CN221256796U - Tunnel collapse treatment reinforcing structure under bad geological conditions of hydropower station - Google Patents
Tunnel collapse treatment reinforcing structure under bad geological conditions of hydropower station Download PDFInfo
- Publication number
- CN221256796U CN221256796U CN202323131308.3U CN202323131308U CN221256796U CN 221256796 U CN221256796 U CN 221256796U CN 202323131308 U CN202323131308 U CN 202323131308U CN 221256796 U CN221256796 U CN 221256796U
- Authority
- CN
- China
- Prior art keywords
- collapse
- tunnel
- area
- reinforcing
- areas
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 53
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 51
- 239000010959 steel Substances 0.000 claims abstract description 51
- 239000004567 concrete Substances 0.000 claims abstract description 31
- 230000002787 reinforcement Effects 0.000 claims abstract description 19
- 230000007704 transition Effects 0.000 claims abstract description 19
- 239000011435 rock Substances 0.000 claims description 9
- 238000003780 insertion Methods 0.000 claims description 3
- 230000037431 insertion Effects 0.000 claims description 3
- 230000002411 adverse Effects 0.000 claims 4
- 238000000034 method Methods 0.000 abstract description 8
- 238000010276 construction Methods 0.000 description 15
- 239000002893 slag Substances 0.000 description 14
- 239000002689 soil Substances 0.000 description 9
- 238000009412 basement excavation Methods 0.000 description 7
- 238000004140 cleaning Methods 0.000 description 4
- 238000013461 design Methods 0.000 description 4
- 239000011083 cement mortar Substances 0.000 description 3
- 238000012545 processing Methods 0.000 description 3
- 239000011378 shotcrete Substances 0.000 description 3
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000004570 mortar (masonry) Substances 0.000 description 2
- 238000006467 substitution reaction Methods 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 210000002435 tendon Anatomy 0.000 description 1
- 238000009423 ventilation Methods 0.000 description 1
Landscapes
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The utility model provides a tunnel collapse treatment reinforcing structure under the poor geological condition of a hydropower station, wherein collapse treatment areas are arranged on collapse hole sections in the tunnel, collapse reinforcement areas and collapse transition areas are respectively arranged on adjacent hole sections of the collapse hole sections, backfill concrete is poured on top arches of the collapse treatment areas, and the backfill concrete is filled into collapse cavity cavities; the tunnel is characterized in that a steel arch is arranged in the tunnel along the direction of a hole line on the basis of the original finished system support, an inclined pipe shed advanced support structure is arranged on the periphery of the tunnel, one end of the pipe shed advanced support structure is connected to the steel arch in a collapse reinforcing area, the other end of the pipe shed advanced support structure penetrates through backfill concrete and is connected to a mountain above a collapse transition area, and a lining support layer covering the steel arch is arranged on the surface of a cavity of the tunnel. The method can reliably reinforce the collapse part of the tunnel under the bad geological conditions of the hydropower station, and ensure the safety of the tunnel.
Description
Technical Field
The utility model relates to the technical field of tunnels of hydropower stations, in particular to a tunnel collapse treatment reinforcing structure under poor geological conditions of hydropower stations.
Background
Hydropower stations with workshops arranged underground relate to more underground tunnels, and comprise factory entering traffic holes, ventilation and safety holes, cable outgoing holes, construction branch holes and the like, wherein tunnel lines are longer, all kinds of complex geological structures need to be penetrated, surrounding rock conditions around the tunnel lines are complex, collapse hole sections with poor geological conditions are difficult to avoid, the collapse hole sections need to be reinforced, and the safety of the tunnels can be guaranteed. Due to the fact that undisturbed surrounding rock is exposed after the tunnel collapses and a slag pile body formed by collapse in the tunnel is piled up, stability of a collapse area is poor, traditional construction measures cannot guarantee that treatment personnel can safely construct under the condition, the achieved treatment effect is not ideal, the traditional process is long in construction period, manufacturing cost is high, and use requirements cannot be met.
