CN106194196A - A kind of large-scale karst cave treatment crossing tunnel trunk and excavation method - Google Patents
A kind of large-scale karst cave treatment crossing tunnel trunk and excavation method Download PDFInfo
- Publication number
- CN106194196A CN106194196A CN201610698815.0A CN201610698815A CN106194196A CN 106194196 A CN106194196 A CN 106194196A CN 201610698815 A CN201610698815 A CN 201610698815A CN 106194196 A CN106194196 A CN 106194196A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- excavation
- bearing
- solution cavity
- steelframe
- 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.)
- Granted
Links
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
A kind of large-scale karst cave treatment crossing tunnel trunk and excavation method, get out of a predicament or an embarrassing situation including step, excavation in karst cave treatment, pre-pouring grout, excavation upper arcuate base tunnel, excavation and excavate three step seven footworks of the three layers of step in middle part.The construction space of the present invention is big, facilitates mechanized construction, can the parallel operations of many scope of operations, work efficiency is higher；Convenient when geological conditions changes, it is simple to change working procedure flexibly, in time, adjust construction method；Adapting to different spans and multiple form of fracture, preliminary bracing process operations is convenient；On the basis of benching tunnelling method excavates, remaining core soil in advance, excavation, beneficially excavated surface are staggered stably in left and right；When surrouding rock deformation is relatively big or suddenlys change, on the premise of ensureing safety and meeting Clearance requirement, closing time can be adjusted as early as possible, it is widely used in the stratum of special geologic condition at solution cavity, need the tunnel excavation construction by this geological conditions quick, safe and effective, it is ensured that construction and the safety in tunnel.
Description
Technical field
The present invention relates to constructing tunnel field, it is large-scale that a kind of tunnelling runs into that hole body is dredged deeply, filling is plentiful
Karst cave treatment during solution cavity and tunnel excavation method.
Background technology
The formation of solution cavity is the result of the long-term corrosion of In Limestone Area subsoil water, and in limestone, insoluble calcium carbonate is by water
Effect with carbon dioxide can be converted into the calcium bicarbonate of microsolubility.This geological phenomenon can affect its peripheral rock stability and
Mechanics distribution situation, affects the engineering construction quality of periphery.
In engineering construction, part construction technology is relatively big to surrouding rock stress distribution influence, encounters unavoidable solution cavity, work
Dangerous and the unstable factor of journey structure increases, and construction technology becomes numerous and diverse, and uncertainty and the risk of whole engineering also exist
It is continuously increased.
In work progress, the case that solution cavity occurs near tunnel is of common occurrence, particularly super-large span Karst Tunnel
I.e. span more than 18 meters, when large-scale solution cavity crosses under tunnel sidewalls and base plate, typically uses side heading method, median septum method and friendship
The method that fork median septum method etc. needs to remove gib and stress check calculation causes unsafe factor, exist the engineering time longer,
It is unfavorable for adjusting closing time, inconvenient mechanical execution and the various problems of working procedure frequent transitions in time.
Summary of the invention
It is an object of the invention to provide a kind of large-scale karst cave treatment crossing tunnel trunk and excavation method, solve existing
There is the engineering time during Tunnel Passing solution cavity longer, exist and be unfavorable for adjusting closing time, inconvenient mechanical execution, construction in time
The technical problem of operation frequent transitions.
