CN115680705A - Method for controlling stability of surrounding rock of large-section railway tunnel - Google Patents
Method for controlling stability of surrounding rock of large-section railway tunnel Download PDFInfo
- Publication number
- CN115680705A CN115680705A CN202210962983.1A CN202210962983A CN115680705A CN 115680705 A CN115680705 A CN 115680705A CN 202210962983 A CN202210962983 A CN 202210962983A CN 115680705 A CN115680705 A CN 115680705A
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- 239000011435 rock Substances 0.000 title claims abstract description 32
- 238000000034 method Methods 0.000 title claims abstract description 31
- 239000000463 material Substances 0.000 claims abstract description 45
- 239000003365 glass fiber Substances 0.000 claims abstract description 24
- 239000002689 soil Substances 0.000 claims abstract description 22
- 239000004744 fabric Substances 0.000 claims abstract description 19
- 239000011248 coating agent Substances 0.000 claims abstract description 6
- 238000000576 coating method Methods 0.000 claims abstract description 6
- 238000005553 drilling Methods 0.000 claims description 19
- 229910000831 Steel Inorganic materials 0.000 claims description 7
- 239000010959 steel Substances 0.000 claims description 7
- 230000003014 reinforcing effect Effects 0.000 abstract description 5
- 239000011440 grout Substances 0.000 description 4
- 238000010276 construction Methods 0.000 description 3
- 208000034189 Sclerosis Diseases 0.000 description 2
- 238000005336 cracking Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 238000005507 spraying Methods 0.000 description 2
- 238000005728 strengthening Methods 0.000 description 2
- 230000008093 supporting effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000006059 cover glass Substances 0.000 description 1
- 239000000835 fiber Substances 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
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 for controlling the stability of surrounding rocks of a large-section railway tunnel, which comprises the following steps: s1, detecting the strength in a tunnel by using soil strength equipment; s2, dividing a broken area with soil body strength lower than a preset threshold value and marking the broken area as a low-strength area, and dividing an area with soil body strength higher than the preset threshold value and marking the area as a high-strength area; s3, calculating the amount of grouting materials required to be poured into each low-strength area to achieve the same strength according to different strength parameters of each low-strength area, and pouring the corresponding amount of grouting materials into each low-strength area; s4, covering glass fiber cloth on the surface of the low-strength area; and S5, coating a concrete layer, and performing targeted grouting according to different strengths of different crushing areas, so that after the crushing areas with different strengths are reinforced, the uniform strength can be achieved, and finally the aim of uniformly reinforcing the tunnel is achieved.
Description
Technical Field
The invention relates to the field of tunnel surrounding rock stability control. More specifically, the invention relates to a method for controlling the stability of surrounding rocks of a large-section railway tunnel.
Background
With the rapid development of railways in China, the railways are distributed throughout various big and small cities in China, and as the years end at 2021, the business mileage of railways in China is 15 kilometers, wherein the business mileage of a high-speed rail is 4 kilometers, the railways need to be excavated when passing through mountain areas, rock masses at the top of cavities often generate large settlement after the large-section tunnels are excavated, and broken rock masses even collapse, roof collapse and the like, particularly rock masses around shallow-buried strongly-weathered underground tunnels are in a dense-joint and extremely broken state, so that the subway construction efficiency is low, and the surrounding rock supporting effect is weakened. The existing tunnel surrounding rock reinforcing method is that grouting materials are directly injected into surrounding rocks generally, the treatment mode is simple and practical, but the crushing conditions of different areas are different, if the same method is adopted for injection, the different areas have different strength, and in the past, the problem of further cracking is inevitably caused.
