CN104948208A - Construction structure and method for laterally extending long-span grotto based on narrow underground passage - Google Patents
Construction structure and method for laterally extending long-span grotto based on narrow underground passage Download PDFInfo
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- CN104948208A CN104948208A CN201510370457.6A CN201510370457A CN104948208A CN 104948208 A CN104948208 A CN 104948208A CN 201510370457 A CN201510370457 A CN 201510370457A CN 104948208 A CN104948208 A CN 104948208A
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- 238000010276 construction Methods 0.000 title claims abstract description 47
- 238000000034 method Methods 0.000 title claims abstract description 30
- 239000002689 soil Substances 0.000 claims abstract description 95
- 238000009412 basement excavation Methods 0.000 claims abstract description 71
- 238000004891 communication Methods 0.000 claims abstract description 33
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 10
- 239000010959 steel Substances 0.000 claims abstract description 10
- 239000004568 cement Substances 0.000 claims abstract description 7
- 239000011435 rock Substances 0.000 claims abstract description 7
- 210000005239 tubule Anatomy 0.000 claims description 27
- 230000008569 process Effects 0.000 claims description 11
- 230000002457 bidirectional effect Effects 0.000 claims description 10
- 238000005065 mining Methods 0.000 claims description 10
- 230000008520 organization Effects 0.000 claims description 9
- 230000000903 blocking effect Effects 0.000 claims description 7
- 230000002146 bilateral effect Effects 0.000 claims description 6
- 230000032258 transport Effects 0.000 claims description 6
- 230000015572 biosynthetic process Effects 0.000 claims description 5
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 239000002002 slurry Substances 0.000 abstract 2
- 230000007704 transition Effects 0.000 abstract 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000007123 defense Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
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- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The invention relates to a construction structure and method for laterally extending a long-span grotto based on a narrow underground passage, and belongs to the field of underground building structures. According to the construction structure and method, a slurry hole is formed in the front end of an advanced small pipe, cement paste is injected into the slurry hole before excavation is carried out so as to be distributed at the arch crown of the excavated grotto, and the direction is coincident with the grotto excavation direction; an anchor rod is inserted into a surrounding rock mass in the radial direction of the grotto, timbering steel supports are arranged on the two sides of each guide pit when the guide pits on the two sides are excavated, and transition sections are step excavation soil bodies in the guide pits on the two sides; triangle soil bodies are located above the step excavation construction soil bodies, and transverse channels are located at upper soil bodies which are equal to transverse communication channels in width; the transverse communication channels are located between the guide pits on the two sides; remaining soil bodies are located above inlets of the guide pit sections. By means of the construction structure and method, simultaneous implementation and reasonable jointing of the working procedures are facilitated, and interference between the working procedures is avoided; the construction schedule is easily quickened, and the working period is shortened; and the flexibility of traffic organizations is easily improved.
Description
Technical field
The present invention relates to a kind of based on the large constructing structure across cavern of narrow and small underground passage side direction enlarging and method, belong to underground building construction applications.
Background technology
Two side-wall pilot tunnel is the main a kind of construction method adopted of Large span cavern excavation, but common two side-wall pilot tunnel exists following problem: one-way construction, and construction speed is slower; In hole, traffic organization is limited, particularly when existing narrow and small underground passage side direction enlarging is greatly across cavern, Large Construction, haulage device cannot be entered by existing passage, small-sized excavating equipment hand digging and hand haulage's dregs need be leaned on, in construction speed and hole, traffic organization problem is more remarkable, and construction excavation progress is faster, require higher to the patency of dregs transportation.As bomb shelter catwalk side direction excavation large span air defense cavern, after double-side approach adopts benching tunnelling method to enter from the excavation of catwalk side direction, near feeder connection, the excavation of the step top soil body is by blocking channel entrance.
Summary of the invention
Slow for solving the construction speed when narrow and small underground passage side direction extends Large span cavern, the problem that traffic and transport organization is limited, the invention provides a kind of based on the large constructing structure across cavern of narrow and small underground passage side direction enlarging and method.