For achieving the above object, the present invention adopts the following technical scheme that
A kind of large-scale karst cave treatment crossing tunnel trunk and excavation method, described tunnel is Karst Tunnel, and construction procedure is as follows:
Step one, large-scale solution cavity crosses when the side wall of tunneling and base plate position, puts two in side wall and floor level position
Template is set up in the downside of side and base plate and formed by integrally casting has two concrete bearing, the cross sectional dimensions of described concrete bearing
More than the height of large-scale solution cavity, this concrete bearing upper and lower need to imbed on the upside of solution cavity country rock on the downside of country rock and solution cavity respectively
Within, the longitudinal length of described concrete bearing, more than the depth of solution cavity, has also installed one group along propping up in described concrete bearing
The bearing drain cavern template that seat is longitudinally disposed, and after concreting, form bearing drain cavern, described bearing drain cavern size
Need to be designed according to actual loading with spacing, it is ensured that in the case of tunnel, top load safety, solution cavity can not be blocked；
Step 2, applies the country rock drain cavern of large-scale solution cavity on the downside of solution cavity in country rock, two openings of described country rock drain cavern
Connect with the large-scale solution cavity of bearing both sides respectively；
Step 3, tunnel uses tunneling boring curtain pre-pouring grout or tunneling boring periphery pre-pouring grout；
Step 4, excavates upper arcuate base tunnel: at the arch hoop excavation upper arcuate base tunnel in tunnel, and remaining core soil in advance, ring
Be equipped with according to the steelframe spacing of preliminary bracing to excavation cyclic advance amount, less than 1.5m, carry out after excavation spraying, anchor, net
System supporting, uses slip casting ductule radial grouting to reinforce simultaneously, sets up the steelframe of preliminary bracing, more than the arch springing of steelframe
30cm highly locates, and the dual-side being close to steelframe sets up lock foot anchoring stock along angle of declination 30 °, and lock foot anchoring stock welds with steelframe, and multiple spray is mixed
Solidifying soil to design thickness forms a just arch；
Step 5, on the left of excavation in step in step and right side: excavation drilling depth amount coordinates according to the steelframe spacing of preliminary bracing and sets
Put, less than 1.5m, excavation height is 3-3.5m, and left and right sides step staggers 2-3m, coagulation just thick for spray 3-5cm immediately after excavation
Soil, then carries out spraying, anchor, net system supporting, along tunnel excavation direction spreading steelframe, the arch springing above 30cm height at steelframe
Locating, the dual-side being close to steelframe sets up lock foot anchoring stock along angle of declination 30 °, and lock foot anchoring stock welds with steelframe, and multiple pneumatically placed concrete is to setting
Meter thickness forms a just side wall top；
Step 6, gets out of a predicament or an embarrassing situation on the left of the method continuation excavation in use step 5 and gets out of a predicament or an embarrassing situation in right side, and formation is first props up side wall bottom
With tunnel floor edge；
Step 7, the position remaining core soil in advance that top bar in middle part, get out of a predicament or an embarrassing situation in step and middle part in middle part, after each bench excavation, execute
Make in the middle part of tunnel floor, will be laid in the middle part of tunnel floor in armored concrete bridge.
In described step one, described large-scale solution cavity crosses wall bottom, left side and whole base plate from Tunnel Right side wall, described
Concrete bearing is respectively left side bearing and right side bearing along tunnel cross section direction, and the bottom of described left side bearing is stepped
On the downside of embedment solution cavity in country rock, the inner side of described left side bearing and just side wall lower outside and baseplate underside all companies of laminating
Connect, on the upside of the top embedment solution cavity of described left side bearing in country rock, on the downside of the bottom embedment solution cavity of described right side bearing in country rock,
The inner side of right side bearing is fitted and connected with the inner side of a just side wall, country rock on the upside of the top braces solution cavity of described right side bearing.
In described step 3, pre-grouting advance support all uses the steel tube shed of a diameter of 108mm, steel tube shed arrange ring away from for
50cm。
In described step 4, a length of 3-5m of remaining core soil in advance, its width is the 1/3-1/2 of tunnel excavation width.
Compared with prior art the invention have the characteristics that and beneficial effect:
The construction method of the present invention under tunnel basis and base plate large-scale solution cavity disease carried out pretreatment, harm position
It is provided with the armored concrete bearing of one-piece casting, safety Tunnel Passing large-scale solution cavity during and tunnel fortune have been effectively ensured
Battalion stablizes, and uses three seven footworks to carry out the excavation of tunnel tunnel face simultaneously, it is ensured that construction under unfavorable geological condition
Safety, decreases the non-homogeneous stress of surrounding formation and the sedimentation convergence in tunnel, ensure that entering of construction to greatest extent simultaneously
Degree, passes through large-scale solution cavity and has highly application value constructing tunnel.