Disclosure of utility model
The utility model aims to provide a reinforcing structure for ensuring the safety of a tunnel. For this purpose, the utility model adopts the following technical scheme:
The method comprises the steps that under the bad geological conditions of a hydropower station, a tunnel collapse treatment reinforcing structure is arranged on a collapse hole section in the tunnel, collapse reinforcing areas and collapse transition areas are respectively arranged on adjacent hole sections of the collapse hole section, backfill concrete is poured on a top arch of the collapse treatment area, and the backfill concrete is filled into a collapse cavity; the tunnel is internally provided with a steel arch frame on the basis of the original finished system support along the direction of a tunnel line, and is used for tunneling along the direction of the tunnel line to form a sequential support operation state of different tunnel sections, the periphery of the tunnel is provided with an inclined pipe-shed advanced support structure, one end of the pipe-shed advanced support structure is connected to the steel arch frame in a collapse reinforcing area, the other end of the pipe-shed advanced support structure penetrates through backfill concrete to be connected to a mountain above the collapse transition area, the peripheries of the collapse reinforcing area, the collapse treatment area and the collapse transition area are also provided with support structures, and the tunnel is provided with lining support layers covering the steel arch frame on the surface of a cavity of the tunnel.
Further: and the steel pipe of the pipe shed advanced support structure is driven into surrounding rock along the periphery of the tunnel roof arch at an external insertion angle of 5 degrees.
Further: the collapse reinforcing area comprises a collapse reinforcing area I, a collapse reinforcing area II and a collapse reinforcing area III which are sequentially arranged, wherein the collapse reinforcing area III is adjacent to the collapse treatment area, and the end part of the steel pipe of the pipe shed advanced support structure is connected to a steel arch frame around the tail end hole of the collapse reinforcing area II.
Further: the supporting structure is provided with radial system grouting small pipes around the collapse treatment area, the collapse reinforcing two areas and the collapse reinforcing three areas.
Further: and the support structure is provided with a small advance guide pipe around the hole in the collapse transition area.
Further: and concrete layers are arranged on the surfaces of the cavities of the collapse reinforcing second area, the collapse reinforcing third area and the collapse treatment area, and lining supporting layers are covered outside the concrete layers.
Further: and the distance between the collapse treatment area and the steel arch in the collapse reinforcement area is smaller than that between the collapse treatment area and the steel arch in the rest areas.
Compared with the prior art, the utility model has the following beneficial effects:
According to the utility model, backfill concrete is poured on the top arch of the collapse treatment area of the collapse tunnel section, the pipe shed advanced support structure is connected into a mountain body which is not collapsed at the two ends of the collapse cavity through the backfill concrete, and meanwhile, one end of the pipe shed advanced support structure is fixed on the steel arch frame, so that pre-stable support is carried out before the collapse body of the pile slag in the tunnel is excavated, and the pile slag in the tunnel is removed through excavation support circulation in the later stage, so that support construction is carried out, the collapse position of the tunnel can be reliably reinforced under the bad geological condition of the hydropower station, and the tunnel safety is ensured. Meanwhile, the construction channel and the pipe shed construction platform can be formed by laying the slag layer in the collapse reinforcing first area and the collapse reinforcing second area, so that the construction efficiency can be improved.
Drawings
FIG. 1 is a schematic diagram of the overall structure of the present utility model;
FIG. 2 is a schematic cross-sectional view of A-A of FIG. 1 in accordance with the present utility model;
FIG. 3 is a schematic cross-sectional view of B-B of FIG. 1 in accordance with the present utility model;
FIG. 4 is a schematic cross-sectional view of the C-C of FIG. 1 in accordance with the present utility model;
FIG. 5 is a schematic cross-sectional view of D-D of FIG. 1 in accordance with the present utility model;
FIG. 6 is a schematic cross-sectional view of E-E of FIG. 1 in accordance with the present utility model;
FIG. 7 is a schematic cross-sectional view of F-F of FIG. 4 in accordance with the present utility model;
FIG. 8 is a schematic cross-sectional view of the G-G of FIG. 5 in accordance with the present utility model;
FIG. 9 is a schematic cross-sectional view of H-H of FIG. 6 in accordance with the present utility model;
FIG. 10 is a schematic view of a steel pipe for a pipe shed according to the present utility model;
FIG. 11 is a schematic view of a steel pipe for a small pipe according to the present utility model.
