CN107762533B - A kind of front pre-grouting method of high-pressure water-enriched weak surrounding rock mountain tunnel - Google Patents
A kind of front pre-grouting method of high-pressure water-enriched weak surrounding rock mountain tunnel Download PDFInfo
- Publication number
- CN107762533B CN107762533B CN201710971986.0A CN201710971986A CN107762533B CN 107762533 B CN107762533 B CN 107762533B CN 201710971986 A CN201710971986 A CN 201710971986A CN 107762533 B CN107762533 B CN 107762533B
- Authority
- CN
- China
- Prior art keywords
- grouting
- tunnel
- face
- water
- slip casting
- 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
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 54
- 239000011435 rock Substances 0.000 title claims abstract description 33
- 238000000034 method Methods 0.000 title claims abstract description 21
- 238000007569 slipcasting Methods 0.000 claims abstract description 27
- 238000010276 construction Methods 0.000 claims abstract description 10
- 238000007789 sealing Methods 0.000 claims abstract description 9
- 230000006641 stabilisation Effects 0.000 claims abstract description 8
- 238000011105 stabilization Methods 0.000 claims abstract description 8
- 230000005641 tunneling Effects 0.000 claims abstract description 6
- 238000009412 basement excavation Methods 0.000 claims description 8
- 238000005553 drilling Methods 0.000 claims description 7
- 230000002787 reinforcement Effects 0.000 claims description 6
- 238000005259 measurement Methods 0.000 claims description 4
- 229920002472 Starch Polymers 0.000 claims 1
- 239000002002 slurry Substances 0.000 claims 1
- 235000019698 starch Nutrition 0.000 claims 1
- 239000008107 starch Substances 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract description 5
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 238000000151 deposition Methods 0.000 abstract description 2
- 239000004570 mortar (masonry) Substances 0.000 abstract description 2
- 238000005457 optimization Methods 0.000 description 2
- FGRBYDKOBBBPOI-UHFFFAOYSA-N 10,10-dioxo-2-[4-(N-phenylanilino)phenyl]thioxanthen-9-one Chemical compound O=C1c2ccccc2S(=O)(=O)c2ccc(cc12)-c1ccc(cc1)N(c1ccccc1)c1ccccc1 FGRBYDKOBBBPOI-UHFFFAOYSA-N 0.000 description 1
- 230000006866 deterioration Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a kind of front pre-grouting methods of high-pressure water-enriched weak surrounding rock mountain tunnel, including drainage hole, lower section, face, sealing batholite, wall for grouting, upper section, injected hole of upper stage, tunnel, pre-grouting area, grouting curtain stabilization zone and next stage slip casting area.The beneficial effects of the present invention are: the method that the present invention should use stifled lower drain water slip casting is reinforced in front of tunnel heading country rock, tunneling boring curtain-grouting is carried out in upper section setting injected hole, in lower section, drainage hole is set, front of tunnel heading country rock hydraulic pressure is reduced by drainage hole, is blocked up in row, it is uniform, closely knit to reach slip casting, reinforce the effect of weak surrounding rock, it solves in high-pressure water-enriched country rock the problem of hydraulic pressure is high, grouting difficulty, advantageously reduces mortar depositing construction cost.
Description
Technical field
The present invention relates to a kind of front pre-grouting method in tunnel, specially a kind of high-pressure water-enriched weak surrounding rock mountain tunnel
Front pre-grouting method, belong to Application in Building technical field.
Background technique
Tunnel is construction project key project, and some constructing tunnel areas need to pass through water-rich fault zone, fracture belt position rock
Body is broken, developmental joint fissure, and tax water bar part is preferable, and edpth of tunnel is big, and water pressure is high, since fracture location rock mass is relatively more broken
Broken, the construction disaster such as collapsing and gushing water, prominent mud easily occurs for construction period.The Treatment Methods of Tunnel Gushing are based on " row " at present,
Current most of tunnel to big flow water process measure use with arrange based on scheme, the tunnel built based on " row ", though
It so solves the problems, such as many tunnels, but also leaves hidden danger in some tunnels: making tunnel at drain cavern, it is big to have drawn surrounding
The underground water of amount, thus the loss of underground water is caused, a series of problem is produced, liner structure and traffic safety are such as influenced,
It causes engineering area water-bearing layer by drainage in terms of environment, makes deterioration of the ecological environment etc..
