CN113622923A - Partitioned construction method of tunnel penetrating through goaf - Google Patents
Partitioned construction method of tunnel penetrating through goaf Download PDFInfo
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- CN113622923A CN113622923A CN202110977167.3A CN202110977167A CN113622923A CN 113622923 A CN113622923 A CN 113622923A CN 202110977167 A CN202110977167 A CN 202110977167A CN 113622923 A CN113622923 A CN 113622923A
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- 238000010276 construction Methods 0.000 title claims abstract description 24
- 230000000149 penetrating effect Effects 0.000 title claims abstract description 14
- 238000005192 partition Methods 0.000 claims abstract description 23
- 238000011158 quantitative evaluation Methods 0.000 claims abstract description 11
- 108700041286 delta Proteins 0.000 claims abstract description 7
- 238000009412 basement excavation Methods 0.000 claims description 24
- 238000013461 design Methods 0.000 claims description 21
- 238000000034 method Methods 0.000 claims description 10
- 230000002787 reinforcement Effects 0.000 claims description 9
- 239000003245 coal Substances 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000001419 dependent effect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000001788 irregular Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
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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
- 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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- Geochemistry & Mineralogy (AREA)
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- Lining And Supports For Tunnels (AREA)
Abstract
The invention belongs to the technical field of tunnel construction, and particularly provides a construction method of a tunnel penetrating a goaf from bottom to top, which comprises the following steps: step S1, selecting a section with the height of the tunnel arch top from the goaf bottom plate as H; step S2, collecting the ground stress P0 of the tunnel site area; step S3, according to the value H and the tunnel address area ground stress P0 obtained in the step S2, calculating dimensionless parameter index values, and distributing weight coefficients to the dimensionless parameter index values in proportion to obtain a partition quantitative evaluation value of the tunnel lower goaf; step S4, dividing the pre-excavated tunnel into four partitions, namely a non-influence area delta 1, a weak influence area delta 2, a middle influence area delta 3 and a strong influence area delta 4 according to the partition quantitative evaluation value obtained in the step S3; and step S5, adopting corresponding construction methods according to the subareas in the step S4. The invention not only avoids the cost exceeding the original scheme, but also reduces the accidents of vault collapse, support system failure and the like.
Description
Technical Field
The invention belongs to the technical field of tunnel construction, and particularly relates to a construction method of a tunnel penetrating a goaf.
Background
With the rapid development of economy in China, the traffic demand is greatly increased, highways and highways are rapidly increased, the function of tunnels in corresponding engineering is increasingly important, and in northwest areas such as Shanxi and inner Mongolia areas, coal producing provinces are large, a plurality of tunnels penetrate through mined-out areas, and particularly, the lower-penetrating mined-out areas are the most common. Because coal measure strata in China are complex in distribution, and the goaf is irregular and wide in range, the construction of the tunnel penetrating the goaf is mainly dependent on engineering experience, and effective guidance measures are lacked.
At present, the construction of a tunnel penetrating a goaf is mainly based on the adoption of an original design scheme or the replacement of a high-strength arch frame, and the excavation mode and the supporting scheme are changed little, so that the tunnel construction under the environment conditions lacks the targeted quantitative partition standard and cannot be scientifically managed, and further accidents such as vault collapse, failure of a supporting system and the like are easy to happen under severe conditions.
Therefore, it is necessary to provide a sectional construction method of a tunnel for passing a gob down, which is not sufficient in the above-mentioned prior art.
Disclosure of Invention
The invention aims to provide a construction method of a tunnel penetrating a goaf downwards so as to at least solve the problem that accidents such as vault collapse, support system failure and the like are easy to happen under the existing severe conditions.
In order to achieve the above purpose, the invention provides the following technical scheme: a construction method of a tunnel penetrating a goaf from bottom to top comprises the following steps:
step S1, selecting a section with the height of the tunnel arch top from the goaf bottom plate as H;
step S2, collecting the ground stress P of the tunnel site area0；
Step S3, according to the value H and the tunnel address area ground stress P obtained in step S20And combining design span L, excavation step distance D and section openingHeight h of excavation section and design supporting strength PtCalculating dimensionless parameter index value including the dimension design influence rate eta1And excavation circulation stability ratio eta2And the control rate eta of the supporting scheme3Distributing the dimensionless parameter index values to weight coefficients according to proportion to obtain a partition quantitative evaluation value of the tunnel lower-passing goaf;
step S4, dividing the pre-excavated tunnel into four partitions, namely a non-influence area delta 1, a weak influence area delta 2, a middle influence area delta 3 and a strong influence area delta 4 according to the partition quantitative evaluation value obtained in the step S3;
and step S5, adopting corresponding construction methods according to the subareas in the step S4.