Technical scheme of the present invention is: a kind of based on the large constructing structure across cavern of narrow and small underground passage side direction enlarging, comprises advanced tubule 1, anchor pole 2, supporting steelframe 3, changeover portion 4, the triangle soil body 5, horizontal communication passage 6, the remaining soil body 7;
Described advanced tubule 1 front end is provided with extravasating hole, and inject cement paste (play reinforcement effect to ravelly ground, when preventing from excavating, top, the cavern soil body collapses) before excavation, be distributed in excavation cavern vault, direction is consistent with cavern excavation direction; Anchor pole 2 inserts surrounding rock body along cavern's radial direction, and be built in base tunnel both sides when supporting steelframe 3 excavates bilateral base tunnel and prevent from collapsing, changeover portion 4 is the bench excavation soil body in the base tunnel of both sides; The triangle soil body 5 is positioned at above the bench excavation construction soil body, interconnection position and the wide top soil body of horizontal communication passage 6; Horizontal communication passage 6 is between the base tunnel of both sides; The remaining soil body 7 is positioned at above base tunnel section entrance.
Described advanced tubule 1 is steel pipe, and described anchor pole 2 is reinforcing bar.
Based on narrow and small underground passage side direction enlarging greatly across a construction method for cavern, described construction sequence is as follows:
Step1, the both sides punched in existing passage are laid shaped steel temporary support, and are arranged advanced tubule 1; Wherein advanced tubule 1 grouting should be closely knit;
Step2, carry out supporting at precalculated position excavation left and right base tunnel, preliminary bracing steelframe, temporary lining steelframe 3 model select according to concrete engineering situation;
Step3, base tunnel form rear beginning and upwards dig step, by step, are excavated to position, Zheng Dong arch, tunnel and form changeover portion 4, and continue the work plane that excavation formation is larger forward;
The triangle soil body 5 remaining above Step4, back cutting changeover portion 4, performs supporting in time;
The vault soil body, the middle part soil body in Step5, excavation changeover portion 4 scope, form horizontal communication passage 6, in cavern con struction, form multi-joint logical " three-back-shaped " traffic route, arch system anchor bolt 2 should be applied in time after excavation, in time arch and abutment wall steelframe are connected;
Step6, double-side approach continue to construct forward, meanwhile take bidirectional construction, the remaining soil body 7 to cavern outline line around base tunnel section on the left of back cutting, soil body meeting blocking channel entrance in mining process, the traffic of horizontal communication passage 6 flexible organization can be utilized, left side base tunnel dregs is delivered to right side base tunnel entrance by interconnection and transports passage, the upright excavation face in termination, cavern adopts Bolt net and jet protection;
Step7, double-side approach continue to construct forward, still take bidirectional construction, utilize interconnection back cutting apart from the existing passage abutment wall 6m scope kernel cubsoil vault soil body, the middle part soil body, can by step 6 method design traffic route if mining process generation dregs affects traffic, perform protection in time, be connected in arch and abutment wall steelframe, the upright excavation face in termination, cavern adopts Bolt net and jet protection;
Step8, after related work completes, excavate the inverted arch soil body, form the two side-wall pilot tunnel section of standard.
The invention has the beneficial effects as follows:
1, be conducive to operation to carry out and reasonable link simultaneously, avoid the interference of each inter process;
2, carry out two-way opened after double side wall UNICOM to dig, be conducive to accelerating construction progress, the reduction of erection time;
3, horizontal communication passage connects double side wall, form many places interface channel in hole, multiple traffic route is provided, be conducive to the flexibility improving traffic organization, even if excavate the soil body blocking catwalk entrance during two-way excavation, during also can ensureing in-cavity construction, traffic is unobstructed.
4, under catwalk execution conditions, the passage proximate Core Soil soil body is little by traditional double side heading method digging operation face, and construction inconvenience, can utilize the horizontal communication passage back cutting core soil body.
Accompanying drawing explanation
Fig. 1 is working procedure horizontal section of the present invention schematic diagram;
Fig. 2 is working procedure schematic longitudinal section of the present invention;
Fig. 3 is working procedure schematic cross-sectional view of the present invention;
Each label in figure: 1-advanced tubule; 2-anchor pole; 3-supporting steelframe; 4-changeover portion; The 5-triangle soil body; The horizontal communication passage of 6-; The remaining soil body of 7-.