Current some tunnels occur prominent water burst situation when building, when active fault and are handling when water yield is high
After Tunnel Gushing, takes which kind of measure to reinforce front of tunnel heading weak surrounding rock and guarantee that tunnel safety construction is critical problem, it is right
High hydraulic pressure, big yield weak surrounding rock advanced pre-reinforcement is carried out using tunneling boring curtain-grouting, the grouting pressure needed is big, slip casting
When be likely to occur slip casting blind area, reduce slip casting effect.
Summary of the invention
The purpose of the present invention is to provide a kind of front pre-grouting methods of high-pressure water-enriched weak surrounding rock mountain tunnel, pass through
It is blocked up in row, reduces the hydraulic pressure of front of tunnel heading country rock, by lower section drainage hole to reach better slip casting effect.
To achieve the above object, a kind of front pre-grouting method of high-pressure water-enriched weak surrounding rock mountain tunnel, including tunnel,
The inside in the tunnel is equipped with face, and pours wall for grouting on the side wall of the face；The face be equipped with upper section,
Lower section, the upper section is equipped with injected hole of upper stage and carries out tunneling boring curtain-grouting, and the lower section is equipped with drainage hole
Reduce front of tunnel heading country rock hydraulic pressure；The side wall of the face is equipped with sealing batholite；Slip casting is poured in the one end in the tunnel
Curtain reinforcement area, the inside in the tunnel is equipped with pre-grouting area, and the one end in the pre-grouting area is equipped with next stage slip casting
Area；
Its step are as follows:
Step 1: advance geologic prediction is carried out, the front of tunnel heading fault belt, underground water position are detected；
Step 2: apart from water-rich fault zone one end apart from when, stop excavation construction, pour the wall for grouting, it is described only
Wall thickness empirically value is starched, it is related with grouting curtain stabilization zone thickness；
Step 3: after pouring the wall for grouting, carrying out advance boreholes, hydraulic pressure is surveyed according to drilling water yield, in water
It presses in very high situation, lower drain water slip casting is blocked up in selection；
Step 4: being arranged the drainage hole in the lower section borehole of the face, the draining hole number according to
Water setting is surveyed, the underground water of discharge is drained by tunnel cavern drainage groove；
Step 5: the upper section in strict accordance with front pre-grouting design scheme in the face lays the upper rank
Section injected hole, using protrusive segmenting slip casting, grouting sequence: " inner ring behind first outer ring jumps hole with collar aperture interval "；
Step 6: after the completion of the pre-grouting layer, in conjunction with advanced tubal curtain pre-reinforcement measure, implement to excavate, according to country rock
Characteristic selects benching tunnelling method or full-face excavation, excavate to reserved paragraph as the next stage the pre-grouting layer it is described
Sealing batholite starts next stage advanced curtain-grouting.
Preferably, in order to reduce the front of tunnel heading country rock hydraulic pressure.The drainage hole equidistantly divides on the lower section
Cloth.
Preferably, in order to reinforce the front of tunnel heading country rock, the pre-grouting area is located at the front of the face.
The beneficial effects of the present invention are: the method that the present invention should use stifled lower drain water slip casting is reinforced before face
Square country rock carries out tunneling boring curtain-grouting in upper section setting injected hole, but due to hydraulic pressure height in high-pressure water-enriched country rock, only
Grouting pressure is improved, may result in that slip casting effect is poor, slip casting blind area occurs, therefore in lower section setting drainage hole, passes through row
Water hole reduces front of tunnel heading country rock hydraulic pressure, blocks up in row, slip casting is uniform, closely knit to reach, and reinforces the effect of weak surrounding rock.This
Invention is solved in high-pressure water-enriched country rock the problem of hydraulic pressure is high, grouting difficulty, is conducive to using upper stifled lower drain water grouting method
Reduce mortar depositing construction cost.
