LU504639B1 - Method of Controlling the Stability of Surrounding Rocks of Large-section Railway Tunnels - Google Patents
Method of Controlling the Stability of Surrounding Rocks of Large-section Railway Tunnels Download PDFInfo
- Publication number
- LU504639B1 LU504639B1 LU504639A LU504639A LU504639B1 LU 504639 B1 LU504639 B1 LU 504639B1 LU 504639 A LU504639 A LU 504639A LU 504639 A LU504639 A LU 504639A LU 504639 B1 LU504639 B1 LU 504639B1
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- strength
- low
- area
- areas
- stability
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- 239000011435 rock Substances 0.000 title claims abstract description 28
- 238000000034 method Methods 0.000 title claims abstract description 23
- 239000000463 material Substances 0.000 claims abstract description 41
- 239000003365 glass fiber Substances 0.000 claims abstract description 24
- 239000002689 soil Substances 0.000 claims abstract description 21
- 239000004744 fabric Substances 0.000 claims abstract description 18
- 238000005553 drilling Methods 0.000 claims description 14
- 230000010412 perfusion Effects 0.000 claims description 7
- 238000005338 heat storage Methods 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 abstract description 10
- 230000008602 contraction Effects 0.000 description 3
- 238000005336 cracking Methods 0.000 description 3
- 238000010276 construction Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
Classifications
-
- 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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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a method of controlling stability of surrounding rocks of large-section railway tunnels, including following steps: S1: Measure strength of tunnel by soil strength equipment; S2: Divide broken areas with soil strength below predetermined threshold and mark them as low-strength areas, and divide areas with soil strength above the predetermined threshold and mark them as high-strength areas; S3: Calculate the amount of grouting materials to be poured into each low-strength area to achieve same strength according to different strength parameters of each low-strength area, fill corresponding amount of grouting materials into each low-strength area; S4: Cover the surface of low-strength areas with glass fiber cloth; S5: Apply a layer of concrete. Targeted grouting is conducted according to the different strengths of different broken areas, so that broken areas with different strengths can achieve a relatively consistent strength after reinforcement, and finally achieve a uniform reinforcement for tunnels.
Description
Method of Controlling the Stability of Surrounding Rocks of
Large-section Railway Tunnels
The invention relates to the field of stability control on surrounding rocks of tunnels. More specifically, the invention refers to a method of controlling the stability of surrounding rocks of large-section railway tunnels.
With the rapid development of China's railway, it has spread to all cities in China. By the end of 2021, the length of railways in operation of China was 150,000km, including 40,000km high-speed railway. When railway passes through mountainous areas, it is necessary to excavate tunnels. After the excavation of large-section tunnels, the rock mass at the top of caverns will often pose a large settlement, and the broken rock mass will even collapse and fall off the roof. Especially, the rock mass around the shallow-buried and strongly weathered underground tunnels is in a state of dense joints and excessively breaking, resulting in the low efficiency of subway construction and the reduced surrounding rock support effect. At present, the tunnel surrounding rock is usually reinforced by directly injecting grouting materials into the surrounding rock, which is admittedly simple and practical, but the crushing situation in different areas is also different, if the method is used for all situations, it will inevitably lead to different strengths of different areas, in the long run, further cracking will be inevitably caused.
In order to realize these purposes and other advantages of the invention, a method of controlling the stability of surrounding rocks of large-section railway tunnels is hereby provided, comprising the following steps:
Step S1: Investigate the geological condition of surrounding rock of railway tunnels, determine the property of tunnel soil, and measure the strength of tunnel by soil strength equipment;
Step S2: Divide broken areas with soil strength lower than the predetermined threshold and mark it as low-strength areas, and mark the areas from higher strength parameters to lower strength parameters of each low-strength area. Besides, divide the area with soil strength higher than the predetermined threshold value and mark them as high-strength areas;
Step S3: Calculate the amount of grouting materials needed to be poured into each low-strength area to achieve the same strength according to the different strength parameters of each low-strength area, fill corresponding amount of grouting materials into each low-strength area; LU504639
Step S4: Once the grouting material is hardened to the first preset strength, cover the surface of the low-strength area with glass fiber cloth, and use rivets to fix the glass fiber cloth. For each low-strength area, the glass fiber cloth should not only cover the low-strength area, but also partially cover the high-strength area adjacent to the low-strength area;
Step SS: After the grouting material has fully hardened, apply a layer of concrete to all low-strength areas and high-strength areas.
