CN105804760A - Super-large section tunnel drilling and blasting method in-situ expansion construction structure and construction method - Google Patents
Super-large section tunnel drilling and blasting method in-situ expansion construction structure and construction method Download PDFInfo
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- CN105804760A CN105804760A CN201610326428.4A CN201610326428A CN105804760A CN 105804760 A CN105804760 A CN 105804760A CN 201610326428 A CN201610326428 A CN 201610326428A CN 105804760 A CN105804760 A CN 105804760A
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- 238000010276 construction Methods 0.000 title claims abstract description 52
- 238000005422 blasting Methods 0.000 title claims abstract description 27
- 238000000034 method Methods 0.000 title claims abstract description 26
- 238000005553 drilling Methods 0.000 title claims abstract description 14
- 238000011065 in-situ storage Methods 0.000 title abstract 2
- 239000011435 rock Substances 0.000 claims abstract description 34
- 230000009286 beneficial effect Effects 0.000 claims abstract description 5
- 239000004567 concrete Substances 0.000 claims description 26
- 229910000831 Steel Inorganic materials 0.000 claims description 24
- 239000011378 shotcrete Substances 0.000 claims description 24
- 239000010959 steel Substances 0.000 claims description 24
- 238000009412 basement excavation Methods 0.000 claims description 22
- 238000004873 anchoring Methods 0.000 claims description 19
- 230000003111 delayed effect Effects 0.000 claims description 9
- 239000002689 soil Substances 0.000 claims description 6
- 239000002893 slag Substances 0.000 claims description 5
- 230000000717 retained effect Effects 0.000 claims description 3
- 238000007363 ring formation reaction Methods 0.000 claims description 3
- 230000002093 peripheral effect Effects 0.000 abstract 1
- 230000008901 benefit Effects 0.000 description 3
- 238000006243 chemical reaction Methods 0.000 description 2
- 238000004880 explosion Methods 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 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
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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
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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
- E21D11/18—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
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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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
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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
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
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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
- 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)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to an in-situ expansion construction structure and a construction method for a super-large section tunnel by a drilling and blasting method, which are characterized in that: the tunnel comprises an existing tunnel, a supporting structure arranged in the existing tunnel and the existing tunnel are filled, an extra-large section tunnel is formed after surrounding rocks are excavated on the peripheral side of the existing tunnel, and a plurality of foot locking anchor rods are arranged on the left side and the right side of the extra-large section tunnel. The invention simplifies the construction steps, greatly improves the vertical rigidity and the vertical bearing capacity of the intermediate wall, is beneficial to reducing the convergence of the cavern and improves the construction safety.
Description
Technical field:
The present invention relates to the construction of mountain tunnel, specifically adopt drilling and blasting method that existing tunnel original position is extended into a kind of construction method and the constructing structure of Super-large-section tunnel.
Background technology:
Along with developing rapidly of national economy, the volume of traffic increases day by day, many town road tunnels, High Grade Highway Tunnel oneself can not meet trip demand, must extend on existing tunnel former address, can be only achieved corresponding service level.Original position enlarging scheme generally includes following two: list hole tunnel is extended into multiple-arch tunnel, or list hole tunnel is extended into Super-large-section tunnel.Relative multiple-arch tunnel, the unfavorable factors such as Super-large-section tunnel scheme has the advantages such as road show line is convenient, level of service is high, social benefit is good, but to be also faced with tunnel span relatively big simultaneously, and support structure design is complicated, working procedure conversion is frequent.
Original position enlarging is formed in the process of Super-large-section tunnel, digged, again apply the Super-large-section tunnel of newly-built formation under the disturbance repeatedly of the operations such as supporting, its surrouding rock deformation and pressure from surrounding rock and initial land form by existing demolition of support structure, country rock explosion and have essential distinction.Simultaneously take account of existing tunnel supporting construction and be inevitably present relaxation zone or the situation such as come to nothing behind, consider temporary support structures is inevitably caused by blasting process the reality of damage, therefore the Super-large-section tunnel that original position enlarging is formed, in design concept and construction with build common Super-large-section tunnel and have dramatically different.
Along with the volume of traffic increases sharply, many build town road tunnel of the remote past, High Grade Highway Tunnel all suffers from enlarging problem, the enlarging of existing tunnel original position is formed Super-large-section tunnel, it it is then an important directions of development from now on, therefore, successfully grope a set of reasonable construction method adapted with it and seem very urgent.
