CN112982371A - Seepage-proofing method for large underground cavern by adopting advanced grouting sealing - Google Patents
Seepage-proofing method for large underground cavern by adopting advanced grouting sealing Download PDFInfo
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- CN112982371A CN112982371A CN202110181128.2A CN202110181128A CN112982371A CN 112982371 A CN112982371 A CN 112982371A CN 202110181128 A CN202110181128 A CN 202110181128A CN 112982371 A CN112982371 A CN 112982371A
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- 238000000034 method Methods 0.000 title claims abstract description 16
- 238000007789 sealing Methods 0.000 title claims abstract description 11
- 239000011435 rock Substances 0.000 claims abstract description 37
- 238000010276 construction Methods 0.000 claims abstract description 29
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 29
- 238000007596 consolidation process Methods 0.000 claims description 7
- 238000009412 basement excavation Methods 0.000 abstract description 7
- 239000003673 groundwater Substances 0.000 abstract description 3
- 230000002093 peripheral effect Effects 0.000 abstract 1
- 230000004888 barrier function Effects 0.000 description 4
- 238000011161 development Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/16—Sealings or joints
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B9/00—Water-power plants; Layout, construction or equipment, methods of, or apparatus for, making same
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Soil Sciences (AREA)
- Mechanical Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Agronomy & Crop Science (AREA)
- Ocean & Marine Engineering (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses an anti-seepage method for a large underground chamber by adopting advanced grouting sealing, which mainly comprises a vertical anti-seepage layer, a top anti-seepage layer, a bottom anti-seepage layer and a grouting gallery for constructing the anti-seepage layers. By constructing the grouting gallery in advance before the excavation of the large underground cavern, constructing the annular closed vertical impermeable layers around the underground cavern, constructing the top impermeable layer and the bottom impermeable layer on the upper part and the lower part, and enabling the adjacent impermeable layers to be tightly connected, the aims of closing the peripheral rock mass in advance and reducing the water seepage quantity of the large underground cavern in the construction period and the operation period are achieved. According to the invention, before the large-scale cavern is excavated, the vertical impermeable layer which is sealed in an annular manner is formed on the rock mass around the large-scale cavern in advance and is combined with the top impermeable layer and the bottom impermeable layer, so that the surrounding rock mass is sealed in advance, the water seepage of the surrounding rock is reduced, the engineering safety is ensured, and the influence on the groundwater environment is reduced.
Description
Technical Field
The invention relates to an anti-seepage method before excavation of a large underground cavern, in particular to an anti-seepage method for sealing rock mass around the cavern by advanced grouting before excavation of the large underground cavern in a water-rich or underground confined water development area.
Background
With the rapid development of national economic construction, the underground tunnel scheme is adopted in a large number in the industries of hydraulic engineering, hydroelectric engineering, traffic engineering and the like, and the tunnel scale is continuously developed in the directions of deep burying, super-long and the like. At present, the section scale of a long and large tunnel constructed in water-rich areas in various industries in China is mostly 100m2In the following, the water plugging and seepage prevention of the tunnel generally adopts measures such as advanced grouting on the tunnel face in the tunnel, concrete lining water retaining and the like; for large-scale pumping station (or hydropower station) underground powerhouse, the cross-sectional area of the cavity is 800m2In order to ensure the construction safety of the large underground cavern in the confined water area or the strong water permeable area, the excavation of the large underground cavern can be carried out only after the advanced water blocking and seepage preventing construction is finished, so that the research on the advanced grouting and seepage preventing method of the large underground cavern is very necessary.
Disclosure of Invention
The invention aims to solve the technical problem of providing an advanced grouting closed seepage-proofing method for a large underground cavern, wherein the advanced closed seepage-proofing treatment is carried out on rock mass around the cavern in advance before the large underground cavern is excavated, so that the seepage quantity of surrounding rock in the construction period and the operation period is reduced, the construction progress is accelerated, the safety of the cavern is ensured, and the water environment protection requirement is met.