Disclosure of Invention
To achieve these objects and other advantages in accordance with the purpose of the invention, there is provided a method for controlling stability of surrounding rock of a large-section railway tunnel, comprising the steps of:
s1, investigating geological conditions of surrounding rocks of a railway tunnel, determining the properties of a tunnel soil body, and detecting the strength in the tunnel by using soil body strength equipment;
s2, dividing broken areas with soil body strength lower than a preset threshold value into low-strength areas, marking the broken areas as low-strength areas in sequence from high to low according to strength parameters of each low-strength area, and dividing areas with soil body strength higher than the preset threshold value into high-strength areas;
s3, calculating the amount of grouting materials required to be poured into each low-strength area to achieve the same strength according to different strength parameters of each low-strength area, and pouring the corresponding amount of grouting materials into each low-strength area;
s4, hardening the material to be grouted to a first preset strength, covering glass fiber cloth on the surface of the low-strength area, fixing the glass fiber cloth by utilizing an anchor, and partially covering the high-strength area adjacent to the low-strength area while covering the low-strength area by the glass fiber cloth for each low-strength area;
and S5, after the grouting material is completely hardened, coating a layer of concrete layer on the surfaces of all the low-strength areas and the high-strength areas.
Preferably, during the process of injecting the grouting material into the low-strength area, a plurality of grouting holes are drilled in each low-strength area by using a drilling device, and the grouting material is then injected through the grouting holes.
Preferably, when the strength parameter of one of the low-strength areas is lower than a preset value, before drilling a grouting hole in the low-strength area by using the drilling equipment, firstly spraying a thin concrete layer on the surface of the low-strength area, and after the thin concrete layer is hardened to a certain hardness, performing drilling operation by using the drilling equipment.
Preferably, the lower the strength area, the higher the strength parameter, the greater the number of grout holes that it will be correspondingly drilled.
Preferably, in step S3, when the amount of the grouting material for thermal storage pouring in a low-strength area is higher than a preset threshold, a bolt is inserted into the low-strength area during pouring.
Preferably, after the step S3, after injecting a corresponding amount of grouting material into each low-strength area, when the grouting material is hardened to a second preset threshold, the soil mass strength device is used to detect the strength of each low-strength area, if the strength of one of the low-strength areas is lower than the average value and exceeds the preset range, the grouting material is continuously injected, when the grouting material is hardened to the second preset threshold, the soil mass strength device is used to detect the strength of the low-strength area, and the above operations are repeated until the strength of each low-strength area is within the average value range.
Preferably, in the step S5, a concrete layer is coated on all the surfaces of the low-strength area and the high-strength area, and the method specifically includes the following operations:
the surface of all low-strength areas and high-strength areas is coated with a first layer of concrete layer, then a plurality of steel wire mesh sheets are laid on the surface of the first layer of concrete layer before the first layer of concrete layer is hardened, part of every two adjacent steel wire mesh sheets are stacked, and the two stacked positions are connected by adopting rigid springs.
Preferably, the second preset threshold is smaller than the first preset threshold.
Preferably, in the step S4, a plurality of glass fiber cloths are laid, and a part between two adjacent glass fiber cloths is stacked, and the stacked parts are connected by using a flexible spring.
Preferably, the thickness of the glass fiber cloth is 3-5mm.
The invention at least comprises the following beneficial effects: the method performs targeted grouting according to different strengths of different crushing areas, so that after the crushing areas with different strengths are reinforced, the crushing areas with different strengths can achieve more consistent strength, and finally the aim of uniformly reinforcing the tunnel is achieved.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Detailed Description
The present invention is further described in detail below with reference to examples so that those skilled in the art can practice the invention with reference to the description.
The following description is presented to disclose the invention so as to enable any person skilled in the art to practice the invention. The preferred embodiments in the following description are given by way of example only, and other obvious variations will occur to those skilled in the art. The basic principles of the invention, as defined in the following description, may be applied to other embodiments, variations, modifications, equivalents, and other technical solutions without departing from the spirit and scope of the invention.
It is understood that the terms "a" and "an" should be interpreted as meaning "at least one" or "one or more," i.e., the number of an element can be one in one embodiment and the number of the element can be more in another embodiment, and the terms "a" and "an" should not be interpreted as limiting the number.