The construction method three step seven step excavating load of the present invention has evaded side heading method, median septum method and median septum of intersecting
Methods etc. need to remove gib and stress check calculation causes unsafe factor, are shortened by length of bench, it is ensured that preliminary bracing
Closing cyclization as early as possible, inverted arch and arch wall lining cutting simultaneously is followed up in time, forms stable support system as early as possible, has to adjust in time and closes
The conjunction time, facilitate mechanical execution, beneficially the advantage of working procedure conversion.
The construction method construction space of the present invention is big, facilitates mechanized construction, can the parallel operations of many scope of operations, part is soft
Rock or soil property location can use excavator directly to excavate, and work efficiency is higher；Convenient when geological conditions changes, it is simple to spirit
Live, change working procedure in time, adjust construction method；Adapting to different spans and multiple form of fracture, preliminary bracing operation is grasped
It is convenient to make；On the basis of benching tunnelling method excavates, remaining core soil in advance, excavation, beneficially excavated surface are staggered stably in left and right；Work as country rock
When deformation is relatively big or suddenlys change, on the premise of ensureing safety and meeting Clearance requirement, closing time can be adjusted as early as possible.
The present invention is widely used in the stratum of the special geologic condition at solution cavity, needs quick, safe and effective by this
The tunnel excavation construction of geological conditions, it is ensured that construction and the safety in tunnel.
Accompanying drawing explanation
The present invention will be further described in detail below in conjunction with the accompanying drawings.
Fig. 1 is karst cave treatment and the schematic cross section of benching tunnelling method construction.
Fig. 2 is the vertical section schematic diagram of benching tunnelling method construction.
Reference: country rock on the downside of bearing, 3-solution cavity on the right side of bearing, 2-on the left of 1-, 4-slip casting ductule, 5-are molten
On the upside of hole on the left of country rock, 6-upper arcuate base tunnel, 7-on the right side of step, 8-in get out of a predicament or an embarrassing situation on the left of step, 9-, on the right side of 10-
Get out of a predicament or an embarrassing situation, top bar in the middle part of 11.1-, in the middle part of 11.2-in get out of a predicament or an embarrassing situation in the middle part of step, 11.3-, at the beginning of arch, 13-at the beginning of 12-
In the middle part of a side wall bottom at the beginning of side wall top, 14-and tunnel floor edge, 15-tunnel floor, 16-steel tube shed, 17-big
Type solution cavity, 18-country rock drain cavern, 19-bearing drain cavern.
Detailed description of the invention
Embodiment sees tunnel to be excavated shown in Fig. 1-2, and described tunnel is Karst Tunnel, and maximum span is up to 18
Rice, large-scale solution cavity 17 crosses wall bottom and whole base plate, left side from Tunnel Right side wall, this crosses the large-scale molten of tunnel trunk
Hole processes as follows with the construction procedure of excavation method:
Step one, large-scale solution cavity 17 crosses when the side wall of tunneling and base plate position, putting of side wall and floor level position
The downside of both sides and base plate sets up template and formed by integrally casting has two concrete bearing, the cross section chi of described concrete bearing
The very little height more than large-scale solution cavity, this concrete bearing upper and lower need to be imbedded on the upside of solution cavity on the downside of country rock 5 and solution cavity respectively
Within country rock 3, the longitudinal length of described concrete bearing, more than the depth of solution cavity, has also installed one group in described concrete bearing
Along the bearing drain cavern template that bearing is longitudinally disposed, and forming bearing drain cavern 19 after concreting, described bearing sluices
Hole size and spacing need to be designed according to actual loading, it is ensured that can not block solution cavity in the case of tunnel, top load safety；
Described concrete bearing is respectively left side bearing 1 and right side bearing 2 along tunnel cross section direction, described left side bearing 1
On the downside of the stepped embedment solution cavity in bottom in country rock 3, the inner side of described left side bearing 1 and just side wall lower outside and base plate
Downside is all fitted and connected, on the upside of the top embedment solution cavity of described left side bearing 1 in country rock 5, and the bottom embedment of described right side bearing 2
On the downside of solution cavity in country rock, the inner side of right side bearing 2 is fitted and connected with the inner side of a just side wall, and the top of described right side bearing 2 is propped up
Country rock 5 on the upside of support solution cavity.
