CN109209392A - Loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel - Google Patents
Loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel Download PDFInfo
- Publication number
- CN109209392A CN109209392A CN201811051394.8A CN201811051394A CN109209392A CN 109209392 A CN109209392 A CN 109209392A CN 201811051394 A CN201811051394 A CN 201811051394A CN 109209392 A CN109209392 A CN 109209392A
- Authority
- CN
- China
- Prior art keywords
- face
- excavation
- tunnel
- carries out
- stability
- 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
- 239000011435 rock Substances 0.000 title claims abstract description 94
- 238000000034 method Methods 0.000 title claims abstract description 74
- 238000009412 basement excavation Methods 0.000 title claims abstract description 73
- 239000004567 concrete Substances 0.000 claims abstract description 51
- 230000005641 tunneling Effects 0.000 claims abstract description 24
- 238000005553 drilling Methods 0.000 claims abstract description 23
- 239000000843 powder Substances 0.000 claims abstract description 16
- 230000002787 reinforcement Effects 0.000 claims abstract description 10
- 238000009434 installation Methods 0.000 claims abstract description 9
- 238000005520 cutting process Methods 0.000 claims abstract description 6
- 238000013507 mapping Methods 0.000 claims abstract description 6
- 238000012545 processing Methods 0.000 claims abstract description 5
- 239000004746 geotextile Substances 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 18
- 238000011156 evaluation Methods 0.000 claims description 18
- 239000010959 steel Substances 0.000 claims description 18
- 238000004880 explosion Methods 0.000 claims description 14
- 210000003205 muscle Anatomy 0.000 claims description 7
- 239000000243 solution Substances 0.000 claims description 5
- 238000002347 injection Methods 0.000 claims description 4
- 239000007924 injection Substances 0.000 claims description 4
- 239000002689 soil Substances 0.000 claims description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 3
- 239000004575 stone Substances 0.000 claims description 3
- 230000010412 perfusion Effects 0.000 claims description 2
- 238000003466 welding Methods 0.000 claims description 2
- 230000003014 reinforcing effect Effects 0.000 abstract description 5
- 238000013461 design Methods 0.000 abstract description 3
- 239000007921 spray Substances 0.000 abstract description 3
- 239000011372 high-strength concrete Substances 0.000 abstract 1
- 238000009423 ventilation Methods 0.000 abstract 1
- 238000010276 construction Methods 0.000 description 21
- 239000000835 fiber Substances 0.000 description 13
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 7
- 238000011161 development Methods 0.000 description 5
- 238000005516 engineering process Methods 0.000 description 5
- 206010044565 Tremor Diseases 0.000 description 4
- 238000005422 blasting Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 238000007363 ring formation reaction Methods 0.000 description 3
- 235000019738 Limestone Nutrition 0.000 description 2
- 238000013459 approach Methods 0.000 description 2
- 238000009833 condensation Methods 0.000 description 2
- 230000005494 condensation Effects 0.000 description 2
- 239000006028 limestone Substances 0.000 description 2
- 238000005065 mining Methods 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 230000006641 stabilisation Effects 0.000 description 2
- 238000011105 stabilization Methods 0.000 description 2
- 238000005728 strengthening Methods 0.000 description 2
- 238000012795 verification Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 239000003086 colorant Substances 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 230000006866 deterioration Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000011112 process operation Methods 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Classifications
-
- 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
-
- 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
- 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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- 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
-
- 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- 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
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a kind of loopful excavation methods suitable for IV-V grade of country rock of large cross-section tunnel, carry out advance geologic prediction；Tunneling boring range face estimation of stability is simultaneously classified；Decide whether advance support and face reinforcement, using corresponding concrete measure until face is stablized；Drill jumbo carries out borehole drilling and powder charge in face tunneling boring, disposable to detonate；Face ventilation, gets rid of the danger, and owes digging processing, muck removal；Face after excavating to this circulation carries out mapping and determines its stability, and wet shot manipulator just sprays early high-strength concrete, and closes face；Perform system anchor bolt；Steelframe is stood using arch installation bogie frame, and carries out circumferential and longitudinally connected, multiple pneumatically placed concrete to design thickness；This excavation recycles the quarrel backfill of inverted arch region hole, carries out subsequent cycle procedures；Inverted arch is carried out using packaged type inverted arch trestle and abutment wall base concrete pours；Geotextiles, splash guard are laid with and the binding of arch wall lining cutting reinforcing bar；Arch wall lining cutting is poured and is conserved.
Description
Technical field
The present invention relates to tunnel construction technical fields, in particular to a kind of to enclose suitable for IV-V grade of large cross-section tunnel
The loopful excavation method of rock.
Background technique
Since 21st century, China's Tunnel Engineering technology has obtained quick development, has benefited from high-speed railway in recent years
Rapid emergence.Tunnel Engineering technology has become the important a part of high-speed rail technology, especially in western railway construction, tunnel
Accounting is larger, often controls the duration of entire engineering.Railway such as is being built into blue line overall length about 457km, and wherein 32, tunnel is total about
332km, tunnel line ratio about 72.6%；For another example to the 130km range of east part of Sichuan, tunnel overall length is more than ten thousand high-speed rail Hubei Section Baokang of Zheng
120km, tunnel line is than up to 90% or more, like high speed subway.Ended for the end of the year 2015, the high-speed rail tunnel that the country is open to the traffic
More than 2200, the super 3200km of overall length is more than 10000km in the high-speed rail tunnel overall length built and planned.
Currently, in the construction of large-scale Railway Tunnel for many years, preliminarily formed high-speed railway mountain tunnel at
The construction method of set, i.e. Mining Method build technology, especially in western mountainous areas.Traditional mining method construction is mainly quick-fried using manually boring
Mode carries out excavation driving, drills and installs from advance support, borehole is crept into and powder charge, armature boring and installation, injection coagulation
The processes such as native operation, inverted arch perform, splash guard is laid with, secondary lining reinforcing bar and concreting, groove perform, multi-process operation
A large amount of human and material resources are put into.Simultaneously as Railway Tunnel is usually one-tunnel two-tracks tunnel, excavated section area compared with
Greatly, other than II, III grade of country rock is using full section method, in IV, V grade of country rock that surrounding rock stability is poor, it is contemplated that construction peace
Quan Xing generallys use partial excavation method, i.e., entire excavated section is divided into multiple portions and excavated, and each excavation part can
Parallel operations are carried out to independently form flow chart, including benching tunnelling method, three step of remaining core soil in advance starting working system, step are interim
The interim inverted arch method of stull method, step, CD method (i.e. interval wall approach), CRD method (i.e. intersection interval wall approach), two side-wall pilot tunnel.It adopts
When with the above partial excavation method, to guarantee that tunnel surrounding is stablized, gib plays a significant role, such as step plus interim inverted arch
Method is mainly used for V grade of weak surrounding rock stratum, and construction method needs perform based on profile steel frame, steel mesh, pneumatically placed concrete
Gib.