In actual construction, the crushing conditions of different areas of tunnel surrounding rock are often different, the conventional reinforcing means directly and simply and roughly reinforce the tunnel surrounding rock according to the injected grouting materials in the same area, but the reinforcing mode has a great problem that the crushing conditions of different areas are different, so that the strength of the tunnel surrounding rock is inevitably different, if the tunnel surrounding rock is injected by adopting the same method in the same area, the strength of different areas is inevitably different, and further cracking is inevitably caused in the past, so that the technical problem is solved, and a preferable embodiment of the invention provides a method for controlling the stability of the tunnel surrounding rock of the large-section railway, which comprises the following steps:
s1, investigating geological conditions of surrounding rocks of a railway tunnel, determining the properties of a tunnel soil body, and detecting the strength in the tunnel by using soil body strength equipment;
s2, dividing broken areas with soil body strength lower than a preset threshold value into low-strength areas, marking the broken areas as low-strength areas in sequence from high to low according to strength parameters of each low-strength area, and dividing areas with soil body strength higher than the preset threshold value into high-strength areas;
s3, calculating the amount of grouting materials required to be poured into each low-strength area to achieve the same strength according to different strength parameters of each low-strength area, and pouring the corresponding amount of grouting materials into each low-strength area;
s4, hardening the material to be grouted to a first preset strength, covering glass fiber cloth on the surface of the low-strength area, fixing the glass fiber cloth by utilizing an anchor, and partially covering the high-strength area adjacent to the low-strength area while covering the low-strength area by the glass fiber cloth for each low-strength area; the thickness of the glass fiber cloth is 3-5mm.
And S5, after the grouting material is completely hardened, coating a layer of concrete layer on the surfaces of all the low-strength areas and the high-strength areas.
In the embodiment, a method that the traditional method that the tunnel surrounding rock is strengthened and the crushed areas are not distinguished and all the crushed areas are directly grouted is abandoned, and the targeted grouting is carried out according to different intensities of the different crushed areas, so that the crushed areas with different intensities can reach the consistent intensity after being reinforced, and particularly, a low-intensity area with relatively lower intensity is filled with more grouting materials to improve the intensity of the low-intensity area, and a relatively lower number of grouting materials are injected into the low-intensity area with relatively higher intensity, thereby finally achieving the purpose of uniformly strengthening the tunnel.
The grouting material is a fluid material which is injected into gaps and holes of a stratum, rock or a structure under the action of pressure to achieve the effects of increasing bearing capacity, preventing leakage, improving the overall performance of the structure and the like, and can be solidified. The type of the grouting material is not limited herein, and may be any commercially available grouting material for construction.
The strength of the low-strength area is not up to standard, subsequent reinforcement treatment is needed, the strength of the high-strength area is up to standard, subsequent reinforcement treatment is not needed, the threshold value can be set according to actual conditions, and limitation is not made here.
Wherein, treat grout material sclerosis to first intensity of predetermineeing, cover glass fiber cloth at the regional surface of low strength, and utilize anchor fixed glass fiber cloth, the toughness of utilizing glass fiber cloth to increase the region, treat the grout material sclerosis back, glass fiber cloth can take place certain deformation and offset stress, and then can reduce or avoid the deformation that the stress produced, and to every low strength region, glass fiber cloth is when covering this low strength region, still partly cover the high strength region adjacent with this low strength region, utilize glass fiber cloth to connect high strength region and low strength region simultaneously, make the low strength region also can utilize the high strength in high strength region.
In a preferred embodiment of the present invention, during the process of injecting the grouting material into the low-strength area, a plurality of grouting holes are drilled in each low-strength area by using a drilling device, and the grouting material is injected through the grouting holes.
In the above embodiment, it should be noted that, during the drilling process, the constant speed is kept slow, and the speed is inevitably too fast to cause collapse.
In order to avoid the problem that a part of a low-strength area is broken to a high degree and easily collapses everywhere if the low-strength area is directly drilled, a preferred embodiment of the present invention provides a solution, when the strength parameter of a low-strength area is lower than a preset value, before drilling a grouting hole in the low-strength area by using a drilling device, firstly spraying a concrete thin layer on the surface of the low-strength area, and after the concrete thin layer is hardened to a certain hardness, performing a drilling operation by using the drilling device, wherein the certain hardness means that the concrete thin layer can play a certain role of supporting but can be cut, and the drilling can be performed by using a drilling machine under a smaller drilling force, so that the hole can be drilled without collapsing.
