CN106979027A - Control the convergent lock pin stake supporting construction of Tunnel sedimentation - Google Patents
Control the convergent lock pin stake supporting construction of Tunnel sedimentation Download PDFInfo
- Publication number
- CN106979027A CN106979027A CN201710337460.7A CN201710337460A CN106979027A CN 106979027 A CN106979027 A CN 106979027A CN 201710337460 A CN201710337460 A CN 201710337460A CN 106979027 A CN106979027 A CN 106979027A
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- lock pin
- convergent
- pin stake
- supporting construction
- reinforcing bar
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- 238000010276 construction Methods 0.000 title claims abstract description 27
- 238000004062 sedimentation Methods 0.000 title claims abstract description 24
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 53
- 239000010959 steel Substances 0.000 claims abstract description 53
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 31
- 210000003205 muscle Anatomy 0.000 claims abstract description 23
- 230000000694 effects Effects 0.000 claims abstract description 14
- 238000009412 basement excavation Methods 0.000 claims abstract description 13
- 239000002002 slurry Substances 0.000 claims abstract description 9
- 238000004873 anchoring Methods 0.000 claims abstract description 8
- 239000004576 sand Substances 0.000 claims description 14
- 238000002347 injection Methods 0.000 claims description 13
- 239000007924 injection Substances 0.000 claims description 13
- 239000004567 concrete Substances 0.000 claims description 11
- 238000005553 drilling Methods 0.000 claims description 9
- 238000003466 welding Methods 0.000 claims description 9
- 239000011435 rock Substances 0.000 claims description 8
- 239000007921 spray Substances 0.000 claims description 6
- 230000015572 biosynthetic process Effects 0.000 claims description 4
- 238000003780 insertion Methods 0.000 claims description 3
- 230000037431 insertion Effects 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims 1
- 238000000034 method Methods 0.000 abstract description 6
- 238000005516 engineering process Methods 0.000 abstract description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 5
- 238000013461 design Methods 0.000 description 4
- 239000011440 grout Substances 0.000 description 4
- 239000011083 cement mortar Substances 0.000 description 3
- 239000003599 detergent Substances 0.000 description 3
- 230000011218 segmentation Effects 0.000 description 2
- 239000011378 shotcrete Substances 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 239000002131 composite material Substances 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Chemical & Material Sciences (AREA)
- Inorganic Chemistry (AREA)
- Civil Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses the convergent lock pin stake supporting construction of one kind control Tunnel sedimentation, including the preliminary bracing in Tunnel room, inclined lock pin stake is provided with the preliminary bracing outer wall, the lock pin stake includes churning pile body, the churning pile body is connected with L-type steel muscle core, the L-type steel muscle core other end is connected with being connected reinforcing bar, and the connection reinforcing bar is connected with the I-steel steelframe of preliminary bracing.The technology of the present invention technique is simple, the interference of process transformer effect less, operation facility, work efficiency is improved, and excavation of being got out of a predicament or an embarrassing situation in overcoming causes that arch springing is hanging, tunnel-side is unstable or slips the problems such as collapsing and lock footnote slurry anchoring effect difference.Realize stable face, the deformation of control cavern and sedimentation and mechanized construction.
Description
Technical field
Glued the invention belongs to settlement Control relatively tight, the fine sand layer of self-stable ability extreme difference, water-rich saturated ground or stream modeling shape
Property the special formation construction risk such as soil great tunnels and underground engineering design, technical field of construction, and in particular to one kind control
The convergent lock pin stake supporting construction of Tunnel sedimentation.
Background technology
Lock foot anchoring stock（Or lock pin anchor tube）The technology that combined bolting and shotcrete grows up is accompanied by, is the arch of supporting in the early stage
A kind of steel construction sideling set at pin.Before gunite concrete after tunnel excavation, steelframe are set up, it is consolidated with steelframe
It is fixed, limit surrouding rock deformation together with steelframe and pneumatically placed concrete.Be generally located on more than steelframe arch springing gusset plate junction 20~
In the range of 100 cm, direction is downward 15~30 degree of oblique cutting angle, 3~4m of length, anchor pole Φ 22mm hot-rolled reinforced bars（Anchor tube Φ 42
Seamless steel pipe）.Play a part of abutment wall system anchor bolt constraint country rock and preliminary bracing steelframe in top is deformed and supported into tunnel, hold back
Steelframe processed sedimentation and clearance convergence under pressure from surrounding rock effect.Because its construction is simple and easy to apply, economy, effect are obvious, efficiency height etc.
Reason has obtained extensive utilization.
There is many nonstandard places in its construction, such as slip casting is not full, first branch steelframe base foundation chance water softening,
The low problem of foundation bearing capacity, lock foot anchoring stock（Pipe）Effect can not embody, and result in deformation, the cracking of preliminary bracing, generally adopt
Take avoid constructing because of it for measure and not in place above mentioned problem occur.But in Extra-fine sand of self-stable ability extreme difference etc. distinguishingly
Under the conditions of matter, stratum slip casting effect is poor, plastic zone of surrounding rock is big, anchor force is weak, arch springing is hanging and side wall at country rock slip the reason such as collapse,
The lock foot anchoring stock of setting（Pipe）Stratum and the load that transmits of support top preliminary bracing can not be constrained, cause preliminary bracing sedimentation and
Deformation is excessive, and greatly hidden danger is left to construction.
The content of the invention
The present invention proposes that the purpose is to provide a kind of control Tunnel to solve the problem of prior art is present
The convergent lock pin stake supporting construction of sedimentation.
The technical scheme is that：The convergent lock pin stake supporting construction of one kind control Tunnel sedimentation, including
Inclined lock pin stake is provided with preliminary bracing in Tunnel room, the preliminary bracing outer wall, the lock pin stake includes churning
Pile body, the churning pile body is connected with L-type steel muscle core, and the L-type steel muscle core other end is connected with being connected reinforcing bar, the connection steel
Muscle is connected with the I-steel steelframe of preliminary bracing.
The lock pin stake is set for 30 ~ 45 degree obliquely along preliminary bracing side wall.
The churning pile body is by being anchored formed by rotating-spray campaign and slurries filling effect, restructuring rock mass structure
Churning drilling is formed in body, rotary churning pile body, the reinforcing bar core is connected in churning drilling.
The top half of the tunnel cavern is located in layer of sand, and the latter half is located in loess formation, treats every circulation top bar
After pneumatically placed concrete injection, before middle bench excavation, lock pin stake is applied at arch springing between two steel arch-shelfs of top bar.
The tunnel cavern is entirely located in layer of sand, after in every circulation, middle step pneumatically placed concrete injection after, in, leave office
Before rank is excavated, lock pin stake is applied at arch springing between upper, middle two steel arch-shelfs of step.
The top half of the tunnel cavern is located at loess, and the latter half is located in layer of sand, treats in every circulation, middle step sprays
After concrete ejection, in, before excavation of getting out of a predicament or an embarrassing situation, lock pin stake is applied at arch springing between upper, middle two steel arch-shelfs of step.
Its long side insertion churning drilling of the L-type steel muscle core, its short side is connected with being connected reinforcing bar, I-steel steelframe.
The L-type steel muscle core is with being connected reinforcing bar, the connected mode of I-steel steelframe is welding.
The connected mode of the connection reinforcing bar and I-steel steelframe is welding.
The technology of the present invention technique is simple, process transformer effect is disturbed less, operation facility, and work efficiency is improved, overcome
In excavation of getting out of a predicament or an embarrassing situation cause that arch springing is hanging, tunnel-side is unstable or slip to collapse and lock the problems such as footnote slurry anchoring effect is poor.Realize
Face is stable, control cavern is deformed and sedimentation and mechanized construction.
The lock pin stake major advantage wherein implemented：
1）Bearing capacity is high, settling amount is small, clearance convergence is small：Stake and stratum composite integrated, frictional resistance are big, and column rigidity is big,
In get out of a predicament or an embarrassing situation excavation containment side wall quicksand phenomenon；Steel yield strength is high simultaneously, can provide stronger support force.
2）Joint is easily handled, easy to connect, reliable：Rotary churning pile inserts steel pipe in time after applying, the welding of steel pipe one end is fixed
Steel bar, easily welds with first branch steelframe, can effectively implement stake and be combined with steelframe.
3）The long, adjustable angle of stake：Site operation adjusts that stake is long, angle according to monitoring measurement in time.
4）Construction is flexible：Work on the spot amount is reduced, the randomness of construction is eliminated, it is simple to operate, it is ensured that the implementation effect of lock pin
Really.
5）Lock pin stake can provide larger axle power, constrain just branch steel frame deformation, got out of a predicament or an embarrassing situation in reduction and excavate the lateral of the soil body
Deformation.
Brief description of the drawings
Fig. 1 is the structural representation of first embodiment of the invention；
Fig. 2 is the structural representation of second embodiment of the invention；
Fig. 3 is the structural representation of third embodiment of the invention；
Fig. 4 is node full-page proof schematic diagram at arch springing of the present invention；
Fig. 5 is Fig. 4 top view；
Fig. 6 is Fig. 4 side view；
Wherein：
1 preliminary bracing 2 lock pin stake
The lock foot anchoring stock of 3 L-type steel muscle core 4
5 I-steel steelframes 6 connect reinforcing bar
7 secondary linings.
Embodiment
Hereinafter, referring to the drawings and embodiment the present invention is described in detail：
As shown in Fig. 1 ~ 6, in one kind control Tunnel sedimentation convergent stake of lock pin supporting construction, including Tunnel room
Inclined lock pin stake 2 is provided with preliminary bracing 1, the outer wall of preliminary bracing 1, the lock pin stake 2 includes churning pile body, described
Churning pile body is connected with L-type steel muscle core 3, the other end of L-type steel muscle core 3 be connected reinforcing bar 6 be connected, it is described connection reinforcing bar 6 with
The I-steel steelframe 5 of preliminary bracing 1 is connected.
The lock pin stake 2 is set for 30 ~ 45 degree obliquely along the side wall of preliminary bracing 1.
The churning pile body is by being anchored formed by rotating-spray campaign and slurries filling effect, restructuring rock mass structure
Churning drilling is formed in body, rotary churning pile body, the reinforcing bar core 3 is connected in churning drilling.
As shown in figure 1, the top half of the tunnel cavern is located in layer of sand, the latter half is located in loess formation, because of sand
Layer is unstable, and arch springing is hanging or quicksand etc. causes preliminary bracing sedimentation, deformation big, and stronger support and constraint need to be set at arch springing
Distressed structure；Therefore, after after every circulation top bar pneumatically placed concrete injection, before middle bench excavation, skew back arrangement is set up at arch springing
Churning machinery, lock pin stake 2 is applied at arch springing between two steel arch-shelfs of top bar.During skew back churning operation, high pressure is sent first
Water, then cement mortar and pressure-air are sent, first it should be reached during injection after predetermined injection pressure, grouting amount, in gradually hoisting grouting pipe.
The lap of splice that Grouting Pipe is segmented lifting cannot be less than 100mm, when reaching design stake top height or excessive slurry phenomenon occur, should stop
The only churning work of current stake, and churning pipe is extracted and detergent line.The firm muscle core 3 of L-type is inserted before grout cures, and by steel
Muscle is welded with steelframe.
As shown in Fig. 2 the tunnel cavern is entirely located in layer of sand, because layer of sand is unstable, arch springing is hanging or quicksand etc.
Cause preliminary bracing sedimentation, deformation big, stronger support and constraint distressed structure need to be set at arch springing；Therefore, treat in every circulation,
After the injection of middle step pneumatically placed concrete, in, before excavation of getting out of a predicament or an embarrassing situation, the churning machinery of skew back arrangement is set up at arch springing, at upper, middle
Lock pin stake 2 is applied between two steel arch-shelfs of rank at arch springing.During skew back churning operation, water under high pressure is sent first, then send cement mortar and height
Air is pressed, first should be reached during injection after predetermined injection pressure, grouting amount, in gradually hoisting grouting pipe.Grouting Pipe segmentation lifting
The lap of splice cannot be less than 100mm, when reaching design stake top height or excessive slurry phenomenon occur, should stop the churning work of current stake
Make, and churning pipe is extracted and detergent line.The firm muscle core 3 of L-type is inserted before grout cures, and reinforcing bar and steelframe are welded.
As shown in figure 3, the top half of the tunnel cavern is located at loess, the latter half is located in layer of sand, because of layer of sand not
Stable, arch springing is hanging or quicksand etc. causes preliminary bracing sedimentation, deformation big, and stronger support and restrained deformation need to be set at arch springing
Structure；Therefore, after in every circulation, middle step pneumatically placed concrete injection after, in, before excavation of getting out of a predicament or an embarrassing situation, at arch springing set up skew back cloth
The churning machinery put, applies lock pin stake 2 between upper, middle two steel arch-shelfs of step at arch springing.During skew back churning operation, send first
Water under high pressure, then cement mortar and pressure-air are sent, first it should be reached during injection after predetermined injection pressure, grouting amount, in gradually lifting note
Slurry pipe.The lap of splice that Grouting Pipe segmentation is lifted cannot be less than 100mm, and phenomenon is starched when reaching design stake top height or occurring overflowing
When, the churning work of current stake should be stopped, and churning pipe is extracted and detergent line.The firm muscle core of L-type is inserted before grout cures
3, and reinforcing bar and steelframe are welded.
Its long side insertion churning drilling of the L-type steel muscle core 3, its short side is connected with being connected reinforcing bar 6, I-steel steelframe 5.
The L-type steel muscle core 3 is with being connected reinforcing bar 6, the connected mode of I-steel steelframe 5 is welding.
The connected mode of the connection reinforcing bar 6 and I-steel steelframe 5 is welding.
After preliminary bracing 1 is applied, lock pin stake 2 is often applied between circulation steelframe, the reinforcing bar core of L-type is inserted before grout cures
Material 3, and reinforcing bar core 3 is welded with I-steel steelframe 5, to ensure that load increases a connection steel of Φ 32 below L-type steel muscle 3
Muscle 6, and will connection reinforcing bar 6 and L-type steel muscle core 3, the firm welding of I-steel steelframe 5.
Reinforcing bar core 3 is processed into L-type using long 4.7m hot-rolled reinforced bars of Φ 32, long side 4m after processing, short side 0.4m, with
The L-type steel rib component of 90 degree of 10cm radius bends.
The connection reinforcing bar that reinforcing bar 6 is two Pin steelframes is connected, in order to which preferably node is connected, is divided into the short side of reinforcing bar core 3
Connection reinforcing bar 6 is put, and by its reinforcing bar and steelframe firm welding.
The technology of the present invention technique is simple, process transformer effect is disturbed less, operation facility, and work efficiency is improved, overcome
In excavation of getting out of a predicament or an embarrassing situation cause that arch springing is hanging, tunnel-side is unstable or slip to collapse and lock the problems such as footnote slurry anchoring effect is poor.Realize
Face is stable, control cavern is deformed and sedimentation and mechanized construction.
Claims (9)
1. the preliminary bracing in one kind control Tunnel sedimentation convergent stake of lock pin supporting construction, including Tunnel room
（1）, it is characterised in that：The preliminary bracing（1）Inclined lock pin stake is provided with outer wall（2）, the lock pin stake（2）Including rotation
Spray pile body, the churning pile body and L-type steel muscle core（3）It is connected, L-type steel muscle core（3）The other end is with being connected reinforcing bar（6）Phase
Even, the connection reinforcing bar（6）With preliminary bracing（1）I-steel steelframe（5）It is connected.
2. the convergent lock pin stake supporting construction of control Tunnel sedimentation according to claim 1, it is characterised in that：
The lock pin stake（2）Along preliminary bracing（1）Side wall is set for 30 ~ 45 degree obliquely.
3. the convergent lock pin stake supporting construction of control Tunnel sedimentation according to claim 1, it is characterised in that：
The churning pile body is by anchoring body, churning formed by rotating-spray campaign and slurries filling effect, restructuring rock mass structure
Churning drilling, the reinforcing bar core are formed in pile body（3）It is connected in churning drilling.
4. the convergent lock pin stake supporting construction of control Tunnel sedimentation according to claim 1, it is characterised in that：
The top half of the tunnel cavern is located in layer of sand, and the latter half is located in loess formation, treats every circulation top bar pneumatically placed concrete
After injection, before middle bench excavation, lock pin stake is applied at arch springing between two steel arch-shelfs of top bar（2）.
5. the convergent lock pin stake supporting construction of control Tunnel sedimentation according to claim 1, it is characterised in that：
The tunnel cavern is entirely located in layer of sand, after in every circulation, middle step pneumatically placed concrete injection after, in, before excavation of getting out of a predicament or an embarrassing situation,
Lock pin stake is applied at arch springing between upper, middle two steel arch-shelfs of step（2）.
6. the convergent lock pin stake supporting construction of control Tunnel sedimentation according to claim 1, it is characterised in that：
The top half of the tunnel cavern is located at loess, and the latter half is located in layer of sand, treats in every circulation, middle step pneumatically placed concrete sprays
After penetrating, in, before excavation of getting out of a predicament or an embarrassing situation, lock pin stake is applied at arch springing between upper, middle two steel arch-shelfs of step（2）.
7. the convergent lock pin stake supporting construction of control Tunnel sedimentation according to claim 3, it is characterised in that：
The L-type steel muscle core（3）Its long side insertion churning drilling, its short side is with being connected reinforcing bar（6）, I-steel steelframe（5）It is connected.
8. the convergent lock pin stake supporting construction of control Tunnel sedimentation according to claim 7, it is characterised in that：
The L-type steel muscle core（3）With being connected reinforcing bar（6）, I-steel steelframe（5）Connected mode for welding.
9. the convergent lock pin stake supporting construction of control Tunnel sedimentation according to claim 1, it is characterised in that：
The connection reinforcing bar（6）With I-steel steelframe（5）Connected mode for welding.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710337460.7A CN106979027A (en) | 2017-05-15 | 2017-05-15 | Control the convergent lock pin stake supporting construction of Tunnel sedimentation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710337460.7A CN106979027A (en) | 2017-05-15 | 2017-05-15 | Control the convergent lock pin stake supporting construction of Tunnel sedimentation |
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| Publication Number | Publication Date |
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| CN106979027A true CN106979027A (en) | 2017-07-25 |
Family
ID=59341968
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| Application Number | Title | Priority Date | Filing Date |
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| CN201710337460.7A Pending CN106979027A (en) | 2017-05-15 | 2017-05-15 | Control the convergent lock pin stake supporting construction of Tunnel sedimentation |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107476809A (en) * | 2017-09-05 | 2017-12-15 | 长安大学 | A kind of large deformation control method of chlorite schist stratum longspan tunnel |
| CN108533296A (en) * | 2018-06-11 | 2018-09-14 | 中铁二局第工程有限公司 | Large deformation tunnel steelframe prearrangement of deformation amount unit docking structure and construction method |
| CN109322687A (en) * | 2018-10-26 | 2019-02-12 | 林翠英 | A kind of soft rock tunnel, which is got out of a predicament or an embarrassing situation, excavates the control method that anti-settling restrains hydraulic collateral support arrangement |
| CN109538246A (en) * | 2018-12-26 | 2019-03-29 | 中铁科学研究院有限公司 | Ledge method tunneling subway station arch springing ruggedized construction and construction method |
| CN109958456A (en) * | 2019-04-25 | 2019-07-02 | 南昌工程学院 | A kind of advance reinforcement construction method for building tunnel in the stratum of no self-stable ability |
| CN111706367A (en) * | 2020-06-30 | 2020-09-25 | 中铁二院工程集团有限责任公司 | Composite locking leg structure of preliminary bracing steel frame in tunnel and construction method |
| CN114960676A (en) * | 2022-06-16 | 2022-08-30 | 广州市第二市政工程有限公司 | Construction method of pressure injection type tubular pile enclosure supporting structure with embedded flexible anchor rod |
| CN116816362A (en) * | 2023-08-31 | 2023-09-29 | 北京交通大学 | Supporting and reinforcing method for intersection of positive tunnel and transverse channel of ultra-large buried soft rock tunnel |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107476809A (en) * | 2017-09-05 | 2017-12-15 | 长安大学 | A kind of large deformation control method of chlorite schist stratum longspan tunnel |
| CN107476809B (en) * | 2017-09-05 | 2019-06-11 | 长安大学 | A kind of large deformation control method of chlorite schist stratum longspan tunnel |
| CN108533296A (en) * | 2018-06-11 | 2018-09-14 | 中铁二局第工程有限公司 | Large deformation tunnel steelframe prearrangement of deformation amount unit docking structure and construction method |
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| CN109322687A (en) * | 2018-10-26 | 2019-02-12 | 林翠英 | A kind of soft rock tunnel, which is got out of a predicament or an embarrassing situation, excavates the control method that anti-settling restrains hydraulic collateral support arrangement |
| CN109538246A (en) * | 2018-12-26 | 2019-03-29 | 中铁科学研究院有限公司 | Ledge method tunneling subway station arch springing ruggedized construction and construction method |
| CN109958456A (en) * | 2019-04-25 | 2019-07-02 | 南昌工程学院 | A kind of advance reinforcement construction method for building tunnel in the stratum of no self-stable ability |
| CN111706367A (en) * | 2020-06-30 | 2020-09-25 | 中铁二院工程集团有限责任公司 | Composite locking leg structure of preliminary bracing steel frame in tunnel and construction method |
| CN114960676A (en) * | 2022-06-16 | 2022-08-30 | 广州市第二市政工程有限公司 | Construction method of pressure injection type tubular pile enclosure supporting structure with embedded flexible anchor rod |
| CN116816362A (en) * | 2023-08-31 | 2023-09-29 | 北京交通大学 | Supporting and reinforcing method for intersection of positive tunnel and transverse channel of ultra-large buried soft rock tunnel |
| CN116816362B (en) * | 2023-08-31 | 2023-10-31 | 北京交通大学 | Supporting and reinforcing method for intersection of positive tunnel and transverse channel of ultra-large buried soft rock tunnel |
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Application publication date: 20170725 |