Summary of the invention:
It is an object of the invention to solve above-mentioned technical problem, it is provided that a kind of reduce country rock disturbance, accelerate efficiency of construction, improve the Super-large-section tunnel original position enlarging constructing structure and construction method of working security.
Super-large-section tunnel drilling and blasting method original position of the present invention enlarging constructing structure, it is characterized in that: include existing tunnel and the supporting construction being located in existing tunnel and existing tunnel is filled, all sidepieces of described existing tunnel form Super-large-section tunnel after excavating country rock, and the left and right side of described Super-large-section tunnel is provided with many lock foot anchoring stocks.
Further, above-mentioned Super-large-section tunnel has been horizontally set with diaphragm plate (34) and the perpendicular mid-board (33) that is provided with, described diaphragm plate (34) and mid-board (33) square crossing setting.
Further, inverted arch steel arch-shelf and gunite concrete (35) it are provided with bottom above-mentioned Super-large-section tunnel.
Further, above-mentioned inverted arch steel arch-shelf and gunite concrete (35) inverted arch secondary lining (41) and inverted arch filling (42) have been built.
Further, the medial surface of above-mentioned Super-large-section tunnel is provided with steel arch-shelf and gunite concrete (32).
Construction method of the present invention includes following seven steps, wherein the first five step is that country rock partial excavation and the preliminary bracing of Super-large-section tunnel applies, the secondary lining that rear two steps are Super-large-section tunnel is built, seven steps are followed successively by 1) utilize slag backfill existing tunnel in hole to haunch, then excavate upper right pilot tunnel and apply corresponding preliminary bracing, 2) excavate upper left pilot tunnel and apply corresponding preliminary bracing, 3) excavate bottom right pilot tunnel and apply corresponding preliminary bracing, 4) excavate lower-left pilot tunnel and apply corresponding preliminary bracing, 5) after cavern's convergence is stable, excavation inverted arch also applies corresponding preliminary bracing, 6) the inverted arch secondary lining of Super-large-section tunnel is built, 7) abutment wall of Super-large-section tunnel is built, haunch and vault secondary lining.
Wherein 1) utilize hole slag backfill existing tunnel to haunch, then excavation upper right pilot tunnel apply corresponding preliminary bracing, specifically include: remove the supporting construction of more than existing tunnel haunch；Blasting Excavation upper right pilot tunnel country rock；Apply upper right quarter steel arch-shelf and gunite concrete；Apply upper right quarter lock foot anchoring stock；Apply interim mid-board.Wherein interim mid-board adopts stalk formula, is reliably connected by crab-bolt and existing tunnel supporting construction bottom it；Simultaneously interim between mid-board and the upper left pilot tunnel country rock not excavated, leave certain interval, and fill with cystosepiment.
2) excavate upper left pilot tunnel and apply corresponding preliminary bracing, being maintained with the delayed upper right pilot tunnel certain distance of upper left pilot drift, specifically include: Blasting Excavation upper left pilot tunnel country rock；Apply upper left quarter steel arch-shelf and gunite concrete；Apply upper left quarter lock foot anchoring stock.
3) excavate bottom right pilot tunnel and apply corresponding preliminary bracing, it is maintained with the delayed upper right pilot tunnel certain distance of bottom right pilot drift, specifically include: remove filling and the supporting construction of below existing tunnel haunch, but should partly retain existing tunnel supporting construction and filling, as a bearing of interim mid-board；Apply right lower quadrant steel arch-shelf and gunite concrete；Apply right lower quadrant lock foot anchoring stock；Apply the interim diaphragm plate in right side.
4) excavate lower-left pilot tunnel and apply corresponding preliminary bracing, it is maintained with lower-left pilot drift delayed upper left pilot tunnel certain distance, specifically include: Blasting Excavation lower-left pilot tunnel country rock, but a part of country rock should be retained, together with the existing tunnel supporting construction do not removed, it is beneficial to face as back-pressure Core Soil stable；Apply lower left quarter steel arch-shelf and gunite concrete；Apply lower left quarter lock foot anchoring stock；Apply the interim diaphragm plate in left side.