Detailed description of the invention
Fig. 1 is upper stifled lower drain water slip casting vertical section schematic diagram；
Fig. 2 is upper stifled lower drain water slip casting schematic cross-sectional view.
In figure: 1, drainage hole, 2, lower section, 3, face, 4, sealing batholite, 5, wall for grouting, 6, upper section, 7, upper stage
Injected hole, 8, tunnel, 9, pre-grouting area, 10, grouting curtain stabilization zone, 11, next stage slip casting area.
Specific embodiment
Following will be combined with the drawings in the embodiments of the present invention, and technical solution in the embodiment of the present invention carries out clear, complete
Site preparation description, it is clear that described embodiments are only a part of the embodiments of the present invention, instead of all the embodiments.It is based on
Embodiment in the present invention, it is obtained by those of ordinary skill in the art without making creative efforts every other
Embodiment shall fall within the protection scope of the present invention.
It please refers to shown in Fig. 1-2, a kind of front pre-grouting method of high-pressure water-enriched weak surrounding rock mountain tunnel, including tunnel
8, the inside in the tunnel 8 is equipped with face 3, and wall for grouting 5 is poured on the side wall of the face 3；The face 3 is equipped with
Upper section 6, lower section 2, the upper section 6 are equipped with injected hole of upper stage 7 and carry out tunneling boring curtain-grouting, and the lower section 2
3 front country rock hydraulic pressure of face is reduced equipped with drainage hole 1；The side wall of the face 3 is equipped with sealing batholite 4；The tunnel
Grouting curtain stabilization zone 10 is poured in the one end in road 8, and the inside in the tunnel 8 is equipped with pre-grouting area 9, and the pre-grouting area
9 one end is equipped with next stage slip casting area 11；
Steps are as follows:
Step 1: advance geologic prediction is carried out, the 3 front fault belt of face, underground water position are detected；
Step 2: apart from water-rich fault zone one end apart from when, stop excavation construction, pour the wall for grouting 5, it is described only
5 thickness of wall empirically value is starched, it is related with 10 thickness of grouting curtain stabilization zone；
Step 3: after pouring the wall for grouting 5, carrying out advance boreholes, hydraulic pressure is surveyed according to drilling water yield, in water
It presses in very high situation, lower drain water slip casting is blocked up in selection；
Step 4: the drainage hole 1,1 quantity of drainage hole are set in the lower drilling of section 2 of the face 3
According to actual measurement water setting, the underground water of discharge is drained by tunnel cavern drainage groove；
Step 5: the upper section 6 in strict accordance with front pre-grouting design scheme in the face 3 is laid on described
Stage injected hole 7, using protrusive segmenting slip casting, grouting sequence: " inner ring behind first outer ring jumps hole with collar aperture interval "；
Step 6: after the completion of the pre-grouting layer 9, in conjunction with advanced tubal curtain pre-reinforcement measure, implement to excavate, according to country rock
Characteristic selects benching tunnelling method or full-face excavation, excavates to reserved institute of the paragraph as the pre-grouting layer 9 of next stage
Sealing batholite 4 is stated, next stage advanced curtain-grouting is started.
As a kind of technical optimization scheme of the invention, the drainage hole 1 is equally spaced on the lower section 2.
As a kind of technical optimization scheme of the invention, the pre-grouting area 9 is located at the front of the face 3.
In the use of the present invention, first carrying out advance geologic prediction, 3 front fault belt of face, level of ground water are detected
It sets；Apart from water-rich fault zone one end apart from when, stop excavation construction, pour wall for grouting 5,5 thickness of wall for grouting empirically value,
It is related with 10 thickness of grouting curtain stabilization zone.After pouring wall for grouting 5, advance boreholes are carried out, according to drilling water yield actual measurement
Hydraulic pressure blocks up lower drain water slip casting in the very high situation of hydraulic pressure, in selection.Again in the drilling setting draining of lower section 2 of face 3
Hole 1,1 quantity of drainage hole are arranged according to actual measurement water, and the underground water of discharge is drained by tunnel cavern drainage groove.
In work progress, the upper section 6 in strict accordance with front pre-grouting design scheme in face 3 lays the slip casting of upper stage
Hole 7, using protrusive segmenting slip casting, grouting sequence: " inner ring behind first outer ring jumps hole with collar aperture interval ".Pre-grouting layer 9 is completed
Afterwards, in conjunction with advanced tubal curtain pre-reinforcement measure, implement to excavate, benching tunnelling method or full-face excavation are selected according to characteristics of surrounding rock, opened
Sealing batholite 4 of the reserved paragraph as the pre-grouting layer 9 of next stage is dug, next stage advanced curtain-grouting is started.
It is obvious to a person skilled in the art that invention is not limited to the details of the above exemplary embodiments, Er Qie
In the case where without departing substantially from spirit or essential attributes of the invention, the present invention can be realized in other specific forms.Therefore, no matter
From the point of view of which point, the present embodiments are to be considered as illustrative and not restrictive, and the scope of the present invention is by appended power
Benefit requires rather than above description limits, it is intended that all by what is fallen within the meaning and scope of the equivalent elements of the claims
Variation is included within the present invention.Any reference signs in the claims should not be construed as limiting the involved claims.
In addition, it should be understood that although this specification is described in terms of embodiments, but not each embodiment is only wrapped
Containing an independent technical solution, this description of the specification is merely for the sake of clarity, and those skilled in the art should
It considers the specification as a whole, the technical solutions in the various embodiments may also be suitably combined, forms those skilled in the art
The other embodiments being understood that.
Claims (3)
1. a kind of front pre-grouting method of high-pressure water-enriched weak surrounding rock mountain tunnel, including tunnel (8), it is characterised in that: institute
The inside for stating tunnel (8) is equipped with face (3), and pours wall for grouting (5) on the side wall of the face (3)；The face
(3) it is equipped with upper section (6), lower section (2), the upper section (6) is equipped with injected hole of upper stage (7) and carries out tunneling boring curtain note
Slurry, and the lower section (2) is equipped with drainage hole (1) to reduce country rock hydraulic pressure in front of face (3)；The side of the face (3)
Wall is equipped with sealing batholite (4)；Grouting curtain stabilization zone (10) are poured in one end of the tunnel (8), the inside of the tunnel (8)
Equipped with pre-grouting area (9), and the one end in the pre-grouting area (9) is equipped with next stage slip casting area (11)；
Its step are as follows:
Step 1: carrying out advance geologic prediction, detects fault belt, underground water position in front of the face (3)；
Step 2: apart from water-rich fault zone one end apart from when, stop excavation construction, pour the wall for grouting (5), it is described only starch
Wall (5) thickness empirically value, it is related with grouting curtain stabilization zone (10) thickness；
Step 3: after pouring the wall for grouting (5), carrying out advance boreholes, hydraulic pressure is surveyed according to drilling water yield, in hydraulic pressure
Lower drain water slip casting is blocked up in very high situation, in selection；
Step 4: the drainage hole (1), the drainage hole (1) are set in lower section (2) drilling of the face (3)
Quantity is drained according to actual measurement water setting, the underground water of discharge by tunnel cavern drainage groove；
Step 5: the upper section (6) in strict accordance with front pre-grouting design scheme in the face (3) is laid on described
Stage injected hole (7), using protrusive segmenting slip casting, grouting sequence: " inner ring behind first outer ring jumps hole with collar aperture interval "；
Step 6: after the completion of the pre-grouting layer (9), in conjunction with advanced tubal curtain pre-reinforcement measure, implement to excavate, according to country rock spy
Property selection benching tunnelling method or full-face excavation, excavate to reserved institute of the paragraph as the pre-grouting layer (9) of next stage
It states sealing batholite (4), starts next stage advanced curtain-grouting.