In order to solve the technical problems, the invention adopts the technical scheme that: an anti-seepage method for sealing a large underground cavern by adopting advanced grouting comprises the following steps:
firstly, before the large underground cavern is excavated, constructing an annular grouting gallery in a rock mass at the upper part of the large underground cavern, wherein the horizontal projection of the annular grouting gallery is positioned outside the periphery of the large underground cavern;
step two, vertical grouting construction is carried out downwards in the annular grouting gallery, an annular closed vertical impermeable layer is formed in rock masses around the underground cavern to be excavated, and the bottom elevation of the vertical impermeable layer is located below the bottom plate of the underground cavern; performing oblique grouting construction in the annular grouting gallery, and forming a top impermeable layer on a rock mass at the top of the underground cavern to be excavated;
excavating the upper part of the large underground cavern, when the excavation is not less than 2m away from the bottom plate, performing bottom grouting in the underground cavern, forming a bottom impermeable layer on rock mass below the bottom plate of the underground cavern to be excavated, and then excavating the bottom plate of the large underground cavern; the adjacent positions of the top impermeable layer and the vertical impermeable layer and the adjacent positions of the bottom impermeable layer and the vertical impermeable layer are tightly connected so as to seal the surrounding rock mass in advance and reduce the water seepage amount of the underground cavern in the construction period and the operation period.
In the first step, a longitudinal grouting gallery is further constructed along the axial direction of the underground cavern, two ends of the longitudinal grouting gallery are communicated with the annular grouting gallery and located at the same elevation, vertical and oblique grouting construction is carried out in the longitudinal grouting gallery, and a top impermeable layer is formed on a rock mass at the top of the underground cavern to be excavated.
The concrete bottom plates and the linings of the annular grouting gallery and the longitudinal grouting gallery are also part of the top impermeable layer.
The vertical impermeable layer is vertical or has a certain angle and extends to be not less than 3m below the bottom plate of the underground cavern; the top barrier layer and the bottom barrier layer are horizontal or have a certain angle.
The vertical impermeable layer, the top impermeable layer and the bottom impermeable layer are formed by curtain grouting, consolidation grouting or a construction method of a cut-off wall.
The vertical distance between the bottom plates of the annular grouting gallery and the longitudinal grouting gallery and the top of the large underground cavern is not less than 5m, and the horizontal distance between the vertical impermeable layer and the side wall of the underground cavern is not less than 3 m.
The invention has the beneficial effects that: the method can greatly reduce the water seepage of surrounding rocks of the large underground cavern in the construction period and the operation period, accelerate the construction progress, ensure the engineering safety, reduce the influence on the groundwater environment, and widen the application range of the arrangement of the large underground cavern under the complex hydrogeological condition.
Drawings
FIG. 1 is a schematic plan view of a large underground cavern and grouting gallery arrangement of the present invention;
FIG. 2 is a schematic cross-sectional view taken along line A-A of FIG. 1;
FIG. 3 is a schematic longitudinal sectional view B-B of FIG. 1.
Detailed Description
The technical solution in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention; it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments, and all other embodiments obtained by those skilled in the art without any inventive work are within the scope of the present invention.
In the description of the present invention, it should be noted that the terms "upper", "lower", "inner", "outer", "top/bottom", and the like indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of description and simplification of description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and thus should not be construed as limiting the present invention. Furthermore, the terms "first" and "second" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "disposed," "sleeved/connected," "connected," and the like are to be construed broadly, e.g., "connected," which may be fixedly connected, detachably connected, or integrally connected; the specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
As shown in figures 1-3, the seepage-proofing method for sealing the large underground cavern by adopting advanced grouting comprises the following steps:
firstly, before the large underground cavern 1 is excavated, constructing an annular grouting gallery 2 in a rock mass at the upper part of the large underground cavern 1, wherein the horizontal projection of the annular grouting gallery 2 is positioned outside the periphery of the large underground cavern 1;
step two, vertical grouting construction is carried out downwards in the annular grouting gallery 2, an annular closed vertical impermeable layer 4 is formed in rock masses around the underground cavern 1 to be excavated, and the bottom elevation of the vertical impermeable layer 4 is positioned below the bottom plate of the underground cavern 1; performing oblique grouting construction in the annular grouting gallery 2, and forming a top impermeable layer 5 on a rock mass at the top of the underground cavern 1 to be excavated;
excavating the upper part of the large underground chamber 1, when the height of the large underground chamber 1 is not less than 2m from the bottom plate, performing bottom grouting in the underground chamber 1, forming a bottom impermeable layer 6 on rock mass below the bottom plate of the underground chamber 1 to be excavated, and then excavating the bottom plate of the large underground chamber 1; the adjacent positions of the top impermeable layer 5 and the vertical impermeable layer 4 and the adjacent positions of the bottom impermeable layer 6 and the vertical impermeable layer 4 are tightly connected so as to seal the surrounding rock mass in advance and reduce the water seepage of the underground cavern 1 in the construction period and the operation period.
