnel |
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| CN109209398A (en) * | 2018-11-26 | 2019-01-15 | 中铁二十局集团有限公司 | Pass through that high angle is inverse to rush rich water richness sand tomography tunnel excavation method |
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| CN109751063A (en) * | 2019-02-26 | 2019-05-14 | 中铁第四勘察设计院集团有限公司 | A kind of large section tunnel supporting construction and its construction method |
| CN110219679A (en) * | 2019-07-22 | 2019-09-10 | 西南交通大学 | A kind of soft stratum tunnel lining structure |
| CN110700841A (en) * | 2019-10-30 | 2020-01-17 | 中交路桥华南工程有限公司 | Double-side-wall guide pit type excavation method for tunnel excavation |
| CN110821512A (en) * | 2019-11-23 | 2020-02-21 | 中铁二十局集团有限公司 | Loess tunnel entrance opening section pre-reinforcing and excavating construction method passing through landslide body |
| CN112129448A (en) * | 2020-06-07 | 2020-12-25 | 中铁二院工程集团有限责任公司 | Method for measuring ground stress by using elastic recovery deformation of core |
| CN111594233B (en) * | 2020-07-04 | 2022-01-14 | 四川路航建设工程有限责任公司 | Filling-free steel frame support subsection excavation construction method for tunnel lower-partition-free partition wall |
| CN111594233A (en) * | 2020-07-04 | 2020-08-28 | 四川路航建设工程有限责任公司 | Filling-free steel frame support subsection excavation construction method for tunnel lower-partition-free partition wall |
| CN112983502A (en) * | 2021-04-13 | 2021-06-18 | 中铁十四局集团有限公司 | Tunnel waterproof method and tunnel waterproof structure |
| CN112983502B (en) * | 2021-04-13 | 2022-10-14 | 中铁十四局集团有限公司 | Tunnel waterproof method and tunnel waterproof structure |
| CN113464147A (en) * | 2021-07-22 | 2021-10-01 | 中铁五局集团成都工程有限责任公司 | Construction method of soft rock large-span and variable-section tunnel |
| CN115450661A (en) * | 2022-09-27 | 2022-12-09 | 中铁一局集团有限公司 | Method for improving construction quality of sprayed concrete for mine-method tunnel |
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Application publication date: 20180904 |