But existing constructing tunnel excavation method has the following problems:
1, adaptability of the existing tunneling boring with the disposable excavation method of inverted arch is poor, at present only in II, III grade of country rock
Duan Yingyong, and inefficiency, IV, V grade of weak surrounding rock section are all made of the construction of partial excavation method, i.e., by entire tunnel cross-section point
Drill-blast tunnelling is carried out at multiple regions, and the vibration that every one region of Blasting Excavation generates i.e. can be to not excavating zone-perturbation one nearby
Secondary, multiple disturbance will be generated by repeatedly excavating, serious to reduce tunnel trunk stability, so that plastic zone of surrounding rock and relaxation zone are significant
Increase, cause the load in shoulder bed effects supporting in the early stage to increase, Supporting Structure deformation is caused to increase, needs stronger supporting
It is able to maintain tunnel stabilization safety；
2, tunnel cross-section is divided into several zonules and individually excavated by the method for existing partial excavation, since space limits,
Not being available Large Construction equipment it is even more impossible to use big machinery matching operation leads to that all kinds of of construction efficiency can be improved
Mechanized equipment is unable to get effective utilization；Meanwhile the flow chart of partial excavation method is more, and mutually closes between each process
Connection, once some process is impacted, it will other processes are influenced, to cause construction speed slow, construction period is longer；
3, partial excavation method needs to perform a large amount of gib to control the surrouding rock deformation in each region, such as interim
Pneumatically placed concrete, interim steelframe, interim steel mesh, interim anchor pole etc., will then be removed after stablizing, in addition to part interim steelframe
It can reuse, remaining gib cannot utilize again, and material and investment waste are larger；
4, it using artificial partial excavation method, being influenced by artificial subjective factor, it is larger that supporting construction performs quality discreteness,
And since manual operation efficiency is lower, preliminary bracing is performed and not in time after each region development blasting, so that country rock becomes
Shape is larger；Simultaneously as the limitation of partial excavation, excavates region at first and finally excavates region at a distance from tunnel longitudinal extension
It is larger, lead to preliminary bracing closing cyclization not in time, deformation controlling for rock surrounding gateways not in time, violates New Austrian Tunneling Method theory about control country rock
The requirement of two elements " immediate support, quick closure cyclization " of deformation, may cause the increase of country rock convergent deformation；
5, it is constructed, is manually put into larger while right using traditional artificial excavation method in IV, V grade of Support System in Soft Rock Tunnels
The stability of every circulation face simultaneously thinks little of, and face landslide accident is easily caused when wall rock condition is poor and threatens area
The personal safety of operating personnel near face；
6, traditional artificial partial excavation method is used in IV, V grade of Support System in Soft Rock Tunnels, think little of actively reinforcing country rock,
Active control surrouding rock deformation, but simply using the method for passive strengthening supporting structural strength come deformation controlling for rock surrounding gateways, in this way
It is easy to cause deformation excessive and cave in accident is caused to happen occasionally, and disease during operation is easy to cause to take place frequently.
Summary of the invention
The drawbacks of it is an object of the invention to overcome the traditional artificial partial excavation method in the presence of the prior art it is upper
Deficiency is stated, is integrally considered from constructing tunnel, is provided a kind of suitable for the safe, quick, high-quality of IV-V grade of country rock of large cross-section tunnel
Measure the excavation method of mechanization loopful.
In order to achieve the above-mentioned object of the invention, the present invention provides following technical schemes:
A kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel, comprising the following steps:
Step 1, it is pre- using geology sketch, geophysical prospecting, Advance Drilling method or drill jumbo MWD geotechnical boring cloud atlas
One or more of survey, carry out advance geologic prediction；
Drill jumbo MWD (Measure While Drilling, measurement while drilling) geotechnical boring Cloud image prediction is with complete
Computer multi-arm drill jumbo, using every circulation trolley borehole creep into when, by obtain drilling machine drilling when fltting speed, push away
Into parameters such as pressure, surge, rotation pressures, geology cloud atlas is formed according to the set procedure, the geology cloud atlas is according to display
Different colours can the soft or hard degree of a certain range of rock mass of preliminary judgement front of tunnel heading, integrated degree etc., to face
The a certain range of country rock in front carries out Geological Prediction；
Step 2, according to advance geologic prediction as a result, commenting the area face stability within the scope of full section of tunnel
Valence, and be A-E class by face analysis of stability, in which:
A class is hard rock, includes A-1 unstable；
B class is soft rockmass, includes that B-1 is more stable, B-2 is more stable, B-3 is unstable, B-4 is unstable；
C class concordant bias unfavorable geology includes that C-1 is stable, C-2 is more stable, C-3 is more stable to unstable, C-4 is more steady
It is fixed extremely unstable；
D class is fault belt, includes that D-1 is unstable, D-2 is unstable；
E class is karst intense development limestone, and face is unstable when meeting solution cavity；
Evaluation and classification standard are as shown in table 1；
Table 1, face estimation of stability and classification chart
Step 3, according to tunnel face face stability evaluation and classification results, decide whether to be propped up in advance
If desired shield and face reinforcement carry out advance support and face reinforcement, then according to face A-E classification using corresponding tool
Body measure, advance support measure is as shown in table 2, and face reinforcement solutions measure is as shown in table 3；
Table 2, advance support measure classification chart
Table 3, face treatment measures classification chart
Step 4 is carried out using drill jumbo in face tunneling boring range after face in the step 3 is stablized
Borehole drilling and powder charge, then band inverted arch disposably detonates；
Step 5 is aerated face near zone, and is carried out using excavator to face and rigid burst region
Digging processing is got rid of the danger and owed to danger stone, utilizes fortune quarrel vehicle muck removal；
Step 6, the face after excavating to this excavation circulation carry out mapping, and determine this excavation circulation palm immediately
The stability in sub- face performs the preliminary bracing after this excavation circulation is excavated, and using the progress of wet shot manipulator, just spray is mixed for preliminary bracing
Solidifying soil, concrete grade are at least C30, and the concrete of injection is the higher concrete of early strength, and one day age strength is at least
For 15MPa, its object is to as early as possible, active control surrouding rock deformation, while closing face, it should be noted that this excavation follows
The face mapping result that ring is carried out answers advance support measure and face reinforcement measure in reversed verification step three；