Preferably, drilling equipment is required to drill multiple grouting holes in each low-strength area and then grouting materials is required to be injected through these holes in process of injecting grouting material into the low-strength area.
Preferably, when the strength parameter of a low-strength area is lower than the preset value, a thin layer of concrete should be applied on the surface of the low-strength area before drilling grouting holes in the low-strength area with drilling equipment. The thin layer of concrete should be hardened to a specified hardness before drilling with the drilling equipment.
Preferably, more grouting holes need to be drilled accordingly if the strength parameter in the low-strength area is higher.
Preferably, in step S3, when the amount of grouting material for heat storage perfusion in one of the low-strength areas is higher than the set threshold, the anchor rod should be inserted into the low-strength area during the perfusion.
Preferably, after injecting a corresponding amount of grouting material into each low-strength area by following step S3, a soil strength device can be used to detect the strength of each low-strength area once the grouting material has hardened to the second preset threshold. If the strength of a low-strength area is lower than the average value and exceeds the preset range, the grouting material should be continued to be injected. When the grouting material is hardened to the second preset threshold, a soil strength device can be used to detect the strength of the low-strength area. Repeat above operations until each low-strength area is within the average strength range.
Preferably, the step SS, ie, applying a layer of concrete to all low-strength areas and high-strength areas, covers the following operations:
Apply the first layer of concrete in all low-strength and high-strength areas, and then, lay many wire meshes on the surface before the first layer of concrete is hardened with two adjacent wire mesh partially stacked and connected by rigid springs.
Preferably, the second preset threshold is less than the first preset threshold.
Preferably, in step S4, a plurality of glass fiber cloths are laid, and the adjacent two glass fiber cloths are partially stacked and connected by flexible springs. LU504639
Preferably, the glass fiber cloth is 3-5mm in thickness.
The invention includes at least the following beneficial effects: According to the different strengths of different crushing areas, the grouting can be carried out in a targeted way, so that the crushing areas with different strengths can achieve a relatively consistent strength after reinforcement, and finally achieve the purpose of uniform reinforcement for tunnels.
Other advantages, objectives and characteristics of the invention will be partly explained below and partly understood by the technical personnel in the field through the research and practice of the invention.
A more detailed description for the invention is given below by combining with the embodiments to command the technical personnel in this field to implement by referring to the contents of the Specification.
The following description is intended to illustrate the invention to enable technicians of the field to embody the invention. The preferred embodiments described below are only examples, and technicians of the field can think of other obvious variations. The basic principles of the invention defined in the following descriptions may be applied to other embodiments, variations, improvements, equivalents and other technical schemes that do not deviate from the spirit and scope of the invention.
It also should be understood that the term "one" should be understood as "at least one" or "one or more", that is, in one embodiment, the number of an element may be one, and in another embodiments, the number of the element may be multiple, so the term "one" should not be understood as a limitation of quantity.
In actual construction, the crushing condition of tunnel surrounding rock is often different in different areas. Conventional reinforcement means are direct injection of grouting materials in each case to achieve the reinforcement in simply and roughly. However, there is a big problem in this reinforcement method, that is, different areas have different crushing conditions, which will inevitably lead to different strengths. If the same method is used for perfusion, it will inevitably lead to different strengths in different areas. In the long run, further cracking will be inevitably caused. In order to solve this technical problem, a preferred embodiment of the invention provides a method of controlling the stability of surrounding rocks of large-section railway tunnels is hereby provided, comprising the following steps:
Step S1: Investigate the geological condition of surrounding rock of railway tunnels, determine the property of tunnel soil, and measure the strength of tunnel by soil strength equipment;
Step S2: Divide broken areas with soil strength lower than the predetermined threshold and hlä5R4639 it as low-strength areas, and mark the areas from higher strength parameters to lower strength parameters of each low-strength area. Besides, divide the area with soil strength higher than the predetermined threshold value and mark them as high-strength areas;
Step S3: Calculate the amount of grouting materials needed to be poured into each low-strength area to achieve the same strength according to the different strength parameters of each low-strength area, fill corresponding amount of grouting materials into each low-strength area;
Step S4: Once the grouting material is hardened to the first preset strength, cover the surface of the low-strength area with glass fiber cloth, and use rivets to fix the glass fiber cloth. For each low-strength area, the glass fiber cloth should not only cover the low-strength area, but also partially cover the high-strength area adjacent to the low-strength area. The thickness of the glass fiber cloth herein is 3-Smm.
Step SS: After the grouting material has fully hardened, apply a layer of concrete to all low-strength areas and high-strength areas.
In the above embodiment, the traditional method of reinforcing the tunnel surrounding rock and directly grouting all the broken areas without distinguishing the broken areas is abandoned. Instead, targeted grouting is carried out according to the different strengths of different broken areas, so that the broken areas with different strengths can achieve a relatively consistent strength after reinforcement. Specifically, for the low-strength area with relatively lower strength, more grouting materials should be filled to improve its strength, and for the low-strength area with relatively higher strength, relatively less grouting materials should be filled to finally achieve the purpose of uniform reinforcement for tunnels.
Grouting material refers to the fluid material filled into the crevices and holes of strata, rocks or structures under pressure to increase the bearing capacity, prevent leakage and improve the overall performance of structures, which is curable. There is no restriction on the type of grouting materials here, and conventional building grouting materials that be bought on the market are available.
If the strength of the low-strength area is not up to the standard, follow-up reinforcement is required. If the strength of the high-strength area is up to the standard, follow-up reinforcement is not required. The threshold can be set based on the actual situation, which is not defined here.
Thereinto, when the grouting material is hardened to the first preset strength, the surface of the low-strength area is covered with glass fiber cloth that is fixed by rivets, and the toughness of the glass fiber cloth can be used to increase the toughness of the area. After the grouting material is hardened, the glass fiber cloth may deform to some extent to offset the stress, and then the deformation caused by the stress can be reduced or avoided. Besides, for each low-strength area,
while covering the low-strength area, the glass fiber cloth also partially covers the high-strengthld1884639 adjacent to the low-strength area. With the glass fiber cloth connecting both high-strength area and the low-strength area at the same time, the low-strength area can also use the high strength of the high-strength area. 5 In the preferred embodiment of the invention, drilling equipment is required to drill multiple grouting holes in each low-strength area and then grouting materials is required to be injected through these holes in process of injecting grouting material into the low-strength area.
It should be noted in the above embodiment that during drilling, the speed should be uniform and kept slow, which will inevitably cause collapse if the speed is too fast.
Considering the high degree of breakage in some low-strength areas, it is easy to collapse everywhere if directly drilling. In order to avoid this problem, a preferred embodiment of the invention provides the following solution. When the strength parameter of a low-strength area is lower than the preset value, a thin layer of concrete should be sprayed on the surface of the low-strength area before the grouting hole is drilled in the low-strength area with drilling equipment.
After the thin layer of concrete is hardened to the required hardness, holes can be drilled with drilling equipment. This hardness mentioned here means that thin layers of concrete can provide some support, but it can be cut and drilled by a drilling machine with minimal drilling force so that it can be drilled without causing collapse.
In the preferred embodiment of the invention, more grouting holes need to be drilled accordingly if the strength parameter in the low-strength area is higher (it indicates that the strength is lower).
In the preferred embodiment of the invention, in step S3, when the amount of grouting material for heat storage perfusion in one of the low-strength areas is higher than the set threshold, the anchor rod should be inserted into the low-strength area during the perfusion, which also aims to reinforce the performance.
In the preferred embodiment of the invention, after injecting a corresponding amount of grouting material into each low-strength area by following step S3, a soil strength device can be used to detect the strength of each low-strength area once the grouting material has hardened to the second preset threshold. If the strength of a low-strength area is lower than the average value and exceeds the preset range, the grouting material should be continued to be injected. When the grouting material is hardened to the second preset threshold, a soil strength device can be used to detect the strength of the low-strength area. Repeat above operations until each low-strength area is within the average strength range. The second preset threshold is less than the first preset threshold.
In the preferred embodiment of the invention, the step S5, i.e., applying a layer of concrete to all low-strength areas and high-strength areas, covers the following operations:
Apply the first layer of concrete in all low-strength and high-strength areas, and then, lay rhaiñÿ4639 wire meshes on the surface before the first layer of concrete is hardened with two adjacent wire mesh partially stacked and connected by rigid springs.
Wire mesh is embedded in the concrete and has a little deformation force that can offset part of the stress in the process of thermal expansion and cold contraction of concrete in the future. When the stress is large, the strong deformation force of the rigid spring can offset the stress generated by the thermal expansion and contraction inside the concrete, and the adjacent two wire meshes are partially stacked, and the staggering process between them can also offset the effect of stress inside the concrete generated by thermal expansion and cold contraction, so as to avoid concrete cracking caused by deformation stress.
In the preferred embodiment of the invention, in step S4, a plurality of glass fiber cloths are laid, and the adjacent two glass fiber cloths are partially stacked and connected by flexible springs.
The implementation plan of the invention has been disclosed as above, but it is not limited to the application listed in the specification and embodiment mode. It can be fully applied to various fields suitable for the invention. For those who are familiar with the field, additional modifications can be easily realized. So, the invention is not limited to specific details and illustrations shown and described here without departing from the general concept defined by the claim and the equivalent range.
Claims (10)
1. A method of controlling the stability of surrounding rocks of large-section railway tunnels, with the characteristics of including following steps: Step S1: Investigate the geological condition of surrounding rock of railway tunnels, determine the property of tunnel soil, and measure the strength of tunnel by soil strength equipment; Step S2: Divide broken areas with soil strength lower than the predetermined threshold and mark it as low-strength areas, and mark the areas from higher strength parameters to lower strength parameters of each low-strength area. Besides, divide the area with soil strength higher than the predetermined threshold value and mark them as high-strength areas; Step S3: Calculate the amount of grouting materials needed to be poured into each low-strength area to achieve the same strength according to the different strength parameters of each low-strength area, fill corresponding amount of grouting materials into each low-strength area; Step S4: Once the grouting material is hardened to the first preset strength, cover the surface of the low-strength area with glass fiber cloth, and use rivets to fix the glass fiber cloth. For each low-strength area, the glass fiber cloth should not only cover the low-strength area, but also partially cover the high-strength area adjacent to the low-strength area; Step S5: After the grouting material has fully hardened, apply a layer of concrete to all low-strength areas and high-strength areas.
2. As described in Claim 1, the method of controlling the stability of surrounding rocks of large-section railway tunnels hereof has the characteristics that drilling equipment is required to drill multiple grouting holes in each low-strength area and then grouting materials is required to be injected through these holes in process of injecting grouting material into the low-strength area.
3. As described in Claim 2, the method of controlling the stability of surrounding rocks of large-section railway tunnels hereof has the characteristics that when the strength parameter of a low-strength areas is lower than the preset value, a thin layer of concrete should be applied on the surface of the low-strength area before drilling LU504639 grouting holes in the low-strength area with drilling equipment. The thin layer of concrete should be hardened to a specified hardness before drilling with the drilling equipment.
4. As described in Claim 1, the method of controlling the stability of surrounding rocks of large-section railway tunnels hereof has the characteristics that more grouting holes need to be drilled accordingly if the strength parameter in the low-strength area is higher.
5. As described in Claim 1, the method of controlling the stability of surrounding rocks of large-section railway tunnels hereof has the characteristics that, in step S3, when the amount of grouting material for heat storage perfusion in one of the low-strength areas is higher than the set threshold, the anchor rod should be inserted into the low-strength area during the perfusion.
