CN109113747A - A kind of tunnel excavation engineering method - Google Patents
A kind of tunnel excavation engineering method Download PDFInfo
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- CN109113747A CN109113747A CN201810975612.0A CN201810975612A CN109113747A CN 109113747 A CN109113747 A CN 109113747A CN 201810975612 A CN201810975612 A CN 201810975612A CN 109113747 A CN109113747 A CN 109113747A
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- engineering method
- tunnel excavation
- tunnel
- gib
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 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
Abstract
The invention discloses a kind of tunnel excavation engineering methods, comprising steps of (1) tunnel cross-section is the third unit between the first unit of upper left, the second unit of upper right, first unit and second unit respectively, and lower-left Unit the 4th and bottom right Unit the 5th, first unit and second unit at least lower part are that third unit separates；(2) excavation of first unit, second unit and third unit is successively carried out；(5) it successively excavates Unit the 4th, establish left side inverted arch, and excavate Unit the 5th, establish right side inverted arch.Tunnel excavation engineering method of the invention is divided into five independent excavation unit constructions, and in the construction of Unit first, second, intermediate third unit can preferably remain stable, therefore can accelerate relatively the construction of Unit first, second, while ensureing safety.
Description
Technical field
The present invention relates to a kind of tunnel excavation engineering methods.
Background technique
Current constructing tunnel mostly uses greatly CD method to excavate, and it is in weak surrounding rock large span tunnel that CD method, which is also known as interval wall approach,
In road, the side in first partial excavation tunnel, and apply median septum, the then construction method of the partial excavation other side again.Specifically
This method is excavated and preliminary bracing usually divides 6 steps i.e. 6 each pilot tunnel, as shown in Figure 1, two pilot tunnels excavate in advance up and down in left side
First pilot tunnel 11, the second pilot tunnel 12, left side tunnel bottom are third pilot tunnel 13, and right side is respectively the 4th pilot tunnel 14, the by sequence up and down
Five pilot tunnels 15, right side tunnel bottom are the 6th pilot tunnel 16.But this engineering method, since headroom is big, working face is small, restricts construction speed.
Summary of the invention
The present invention overcomes the deficiencies in the prior art, provide it is a kind of improve into hole speed, while ensuring the tunnel of construction safety
Road excavation method.
In order to achieve the above objectives, the technical solution adopted by the present invention are as follows:
A kind of tunnel excavation engineering method, characterized in that include the following steps:
(1) planning tunnel cross-section is five independent excavation units, be respectively the first unit of upper left, upper right second unit,
Unit the 4th of third unit and lower-left between the first unit and second unit and Unit the 5th of bottom right, it is described
First unit and second unit at least lower part are third unit separation；
(2) advance support is carried out to the first unit, then excavated, then the first initial stage of the first unit in the outer part is set
Supporting and the first gib in the inner part；
(3) advance support is carried out to the second unit, then excavated, then the second initial stage of the second unit in the outer part is set
Supporting and the second gib in the inner part；
(4) third unit is excavated；
(5) first gib and the second gib are removed, excavates Unit the 4th, the 4th preliminary bracing of setting and
Establish left side inverted arch；
(6) Unit the 5th, the 5th preliminary bracing of setting and foundation right side inverted arch are excavated.
Preferably, in step (4), before excavating the third unit, setting advance support is also needed, the third unit is excavated
Afterwards, setting third preliminary bracing is also needed；
Preferably, the third unit is subdivided into unit and lower unit, when construction, first excavates the upper unit, then excavate institute
State lower unit.
Preferably, when constructing to the upper unit, advance support is first carried out, is then excavated, then is arranged on the upper unit
The third preliminary bracing of side and the third gib of downside；
Preferably, the third gib is bent upwards, with horizontal direction included angle at 25 ° -35 °.
Preferably, the angular range of the tunnel cross-section entirety advance support is at 135 ° -140 °.
Preferably, the top surface of the third unit is bent downwardly, and bending two ends degree is symmetrical, and with horizontal direction included angle
At 45 ° -60 °.
Preferably, the first unit and second unit are staggered 3.5 meters -4.5 meters and excavate.
Preferably, the third unit and the second unit are staggered 11 meters -13 meters and excavate.
Preferably, the excavation cyclic advance of Unit first, second, third is 1.5-2.5 times of arch spacing.
Advantageous effects of the invention:
1. tunnel excavation engineering method of the invention is divided into five independent excavation unit constructions, in the construction of Unit first, second,
Intermediate third unit can preferably remain stable, therefore can accelerate relatively the construction of Unit first, second, while ensureing peace
Entirely.
2. third unit can be subdivided into unit and lower unit is successively constructed, opposite to obtain better construction stability
And safety.
3. setting third gib is bent upwards, with horizontal direction included angle at 25 ° -35 °, obtain more preferably and more
The support of safety.
4. the angular range of tunnel cross-section entirety advance support is arranged at 135 ° -140 °, to entire work progress and complete
Stability after all has contributed much.
5. the bottom width for setting Unit first, second is greater than the 1/3 of same level tunnel width, then can be into one
Step accelerates the construction of entire tunnel tunnel bottom above section.
6. when the top of Unit first, second is connected to, only lower part is third unit institute every third unit is arranged at this time
Top surface is bent downwardly, and integrally can preferably be played a supporting role, including the branch to gib between Unit first, second
Support, especially third unit top surface bending two ends degree is symmetrical, and with horizontal direction included angle at 45 ° -60 °, support effect is more
It is good.
3.5 meters of -4.5 meters of excavations 7. first unit and second unit can be staggered, further speed up entire construction speed；
The construction spacing of third unit and second unit is pulled open to 11 meters -13 meters, then can guarantee the branch in centre to entire country rock
Support guarantees security and stability.First unit and second unit are staggered 3.5 meters -4.5 meters and excavate, while third unit and the second list
The construction spacing of member is pulled open to 11 meters -13 meters, then can achieve not only fast but also safe effect.
8. the excavation cyclic advance of Unit first, second, third is 1.5-2.5 times of arch spacing, construction speed and peace
Full property is taken into account more preferably.
Detailed description of the invention
Fig. 1 is a kind of sectional schematic diagram of existing tunnel excavating load；
Fig. 2 is the sectional schematic diagram of 1 excavating load of the embodiment of the present invention；
Fig. 3 is 1 step of embodiment (2) schematic diagram；
Fig. 4 is 1 step of embodiment (3) schematic diagram；
Fig. 5 is 1 step of embodiment (4) schematic diagram；
Fig. 6 is 1 step of embodiment (5) schematic diagram；
Fig. 7 is 1 step of embodiment (6) schematic diagram；
Fig. 8 is that embodiment 1 excavates step pitch schematic diagram；
Fig. 9 is the sectional schematic diagram of 2 excavating load of the embodiment of the present invention；
Figure 10 is that 2 step of embodiment (4) excavates third unit schematic diagram；
Figure 11 is that embodiment 2 excavates step pitch schematic diagram；
Figure 12 is the sectional schematic diagram of 3 excavating load of the embodiment of the present invention；
Figure 13 is that 3 step of embodiment (2) excavates first unit schematic diagram；
Figure 14 is that 3 step of embodiment (3) excavates second unit schematic diagram；
Figure 15 is that embodiment 3 excavates step pitch schematic diagram；
Wherein: 11, first pilot tunnel, the 12, second pilot tunnel, 13, third pilot tunnel, the 14, the 4th pilot tunnel, the 15, the 5th pilot tunnel, the 6th lead
Hole；
21, first unit, 212, advance support, the 214, first preliminary bracing, the 216, first gib, 22, second unit,
222, advance support, the 224, second preliminary bracing, the 226, second gib, 23, third unit, 231, upper unit, 233, under
Unit, 232, advance support, 234, third preliminary bracing, 236, third gib, Unit the 24, the 4th, the 244, the 4th initial stage
Supporting, Unit the 25, the 5th, the 254, the 5th preliminary bracing.
Specific embodiment
The invention will be further described below in conjunction with the accompanying drawings.Following embodiment is only used for clearly illustrating the present invention
Technical solution, and not intended to limit the protection scope of the present invention.
Embodiment 1
As illustrated in figs. 2 through 8, a kind of tunnel excavation engineering method of the invention, includes the following steps:
(1) planning tunnel cross-section is five independent excavation units, is the second unit of the first unit 21 of upper left, upper right respectively
22, the 5th list of the 4th unit 24 of the third unit 23 and lower-left between first unit 21 and second unit 22 and bottom right
Member 25, first unit 21 and at least lower part of second unit 22 are the separation of third unit 23.
In the present embodiment, specifically, as shown in Fig. 2, first unit 21 and second unit 22 are entirely that third unit 23 is divided
Every.
(2) it as shown in figure 3, carrying out advance support 212 to first unit 21, then excavates, then first unit 21 is set and is leaned on
First preliminary bracing 214 in outside and the first gib 216 in the inner part.
(3) it as shown in figure 4, carrying out advance support 222 to second unit 22, then excavates, then second unit 22 is set and is leaned on
Second preliminary bracing 224 in outside and the second gib 226 in the inner part.
(4) it as shown in figure 5, advance support 232 is arranged to third unit 23, excavates, third preliminary bracing is set later
234。
(5) as shown in fig. 6, removing the first gib 216 and the second gib 226, the 4th unit 24, setting are excavated
4th preliminary bracing 244 and foundation left side inverted arch；
(6) as shown in fig. 7, excavating the 5th unit 25, the 5th preliminary bracing 254 of setting and foundation right side inverted arch.
(7) secondary lining (not shown) is processed.The specific prior art general using the industry.
More specifically, the angle c value of tunnel cross-section entirety advance support is at 135 ° -140 °.Advance support is advanced
Ductule or pipe canopy, preferably advanced tubule, and extrapolation angle is 5 ° -8 °.
As shown in figure 8, first unit 21 and second unit 22 are staggered, distance a is excavated, -4.5 meters of a=3.5 meter.Third unit
23 with second unit 22 be staggered distance b excavation, -13 meters of b=11 meter, preferably b=12 meter.First unit 21 and second unit 22 excavate
Progress is close to further speed up entire speed of application, simultaneously because third unit 23 pulls open distance construction farther out, on the whole may be used
To guarantee the support in middle section to entire country rock, security and stability is high.
4th unit 24, the 5th unit 25 belong to inverted arch part, and the distance excavated after tunnel main body is wrong is according to the prior art
, such as after 24 mistake of Unit the 4th third unit 23 is apart from being 10 meters -15 meters, 24 distance of Unit the 4th after 25 mistake of Unit the 5th
It is 10 meters -15 meters.
Embodiment 2
A kind of tunnel excavation engineering method of the present embodiment, the difference from embodiment 1 is that: as shown in figure 9, third unit 23 is subdivided into
Upper unit 231 and lower unit 233, when construction, step (4) first excavates upper unit 231, then excavates lower unit 233.
Specifically, as shown in Figure 10, first carrying out advance support 232 when constructing to upper unit 231, then excavating, then be arranged
The third preliminary bracing 234 of upper 231 upside of unit and the third gib 236 of downside.
More specifically, third gib 236 is bent upwards, with horizontal direction angle γ angle at 25 ° -35 °.
As shown in figure 11, upper 231 distance c of unit is excavated after 233 mistake of lower unit of third unit 23, -10 meters of c=6 meter.
Embodiment 3
As shown in figs. 12-15, a kind of tunnel excavation engineering method of the present embodiment, the difference from embodiment 1 is that: 21 He of first unit
The top of second unit 22 connects together, and only lower part is the separation of third unit 23.The top surface of third unit 23 is bent downwardly, both ends
Curvature is symmetrical, and with horizontal direction angle β angle at 45 ° -60 °.
Wherein step (2) carries out advance support 212 to first unit 21, then excavates, then that first unit 21 is arranged is outer
First preliminary bracing 214 of side and the first gib 216 in the inner part, as shown in figure 13.Step (3) to second unit 22 into
Row advance support 222, is then excavated, then the second unit 22 the second preliminary bracing 224 in the outer part and in the inner part is arranged
Second gib 226, as shown in figure 14.Step (4) need to only excavate third unit 23.
In addition, tunnel excavation engineering method of the invention, the excavation cyclic advance of Unit first, second, third is 1.5-2.5
Times arch spacing.Arch is installed according to existing tunnel construction technology.
The above is only a preferred embodiment of the present invention, it is noted that for the ordinary skill people of the art
For member, without departing from the technical principles of the invention, several improvement and deformations can also be made, these improvement and deformations
Also it should be regarded as protection scope of the present invention.
Claims (10)
1. a kind of tunnel excavation engineering method, characterized in that include the following steps:
(1) planning tunnel cross-section is five independent excavation units, be respectively the first unit of upper left, upper right second unit,
Unit the 4th of third unit and lower-left between the first unit and second unit and Unit the 5th of bottom right, it is described
First unit and second unit at least lower part are third unit separation；
(2) advance support is carried out to the first unit, then excavated, then the first initial stage of the first unit in the outer part is set
Supporting and the first gib in the inner part；
(3) advance support is carried out to the second unit, then excavated, then the second initial stage of the second unit in the outer part is set
Supporting and the second gib in the inner part；
(4) third unit is excavated；
(5) first gib and the second gib are removed, excavates Unit the 4th, the 4th preliminary bracing of setting and
Establish left side inverted arch；
(6) Unit the 5th, the 5th preliminary bracing of setting and foundation right side inverted arch are excavated.
2. a kind of tunnel excavation engineering method according to claim 1, characterized in that in step (4), excavate the third unit
Before, setting advance support is also needed, after excavating the third unit, also needs setting third preliminary bracing.
3. a kind of tunnel excavation engineering method according to claim 1, characterized in that the third unit be subdivided into unit and
Lower unit when construction, first excavates the upper unit, then excavate the lower unit.
4. a kind of tunnel excavation engineering method according to claim 3, characterized in that when constructing to the upper unit, first carry out
Then advance support excavates, then the third gib of the third preliminary bracing and downside on the upside of the upper unit is arranged.
5. a kind of tunnel excavation engineering method according to claim 4, characterized in that the third gib is bent upwards,
With horizontal direction included angle at 25 ° -35 °.
6. a kind of tunnel excavation engineering method according to claim 1, characterized in that the tunnel cross-section entirety advance support
Angular range is at 135 ° -140 °.
7. a kind of tunnel excavation engineering method according to claim 1, characterized in that the top surface of the third unit is turned under
Song, bending two ends degree is symmetrical, and with horizontal direction included angle at 45 ° -60 °.
8. a kind of tunnel excavation engineering method according to claim 1, characterized in that the first unit and second unit are staggered
3.5 meters of -4.5 meters of excavations.
9. a kind of tunnel excavation engineering method according to claim 8, characterized in that the third unit and the second unit
Be staggered 11 meters of -13 meters of excavations.
10. a kind of tunnel excavation engineering method according to claim 1, characterized in that Unit first, second, third
Excavating cyclic advance is 1.5-2.5 times of arch spacing.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810975612.0A CN109113747B (en) | 2018-08-24 | 2018-08-24 | Tunnel excavation construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810975612.0A CN109113747B (en) | 2018-08-24 | 2018-08-24 | Tunnel excavation construction method |
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| CN109113747A true CN109113747A (en) | 2019-01-01 |
| CN109113747B CN109113747B (en) | 2020-08-11 |
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|---|---|---|---|---|
| CN101666232A (en) * | 2009-09-27 | 2010-03-10 | 中铁四局集团有限公司 | Construction method of six-zone digging of super cross section tunnel |
| CN101858220A (en) * | 2010-05-28 | 2010-10-13 | 深圳市建设（集团）有限公司 | Tunnel double upper sidewall heading construction method |
| CN102220868A (en) * | 2011-05-23 | 2011-10-19 | 重庆中环建设有限公司 | Urban shallow buried large-section tunnel five-step excavating method |
| CN104074524A (en) * | 2014-06-30 | 2014-10-01 | 中南大学 | Construction method of shallow beneath highway large-cross-section tunnel |
| CN205936634U (en) * | 2016-07-05 | 2017-02-08 | 重庆建工市政交通工程有限责任公司 | Big section joint rock mass subway tunnel supporting construction of little clean distance |
| KR20170016897A (en) * | 2017-01-18 | 2017-02-14 | 쌍용건설 주식회사 | Tunnel construction method with support walls |
-
2018
- 2018-08-24 CN CN201810975612.0A patent/CN109113747B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101666232A (en) * | 2009-09-27 | 2010-03-10 | 中铁四局集团有限公司 | Construction method of six-zone digging of super cross section tunnel |
| CN101858220A (en) * | 2010-05-28 | 2010-10-13 | 深圳市建设（集团）有限公司 | Tunnel double upper sidewall heading construction method |
| CN102220868A (en) * | 2011-05-23 | 2011-10-19 | 重庆中环建设有限公司 | Urban shallow buried large-section tunnel five-step excavating method |
| CN104074524A (en) * | 2014-06-30 | 2014-10-01 | 中南大学 | Construction method of shallow beneath highway large-cross-section tunnel |
| CN205936634U (en) * | 2016-07-05 | 2017-02-08 | 重庆建工市政交通工程有限责任公司 | Big section joint rock mass subway tunnel supporting construction of little clean distance |
| KR20170016897A (en) * | 2017-01-18 | 2017-02-14 | 쌍용건설 주식회사 | Tunnel construction method with support walls |
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