CN107165658A - Pass through the inter-laminar dislocation band impermeable management structure and construction method of underground chamber - Google Patents
Pass through the inter-laminar dislocation band impermeable management structure and construction method of underground chamber Download PDFInfo
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- CN107165658A CN107165658A CN201710569160.1A CN201710569160A CN107165658A CN 107165658 A CN107165658 A CN 107165658A CN 201710569160 A CN201710569160 A CN 201710569160A CN 107165658 A CN107165658 A CN 107165658A
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- 238000010276 construction Methods 0.000 title claims abstract description 45
- 230000002262 irrigation Effects 0.000 claims abstract description 32
- 238000003973 irrigation Methods 0.000 claims abstract description 32
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 16
- 230000015572 biosynthetic process Effects 0.000 claims abstract description 6
- 239000011150 reinforced concrete Substances 0.000 claims description 26
- 239000008267 milk Substances 0.000 claims description 13
- 210000004080 milk Anatomy 0.000 claims description 13
- 235000013336 milk Nutrition 0.000 claims description 13
- 239000004567 concrete Substances 0.000 claims description 10
- 239000011440 grout Substances 0.000 claims description 10
- 230000002787 reinforcement Effects 0.000 claims description 8
- 230000008595 infiltration Effects 0.000 abstract description 3
- 238000001764 infiltration Methods 0.000 abstract description 3
- 239000010410 layer Substances 0.000 description 14
- 239000011435 rock Substances 0.000 description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 238000007689 inspection Methods 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 239000011229 interlayer Substances 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 241000256135 Chironomus thummi Species 0.000 description 1
- 230000002159 abnormal effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 230000000052 comparative effect Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000003672 processing method Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000003325 tomography Methods 0.000 description 1
Classifications
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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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The present invention relates to a kind of inter-laminar dislocation band impermeable management structure and construction method for passing through underground chamber.It is an object of the invention to provide a kind of easy construction, the lower-cost inter-laminar dislocation band impermeable management structure and construction method for passing through underground chamber, to reach the purpose for administering underground chamber infiltration.The technical scheme is that：A kind of inter-laminar dislocation band impermeable management structure for passing through underground chamber, it is characterised in that：Irrigation gallery is set in underground chamber upstream side and cut and oozes hole；Wherein irrigation gallery position is higher than underground chamber, and irrigation gallery axis and underground chamber diameter parallel, provided with main seepage proof curtain of some rows by the downward well cementing formation of irrigation gallery below irrigation gallery, main seepage proof curtain is arranged along irrigation gallery axis, and main seepage proof curtain is passed down through the inter-laminar dislocation band.The present invention is applied to underground engineering antiseepage draining field.
Description
Technical field
The present invention relates to a kind of inter-laminar dislocation band impermeable management structure and construction method for passing through underground chamber.Suitable for ground
Lower project seepage controlling draining field.
Background technology
During the construction of hydropower plant of China, rock mass structure complexity, geology dynamic action are often faced strong, ecological
The problems such as vulnerable environment and geological disaster occurred frequently.And the underground hole group of hydroelectric project has big buried depth, cavity group arrangement complexity, hole
The features such as room span is big, and often face the problems such as underground water development, inter-laminar dislocation band run through underground hole group.Wherein interlayer
The presence of disturbed belt causes serious harm to many large-scale hydroelectric projects in the world, according to incompletely statistics, and China is built and again
In the large-scale hydroelectric project built, there are more than 30 underground hole groups to influence engineering design because of the presence of inter-laminar dislocation band, or change
Become cavity group size or change cavity group arrangement, or cause underground hole group to ooze because the improvement of inter-laminar dislocation band is not in place
Seepy question takes place frequently.Therefore in development inter-laminar dislocation band and the large-scale deep-buried underground engineering of underground water development, if can not be to assigning
The underground water being stored in tomography, Rock fractures is effectively administered, and underground hole group will face the danger flooded by infiltration,
This will greatly affect construction and the safe and stable operation in engineering later stage of major project.
Because buried underground engineering generally has complicated geological conditions, the improvement of its Problems of Seepage Flow faces
More uncertain factor, rationally and effectively the row's of blocking up underground water difficulty it is larger, especially in face of inter-laminar dislocation band through cavern this
Kind special geological conditions, because the spatial extent of inter-laminar dislocation band is big, hard-soft-hard composite construction, once repeatedly sliding in history
Dynamic the features such as, it is not directed to the antiseepage draining administering method of inter-laminar dislocation band at present, it is different for underground engineering in addition
The connectivity problem of locus seepage control system, there is no the processing method of comparative maturity at present.