Detailed description of the invention
Embodiment 1: as Figure 1-3, a kind of based on the large constructing structure across cavern of narrow and small underground passage side direction enlarging, comprise advanced tubule 1, anchor pole 2, supporting steelframe 3, changeover portion 4, the triangle soil body 5, horizontal communication passage 6, the remaining soil body 7;
Described advanced tubule 1 front end is provided with extravasating hole, injects cement paste before excavation, and be distributed in excavation cavern vault, direction is consistent with cavern excavation direction; Anchor pole 2 inserts surrounding rock body along cavern's radial direction, and be built in base tunnel both sides when supporting steelframe 3 excavates bilateral base tunnel, changeover portion 4 is the bench excavation soil body in the base tunnel of both sides; The triangle soil body 5 is positioned at above the bench excavation construction soil body, interconnection position and the wide top soil body of horizontal communication passage 6; Horizontal communication passage 6 is between the base tunnel of both sides; The remaining soil body 7 is positioned at above base tunnel section entrance.
Described advanced tubule 1 is steel pipe, and described anchor pole 2 is reinforcing bar.
Based on narrow and small underground passage side direction enlarging greatly across a construction method for cavern, described construction sequence is as follows:
Step1, the both sides punched in existing passage are laid shaped steel temporary support, and are arranged advanced tubule 1; Wherein advanced tubule 1 grouting should be closely knit;
Step2, carry out supporting at precalculated position excavation left and right base tunnel, preliminary bracing steelframe, temporary lining steelframe 3 model select according to concrete engineering situation;
Step3, base tunnel form rear beginning and upwards dig step, by step, are excavated to position, Zheng Dong arch, tunnel and form changeover portion 4, and continue the work plane that excavation formation is larger forward;
The triangle soil body 5 remaining above Step4, back cutting changeover portion 4, performs supporting in time;
The vault soil body, the middle part soil body in Step5, excavation changeover portion 4 scope, form horizontal communication passage 6, in cavern con struction, form multi-joint logical " three-back-shaped " traffic route, arch system anchor bolt 2 should be applied in time after excavation, in time arch and abutment wall steelframe are connected;
Step6, double-side approach continue to construct forward, meanwhile take bidirectional construction, the remaining soil body 7 to cavern outline line around base tunnel section on the left of back cutting, soil body meeting blocking channel entrance in mining process, the traffic of horizontal communication passage 6 flexible organization can be utilized, left side base tunnel dregs is delivered to right side base tunnel entrance by interconnection and transports passage, the upright excavation face in termination, cavern adopts Bolt net and jet protection;
Step7, double-side approach continue to construct forward, still take bidirectional construction, utilize interconnection back cutting apart from the existing passage abutment wall 6m scope kernel cubsoil vault soil body, the middle part soil body, can by step 6 method design traffic route if mining process generation dregs affects traffic, perform protection in time, be connected in arch and abutment wall steelframe, the upright excavation face in termination, cavern adopts Bolt net and jet protection;
Step8, after related work completes, excavate the inverted arch soil body, form the two side-wall pilot tunnel section of standard.
Embodiment 2: as Figure 1-3, a kind of based on the large constructing structure across cavern of narrow and small underground passage side direction enlarging, comprise advanced tubule 1, anchor pole 2, supporting steelframe 3, changeover portion 4, the triangle soil body 5, horizontal communication passage 6, the remaining soil body 7;
Described advanced tubule 1 front end is provided with extravasating hole, injects cement paste before excavation, and be distributed in excavation cavern vault, direction is consistent with cavern excavation direction; Anchor pole 2 inserts surrounding rock body along cavern's radial direction, and be built in base tunnel both sides when supporting steelframe 3 excavates bilateral base tunnel, changeover portion 4 is the bench excavation soil body in the base tunnel of both sides; The triangle soil body 5 is positioned at above the bench excavation construction soil body, interconnection position and the wide top soil body of horizontal communication passage 6; Horizontal communication passage 6 is between the base tunnel of both sides; The remaining soil body 7 is positioned at above base tunnel section entrance.
Based on narrow and small underground passage side direction enlarging greatly across a construction method for cavern, described construction sequence is as follows:
Step1, the both sides punched in existing passage are laid shaped steel temporary support, and are arranged advanced tubule 1; Wherein advanced tubule 1 grouting should be closely knit;
Step2, carry out supporting at precalculated position excavation left and right base tunnel, preliminary bracing steelframe, temporary lining steelframe 3 model select according to concrete engineering situation;
Step3, base tunnel form rear beginning and upwards dig step, by step, are excavated to position, Zheng Dong arch, tunnel and form changeover portion 4, and continue the work plane that excavation formation is larger forward;
The triangle soil body 5 remaining above Step4, back cutting changeover portion 4, performs supporting in time;
The vault soil body, the middle part soil body in Step5, excavation changeover portion 4 scope, form horizontal communication passage 6, in cavern con struction, form multi-joint logical " three-back-shaped " traffic route, arch system anchor bolt 2 should be applied in time after excavation, in time arch and abutment wall steelframe are connected;
Step6, double-side approach continue to construct forward, meanwhile take bidirectional construction, the remaining soil body 7 to cavern outline line around base tunnel section on the left of back cutting, soil body meeting blocking channel entrance in mining process, the traffic of horizontal communication passage 6 flexible organization can be utilized, left side base tunnel dregs is delivered to right side base tunnel entrance by interconnection and transports passage, the upright excavation face in termination, cavern adopts Bolt net and jet protection;
Step7, double-side approach continue to construct forward, still take bidirectional construction, utilize interconnection back cutting apart from the existing passage abutment wall 6m scope kernel cubsoil vault soil body, the middle part soil body, can by step 6 method design traffic route if mining process generation dregs affects traffic, perform protection in time, be connected in arch and abutment wall steelframe, the upright excavation face in termination, cavern adopts Bolt net and jet protection;
Step8, after related work completes, excavate the inverted arch soil body, form the two side-wall pilot tunnel section of standard.
Embodiment 3: as Figure 1-3, a kind of based on the large constructing structure across cavern of narrow and small underground passage side direction enlarging, comprise advanced tubule 1, anchor pole 2, supporting steelframe 3, changeover portion 4, the triangle soil body 5, horizontal communication passage 6, the remaining soil body 7;
Described advanced tubule 1 front end is provided with extravasating hole, injects cement paste before excavation, and be distributed in excavation cavern vault, direction is consistent with cavern excavation direction; Anchor pole 2 inserts surrounding rock body along cavern's radial direction, and be built in base tunnel both sides when supporting steelframe 3 excavates bilateral base tunnel, changeover portion 4 is the bench excavation soil body in the base tunnel of both sides; The triangle soil body 5 is positioned at above the bench excavation construction soil body, interconnection position and the wide top soil body of horizontal communication passage 6; Horizontal communication passage 6 is between the base tunnel of both sides; The remaining soil body 7 is positioned at above base tunnel section entrance.
Described advanced tubule 1 is steel pipe, and described anchor pole 2 is reinforcing bar.
Embodiment 4: as Figure 1-3, a kind of based on the large constructing structure across cavern of narrow and small underground passage side direction enlarging, comprise advanced tubule 1, anchor pole 2, supporting steelframe 3, changeover portion 4, the triangle soil body 5, horizontal communication passage 6, the remaining soil body 7;
Described advanced tubule 1 front end is provided with extravasating hole, injects cement paste before excavation, and be distributed in excavation cavern vault, direction is consistent with cavern excavation direction; Anchor pole 2 inserts surrounding rock body along cavern's radial direction, and be built in base tunnel both sides when supporting steelframe 3 excavates bilateral base tunnel, changeover portion 4 is the bench excavation soil body in the base tunnel of both sides; The triangle soil body 5 is positioned at above the bench excavation construction soil body, interconnection position and the wide top soil body of horizontal communication passage 6; Horizontal communication passage 6 is between the base tunnel of both sides; The remaining soil body 7 is positioned at above base tunnel section entrance.