In a preferred embodiment of the invention, the lower the strength area, the higher the strength parameter, the lower the strength, the greater the number of grout holes that naturally need to be drilled.
In a preferred embodiment of the present invention, in step S3, when the amount of the grouting material thermally stored in a low-strength area is higher than a set threshold, a bolt is inserted into the low-strength area during the grouting process, also for the purpose of strengthening performance.
In a preferred embodiment of the present invention, after the step S3, after injecting the grouting material into each low-strength area by a corresponding amount, when the grouting material hardens to a second preset threshold, the soil strength device is used to detect the strength of each low-strength area, if the strength of one of the low-strength areas is lower than the average value and exceeds the preset range, the grouting material is continuously injected, when the grouting material hardens to the second preset threshold, the soil strength device is used to detect the strength of the low-strength area, and the above operations are repeated until the strength of each low-strength area is within the average value range. The second preset threshold is less than the first preset threshold.
In a preferred embodiment of the present invention, the step S5 of coating a concrete layer on the surface of all the low-strength area and the high-strength area specifically includes the following operations:
the method comprises the steps that a first layer of concrete layer is coated on the surfaces of all low-strength areas and high-strength areas, then a plurality of steel wire meshes are laid on the surface of the first layer of concrete layer before the first layer of concrete layer is hardened, the two adjacent steel wire meshes are partially stacked, and the stacking positions of the two steel wire meshes are connected through rigid springs.
Imbed the wire net piece in the concrete, take place the in-process of deformation at the inside expend with heat and contract with cold of concrete after that, some deformation power that the wire net piece possessed can offset partial stress, and when stress was great, the inside expend with heat and contract with cold of concrete produced stress can be offset to the powerful deformation power of rigid spring, part piles up between two adjacent wire net pieces in addition, the staggered process of the two also can play the effect of offsetting the inside expend with heat and contract with cold of concrete and produce stress, avoid deformation stress to cause concrete fracture.
In a preferred embodiment of the present invention, in the step S4, a plurality of glass fiber cloths are laid, and a part of each two adjacent glass fiber cloths is stacked, and the stacked parts are connected by using a flexible spring.
While embodiments of the invention have been described above, it is not limited to the applications set forth in the description and the embodiments, which are fully applicable to various fields of endeavor for which the invention may be embodied with additional modifications as would be readily apparent to those skilled in the art, and the invention is thus not limited to the details given herein and to the embodiments shown and described without departing from the generic concept as defined by the claims and their equivalents.
Claims (10)
1. A method for controlling the stability of surrounding rocks of a large-section railway tunnel is characterized by comprising the following steps:
s1, surveying the geological condition of surrounding rocks of a railway tunnel, determining the property of a tunnel soil body, and detecting the strength in the tunnel by using soil body strength equipment;
s2, dividing broken areas with soil body strength lower than a preset threshold value into low-strength areas, marking the broken areas with the soil body strength lower than the preset threshold value in sequence from high to low according to strength parameters of each low-strength area, and dividing the areas with the soil body strength higher than the preset threshold value into high-strength areas;
s3, calculating the amount of grouting materials required to be poured into each low-strength area to achieve the same strength according to different strength parameters of each low-strength area, and pouring the corresponding amount of grouting materials into each low-strength area;
s4, hardening the material to be grouted to a first preset strength, covering glass fiber cloth on the surface of the low-strength area, fixing the glass fiber cloth by utilizing the anchor, and partially covering the high-strength area adjacent to the low-strength area while covering the low-strength area by the glass fiber cloth for each low-strength area;
and S5, after the grouting material is completely hardened, coating a layer of concrete layer on the surfaces of all the low-strength areas and the high-strength areas.
2. The method for controlling the stability of surrounding rocks of a large-section railway tunnel according to claim 1, wherein during the process of injecting grouting materials into the low-strength areas, a plurality of grouting holes are drilled in each low-strength area by using drilling equipment, and the grouting materials are then injected through the grouting holes.