The content of the invention
The technical problem to be solved in the present invention is：For above-mentioned problem, there is provided a kind of easy construction, cost are relatively low
The inter-laminar dislocation band impermeable management structure and construction method of passing through underground chamber, with reach administer underground chamber infiltration mesh
's.
The technical solution adopted in the present invention is：A kind of inter-laminar dislocation band impermeable management structure for passing through underground chamber, its
It is characterised by：Irrigation gallery is set in underground chamber upstream side and cut and oozes hole；
Wherein irrigation gallery position is higher than underground chamber, and irrigation gallery axis and underground chamber diameter parallel, and be in the milk corridor
Provided with main seepage proof curtain of some rows by the downward well cementing formation of irrigation gallery below road, main seepage proof curtain is along irrigation gallery
Axis is arranged, and main seepage proof curtain is passed down through the inter-laminar dislocation band；
Described section oozes axis of the hole axis parallel to underground chamber, and this section oozes hole on intercalated dislocation band, cut and ooze hole slope
Spend and inter-laminar dislocation band exposure identical with inter-laminar dislocation band and ooze the middle part in hole in cutting, cut ooze be provided with below hole some rows by section
The bottom plate for oozing the downward well cementing formation in hole strengthens curtain, and bottom plate strengthens curtain edge section and oozes hole axis arrangement, and the bottom plate strengthens curtain
Curtain exceedes downwards the underground chamber Bottom Altitude；
Hole is oozed by cutting to main seepage proof curtain sidetracking hole simultaneously in the described section of close main seepage proof curtain side for oozing hole provided with some rows
Be in the milk the linking curtain formed, and linking curtain edge, which is cut, oozes hole axis arrangement, and the linking curtain passes through main seepage proof curtain.
Described section oozes hole and has the phase reinforced concrete poured in the Jie Shen holes cavern of stalk dome-shaped, Jie Shen holes cavern
Native lining cutting, is formed in a phase reinforced concrete lining layer and Jie Shen holes cavern is coaxial, stalk dome-shaped Second Construction tunnel, institute
State a phase reinforced concrete lining layer and pour and rubber water-proof bar is installed in section construction joint；Backfill is micro- swollen in the Second Construction tunnel
Swollen concrete.
The width of Jie Shen holes cavern is 0.85 times of Jie Shen holes cavern height.
Described section oozes hole axis to the underground chamber width that the distance of underground chamber upstream abutment wall is 1.2 times, institute
Irrigation gallery axis is stated to the underground chamber width that the distance of underground chamber upstream abutment wall is 1 times.
Described section ooze hole 1 times compared with underground chamber length of length underground chamber width, and exceed at underground chamber two ends
0.5 times of underground chamber width.
Described section oozes intercalated dislocation tape thickness of the height of holes more than or equal to 2 times and more than or equal to 3.5m.
The main seepage proof curtain has two rows, pitch of holes 2m, array pitch 1.5m；It is wrong that main seepage proof curtain lower end exceedes the interlayer
Dynamic band 5m.
The bottom plate, which strengthens curtain, has two rows, pitch of holes 2m, array pitch 1.5m；Bottom plate strengthens curtain lower end and exceedes Underground Tunnels
Room Bottom Altitude 10m.
The linking curtain is divided into row's linking curtain and lower row linking curtain, is connected curtain pitch of holes 2m, wherein upper arrange
It is 40 ° of updip to be connected curtain inclination angle, and lower row's linking curtain is that inclination angle is 25 ° of updip.
A kind of construction method of administration structure, it is characterised in that：
1st, Jie Shen holes cavern is excavated in the inter-laminar dislocation band relevant position of underground chamber upstream side to be excavated；
2nd, a phase reinforced concrete lining layer is poured in the cavern of Jie Shen holes, Second Construction tunnel, a phase reinforced concrete is formed
Pre-buried crown rockfill grouting pipe and linking curtain at the top of rubber water-proof bar, the phase reinforced concrete lining layer are installed in native lining cutting
Grout pipe；
3rd, a phase reinforced concrete lining layer reaches that carrying out crown by crown rockfill grouting pipe after 70% design strength returns
Fill out grouting；
4th, vault rockfill grouting quality is checked；
5th, irrigation gallery is excavated in underground chamber upstream side to be excavated relevant position, and carries out supporting；
6th, drill downwards in irrigation gallery and be in the milk to form main seepage proof curtain；
7th, correspondence linking grout curtain pipe is drilled and is in the milk to form linking curtain in Second Construction tunnel；
8th, drilled downwards in Second Construction tunnel and be in the milk to form bottom plate reinforcement curtain；
9th, strengthen curtain construction after a phase reinforced concrete lining layer, linking curtain and bottom plate to complete and after passed examination,
Backfill slightly expanded concrete in Second Construction tunnel.
