CN205778879U - Super-large-section tunnel drilling and blasting method enlarging constructing structure in situ - Google Patents

Super-large-section tunnel drilling and blasting method enlarging constructing structure in situ Download PDF

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Publication number
CN205778879U
CN205778879U CN201620448266.7U CN201620448266U CN205778879U CN 205778879 U CN205778879 U CN 205778879U CN 201620448266 U CN201620448266 U CN 201620448266U CN 205778879 U CN205778879 U CN 205778879U
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China
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tunnel
super
blasting
situ
existing
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CN201620448266.7U
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Chinese (zh)
Inventor
陈良兵
王事成
张红华
李永山
宋永乐
关振长
曹小光
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中铁十五局集团有限公司
中铁十五局集团第二工程有限公司
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Priority to CN201620448266.7U priority Critical patent/CN205778879U/en
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Publication of CN205778879U publication Critical patent/CN205778879U/en

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Abstract

This utility model relates to a kind of Super-large-section tunnel drilling and blasting method enlarging constructing structure in situ, it is characterized in that: include that existing tunnel and the supporting construction being located in existing tunnel and existing tunnel are 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.This utility model simplifies construction way, and substantially increases vertical rigidity and the vertical bearing capacity of mid-board, contributes to reducing cavern's convergence, improves working security.

Description

Super-large-section tunnel drilling and blasting method enlarging constructing structure in situ

Technical field:

This utility model relates to the construction of mountain tunnel, specifically uses drilling and blasting method that existing tunnel is extended into a kind of constructing structure of Super-large-section tunnel in situ.

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.Enlarging scheme in situ generally includes following two: list hole tunnel is extended into multiple-arch tunnel, or list hole tunnel is extended into Super-large-section tunnel.Relatively for multiple-arch tunnel, 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, the working procedure conversion unfavorable factor such as frequently.

During enlarging forms Super-large-section tunnel in situ, digged, again apply the disturbance repeatedly of the operations such as supporting, its surrouding rock deformation and pressure from surrounding rock by existing demolition of support structure, country rock explosion and have essential distinction with the Super-large-section tunnel of newly-built formation under initial land form.Simultaneously take account of existing tunnel supporting construction and be inevitably present relaxation zone or the situation such as come to nothing behind, in view of the reality that inevitably temporary support structures is caused in blasting process damage, therefore the Super-large-section tunnel that in situ 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 builds town road tunnel of the remote past, High Grade Highway Tunnel all suffers from enlarging problem, existing tunnel enlarging in situ 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 therewith and seem the most urgent.

Summary of the invention:

The purpose of this utility model is to solve above-mentioned technical problem, it is provided that a kind of Super-large-section tunnel enlarging constructing structure in situ reducing country rock disturbance, quickening efficiency of construction, raising working security.

This utility model Super-large-section tunnel drilling and blasting method enlarging constructing structure in situ, it is characterized in that: include that existing tunnel and the supporting construction being located in existing tunnel and existing tunnel are 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 poured.

Further, the medial surface of above-mentioned Super-large-section tunnel is provided with steel arch-shelf and gunite concrete (32).

Construction method described in the utility model includes following seven steps, wherein first five step is that the country rock partial excavation of Super-large-section tunnel applies with preliminary bracing, rear two steps are that the secondary lining of Super-large-section tunnel pours, seven steps are followed successively by 1) utilize hole slag backfill existing tunnel 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 poured, 7) abutment wall of Super-large-section tunnel is poured, 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 uses stalk formula, is reliably connected with existing tunnel supporting construction by crab-bolt bottom it;The most 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, keeping upper left pilot drift delayed upper right pilot tunnel certain distance simultaneously, 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, keep bottom right pilot drift delayed upper right pilot tunnel certain distance simultaneously, 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, keep pilot drift delayed upper left, lower-left pilot tunnel certain distance simultaneously, 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;Simultaneously by bottom mid-board spreading to inverted arch, the preliminary bracing of Super-large-section tunnel is made to close cyclization.

6) pour the inverted arch secondary lining of Super-large-section tunnel, specifically include: remove the latter half of interim mid-board, pour inverted arch secondary lining and inverted arch is filled.

7) abutment wall of Super-large-section tunnel, haunch and vault secondary lining are poured.Specifically include: remove interim diaphragm plate and the top half of interim mid-board, apply the waterproof and drain measure such as draining blind pipe, splash guard, and pour abutment wall, haunch and vault secondary lining.

This utility model is compared with traditional large-section tunnel construction method (such as CRD method), or compared with the Super-large-section tunnel that forefathers research and propose in situ enlarging construction method (such as application for a patent for invention 201410044970.1), this utility model construction method has following 3 remarkable advantages.

1) the most methodical interim mid-board, generally uses 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 this utility model uses 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) the most methodical interim mid-board, generally it is closely attached to not excavate on country rock, interim mid-board in this utility model and do not excavate between country rock, leaves certain interval, and fill with cystosepiment, it is possible to prevent to be close to the impact damage that interim mid-board is caused by country rock explosion.

3) utilizing a part for existing tunnel supporting construction as Core Soil in this utility model, 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 excavation and preliminary bracing);

Fig. 7 is enlarging construction procedure six (pouring inverted arch secondary lining);

Fig. 8 is enlarging construction procedure seven (pouring abutment wall, haunch and vault secondary lining).

Detailed description of the invention:

Below in conjunction with accompanying drawing, this utility model feature and application flow are further described, in order to understand.

Enlarging constructing structure (as shown in Figure 7) in situ of this utility model Super-large-section tunnel drilling and blasting method, the supporting construction 21 and the existing tunnel that including existing tunnel A and are located in existing tunnel fill 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.

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 poured.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 two-by-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 described in the utility model enlarging construction method in situ, 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 uses stalk formula, is reliably connected with existing tunnel supporting construction 21 by crab-bolt bottom it;The most 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, keeping upper left pilot drift delayed upper right pilot tunnel 15m, as it is shown on figure 3, specifically include: Blasting Excavation upper left pilot tunnel country rock 1 simultaneously;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, keep bottom right pilot drift delayed upper right pilot tunnel 30m simultaneously, 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, keep pilot drift delayed upper left, lower-left pilot tunnel 30m simultaneously, 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;Simultaneously by bottom mid-board 33 spreading to inverted arch, the preliminary bracing of Super-large-section tunnel is made to close cyclization.

6) pour 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;Pouring inverted arch secondary lining 41 and inverted arch fills 42, one-time-concreting length (axial along tunnel) is no more than 10m.

7) pour the abutment wall of Super-large-section tunnel, haunch and vault secondary lining, as shown in Figure 8, specifically include: remove interim diaphragm plate 34 and the top half of 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 pour abutment wall, haunch and vault secondary lining, one-time-concreting length (axial along tunnel) is no more than 30m.

The foregoing is only embodiment of the present utility model; not thereby the scope of the claims of the present utility model is limited; every equivalent structure utilizing this utility model description and accompanying drawing content to be made or equivalence flow process conversion; or directly or indirectly it is used in other relevant technical fields, the most in like manner it is included in scope of patent protection of the present utility model.

Claims (5)

1. a Super-large-section tunnel drilling and blasting method enlarging constructing structure in situ, it is characterized in that: include that existing tunnel (A) and the supporting construction (21) being located in existing tunnel and existing tunnel fill (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).
Super-large-section tunnel drilling and blasting method the most according to claim 1 enlarging constructing structure in situ, 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.
Super-large-section tunnel drilling and blasting method the most according to claim 2 enlarging constructing structure in situ, it is characterised in that: it is provided with inverted arch steel arch-shelf and gunite concrete (35) bottom described Super-large-section tunnel.
Super-large-section tunnel drilling and blasting method the most according to claim 3 enlarging constructing structure in situ, it is characterised in that: pour inverted arch secondary lining (41) and inverted arch filling (42) on described inverted arch steel arch-shelf and gunite concrete (35).
Super-large-section tunnel drilling and blasting method the most according to claim 4 enlarging constructing structure in situ, it is characterised in that: the medial surface of described Super-large-section tunnel is provided with steel arch-shelf and gunite concrete (32).
CN201620448266.7U 2016-05-17 2016-05-17 Super-large-section tunnel drilling and blasting method enlarging constructing structure in situ CN205778879U (en)

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Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105804760A (en) * 2016-05-17 2016-07-27 中铁十五局集团有限公司 Super-large section tunnel drilling and blasting method in-situ expansion construction structure and construction method
CN107060840A (en) * 2017-05-07 2017-08-18 中铁十八局集团有限公司 A kind of construction method of large cross-section tunnel V grades of country rock excavation supportings
CN108222950A (en) * 2018-02-07 2018-06-29 宁波市交通规划设计研究院有限公司 Diversion water-conveyance tunnel penetrates through method for correcting error under a kind of weak broken wall rock geological conditions
CN109538219A (en) * 2018-12-21 2019-03-29 中铁四局集团有限公司 The enlarging large section in situ and partial excavation method in crushing hard rock tunnel

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105804760A (en) * 2016-05-17 2016-07-27 中铁十五局集团有限公司 Super-large section tunnel drilling and blasting method in-situ expansion construction structure and construction method
CN107060840A (en) * 2017-05-07 2017-08-18 中铁十八局集团有限公司 A kind of construction method of large cross-section tunnel V grades of country rock excavation supportings
CN107060840B (en) * 2017-05-07 2019-04-30 中铁十八局集团有限公司 A kind of construction method of large cross-section tunnel V grades of country rock excavation supportings
CN108222950A (en) * 2018-02-07 2018-06-29 宁波市交通规划设计研究院有限公司 Diversion water-conveyance tunnel penetrates through method for correcting error under a kind of weak broken wall rock geological conditions
CN108222950B (en) * 2018-02-07 2020-03-24 宁波市交通规划设计研究院有限公司 Communicating and deviation rectifying method for water diversion and water delivery tunnel under weak and broken surrounding rock geological condition
CN109538219A (en) * 2018-12-21 2019-03-29 中铁四局集团有限公司 The enlarging large section in situ and partial excavation method in crushing hard rock tunnel
CN109538219B (en) * 2018-12-21 2020-10-20 中铁四局集团有限公司 In-situ expansion super-large section and partial excavation method of broken hard rock tunnel

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