CN109695453B - Auxiliary excavation construction method for vertical shaft main tunnel three-dimensional intersection - Google Patents
Auxiliary excavation construction method for vertical shaft main tunnel three-dimensional intersection Download PDFInfo
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- CN109695453B CN109695453B CN201811498109.7A CN201811498109A CN109695453B CN 109695453 B CN109695453 B CN 109695453B CN 201811498109 A CN201811498109 A CN 201811498109A CN 109695453 B CN109695453 B CN 109695453B
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- grouting
- transverse channel
- vertical shaft
- main tunnel
- hole
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- 238000010276 construction Methods 0.000 title claims abstract description 31
- 238000009412 basement excavation Methods 0.000 title claims abstract description 30
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 25
- 238000000034 method Methods 0.000 claims abstract description 17
- 239000002002 slurry Substances 0.000 claims abstract description 14
- 230000002787 reinforcement Effects 0.000 claims abstract description 13
- 239000004568 cement Substances 0.000 claims description 10
- 238000003780 insertion Methods 0.000 claims description 5
- 230000037431 insertion Effects 0.000 claims description 5
- 235000019353 potassium silicate Nutrition 0.000 claims description 5
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 5
- 239000007787 solid Substances 0.000 claims description 4
- 239000011440 grout Substances 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 15
- 230000002411 adverse Effects 0.000 abstract 1
- 229910000831 Steel Inorganic materials 0.000 description 4
- 239000011435 rock Substances 0.000 description 4
- 239000010959 steel Substances 0.000 description 4
- 238000005553 drilling Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000007789 sealing Methods 0.000 description 3
- 238000007569 slipcasting Methods 0.000 description 2
- 239000004567 concrete Substances 0.000 description 1
- 230000003247 decreasing effect Effects 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 238000013213 extrapolation Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
Images
Classifications
-
- 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
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- 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
- 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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
-
- 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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
Abstract
The invention discloses an auxiliary excavation construction method for a vertical shaft main hole stereo intersection, which belongs to the technical field of tunnel construction and comprises the steps of applying a pipe shed to the top of a transverse channel for pre-reinforcing when a vertical shaft is constructed downwards to the position below the top of the transverse channel; when a transverse channel is excavated, a grouting hole is drilled in the arch part of the transverse channel, a grouting pipeline is constructed in the grouting hole, and slurry is injected to form a first reinforcing ring; before the transverse channel enters the main tunnel, constructing a pipe shed at the arch part of the main tunnel; and when the main tunnel is excavated, constructing a second reinforcing ring at the arch part of the tunnel by adopting an advanced pre-grouting reinforcing mode. The auxiliary excavation method has a large grouting reinforcement range (5 m above the arch part), and can effectively prevent the generation of adverse geological disasters in the underground excavation construction of the water-rich stratum.
Description
Technical Field
The invention relates to the technical field of urban rail transit underground excavation tunnel construction, in particular to an auxiliary excavation construction method for a vertical shaft main tunnel vertical intersection.
Background
When the urban rail transit underground excavation tunnel needs to penetrate through a water-rich layer, particularly a thicker water-rich layer exists above a tunnel vault, geological disasters such as water inrush and mud inrush often occur, particularly underground excavation construction at the vertical shaft and main tunnel three-dimensional intersection of a water-rich muddy siltstone stratum is complex in construction procedure at the position, once the geological disasters occur, underground water carries a large amount of silt to gush out, and the tunnel construction progress and safety are seriously influenced.
Therefore, how to prevent geological disasters from occurring in underground excavation construction at the vertical crossing of the vertical shaft main hole in the water-rich stratum and ensure the safe construction of the main hole becomes a difficult problem to be solved urgently.
Disclosure of Invention
The invention aims to provide an auxiliary excavation construction method for a vertical shaft main hole vertical crossing so as to effectively prevent water inrush and mud inrush caused by underground excavation construction in a water-rich stratum.
In order to realize the purpose, the invention adopts an auxiliary excavation construction method for the vertical shaft main tunnel three-dimensional intersection, which comprises the following construction steps:
when the vertical shaft is constructed downwards to the position below the top of the transverse channel, a pipe shed is applied to the top of the transverse channel for pre-reinforcement;
when a transverse channel is excavated, a grouting hole is drilled in the arch part of the transverse channel, a grouting pipeline is constructed in the grouting hole, and slurry is injected to form a first reinforcing ring;
before the transverse channel enters the main tunnel, constructing a pipe shed at the arch part of the main tunnel;
and when the main tunnel is excavated, constructing a second reinforcing ring at the arch part of the transverse channel by adopting an advanced pre-grouting reinforcing mode.
Preferably, when the vertical shaft is constructed downwards to the position below the top of the transverse channel, the pipe shed is applied to the top of the transverse channel for pre-reinforcement, and the method comprises the following steps:
and when the vertical shaft is constructed downwards to a position 2m below the top of the transverse passage, constructing a pipe shed to the top of the transverse passage for pre-reinforcement, wherein the external insertion angle of the pipe shed is 1-3 degrees, and the circumferential interval of the pipe shed is 0.4 m.
Preferably, when the transverse channel is excavated, a grouting hole is drilled in an arch part of the transverse channel, a grouting pipe is constructed in the grouting hole, and grout is injected into the grouting hole to form the first reinforcing ring, and the method includes:
when the upper step of the transverse channel is excavated, grouting holes are drilled along the arch part of the transverse channel at 150 degrees;
inserting a grouting pipe into the grouting hole, and injecting cement-water glass slurry into the grouting pipe;
and forming the first reinforcing ring after grouting is finished.
Preferably, the grouting holes comprise a central hole and ring holes, the central hole is arranged at the central position of the transverse channel, concentric circle edges with the central hole as the center serve as concentric rings, and the ring holes are arranged on the concentric rings.
Preferably, before the transverse passage enters the main tunnel, the tunnel arch is constructed as a pipe shed, and the method comprises the following steps:
before the transverse channel enters the main tunnel, the center of the main tunnel is taken as the center of a circle, the arch part of the main tunnel is taken as an arc, the arch part of the main tunnel, which is formed by connecting the two ends of the arc with the center of a circle, forms a central angle of 150 degrees, is used as a pipe shed, wherein the external insertion angle of the pipe shed is 1-3 degrees, and the circumferential interval of the pipe shed is 0.4 m.
Preferably, a connecting line between the central point position of the arch part of the main tunnel and the center of the circle is an angular bisector of the central angle.
Preferably, when grouting into the grouting hole, the method comprises the following steps:
sequentially grouting from the grouting holes on the outer ring to the grouting holes on the inner ring, and grouting at intervals from the grouting holes on the same ring.
Preferably, retreating type grouting is adopted when the grouting holes are grouted.
Preferably, the cement slurry water cement ratio of the slurry is 1: 1.07, the volume ratio of cement paste to water glass is 1: 0.65.
compared with the prior art, the invention has the following technical effects: the auxiliary excavation method has the advantages that the grouting reinforcement range is large (5 m above the arch part), the using amount of cement is increased in the aspect of grouting proportion according to the fact that the stratum where the tunnel is located is the water-rich completely weathered argillaceous siltstone, the proportion of water glass is properly reduced, the slurry setting time can be shortened, and the grouting reinforcement effect is effectively improved. The method can effectively prevent the generation of unfavorable geological disasters in the underground excavation construction of the water-rich stratum.
Drawings
The following detailed description of embodiments of the invention refers to the accompanying drawings in which:
FIG. 1 is a schematic flow chart of an auxiliary excavation construction method at a vertical shaft main tunnel vertical crossing;
FIG. 2 is a schematic cross-sectional view of a grouting;
FIG. 3 is a schematic longitudinal section of grouting;
fig. 4 is a schematic view of a slip pipe.