The marks in the drawings are: the system comprises a tunnel 1, a collapse cavity 2, a collapse body 3, a slag layer 4, a collapse reinforcing area 5, a collapse reinforcing area 51, a collapse reinforcing area 52, a collapse reinforcing area 53, a collapse treatment area 6, a collapse transition area 7, a steel arch 8, backfilled concrete 9, a pipe shed advanced support structure 10, a radial system grouting small pipe 12, an advanced small pipe 13, a lining support layer 14 and a concrete layer 15.
Detailed Description
The utility model is further illustrated by the following figures and examples, which are not intended to be limiting.
As shown in fig. 1-11, a tunnel collapse treatment reinforcing structure under the bad geological conditions of a hydropower station is provided, a collapse treatment area 6 is arranged on a collapse hole section in a tunnel 1, and a collapse reinforcement area 5 and a collapse transition area 7 are respectively arranged on adjacent hole sections of the collapse hole section, wherein the range of the collapse transition area 7 is determined according to the actual conditions of the site; backfill concrete 9 is poured on the top arch of the collapse treatment area 6, and the backfill concrete 9 is filled into the cavity of the collapse cavity 2, so that the collapse cavity 2 is separated from the inside of the tunnel 1, and broken stone at the top of the collapse cavity 2 is prevented from further falling; arranging a steel arch 8 in the tunnel 1 along the direction of a tunnel line on the basis of the original finished system support, tunneling along the direction of the tunnel line to form a sequential support operation state of different tunnel sections, arranging an inclined pipe shed advanced support structure 10 around the tunnel 1, wherein one end of the pipe shed advanced support structure 10 is connected to the steel arch 8 in the collapse reinforcing area 5, and the other end of the pipe shed advanced support structure passes through backfill concrete 9 and is connected to a mountain above the collapse transition area 7, so that the stability of the tunnel 1 can be improved; supporting structures are further arranged around the collapse reinforcing zone 5, the collapse processing zone 6 and the collapse transition zone 7, and the tunnel 1 is provided with a lining supporting layer 14 which covers the steel arch 8 on the surface of a cavity.
Specifically, the collapse reinforcement area 5 comprises a collapse reinforcement area 51, a collapse reinforcement area 52 and a collapse reinforcement area 53 which are sequentially arranged, the collapse reinforcement area 53 is adjacent to the collapse treatment area 6, and the end part of the pipe shed advanced support structure 10 is connected to the steel arch 8 around the hole at the tail end of the collapse reinforcement area 52, so that a stable connection foundation is provided for the pipe shed advanced support structure 10.
As shown in fig. 8-9, concrete layer 15 is arranged on the cavity surface of the collapse reinforced two areas 52, the collapse reinforced three areas 53 and the collapse treatment area 6, and the lining support layer 14 is covered outside the concrete layer 15. Wherein, for lining structures in the areas of the collapse reinforcing two areas 52, the collapse reinforcing three areas 53 and the collapse processing area 6, the concrete layer 15 adopts sprayed C25 concrete and has a thickness of 27cm; the lining support layer 14 is lined by reinforced concrete and has a thickness of 50cm.
As shown in fig. 1 and 7-9, wherein the collapse treatment zone 6 is spaced from the steel arch 8 in the collapse reinforcing three zone 53 a distance less than the steel arch 8 spacing in the remaining zones. The distance between the collapse treatment area 6 and the steel arch 8 in the collapse reinforcing three area 53 is 0.5m, and the distance between the collapse reinforcing one area 51, the collapse reinforcing two area 52 and the steel arch 8 in the collapse transition area 7 is 1m.
In this embodiment, the support structure is provided with radial system grouting small pipes 12 around the collapse treatment area 6, the collapse reinforcing two areas (52) and the collapse reinforcing three areas 53. The supporting structure is also provided with a small advance duct 13 around the hole of the collapse transition zone 7.