Step 7 recycles progress system anchor bolt to this excavation and performs, and tunnel arch range is used with mechanical swollen shell head
Lower-prestressed hollow grouting anchor, which anchors country rock using mechanical swollen shell head after being inserted into bolthole, and applies number
A few tons of initial tensioning force, at the first time fasten hole around rock, active control surrouding rock deformation, meanwhile, slip casting condensation after can mention
For later period anchor force, the deformation of country rock later period is controlled, uses grouting rock bolt within the scope of tunnel side wall；
Step 8, when precasting steel frame every circumferentially spaced several casings of welding of Pin steelframe, trolley pair is installed using arch
Prefabricated steelframe carries out erection installation, carries out the node fastening of circumferential unit, is inserted on adjacent two Pin steelframe using U-shaped steel muscle
Corresponding casing, all steelframes are longitudinally connected along tunnel, enhance steelframe longitudinal stability, then again pneumatically placed concrete to setting
Count thickness；
Step 9 is lagging behind this excavation circulation a distance, is being cut backfill inverted arch region as operation platform using hole, and
As next workbench for excavating circulation drill jumbo, after this step of this excavation circulation, carries out next excavation and follow
Ring procedures；
Step 10, in order not to interfere next operation for excavating circulation, next excavation recycles rock drilling in lagging behind step 9
Workbench a distance of trolley removes the hole quarrel of backfill, carries out inverted arch and abutment wall basis using packaged type inverted arch trestle
Concrete (or armored concrete) pour, perfusion inverted arch fill concrete is to setting after inverted arch and the initial set of abutment wall base concrete
Meter height；
Step 11, is laid with using splash guard and reinforcing steel bar-binding bench vehicle carries out geotextiles, the laying of splash guard and arch wall and serves as a contrast
Build the binding of reinforcing bar；
Step 12 carries out pouring and conserving for arch wall lining cutting using lining trolley.
Preferably, after implementing the step 3, area face stability is evaluated again, if being unsatisfactory for needing to continue described in implementation
Step 3, until face is stablized, it is therefore an objective to guarantee face stabilization or keeps stable state in next excavation circulation time limit,
To meet needs of constructing.
Preferably, in the step 4, in order to enhance the stability of face, when every circulation is excavated by face explosion at
Inclined-plane with certain slope, or the spheroform surface with certain curvature.
Preferably, in the step 7, anchor pole, which is performed, bores note all-in-one machine or drill jumbo operation using anchor pole, according to
Anchor pole bores note all-in-one machine, then can be automatically finished rockbolt installation, when using drill jumbo operation, manning's less important work.
Preferably, every Pin steelframe circumferentially welds the casing of a φ 30- φ 32 at interval of 1m-1.5m.
Preferably, the U-shaped steel muscle is U-shaped spiral.
Preferably, the diameter of the U-shaped steel muscle is φ 20- φ 25.
Preferably, the cross-sectional area of the large cross-section tunnel is 130m2-170m2。
In conclusion by adopting the above-described technical solution, the beneficial effects of the present invention are:
1, with a kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel of the present invention, Quan Duan
The method of face blasting in once-through driving, every circulation blasting vibration is primary, and the disturbance number to country rock is reduced to once, significantly
Reduce plastic zone of surrounding rock and relaxation zone range, reduce the load in shoulder bed effects supporting in the early stage, reduces Supporting Structure deformation, mention
Tunnel safety is risen, is especially constructed in IV, V grade of weak surrounding rock section using this method, significant effect；
It 2, is every with a kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel of the present invention
A working procedure provides working space using do mechanization operation, so that all kinds of mechanized equipments can be efficiently used, using this
Method, construction speed are largely improved, according to after live practical use as a result, IV, V grade of country rock is opened every month
Degree of digging into has reached 115m, 80m, and about 44%, 45% has been respectively increased in drill footage per month 80m, 55m compared to conventional method., work efficiency
It is promoted significant；
3, with a kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel of the present invention, Quan Duan
Face is disposably tunneled forward, without performing a large amount of not reproducible gib measure utilized, such as interim pneumatically placed concrete, steel
Frame, steel mesh, anchor pole etc. can largely save engineering material, can save great amount of investment, and economic impacts are significant；
4, it with a kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel of the present invention, uses
Fully-mechanized operation, can avoid artificial subjective factor influence supporting construction performs quality, and supporting construction performs in time, initial stage
Supporting can be cyclic rapidly in the shortest time, and timely to the Deformation control of country rock, this method has been agreed with completely in New Austrian Tunneling Method theory
The requirement of " immediate support, quick closure cyclization ", is the trend of future tunnel construction method development；
5, it with a kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel of the present invention, uses
Mechanical work can largely reduce face operating personnel nearby, human cost be greatlyd save, in the present that human cost is gradually increased
It, has preferable economy, secondly, this method extremely payes attention to the stability of face, near stability is directly related to
The personal safety of operating personnel, this method by area face stability carry out classification processing, when encountering different situations according to
Its standard directly decides whether to take measures, and takes which kind of measure, has and defines, this is the pass of this method success or not
In place of key；
6, it with a kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel of the present invention, uses
The measure of two active control surrouding rock deformation, first is that using early strength and the higher concrete of final set strength, second is that using band
There is the lower-prestressed hollow grouting anchor of mechanical swollen shell head, by two measures, on the one hand forms surrounding rock consolidation circle and promoted
Surrounding Rock Strength, on the other hand by performing high-intensitive supporting construction in time, can timely deformation controlling for rock surrounding gateways, greatly reduce because becoming
Shape supporting causes surrouding rock deformation is excessive cave in accident is caused to be controlled especially on IV, V grade of weak surrounding rock stratum by active not in time
Surrouding rock deformation processed makes it reach stable state as early as possible, and non-passive strengthening supporting structure bearing load, reduction run branch because long-term
Protection structure deterioration leads to the probability of its cracking destruction threat traffic safety；
7, adjacent with a kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel of the present invention
Two Pin steelframes the are longitudinally connected casing that welds when connecting precasting steel frame using U-shaped steel muscle, connection is simple, and speed is fast, stable connection,
It works well, has abandoned in traditional hole and welded, reduced in-cavity construction security risk.