The beneficial effects of the invention are as follows：The present invention is by setting main seepage proof curtain, linking curtain, bottom plate to strengthen curtain and cut
Hole is oozed, simple in construction, easy construction can effectively administer the inter-laminar dislocation band antiseepage problem for through cavern.
The present invention, which sets to cut, oozes hole and inter-laminar dislocation band exposure is oozed in the middle part of hole in cutting, and oozes hole to cutting and carry out a phase reinforcing bar
Concrete lining, rubber water-proof bar and backfill slightly expanded concrete are set, effectively obstructed because of inter-laminar dislocation band that this is special
The seepage channel of structure formation, the anti-seepage effect for cutting and oozing hole can be played well.
The present invention sets cutting for special construction to ooze hole and set irrigation gallery in buried rock mass, and coordinates using main anti-
Ooze curtain, linking curtain and bottom plate and strengthen the seepage prevention system that the measures such as curtain form a Large Scale and Continuous, be that underground chamber is applied
Work and operation provide safety assurance.By setting linking curtain, and effectively overlapped with main seepage proof curtain, it is achieved thereby that
The connection of different spatial different angle seepage proof curtain body, plays an important roll for improving section antiseepage function of oozing hole.
Brief description of the drawings
Fig. 1 is the structural representation of embodiment.
Fig. 2 oozes hole profile to be cut in embodiment.
Embodiment
As shown in figure 1, the present embodiment is a kind of inter-laminar dislocation band impermeable management structure for passing through great burying underground chamber, should
Impermeable management structure setting is in the upstream side of underground chamber 2, including irrigation gallery 5, main seepage proof curtain 6, cuts and ooze hole, linking curtain
Strengthen curtain 9 with bottom plate.The known length of underground chamber 2 is that 300m, width are 30m in this example, and the mean breadth of inter-laminar dislocation band 3 is
1.2m。
The diameter parallel of irrigation gallery 5 is in the axis of underground chamber 2 in the present embodiment, and the elevation of irrigation gallery 5, which is located to cut, oozes hole 4
Top and higher than underground chamber 2, underground chamber of the distance equal to 1 times of the axis of irrigation gallery 5 and the upstream abutment wall of cavern 2 to be excavated
2 width, as 30m.
Irrigation gallery 5 is stalk arch cavern, and cavern's size is 3m × 3.5m (wide × high), and irrigation gallery 5 is according to taking off
Dew surrounding rock category carries out supporting by the way of appropriate.The main seepage proof curtain 6 of drilling progress downwards is filled on the bottom plate of irrigation gallery 5
Slurry, the main grouting of seepage proof curtain 6 is divided to two to discharge into row, is arranged along the axis of irrigation gallery 5.The main grouting of seepage proof curtain 6 aperture is 91mm, hole
Apart from 2m, array pitch 1.5m, the main hole depth of seepage proof curtain 6, which is pressed, exceedes the downward 5m of inter-laminar dislocation band 3 controls.
Cut in the present embodiment and ooze axis of the hole axis parallel to underground chamber 2, cut and ooze hole on inter-laminar dislocation band 3, cut
Ooze that the hole gradient is identical with inter-laminar dislocation band 3, and ensure the exposure of inter-laminar dislocation band 3 in cutting the middle part of oozing hole, cut ooze hole axis with
The distance of the upstream abutment wall of underground chamber 2 is equal to 1.2 times of the width of underground chamber 2, as 36m.
Cut in this example and ooze inter-laminar dislocation band 3 thickness of the height of holes not less than 2 times and not less than 3.5m, cut and ooze hole width to cut
0.85 times of height of holes is oozed, cuts and oozes the width of underground chamber 2 that hole length grows 1 times compared with underground chamber 2, and in the both sides of underground chamber 2
It is 0.5 times of width of underground chamber 2 beyond equal length.When the known mean breadth of inter-laminar dislocation band 3 is 1.2m, cuts and ooze hole
Height be taken as 3.5m, cut and ooze the width in hole and be taken as 3m, cut the length for oozing hole both sides beyond the length range of cavern 2 to be excavated each
Extend 15m.