In the first step, a longitudinal grouting gallery 3 is further constructed along the axial direction of the underground cavern 1, two ends of the longitudinal grouting gallery 3 are communicated with the annular grouting gallery 2 and are located at the same elevation, vertical and oblique grouting construction is carried out in the longitudinal grouting gallery 3, and a top impermeable layer 5 is formed on a rock mass at the top of the underground cavern 1 to be excavated.
The concrete floors and linings of the annular grouting gallery 2 and the longitudinal grouting gallery 3 are also part of the top impermeable layer 5.
The vertical impermeable layer 4 is vertical or has a certain angle and extends into the underground cavern 1 to be not less than 3m below the bottom plate; the top barrier 5 and the bottom barrier 6 are horizontal or angled.
The vertical impermeable layer 4, the top impermeable layer 5 and the bottom impermeable layer 6 are formed by curtain grouting, consolidation grouting or cut-off wall construction methods.
The vertical distance between the bottom plates of the annular grouting gallery 2 and the longitudinal grouting gallery 3 and the top of the large underground cavern 1 is not less than 5m, and the horizontal distance between the vertical impermeable layer 4 and the side wall of the underground cavern 1 is not less than 3 m.
The concrete description is as follows: before the large underground cavern 1 is excavated, constructing an annular grouting gallery 2 and a longitudinal grouting gallery 3 on the top of the large cavern 1 in advance through an external passage 7, constructing a vertical impermeable layer 4 in the annular grouting gallery 2, and constructing a top impermeable layer 5 in the annular grouting gallery 2 and the longitudinal grouting gallery 3; then, excavating the upper part of the large underground cavern 1, constructing a bottom impermeable layer 6 in the large cavern 1 in advance before the large cavern 1 is excavated to the bottom plate, and then excavating the bottom plate; in the rock mass near the excavation boundary of the large-scale cavern 1, the lap joint of the top impermeable layer 5 and the bottom impermeable layer 6 and the vertical impermeable layer 4 adopts horizontal or oblique grouting and other modes to ensure that the two layers are closely connected to form a closed impermeable layer, so as to achieve the purposes of closing the surrounding rock mass in advance and reducing the water seepage quantity of the large-scale underground cavern in the construction period and the operation period.
Before excavating a large underground cavern in a confined water area or a strong water permeable area, constructing an annular grouting gallery and a longitudinal grouting gallery in advance, constructing a vertical impermeable layer in the annular grouting gallery, and constructing a top impermeable layer in the annular grouting gallery and the longitudinal grouting gallery; after the upper part of the large underground cavern is excavated, constructing a bottom impermeable layer in the large cavern in advance, and then excavating a bottom plate of the large cavern; all the impermeable layers are arranged in the rock mass around the large underground cavern, the vertical impermeable layers which are sealed in an annular mode are arranged around the large cavern, the top impermeable layer and the bottom impermeable layer are respectively arranged on the upper portion and the lower portion of the large cavern, and the adjacent portions of the various impermeable layers are tightly connected to achieve the purposes of sealing the rock mass around the large underground cavern in advance and reducing the water seepage of the large underground cavern in the construction period and the operation period. The surrounding rock water seepage of the large underground cavern in the construction period and the operation period is greatly reduced, the construction progress is accelerated, the engineering safety is guaranteed, the influence on the groundwater environment is reduced, and meanwhile, the application range of the large underground cavern in the complex hydrogeological condition is widened.