In the figure: 1: a shaft; 2: a transverse channel; 3: a pipe shed; 4: a grouting pipe; 5: grouting holes; 6: correcting the hole; 7: a first reinforcing ring; 8: and a second reinforcing ring.
Detailed Description
To further illustrate the features of the present invention, refer to the following detailed description of the invention and the accompanying drawings. The drawings are for reference and illustration purposes only and are not intended to limit the scope of the present disclosure.
As shown in fig. 1, the embodiment discloses an auxiliary excavation construction method for a vertical shaft main tunnel solid intersection, which includes the following construction steps S1 to S4:
s1, when the vertical shaft is constructed downwards to the position below the top of the transverse channel, constructing a pipe shed on the top of the transverse channel for pre-reinforcing;
s2, when a transverse channel is excavated, drilling grouting holes in the arch part of the transverse channel, constructing grouting pipelines in the grouting holes and injecting grout to form a first reinforcing ring;
s3, before the transverse channel enters the main tunnel, constructing a pipe shed at the arch part of the main tunnel;
and S4, when the main tunnel is excavated, constructing a second reinforcing ring at the arch part of the transverse channel by adopting an advanced pre-grouting reinforcing mode.
After grouting is completed, excavation is performed after the second reinforcing ring is formed, a grid steel frame is erected, and C25 spray concrete is sprayed. When construction needs, C25 sprayed concrete with the thickness of 50mm can be used for sealing the tunnel face. The grouting reinforcement range of the embodiment is large, the grouting reinforcement range can be 5m above the arch part, and the generation of unfavorable geological disasters in the underground excavation construction of the water-rich stratum is effectively prevented.
Specifically, as shown in fig. 2 to 3, in step S1, when the shaft 1 is constructed downwards to a position 2m below the top of the horizontal passage 2, a pipe shed 3 with a diameter of phi 108 is constructed on the top of the horizontal passage 2, the length L of the pipe shed is 10m, the extrapolation angle is 1 to 3 degrees, the circumferential distance is 0.4m, and the circumferential distance of the pipe shed is the straight line distance between the centers of two adjacent pipe sheds.
Specifically, in step S2, when the lateral passage 2 is excavated to form the upper step, a grouting hole is drilled along the 150 ° arch of the lateral passage 2 by using a pneumatic rock drill, and the grouting pipe 4 is pushed into the grouting hole by the top thrust of the pneumatic rock drill. And (3) performing sealing orifice retreating type grouting on the grouting hole, and forming a first reinforcing ring 7 with the height of 5m at the arch part of the transverse channel 2 after grouting is finished.
It should be noted that, when drilling the grouting hole, the drilling angle is controlled by the inclinometer, and the grouting pipe should be driven into the hole close to the grid steel frame of the excavation face.
As shown in figure 4, the grouting pipe 4 is a hot-rolled seamless steel pipe with the length of 108mm and the wall thickness of 5mm, the length is 3m, and the front end of the grouting pipe 4 is in a taper shape, so that the grouting pipe can be inserted into surrounding rocks conveniently. As shown in fig. 2, the grouting holes include a central hole disposed at the center of the lateral passage, concentric circles around the central hole as a center as concentric rings, and annular holes disposed on the concentric rings.
The circumferential distance of the grouting pipes 4 is 0.4m, the longitudinal distance is 2m, and the hole distance is 1.5 m. A ring is drilled at the periphery of the pipe wall of the grouting pipe 4 according to the interval of 75cm, 9 rings are drilled in the embodiment, and the number, the inclination angle and the inclination length of grouting holes on each ring are different. The number of the grouting holes on each ring is sequentially increased from the inner ring to the outer ring, the inclination angles of the grouting holes are sequentially increased from the inner ring to the outer ring, and the inclination lengths are gradually increased and then gradually decreased from the inner ring to the outer ring. Through setting up a plurality of concentric rings in this embodiment, the quantity, inclination and the slope length setting of the injected hole on the concentric ring are different for the thick liquid that injects through the slip casting pipe can be even infiltrates in the country rock.