Further, in step S3, the calculation formula of the size design influence rate is:
further, in step S3, the calculation formula of the excavation circulation stability rate is
Further, in step S3, the calculation formula of the control rate of the supporting plan is
Further, in step S3, the quantitative evaluation value of each partition is set to
αiFor the distribution coefficient, i is 1-3, and ∑ αi＝1。
Further, in step S4, the non-influence region Δ 1 ∈ [ η, 3/4 η), the weak influence region Δ 2 ∈ [3/4 η, 1/2 η), the middle influence region Δ 3 ∈ [1/2 η, 1/4 η), and the strong influence region Δ 4 ∈ [1/4 η, 0).
Further, in step S5,
the non-influence area adopts the subsection excavation, the primary support and the secondary lining of the original design;
on the basis of the subsection excavation, primary support and secondary lining of the original design, the weak influence area is additionally provided with an advanced grouting reinforcement scheme and a key part reinforcement scheme in the primary support step;
compared with the weak influence area, the medium influence area adopts an excavation scheme with small disturbance, a strong grouting reinforcement scheme and a strong primary support scheme;
and the strong influence area is relative to the middle influence area, and a goaf treatment scheme is added.
Further, in step S5, the goaf treatment plan is ground grouting filling.
Further, in step S3, H has a value range of 9m to 72 m.
Compared with the closest prior art, the technical scheme provided by the invention has the following excellent effects:
1) the partition construction method is provided, and corresponding schemes are adopted for all partitions in a targeted manner, so that the cost is prevented from exceeding the original scheme, and accidents such as vault collapse and support system failure can be reduced. In addition, the invention fills the blank of the partition standard of the tunnel passing through the goaf, and provides theoretical guidance for the subsequent research of the partition construction of the tunnel passing through the goaf.
2) The construction method is divided into four zones, so that the construction method is prevented from being excessively complicated, and the accidents of vault collapse, failure of a supporting system and the like can be reduced.
3) The ground grouting filling is adopted, the technology is mature, and the treatment effect on the goaf is good.
4) The value range of H is 9-72 m, the method is suitable for actual use conditions, and accidents such as vault collapse and support system failure can be effectively reduced.
Drawings
FIG. 1 is a flow chart of an embodiment of a zonal construction method of a tunnel penetrating a gob down according to the present invention;
FIG. 2 is a schematic view of partition division along the direction of a gob in an embodiment of a partition construction method of a tunnel penetrating the gob down according to the present invention;
fig. 3 is a schematic diagram of ground filling grouting along the goaf tendency of a strong influence area in an embodiment of the partition construction method of the tunnel penetrating the goaf.
In the figure: 1. the earth surface; 2. grouting holes; 3. a gob; 4. and pre-excavating a tunnel.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely below, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All other embodiments that can be derived by one of ordinary skill in the art from the embodiments given herein are intended to be within the scope of the present invention.
The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings. It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.
According to the specific embodiment of the present invention, as shown in fig. 1 and 2, the present invention provides a method for constructing a tunnel penetrating a gob, comprising the steps of:
step S1, selecting a section with the height H from the tunnel arch top to the bottom plate of the gob 3, wherein the value range of H is 9-72 m;
step S2, collecting the ground stress P of the tunnel site area0；
Step S3, according to the value H and the tunnel address area ground stress P obtained in step S20And combining design span L, excavation step distance D, section excavation subsection height h and design support strength PtDesign span L, excavation step distance D, section excavation subsection height h and design support strength PtObtained from the previous basic data. Calculating dimensionless parameter index values, wherein the dimensionless parameter index values comprise a dimension design influence rate, an excavation circulation stability rate and a support scheme control rate, and specifically, the calculation formula of the dimension design influence rate is as follows:
the calculation formula of the excavation circulation stability rate is
The calculation formula of the control rate of the support scheme is
The dimensionless parameter index values are proportionally distributed with weight coefficients to obtain a partition quantitative evaluation value of the tunnel lower goaf, and specifically, the partition quantitative evaluation value is
αiFor the distribution coefficient, i is 1-3, and ∑ αi＝1；
Step S4, according to the partition quantitative evaluation value obtained in step S3, dividing the pre-excavated tunnel 4 into four partitions, i.e., a non-influence area Δ 1, a weak influence area Δ 2, a medium influence area Δ 3, and a strong influence area Δ 4, specifically, the non-influence area Δ 1 belongs to [ η, 3/4 η ], the weak influence area Δ 2 belongs to [3/4 η, 1/2 η ], the medium influence area Δ 3 belongs to [1/2 η, 1/4 η ], and the strong influence area Δ 4 belongs to [1/4 η, 0);
and step S5, according to the subareas in the step S4, respectively adopting corresponding construction methods:
the non-influence area adopts the subsection excavation, the primary support and the secondary lining of the original design;
on the basis of the subsection excavation, primary support and secondary lining of the original design, the weak influence area is additionally provided with an advanced grouting reinforcement scheme and a key part reinforcement scheme in the primary support step;
compared with the weak influence area, the medium influence area adopts an excavation scheme with small disturbance, a strong grouting reinforcement scheme and a strong primary support scheme;
as shown in fig. 3, a goaf 3 treatment scheme is added in the strong influence area relative to the middle influence area, the goaf 3 treatment scheme is ground grouting filling, specifically, grouting holes 2 are drilled in the ground surface 1 to the goaf 3, and the goaf 3 is filled and reinforced through grouting.
The invention is not to be considered as limited to the particular embodiments shown, but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (9)
1. A construction method of a tunnel penetrating a goaf downwards is characterized by comprising the following steps:
step S1, selecting a section with the height of the tunnel arch top from the goaf bottom plate as H;
step S2, collecting the ground stress P of the tunnel site area0；
Step S3, according to the value H and the tunnel address area ground stress P obtained in step S20And combining design span L, excavation step distance D, section excavation subsection height h and design support strength PtCalculating dimensionless parameter index value including the dimension design influence rate eta1And excavation circulation stability ratio eta2And the control rate eta of the supporting scheme3Distributing the dimensionless parameter index values to weight coefficients according to proportion to obtain a partition quantitative evaluation value of the tunnel lower-passing goaf;
step S4, dividing the pre-excavated tunnel into four partitions, namely a non-influence area delta 1, a weak influence area delta 2, a middle influence area delta 3 and a strong influence area delta 4 according to the partition quantitative evaluation value obtained in the step S3;
and step S5, adopting corresponding construction methods according to the subareas in the step S4.
2. The method of constructing a tunnel for a lower penetrating gob as set forth in claim 1, wherein in said step S3, the calculation formula of the dimensional design influence rate is:
3. the method of constructing a tunnel for a passing-through gob as set forth in claim 2, wherein the calculation formula of the excavation circulation stability rate in the step S3 is
4. The method of constructing a tunnel for passing a gob downward as set forth in claim 3, wherein in said step S3, the formula for calculating the control rate of the supporting means is
5. The method of constructing a tunnel for a passing-through gob as set forth in claim 4, wherein in the step S3, the quantitative evaluation value of each partition is set to
αiFor the distribution coefficient, i is 1-3, and ∑ αi＝1。
6. The method of constructing a tunnel for passing a gob downward as set forth in claim 5, wherein in said step S4, the non-influence region Δ 1 ∈ [ η, 3/4 η), the weak influence region Δ 2 ∈ [3/4 η, 1/2 η), the middle influence region Δ 3 ∈ [1/2 η, 1/4 η), and the strong influence region Δ 4 ∈ [1/4 η, 0).
7. The method of constructing a tunnel for passing a gob thereunder according to claim 1, wherein in the step S5,
the non-influence area adopts the subsection excavation, the primary support and the secondary lining of the original design;
on the basis of the subsection excavation, primary support and secondary lining of the original design, the weak influence area is additionally provided with an advanced grouting reinforcement scheme and a key part reinforcement scheme in the primary support step;
compared with the weak influence area, the medium influence area adopts an excavation scheme with small disturbance, a strong grouting reinforcement scheme and a strong primary support scheme;
and the strong influence area is relative to the middle influence area, and a goaf treatment scheme is added.
8. The method of constructing a tunnel for a passing gob of claim 7, wherein in the step S5, the gob management strategy is ground grouting.
9. The method for constructing a tunnel passing through a gob downward as set forth in claim 1, wherein in said step S3, said H has a value ranging from 9m to 72 m.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117703406A (en) * | 2024-02-06 | 2024-03-15 | 济南轨道交通集团有限公司 | Classification construction method for shield to pass through bridge pile foundation |
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2021
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| CN201714426U (en) * | 2010-06-28 | 2011-01-19 | 中铁二十局集团有限公司 | Coal seam gob tunnel initial-stage reinforcing and supporting system |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117703406A (en) * | 2024-02-06 | 2024-03-15 | 济南轨道交通集团有限公司 | Classification construction method for shield to pass through bridge pile foundation |
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