Step 2, applies the country rock drain cavern 18 of large-scale solution cavity, the two of described country rock drain cavern on the downside of solution cavity in country rock 3
Individual opening connects with the large-scale solution cavity 17 of bearing both sides respectively.
Step 3, tunnel uses tunneling boring curtain pre-pouring grout or tunneling boring periphery pre-pouring grout；Pre-grouting advance support is all adopted
With the steel tube shed 16 of a diameter of 108mm, steel tube shed arranges ring away from for 50cm.
Step 4, excavates upper arcuate base tunnel 6: at the arch hoop excavation upper arcuate base tunnel 6 in tunnel, and reserved core
Soil, a length of 3-5m of remaining core soil in advance, its width is the 1/3-1/2 of tunnel excavation width, hoop excavation cyclic advance amount root
Be equipped with according to the steelframe spacing of preliminary bracing, less than 1.5m, carry out after excavation spraying, anchor, net system supporting, use note simultaneously
Slurry ductule 4 radial grouting is reinforced, and sets up the steelframe of preliminary bracing, and the above 30cm of arch springing at steelframe highly locates, and is close to steelframe
Dual-side set up lock foot anchoring stock along angle of declination 30 °, lock foot anchoring stock welds with steelframe, at the beginning of multiple pneumatically placed concrete is formed to design thickness
Prop up arch 12；
Step 5, on the left of excavation in step 8 in step 7 and right side: excavation drilling depth amount coordinates according to the steelframe spacing of preliminary bracing
Arrange, less than 1.5m, excavation height is 3-3.5m, and left and right sides step staggers 2-3m, first thick mixed of spray 3-5cm immediately after excavation
Solidifying soil, then carries out spraying, anchor, net system supporting, along tunnel excavation direction spreading steelframe, the arch springing above 30cm height at steelframe
Locating, the dual-side being close to steelframe sets up lock foot anchoring stock along angle of declination 30 °, and lock foot anchoring stock welds with steelframe, and multiple pneumatically placed concrete is to setting
Meter thickness forms a just side wall top 13；
Step 6, use the method in step 5 to continue on the left of excavation to get out of a predicament or an embarrassing situation 9 and right side get out of a predicament or an embarrassing situation 10, formed just under a side wall
Portion and tunnel floor edge 14；
Step 7, middle part tops bar 11.1, get out of a predicament or an embarrassing situation the position remaining core soil in advance of 11.3 in step 11.2 and middle part in middle part, each
After the excavation of rank, apply in the middle part of tunnel floor 15, be laid in the middle part of tunnel floor 15 in armored concrete bridge 5.
System supporting in this method, steelframe I-steel spacing 0.8m, use the double layer bar of a diameter of 6.5mm, note
A diameter of 42mm of slurry ductule, ring is pressed transverse arch more than 0.8m, spring line and is not less than 65m across design, thickness.Preliminary bracing
C20 gunite concrete ± 25cm, 22B(C25 armored concrete is intended at the beginning of in), abutment wall and base plate below spring line press longitudinal beam slab
Design, base plate thinnest part is not less than 60cm(C30 armored concrete).
It is 100～180m that three step seven step excavating load are applicable to excavated section2, possess necessarily from the IV of steady condition, V level encloses
The construction in tunnel, rock location.Main performance includes: loess, strongly weathered sand-rock (intense weathering munstone, severely-weathered argillaceous siltstoue etc.).
Not being suitable for wall rock geology is that liquid-plastic state, hole Shallow-buried section (but process through back-pressure or can after performing super-front large pipe shed
Use).In the present invention, big cross section passes through solution cavity geological conditions and combines the plurality of advantages of three steps and solution cavity area has one
Determine the feature of self-stable ability, by other additional reinforcement measure, both are well combined so that at solution cavity area tunnel
The safety of road excavation, construction rapidity reach a balance with economical three.
Claims (4)
1. crossing large-scale karst cave treatment and the excavation method of tunnel trunk, described tunnel is Karst Tunnel, it is characterised in that
Construction procedure is as follows:
Step one, large-scale solution cavity (17) crosses when the side wall of tunneling and base plate position, in side wall and floor level position
Put the downside of both sides and base plate and set up template and formed by integrally casting has two concrete bearing, the cross section of described concrete bearing
Size is more than the height of large-scale solution cavity, and this concrete bearing upper and lower need to imbed country rock on the upside of solution cavity (5) and solution cavity respectively
Within downside country rock (3), the longitudinal length of described concrete bearing, more than the depth of solution cavity, also installs in described concrete bearing
Have one group along the longitudinally disposed bearing drain cavern template of bearing, and after concreting, form bearing drain cavern (19), described
Bearing drain cavern size and spacing need to be designed according to actual loading, it is ensured that can not hinder in the case of tunnel, top load safety
Plug solution cavity；
Step 2, applies the country rock drain cavern (18) of large-scale solution cavity, the two of described country rock drain cavern on the downside of solution cavity in country rock (3)
Individual opening connects with the large-scale solution cavity (17) of bearing both sides respectively；
Step 3, tunnel uses tunneling boring curtain pre-pouring grout or tunneling boring periphery pre-pouring grout；
Step 4, excavation upper arcuate base tunnel (6): in arch hoop excavation upper arcuate base tunnel (6) in tunnel, and reserved core
Soil, hoop excavation cyclic advance amount is equipped with according to the steelframe spacing of preliminary bracing, less than 1.5m, carry out after excavation spraying,
Anchor, net system supporting, use slip casting ductule (4) radial grouting to reinforce simultaneously, sets up the steelframe of preliminary bracing, at the arch of steelframe
The above 30cm of foot highly locates, and the dual-side being close to steelframe sets up lock foot anchoring stock along angle of declination 30 °, and lock foot anchoring stock welds with steelframe,
Multiple pneumatically placed concrete to design thickness forms a just arch (12)；
Step 5, on the left of excavation in step (8) in step (7) and right side: excavation drilling depth amount is according to the steelframe spacing of preliminary bracing
Be equipped with, less than 1.5m, excavation height is 3-3.5m, and left and right sides step staggers 2-3m, and after excavation, just spray 3-5cm is thick immediately
Concrete, then carry out spraying, anchor, net system supporting, along tunnel excavation direction spreading steelframe, the above 30cm of arch springing at steelframe
Highly locating, the dual-side being close to steelframe sets up lock foot anchoring stock along angle of declination 30 °, and lock foot anchoring stock welds with steelframe, multiple pneumatically placed concrete
A just side wall top (13) is formed to design thickness；
Step 6, gets out of a predicament or an embarrassing situation (9) on the left of the method continuation excavation in use step 5 and gets out of a predicament or an embarrassing situation (10) in right side, formed and just prop up side
Wall bottom and tunnel floor edge (14)；
Step 7, core is reserved in the get out of a predicament or an embarrassing situation position of (11.3) of step (11.2) and middle part in (11.1), middle part of topping bar, middle part
Soil, after each bench excavation, applies (15) in the middle part of tunnel floor, and be laid in armored concrete bridge by (15) in the middle part of tunnel floor
(5) on.