3. The method for controlling the stability of surrounding rocks of a large-section railway tunnel as claimed in claim 2, wherein when the strength parameter of a certain low-strength area is lower than a preset value, before drilling a grouting hole in the low-strength area by using a drilling device, a concrete thin layer is firstly sprayed on the surface of the low-strength area, and after the concrete thin layer is hardened to a certain hardness, the drilling device is used for drilling.
4. The method for controlling the stability of the surrounding rock of the large-section railway tunnel according to claim 1, wherein in the low-strength area, the higher the strength parameter is, the greater the number of grouting holes which are correspondingly drilled.
5. The method for controlling the stability of surrounding rocks of a large-section railway tunnel according to claim 1, wherein in the step S3, when the amount of the grouting material for thermal storage pouring in a low-strength area is higher than a set threshold value, a bolt is inserted into the low-strength area during pouring.
6. The method for controlling the stability of the surrounding rock of the large-section railway tunnel according to claim 1, wherein after the step S3, after injecting a corresponding amount of grouting material into each low-strength area, when the grouting material is hardened to a second preset threshold, the strength of each low-strength area is detected by using a soil strength device, if the strength of one of the low-strength areas is lower than the average value and exceeds a preset range, the grouting material is continuously injected, when the grouting material is hardened to the second preset threshold, the strength of the low-strength area is detected by using the soil strength device, and the above operations are repeated until the strength of each low-strength area is within the average value range.
7. The method for controlling the stability of the surrounding rock of the large-section railway tunnel according to claim 2, wherein the step S5 of coating a concrete layer on the surface of all the low-strength area and the high-strength area comprises the following specific operations:
the surface of all low-strength areas and high-strength areas is coated with a first layer of concrete layer, then a plurality of steel wire mesh sheets are laid on the surface of the first layer of concrete layer before the first layer of concrete layer is hardened, part of every two adjacent steel wire mesh sheets are stacked, and the two stacked positions are connected by adopting rigid springs.
8. The method for controlling the stability of the surrounding rock of the large-section railway tunnel according to claim 6, wherein the second preset threshold is smaller than the first preset threshold.
9. The method for controlling the stability of the surrounding rock of the large-section railway tunnel according to claim 2, wherein in the step S4, a plurality of glass fiber cloths are laid, and a part of each two adjacent glass fiber cloths is stacked, and the stacked parts are connected by a flexible spring.
10. The method for controlling the stability of the surrounding rock of the large-section railway tunnel according to claim 9, wherein the thickness of the glass fiber cloth is 3-5mm.
Priority Applications (3)
| 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 |
| PCT/CN2023/084254 WO2024032003A1 (en) | 2022-08-11 | 2023-03-28 | Large-section railway tunnel surrounding rock stability control method |
| LU504639A LU504639B1 (en) | 2022-08-11 | 2023-03-28 | Method of Controlling the Stability of Surrounding Rocks of Large-section Railway Tunnels |
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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| Publication Number | Publication Date |
|---|---|
| CN115680705A true CN115680705A (en) | 2023-02-03 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210962983.1A Pending CN115680705A (en) | 2022-08-11 | 2022-08-11 | Method for controlling stability of surrounding rock of large-section railway tunnel |
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| Country | Link |
|---|---|
| CN (1) | CN115680705A (en) |
| LU (1) | LU504639B1 (en) |
| WO (1) | WO2024032003A1 (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2024032003A1 (en) * | 2022-08-11 | 2024-02-15 | 中铁七局集团有限公司 | Large-section railway tunnel surrounding rock stability control method |
Family Cites Families (7)
| 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 |
-
2022
- 2022-08-11 CN CN202210962983.1A patent/CN115680705A/en active Pending
-
2023
- 2023-03-28 WO PCT/CN2023/084254 patent/WO2024032003A1/en unknown
- 2023-03-28 LU LU504639A patent/LU504639B1/en active IP Right Grant
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2024032003A1 (en) * | 2022-08-11 | 2024-02-15 | 中铁七局集团有限公司 | Large-section railway tunnel surrounding rock stability control method |
Also Published As
| Publication number | Publication date |
|---|---|
| LU504639B1 (en) | 2024-02-19 |
| WO2024032003A1 (en) | 2024-02-15 |
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