Embodiment 5: as Figure 1-3, a kind of based on the large construction method across cavern of narrow and small underground passage side direction enlarging, described construction sequence is as follows:
Step1, the both sides punched in existing passage are laid shaped steel temporary support, and are arranged advanced tubule 1; Wherein advanced tubule 1 grouting should be closely knit;
Step2, carry out supporting at precalculated position excavation left and right base tunnel, preliminary bracing steelframe, temporary lining steelframe 3 model select according to concrete engineering situation;
Step3, base tunnel form rear beginning and upwards dig step, by step, are excavated to position, Zheng Dong arch, tunnel and form changeover portion 4, and continue the work plane that excavation formation is larger forward;
The triangle soil body 5 remaining above Step4, back cutting changeover portion 4, performs supporting in time;
The vault soil body, the middle part soil body in Step5, excavation changeover portion 4 scope, form horizontal communication passage 6, in cavern con struction, form multi-joint logical " three-back-shaped " traffic route, arch system anchor bolt 2 should be applied in time after excavation, in time arch and abutment wall steelframe are connected;
Step6, double-side approach continue to construct forward, meanwhile take bidirectional construction, the remaining soil body 7 to cavern outline line around base tunnel section on the left of back cutting, soil body meeting blocking channel entrance in mining process, the traffic of horizontal communication passage 6 flexible organization can be utilized, left side base tunnel dregs is delivered to right side base tunnel entrance by interconnection and transports passage, the upright excavation face in termination, cavern adopts Bolt net and jet protection;
Step7, double-side approach continue to construct forward, still take bidirectional construction, utilize interconnection back cutting apart from the existing passage abutment wall 6m scope kernel cubsoil vault soil body, the middle part soil body, can by step 6 method design traffic route if mining process generation dregs affects traffic, perform protection in time, be connected in arch and abutment wall steelframe, the upright excavation face in termination, cavern adopts Bolt net and jet protection;
Step8, after related work completes, excavate the inverted arch soil body, form the two side-wall pilot tunnel section of standard.
By reference to the accompanying drawings the specific embodiment of the present invention is explained in detail above, but the present invention is not limited to above-mentioned embodiment, in the ken that those of ordinary skill in the art possess, various change can also be made under the prerequisite not departing from present inventive concept.
Claims (3)
1., based on the large constructing structure across cavern of narrow and small underground passage side direction enlarging, it is characterized in that: comprise advanced tubule (1), anchor pole (2), supporting steelframe (3), changeover portion (4), the triangle soil body (5), horizontal communication passage (6), the remaining soil body (7);
Described advanced tubule (1) front end is provided with extravasating hole, injects cement paste before excavation, and be distributed in excavation cavern vault, direction is consistent with cavern excavation direction; Anchor pole (2) inserts surrounding rock body along cavern's radial direction, and be built in base tunnel both sides during supporting steelframe (3) excavation bilateral base tunnel, changeover portion (4) is the bench excavation soil body in the base tunnel of both sides; The triangle soil body (5) is positioned at above the bench excavation construction soil body, interconnection position and the wide top soil body of horizontal communication passage (6); Horizontal communication passage (6) is between the base tunnel of both sides; The remaining soil body (7) is positioned at above base tunnel section entrance.
2. according to claim 1 based on the large constructing structure across cavern of narrow and small underground passage side direction enlarging, it is characterized in that: described advanced tubule (1) is steel pipe, described anchor pole (2) is reinforcing bar.
3. according to claim 1 and 2 based on the large construction method across cavern of narrow and small underground passage side direction enlarging, it is characterized in that: described construction sequence is as follows:
Step1, the both sides punched in existing passage are laid shaped steel temporary support, and are arranged advanced tubule (1); Wherein advanced tubule (1) grouting should be closely knit;
Step2, carry out supporting at precalculated position excavation left and right base tunnel, preliminary bracing steelframe, temporary lining steelframe (3) model select according to concrete engineering situation;
Step3, base tunnel form rear beginning and upwards dig step, by step, are excavated to position, Zheng Dong arch, tunnel and form changeover portion (4), and continue the work plane that excavation formation is larger forward;
The triangle soil body (5) that Step4, back cutting changeover portion (4) top is remaining, performs supporting in time;
The vault soil body, the middle part soil body in Step5, excavation changeover portion (4) scope, form horizontal communication passage (6), in cavern con struction, form multi-joint logical " three-back-shaped " traffic route, arch system anchor bolt (2) should be applied in time after excavation, in time arch and abutment wall steelframe are connected;
Step6, double-side approach continue to construct forward, meanwhile take bidirectional construction, on the left of back cutting around base tunnel section the remaining soil body (7) to cavern's outline line, soil body meeting blocking channel entrance in mining process, horizontal communication passage (6) flexible organization traffic can be utilized, left side base tunnel dregs is delivered to right side base tunnel entrance by interconnection and transports passage, the upright excavation face in termination, cavern adopts Bolt net and jet protection;
Step7, double-side approach continue to construct forward, still take bidirectional construction, utilize interconnection back cutting apart from the existing passage abutment wall 6m scope kernel cubsoil vault soil body, the middle part soil body, can by step (6) method design traffic route if mining process generation dregs affects traffic, perform protection in time, be connected in arch and abutment wall steelframe, the upright excavation face in termination, cavern adopts Bolt net and jet protection;
Step8, after related work completes, excavate the inverted arch soil body, form the two side-wall pilot tunnel section of standard.
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| CN201510370457.6A CN104948208B (en) | 2015-06-30 | 2015-06-30 | It is a kind of that big constructing structure and method across cavern is laterally extended based on narrow and small underpass |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109488347A (en) * | 2018-10-25 | 2019-03-19 | 浙江省隧道工程公司 | A kind of excavation construction method for special formation chamber |
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| SU1321824A1 (en) * | 1985-06-18 | 1987-07-07 | Донецкое Отделение Государственного Научно-Исследовательского Проектно-Конструкторского Института "Гипроуглеавтоматизация" | Self-propelled mine manipulator |
| CN101737061A (en) * | 2009-12-24 | 2010-06-16 | 中国水电顾问集团华东勘测设计研究院 | Method for constructing double-arch tunnel by rebuilding and expanding existing single-hole tunnel |
| CN102128036A (en) * | 2010-12-24 | 2011-07-20 | 西南交通大学 | Construction method of cross section-expanded loop type depressurizing portal for high-speed railway tunnel |
| CN103541734A (en) * | 2013-11-01 | 2014-01-29 | 中铁四局集团有限公司 | Comprehensive damping method for blasting of tunnel passing through heritage conservation building |
| CN204851296U (en) * | 2015-06-30 | 2015-12-09 | 昆明理工大学 | Construction structures based on hole room is striden greatly in enlargement of narrow and small underpass side direction |
-
2015
- 2015-06-30 CN CN201510370457.6A patent/CN104948208B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1321824A1 (en) * | 1985-06-18 | 1987-07-07 | Донецкое Отделение Государственного Научно-Исследовательского Проектно-Конструкторского Института "Гипроуглеавтоматизация" | Self-propelled mine manipulator |
| SU1320429A1 (en) * | 1986-01-03 | 1987-06-30 | Донецкий Филиал Института "Гипроуглеавтоматизация" | Overhead mine manipulator |
| CN101737061A (en) * | 2009-12-24 | 2010-06-16 | 中国水电顾问集团华东勘测设计研究院 | Method for constructing double-arch tunnel by rebuilding and expanding existing single-hole tunnel |
| CN102128036A (en) * | 2010-12-24 | 2011-07-20 | 西南交通大学 | Construction method of cross section-expanded loop type depressurizing portal for high-speed railway tunnel |
| CN103541734A (en) * | 2013-11-01 | 2014-01-29 | 中铁四局集团有限公司 | Comprehensive damping method for blasting of tunnel passing through heritage conservation building |
| CN204851296U (en) * | 2015-06-30 | 2015-12-09 | 昆明理工大学 | Construction structures based on hole room is striden greatly in enlargement of narrow and small underpass side direction |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109488347A (en) * | 2018-10-25 | 2019-03-19 | 浙江省隧道工程公司 | A kind of excavation construction method for special formation chamber |
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