The large-scale karst cave treatment crossing tunnel trunk the most according to claim 1 and excavation method, it is characterised in that: described
In step one, described large-scale solution cavity (17) crosses wall bottom, left side and whole base plate from Tunnel Right side wall, and described concrete props up
Seat is respectively left side bearing (1) and right side bearing (2) along tunnel cross section direction, and the bottom in described left side bearing (1) is ladder
On the downside of shape embedment solution cavity in country rock (3), the inner side in described left side bearing (1) is equal with just a side wall lower outside and baseplate underside
It is fitted and connected, on the upside of the top embedment solution cavity in described left side bearing (1) in country rock (5), the bottom embedment on described right side bearing (2)
On the downside of solution cavity in country rock, the inner side of right side bearing (2) is fitted and connected with the inner side of a just side wall, the top on described right side bearing (2)
Portion supports country rock (5) on the upside of solution cavity.
The large-scale karst cave treatment crossing tunnel trunk the most according to claim 1 and excavation method, it is characterised in that: described
In step 3, pre-grouting advance support all uses the steel tube shed (16) of a diameter of 108mm, and steel tube shed arranges ring away from for 50cm.
The large-scale karst cave treatment crossing tunnel trunk the most according to claim 1 and excavation method, it is characterised in that: described
In step 4, a length of 3-5m of remaining core soil in advance, its width is the 1/3-1/2 of tunnel excavation width.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610698815.0A CN106194196B (en) | 2016-08-22 | 2016-08-22 | A kind of large-scale karst cave treatment crossing tunnel trunk and excavation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610698815.0A CN106194196B (en) | 2016-08-22 | 2016-08-22 | A kind of large-scale karst cave treatment crossing tunnel trunk and excavation method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106194196A true CN106194196A (en) | 2016-12-07 |
| CN106194196B CN106194196B (en) | 2019-01-29 |
Family
ID=57522167
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610698815.0A Active CN106194196B (en) | 2016-08-22 | 2016-08-22 | A kind of large-scale karst cave treatment crossing tunnel trunk and excavation method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106194196B (en) |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106988758A (en) * | 2017-05-08 | 2017-07-28 | 中铁五局集团第五工程有限责任公司 | One kind is used to pass through large-scale vertical solution cavity group method for tunnel construction |
| CN107060840A (en) * | 2017-05-07 | 2017-08-18 | 中铁十八局集团有限公司 | A kind of construction method of large cross-section tunnel V grades of country rock excavation supportings |
| CN107630710A (en) * | 2017-11-09 | 2018-01-26 | 河南工程学院 | A kind of super large Varied section tunnel support structure |
| CN107701193A (en) * | 2017-11-28 | 2018-02-16 | 中铁十二局集团有限公司 | A kind of breaking surrounding rock separate tunnel intersection gradual change section constructing method |
| CN108931822A (en) * | 2018-09-17 | 2018-12-04 | 贵州省水利水电勘测设计研究院 | A kind of underground full packing solution cavity exploitation method |
| CN110714771A (en) * | 2019-11-21 | 2020-01-21 | 中铁四局集团有限公司 | Tunnel entering construction method with hidden karst cave at tunnel portal |
| CN111119904A (en) * | 2019-12-18 | 2020-05-08 | 浙江大学城市学院 | Construction method of soft surrounding rock karst section tunnel |
| CN113266372A (en) * | 2021-06-16 | 2021-08-17 | 交通运输部公路科学研究所 | Construction method for soft rock super-large section tunnel step in karst cave development stratum |
| CN111119938B (en) * | 2019-12-30 | 2022-02-11 | 中交路桥华南工程有限公司 | Method for processing karst cave at upper part of tunnel |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08121086A (en) * | 1994-10-26 | 1996-05-14 | Kenzo Murakami | Concrete wall structure and manufacture thereof |
| CN101922303A (en) * | 2010-08-30 | 2010-12-22 | 中铁第四勘察设计院集团有限公司 | Method for treating tunnel passing through underground river karst hall |
| CN101985883A (en) * | 2010-08-30 | 2011-03-16 | 中铁第四勘察设计院集团有限公司 | Cavern protection method |
| CN201771516U (en) * | 2010-08-30 | 2011-03-23 | 中铁第四勘察设计院集团有限公司 | Supporting structure of district passing through cavern and underground river for tunnel |
| CN104100279A (en) * | 2014-07-16 | 2014-10-15 | 中铁西北科学研究院有限公司 | Tunnel floor supporting frame penetrating cave and construction method thereof |
| CN104532821A (en) * | 2014-10-29 | 2015-04-22 | 中铁三局集团有限公司 | Extra-large karst cave bottom treatment construction method |
| CN105178979A (en) * | 2015-08-28 | 2015-12-23 | 中铁二十五局集团第四工程有限公司 | Supporting structure of tunnel in bias salt cavity environment and construction method of supporting structure |
| CN205154179U (en) * | 2015-11-26 | 2016-04-13 | 王道远 | Stabilize shallow protective structure who buries bias voltage tunnel portal |
-
2016
- 2016-08-22 CN CN201610698815.0A patent/CN106194196B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08121086A (en) * | 1994-10-26 | 1996-05-14 | Kenzo Murakami | Concrete wall structure and manufacture thereof |
| CN101922303A (en) * | 2010-08-30 | 2010-12-22 | 中铁第四勘察设计院集团有限公司 | Method for treating tunnel passing through underground river karst hall |
| CN101985883A (en) * | 2010-08-30 | 2011-03-16 | 中铁第四勘察设计院集团有限公司 | Cavern protection method |
| CN201771516U (en) * | 2010-08-30 | 2011-03-23 | 中铁第四勘察设计院集团有限公司 | Supporting structure of district passing through cavern and underground river for tunnel |
| CN104100279A (en) * | 2014-07-16 | 2014-10-15 | 中铁西北科学研究院有限公司 | Tunnel floor supporting frame penetrating cave and construction method thereof |
| CN104532821A (en) * | 2014-10-29 | 2015-04-22 | 中铁三局集团有限公司 | Extra-large karst cave bottom treatment construction method |
| CN105178979A (en) * | 2015-08-28 | 2015-12-23 | 中铁二十五局集团第四工程有限公司 | Supporting structure of tunnel in bias salt cavity environment and construction method of supporting structure |
| CN205154179U (en) * | 2015-11-26 | 2016-04-13 | 王道远 | Stabilize shallow protective structure who buries bias voltage tunnel portal |
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107060840B (en) * | 2017-05-07 | 2019-04-30 | 中铁十八局集团有限公司 | A kind of construction method of large cross-section tunnel V grades of country rock excavation supportings |
| CN107060840A (en) * | 2017-05-07 | 2017-08-18 | 中铁十八局集团有限公司 | A kind of construction method of large cross-section tunnel V grades of country rock excavation supportings |
| CN106988758A (en) * | 2017-05-08 | 2017-07-28 | 中铁五局集团第五工程有限责任公司 | One kind is used to pass through large-scale vertical solution cavity group method for tunnel construction |
| CN106988758B (en) * | 2017-05-08 | 2023-09-01 | 中铁五局集团第五工程有限责任公司 | Construction method for crossing large-scale vertical karst cave group tunnel |
| CN107630710A (en) * | 2017-11-09 | 2018-01-26 | 河南工程学院 | A kind of super large Varied section tunnel support structure |
| CN107701193A (en) * | 2017-11-28 | 2018-02-16 | 中铁十二局集团有限公司 | A kind of breaking surrounding rock separate tunnel intersection gradual change section constructing method |
| CN107701193B (en) * | 2017-11-28 | 2019-04-05 | 中铁十二局集团有限公司 | A kind of breaking surrounding rock separate tunnel intersection gradual change section constructing method |
| CN108931822A (en) * | 2018-09-17 | 2018-12-04 | 贵州省水利水电勘测设计研究院 | A kind of underground full packing solution cavity exploitation method |
| CN110714771A (en) * | 2019-11-21 | 2020-01-21 | 中铁四局集团有限公司 | Tunnel entering construction method with hidden karst cave at tunnel portal |
| CN111119904A (en) * | 2019-12-18 | 2020-05-08 | 浙江大学城市学院 | Construction method of soft surrounding rock karst section tunnel |
| CN111119904B (en) * | 2019-12-18 | 2021-03-30 | 浙江大学城市学院 | Construction method of soft surrounding rock karst section tunnel |
| CN111119938B (en) * | 2019-12-30 | 2022-02-11 | 中交路桥华南工程有限公司 | Method for processing karst cave at upper part of tunnel |
| CN113266372A (en) * | 2021-06-16 | 2021-08-17 | 交通运输部公路科学研究所 | Construction method for soft rock super-large section tunnel step in karst cave development stratum |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106194196B (en) | 2019-01-29 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106194196B (en) | A kind of large-scale karst cave treatment crossing tunnel trunk and excavation method | |
| CN106246192A (en) | Large-scale karst cave treatment under a kind of tunnel basis and base plate and tunnel excavation method | |
| CN100451295C (en) | Tunnel dredging method suitable for railway large section IV, V class rock tunnel | |
| CN106869944B (en) | The extra small clear-distance tunnel construction method in underground interchange intersection under complex environment | |
| CN106246201A (en) | The excavation in tunnel and karst cave treatment method when small-sized solution cavity is positioned at tunneling surrounding | |
| CN104612698B (en) | A kind of shallow-depth-excavation tunnel top bar interval wall construction method | |
| CN105888703B (en) | Super Shallow Covered Metro Station construction method under lateral canopy lid is performed in micro- pilot tunnel | |
| CN104405399B (en) | One kind passes through drift sand stratum tunnel excavation support body engineering method | |
| CN106246191B (en) | A kind of hole body is dredged, fills plentiful large-scale karst cave treatment and tunnel excavation method deeply | |
| CN106121675A (en) | Small-sized solution cavity is positioned at tunnel excavation and karst cave treatment method time at the bottom of tunneling inverted arch | |
| CN108487911A (en) | The compound crossing method construction method of longspan tunnel bilateral wall under complex geological condition | |
| CN102606162A (en) | Quick construction method for weak surrounding rock shallowly-buried easily-collapsed area of tunnel | |
| CN104653187B (en) | Method for excavating geological large-section tunnel with water-rich sand layer | |
| CN108278115A (en) | A kind of three step Rapid Construction of Tunnels method of big arch springing and structure based on pre-timbering with tubular prop | |
| CN202707075U (en) | Long-span subway station main structure constructed based on column and arch method | |
| CN107288653A (en) | A kind of the benching tunnelling method excavation supporting structure of weak surrounding rock large cross-section tunnel double -side approach three and construction method | |
| CN104533446A (en) | Construction method and structure of two-layer preliminary support for preventing geological disaster of large-section weak surrounding rock tunnel | |
| CN103244133B (en) | The milling of coal measure strata tunnel is dug and is combined construction with explosion | |
| CN105443132A (en) | Construction method of shallow-buried subsurface-excavated cross-shaped cross-strut tunnel | |
| CN102226403A (en) | Construction method of large-span subway station main body by using arched cover method and station main body structure | |
| CN101725358A (en) | Tunnel ultra-shallow buried uneven weathered stratum excavation construction method | |
| CN103277106A (en) | Highway tunnel three-step five-procedure excavation construction method | |
| CN205063959U (en) | Tunnel supporting construction suitable for last soft hard ground layer down | |
| CN201991017U (en) | Subway large-span station body structure based on arch cover method construction forming | |
| CN107965325B (en) | A kind of small interval shallow tunnel just branch arch replacement construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |