CN106121675A - Small-sized solution cavity is positioned at tunnel excavation and karst cave treatment method time at the bottom of tunneling inverted arch - Google Patents
Small-sized solution cavity is positioned at tunnel excavation and karst cave treatment method time at the bottom of tunneling inverted arch Download PDFInfo
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- CN106121675A CN106121675A CN201610699191.4A CN201610699191A CN106121675A CN 106121675 A CN106121675 A CN 106121675A CN 201610699191 A CN201610699191 A CN 201610699191A CN 106121675 A CN106121675 A CN 106121675A
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- 238000009412 basement excavation Methods 0.000 title claims abstract description 63
- 238000000034 method Methods 0.000 title claims abstract description 31
- 230000005641 tunneling Effects 0.000 title claims abstract description 11
- 238000010276 construction Methods 0.000 claims abstract description 34
- 239000002689 soil Substances 0.000 claims abstract description 14
- 125000004122 cyclic group Chemical group 0.000 claims abstract description 7
- 238000005553 drilling Methods 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 10
- 239000010959 steel Substances 0.000 claims description 10
- 239000011435 rock Substances 0.000 claims description 7
- 239000004570 mortar (masonry) Substances 0.000 claims description 6
- 239000004575 stone Substances 0.000 claims description 6
- 238000004873 anchoring Methods 0.000 claims description 5
- 230000003014 reinforcing effect Effects 0.000 claims description 5
- 239000011083 cement mortar Substances 0.000 claims description 4
- 239000000463 material Substances 0.000 claims description 3
- 239000007921 spray Substances 0.000 claims description 3
- 238000005507 spraying Methods 0.000 claims description 3
- 238000003892 spreading Methods 0.000 claims description 3
- 230000007480 spreading Effects 0.000 claims description 3
- 238000007569 slipcasting Methods 0.000 claims description 2
- 230000008901 benefit Effects 0.000 description 3
- 230000008859 change Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- VTYYLEPIZMXCLO-UHFFFAOYSA-L Calcium carbonate Chemical compound [Ca+2].[O-]C([O-])=O VTYYLEPIZMXCLO-UHFFFAOYSA-L 0.000 description 2
- CURLTUGMZLYLDI-UHFFFAOYSA-N Carbon dioxide Chemical compound O=C=O CURLTUGMZLYLDI-UHFFFAOYSA-N 0.000 description 2
- 235000019738 Limestone Nutrition 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 238000005260 corrosion Methods 0.000 description 2
- 230000007797 corrosion Effects 0.000 description 2
- 238000009826 distribution Methods 0.000 description 2
- 239000006028 limestone Substances 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 229920002472 Starch Polymers 0.000 description 1
- NKWPZUCBCARRDP-UHFFFAOYSA-L calcium bicarbonate Chemical compound [Ca+2].OC([O-])=O.OC([O-])=O NKWPZUCBCARRDP-UHFFFAOYSA-L 0.000 description 1
- 229910000020 calcium bicarbonate Inorganic materials 0.000 description 1
- 229910000019 calcium carbonate Inorganic materials 0.000 description 1
- 229910002092 carbon dioxide Inorganic materials 0.000 description 1
- 239000001569 carbon dioxide Substances 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 239000003550 marker Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 238000011112 process operation Methods 0.000 description 1
- 238000003672 processing method Methods 0.000 description 1
- 238000007363 ring formation reaction Methods 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 239000008107 starch Substances 0.000 description 1
- 235000019698 starch Nutrition 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 238000005303 weighing 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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
-
- 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses small-sized solution cavity and be positioned at tunnel excavation and karst cave treatment method time at the bottom of tunneling inverted arch, concretely comprise the following steps: fill the solution cavity bottom tunnel inverted arch；Advance support, hoop excavation arc leading pit, and remaining core soil in advance are set in arch, tunnel；Step in step, right side on the left of excavation, getting out of a predicament or an embarrassing situation in left side, gets out of a predicament or an embarrassing situation in right side, and excavation cyclic advance amount, less than 1.5m, is equipped with preliminary bracing steelframe spacing；Top bar, middle step and the position remaining core soil in advance got out of a predicament or an embarrassing situation；At the bottom of circulation excavation tunnel, excavation drilling depth amount is 2 3m, after excavation, applies inverted arch preliminary bracing, after completing two tunnel excavations, supporting circulation, applies inverted arch in time, and inverted arch section length is 4 6m.This method for tunnel construction is applicable to bottom inverted arch the situation having small-sized solution cavity, it is possible to reduce the impact that tunnel subsidence is restrained by non-homogeneous stress, effectively controls tunnel deformation, the safety of balance tunnel construction, economy, speed of application, ensures the quality of constructing tunnel.
Description
Technical field
The present invention relates to technical field of tunnel construction, particularly relate to tunnel when small-sized solution cavity is positioned at the bottom of tunneling inverted arch and open
Dig and karst cave treatment 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, occurs small-sized solution cavity bottom inverted arch
Situation, also can affect safety and the construction quality of constructing tunnel.
Summary of the invention
It is an object of the invention to for above-mentioned technical problem, it is provided that small-sized solution cavity is positioned at tunnel time at the bottom of tunneling inverted arch
Excavating and karst cave treatment method, it can reduce the impact that tunnel subsidence is restrained by non-homogeneous stress, effectively control tunnel deformation,
The safety of balance tunnel construction, economy, speed of application, ensure the quality of constructing tunnel.
Technical scheme
For solving above-mentioned technical problem, the small-sized solution cavity that the present invention provides is positioned at tunnel excavation and solution cavity time at the bottom of tunneling inverted arch
Processing method, described tunnel is Karst Tunnel, specifically includes following steps:
S1, fills the solution cavity bottom tunnel inverted arch；During cavern depth ＜ 3m, use cushion construction, dry-laid rubble is changed and fills out, starch
Build slabstone and be filled in bottom and the top of solution cavity respectively；During cavern depth 3m-10m, use the construction of grouting and reinforcing method, injecting paste material
C30 cement mortar need to be used；
S2, arranges advance support, hoop excavation arc leading pit, and remaining core soil in advance in arch, tunnel；Excavation cyclic advance amount is not
More than 1.5m, it is equipped with preliminary bracing steelframe spacing；Should carry out after excavation spraying, anchor, net system supporting, note simultaneously
Slurry is reinforced, and sets up steelframe, highly locates at the above 30cm of steelframe arch springing, is close to steelframe dual-side and sets up lock foot anchor along angle of declination 30 °
Bar, arch springing anchor pole welds with steelframe, and multiple pneumatically placed concrete is to design thickness；
S3, on the left of excavation in step in step, right side, excavation cyclic advance amount is less than 1.5m, between itself and preliminary bracing steelframe
Away from being equipped with；Excavation height is 3-3.5m, and left and right sides step staggers 2-3m；Should carry out after excavation spraying, anchor, net system is propped up
Protect, spreading steelframe, highly locate at the above 30cm of steelframe arch springing, be close to steelframe dual-side and set up lock foot anchoring stock, arch along angle of declination 30 °
Foot anchor pole and steelframe firmly weld, and multiple pneumatically placed concrete is to design thickness；
S4, uses the method in S3 step, gets out of a predicament or an embarrassing situation, get out of a predicament or an embarrassing situation in right side on the left of construction；
S5, tops bar, middle step and the position remaining core soil in advance got out of a predicament or an embarrassing situation, after each bench excavation, applies inverted arch preliminary bracing, complete
After becoming two tunnel excavations, supporting circulation, applying inverted arch in time, inverted arch section length is 4-6m.
S6, at the bottom of circulation excavation tunnel, excavation drilling depth amount is 2-3m, after excavation, applies inverted arch preliminary bracing, completes two and open
Dig, supporting circulation after, apply inverted arch in time, inverted arch section length is 4-6m.
Further, in step S1, when using cushion construction, the specification of mortar flag stone is M10.
Further, in step S1, when using the construction of grouting and reinforcing method, inject serosity, seamless steel pipe by seamless steel pipe
Going deep into basement rock 1m, the distance between seamless steel pipe is 1.5m.
Further, in step S2, a length of 3-5m of remaining core soil in advance, its width is the 1/3-1/2 of tunnel excavation width.
The method have the benefit that
The small-sized solution cavity that the present invention provides is positioned at tunnel excavation and karst cave treatment method time at the bottom of tunneling inverted arch, and it can reduce
The impact that tunnel subsidence is restrained by non-homogeneous stress, effectively controls tunnel deformation, keep tie the weighing apparatus safety of constructing tunnel, economy
Property, speed of application, ensure constructing tunnel quality.
The present invention uses three seven footworks to carry out the excavation of tunnel tunnel face, 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 the large-scale solution cavity that hole body is dredged deeply, filling is plentiful 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
By the detailed description made in conjunction with the following drawings, advantages of the present invention will be apparent from and is easier to understand,
These accompanying drawings the most schematically, are not limiting as the present invention, wherein:
Fig. 1 is the structural representation of the present invention.
In accompanying drawing, the parts representated by each label are as follows:
1. ductule；2. seamless steel pipe；3. mortar flag stone；4. dry-laid rubble；5. arc leading pit；6. step on the left of；7. on the right side of
Middle step；8. get out of a predicament or an embarrassing situation on the left of；9. get out of a predicament or an embarrassing situation on the right side of；10-1. tops bar；10-2. middle step；10-3. gets out of a predicament or an embarrassing situation.
Detailed description of the invention
When being positioned at the small-sized solution cavity of the present invention at the bottom of tunneling inverted arch below in conjunction with specific embodiments and the drawings, tunnel is opened
Dig and be described in detail with karst cave treatment method.
The embodiment recorded at this is the specific detailed description of the invention of the present invention, for the design of the present invention being described, all
It is explanatory and exemplary, should not be construed as the restriction to embodiment of the present invention and the scope of the invention.Except record at this
Outside embodiment, those skilled in the art can also based on the application claims and description disclosure of that use aobvious and
Other technical scheme being clear to, these technical schemes include use to the embodiment recorded at this make any obviously
The technical scheme of substitutions and modifications.
The accompanying drawing of this specification is schematic diagram, aids in illustrating the design of the present invention, it is schematically indicated the shape of each several part
And mutual relation.Note that the structure of each parts for the ease of clearly showing the embodiment of the present invention, between each accompanying drawing
Do not draw according to identical ratio.Identical reference marker is used for representing identical part.
Fig. 1 is the structural representation of the present invention, and small-sized solution cavity is positioned at time at the bottom of tunneling inverted arch at tunnel excavation and solution cavity
Reason method, described tunnel is Karst Tunnel, and maximum span is up to 18 meters, specifically includes following steps:
S1, fills the solution cavity bottom tunnel inverted arch；During cavern depth ＜ 3m, use cushion construction, dry-laid rubble is changed and fills out 4,
Mortar flag stone 3 is filled in bottom and the top of solution cavity respectively；During cavern depth 3m-10m, use the construction of grouting and reinforcing method, slip casting
Material need to use C30 cement mortar；
Specifically, in step S1, when using cushion construction, the corrosion soil property of excavation solution cavity bottom, use dry-laid rubble 4 to fill out
Fill, then, re-use the mortar flag stone that specification is M10 and fill at the 1m of solution cavity top.
When using the construction of grouting and reinforcing method, injecting serosity by seamless steel pipe 2, boring gos deep into basement rock about 1m, between boring
Away from for 1.5m, seamless steel pipe 2 is inserted in the borehole, injects C30 cement mortar by seamless steel pipe 2.
S2, arranges advance support, hoop excavation arc leading pit 5, and remaining core soil in advance in arch, tunnel；Excavation cyclic advance
Amount is less than 1.5m, and it is equipped with preliminary bracing steelframe spacing；Should spray after excavation, anchor, net system supporting, adopt simultaneously
Reinforce with ductule 1 radial grouting, set up steelframe, highly locate at the above 30cm of steelframe arch springing, be close to steelframe dual-side along having a down dip
Lock foot anchoring stock is set up at 30 ° of angle, and arch springing anchor pole welds with steelframe, and multiple pneumatically placed concrete is to design thickness；
Specifically, in step S2, a length of 3-5m of remaining core soil in advance, its width is the 1/3-1/2 of tunnel excavation width.
S3, on the left of excavation in step 7 in step 6, right side, excavation cyclic advance amount is less than 1.5m, itself and preliminary bracing
Steelframe spacing is equipped with；Excavation height is 3-3.5m, and left and right sides step staggers 2-3m；Should spray after excavation, anchor, net system
Supporting, spreading steelframe, highly locate at the above 30cm of steelframe arch springing, be close to steelframe dual-side along angle of declination 30 ° set up lock foot anchoring stock,
Arch springing anchor pole and steelframe firmly weld, and multiple pneumatically placed concrete is to design thickness；
S4, uses the method in S3 step, gets out of a predicament or an embarrassing situation 8, right side gets out of a predicament or an embarrassing situation 9 on the left of construction；
S5, the 10-1 that tops bar, the position remaining core soil in advance of middle step 10-2 and the 10-3 that gets out of a predicament or an embarrassing situation, after each bench excavation, apply and face upward
Arch preliminary bracing, after completing two tunnel excavations, supporting circulation, applies inverted arch in time, and inverted arch section length is 4-6m.
S6, circulation excavation tunnel at the bottom of 11, excavation drilling depth beam be 2-3m, after excavation, apply inverted arch preliminary bracing, complete two and open
Dig, supporting circulation after, apply inverted arch in time, inverted arch section length is 4-6m.
Tunnel excavation method of the present invention has the following characteristics that
(1) constructing tunnel space is big, can the parallel operations of many work posts, improve work efficiency；
(2) being applicable to different spans, multiple form of fracture, preliminary bracing process operations is convenient；
(3) tunnel excavation construction is flexibly, and excavated surface is stable.
The small-sized solution cavity that the present invention provides is positioned at tunnel excavation and karst cave treatment method time at the bottom of tunneling inverted arch, and it can
Reduce the impact that tunnel subsidence is restrained by non-homogeneous stress, effectively control tunnel deformation, the safety of balance tunnel construction, economy
Property, speed of application, ensure constructing tunnel quality.
The present invention is not limited to above-mentioned embodiment, and anyone can draw other various forms under the enlightenment of the present invention
Product, no matter but in its shape or structure, make any change, every have same as the present application or akin technical side
Case, within all falling within protection scope of the present invention.
Claims (4)
- The most small-sized solution cavity is positioned at tunnel excavation and karst cave treatment method time at the bottom of tunneling inverted arch, and described tunnel is Karst Tunnel, It is characterized in that, comprise the following steps:S1, fills the solution cavity bottom tunnel inverted arch；During cavern depth ＜ 3m, use cushion construction, dry-laid rubble is changed and fills out (4), mortar flag stone (3) is filled in bottom and the top of solution cavity respectively；During cavern depth 3m-10m, grouting and reinforcing method is used to execute Work, injecting paste material uses C30 cement mortar；S2, arranges advance support, hoop excavation arc leading pit (5), and remaining core soil in advance in arch, tunnel；Excavation cyclic advance amount Less than 1.5m, it is equipped with preliminary bracing steelframe spacing；Should carry out after excavation spraying, anchor, net system supporting, simultaneously Use ductule (1) radial grouting to reinforce, set up steelframe, highly locate at the above 30cm of steelframe arch springing, be close to steelframe dual-side edge Angle of declination 30 ° sets up lock foot anchoring stock, and arch springing anchor pole welds with steelframe, and multiple pneumatically placed concrete is to design thickness；S3, on the left of excavation in step (7) in step (6), right side, excavation cyclic advance amount is less than 1.5m, itself and preliminary bracing Steelframe spacing is equipped with；Excavation height is 3-3.5m, and left and right sides step staggers 2-3m；Should spray after excavation, anchor, net system Supporting, spreading steelframe, highly locate at the above 30cm of steelframe arch springing, be close to steelframe dual-side along angle of declination 30 ° set up lock foot anchoring stock, Arch springing anchor pole and steelframe firmly weld, and multiple pneumatically placed concrete is to design thickness；S4, uses the method in S3 step, and (9) are got out of a predicament or an embarrassing situation in get out of a predicament or an embarrassing situation on the left of construction (8), right side；S5, top bar (10-1), middle step (10-2) and the position remaining core soil in advance of get out of a predicament or an embarrassing situation (10-3), after each bench excavation, Applying inverted arch preliminary bracing, after completing two tunnel excavations, supporting circulation, apply inverted arch in time, inverted arch section length is 4-6m；S6, at the bottom of circulation excavation tunnel (11), excavation drilling depth amount is 2-3m, after excavation, applies inverted arch preliminary bracing, completes two and open Dig, supporting circulation after, apply inverted arch in time, inverted arch section length is 4-6m.
