CN115450654A - Volcanic ash geological tunnel collapse treatment method - Google Patents
Volcanic ash geological tunnel collapse treatment method Download PDFInfo
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- CN115450654A CN115450654A CN202211182722.4A CN202211182722A CN115450654A CN 115450654 A CN115450654 A CN 115450654A CN 202211182722 A CN202211182722 A CN 202211182722A CN 115450654 A CN115450654 A CN 115450654A
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- 238000000034 method Methods 0.000 title claims abstract description 39
- 238000010276 construction Methods 0.000 claims abstract description 21
- 230000002787 reinforcement Effects 0.000 claims abstract description 10
- 238000007789 sealing Methods 0.000 claims abstract description 10
- 239000011435 rock Substances 0.000 claims abstract description 6
- 239000004576 sand Substances 0.000 claims description 11
- 238000005507 spraying Methods 0.000 claims description 10
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 10
- 239000002689 soil Substances 0.000 claims description 9
- 238000005086 pumping Methods 0.000 claims description 5
- 235000003181 Panax pseudoginseng Nutrition 0.000 claims description 4
- 244000131316 Panax pseudoginseng Species 0.000 claims description 4
- 239000004927 clay Substances 0.000 claims description 4
- 238000003825 pressing Methods 0.000 claims description 4
- 230000008569 process Effects 0.000 claims description 4
- 239000002893 slag Substances 0.000 claims description 4
- 238000009412 basement excavation Methods 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 229910000831 Steel Inorganic materials 0.000 description 31
- 239000010959 steel Substances 0.000 description 31
- 239000004568 cement Substances 0.000 description 10
- 238000013461 design Methods 0.000 description 7
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 4
- 230000006872 improvement Effects 0.000 description 4
- 239000011440 grout Substances 0.000 description 3
- 230000009545 invasion Effects 0.000 description 3
- 239000002002 slurry Substances 0.000 description 3
- 241001464837 Viridiplantae Species 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 210000001015 abdomen Anatomy 0.000 description 1
- 238000009825 accumulation Methods 0.000 description 1
- 239000002390 adhesive tape Substances 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 230000007123 defense Effects 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 238000003892 spreading Methods 0.000 description 1
- 230000007480 spreading Effects 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- 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
-
- 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)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
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- 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)
Abstract
The invention relates to a volcanic ash geological tunnel collapse treatment method, which comprises the following steps: sealing the tunnel face of the collapse area; closing the top of the cave in the collapse area; radial grouting reinforcement is carried out again on the position near the collapse area where the primary support is already constructed; after grouting reinforcement is finished, constructing a forepoling by adopting a pipe shed mode; excavating and supporting construction are carried out according to the primary supporting form of the surrounding rock grade, and meanwhile, settlement observation points are arranged for settlement observation; and after the collapse area is supported, backfilling the top of the collapse area. The method improves the supporting quality of the tunnel, shortens the construction period of collapse treatment, reduces the later reworking cost, and has strong adaptability and practicability, and is economic and environment-friendly.
Description
Technical Field
The invention relates to the field of tunnel engineering, in particular to a volcanic ash geological tunnel collapse treatment method.
Background
The traditional method for treating tunnel collapse is to apply a medium pipe shed or an advanced small pipe or an advanced double-layer small pipe, but the construction period is long, the born risk is high, the construction effect is not satisfactory, particularly, when the tunnel collapses aiming at volcanic ash geology, the holes of volcanic ash are more, the change of the bearing capacity is large when the tunnel collapses, and no good construction method can effectively treat the tunnel collapse at present.
Disclosure of Invention
In order to solve the problems, the invention provides a collapse treatment method for a volcanic ash geological tunnel, which effectively solves the problem of collapse of the volcanic ash geological tunnel.
The invention is realized by the following scheme: a volcanic ash geological tunnel collapse treatment method comprises the following steps:
sealing the tunnel face of the collapse area;
closing the top of the cave in the collapse area;
radial grouting reinforcement is carried out again on the position near the collapse area where the primary support is already constructed;
after grouting reinforcement is finished, constructing a forepoling by adopting a pipe shed mode;
excavating and supporting construction are carried out according to the primary supporting form of the surrounding rock grade, and meanwhile, settlement observation points are arranged for settlement observation;
and after the collapse area is supported, backfilling the top of the collapse area.
According to the method, the collapse area of the tunnel is reinforced by adopting measures such as sealing, grouting, advance supporting and the like, so that the supporting quality of the tunnel is improved, the construction period for collapse treatment is shortened, the later reworking cost is reduced, the integral bearing capacity of the tunnel is ensured to meet the design requirement, the integral safety of railway operation is further ensured, and the method is high in adaptability and practicability, economical and environment-friendly.
The further improvement of the collapse treatment method of the volcanic ash geological tunnel is that the step of sealing the tunnel face of the collapse area comprises the following steps: and (3) carrying out back pressure on the arch crown below the level of the collapse area by adopting the hole slag and the sand bag until the whole upper step face is completely closed, hanging a reinforcing mesh on the surface of the sand bag and carrying out concrete spraying.
The further improvement of the collapse treatment method of the volcanic ash geological tunnel is that in the process of concrete spraying, if water exists on the tunnel face, a drainage pipe is arranged between the sandbags to intensively drain the water.
The further improvement of the collapse treatment method of the volcanic ash geological tunnel is that the step of closing the top of the collapse area comprises the following steps: and installing a ground pump at the top of the tunnel, and pumping concrete by using the ground pump to backfill the top of the tunnel until the top of the tunnel is closed.
The collapse treatment method of the volcanic ash geological tunnel is further improved in that when radial grouting reinforcement is carried out on the position, which is subjected to primary support and is close to the collapse area, of the position, grouting range is not less than 3m outside an excavation contour line.
The collapse treatment method of the volcanic ash geological tunnel is further improved in that when the settlement observation points are arranged, in-tunnel and tunnel top observation points are additionally arranged in a collapse area.
The further improvement of the collapse treatment method of the volcanic ash geological tunnel is that the step of backfilling the top of the collapsed area comprises the following steps: firstly, backfilling pseudo-ginseng gray soil layer by layer until the distance is 0.5m lower than the ground, lightly pressing, then continuously backfilling by using silty clay, compacting, then grouting, and finally backfilling by using black soil until the distance is higher than the ground.
The method for treating the collapse of the volcanic ash geological tunnel is further improved in that after a collapse area is supported, the initial support invasion limit is treated, and the arch frame is disassembled and replaced.
The collapse treatment method of the volcanic ash geological tunnel is further improved in that an advanced small conduit is adopted to advance support before and after the limit of primary support intrusion before the arch frame is disassembled and replaced.
The collapse treatment method of the volcanic ash geological tunnel is further improved in that the arch frame is disassembled and replaced under the condition that the settlement observation is carried out for 3-5 days continuously without deformation.
Drawings
Fig. 1 shows a flow chart of the volcanic ash geological tunnel collapse treatment method.
Fig. 2 shows a schematic of the present invention settlement observation point arrangement.
Detailed Description
At present, no good construction method can effectively treat tunnel collapse of volcanic ash geology. The invention provides a volcanic ash geological tunnel collapse treatment method, which effectively solves the problem of collapse of volcanic ash geological tunnels.
The method for treating collapse of volcanic ash geological tunnel is further explained by using specific embodiments and accompanying drawings.
Referring to fig. 1, a method for treating collapse of a volcanic ash geological tunnel includes the steps of:
and S1, sealing the tunnel face of the collapse area.
Adopting machinery such as an excavator, a dump truck, a loader and the like to cooperate with manual work to carry out back pressure on the tunnel upper step face of the tunnel in the collapse area by adopting hole slag and sand bags, wherein the central line of the tunnel is subjected to slag piling construction by adopting the loader, the sand bags are manually piled near the primary support of the tunnel, the sand bags are orderly piled, no through seam is left when the sand bags are pressed from top to bottom, and the sand bags are back-pressed until the vault of the tunnel upper step, so that the whole tunnel face of the upper step is completely sealed. Inserting reinforcing steel bar heads into the surface of the sandbag, hanging reinforcing steel bar mesh pieces with the diameter of 8mm, wherein the mesh spacing between the reinforcing steel bar mesh pieces is 20cm-20cm, spraying C25 concrete after the hanging of the reinforcing steel bar mesh pieces is completed, and spraying the concrete with the thickness of 15cm. In the process of concrete spraying, if water exists on the tunnel face, a drainage tube is arranged between the sand bags to intensively drain the water.
And S2, closing the top of the collapse area.
And (4) transferring the tunnel concrete ground pump to a construction access on the top of the tunnel, and mechanically preparing for backfilling. And (4) mounting a ground pump concrete pump pipe, and pumping concrete into the cave collapsed in the tunnel by adopting a ground pump pumping mode. C20 concrete is adopted as the pumped concrete, the C20 concrete is backfilled at the cavity of the arch crown of the tunnel, the backfilling height of the concrete is controlled to be 2.0m, and the secondary problem in the later period is avoided. The end of the pumped concrete adopts a hose, the height difference between the end of the hose and the concrete pouring surface is not more than 2m, and the concrete is prevented from being segregated in the pumping process.
And S3, re-performing radial grouting reinforcement on the position where the primary support is already applied near the collapse area.
The grouting range is 3m outside an excavation contour line, grouting holes are designed according to the grout spreading radius of 2m, the grouting holes are arranged according to a quincunx shape, the circumferential distance of an orifice is about 200cm, the circumferential distance of a hole bottom is about 290cm, the longitudinal distance is 200cm, the grouting holes are drilled by a pneumatic drill, the aperture is 52mm, an orifice pipe is a hot-rolled seamless steel pipe with the diameter of 50mm and the wall thickness of 3.5mm, the length of the steel pipe is 1m, the orifice pipe is firmly embedded, a good grout stopping measure is provided, grouting adopts cement paddles, the grouting pressure is 1-1.5 MPa, and the grouting pressure is finished according to the standard:
(1) Single well end criteria: gradually increasing the grouting pressure to the designed final pressure, continuing grouting for more than 10min, wherein the grouting amount is less than 1/4 of the initial grouting amount, and the water inflow amount of the inspection hole is less than 0.2L/min;
(2) And (3) finishing the whole grouting standard: all grouting holes meet the single-hole end condition, and the predicted water inflow amount of the tunnel after grouting is less than 1m3/dxm.
And S4, after grouting reinforcement is finished, constructing an advance support in a pipe shed mode.
And after grouting is finished and the grouting strength meets the requirements, constructing a pipe shed in the tunnel, and constructing the pipe shed according to the large pipe shed, wherein the length of the pipe shed is 25 meters. (1) specification of steel pipe: the hot-rolled seamless steel pipe and the large pipe shed are 25m in a ring, each section of the hot-rolled seamless steel pipe (phi 108mm, the wall thickness is 6 mm) with the length of 4 m-6 m is formed by screw thread connecting surfaces, the number of joints in the same section does not exceed 50% of the total number of the steel pipes, and the application range is the arch part 140. (2) tube pitch: the circumferential spacing is 40cm. (3) inclination angle: the external insertion angle is 1-3 degrees, and can be adjusted according to actual conditions, but the pre-reinforcing effect is ensured. (4) The steel perforated pipe is drilled with grouting holes with the aperture of 10-16 mm and the hole spacing of 200-300 mm, and is arranged in a quincunx shape, and the tail part is provided with a grout stopping section without drilling holes by 200cm. The steel pipe with the number of double is not provided with a hole. (5) grouting materials: the cement paste has a cement paste water-cement ratio of 1 (weight ratio) to 1 and a grouting pressure of 0.5-2.0 MPa. Preferably, a field grouting test is performed before grouting, grouting parameters are adjusted according to actual conditions, and a pipe shed grouting construction experience is obtained. And after the grouting is finished, filling the steel pipe with M10 cement mortar to enhance the strength of the pipe shed.
And S5, excavating and supporting construction are carried out according to the primary supporting form of the surrounding rock grade, and the footage is 0.6m in each cycle. Meanwhile, according to design requirements, settlement observation points are arranged every 5m in the transverse direction, in-hole and hole top observation points are additionally arranged in a tower defense area, and settlement observation is carried out according to the frequency of 2 times/d. Each settlement observation point is arranged according to three steps, specifically, as shown in fig. 2, the same section of each settlement observation point includes a tunnel top settlement observation point 3 located on a tunnel center line M, and peripheral convergence observation points 1, 2, 4, and 5 symmetrically located on both sides with the tunnel center line M as an axis, and elevations of the observation points 2 and 4 are respectively higher than elevations of the observation points 1 and 5, thereby forming a three-step form. The above-mentioned preferred mode that only lays for the observation point can be adjusted according to actual demand specifically.
And S6, backfilling the top of the collapse area after the collapse area is supported by the support.
Firstly, backfilling pseudo-ginseng gray soil layer by layer until the distance is 0.5m lower than the ground, lightly pressing, then continuously backfilling by using silty clay, compacting, then grouting, and finally backfilling by using black soil until the distance is higher than the ground.
Firstly, backfilling a cavity position by using pseudo-ginseng gray soil layer by layer, wherein the loose thickness of each layer is 80-100 cm, lightly pressing and compacting by using a light machine to control the compaction degree to be about 85%, and backfilling to be 0.5m lower than the ground. And continuously backfilling the top 0.5m with silty clay, and compacting.