2. a kind of front pre-grouting method of high-pressure water-enriched weak surrounding rock mountain tunnel according to claim 1, feature
Be: the drainage hole (1) is equally spaced on the lower section (2).
3. a kind of front pre-grouting method of high-pressure water-enriched weak surrounding rock mountain tunnel according to claim 1, feature
Be: the pre-grouting area (9) is located at the front of the face (3).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710971986.0A CN107762533B (en) | 2017-10-18 | 2017-10-18 | A kind of front pre-grouting method of high-pressure water-enriched weak surrounding rock mountain tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710971986.0A CN107762533B (en) | 2017-10-18 | 2017-10-18 | A kind of front pre-grouting method of high-pressure water-enriched weak surrounding rock mountain tunnel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107762533A CN107762533A (en) | 2018-03-06 |
| CN107762533B true CN107762533B (en) | 2019-11-22 |
Family
ID=61268316
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710971986.0A Active CN107762533B (en) | 2017-10-18 | 2017-10-18 | A kind of front pre-grouting method of high-pressure water-enriched weak surrounding rock mountain tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107762533B (en) |
Families Citing this family (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109519220B (en) * | 2018-10-29 | 2021-05-25 | 中铁十二局集团有限公司 | Grouting treatment method for broken water-rich section of diversion tunnel in karst area |
| CN109854275A (en) * | 2018-12-24 | 2019-06-07 | 龙口矿业集团有限公司 | Rich water sandstone tunnel passing fault crushed zone administering method |
| CN110529147A (en) * | 2019-06-28 | 2019-12-03 | 中铁四局集团第五工程有限公司 | It is a kind of to utilize the Subway Tunnel construction method that pedestrian passage is worn under cantilever excavator |
| CN110439579B (en) * | 2019-09-17 | 2020-11-24 | 中国水利水电第四工程局有限公司 | Advanced pre-grouting method for open-type TBM (tunnel boring machine) water-rich tunnel |
| CN110924976B (en) * | 2019-12-03 | 2020-09-18 | 中南大学 | Surrounding rock outer ring grouting reinforcement method |
| CN111119951A (en) * | 2019-12-27 | 2020-05-08 | 中铁十六局集团第一工程有限公司 | Construction method for highway tunnel to pass through fault fracture zone water-rich cavity area |
| CN113153307A (en) * | 2020-11-26 | 2021-07-23 | 西南交通大学 | Tunnel construction method suitable for water-rich fractured rock mass |
| CN113137250B (en) * | 2021-05-28 | 2023-06-30 | 中建隧道建设有限公司 | Rapid pre-reinforcement grouting method for tunnel face excavation of deep-buried high-pressure water-rich tunnel |
| CN113175336A (en) * | 2021-06-15 | 2021-07-27 | 中交二公局萌兴工程有限公司 | Drainage construction method for tunnel fault fracture zone |
| CN113217036B (en) * | 2021-06-23 | 2023-09-12 | 中交路桥华东工程有限公司 | Post grouting construction method for fault fracture tunnel structure with water flushing section |
| CN114991819B (en) * | 2022-05-20 | 2023-09-12 | 中国矿业大学(北京) | Three-super control technology for water damage tunnel |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101798930B (en) * | 2010-03-24 | 2012-05-23 | 中铁十二局集团有限公司 | Rapid construction method of high-pressure water-rich fault zone of tunnel |
| CN101994513B (en) * | 2010-10-30 | 2013-01-02 | 中铁十二局集团第二工程有限公司 | Method for constructing tunnel by finishing full section curtain grouting from upper-half section |
| CN102493822B (en) * | 2011-12-29 | 2014-04-02 | 中铁二十三局集团有限公司 | Method for performing curtain grouting construction on tunnel by water rich fault influence zone |
| CN102787846B (en) * | 2012-07-31 | 2015-07-08 | 中铁隧道集团有限公司 | Upper-blocking and lower-draining construction method for undersea tunnel fault fracture zone |
| CN106049418A (en) * | 2016-06-22 | 2016-10-26 | 中铁二局集团有限公司 | Combined grouting reinforcement method for tunnel surface in shallow buried traversing faultage |