- Tunnel excavation and karst cave treatment method the most according to claim 1, it is characterised in that in step S1, use cushion During construction, the specification of mortar flag stone (3) is M10.
- The most according to claim 1, tunnel excavation and karst cave treatment method, it is characterised in that in step S1, use slip casting to add Gu method construction, by seamless steel pipe (2) inject serosity, seamless steel pipe (2) gos deep into basement rock 1m, between seamless steel pipe (2) away from From for 1.5m.
- Tunnel excavation and karst cave treatment method the most according to claim 1, it is characterised in that in step S2, remaining core soil in advance A length of 3-5m, its width is the 1/3-1/2 of tunnel excavation width.
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| CN201610699191.4A CN106121675A (en) | 2016-08-22 | 2016-08-22 | Small-sized solution cavity is positioned at tunnel excavation and karst cave treatment method time at the bottom of tunneling inverted arch |
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| CN201610699191.4A CN106121675A (en) | 2016-08-22 | 2016-08-22 | Small-sized solution cavity is positioned at tunnel excavation and karst cave treatment method time at the bottom of tunneling inverted arch |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106640096A (en) * | 2017-02-17 | 2017-05-10 | 中铁八局集团第工程有限公司 | Construction method for penetrating through tunnel of backfilling soil section and transition section |
| CN106837371A (en) * | 2017-03-23 | 2017-06-13 | 中铁五局集团成都工程有限责任公司 | The step band inverted arch construction method of large deformation tunnel two |
| CN107013222A (en) * | 2017-05-28 | 2017-08-04 | 中铁五局集团有限公司 | A kind of the middle regions of the Yunnan Province red beds tunnel milling digging construction method close to existing railway |
| CN107387116A (en) * | 2017-09-11 | 2017-11-24 | 中国矿业大学 | Tunnel bottom plate concealed argillaceous filling karst replacement treatment method |
| CN107630706A (en) * | 2017-10-24 | 2018-01-26 | 中交第二航务工程局有限公司 | A kind of tunnel bottom structure and construction method for eliminating highland nip tunnel inverted arch protuberance |
| CN107905799A (en) * | 2017-12-20 | 2018-04-13 | 中国建筑土木建设有限公司 | Reinforced structure of high-speed rail tunnel bottom water passing karst cave and construction method thereof |
| CN108533271A (en) * | 2018-03-12 | 2018-09-14 | 中铁建大桥工程局集团第四工程有限公司 | A kind of two-tube tunnel radial grouting construction method in a hole |
| CN109555146A (en) * | 2018-12-27 | 2019-04-02 | 中铁第勘察设计院集团有限公司 | Karst Collapse Area peg board basement process pile foundation protects composite structure and construction method |
| 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 |
| CN111456738A (en) * | 2020-03-06 | 2020-07-28 | 中国十七冶集团有限公司 | Tunnel excavation method based on step method |
| CN111706366A (en) * | 2020-06-30 | 2020-09-25 | 中铁二院工程集团有限责任公司 | Tunnel lining structure penetrating through large full-filling karst cave and construction method |
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Effective date of registration: 20170802 Address after: 100037 Beijing, Xicheng District, one hundred million Zhuang Street, No. 3 Applicant after: Municipal Engineering Inst. of Beijing Applicant after: Beijing municipal administration road and bridge limited company Address before: 100037 Beijing, Xicheng District, one hundred million Zhuang Street, No. 3 Applicant before: Municipal Engineering Inst. of Beijing |
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Application publication date: 20161116 |