Then, a hot-rolled seamless steel pipe having a diameter of 42mm, a wall thickness of 3.5mm and a length of 5m was used, and in the case of the hot-rolled seamless steel pipe having the above-mentioned specifications, a hot-rolled seamless steel pipe having a diameter of 50mm, a wall thickness of 5.0mm and a length of 5m or another satisfactory slip pipe was used for slip casting. The grouting pipes are arranged at intervals of 1.0m to 1.0m in a plane and are arranged in a square shape. The periphery of the arrangement region of the grouting pipes needs to exceed the backfill region by not less than 2 grouting pipes. The grouting material adopts cement paste of common bagged portland cement, grouting holes are not formed at 1.8m of the top of the grouting pipe, the grouting holes with the diameter of 8mm are drilled in the rest steel pipes at the lower part, the distance between the grouting holes is 40cm, and the grouting holes are arranged in a quincunx shape. Sealing holes by using a transparent adhesive tape before grouting and pipe discharging, and sealing the bottom of the grouting pipe. The grouting pressure is 0.5-1.0 Mpa, the water-cement ratio is 1:1. stirring cement slurry by a stirrer, pouring water, adding cement while stirring, connecting a grouting device with a grouting pipe in the pipe after the cement slurry is uniformly stirred, grouting the cement slurry from thin to thick, and stopping grouting when the pressure of the grouting reaches 0.8-1.0 Mpa and is stabilized for 30 seconds.
And finally, backfilling the surface-cleaned black soil by 30cm to ensure that the backfilling position is higher than the original ground surface, so as to prevent water accumulation. Preferably, the black soil is backfilled and simultaneously the green plants are recovered, and the green plants which are consistent with the surrounding environment are preferably adopted for greening.
And S7, because the large pipe shed is constructed after collapse, the working chamber cannot be constructed, and part of the initial support invasion limit is caused. And after the primary support passes through the collapse area, the primary support intrusion limit is processed, and the arch frame is disassembled and replaced.
In order to ensure the construction safety when the steel frame is disassembled and replaced, the advanced small guide pipes with the length of 3.5m and the diameter of 42mm are adopted to advance support 3m before and after the initial support invasion limit, the advanced small guide pipes are arranged into a ring according to the longitudinal distance of 1.2m, the annular distance is 0.4m, the construction angle of the advanced small guide pipes is 15-20 degrees, and the advanced small guide pipes are uniformly arranged. The first small circular advanced duct is constructed before the steel frames are disassembled and replaced, and then a small circular advanced duct is constructed after two steel frames are disassembled and replaced. Wherein, the small advanced duct should be welded with the newly erected steel arch frame firmly and penetrate through the reserved hole on the abdomen of the steel arch frame.
And under the condition of no deformation in continuous settlement observation for 3-5 days, a groove is formed from the tunnel blind hole to the opening along the direction between the two original steel frames, and the A unit is installed again. And then the A unit which is deformed at the back is dismantled, and spraying protection is immediately carried out. In order to prevent the arch springing of the A unit from sinking, the strengthening of the locking steel tube is added. The steel frame is disassembled and replaced by one truss. After the unit A is installed again, steel mesh pieces are hung, concrete is sprayed, system anchor rods and foot locking anchor rods are constructed, construction is carried out according to the design length and the design interval during construction (a tunnel support design steel frame is a full-ring HW175 steel frame, the interval is 0.6m, the steel mesh pieces with the diameters of 6mm are hung, the grid interval is 20cm multiplied by 20cm, mortar anchor rods with the diameters of 22mm are arranged on the side wall, the length is 4 m/root, and the circumferential and longitudinal intervals are 1.2m.
The construction of primary support chiseling is carried out by manually matching with machinery, and blasting operation is strictly forbidden; erecting and detaching pin by pin from the dark hole to the opening; and strictly preventing the surrounding rock from being exposed for a long time, chiseling out the concrete which is primarily sprayed after primary support is finished, then, supporting the steel arch frame, hanging the net and spraying the concrete, and primarily spraying the concrete for 5-8 cm on the groove wall of the groove to prevent the surrounding rock from being exposed to collapse.
And each steel arch frame is provided with a locking anchor pipe at the arch foot at each side. The lock leg steel pipe is constructed according to the design requirement strictly, the construction angle of the lock leg steel pipe is ensured, and the U-shaped clamp is adopted for firm welding.
And after the arch center of the opening is inwards disassembled and replaced, a temporary inverted arch is additionally arranged on the upper step, the temporary inverted arch is processed and manufactured by I18 type steel, and after the temporary inverted arch support is installed, C25 concrete with the thickness of 0.2m is sprayed in time for sealing. During construction, the steel frame which is remounted and the temporary inverted arch are synchronously carried out.
According to the method, the collapse area of the tunnel is reinforced by adopting measures such as sealing, grouting, advance supporting and the like, so that the supporting quality of the tunnel is improved, the construction period for collapse treatment is shortened, the later reworking cost is reduced, the integral bearing capacity of the tunnel is ensured to meet the design requirement, the integral safety of railway operation is further ensured, and the method is high in adaptability and practicability, economical and environment-friendly.
While the present invention has been described in detail and with reference to the embodiments thereof as shown in the accompanying drawings, it will be apparent to one skilled in the art that various changes and modifications can be made therein. Therefore, certain details of the embodiments are not to be interpreted as limiting, and the scope of the invention is to be determined by the appended claims.
Claims (10)
1. A volcanic ash geological tunnel collapse treatment method is characterized by comprising the following steps:
sealing the tunnel face of the collapse area;
closing the top of the cave in the collapse area;
radial grouting reinforcement is carried out again on the position near the collapse area where primary support is already applied;
after grouting reinforcement is finished, constructing a forepoling by adopting a pipe shed mode;
excavating and supporting construction are carried out according to the primary supporting form of the surrounding rock grade, and meanwhile, settlement observation points are arranged for settlement observation;
and after the support passes through the collapse area, backfilling the top of the collapse area.
2. The volcanic ash geological tunnel collapse treatment method according to claim 1, wherein the step of closing the face of the collapsed region comprises the steps of: and (3) carrying out back pressure on the arch crown below the level of the collapse area by adopting the hole slag and the sand bag until the whole upper step face is completely closed, hanging a reinforcing mesh on the surface of the sand bag and carrying out concrete spraying.
3. The method for treating collapse of volcanic ash geological tunnel according to claim 2, wherein in the process of concrete spraying, if water exists on the tunnel surface, a drainage pipe is arranged between the sand bags to intensively drain the water.
4. The volcanic ash geological tunnel collapse treatment method according to claim 1, wherein the step of closing the top of the collapsed region comprises the steps of: and installing a ground pump at the top of the tunnel, and pumping concrete by using the ground pump to backfill the top of the tunnel until the top of the tunnel is closed.
5. The method for treating collapse of volcanic ash geological tunnel according to claim 1, wherein when radial grouting reinforcement is performed again on the position near the collapse area where preliminary bracing has been applied, the grouting range is not less than 3m outside the excavation contour line.
6. The volcanic ash geological tunnel collapse treatment method according to claim 1, wherein when the settlement observation points are arranged, in-hole and hole top observation points are additionally arranged in a collapse area.
7. The volcanic ash geological tunnel collapse treatment method according to claim 1, wherein the step of backfilling the top of the cave of the collapsed region comprises the steps of: firstly, backfilling pseudo-ginseng gray soil layer by layer to be 0.5m lower than the ground, slightly pressing, then continuously backfilling by using silty clay, compacting, then grouting, and finally backfilling by using black soil to be higher than the ground.
8. The method for treating collapse of volcanic ash geological tunnel as claimed in claim 1, wherein after the collapse area is supported, the initial support limit is treated, and the arch frame is disassembled and replaced.
9. The volcanic ash geological tunnel collapse treatment method according to claim 8, wherein before the arch frame is disassembled and replaced, a small advanced conduit is adopted to advance support before and after the initial support intrusion limit.
10. The volcanic ash geological tunnel collapse treatment method according to claim 8, characterized in that the arch frame is disassembled and replaced under the condition of no deformation in continuous 3-5 days of settlement observation.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202211182722.4A CN115450654A (en) | 2022-09-27 | 2022-09-27 | Volcanic ash geological tunnel collapse treatment method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116446887A (en) * | 2023-06-20 | 2023-07-18 | 湖南省交通规划勘察设计院有限公司 | Tunnel construction method for existing partial collapse position of primary support section |
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2022
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116446887A (en) * | 2023-06-20 | 2023-07-18 | 湖南省交通规划勘察设计院有限公司 | Tunnel construction method for existing partial collapse position of primary support section |
| CN116446887B (en) * | 2023-06-20 | 2023-09-01 | 湖南省交通规划勘察设计院有限公司 | Tunnel construction method for existing partial collapse position of primary support section |
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