-
2017
- 2017-10-18 CN CN201710971986.0A patent/CN107762533B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN107762533A (en) | 2018-03-06 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107762533B (en) | A kind of front pre-grouting method of high-pressure water-enriched weak surrounding rock mountain tunnel | |
| CN103334770B (en) | One is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method | |
| CN103306683B (en) | A kind of construction method of comprehensive precipitation in hole when excavating deep tunnel | |
| CN104047623B (en) | A kind of big across cavern excavation construction method | |
| CN103089275B (en) | Control method of surrounding rocks in water-rich very-broken surrounding rock tunnel collapse sections | |
| CN110685714B (en) | Micro-step reserved core soil construction structure and method for shallow-buried bias tunnel under phyllite geology | |
| CN106917627B (en) | The advanced support method of pilot tunnel under a kind of water rich strata boring construction | |
| CN101709651A (en) | Grouting water blocking method for undersea tunnel | |
| CN110985055B (en) | Tunnel grouting and drainage synchronous construction method for controlling surface uplift | |
| CN105041333A (en) | Method for treating tunnel collapse through dugand covered method | |
| CN108547639B (en) | Tunnel closes on the advanced same more conduit delamination pour slurry construction methods in hole of existing buildings | |
| CN105134219B (en) | Soft rock strata freezing shaft borehole wall construction technology | |
| CN109139104A (en) | One kind passes through that clastic rock steep dip is inverse to rush rich water tomography tunnel drainage construction method | |
| CN108797641A (en) | A kind of structure and its construction method of Underground Subway Station construction period full station sealing | |
| CN103758123A (en) | Method for constructing protecting wall lining of cast-in-place manual hole digging pile | |
| CN108166989A (en) | The asymmetric twin-arch tunnel interval wall construction method of water rich strata " OC " shape | |
| CN104533451A (en) | Tunnel advance pre-supporting technology used in discrete gravelly soil and broken surrounding rock | |
| CN108678753B (en) | Reverse-slope tunnel construction method | |
| CN110617067A (en) | Low-risk construction method for full-section boundary advanced pipe shed of extremely-soft surrounding rock tunnel | |
| CN101793154A (en) | Method for grouting for stopping up water by using geological parameters of tunnel surrounding rocks and setting relief holes | |
| CN110284885A (en) | Shield inspection-pit construction method | |
| CN105804754A (en) | Coal uncovering method for mining shaft with coal seam as main water-bearing layer | |
| CN102704950B (en) | Support method used in passing water guide fracture structure in mine exploration | |
| CN108180018A (en) | A kind of shallow embedding collapsible loess tunnel Core Soil and glass bolt anchorage construction method | |
| CN108915702B (en) | Shield receiving method in circular small-section tunnel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CP03 | Change of name, title or address | ||
| CP03 | Change of name, title or address |
Address after: Room 201, building 11, Zhongnan headquarters base, no.688, Section 2, Wanjiali South Road, Tianxin District, Changsha, Hunan 410000 Patentee after: CCCC Central South Engineering Bureau Co.,Ltd. Patentee after: CCCC FIRST HIGHWAY ENGINEERING Co.,Ltd. Address before: Room B901 and 916, No.10 Xinghuo Road, Science City, Fengtai District, Beijing (Park) Patentee before: BRIDGE & TUNNEL ENGINEERING CO., LTD. OF CCCC FIRST HIGHWAY ENGINEERING Co.,Ltd. Patentee before: CCCC FIRST HIGHWAY ENGINEERING Co.,Ltd. |