CN116816362A - Supporting and reinforcing method for intersection of positive tunnel and transverse channel of ultra-large buried soft rock tunnel - Google Patents
Supporting and reinforcing method for intersection of positive tunnel and transverse channel of ultra-large buried soft rock tunnel Download PDFInfo
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- CN116816362A CN116816362A CN202311107891.6A CN202311107891A CN116816362A CN 116816362 A CN116816362 A CN 116816362A CN 202311107891 A CN202311107891 A CN 202311107891A CN 116816362 A CN116816362 A CN 116816362A
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- 239000011435 rock Substances 0.000 title claims abstract description 33
- 238000000034 method Methods 0.000 title claims abstract description 30
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 25
- 238000010276 construction Methods 0.000 claims description 16
- 229910000831 Steel Inorganic materials 0.000 claims description 12
- 239000010959 steel Substances 0.000 claims description 12
- 239000004567 concrete Substances 0.000 claims description 2
- 238000009412 basement excavation Methods 0.000 abstract description 4
- 210000001624 hip Anatomy 0.000 description 9
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000011378 shotcrete Substances 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Lining And Supports For Tunnels (AREA)
Abstract
The application discloses a supporting and reinforcing method for an intersection of a positive tunnel and a transverse channel of an oversized soft rock tunnel, which comprises the following steps: when the transverse channel is constructed by picking the top, a pipe shed is constructed to reinforce the rock mass above the front of the transverse channel; the position of the arch waist, the side wall and the arch foot of the transverse channel within the range of 4m close to the side of the main tunnel is used as a locking foot pile; and (5) performing double-layer primary support. The application can greatly reduce the serious large deformation problem caused by the transverse channel excavation on the pilot tunnel, and ensure the safety of the tunnel structure under the condition of ultra-large buried soft rock.
Description
Technical Field
The application belongs to the technical field of tunnel construction, and particularly relates to a supporting and reinforcing method for an intersection of a positive tunnel and a transverse channel of an oversized soft rock tunnel.
Background
The ultra-large buried soft rock tunnel faces the problems of large ground stress, soft surrounding rock and the like, and compared with a common tunnel, the risk brought by constructing a transverse channel is higher, and even the tunnel collapses due to the arch forming effect of the tunnel, so that unexpected casualties and property loss are caused. Therefore, the application provides a supporting and reinforcing method for the intersection of the positive tunnel and the transverse channel of the ultra-large buried soft rock tunnel, which aims to reinforce the supporting measures of the intersection, reduce the influence of the transverse channel excavation on the arch forming effect damage of the positive tunnel as much as possible and ensure the safety of tunnel construction.
Along with the rapid development of tunnel construction in China, challenges in tunnel construction are more and more, one of the unavoidable problems is that the construction is performed in an oversized buried soft rock tunnel, and serious large deformation problems such as a Sichuan railway can be caused due to high ground stress and low uniaxial compressive strength of rock. In an oversized soft rock tunnel with a buried depth, a transverse channel is excavated to damage the arching effect of the positive hole, so that more serious large deformation occurs, and if the support measures are improper or the support rigidity is insufficient, the large deformation of the transverse channel and the positive hole is difficult to control. Under the background, a supporting and reinforcing method for the intersection of the positive tunnel and the transverse channel of the ultra-large buried soft rock tunnel is provided.
Disclosure of Invention
The present application has been made to solve the above-mentioned problems occurring in the prior art. Therefore, a supporting and reinforcing method for the intersection of the positive hole and the transverse channel of the ultra-large buried soft rock tunnel is needed, and in the tunnel with high ground stress and soft lithology, supporting measures and rigidity for reinforcing the intersection of the positive hole and the transverse channel are considered. The method can greatly reduce the serious large deformation problem caused by the transverse channel excavation on the pilot tunnel, and ensure the safety of the tunnel structure under the condition of ultra-large buried soft rock.
The application provides a supporting and reinforcing method for an intersection of a positive tunnel and a transverse channel of an oversized soft rock tunnel, which comprises the following steps:
when the transverse channel is constructed by picking the top, a pipe shed is constructed to reinforce the rock mass above the front of the transverse channel;
the position of the arch waist, the side wall and the arch foot of the transverse channel within the range of 4m close to the side of the main tunnel is used as a locking foot pile;
and (5) performing double-layer primary support.
Further, the number of the pipe sheds is multiple, the pipe sheds are distributed in an annular array mode, and the annular distance is 20-40 cm.
Further, the length of the pipe shed is 10-30 m.
Further, the length of the lock foot pile is 3-5 m, and the construction interval is as follows: the circumferential spacing is 0.8-1.2 m, the longitudinal spacing is 0.8-1.2 m, and the angle formed by the lock foot piles and the lateral channel side wall is 40-60 degrees.
Further, the construction double-layer primary support specifically comprises:
the concrete is sprayed by adopting C30, the steel arch frame adopts I25 b-shaped steel, a reinforcing mesh is arranged, and the mesh spacing of the reinforcing mesh is 18-22 cm multiplied by 18-22 cm.
Further, the method further comprises:
a positive hole section crossing the transverse channel, wherein a first prestressed anchor cable is arranged at the arch waist and arch foot of the positive hole near one side of the transverse channel in the range of the crossing, and a second prestressed anchor cable and a first self-advancing anchor rod are arranged at the side wall position of the other side; adopts double-layer support.
Further, the first prestress anchor cable is arranged in a plurality of pieces, the length is 10-20 m, the prestress is 350kN, and the construction space is: the circumferential spacing is 0.8-1.2 m, and the longitudinal spacing is 0.8-1.2 m.
Further, the second prestressed anchor cable and the self-advancing anchor rod are arranged in a plurality, quincuncial arrangement is adopted, and the construction interval is as follows: the circumferential spacing is 0.8-1.2 m, the longitudinal spacing is 0.8-1.2 m, the length of the second prestressed anchor cable is 15-25 m, the prestress is 300-400 kN, the length of the first self-advancing anchor rod is 10-15 m, and the diameter is 30-40 mm.
Further, the method further comprises:
a second self-advancing anchor rod is arranged at the arch crown, the arch waist and the side wall of the positive hole section with the range of 5m in the front and rear of the transverse channel in the axial direction of the positive hole; and a third pre-stress anchor cable is arranged on the side wall.
Further, the length of the second self-advancing anchor rod is 5-10 m, the diameter is 30-40 mm, the length of the third pre-stressed anchor cable is 10-20 m, the pre-stress is 300-400 kN, the second self-advancing anchor rod and the third pre-stressed anchor cable are arranged in a quincuncial shape, and the construction interval is as follows: circumferential spacing of 0.8-1.2 m and longitudinal spacing of 0.8-1.2 m
The application has at least the following beneficial effects:
1. the horizontal channel vault is used as a pipe shed, double-layer primary supports are used, and the arch waists, the side walls and the arch feet Shi Zuo are reinforced.
2. The positive hole is used as a double-layer primary support, and is reinforced by a pre-stressed anchor cable at the arch waist and arch foot position Shi Zuochang on one side of the transverse passage, a pre-stressed anchor cable at the other side Shi Zuochang and a long anchor rod.
3. The joint of the transverse channel and the steel arch of the positive hole is welded by bolts. The method can strengthen the intersection formed by the transverse channel and the positive hole into a whole.
4. And the deformation of surrounding rock is better controlled by adopting an anchor rod and a long anchor rope for supporting in the range of 5m in the front and rear of a transverse passage in the axial direction of the positive hole.
Drawings
In the drawings, which are not necessarily drawn to scale, like numerals may describe similar components in different views. The same reference numerals with letter suffixes or different letter suffixes may represent different instances of similar components. The accompanying drawings illustrate various embodiments by way of example in general and not by way of limitation, and together with the description and claims serve to explain the inventive embodiments. Wherever possible, the same reference numbers will be used throughout the drawings to refer to the same or like parts. Such embodiments are illustrative and not intended to be exhaustive or exclusive of the present apparatus or method.
Fig. 1 shows a cross-channel support structure according to an embodiment of the present application.
Figure 2 shows a section A-A in figure 1.
Fig. 3 shows a section B-B of fig. 1.
Reference numerals:
1 is the outline of the upper part of the positive hole; 2 is a positive hole track surface; 3 is the outline of the bottom of the inverted arch of the positive hole; 4 is a pipe shed for the transverse channel to enter the positive tunnel to pick the roof; 5 is a lateral passage side wall lock foot pile; 6 is a primary support and a secondary support of the transverse channel; 7 is a prestressed anchor cable of the arch part of the positive hole in the range of the transverse channel; 8 is a prestressed anchor cable of the side wall of the positive hole in the range of the transverse channel; 9 is a side wall anchor rod of the right hole in the range of the transverse channel; 10 is a positive hole inverted arch pre-stress anchor cable in the range of the transverse channel; 11 is a primary support and a secondary support of the positive tunnel in the range of the transverse channel; 12 is a positive hole anchor rod within 5m of the front and rear of the transverse channel; 13 is a positive hole prestressed anchor cable within 5m of the front and rear of the transverse channel; 14 is the primary support and the secondary support of the positive tunnel within 5m before and after the transverse channel.
Detailed Description
The present application will be described in detail below with reference to the drawings and detailed description to enable those skilled in the art to better understand the technical scheme of the present application. Embodiments of the present application will be described in further detail below with reference to the drawings and specific examples, but not by way of limitation. The order in which the steps are described herein by way of example should not be construed as limiting if there is no necessity for a relationship between each other, and it should be understood by those skilled in the art that the steps may be sequentially modified without disrupting the logic of each other so that the overall process is not realized.
According to the method for reinforcing the intersection of the positive hole and the transverse channel of the ultra-large buried soft rock tunnel, the reinforcing of the intersection of the positive hole and the transverse channel is considered after the transverse channel is excavated for the ultra-large buried soft rock tunnel. Firstly, considering Shi Zuo pipe sheds to reinforce rock bodies above the front of a transverse channel in the transverse channel roof-picking construction, as shown in fig. 1, the circumferential spacing of the pipe sheds is 30cm, the length is 20m, and the pipe sheds have a certain inclination angle so as to prevent the pipe sheds from entering the excavation range of a main tunnel and strengthen surrounding rocks above the main tunnel to the greatest extent; the arch waist, side walls and arch leg positions Shi Zuo lock leg piles are arranged in the range of 4m on one side of the straight hole of the transverse channel, the length is 4m, the construction interval is 1m multiplied by 1m (ring multiplied by longitudinal direction), and the angles between the lock leg piles and the side walls of the transverse channel are controlled within the range of 40-60 degrees; and (3) constructing a double-layer primary support, adopting C30 sprayed concrete, adopting I25b section steel for a steel arch, setting a reinforcing steel bar net with phi 8mm, and setting the grid spacing to be 20cm multiplied by 20cm.
The supporting parameters of the transverse channel are specifically shown in fig. 1, wherein the primary supporting and secondary supporting 6 (i.e. double-layer primary supporting) of the transverse channel is arranged on the track surface 2 of the main tunnel, the height of the primary supporting and secondary supporting is not more than the upper contour 1 of the main tunnel, the length of the transverse channel side wall locking foot pile 5 at the bottom is preferably ensured to exceed the inverted arch bottom contour 3 of the main tunnel, and the pipe shed 4 for entering the top of the main tunnel passes through the upper contour 1 of the main tunnel, so that the stability of the whole structure can be ensured.
In some embodiments, the method further comprises:
the section of the positive hole which is intersected with the transverse channel adopts a section A-A design shown in figure 2, the arch waist and arch foot positions of the positive hole on one side of the transverse channel in the range of the intersection adopt a first prestress anchor cable which is 15m long and has a prestress of 350kN, and the arrangement interval is 1m multiplied by 1m (ring multiplied by longitudinal); the other side wall is provided with a second prestress anchor cable with the prestress of 350kN and a first self-advancing anchor rod with the length of 12m and phi of 35mm, which are arranged in a quincuncial shape, and the distance is 1m multiplied by 1m (ring multiplied by longitudinal direction); the double-layer support is adopted, the support parameters are the same as those of the transverse channel, and the steel arch frame connection at the intersection is further reinforced by adopting bolt welding.
Referring to fig. 2, fig. 2 specifically shows the support parameters of the main tunnel in the range of the cross channel, the main tunnel arch prestressed anchorage cable 7 in the range of the cross channel and the main tunnel inverted arch prestressed anchorage cable 10 in the range of the cross channel are the first prestressed anchorage cables with 15m length and 350kN prestress at the arch waist and arch foot positions of the main tunnel near the side of the cross channel in the range of the fork opening, and the main tunnel side wall prestressed anchorage cable 8 in the range of the cross channel and the main tunnel side wall anchor 9 in the range of the cross channel are respectively represented by the second prestressed anchorage cable and the first self-advancing anchor rod, which are arranged in a quincuncial shape and have the interval of 1m×1m (ring×longitudinal). The primary support and the secondary support 11 of the positive tunnel in the range of the transverse passage represent double-layer supports, C30 shotcrete is adopted, I25b section steel is adopted for the steel arch, a reinforcing steel bar net with phi 8mm is arranged, and the grid spacing is set to be 20cm multiplied by 20cm.
In some embodiments, the method further comprises:
the front and rear 5m range positive hole section of the transverse channel in the axial direction of the positive hole adopts the design of the B-B section shown in figure 3, and the vault, the arch waist and the side wall parts are applied with second self-advancing anchor rods with the length of 8m and phi 35 mm; in addition, a third prestressed anchor cable with the length of 15m and 350kN is applied on the side wall, and the anchor rods and the anchor cable are arranged in a quincuncial shape, and the distance is 1m multiplied by 1m (ring multiplied by longitudinal direction).
Fig. 3 specifically shows the parameters of the hole support in the range of 5m before and after the transverse channel section, wherein the hole pre-stressed anchor cable 13 in the range of 5m before and after the transverse channel and the hole anchor rod 12 in the range of 5m before and after the transverse channel respectively represent a third pre-stressed anchor cable and a second self-advancing anchor rod, which are arranged in a quincuncial shape, the spacing is 1m×1m (ring×longitudinal), and meanwhile, the hole primary support and the hole secondary support 14 in the range of 5m before and after the transverse channel are constructed, the support and the primary support and the hole secondary support 6 of the transverse channel can be constructed by adopting the same method, namely adopting C30 sprayed concrete, adopting I25b steel for a steel arch frame, arranging a reinforcing steel mesh with phi 8mm, and arranging the mesh spacing to be 20cm×20cm.
The foregoing is only a preferred embodiment of the present application, but the scope of the present application is not limited thereto, and any person skilled in the art, who is within the scope of the present application, should make equivalent substitutions or modifications according to the technical solution of the present application and the inventive concept thereof, and should be covered by the scope of the present application.
Claims (10)
1. The method for supporting and reinforcing the intersection of the positive tunnel and the transverse channel of the ultra-large buried soft rock tunnel is characterized by comprising the following steps of:
when the transverse channel is constructed by picking the top, a pipe shed is constructed to reinforce the rock mass above the front of the transverse channel;
the position of the arch waist, the side wall and the arch foot of the transverse channel within the range of 4m close to the side of the main tunnel is used as a locking foot pile;
and (5) performing double-layer primary support.
2. The method for supporting and reinforcing the intersection of the positive tunnel and the transverse channel of the ultra-large buried soft rock tunnel according to claim 1, wherein a plurality of pipe sheds are arranged, the pipe sheds are distributed in an annular array, and the annular distance is 20-40 cm.
3. The method for supporting and reinforcing the intersection of the positive tunnel and the transverse channel of the ultra-large buried soft rock tunnel according to claim 2, wherein the length of the pipe shed is 10-30 m.
4. The method for supporting and reinforcing the intersection of a positive tunnel and a transverse channel of an oversized soft rock tunnel according to claim 1, wherein the length of the lock leg pile is 3-5 m, and the construction interval is as follows: the circumferential spacing is 0.8-1.2 m, the longitudinal spacing is 0.8-1.2 m, and the angle formed by the lock foot piles and the lateral channel side wall is 40-60 degrees.
5. The method for reinforcing the support of the intersection of a positive tunnel and a transverse channel of an oversized soft rock tunnel according to claim 1, wherein the constructing a double-layer primary support specifically comprises:
the concrete is sprayed by adopting C30, the steel arch frame adopts I25 b-shaped steel, a reinforcing mesh is arranged, and the mesh spacing of the reinforcing mesh is 18-22 cm multiplied by 18-22 cm.
6. A method of reinforcing a positive hole and lateral passageway intersection of an oversized soft rock tunnel as claimed in claim 1, the method further comprising:
a positive hole section crossing the transverse channel, wherein a first prestressed anchor cable is arranged at the arch waist and arch foot of the positive hole near one side of the transverse channel in the range of the crossing, and a second prestressed anchor cable and a first self-advancing anchor rod are arranged at the side wall position of the other side; adopts double-layer support.
7. The method for supporting and reinforcing the intersection of a positive tunnel and a transverse channel of an oversized soft rock tunnel according to claim 6, wherein the number of the first prestressed anchor cables is 10-20 m, the length of the first prestressed anchor cables is 350kN, and the construction interval is as follows: the circumferential spacing is 0.8-1.2 m, and the longitudinal spacing is 0.8-1.2 m.
8. The method for supporting and reinforcing the intersection of a positive tunnel and a transverse channel of an oversized soft rock tunnel according to claim 6, wherein a plurality of second prestressed anchor cables and self-advancing anchor rods are arranged, and quincuncial arrangement is adopted, wherein the construction interval is as follows: the circumferential spacing is 0.8-1.2 m, the longitudinal spacing is 0.8-1.2 m, the length of the second prestressed anchor cable is 15-25 m, the prestress is 300-400 kN, the length of the first self-advancing anchor rod is 10-15 m, and the diameter is 30-40 mm.
9. A method of reinforcing a positive hole and lateral passageway intersection of an oversized soft rock tunnel as claimed in claim 1, the method further comprising:
a second self-advancing anchor rod is arranged at the arch crown, the arch waist and the side wall of the positive hole section with the range of 5m in the front and rear of the transverse channel in the axial direction of the positive hole; and a third pre-stress anchor cable is arranged on the side wall.
10. The method for supporting and reinforcing the intersection of a positive tunnel and a transverse channel of an oversized soft rock tunnel according to claim 9, wherein the length of the second self-advancing anchor rod is 5-10 m, the diameter is 30-40 mm, the length of the third prestressed anchor cable is 10-20 m, the prestress is 300-400 kn, the second self-advancing anchor rod and the third prestressed anchor cable are arranged in a quincuncial shape, and the construction interval is: the circumferential spacing is 0.8-1.2 m, and the longitudinal spacing is 0.8-1.2 m.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202311107891.6A CN116816362B (en) | 2023-08-31 | 2023-08-31 | Supporting and reinforcing method for intersection of positive tunnel and transverse channel of ultra-large buried soft rock tunnel |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202311107891.6A CN116816362B (en) | 2023-08-31 | 2023-08-31 | Supporting and reinforcing method for intersection of positive tunnel and transverse channel of ultra-large buried soft rock tunnel |
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| CN116816362B CN116816362B (en) | 2023-10-31 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117189160A (en) * | 2023-11-07 | 2023-12-08 | 北京交通大学 | Reasonable setting method for construction transverse channel of ultra-large buried soft rock tunnel |
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| CN116816362B (en) | 2023-10-31 |
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