Poured as shown in Fig. 2 cutting to ooze hole and have in the Jie Shen holes cavern 4 of stalk dome-shaped, Jie Shen holes cavern 4 in this example
One phase reinforced concrete lining layer 10.Second Construction tunnel 14, Second Construction tunnel 14 are formed in one phase reinforced concrete lining layer 10
In stalk dome-shaped, and it is coaxial with Jie Shen holes cavern.One phase reinforced concrete lining layer thickness is 50cm, a phase reinforced concrete lining
Block, which is poured, installs 651 type rubber water-proof bars 11 in section construction joint.
The present embodiment oozes the crown rockfill grouting pipe in hole and prevented towards main for pre-buried section in a phase reinforced concrete lining layer 10
The linking grout curtain pipe of curtain 6 is oozed, crown rockfill grouting pipe, linking grout curtain tube top portion enter rock 15cm.Oozed cutting under hole
Trip spandrel drills through correspondence linking grout curtain pipe and is drilled with two rows linking curtain hole, and hole axis cloth is oozed along cutting in linking curtain hole
Put, row's linking curtain 7 and lower row linking curtain 8 are formed after grouting, upper row's linking curtain hole aperture is 91mm, spacing 2m, is inclined
Angle is 40 ° of updip, and upper row's linking curtain hole depth, which is pressed, exceedes main seepage proof curtain 5m controls；Lower row's linking curtain hole position is held in the mouth in upper row
At the downstream spandrel for meeting curtain pitch of holes 1.5m, lower row is connected curtain pitch of holes 2m, and inclination angle is 25 ° of updip, and lower row is connected curtain
Hole depth, which is pressed, exceedes main seepage proof curtain 5m controls.
Drill down to progress bottom plate reinforcement curtain 9 in reinforcement curtain hole on the bottom plate of Jie Shen holes cavern 4 to be in the milk, bottom plate strengthens curtain
The grouting of curtain 9 is divided to two to discharge into row, and pitch-row is strengthened curtain hole depth and pressed more than the bottom 10m of underground chamber 2 controls from 2m, array pitch 1.5m.This
Cut known in example and ooze hole bottom plate with the bottom of underground chamber 2 when vertical direction distance is 20m, then the bottom plate reinforcement hole depth of curtain 9 takes
30m。
The surface of Second Construction tunnel 14 is handled through dabbing in the present embodiment, backfill C25 microdilatancies in Second Construction tunnel
Concrete 12.
The concrete construction method of administration structure is as follows in the present embodiment：
1st, in the rock stratum 1 of the upstream side of underground chamber 2 to be excavated, the excavation Jie Shen holes cavern of the relevant position of inter-laminar dislocation band 3
4；
2nd, a phase reinforced concrete lining layer 10 is poured in Jie Shen holes cavern 4, Second Construction tunnel 14, a phase reinforcing bar is formed
Install rubber water-proof bar 11 in concrete lining, the pre-buried crown rockfill grouting pipe in the top of phase reinforced concrete lining layer 10 and
It is connected grout curtain pipe；
3rd, a phase reinforced concrete lining layer 10 carries out crown after reaching 70% design strength by crown rockfill grouting pipe
Rockfill grouting, grouting pressure control stops after midge in 0.3~0.5MPa, under the maximum pressure grout hole, continues perfusion 10min
Terminate grouting, cut during oozing hole crown rockfill grouting, appropriate cement mortar is irrigated at the big position in space；
4th, progress grouting quality inspection is oozed after hole crown rockfill grouting terminates 7 days cutting, inspection hole, which is arranged in cut, oozes hole top
Arch center line, larger and grouting situation abnormal position of coming to nothing, rockfill grouting quality examination hole penetrates a phase reinforced concrete lining
Block gos deep into country rock 10cm, and one inspection hole of arrangement per 15m；
5th, irrigation gallery 5 is excavated in relevant position in the upstream side rock stratum 1 of underground chamber 2 to be excavated, and carries out supporting；
6th, drill downwards in irrigation gallery 5 and be in the milk to form main seepage proof curtain 6；
7th, drill through in Second Construction tunnel 14 row's linking curtain hole and carry out row's linking curtain 7 and be in the milk, then with
Row's linking curtain 8 under lower row's linking curtain hole is carried out is drilled through at upper row's linking curtain pitch of holes 1.5m downstream spandrel to be in the milk；
8th, drilled downwards in Second Construction tunnel 14 and be in the milk to form bottom plate reinforcement curtain 9；
9th, treat that a phase reinforced concrete lining layer 10, upper row linking curtain 7, lower row linking curtain 8, bottom plate are strengthened curtain 9 and applied
Work complete and quality examination it is qualified after, the surface dabbing of Second Construction tunnel 14 is handled, then to entering in Second Construction tunnel 14
Row second phase C25 slightly expanded concretes 12 are backfilled.
After the construction of administration structure and passed examination is completed, the excavation construction of underground chamber 2 is carried out.
Claims (10)
1. a kind of inter-laminar dislocation band impermeable management structure for passing through underground chamber, it is characterised in that：In underground chamber (2) upstream side
Irrigation gallery (5) is set and cut and oozes hole；
Wherein irrigation gallery (5) position is higher than underground chamber (2), and irrigation gallery axis and underground chamber diameter parallel, grouting
Provided with main seepage proof curtain (6) of some rows by the downward well cementing formation of irrigation gallery, main seepage proof curtain edge below gallery (5)
Irrigation gallery axis is arranged, and main seepage proof curtain is passed down through the inter-laminar dislocation band (3)；
Described section oozes axis of the hole axis parallel to underground chamber (2), and this section oozes hole on inter-laminar dislocation band (3), cut and ooze hole
The gradient is identical with inter-laminar dislocation band and inter-laminar dislocation band exposure is in cutting the middle part of oozing hole, cuts to ooze and is provided with some rows below hole and passes through
The bottom plate reinforcement curtain (9) for oozing the downward well cementing formation in hole is cut, bottom plate reinforcement curtain edge, which is cut, oozes hole axis arrangement, and the bottom plate adds
Strong curtain exceedes downwards the underground chamber (2) Bottom Altitude；
Hole is oozed to main seepage proof curtain sidetracking hole and fill in described section of close main seepage proof curtain (6) side for oozing hole provided with some rows by cutting
The linking curtain formed is starched, linking curtain edge, which is cut, oozes hole axis arrangement, and the linking curtain passes through main seepage proof curtain (6).
2. the inter-laminar dislocation band impermeable management structure of underground chamber is passed through according to claim 1, it is characterised in that：Described section
Oozing hole has the phase reinforced concrete lining layer (10) poured in the Jie Shen holes cavern (4) of stalk dome-shaped, Jie Shen holes cavern,
Formed in one phase reinforced concrete lining layer and Jie Shen holes cavern (4) is coaxial, stalk dome-shaped Second Construction tunnel (14), institute
State a phase reinforced concrete lining layer (10) and pour and rubber water-proof bar (11) is installed in section construction joint；The Second Construction tunnel
(14) backfill slightly expanded concrete (12) in.
3. the inter-laminar dislocation band impermeable management structure of underground chamber is passed through according to claim 2, it is characterised in that：Described section
The width of Shen Dong caverns (14) is 0.85 times of Jie Shen holes cavern height.
4. the inter-laminar dislocation band impermeable management structure of underground chamber is passed through according to claim 1 or 2 or 3, it is characterised in that：
Described section oozes hole axis to the underground chamber width that the distance of the underground chamber (2) upstream abutment wall is 1.2 times, the grouting
Gallery (5) axis to the distance of underground chamber (2) upstream abutment wall be 1 times of underground chamber width.
5. the inter-laminar dislocation band impermeable management structure of underground chamber is passed through according to claim 1 or 2 or 3, it is characterised in that：
Described section ooze hole 1 times compared with underground chamber length of length underground chamber (2) width, and underground chamber two ends exceed 0.5 times
Underground chamber (2) width.
6. the inter-laminar dislocation band impermeable management structure of underground chamber is passed through according to claim 1 or 2 or 3, it is characterised in that：
Described section oozes inter-laminar dislocation band (3) thickness of the height of holes more than or equal to 2 times and more than or equal to 3.5m.
7. the inter-laminar dislocation band impermeable management structure of underground chamber is passed through according to claim 1, it is characterised in that：The master
Seepage proof curtain (6) has two rows, pitch of holes 2m, array pitch 1.5m；Main seepage proof curtain lower end exceedes the inter-laminar dislocation band (3) 5m.
8. the inter-laminar dislocation band impermeable management structure of underground chamber is passed through according to claim 1, it is characterised in that：The bottom
Plate, which strengthens curtain (9), has two rows, pitch of holes 2m, array pitch 1.5m；Bottom plate strengthens curtain lower end and exceedes underground chamber (2) bottom height
Journey 10m.
9. the inter-laminar dislocation band impermeable management structure of underground chamber is passed through according to claim 1, it is characterised in that：The rank
Connect curtain and be divided into row's linking curtain (7) and lower row linking curtain (8), be connected curtain pitch of holes 2m, wherein upper row's linking curtain
Inclination angle is 40 ° of updip, and lower row's linking curtain is that inclination angle is 25 ° of updip.
10. the construction method of administration structure described in a kind of claim 1~9 any one, it is characterised in that：
10.1st, Jie Shen holes cavern (4) are excavated in inter-laminar dislocation band (3) relevant position of underground chamber to be excavated (2) upstream side；
10.2nd, a phase reinforced concrete lining layer (10) is poured in Jie Shen holes cavern (4), Second Construction tunnel (14), one is formed
Pre-buried crown at the top of rubber water-proof bar (11), the phase reinforced concrete lining layer (10) is installed in phase reinforced concrete lining layer to return
Fill out grout pipe and linking grout curtain pipe；
10.3rd, a phase reinforced concrete lining layer carries out crown backfill after reaching 70% design strength by crown rockfill grouting pipe
Grouting；
10.4th, vault rockfill grouting quality is checked；
10.5th, irrigation gallery (5) is excavated in underground chamber to be excavated (2) upstream side relevant position, and carries out supporting；
10.6th, drill downwards in irrigation gallery (5) and be in the milk to form main seepage proof curtain (6)；
10.7th, correspondence linking grout curtain pipe is drilled and is in the milk to form linking curtain in Second Construction tunnel (14)；
10.8th, drilled downwards in Second Construction tunnel (14) and be in the milk to form bottom plate reinforcement curtain (9)；
10.9th, treat that a phase reinforced concrete lining layer (10), linking curtain and bottom plate are strengthened curtain (9) construction and completed and passed examination
Afterwards, the backfill slightly expanded concrete (12) in Second Construction tunnel (14).
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| CN201710569160.1A CN107165658A (en) | 2017-07-13 | 2017-07-13 | Pass through the inter-laminar dislocation band impermeable management structure and construction method of underground chamber |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109914459A (en) * | 2019-04-17 | 2019-06-21 | 黄河勘测规划设计研究院有限公司 | A kind of ultra-deep dam foundation grout curtain structure |
| CN110965533A (en) * | 2019-12-29 | 2020-04-07 | 中国电建集团华东勘测设计研究院有限公司 | Interlayer dislocation zone anti-seepage treatment structure and construction method |
| CN112982371A (en) * | 2021-02-08 | 2021-06-18 | 中国电建集团北京勘测设计研究院有限公司 | Seepage-proofing method for large underground cavern by adopting advanced grouting sealing |
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| RU94041299A (en) * | 1994-11-11 | 1996-10-27 | Акционерная Компания "Алмазы России-Саха" институт Якутнипроалмаз | Method for control of impervious curtain construction |
| JP2001303896A (en) * | 2000-04-25 | 2001-10-31 | Fujimori Kogyo Co Ltd | Cut-off sheet and cut-off structure of tunnel |
| CN202131603U (en) * | 2011-05-26 | 2012-02-01 | 中国水电顾问集团华东勘测设计研究院 | Seepage interception structure applied to weak interbed or fracture zone in batholite |
| 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 |
| CN207297039U (en) * | 2017-07-13 | 2018-05-01 | 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 of underground chamber |
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| CN109914459A (en) * | 2019-04-17 | 2019-06-21 | 黄河勘测规划设计研究院有限公司 | A kind of ultra-deep dam foundation grout curtain structure |
| CN109914459B (en) * | 2019-04-17 | 2024-03-12 | 黄河勘测规划设计研究院有限公司 | Ultra-deep dam foundation grouting curtain structure |
| CN110965533A (en) * | 2019-12-29 | 2020-04-07 | 中国电建集团华东勘测设计研究院有限公司 | Interlayer dislocation zone anti-seepage treatment structure and construction method |
| CN112982371A (en) * | 2021-02-08 | 2021-06-18 | 中国电建集团北京勘测设计研究院有限公司 | Seepage-proofing method for large underground cavern by adopting advanced grouting sealing |
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