Detailed description of the invention
Fig. 1 is a kind of process of the loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel of the present invention
Schematic diagram.
Specific embodiment
Below with reference to test example and specific embodiment, the present invention is described in further detail.But this should not be understood
It is all that this is belonged to based on the technology that the content of present invention is realized for the scope of the above subject matter of the present invention is limited to the following embodiments
The range of invention.
Embodiment 1
As shown in Figure 1, a kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel of the present invention,
The following steps are included:
Step 1, it is pre- using geology sketch, geophysical prospecting, Advance Drilling method or drill jumbo MWD geotechnical boring cloud atlas
One or more of survey, carry out advance geologic prediction；
Step 2, according to advance geologic prediction as a result, the face within the scope of full section of tunnel is rich water, crushing hard
There is collapsing, chip off-falling in rock, face, and fender graded is IV grade, and non-support face estimation of stability is unstable, as A-1
Class；
Step 3, according to tunnel face face stability evaluation and classification results, using length greater than 5m φ 42 it is small
Conduit carries out advance support, carries out local pneumatically placed concrete closing and local setting fiber anchor rod to face, again the evaluation palm
Sub- face stability, if being unsatisfactory for needing to continue to implement this step, until face is stablized；
Step 4 is carried out using drill jumbo in face tunneling boring range after face in the step 3 is stablized
Borehole drilling and powder charge, then band inverted arch disposably detonates, in order to enhance the stability of face, by area when every circulation is excavated
Face explosion is at the inclined-plane with certain slope, or the spheroform surface with certain curvature；
Step 5 is aerated face near zone, and is carried out using excavator to face and rigid burst region
Digging processing is got rid of the danger and owed to danger stone, utilizes fortune quarrel vehicle muck removal；
Step 6, the face after excavating to this excavation circulation carry out mapping, and determine this excavation circulation palm immediately
The stability in sub- face performs the preliminary bracing after this excavation circulation is excavated, and using the progress of wet shot manipulator, just spray is mixed for preliminary bracing
Solidifying soil, concrete grade are at least C30, and the concrete of injection is the higher concrete of early strength, and one day age strength is at least
For 15MPa, its object is to as early as possible, active control surrouding rock deformation, while closing face, it should be noted that this excavation follows
The face mapping result that ring is carried out answers advance support measure and face reinforcement measure in reversed verification step three；
Step 7 recycles progress system anchor bolt to this excavation and performs, and tunnel arch range is used with mechanical swollen shell head
Lower-prestressed hollow grouting anchor, which anchors country rock using mechanical swollen shell head after being inserted into bolthole, and applies number
A few tons of initial tensioning force, at the first time fasten hole around rock, active control surrouding rock deformation, meanwhile, slip casting condensation after can mention
For later period anchor force, the deformation of country rock later period is controlled, uses grouting rock bolt within the scope of tunnel side wall；
Wherein, anchor pole, which is performed, bores note all-in-one machine or drill jumbo operation using anchor pole, bores note all-in-one machine according to anchor pole,
It can be then automatically finished rockbolt installation, when using drill jumbo operation, manning's less important work；
Step 8, when precasting steel frame, every Pin steelframe circumferentially welded the casing of a φ 32 at interval of 1.2m, using arch
Installation trolley carries out erection installation to prefabricated steelframe, the node fastening of circumferential unit is carried out, using the U-shaped screw-thread steel of φ 22
Muscle is inserted into corresponding casing on adjacent two Pin steelframe, and all steelframes are longitudinally connected along tunnel, enhances steelframe longitudinal stability
Property, then again pneumatically placed concrete to design thickness；
Step 9 is lagging behind this excavation circulation a distance, is being cut backfill inverted arch region as operation platform using hole, and
As next workbench for excavating circulation drill jumbo, after this step of this excavation circulation, carries out next excavation and follow
Ring procedures；
Step 10, in order not to interfere next operation for excavating circulation, next excavation recycles rock drilling in lagging behind step 9
Workbench a distance of trolley removes the hole quarrel of backfill, carries out inverted arch and abutment wall basis using packaged type inverted arch trestle
Concrete (or armored concrete) pour, inverted arch fill concrete is perfused after inverted arch concrete initial set to design height；
Step 11, is laid with using splash guard and reinforcing steel bar-binding bench vehicle carries out geotextiles, the laying of splash guard and arch wall and serves as a contrast
Build the binding of reinforcing bar；
Step 12 carries out pouring and conserving for arch wall lining cutting using lining trolley.
Embodiment 2
A kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel, exists with the difference of embodiment 1
In after carrying out the first step:
Step 2, according to advance geologic prediction as a result, the face within the scope of full section of tunnel is anhydrous, complete soft
Rock, face part chip off-falling, fender graded are IV grade, and non-support face estimation of stability is more stable, as B-1 class；
Step 3, according to tunnel face face stability evaluation and classification results, using length greater than 5m φ 42 it is small
Conduit carries out advance support, carries out local pneumatically placed concrete closing to face, evaluates area face stability again, if being unsatisfactory for needing
Continue to implement this step, until face is stablized；
Step 4 is carried out using drill jumbo in face tunneling boring range after face in the step 3 is stablized
Borehole drilling and powder charge, then band inverted arch disposably detonates, in order to enhance the stability of face, by area when every circulation is excavated
Face explosion is at the inclined-plane with certain slope, or the spheroform surface with certain curvature；
Subsequent step is carried out again.
Embodiment 3
A kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel, exists with the difference of embodiment 1
In after carrying out the first step:
Step 2, according to advance geologic prediction as a result, face within the scope of full section of tunnel be rich water, it is complete soft
Rock, face soft-rock slope, local chip off-falling, fender graded are IV grade, non-support face estimation of stability be it is more stable, as
B-2 class；
Step 3, according to tunnel face face stability evaluation and classification results, using length greater than 5m φ 42 it is small
Conduit carries out advance support, carries out local pneumatically placed concrete closing and local setting fiber anchor rod to face, again the evaluation palm
Sub- face stability, if being unsatisfactory for needing to continue to implement this step, until face is stablized；
Step 4 is carried out using drill jumbo in face tunneling boring range after face in the step 3 is stablized
Borehole drilling and powder charge, then band inverted arch disposably detonates, in order to enhance the stability of face, by area when every circulation is excavated
Face explosion is at the inclined-plane with certain slope, or the spheroform surface with certain curvature；
Subsequent step is carried out again.