The following is a detailed description with reference to specific examples:
a large underground plant engineering is located in a spring region, water sources are rich, the water permeability of surrounding rocks in the plant region is large and is larger than 10Lu on average, a plant chamber is located below an underground water level, and serious problems of water seepage and water gushing of the surrounding rocks and surrounding rock instability caused by the water seepage and water gushing of the surrounding rocks exist in a construction period and an operation period. Before a plant chamber is excavated, an annular grouting gallery and a longitudinal grouting gallery are excavated at a position 20m away from the top of the plant in advance, and the section size of the gallery is 5m multiplied by 5.5 m; then, performing high-pressure consolidation grouting on the surrounding rock of the top arch of the plant in a grouting gallery to serve as a top impermeable layer of a cavern of the underground plant, wherein the row spacing of grouting holes is 3 m; then curtain grouting is carried out on rock masses around the plant in the annular grouting gallery to serve as vertical impervious layers of underground plant chambers, 2 rows of grouting holes are arranged, the row spacing is 3m, the grouting holes are evenly distributed along the periphery of the plant in an annular mode, and the grouting holes penetrate into the position 6m below a bottom plate of the plant; finally, excavating the upper part of the plant chamber, and when the plant chamber is excavated to a position 12m away from the bottom plate, performing high-pressure consolidation grouting on the bottom plate in the plant, wherein the distance between grouting holes is 3m, and the grouting holes penetrate 6m below the plant bottom plate; and (3) adopting a mode of oblique hole grouting near the excavation boundary of the plant cavern, at the joint of the top and bottom consolidation grouting and the annular vertical anti-seepage curtain to ensure that the consolidation grouting and the annular vertical anti-seepage curtain are tightly connected to form a closed continuous anti-seepage layer. The factory building does not have large water seepage and water burst in the construction period and the operation period.
The above-mentioned embodiments are only for illustrating the technical ideas and features of the present invention, and the purpose thereof is to enable those skilled in the art to understand the contents of the present invention and to carry out the same, and the present invention shall not be limited to the embodiments, i.e. the equivalent changes or modifications made within the spirit of the present invention shall fall within the scope of the present invention.
Claims (6)
1. An anti-seepage method for sealing a large underground cavern by adopting advanced grouting is characterized by comprising the following steps:
firstly, before the large underground cavern (1) is excavated, constructing an annular grouting gallery (2) in a rock mass at the upper part of the large underground cavern (1), wherein the horizontal projection of the annular grouting gallery (2) is positioned outside the periphery of the large underground cavern (1);
step two, vertical grouting construction is performed downwards in the annular grouting gallery (2), an annular closed vertical impervious layer (4) is formed in rock masses around the underground cavern (1) to be excavated, and the bottom elevation of the vertical impervious layer (4) is located below the bottom plate of the underground cavern (1); performing oblique grouting construction in the annular grouting gallery (2), and forming a top impermeable layer (5) on a rock mass at the top of the underground cavern (1) to be excavated;
excavating the upper part of the large underground cavern (1), when the upper part is excavated to a height of not less than 2m from the bottom plate, performing bottom grouting in the underground cavern (1), forming a bottom impermeable layer (6) on rock mass below the bottom plate of the underground cavern (1) to be excavated, and then excavating the bottom plate of the large underground cavern (1); the adjacent part of the top impermeable layer (5) and the vertical impermeable layer (4) and the adjacent part of the bottom impermeable layer (6) and the vertical impermeable layer (4) are tightly connected to seal the surrounding rock mass in advance and reduce the water seepage of the underground cavern (1) in the construction period and the operation period.
2. The seepage-proofing method for the large underground cavern closed by the advanced grouting according to the claim 1, characterized in that in the step one, a longitudinal grouting gallery (3) is further constructed along the axial direction of the underground cavern (1), two ends of the longitudinal grouting gallery (3) are communicated with the annular grouting gallery (2) and are positioned at the same elevation, the vertical and oblique grouting construction is carried out in the longitudinal grouting gallery (3), and a top seepage-proofing layer (5) is formed on a rock mass at the top of the underground cavern (1) to be excavated.
3. The large underground cavern impermeable method by adopting advanced grouting closing as per claim 2, characterized in that the concrete bottom plates and linings of the annular grouting gallery (2) and the longitudinal grouting gallery (3) are also part of the top impermeable layer (5).