6. As described in Claim 1, the method of controlling the stability of surrounding rocks of large-section railway tunnels hereof has the characteristics that after injecting a corresponding amount of grouting material into each low-strength area by following step S3, a soil strength device can be used to detect the strength of each low-strength area once the grouting material has hardened to the second preset threshold. If the strength of a low-strength area is lower than the average value and exceeds the preset range, the grouting material should be continued to be injected. When the grouting material is hardened to the second preset threshold, a soil strength device can be used to detect the strength of the low-strength area. Repeat above operations until each low-strength area is within the average strength range.
7. As described in Claim 2, the method of controlling the stability of surrounding rocks of large-section railway tunnels hereof has the characteristics that, the step S5, 1e, applying a layer of concrete to all low-strength areas and high-strength areas, covers the following operations: Apply the first layer of concrete in all low-strength and high-strength areas, and then, lay many wire meshes on the surface before the first layer of concrete is hardened with two adjacent wire mesh partially stacked and connected by rigid springs.
8. As described in Claim 6, the method of controlling the stability of surrounding rocks of large-section railway tunnels hereof has the characteristics that the second preset threshold is less than the first preset threshold. LU504639
9. As described in Claim 2, the method of controlling the stability of surrounding rocks of large-section railway tunnels hereof has the characteristics that, in step S4, a plurality of glass fiber cloths are laid, and the adjacent two glass fiber cloths are partially stacked and connected by flexible springs.
10. As described in Claim 9, the method of controlling the stability of surrounding rocks of large-section railway tunnels hereof has the characteristics that the thickness of the glass fiber cloth is 3-Smm.
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210962983.1A CN115680705A (en) | 2022-08-11 | 2022-08-11 | Method for controlling stability of surrounding rock of large-section railway tunnel |
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| LU504639B1 true LU504639B1 (en) | 2024-02-19 |
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| LU504639A LU504639B1 (en) | 2022-08-11 | 2023-03-28 | Method of Controlling the Stability of Surrounding Rocks of Large-section Railway Tunnels |
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| Country | Link |
|---|---|
| CN (1) | CN115680705A (en) |
| LU (1) | LU504639B1 (en) |
| WO (1) | WO2024032003A1 (en) |
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| CN115680705A (en) * | 2022-08-11 | 2023-02-03 | 中铁七局集团有限公司 | Method for controlling stability of surrounding rock of large-section railway tunnel |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5751325A (en) * | 1980-09-11 | 1982-03-26 | Kyokado Eng Co Ltd | Composite grout work |
| CN106968689A (en) * | 2017-03-21 | 2017-07-21 | 北京市政建设集团有限责任公司 | A kind of subregion for being adapted to the construction of tunnel proximate building strong grouting strengthening method such as not |
| CN111877369A (en) * | 2020-07-14 | 2020-11-03 | 中国一冶集团有限公司 | Construction method for slope support reinforcement |
| CN112127909B (en) * | 2020-09-08 | 2021-12-07 | 河海大学 | Accurate grouting repairing and reinforcing method for broken surrounding rock of tunnel |
| CN112459815A (en) * | 2020-10-30 | 2021-03-09 | 高军 | Method for arranging prestressed anchor rod in water-rich weak crushing surrounding rock tunnel |
| CN113605933A (en) * | 2021-07-13 | 2021-11-05 | 山东大学 | Grouting reinforcement method for underground excavation channel of close-distance underpass subway station |
| CN115680705A (en) * | 2022-08-11 | 2023-02-03 | 中铁七局集团有限公司 | Method for controlling stability of surrounding rock of large-section railway tunnel |
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2022
- 2022-08-11 CN CN202210962983.1A patent/CN115680705A/en active Pending
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2023
- 2023-03-28 LU LU504639A patent/LU504639B1/en active IP Right Grant
- 2023-03-28 WO PCT/CN2023/084254 patent/WO2024032003A1/en unknown
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| WO2024032003A1 (en) | 2024-02-15 |
| CN115680705A (en) | 2023-02-03 |
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Effective date: 20240219 |