Embodiment 4
A kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel, exists with the difference of embodiment 1
In after carrying out the first step:
Step 2, according to advance geologic prediction as a result, face within the scope of full section of tunnel be it is anhydrous, be crushed it is soft
There is collapsing, chip off-falling in rock, face, and fender graded is IV grade, and non-support face estimation of stability is unstable, as B-3
Class；
Step 3, according to tunnel face face stability evaluation and classification results, using length greater than 6m φ 42 it is small
Conduit carries out advance support, carries out pneumatically placed concrete closing to face and fiber anchor rod is arranged in upper section, evaluate area again
Face stability, if being unsatisfactory for needing to continue to implement this step, until face is stablized；
Step 4 is carried out using drill jumbo in face tunneling boring range after face in the step 3 is stablized
Borehole drilling and powder charge, then band inverted arch disposably detonates, in order to enhance the stability of face, by area when every circulation is excavated
Face explosion is at the inclined-plane with certain slope, or the spheroform surface with certain curvature；
Subsequent step is carried out again.
Embodiment 5
A kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel, exists with the difference of embodiment 1
In after carrying out the first step:
Step 2, according to advance geologic prediction as a result, face within the scope of full section of tunnel be rich water, be crushed it is soft
There is collapsing, chip off-falling, soft-rock slope, face protrusion, the prominent mud of gushing water in rock, face, and fender graded is V grade, non-support area
Face stability is evaluated as unstable, as B-4 class；
Step 3, according to tunnel face face stability evaluation and classification results, using in the φ 60 of length 9m-15m
Pipe canopy carries out advance support, carries out pneumatically placed concrete closing and grouting reinforcement to face, evaluates area face stability again, if
It is unsatisfactory for needing to continue to implement this step, until face is stablized；
Step 4 is carried out using drill jumbo in face tunneling boring range after face in the step 3 is stablized
Borehole drilling and powder charge, then band inverted arch disposably detonates, in order to enhance the stability of face, by area when every circulation is excavated
Face explosion is at the inclined-plane with certain slope, or the spheroform surface with certain curvature；
Subsequent step is carried out again.
Embodiment 6
A kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel, exists with the difference of embodiment 1
In after carrying out the first step:
Step 2, according to advance geologic prediction as a result, the face within the scope of full section of tunnel is concordant bias hard
Collapsing, chip off-falling easily occur for rock, face biased side, and IV, V grade of fender graded, non-support face estimation of stability is steady
Determine, as C-1 class；
Step 3, according to tunnel face face stability evaluation and classification results:
For IV grade of country rock, 42 ductule of φ using length greater than 6m carries out advance support, and biased side suitably encrypts super
Preceding supporting circumferential direction spacing carries out local pneumatically placed concrete closing to face, area face stability is evaluated again, if being unsatisfactory for needing
Continue to implement this step, until face is stablized；
For V grade of country rock, advance support is carried out using pipe canopy in the φ 60 of length 9m-15m, biased side suitably encrypts super
Preceding supporting circumferential direction spacing carries out local pneumatically placed concrete closing to face, area face stability is evaluated again, if being unsatisfactory for needing
Continue to implement this step, until face is stablized；
Step 4 is carried out using drill jumbo in face tunneling boring range after face in the step 3 is stablized
Borehole drilling and powder charge, then band inverted arch disposably detonates, in order to enhance the stability of face, by area when every circulation is excavated
Face explosion is at the inclined-plane with certain slope, or the spheroform surface with certain curvature；
Subsequent step is carried out again.
Embodiment 7
A kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel, exists with the difference of embodiment 1
In after carrying out the first step:
Step 2, according to advance geologic prediction as a result, the face within the scope of full section of tunnel is that concordant bias is soft
Rock, face biased side easily occur collapse, chip off-falling, local deformation, IV, V grade of fender graded, non-support area face stability
It is evaluated as more stable, as C-2 class；
Step 3, according to tunnel face face stability evaluation and classification results:
For IV grade of country rock, 42 ductule of φ using length greater than 6m carries out advance support, and biased side suitably encrypts super
Preceding supporting circumferential direction spacing carries out local pneumatically placed concrete closing and local setting fiber anchor rod to face, evaluates area again
Face stability, if being unsatisfactory for needing to continue to implement this step, until face is stablized；
For V grade of country rock, advance support is carried out using pipe canopy in the φ 60 of length 9m-15m, biased side suitably encrypts super
Preceding supporting circumferential direction spacing carries out local pneumatically placed concrete closing and local setting fiber anchor rod to face, evaluates area again
Face stability, if being unsatisfactory for needing to continue to implement this step, until face is stablized；
Step 4 is carried out using drill jumbo in face tunneling boring range after face in the step 3 is stablized
Borehole drilling and powder charge, then band inverted arch disposably detonates, in order to enhance the stability of face, by area when every circulation is excavated
Face explosion is at the inclined-plane with certain slope, or the spheroform surface with certain curvature；
Subsequent step is carried out again.
Embodiment 8
A kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel, exists with the difference of embodiment 1
In after carrying out the first step:
Step 2, according to advance geologic prediction as a result, the face within the scope of full section of tunnel is that concordant bias is soft
Rock, face biased side easily occur collapsing, chip off-falling, become greatly, IV, V grade of fender graded, non-support face estimation of stability
It is more stable to unstable, as C-3 class；
Step 3, according to tunnel face face stability evaluation and classification results:
For IV grade of country rock, 42 ductule of φ using length greater than 6m carries out advance support, and biased side suitably encrypts super
Preceding supporting circumferential direction spacing carries out local pneumatically placed concrete closing and local setting fiber anchor rod to more stable face, to shakiness
Determine face and carry out pneumatically placed concrete closing and upper section/tunneling boring setting fiber anchor rod, evaluates area face stability again, if
It is unsatisfactory for needing to continue to implement this step, until face is stablized；
For V grade of country rock, advance support is carried out using pipe canopy in the φ 76 of length 9m-15m, biased side suitably encrypts super
Preceding supporting circumferential direction spacing carries out local pneumatically placed concrete closing and local setting fiber anchor rod to more stable face, to shakiness
Determine face and carry out pneumatically placed concrete closing and upper section/tunneling boring setting fiber anchor rod, evaluates area face stability again, if
It is unsatisfactory for needing to continue to implement this step, until face is stablized；
Step 4 is carried out using drill jumbo in face tunneling boring range after face in the step 3 is stablized
Borehole drilling and powder charge, then band inverted arch disposably detonates, in order to enhance the stability of face, by area when every circulation is excavated
Face explosion is at the inclined-plane with certain slope, or the spheroform surface with certain curvature；
Subsequent step is carried out again.
Embodiment 9
A kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel, exists with the difference of embodiment 1
In after carrying out the first step:
Step 2, according to advance geologic prediction as a result, the face within the scope of full section of tunnel is that concordant bias is soft
Collapsing, chip off-falling, large deformation easily occur for rock, face biased side, and IV, V grade of fender graded, non-support area face stability is commented
Valence is more stable to unstable, as C-4 class；
Step 3, according to tunnel face face stability evaluation and classification results:
For IV grade of country rock, 42 ductule of φ using length greater than 6m carries out advance support, and biased side suitably encrypts super
Preceding supporting circumferential direction spacing carries out local pneumatically placed concrete closing and local setting fiber anchor rod to more stable face, to shakiness
Determine face and carry out pneumatically placed concrete closing and upper section/tunneling boring setting fiber anchor rod, evaluates area face stability again, if
It is unsatisfactory for needing to continue to implement this step, until face is stablized；
For V grade of country rock, advance support is carried out using pipe canopy in the φ 76 of length 9m-15m, biased side suitably encrypts super
Preceding supporting circumferential direction spacing carries out local pneumatically placed concrete closing and local setting fiber anchor rod to more stable face, to shakiness
Determine face and carry out pneumatically placed concrete closing and upper section/tunneling boring setting fiber anchor rod, evaluates area face stability again, if
It is unsatisfactory for needing to continue to implement this step, until face is stablized；
Step 4 is carried out using drill jumbo in face tunneling boring range after face in the step 3 is stablized
Borehole drilling and powder charge, then band inverted arch disposably detonates, in order to enhance the stability of face, by area when every circulation is excavated
Face explosion is at the inclined-plane with certain slope, or the spheroform surface with certain curvature；
Subsequent step is carried out again.
Embodiment 10
A kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel, exists with the difference of embodiment 1
In after carrying out the first step:
Step 2, according to advance geologic prediction as a result, the face within the scope of full section of tunnel is that anhydrous construction is broken
There is collapsing, chip off-falling in band, face, and fender graded is V grade, and non-support face estimation of stability is unstable, as D-1
Class；
Step 3, according to tunnel face face stability evaluation and classification results, using length be greater than 20m φ 108
Steel tube shed carries out advance support, carries out pneumatically placed concrete closing and grouting reinforcement to face, evaluates area face stability again,
If being unsatisfactory for needing to continue to implement this step, until face is stablized；
Step 4 is carried out using drill jumbo in face tunneling boring range after face in the step 3 is stablized
Borehole drilling and powder charge, then band inverted arch disposably detonates, in order to enhance the stability of face, by area when every circulation is excavated
Face explosion is at the inclined-plane with certain slope, or the spheroform surface with certain curvature；
Subsequent step is carried out again.
Embodiment 11
A kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel, exists with the difference of embodiment 1
In after carrying out the first step:
Step 2, according to advance geologic prediction as a result, the face within the scope of full section of tunnel is that rich water construction is broken
There is collapsing, chip off-falling, face protrusion, the prominent mud of gushing water in band, face, and fender graded is V grade, non-support area face stability
It is evaluated as unstable, as D-2 class；
Step 3, according to tunnel face face stability evaluation and classification results, using length be greater than 20m φ 108
Steel tube shed carries out advance support, carries out pneumatically placed concrete closing to face and tunneling boring curtain-grouting consolidates, again the evaluation palm
Sub- face stability, if being unsatisfactory for needing to continue to implement this step, until face is stablized；
Step 4 is carried out using drill jumbo in face tunneling boring range after face in the step 3 is stablized
Borehole drilling and powder charge, then band inverted arch disposably detonates, in order to enhance the stability of face, by area when every circulation is excavated
Face explosion is at the inclined-plane with certain slope, or the spheroform surface with certain curvature；
Subsequent step is carried out again.
Embodiment 12
A kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel, exists with the difference of embodiment 1
In after carrying out the first step:
Step 2, according to advance geologic prediction as a result, the face within the scope of full section of tunnel is karst intense development
There is chip off-falling, gushing water, prominent mud in limestone, face, and IV, V grade of fender graded, face is not when non-support face chance solution cavity
Stablize, as E class；
Step 3, according to tunnel face face stability evaluation and classification results, it is big greater than the φ 89 of 20m using length
Pipe canopy carries out advance support, and IV, V grade of country rock carries out pneumatically placed concrete closing to face, evaluates area face stability again, if
It is unsatisfactory for needing to continue to implement this step, until face is stablized；
Step 4 is carried out using drill jumbo in face tunneling boring range after face in the step 3 is stablized
Borehole drilling and powder charge, then band inverted arch disposably detonates, in order to enhance the stability of face, by area when every circulation is excavated
Face explosion is at the inclined-plane with certain slope, or the spheroform surface with certain curvature；
Subsequent step is carried out again.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all in essence of the invention
Made any modifications, equivalent replacements, and improvements etc., should all be included in the protection scope of the present invention within mind and principle.
Claims (3)
1. a kind of loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel, which comprises the following steps:
Step 1, using in geology sketch, geophysical prospecting, Advance Drilling method or drill jumbo MWD geotechnical boring Cloud image prediction
One or more, carry out advance geologic prediction；
Step 2, according to advance geologic prediction as a result, evaluate the area face stability within the scope of full section of tunnel, and
It is A-E class by face analysis of stability, in which:
A class includes A-1 unstable；
B class includes that B-1 is more stable, B-2 is more stable, B-3 is unstable, B-4 is unstable；
C class includes that C-1 is stable, C-2 is more stable, C-3 is more stable to unstable, C-4 is more stable to unstable；
D class includes that D-1 is unstable, D-2 is unstable；
E class, face is unstable when meeting solution cavity；
Step 3, according to tunnel face face stability evaluation and classification results, decide whether carry out advance support and
If desired face reinforcement carries out advance support and face reinforcement, then used according to face A-E classification and specifically arranged accordingly
It applies；
Step 4 carries out borehole in face tunneling boring range using drill jumbo after face in the step 3 is stablized
Simultaneously powder charge is crept into, then band inverted arch disposably detonates；
Step 5 is aerated face near zone, and carries out danger stone to face and rigid burst region using excavator
Digging processing is got rid of the danger and owed, fortune quarrel vehicle muck removal is utilized；
Step 6, the face after excavating to this excavation circulation carry out mapping, and determine that this excavation recycles face immediately
Stability, perform this excavation circulation excavate after preliminary bracing, preliminary bracing using wet shot manipulator carry out just pneumatically placed concrete,
Concrete grade is at least C30, and the concrete of injection is the higher concrete of early strength, and age strength is at least within one day
15MPa, while closing face；
Step 7 recycles progress system anchor bolt to this excavation and performs, and tunnel arch range is used with the low of mechanical swollen shell head
Prestressing force hollow grouting anchor uses grouting rock bolt within the scope of tunnel side wall；
Step 8, when precasting steel frame every circumferentially spaced several casings of welding of Pin steelframe, using arch installation trolley to prefabricated
Good steelframe carries out erection installation, carries out the node fastening of circumferential unit, is inserted into using U-shaped steel muscle corresponding on adjacent two Pin steelframe
Casing, all steelframes are longitudinally connected along tunnel, enhance steelframe longitudinal stability, then again pneumatically placed concrete to designing thickness
Degree；
Step 9 is lagging behind this excavation circulation a distance, is being cut backfill inverted arch region as operation platform using hole, and conduct
Next workbench for excavating circulation drill jumbo carries out next excavation circulation industrial after this step of this excavation circulation
Sequence operation；
Step 10, in order not to interfere next operation for excavating circulation, next excavation recycles drill jumbo in lagging behind step 9
Workbench a distance, remove the hole quarrel of backfill, the mixed of inverted arch and abutment wall basis carried out using packaged type inverted arch trestle
Solidifying soil (or armored concrete) pours, and perfusion inverted arch fill concrete is to designing height after inverted arch and abutment wall base concrete initial set
Degree；
Step 11, is laid with using splash guard and reinforcing steel bar-binding bench vehicle carries out geotextiles, the laying of splash guard and arch wall lining cutting steel
The binding of muscle；
Step 12 carries out pouring and conserving for arch wall lining cutting using lining trolley.
2. excavation method according to claim 1, which is characterized in that after implementing the step 3, evaluate face again
Stability, if being unsatisfactory for needing to continue to implement the step 3, until face is stablized.
3. excavation method according to claim 1, which is characterized in that in the step 4, by area when every circulation is excavated
Face explosion is at the inclined-plane with certain slope, or the spheroform surface with certain curvature.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811051394.8A CN109209392B (en) | 2018-09-10 | 2018-09-10 | Full-ring excavation method suitable for IV-V-grade surrounding rock of large-section tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811051394.8A CN109209392B (en) | 2018-09-10 | 2018-09-10 | Full-ring excavation method suitable for IV-V-grade surrounding rock of large-section tunnel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109209392A true CN109209392A (en) | 2019-01-15 |
| CN109209392B CN109209392B (en) | 2020-05-19 |
Family
ID=64987936
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201811051394.8A Expired - Fee Related CN109209392B (en) | 2018-09-10 | 2018-09-10 | Full-ring excavation method suitable for IV-V-grade surrounding rock of large-section tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109209392B (en) |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110067564A (en) * | 2019-04-19 | 2019-07-30 | 中铁五局集团成都工程有限责任公司 | A kind of soft rock large cross-section tunnel big machinery melts cut construction method |
| CN110210069A (en) * | 2019-05-09 | 2019-09-06 | 西南交通大学 | Tunnel advanced support System Design method and tunnel advanced support design method |
| CN110617069A (en) * | 2019-09-24 | 2019-12-27 | 中铁隧道集团三处有限公司 | Full-circle excavation construction method |
| CN111396095A (en) * | 2020-04-21 | 2020-07-10 | 中铁二院工程集团有限责任公司 | Tunnel simply-supported arch open cut tunnel structure penetrating through giant karst cave and construction method thereof |
| CN111553000A (en) * | 2020-03-23 | 2020-08-18 | 西南交通大学 | Intelligent construction method of tunnel by drilling and blasting method |
| CN111912307A (en) * | 2020-07-23 | 2020-11-10 | 中交上海航道局有限公司 | Blasting excavation method of V-level surrounding rock large-section granite tunnel |
| CN111963202A (en) * | 2020-07-03 | 2020-11-20 | 铜陵有色金属集团股份有限公司 | Wet concrete spraying process for non-coal underground mine |
| 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 |
| CN113719296A (en) * | 2021-08-16 | 2021-11-30 | 北京市市政一建设工程有限责任公司 | Vibration reduction drilling and blasting construction process |
| CN114991781A (en) * | 2022-06-23 | 2022-09-02 | 中铁九局集团第三建设有限公司 | Tunnel excavation construction method suitable for IV-level and V-level surrounding rocks |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103513293A (en) * | 2013-10-12 | 2014-01-15 | 广西大学 | Tunnel geology comprehensive advanced forecasting expert system and implementation method thereof |
| CN103698817A (en) * | 2013-12-27 | 2014-04-02 | 上海川海信息科技有限公司 | Method for rapidly and safely predicting tunnel face of underground cavity on basis of image |
| CN104790978A (en) * | 2015-03-10 | 2015-07-22 | 中铁九局集团有限公司 | Small-clear-distance grade separation tunnel annular guide pit construction method |
| CN107526098A (en) * | 2017-10-19 | 2017-12-29 | 云南省水利水电勘测设计研究院 | A kind of construction method for carrying out advance geologic prediction |
| CN108266193A (en) * | 2018-03-12 | 2018-07-10 | 中铁十二局集团有限公司 | IVth, the construction method in V grade of weak surrounding rock tunneling boring tunnel |
-
2018
- 2018-09-10 CN CN201811051394.8A patent/CN109209392B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103513293A (en) * | 2013-10-12 | 2014-01-15 | 广西大学 | Tunnel geology comprehensive advanced forecasting expert system and implementation method thereof |
| CN103698817A (en) * | 2013-12-27 | 2014-04-02 | 上海川海信息科技有限公司 | Method for rapidly and safely predicting tunnel face of underground cavity on basis of image |
| CN104790978A (en) * | 2015-03-10 | 2015-07-22 | 中铁九局集团有限公司 | Small-clear-distance grade separation tunnel annular guide pit construction method |
| CN107526098A (en) * | 2017-10-19 | 2017-12-29 | 云南省水利水电勘测设计研究院 | A kind of construction method for carrying out advance geologic prediction |
| CN108266193A (en) * | 2018-03-12 | 2018-07-10 | 中铁十二局集团有限公司 | IVth, the construction method in V grade of weak surrounding rock tunneling boring tunnel |
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110067564A (en) * | 2019-04-19 | 2019-07-30 | 中铁五局集团成都工程有限责任公司 | A kind of soft rock large cross-section tunnel big machinery melts cut construction method |
| CN110210069B (en) * | 2019-05-09 | 2023-04-18 | 西南交通大学 | Tunnel advanced support system design method and tunnel advanced support design method |
| CN110210069A (en) * | 2019-05-09 | 2019-09-06 | 西南交通大学 | Tunnel advanced support System Design method and tunnel advanced support design method |
| CN110617069A (en) * | 2019-09-24 | 2019-12-27 | 中铁隧道集团三处有限公司 | Full-circle excavation construction method |
| CN111553000A (en) * | 2020-03-23 | 2020-08-18 | 西南交通大学 | Intelligent construction method of tunnel by drilling and blasting method |
| CN111396095A (en) * | 2020-04-21 | 2020-07-10 | 中铁二院工程集团有限责任公司 | Tunnel simply-supported arch open cut tunnel structure penetrating through giant karst cave and construction method thereof |
| CN111396095B (en) * | 2020-04-21 | 2024-05-24 | 中铁二院工程集团有限责任公司 | Tunnel simple arch open cut tunnel structure penetrating through huge karst cave and construction method thereof |
| CN111963202A (en) * | 2020-07-03 | 2020-11-20 | 铜陵有色金属集团股份有限公司 | Wet concrete spraying process for non-coal underground mine |
| CN111912307B (en) * | 2020-07-23 | 2022-09-09 | 中交上海航道局有限公司 | Blasting excavation method for V-level surrounding rock large-section granite tunnel |
| CN111912307A (en) * | 2020-07-23 | 2020-11-10 | 中交上海航道局有限公司 | Blasting excavation method of V-level surrounding rock large-section granite 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 |
| CN113719296A (en) * | 2021-08-16 | 2021-11-30 | 北京市市政一建设工程有限责任公司 | Vibration reduction drilling and blasting construction process |
| CN114991781A (en) * | 2022-06-23 | 2022-09-02 | 中铁九局集团第三建设有限公司 | Tunnel excavation construction method suitable for IV-level and V-level surrounding rocks |
Also Published As
| Publication number | Publication date |
|---|---|
| CN109209392B (en) | 2020-05-19 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109209391A (en) | Tiny step excavation method suitable for IV-V grade of country rock of large cross-section tunnel | |
| CN109209392A (en) | Loopful excavation method suitable for IV-V grade of country rock of large cross-section tunnel | |
| CN106869944B (en) | The extra small clear-distance tunnel construction method in underground interchange intersection under complex environment | |
| CN103089275B (en) | Control method of surrounding rocks in water-rich very-broken surrounding rock tunnel collapse sections | |
| CN104790978B (en) | The tunnel ring-shaped base tunnel construction method of small interval crossings on different level | |
| CN106761778B (en) | A kind of underground digging in subway station construction technology suitable for upper-soft lower-hard ground | |
| CN103306687B (en) | Soft rock tunnel long cantilever horizontal jet grouting Deformation control construction method | |
| CN104453921B (en) | A kind of Soft Rock Tunnel Excavation construction technology | |
| RU2581587C1 (en) | Method of filling hole under anchor, drilled in roof of mine working cartridges with resin | |
| CN102287198B (en) | Construction method for river-crossing shield tunnel crushed stratum communication channel | |
| CN103244133B (en) | The milling of coal measure strata tunnel is dug and is combined construction with explosion | |
| CN105781571A (en) | Construction method for soft rock deformation tunnel lining support dismantling-replacing arch | |
| CN103899318B (en) | The milling of medium ground tunnel is dug and supporting machinery construction | |
| CN105781573A (en) | Railway down-traversing highway tunnel double-layer casing pipe reinforcement double-pipe shed follow-pipe drilling construction method | |
| CN105065037A (en) | Double-layer arch center support construction method for highway soft rock tunnel | |
| CN106121675A (en) | Small-sized solution cavity is positioned at tunnel excavation and karst cave treatment method time at the bottom of tunneling inverted arch | |
| CN111997639B (en) | Method for getting rid of trouble and reinforcing and improving geology of TBM construction tunnel bad geology section card machine | |
| CN104141500B (en) | One hardens sand and gravel stratum cavern con struction method | |
| CN104632249A (en) | Tunnel system supporting technology used in loose and soft broken surrounding rock | |
| CN102383813A (en) | Construction method for ultralong loess accumulative roc tunnel | |
| CN108756901B (en) | Former times lattice reach special formation Shallow Tunnel Construction method | |
| CN109057802A (en) | Shallow tunnel with big cross-section underpass of freeways construction method | |
| CN108222976A (en) | Diversion tunnel pole weak surrounding rock section constructing method | |
| CN214273663U (en) | Weak surrounding rock tunnel geological disaster punishment structure | |
| CN113982639B (en) | Tunnel lining full-ring dismantling and replacing construction method in unfavorable geological region |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| TA01 | Transfer of patent application right | ||
| TA01 | Transfer of patent application right |
Effective date of registration: 20190807 Address after: 610000 No. 3 Tongjin Road, Chengdu City, Sichuan Province Applicant after: CHINA RAILWAY ERYUAN ENGINEERING GROUP Co.,Ltd. Applicant after: CHINA RAILWAY Corp. Applicant after: Wuhan-Kowloon Railway Passenger Dedicated Line Hubei Co.,Ltd. Applicant after: CREEC (CHENGDU) SURVEY, DESIGN AND RESEARCH Co.,Ltd. Applicant after: SOUTHWEST JIAOTONG University Address before: 610081 No. 4, West Second Lane, North Railway Station, Jinniu District, Chengdu City, Sichuan Province Applicant before: CREEC (CHENGDU) SURVEY, DESIGN AND RESEARCH Co.,Ltd. |
|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20200519 |