4. The large-scale underground cavern seepage-proofing method adopting advanced grouting sealing according to claim 1 or 2, characterized in that the vertical seepage-proofing layer (4) is vertical or has a certain angle and extends into the underground cavern (1) below the bottom plate for not less than 3 m; the top impermeable layer (5) and the bottom impermeable layer (6) are horizontal or have a certain angle.
5. The large underground cavern seepage-proofing method adopting advanced grouting for sealing according to claim 1, wherein the vertical seepage-proofing layer (4), the top seepage-proofing layer (5) and the bottom seepage-proofing layer (6) are formed by curtain grouting, consolidation grouting or cut-off wall construction methods.
6. The large underground cavern seepage-proofing method adopting advanced grouting sealing according to claim 1 or 2, wherein the vertical distance between the bottom plates of the annular grouting gallery (2) and the longitudinal grouting gallery (3) and the top of the large underground cavern (1) is not less than 5m, and the horizontal distance between the vertical seepage-proofing layer (4) and the side wall of the underground cavern (1) is not less than 3 m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110181128.2A CN112982371A (en) | 2021-02-08 | 2021-02-08 | Seepage-proofing method for large underground cavern by adopting advanced grouting sealing |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110181128.2A CN112982371A (en) | 2021-02-08 | 2021-02-08 | Seepage-proofing method for large underground cavern by adopting advanced grouting sealing |
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| CN112982371A true CN112982371A (en) | 2021-06-18 |
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Citations (7)
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|---|---|---|---|---|
| GB0001017D0 (en) * | 2000-01-18 | 2000-03-08 | Sharp Allan C | Method and apparatus for construction and operation of subaqueous tunnels |
| EP1757771A2 (en) * | 2005-08-23 | 2007-02-28 | Trevi S.p.A. | Method for consolidating and impermeabilizing the ground around a tunnel |
| CN203835412U (en) * | 2014-05-19 | 2014-09-17 | 中国水电顾问集团贵阳勘测设计研究院有限公司 | Underwater-roadway leakage processing structure |
| CN205894027U (en) * | 2016-05-31 | 2017-01-18 | 中国电建集团华东勘测设计研究院有限公司 | Structure is oozed in cutting of power station underground factory building |
| CN107165658A (en) * | 2017-07-13 | 2017-09-15 | 中国电建集团华东勘测设计研究院有限公司 | Pass through the inter-laminar dislocation band impermeable management structure and construction method of underground chamber |
| CN107355233A (en) * | 2017-08-30 | 2017-11-17 | 中国电建集团中南勘测设计研究院有限公司 | A kind of underground chamber and Cavity Construction method |
| CN109404019A (en) * | 2018-12-25 | 2019-03-01 | 中国电建集团成都勘测设计研究院有限公司 | Surrounding rock of chamber pays protecting system and cavern's structure in advance |
-
2021
- 2021-02-08 CN CN202110181128.2A patent/CN112982371A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB0001017D0 (en) * | 2000-01-18 | 2000-03-08 | Sharp Allan C | Method and apparatus for construction and operation of subaqueous tunnels |
| EP1757771A2 (en) * | 2005-08-23 | 2007-02-28 | Trevi S.p.A. | Method for consolidating and impermeabilizing the ground around a tunnel |
| CN203835412U (en) * | 2014-05-19 | 2014-09-17 | 中国水电顾问集团贵阳勘测设计研究院有限公司 | Underwater-roadway leakage processing structure |
| CN205894027U (en) * | 2016-05-31 | 2017-01-18 | 中国电建集团华东勘测设计研究院有限公司 | Structure is oozed in cutting of power station underground factory building |
| CN107165658A (en) * | 2017-07-13 | 2017-09-15 | 中国电建集团华东勘测设计研究院有限公司 | Pass through the inter-laminar dislocation band impermeable management structure and construction method of underground chamber |
| CN107355233A (en) * | 2017-08-30 | 2017-11-17 | 中国电建集团中南勘测设计研究院有限公司 | A kind of underground chamber and Cavity Construction method |
| CN109404019A (en) * | 2018-12-25 | 2019-03-01 | 中国电建集团成都勘测设计研究院有限公司 | Surrounding rock of chamber pays protecting system and cavern's structure in advance |
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