5) after cavern's convergence is stable, excavation inverted arch also applies corresponding preliminary bracing, specifically includes: remove filling and the supporting construction of existing tunnel remainder；Blasting Excavation inverted arch country rock；Apply inverted arch steel arch-shelf and gunite concrete；Bottom mid-board spreading to inverted arch, the preliminary bracing of Super-large-section tunnel will be made to close cyclization simultaneously.
6) build the inverted arch secondary lining of Super-large-section tunnel, specifically include: remove the latter half of interim mid-board, build inverted arch secondary lining and inverted arch is filled.
7) abutment wall of Super-large-section tunnel, haunch and vault secondary lining are built.Specifically include: remove interim diaphragm plate and the first half of interim mid-board, apply the waterproof and drain measure such as draining blind pipe, splash guard, and build abutment wall, haunch and vault secondary lining.
The present invention is compared with traditional large-section tunnel construction method (such as CRD method), or compared with Super-large-section tunnel original position enlarging construction method (such as application for a patent for invention 201410044970.1) that forefathers research and propose, construction method of the present invention has following 3 remarkable advantages.
1) both methodical interim mid-board, generally adopts bent wall, and lower support is not being excavated on country rock, and adds interim lock foot anchoring stock and be beneficial to improve its vertical bearing capacity.Interim mid-board in the present invention adopts stalk formula, and bottom is directly supported in existing tunnel supporting construction, this not only eliminates interim lock foot anchoring stock, simplify construction way, and substantially increase vertical rigidity and the vertical bearing capacity of mid-board, contribute to reducing cavern's convergence, improve working security.
2) both methodical interim mid-board, is generally closely attached to and does not excavate on country rock, interim mid-board in the present invention and do not excavate between country rock, leaves certain interval, and fills with cystosepiment, it is possible to prevents the impact damage that interim mid-board is caused by next-door neighbour's country rock explosion.
3) utilizing a part for existing tunnel supporting construction as Core Soil in the present invention, excavate when the 5th excavation step together with inverted arch country rock, it is stable that this contributes to face, improves working security.
Accompanying drawing illustrates:
Fig. 1 is existing tunnel before enlarging；
Fig. 2 is enlarging construction procedure one (upper right pilot drive and preliminary bracing)；
Fig. 3 is enlarging construction procedure two (upper left pilot drive and preliminary bracing)；
Fig. 4 is enlarging construction procedure three (bottom right pilot drive and preliminary bracing)；
Fig. 5 is enlarging construction procedure four (lower-left pilot drive and preliminary bracing)；
Fig. 6 is enlarging construction procedure five (Core Soil and inverted arch excavate and preliminary bracing)；
Fig. 7 is enlarging construction procedure six (building inverted arch secondary lining)；
Fig. 8 is enlarging construction procedure seven (building abutment wall, haunch and vault secondary lining).
Detailed description of the invention:
Below in conjunction with accompanying drawing, feature of present invention and application flow are further described, in order to understand.
Super-large-section tunnel drilling and blasting method original position of the present invention enlarging constructing structure (as shown in Figure 7), 22 are filled with the supporting construction 21 being located in existing tunnel and existing tunnel including existing tunnel A, all sidepieces of described existing tunnel form Super-large-section tunnel B after excavating country rock, and the left and right side of described Super-large-section tunnel is provided with many lock foot anchoring stocks 31.
Further, above-mentioned Super-large-section tunnel has been horizontally set with diaphragm plate 34 and the perpendicular mid-board 33 that is provided with, described diaphragm plate 34 and mid-board 33 square crossing setting.
Further, inverted arch steel arch-shelf and gunite concrete 35 it are provided with bottom above-mentioned Super-large-section tunnel.
Further, above-mentioned inverted arch steel arch-shelf and gunite concrete 35 inverted arch secondary lining 41 and inverted arch filling 42 have been built.Inverted arch secondary lining 41 can be armored concrete, and it can be soil rock layers and concrete layer that inverted arch fills 42.Diaphragm plate 34 and mid-board 33 can be I-beam or reinforced concrete slab.Mid-board 33 arranges position deviation Super-large-section tunnel centrage and accounts for the 1/10-1/6 of Super-large-section tunnel cross section transverse width.
Further, the medial surface of above-mentioned Super-large-section tunnel is provided with steel arch-shelf and gunite concrete 32.
Lock foot anchoring stock 31 is metal rod, and it forms one group between two, and two lock foot anchoring stocks form 20-50 degree.
As shown in Fig. 2-Fig. 8, Super-large-section tunnel drilling and blasting method original position of the present invention enlarging construction method, including following seven steps:
1) utilize hole slag backfill existing tunnel to haunch, then excavate upper right pilot tunnel and apply corresponding preliminary bracing, as in figure 2 it is shown, specifically include: removing the supporting construction 21 of more than existing tunnel haunch；Blasting Excavation upper right pilot tunnel country rock 1；Apply upper right quarter steel arch-shelf and gunite concrete 32；Apply upper right quarter lock foot anchoring stock 31；Apply interim mid-board 33.Wherein interim mid-board 33 adopts stalk formula, is reliably connected by crab-bolt and existing tunnel supporting construction 21 bottom it；Simultaneously interim between mid-board 33 and the upper left pilot tunnel country rock 1 not excavated, leave the gap of 30cm, and fill with cystosepiment.
2) excavate upper left pilot tunnel and apply corresponding preliminary bracing, being maintained with the delayed upper right pilot tunnel 15m of upper left pilot drift, as it is shown on figure 3, specifically include: Blasting Excavation upper left pilot tunnel country rock 1；Apply upper left quarter steel arch-shelf and gunite concrete 3201；Apply upper left quarter lock foot anchoring stock 3101.
3) excavate bottom right pilot tunnel and apply corresponding preliminary bracing, it is maintained with the delayed upper right pilot tunnel 30m of bottom right pilot drift, as shown in Figure 4, specifically include: remove filling 22 and the supporting construction 21 of below existing tunnel haunch, but should partly retain existing tunnel supporting construction 2101 and fill 2201, as a bearing of interim mid-board 33；Apply right lower quadrant steel arch-shelf and gunite concrete 3202；Apply right lower quadrant lock foot anchoring stock 3102；Apply the interim diaphragm plate 34 in right side.
4) excavate lower-left pilot tunnel and apply corresponding preliminary bracing, it is maintained with the delayed upper left pilot tunnel 30m of lower-left pilot drift, as shown in Figure 5, specifically include: Blasting Excavation lower-left pilot tunnel country rock 1, but a part of country rock should be retained, together with the existing tunnel supporting construction do not removed, it is beneficial to face as back-pressure Core Soil stable；Apply lower left quarter steel arch-shelf and gunite concrete 3203；Apply lower left quarter lock foot anchoring stock 3103；Apply the interim diaphragm plate 3401 in left side.
5) after cavern's convergence is stable, excavation inverted arch also applies corresponding preliminary bracing, as shown in Figure 6, specifically includes: remove filling 22 and the supporting construction 21 of existing tunnel remainder；Blasting Excavation inverted arch country rock 1；Apply inverted arch steel arch-shelf and gunite concrete 35；Bottom mid-board 33 spreading to inverted arch, the preliminary bracing of Super-large-section tunnel will be made to close cyclization simultaneously.
6) build the inverted arch secondary lining of Super-large-section tunnel, as it is shown in fig. 7, specifically include: remove the latter half of interim mid-board 33, once remove length (axial along tunnel) no more than 10m；Building inverted arch secondary lining 41 and inverted arch fills 42, one-time-concreting length (axial along tunnel) is no more than 10m.
7) build the abutment wall of Super-large-section tunnel, haunch and vault secondary lining, as shown in Figure 8, specifically include: remove the first half of interim diaphragm plate 34 and interim mid-board 33, once remove length (axial along tunnel) no more than 30m；Applying the waterproof and drain measure such as draining blind pipe, splash guard, and build abutment wall, haunch and vault secondary lining, one-time-concreting length (axial along tunnel) is no more than 30m.
The foregoing is only embodiments of the invention; not thereby the scope of the claims of the present invention is limited; every equivalent structure utilizing description of the present invention and accompanying drawing content to make or equivalence flow process conversion; or directly or indirectly it is used in other relevant technical fields, all in like manner include in the scope of patent protection of the present invention.
Claims (7)
1. a Super-large-section tunnel drilling and blasting method original position enlarging constructing structure, it is characterized in that: include existing tunnel (A) and the supporting construction (21) being located in existing tunnel and existing tunnel fills (22), all sidepieces of described existing tunnel form Super-large-section tunnel (B) after excavating country rock, and the left and right side of described Super-large-section tunnel is provided with many lock foot anchoring stocks (31).
2. Super-large-section tunnel drilling and blasting method original position according to claim 1 enlarging constructing structure, it is characterized in that: described Super-large-section tunnel has been horizontally set with diaphragm plate (34) and the perpendicular mid-board (33) that is provided with, described diaphragm plate (34) and mid-board (33) square crossing setting.
3. Super-large-section tunnel drilling and blasting method original position according to claim 2 enlarging constructing structure, it is characterised in that: it is provided with inverted arch steel arch-shelf and gunite concrete (35) bottom described Super-large-section tunnel.
4. Super-large-section tunnel drilling and blasting method original position according to claim 3 enlarging constructing structure, it is characterised in that: described inverted arch steel arch-shelf and gunite concrete (35) have built inverted arch secondary lining (41) and inverted arch filling (42).
5. Super-large-section tunnel drilling and blasting method original position according to claim 4 enlarging constructing structure, it is characterised in that: the medial surface of described Super-large-section tunnel is provided with steel arch-shelf and gunite concrete (32).
6. a Super-large-section tunnel drilling and blasting method original position enlarging construction method, it is characterized in that: include following seven steps, wherein the first five step is that country rock partial excavation and the preliminary bracing of Super-large-section tunnel applies, the secondary lining that rear two steps are Super-large-section tunnel is built, seven steps are followed successively by 1) utilize slag backfill existing tunnel in hole to haunch, then excavate upper right pilot tunnel and apply corresponding preliminary bracing, 2) excavate upper left pilot tunnel and apply corresponding preliminary bracing, 3) excavate bottom right pilot tunnel and apply corresponding preliminary bracing, 4) excavate lower-left pilot tunnel and apply corresponding preliminary bracing, 5) after cavern's convergence is stable, excavation inverted arch also applies corresponding preliminary bracing, 6) the inverted arch secondary lining of Super-large-section tunnel is built, 7) abutment wall of Super-large-section tunnel is built, haunch and vault secondary lining.
7. Super-large-section tunnel drilling and blasting method original position according to claim 6 enlarging construction method, it is characterised in that:
Wherein 1) utilize hole slag backfill existing tunnel to haunch, then excavation upper right pilot tunnel apply corresponding preliminary bracing, specifically include: remove the supporting construction (21) of more than existing tunnel haunch；Blasting Excavation upper right pilot tunnel country rock (1)；Apply upper right quarter steel arch-shelf and gunite concrete (32)；Apply upper right quarter lock foot anchoring stock (31)；Applying interim mid-board (33), wherein interim mid-board (33) adopts stalk formula, is reliably connected by crab-bolt and existing tunnel supporting construction (21) bottom it；Simultaneously interim between mid-board (33) and upper left pilot tunnel country rock (1) do not excavated, leave the gap of 30cm, and fill with cystosepiment；
2) excavate upper left pilot tunnel and apply corresponding preliminary bracing, being maintained with the delayed upper right pilot tunnel 15m of upper left pilot drift, specifically include: Blasting Excavation upper left pilot tunnel country rock (1)；Apply upper left quarter steel arch-shelf and gunite concrete (3201)；Apply upper left quarter lock foot anchoring stock (3101)；
3) excavate bottom right pilot tunnel and apply corresponding preliminary bracing, it is maintained with the delayed upper right pilot tunnel 30m of bottom right pilot drift, specifically include: remove filling (22) and the supporting construction (21) of below existing tunnel haunch, but should partly retain existing tunnel supporting construction (2101) and fill (2201), as a bearing of interim mid-board (33)；Apply right lower quadrant steel arch-shelf and gunite concrete (3202)；Apply right lower quadrant lock foot anchoring stock (3102)；Apply the interim diaphragm plate (34) in right side；
4) excavate lower-left pilot tunnel and apply corresponding preliminary bracing, it is maintained with the delayed upper left pilot tunnel 30m of lower-left pilot drift, specifically include: Blasting Excavation lower-left pilot tunnel country rock (1), but a part of country rock should be retained, together with the existing tunnel supporting construction do not removed, it is beneficial to face as back-pressure Core Soil stable；Apply lower left quarter steel arch-shelf and gunite concrete (3203)；Apply lower left quarter lock foot anchoring stock (3103)；Apply the interim diaphragm plate (3401) in left side；
5) after cavern's convergence is stable, excavation inverted arch also applies corresponding preliminary bracing, specifically includes: remove filling (22) and the supporting construction (21) of existing tunnel remainder；Blasting Excavation inverted arch country rock (1)；Apply inverted arch steel arch-shelf and gunite concrete (35)；Bottom mid-board (33) spreading to inverted arch, the preliminary bracing of Super-large-section tunnel will be made to close cyclization simultaneously；
6) build the inverted arch secondary lining of Super-large-section tunnel, specifically include: remove the latter half of interim mid-board (33), axially once remove length along tunnel no more than 10m；Building inverted arch secondary lining (41) and inverted arch fills (42), along tunnel, axial one-time-concreting length is no more than 10m；
7) build the abutment wall of Super-large-section tunnel, haunch and vault secondary lining, specifically include: remove interim diaphragm plate (34) and the first half of interim mid-board (33), axially once remove length along tunnel no more than 30m；Applying the waterproof and drain measure such as draining blind pipe, splash guard, and build abutment wall, haunch and vault secondary lining, along tunnel, axial one-time-concreting length is no more than 30m.
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| CN201610326428.4A CN105804760B (en) | 2016-05-17 | 2016-05-17 | Super-large section tunnel drilling and blasting method in-situ expansion construction structure and construction method |
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| CN201610326428.4A CN105804760B (en) | 2016-05-17 | 2016-05-17 | Super-large section tunnel drilling and blasting method in-situ expansion construction structure and construction method |
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| CN106968678A (en) * | 2017-03-30 | 2017-07-21 | 唐山市交通运输局公路管理站 | A kind of overall cavitation machine of stone matter surrounding rock tunnel and construction technology |
| CN107060825A (en) * | 2017-05-04 | 2017-08-18 | 山东省交通规划设计院 | Construction method is coordinated by a kind of single-hole with four lanes tunnel branch for being applied to III grade of country rock |
| CN107654239A (en) * | 2017-09-20 | 2018-02-02 | 中铁十四局集团有限公司 | A kind of tunnel bottom is excavated and inverted arch construction method |
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| CN109899092A (en) * | 2017-12-08 | 2019-06-18 | 中铁二局集团有限公司 | A kind of soft rock extrusion pressing type large deformation tunnel arch lock solid structure and method |
| CN110905524A (en) * | 2019-11-08 | 2020-03-24 | 中建隧道建设有限公司 | Method for excavating and supporting subway station tunnel by adopting underground excavation construction channel |
| CN114152159A (en) * | 2021-12-09 | 2022-03-08 | 中国葛洲坝集团国际工程有限公司 | Full-section synchronous blasting tunneling construction method for side wall on reserved side of large-section tunnel crown arch |
| CN114961739A (en) * | 2022-05-16 | 2022-08-30 | 中铁五局集团有限公司 | Construction method for re-excavation and expanded excavation of abandoned tunnel |
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| CN106968678A (en) * | 2017-03-30 | 2017-07-21 | 唐山市交通运输局公路管理站 | A kind of overall cavitation machine of stone matter surrounding rock tunnel and construction technology |
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| CN107060825B (en) * | 2017-05-04 | 2024-02-02 | 山东省交通规划设计院 | Single hole applied to III-level surrounding rock four-lane tunnel subsection coordination construction method |
| CN107060825A (en) * | 2017-05-04 | 2017-08-18 | 山东省交通规划设计院 | Construction method is coordinated by a kind of single-hole with four lanes tunnel branch for being applied to III grade of country rock |
| CN107654239A (en) * | 2017-09-20 | 2018-02-02 | 中铁十四局集团有限公司 | A kind of tunnel bottom is excavated and inverted arch construction method |
| CN109899092A (en) * | 2017-12-08 | 2019-06-18 | 中铁二局集团有限公司 | A kind of soft rock extrusion pressing type large deformation tunnel arch lock solid structure and method |
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| CN109594993A (en) * | 2019-01-23 | 2019-04-09 | 四川交通职业技术学院 | A kind of tunnel enlarging construction method in the case of uninterrupted traffic |
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| CN114152159A (en) * | 2021-12-09 | 2022-03-08 | 中国葛洲坝集团国际工程有限公司 | Full-section synchronous blasting tunneling construction method for side wall on reserved side of large-section tunnel crown arch |
| CN114961739A (en) * | 2022-05-16 | 2022-08-30 | 中铁五局集团有限公司 | Construction method for re-excavation and expanded excavation of abandoned tunnel |
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