Specifically, in step S3 described above: before the transverse channel enters the main tunnel, a tunnel arch is constructed. The method comprises the following steps: before the transverse channel 2 enters the main tunnel 6, a phi 108 pipe shed 3 is constructed along the arch part of the main tunnel at 150 degrees, L is 10m, the external insertion angle is 1-3 degrees, the annular interval is 0.4m, and the soil body of the arch part of the main tunnel is firstly reinforced.
It should be noted that, in this embodiment, the center of the main tunnel is taken as the center of a circle, the arch of the main tunnel is taken as an arc, the arch of the main tunnel, which is formed by connecting the two ends of the arc with the center of a circle, forms a central angle of 150 ° and serves as a pipe shed, and the connecting line between the center point position of the arch of the main tunnel and the center of a circle is the angular bisector of the central angle.
Specifically, the above step S4: when just hole excavation, adopt advance slip casting reinforcing mode in advance at tunnel hunch portion construction second reinforcing ring, include: when the main tunnel is excavated, on the basis of the drilled grouting hole 5, an advanced pre-grouting reinforcement mode is adopted, and the diameter of the grouting hole 5 is not less than 108 mm; the orifice pipe is a hot-rolled seamless steel pipe with the diameter of 108mm and the wall thickness of 5mm, and the length of the pipe is 3 m. The grouting holes 5 are arranged according to the diffusion radius of 2m and the hole spacing of 1.5 m.
Specifically, the injected slurry is cement-water glass slurry, and the water cement ratio of the cement slurry is 1: 1.07, the volume ratio of cement paste to water glass is 1: 0.65 and the grouting pressure is 0.4-0.8 MPa. And (3) adopting the sealing hole retreating type grouting, and forming a second reinforcing ring 8 with the height of 5m at the arch part of the tunnel after the grouting is finished.
The embodiment is rich water completely weathered argillaceous siltstone according to the stratum of the tunnel, increases the using amount of cement in the aspect of grouting proportion, properly reduces the proportion of water glass, can shorten the slurry setting time, effectively improves the grouting reinforcement effect, and is more suitable for the geological characteristics of a sand layer and a gravel (gravel) stone layer which are not bonded and have poor self-stability.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (8)
1. An auxiliary excavation construction method for a vertical shaft main hole stereo intersection is characterized by comprising the following steps:
when the vertical shaft is constructed downwards to the position below the top of the transverse channel, a pipe shed is applied to the top of the transverse channel for pre-reinforcement;
when a transverse channel is excavated, a grouting hole is drilled in the arch part of the transverse channel, a grouting pipeline is constructed in the grouting hole, and slurry is injected to form a first reinforcing ring;
before the cross passage gets into the main tunnel, construct at the main tunnel hunch portion and do the pipe canopy, specifically include:
before the transverse channel enters the main tunnel, the center of the main tunnel is taken as the center of a circle, the arch part of the main tunnel is taken as an arc, and a pipe shed is constructed at the arch part of the main tunnel, wherein the central angle formed by connecting the two ends of the arc and the center of the circle is within 150 degrees, the external insertion angle of the pipe shed is 1-3 degrees, and the circumferential distance of the pipe shed is 0.4 m;
and when the main tunnel is excavated, constructing a second reinforcing ring at the arch part of the transverse channel by adopting an advanced pre-grouting reinforcing mode.
2. The method for assisting excavation construction at the vertical shaft main hole grade crossing of claim 1, wherein when the vertical shaft is constructed downwards to the position below the top of the transverse channel, a pipe shed is applied to the top of the transverse channel for pre-reinforcement, and the method comprises the following steps:
and when the vertical shaft is constructed downwards to a position 2m below the top of the transverse passage, constructing a pipe shed to the top of the transverse passage for pre-reinforcement, wherein the external insertion angle of the pipe shed is 1-3 degrees, and the circumferential interval of the pipe shed is 0.4 m.
3. The method for assisting excavation construction at a vertical shaft main hole grade crossing according to claim 1, wherein during excavation of the transverse passage, grouting holes are drilled in an arch part of the transverse passage, grouting pipes are constructed in the grouting holes, and grout is injected to form a first reinforcing ring, and the method comprises the following steps:
when the upper step of the transverse channel is excavated, grouting holes are drilled along the arch part of the transverse channel at 150 degrees;
inserting a grouting pipe into the grouting hole, and injecting cement-water glass slurry into the grouting pipe;
and forming the first reinforcing ring after grouting is finished.
4. The auxiliary excavation construction method for the vertical shaft main tunnel solid intersection as claimed in claim 3, wherein the grouting holes comprise a central hole and annular holes, the central hole is arranged at the central position of the transverse channel, concentric circle edges with the central hole as a circle center are used as concentric rings, and the annular holes are arranged on the concentric rings.
5. The auxiliary excavation construction method for the vertical shaft main tunnel solid intersection as claimed in claim 1, wherein a connecting line between the center point of the arch part of the main tunnel and the center of the circle is an angular bisector of the central angle.
6. The method for assisting excavation construction at the vertical shaft main hole grade crossing of claim 4, wherein when grouting is performed to the grouting holes, the method comprises the following steps:
sequentially grouting from the grouting holes on the outer ring to the grouting holes on the inner ring, and grouting at intervals from the grouting holes on the same ring.
7. The method for assisting excavation construction at the vertical shaft main hole grade crossing of claim 6, wherein retreating grouting is adopted when grouting is performed on the grouting holes.
8. The method for assisting excavation construction at the vertical shaft main tunnel solid intersection of claim 6, wherein the cement-slurry water-cement ratio of the slurry is 1: 1.07, the volume ratio of cement paste to water glass is 1: 0.65.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811498109.7A CN109695453B (en) | 2018-12-07 | 2018-12-07 | Auxiliary excavation construction method for vertical shaft main tunnel three-dimensional intersection |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201811498109.7A CN109695453B (en) | 2018-12-07 | 2018-12-07 | Auxiliary excavation construction method for vertical shaft main tunnel three-dimensional intersection |
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| CN109695453A CN109695453A (en) | 2019-04-30 |
| CN109695453B true CN109695453B (en) | 2021-01-29 |
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| CN112211647B (en) * | 2020-10-15 | 2023-02-28 | 中铁二局第二工程有限公司 | Construction method of large-scale space disaster prevention rescue station of complex geological tunnel |
| CN112211648B (en) * | 2020-10-15 | 2023-07-07 | 中铁二局第二工程有限公司 | High-ground-stress soft rock stratum tunnel intersection and construction method thereof |
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| CN102155233B (en) * | 2011-04-21 | 2013-07-10 | 上海市城市建设设计研究院 | Tunnel excavation construction method |
| CN104675404A (en) * | 2014-12-19 | 2015-06-03 | 中国建筑第四工程局有限公司 | Construction method for metro underground-excavation tunnel cross passage entering main track |
| CN205876348U (en) * | 2016-07-28 | 2017-01-11 | 中国建筑第六工程局有限公司 | Multi -level advance support structure of transverse passage -way vault under complex geological condition |
| CN106121661A (en) * | 2016-08-08 | 2016-11-16 | 中铁二局集团有限公司 | A kind of tunnel trunk is by loess separating surface water rich strata construction method |
| CN206942786U (en) * | 2017-06-26 | 2018-01-30 | 中铁第一勘察设计院集团有限公司 | A kind of advanced pre-add fixing structure of high-moisture percentage loess tunnel |
| CN108678781A (en) * | 2018-06-12 | 2018-10-19 | 中铁二十局集团轨道交通工程有限公司 | One kind closing on river shield launching end stratum consolidation method |
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