Specifically, the construction requirements of all supporting structures are as follows:
firstly, the construction requirement of the pipe shed advanced support structure 10 is as follows:
The pipe shed advanced support is 30m long and has outer diameter Hot-rolled seamless steel pipe with wall thickness of 5mm, wherein the front end of the steel pipe is in a pointed cone shape, and the tail part of the steel pipe is weldedStiffening hoop and drill around pipe wallGrouting holes; during construction, the steel pipes are driven into surrounding rocks along the periphery of the tunnel roof arch at an external insertion angle of 5 degrees, and the circumferential arrangement interval is 30cm; the anchor tendons 3C28 and L=30m are inserted into the steel pipes of the pipe shed, the grouting material of the pipe shed adopts 1:1 cement paste, the initial pressure is 0.5-0.75 MPa, the final pressure is 1.0MPa, and grouting can be finished when the grouting pressure reaches the design final pressure; the grouting proportion and grouting pressure can be adjusted according to the construction condition of the on-site grouting, the grouting pressure and the grouting quantity of a grouting pump are required to be observed at any time in the grouting process, the grouting condition is analyzed, pipe blocking, grouting and leakage are prevented, M10 cement mortar is adopted for backfilling after the grouting of the steel pipe is finished, the next circulation excavation can be carried out after the grouting strength reaches at least 70% of the design strength, the excavation footage is not more than 0.5M, and concrete lining is required to be timely supported and constructed.
Secondly, the construction requirement of the radial system grouting small guide pipe 12 is as follows:
when the radial system is adopted for grouting small guide pipe support, the small guide pipe is of the specification After the guide pipe is inserted into the rock body, cement mortar is required to be injected into the steel pipe until the steel pipe is compact, the mortar strength grade is M25, the pressure is 0.3MPa, and the next cycle excavation can be performed after the grouting strength reaches 70% of the design strength.
Thirdly, the grouting construction requirement of the leading small guide pipe 13 support is as follows:
when adopting the advanced small conduit grouting method, the specification of the small conduit The circumferential center distance is 300mm, the external inserting angle is 20 degrees, the lifting value is 15cm, each small guide pipe is 4.5M long, the effective excavation length is 2.5M, the small guide pipes are lapped front and back by 1.6M, after the guide pipes are inserted into rock bodies, cement mortar needs to be injected into the steel pipes until the steel pipes are compact, the mortar strength grade M25 is achieved, the pressure is 0.3MPa, the next cycle excavation can be carried out after the grouting strength reaches 70% of the design strength, and the advanced guide pipes can be replaced by advanced anchor rods with the lengths of C25 and L=4.5m according to actual conditions.
Referring to fig. 1-11, when the tunnel collapse treatment is performed on the poor geological condition of the hydropower station through the reinforcement structure, the specific steps are as follows:
S1: on the basis of the original system support, an I22 a-shaped steel arch 8 is newly added to the collapse reinforcement area 51, the distance is 1m, auxiliary arches are arranged at the positions, which are larger than 50cm, of the top arches in an overexcavation mode, C30 concrete is sprayed to ensure that the auxiliary arches cling to the rock wall, and C30 concrete is poured to the back of the steel arch 8 in the range of the opposite side wall to ensure that the auxiliary arches cling to the rock wall;
S2: forming a collapse body 3 by collapse of the collapse cavity 2 to the piled slag in the tunnel 1, paving a slag layer 4 in a collapse reinforcing first area 51 and a collapse reinforcing second area 52 to form a construction channel and a pipe shed construction platform, and spraying C25 concrete closed slag bodies with the thickness of 10cm on the slag layer 4 and the surface of the piled slag of the collapse body 3;
S3: digging two steps in the collapse reinforcing two areas 52, namely, a first step in a range from 4m to a hole top of a bottom plate of a cavity, and a second step in a range from 4m above the bottom plate of the cavity, wherein the first step adopts a reserved core soil digging method, the length of a reserved core soil hole section is not less than 5m from a face, and a steel arch 8 in the range is constructed by cleaning slag bodies in a range of 50cm near the digging face, and meanwhile, 2 rows of foot locking anchor rods are additionally arranged at the bottom of the steel arch 8, so that the core soil part is dug;
S4: c30 concrete of backfill concrete 9 is poured on the top arch of the collapse treatment area 6, after 7 days of pouring and forming, the backfill concrete 9 is used for constructing a pipe shed advanced support structure 10 around the hole at the tail end of the collapse reinforcing two area 52, and the end part of the pipe shed advanced support structure 10 is firmly welded with the steel arch 8;
S5: digging two steps in the same manner as the two reinforced areas 52 in the collapse reinforced three areas 53, wherein the first step adopts a reserved core soil digging method, the distance between the length of a reserved core soil hole section and the face is not less than 5m, constructing a steel arch 8 in the range by cleaning slag bodies in the range of 50cm near the digging face, simultaneously adding 2 rows of foot locking anchor rods at the bottom of the steel arch 8, digging a core soil part, and then constructing a radial system grouting small guide pipe 12 in the range of the top arch;
S6: digging the collapse treatment area 6 as two steps as the reinforced two areas 52, wherein the first step adopts a reserved core soil digging method, the length of a reserved core soil hole section is not less than 5m away from a tunnel face, 2 rows of foot locking anchor rods are additionally arranged at the bottom of the steel arch 8 by cleaning slag bodies within a range of 50cm near the digging face, so that the core soil part is dug, and finally, grouting small guide pipes 12 and net-hanging shotcrete of a radial system within the ranges of a top arch and side walls of the first step are constructed;
S7: cleaning the slag pile bodies in the second step range of the collapse reinforcing two areas 52, the collapse reinforcing three areas 53 and the collapse processing area 6, lengthening the bottom of the steel arch 8 in the range to the bottom plate of the cavity, then constructing a radial system grouting small duct 12 in the second step excavation range, and finally implementing lining support layers 14 on the range;
S8: the advanced small guide pipe 13 is firstly constructed before the collapse transition zone 7 is excavated, then the collapse transition zone 7 is excavated by adopting short footage and weak blasting, then the system is shotcrete and shotcrete, then the steel arch 8 is constructed, and finally the lining support layer 14 is implemented.
The above embodiment is only one preferred technical solution of the present utility model, and it should be understood by those skilled in the art that modifications and substitutions can be made to the technical solution or parameters in the embodiment without departing from the principle and essence of the present utility model, and all the modifications and substitutions are covered in the protection scope of the present utility model.
Claims (7)
1. Tunnel collapse handles reinforced structure under bad geological conditions of power station, its characterized in that: a collapse treatment area (6) is arranged on a collapse hole section in a tunnel (1), a collapse reinforcement area (5) and a collapse transition area (7) are respectively arranged on adjacent hole sections of the collapse hole section, backfill concrete (9) is poured on a top arch of the collapse treatment area (6), and the backfill concrete (9) is filled into a cavity of the collapse cavity (2);
The tunnel is characterized in that a steel arch (8) is arranged in the tunnel (1) along the direction of a tunnel line on the basis of the original finished system support, an inclined pipe shed advanced support structure (10) is arranged around the tunnel (1), one end of the pipe shed advanced support structure (10) is connected to the steel arch (8) in a collapse reinforcing area (5), the other end of the pipe shed advanced support structure passes through backfill concrete (9) and is connected to a mountain above the collapse transition area (7), a support structure is further arranged around the collapse reinforcing area (5), the collapse treatment area (6) and the collapse transition area (7), and a lining support layer (14) covering the steel arch (8) is arranged on the surface of a cavity of the tunnel (1).
2. The reinforced structure for tunnel collapse treatment under poor geological conditions of hydropower station according to claim 1, wherein: the steel pipe of the pipe shed advanced support structure (10) is driven into surrounding rock along the periphery of the roof arch of the tunnel (1) at an external insertion angle of 5 degrees.
3. The reinforced structure for tunnel collapse treatment under poor geological conditions of hydropower station according to claim 1, wherein: the collapse reinforcement area (5) comprises a collapse reinforcement area (51), a collapse reinforcement area (52) and a collapse reinforcement area (53) which are sequentially arranged, the collapse reinforcement area (53) is adjacent to the collapse treatment area (6), and the end part of a steel pipe of the pipe shed advanced support structure (10) is connected to a steel arch (8) around the tail end hole of the collapse reinforcement area (52).
4. A tunnel collapse treatment reinforcing structure under adverse geological conditions of a hydropower station according to claim 3, wherein: the supporting structure is provided with radial system grouting small pipes (12) around the hole of the collapse treatment area (6), the collapse reinforcing two areas (52) and the collapse reinforcing three areas (53).
5. A tunnel collapse treatment reinforcing structure under adverse geological conditions of a hydropower station according to claim 3, wherein: the supporting structure is provided with a small advance duct (13) around the hole of the collapse transition zone (7).
6. A tunnel collapse treatment reinforcing structure under adverse geological conditions of a hydropower station according to claim 3, wherein: and concrete layers (15) are arranged on the surfaces of the cavities of the collapse reinforcing two areas (52), the collapse reinforcing three areas (53) and the collapse treatment area (6), and lining supporting layers (14) are covered outside the concrete layers (15).
7. A tunnel collapse treatment reinforcing structure under adverse geological conditions of a hydropower station according to claim 3, wherein: the distance between the collapse treatment area (6) and the steel arch (8) in the collapse reinforcement three areas (53) is smaller than the distance between the steel arches (8) in the rest areas.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202323131308.3U CN221256796U (en) | 2023-11-20 | 2023-11-20 | Tunnel collapse treatment reinforcing structure under bad geological conditions of hydropower station |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202323131308.3U CN221256796U (en) | 2023-11-20 | 2023-11-20 | Tunnel collapse treatment reinforcing structure under bad geological conditions of hydropower station |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN221256796U true CN221256796U (en) | 2024-07-02 |
Family
ID=91660074
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202323131308.3U Active CN221256796U (en) | 2023-11-20 | 2023-11-20 | Tunnel collapse treatment reinforcing structure under bad geological conditions of hydropower station |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN221256796U (en) |
-
2023
- 2023-11-20 CN CN202323131308.3U patent/CN221256796U/en active Active
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104047623B (en) | A kind of big across cavern excavation construction method | |
| JP7394252B1 (en) | Protruding type wind duct structure perpendicular to the vertical direction and construction method at deep subway station | |
| CN112228082B (en) | Tunnel collapse treatment method by combined grouting of pipe shed and advanced small guide pipe | |
| CN102606168B (en) | Construction method for preventing settlement and deformation of shallow-buried-excavation tunnel in excavation | |
| CN113153308B (en) | Construction method for collapse section of double-arch tunnel | |
| CN103758123B (en) | The construction method of manually digging hole filling pile retaining wall lining | |
| CN108457656A (en) | A kind of unearthed method for tunnel construction | |
| CN112502734B (en) | Construction method for water-rich sand layer shield zone connecting channel | |
| CN111502696A (en) | Dense-mesh type advanced support system of underground excavation tunnel and construction method | |
| WO2020259059A1 (en) | Tbm parallel heading tunnel trunk construction method | |
| CN207033463U (en) | Mine shield handing-over tunnel folded type joint design in the middle part of marine site | |
| CN112663625A (en) | Construction and protection method for shallow-buried bias-pressure weak surrounding rock tunnel portal in alpine region | |
| CN108386198A (en) | A kind of novel tunnel inverted arch basement weak country rock processing method | |
| CN117489367A (en) | Tunnel collapse treatment reinforcing structure and method under bad geological conditions of hydropower station | |
| CN112049650A (en) | Method for expanding and excavating existing small shield tunnel by using large shield | |
| CN101793027B (en) | Core-grouted static pressure anchor rod pile | |
| CN109538236B (en) | Tunnel entering structure and tunnel entering construction method | |
| CN114412475A (en) | Reverse tunnel exit construction method for shallow-buried broken surrounding rock | |
| CN114352292A (en) | Shallow-buried bias-pressure multi-arch tunnel construction method for weathering phyllite stratum | |
| CN102606173A (en) | Construction method for treating tunnel deformation segment and accelerating tunneling | |
| CN105350575A (en) | Reverse construction method for underground continuous wall | |
| CN205036388U (en) | Block of four encircles knot hunch construction structures that PBA secretly dug subway station | |
| CN109695453B (en) | Auxiliary excavation construction method for vertical shaft main tunnel three-dimensional intersection | |
| CN221256796U (en) | Tunnel collapse treatment reinforcing structure under bad geological conditions of hydropower station | |
| CN112443331B (en) | Disturbance sensitive stratum ultra-small clear distance large section group-hole parallel subway tunnel construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |