CN108756916A - High intensity basement rock protrusion stratum shield construction method - Google Patents
High intensity basement rock protrusion stratum shield construction method Download PDFInfo
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- CN108756916A CN108756916A CN201810598433.XA CN201810598433A CN108756916A CN 108756916 A CN108756916 A CN 108756916A CN 201810598433 A CN201810598433 A CN 201810598433A CN 108756916 A CN108756916 A CN 108756916A
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- high intensity
- basement rock
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- 239000011435 rock Substances 0.000 title claims abstract description 77
- 238000010276 construction Methods 0.000 title claims abstract description 67
- 239000002689 soil Substances 0.000 claims abstract description 51
- 239000002131 composite material Substances 0.000 claims abstract description 29
- 239000002002 slurry Substances 0.000 claims abstract description 28
- 239000002893 slag Substances 0.000 claims abstract description 17
- 230000006641 stabilisation Effects 0.000 claims abstract description 15
- 238000011105 stabilization Methods 0.000 claims abstract description 15
- 230000005641 tunneling Effects 0.000 claims abstract description 11
- 238000007569 slipcasting Methods 0.000 claims abstract description 9
- 230000001360 synchronised effect Effects 0.000 claims abstract description 7
- 229910000278 bentonite Inorganic materials 0.000 claims description 20
- 229940092782 bentonite Drugs 0.000 claims description 20
- 239000000440 bentonite Substances 0.000 claims description 20
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 20
- 238000002347 injection Methods 0.000 claims description 16
- 239000007924 injection Substances 0.000 claims description 16
- 239000006260 foam Substances 0.000 claims description 12
- 238000003756 stirring Methods 0.000 claims description 11
- 239000004568 cement Substances 0.000 claims description 10
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 10
- ONCZQWJXONKSMM-UHFFFAOYSA-N dialuminum;disodium;oxygen(2-);silicon(4+);hydrate Chemical compound O.[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[Na+].[Na+].[Al+3].[Al+3].[Si+4].[Si+4].[Si+4].[Si+4] ONCZQWJXONKSMM-UHFFFAOYSA-N 0.000 claims description 9
- 229940080314 sodium bentonite Drugs 0.000 claims description 9
- 229910000280 sodium bentonite Inorganic materials 0.000 claims description 9
- 230000009977 dual effect Effects 0.000 claims description 7
- 229910000831 Steel Inorganic materials 0.000 claims description 6
- 239000002956 ash Substances 0.000 claims description 6
- 239000002817 coal dust Substances 0.000 claims description 6
- 239000010959 steel Substances 0.000 claims description 6
- 238000005192 partition Methods 0.000 claims description 5
- 150000001875 compounds Chemical class 0.000 claims description 4
- 238000005516 engineering process Methods 0.000 claims description 4
- 239000000203 mixture Substances 0.000 claims description 4
- 230000035515 penetration Effects 0.000 claims description 4
- 235000019353 potassium silicate Nutrition 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 4
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 4
- 239000000956 alloy Substances 0.000 claims description 3
- 229910045601 alloy Inorganic materials 0.000 claims description 3
- 239000011083 cement mortar Substances 0.000 claims description 3
- 238000001514 detection method Methods 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 238000005520 cutting process Methods 0.000 claims description 2
- 230000003014 reinforcing effect Effects 0.000 claims description 2
- 239000004576 sand Substances 0.000 abstract description 4
- 238000005422 blasting Methods 0.000 abstract description 3
- 235000012216 bentonite Nutrition 0.000 description 16
- 238000000034 method Methods 0.000 description 11
- 239000010438 granite Substances 0.000 description 6
- 239000010410 layer Substances 0.000 description 6
- 239000013049 sediment Substances 0.000 description 5
- 239000010865 sewage Substances 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 238000005299 abrasion Methods 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 235000019994 cava Nutrition 0.000 description 2
- 238000004880 explosion Methods 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 241001074085 Scophthalmus aquosus Species 0.000 description 1
- 230000006978 adaptation Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 238000001816 cooling Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 235000021321 essential mineral Nutrition 0.000 description 1
- 239000010433 feldspar Substances 0.000 description 1
- 238000009963 fulling Methods 0.000 description 1
- 229910052500 inorganic mineral Inorganic materials 0.000 description 1
- 239000011159 matrix material Substances 0.000 description 1
- 239000011707 mineral Substances 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 230000010355 oscillation Effects 0.000 description 1
- 230000002572 peristaltic effect Effects 0.000 description 1
- 230000001007 puffing effect Effects 0.000 description 1
- 239000010453 quartz Substances 0.000 description 1
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N silicon dioxide Inorganic materials O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 239000002344 surface layer Substances 0.000 description 1
- 230000008961 swelling Effects 0.000 description 1
- 238000011282 treatment Methods 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
- E21D9/087—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield with a rotary drilling-head cutting simultaneously the whole cross-section, i.e. full-face machines
- E21D9/0873—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield with a rotary drilling-head cutting simultaneously the whole cross-section, i.e. full-face machines the shield being provided with devices for lining the tunnel, e.g. shuttering
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
-
- 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0642—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end
- E21D9/0678—Adding additives, e.g. chemical compositions, to the slurry or the cuttings
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/70—Grouts, e.g. injection mixtures for cables for prestressed concrete
Landscapes
- Engineering & Computer Science (AREA)
- Chemical & Material Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Geochemistry & Mineralogy (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Geology (AREA)
- Ceramic Engineering (AREA)
- General Chemical & Material Sciences (AREA)
- Inorganic Chemistry (AREA)
- Materials Engineering (AREA)
- Structural Engineering (AREA)
- Organic Chemistry (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a kind of high intensity basement rock protrusion stratum shield construction methods, and steps are as follows：（1）Choose shield machine：Choose composite soil pressure balance tunnel shielding machine tunneling construction；（2）Warehouse entry point is set and stabilization zone is arranged to warehouse entry point region；（3）It is bought securities with all one's capital boring mode using full soil pressure during Shield Construction Method Used, strictly controls amount of slag；The soil body is improved；Synchronize slip casting and secondary grouting；When shield driving is to warehouse entry point, warehouse entry with pressure checks whether cutter has inordinate wear；（4）Shield segment assembling is constructed；（5）After deviating from earth's surface after shield tail, increases synchronous grouting amount and carry out after-teeming slurry after the wall of section of jurisdiction.High intensity basement rock protrusion stratum of the present invention shield construction method, replacement cutter can be checked in time, problem in the native storehouse of processing, ensure rock breaking capacity, full soil pressure is bought securities with all one's capital boring mode, it prevents from face from also easily causing in pressure rapid fluctuation to cave in, meets the construction demand in the stratum large torque such as upper soft lower hard, layer of sand and possible presplit blasting.
Description
Technical field
The present invention relates to tunneling shield technology construction fields, are applied more particularly, to a kind of high intensity basement rock protrusion stratum shield
Work method.
Background technology
High intensity basement rock protrusion stratum natural compression strength reaches 160 ~ 204Mpa, and stratum is to remain matter clay and completely decomposed
Granite, in locally lying in, gentle breeze weathered granite（Basement rock protrusion）, basement rock protrusion interface of stone and earth in interstices of soil due to moving
Dynamic moisture is stopped by the extremely low rock mass of porosity, accumulates flow on rock mass surface, water is abundant, easily goes out in work progress
Now paste cutterhead, mud lining, face caves in, EPB shield tunneling is gushed, knife disc tool inordinate wear, shield machine working condition are bad,
The problems such as building settlements such as Sewage pollution collecting hanging basket transfinite makes a big impact to tunneling shield construction, especially constructs by ring in urban district
Border influences in the case of conventional means can not being used to carry out precrushing, and how shield machine, which passes through safely basement rock protrusion stratum, becomes tunnel
Great difficult problem in road shield-tunneling construction.
It is more than 100m based on Guangzhou Underground shield crossing length, rock uniaxiality strength is more than for the above situation
The requirement of engineering of the long range basement rock protrusion of 100Mpa uses Mining Method and excavates hard rock, and shield sky pushes away the construction method of mode,
But such mode increases the risk of boring construction.In addition, brill has been carried out in the raised 11 shield sections of No. 5 line basement rock of Shenzhen Metro
The matrix treatments modes such as hole explosion, the broken, impact grinding of artificial digging pile, have obtained the basement rock precrushing side of the different operating modes of adaptation
Method, but the execution conditions of precrushing must be provided, while precrushing can bring surrounding enviroment and shield driving new secondary calamity
Evil.
The apparent of ability, digging management theory and environmental protection requirement is studied and judged recently as shield equipment, geology
It is promoted, for the secondary harm for avoiding basement rock protrusion precrushing from bringing, Some Domestic scholar proposes the new think of for returning shield driving
Road can realize the replacement at any time of cutter, ensure that shield has rock breaking capacity, under careful operational circumstances, upper soft lower hard place
Layer does not use precrushing to handle and smoothly tunnel.
Existing shield machine directly passes through in the Engineering Projects of hard-soft heterogeneous ground, and hard rock uniaxial compressive strength is mostly in 120Mpa
Hereinafter, and tunnel upper environment it is single.And nowadays Xiamen area very high strength basement rock protrusion hard-soft heterogeneous ground encounter it is flat
The very high strength hard rock of equal uniaxial compressive strength 160Mpa, maximum intensity 206Mpa, and there is large-scale rain pipe in hole top top 4m
The complex working condition of culvert there is no both at home and abroad can use for reference case.When actually being constructed, it is primarily present following technical problem：Shield machine selects
The more difficult assurance of applicability of type；In work progress easily occur paste cutterhead, mud lining, face caves in, EPB shield tunneling is gushed；Cutterhead
The problems such as building settlements such as cutter inordinate wear, the bad, Sewage pollution collecting hanging basket of shield machine working condition transfinite.
Invention content
In order to more preferably solve it is above-mentioned the problems of in the prior art, the present invention provides a kind of high intensity basement rock protrusion ground
Layer shield construction method.
In order to achieve the above-mentioned object of the invention, the technical scheme is that：
A kind of high intensity basement rock protrusion stratum shield construction method, steps are as follows
（1）Choose shield machine：The geology on stratum residing for position to be tunneled to shield machine is surveyed in advance, and according to geological exploration
As a result, choosing composite soil pressure balance tunnel shielding machine tunneling construction, the cutterhead and support system sheet of the composite soil pressure balance tunnel shielding machine
Body is provided with agitating device, and the composite soil pressure balance tunnel shielding machine is equipped with foam injection systems and bentonite injected system to improve
The dregs on high intensity basement rock protrusion stratum；
（2）Warehouse entry point is set and stabilization zone is arranged to warehouse entry point region：The rock that detection is come out by boring and coring, to it
Being ground property is analyzed, and the composite soil pressure balance tunnel shielding machine tool wear situation is prejudged, and predicts composite soil pressure balance tunnel shielding machine
Primary driving is once tunneled up to length, and according to the composite soil pressure balance tunnel shielding machine up to length setting warehouse entry point and to institute
State warehouse entry point region setting stabilization zone；
（3）Shield Construction Method Used：
Active warehouse entry checks primary before the composite soil pressure balance tunnel shielding machine high intensity basement rock to be entered raised section, then starts to dig
Into construction；It is bought securities with all one's capital boring mode using full soil pressure during Shield Construction Method Used, strictly controls amount of slag；Close foam injection system
System, unlatching bentonite slurry injected system injection sodium bentonite mud improve the soil body；The Shield Construction Method Used is complete
While Cheng Yihuan and the balancing earth-pressure shielding machine promote, slip casting is synchronized, section of jurisdiction carries out after being detached from 4~6 ring of shield tail
Secondary grouting；When shield driving is to warehouse entry point, warehouse entry with pressure checks whether cutter has inordinate wear；
（4）Shield segment assembling is constructed：Step（3）After middle Shield Construction Method Used completes a ring, according to conventional pipe sheet assembling lining cutting
Construction technology carries out shield segment assembling construction；Constantly cycle, until completing whole work progress of constructed subway tunnel；
（5）After deviating from earth's surface after shield tail, increases synchronous grouting amount and carry out after-teeming slurry after the wall of section of jurisdiction.
The step（1）In composite soil pressure balance tunnel shielding machine use hydraulic-driven, driving power 945kW, nominal torque
For 6000KNm, torque of getting rid of poverty is 7200KNm, drives rotating speed 0-3.7 rpm, rock breaking capacity is not less than 210Mpa, cutterhead aperture opening ratio
For 30-40%, cutterhead rotating speed is 0.8 ~ 1.2r/min, and pile penetration is 2mm/r ~ 9mm/r, and knife spacing is 75-90mm.
The step（1）In agitating device include be arranged cutterhead back active stirring rod and be arranged before shield machine
Passive stirring rod on shield partition board.
The step（1）In foam injection systems include the pump configuration of 6 single tube lists foam inlet, wherein 2 tunnels with
Bentonite slurry shares.
The step（1）In cutter head of shield machine front panel heap be welded with clad steel plate, cycle beam appearance surface build-up welding clad steel
Plate and alloy knife.
The step（2）In warehouse entry point between be divided into 20m, the stabilization zone size is width 2.5-3.5m, 6-7 meters a length of,
Reinforcement depth is to Tunnel top, and reinforcing mode is quincuncial arrangement sleeve floral tube slip casting, and the distance between sleeve floral tube is 0.5-1m, is added
The outer rings Gu Qu institute injection slurry is dual slurry, inner ring is cement mortar.
The step（3）In full soil pressure buy securities with all one's capital and often tunnel 33cm in driving and slag tap a pipeful of, exist per ring overall control of slagging tap
56m3。
The step（3）In the sodium bentonite mud by sodium bentonite and water according to 1:8 ± 1 mass ratio is equal
Even to configure, slump 195-205mm, viscosity are 50 seconds, and the grouting amount in shield driving is 4m3/ ring.
High intensity basement rock protrusion stratum as described in claim 1 shield construction method, it is characterised in that：The step
（3）Described in simultaneous grouting slurry be uniformly mixed by cement, fine aggregate, coal dust ash, bentonite and water, it is the cement, thin
Aggregate, coal dust ash, bentonite and water mass ratio be 120:1040:160:150:280, it is 4.7m per ring grouting amount3, slip casting pressure
Power is not more than 0.2Mpa；The secondary grouting slurries use cement~waterglass dual slurry, presetting period to be set as 50~70s,
Grouting pressure is not more than 0.4Mpa.
Advantageous effect：
1, high intensity basement rock protrusion stratum of the present invention shield construction method, using with high thrust, strong torque, hard cutterhead, anti-mud
The composite balancing earth-pressure shielding machine of cake feature, rock breaking capacity are not less than 210Mpa, the combined type earth pressure balance that the present invention chooses
Shield machine is capable of providing enough thrust, torque, and configuration prevents incrusted measure, it is ensured that pipe culvert is dug using full soil pressure safely
Into.
2, the composite balancing earth-pressure shielding machine chosen in the shield construction method of high intensity basement rock protrusion stratum of the present invention is adopted
With hydraulic-driven, driving power, nominal torque, maximum thrust can meet quick-fried in upper soft lower hard, layer of sand and possible presplitting
The broken construction demand for waiting stratum large torque.
3, the composite balancing earth-pressure shielding machine that high intensity basement rock protrusion stratum of the present invention shield construction method is chosen uses
Pocket knife line space design can improve the construction demand of the stratum such as rock breaking capacity, presplit blasting of cutterhead large torque.
4, the composite balancing earth-pressure shielding machine that high intensity basement rock protrusion stratum of the present invention shield construction method is chosen, passes through
Enlarged opening rate improves the mobility of cutterhead surface dregs；Main passive stirring rod setting, can fill the dregs in native storehouse
The stirring divided improves the mobility of dregs in native storehouse, prevents dregs in native storehouse from accumulating；By increasing bentonite injected system, make
It improves dregs mobility with stronger sediment improvement ability.
5, high intensity basement rock protrusion stratum of the present invention shield construction method is arranged warehouse entry point and is set to warehouse entry point region
Set stabilization zone, can check replacement cutter in time, handle the problem in native storehouse, should not operation in spite of illness, hobboing cutter broken rock is always maintained at
Kilter ensures that the shield machine caused by torque, power overload can be greatly reduced in rock breaking capacity, the promotion of shield machine performance
Card stops suddenly, and shield machine is made to smoothly pass.And warehouse entry precondition is to ensure area by pre-reinforcement and the method for warehouse entry with pressure
The stabilization in face.
6, high intensity basement rock protrusion stratum of the present invention shield construction method, full soil pressure are bought securities with all one's capital boring mode, and ladder is formed in storehouse
Spending pressure maintains face soil stabilization, the dregs accumulated in storehouse to form " soil plug " effect, effectively keep out face active soil pressure
Power, often dig 33cm slag tap it is a pipeful of, per ring overall control in 56m3, firmly excess is avoided to slag tap, maintains earth pressure balance, prevent area
Face also easily causes in pressure rapid fluctuation to cave in.
7, high intensity basement rock protrusion stratum of the present invention shield construction method improves dregs by the way that High Viscosity Bentonite is added
Workability makes dregs character become the stream modeling shape for not spraying slag, also not consolidating, realizes amount of slag and cutter head torque totally may be used
Control, avoid gushing the pressure oscillation brought, solves the problems, such as to gush so that slagging tap, it is continuous to be able to, shield machine can it is soft or hard not
Safety and steady passes through in equal stratum.
8, high intensity basement rock protrusion stratum of the present invention shield construction method, when cutterhead is by this section of basement rock protrusion, thrust is most
Greatly 2775T, speed control is in 1 ~ 4mm/min, while good sediment improvement effect ensure that peak torque only arrives
3721Knm is the 60% of rated value, 0.8 ~ 1.2r/min of cutterhead rotating speed.Pile penetration 2mm/r ~ 9mm/r, slag temperature control system is 40 ~ 50
DEG C, safety and steady has passed through this section of basement rock protrusion, it is ensured that the safety of pipe culvert.
Specific implementation mode
Below by specific embodiment, the invention will be further described.
Embodiment 1
The present embodiment is with high intensity basement rock protrusion stratum shield construction method in five edge of Xiamen City's rail transit Line 2 first stage of the project
For concrete application in the construction of the edge gulf station section of gulf southern station~five, following embodiment is descriptive, is not restrictive,
Protection scope of the present invention cannot be limited with this.
The edge gulf station section of five edge gulf southern station of Xiamen City's rail transit Line 2 first stage of the project~five uses shield construction, entirely
Long 869m, section of jurisdiction outer diameter 6200mm, internal diameter 5500mm.After two composite soil pressure balance tunnel shielding machines are originated from five edge gulf southern stations, edge
Rotary island arterial highway, which is northwards laid, reaches five edge gulf stations.
Xiamen area the 4th is before the granitic batholith bottom below residual soil is formed in 7,000 to 1.4 hundred million years.The Taiwan Straits are formed
After forming Fujian east coastal fault in the process, mantle magma is gushed along crack.Granite basement rock is that the plutonic in magmatic rock major class is invaded
Enter rock, being averagely formed in underground 6km, its surface layer shape is put down unlike sedimentary rock due to its special intrusive forming process
Whole, also irregularities can be sayed region presence probability.Underground high temperature and pressure and slowly cooling velocity are as good mineralogical composition
Divide different process, the high hardness mineral being precipitated in the process：Quartz（30%-50%）, feldspar（45%-65%）Average mohs hardness>
7, as the essential mineral of composition granite, therefore driving substantially increases the abrasion of cutter in such stratum.
Tunnel mainly passes through hard plastic shape and remains chiltern cohesive soil and completely weathered granite, the wherein left threaded list road mileage in section
For ZDK40+302.700~ZDK40+382.419 there are length 79.719m, middle light weathered granite basement rock protrusion, average saturation is anti-
Compressive Strength 160MPa, highest 204MPa, maximum intrusion height is 5.62m, is upper-soft lower-hard ground.Due to the villages basement rock distance Zhong Zhai
Residential house only 25m recently, and there are 3*DN2000mm Sewage pollution collecting hanging baskets right over basement rock, and only 4.5m is pushed up away from hole, can not use explosion or
The mode of person's coring pre-processes.
High intensity basement rock protrusion stratum shield construction method, tool is described in detail by taking the Tunnel Engineering constructing tunnel as an example below
Body includes the following steps：
（1）Choose shield machine：The geology on stratum residing for position to be tunneled to shield machine is surveyed in advance, and according to geological exploration
As a result, choosing composite soil pressure balance tunnel shielding machine tunneling construction, the cutterhead and support system sheet of the composite soil pressure balance tunnel shielding machine
Body is provided with agitating device, and the composite soil pressure balance tunnel shielding machine is equipped with foam injection systems and bentonite injected system to improve
The dregs on high intensity basement rock protrusion stratum；
The composite soil pressure balance tunnel shielding machine uses hydraulic-driven, and driving power 945kW, nominal torque 6000KNm get rid of poverty
Torque is 7200KNm, can meet the construction demand in the stratum large torque such as upper soft lower hard, layer of sand and possible presplit blasting；
Rotating speed 0-3.7 rpm are driven, in tunneling boring decomposed rock floor height rotating speed construction requirement, rock breaking capacity can be met and be not less than
210Mpa, cutterhead aperture opening ratio are 30-40%, and cutterhead rotating speed is 0.8 ~ 1.2r/min, and pile penetration is 2mm/r ~ 9mm/r, and knife spacing is
75-90mm。
Cutterhead is designed using quasi- panel construction, has 6 operator beams, has 6 brackets, 6 corbels support beams and cycle beam
Deng composition, according to construction demand, it can configure hobboing cutter or tearing cutter be installed on hobboing cutter girff, compound earth pressure balance in the present embodiment
The cutterhead integral finish rate 34% of shield machine, cutter head center aperture opening ratio 38%, opening are uniformly distributed in entire disk, ensure cutterhead pick
Tu Cang is can smoothly enter into quarrel soil in the process.Tearing cutter is installed on hobboing cutter girff, is aided with rational sediment improvement, can be met viscous
The construction requirement of the soft soil layers such as soil, layer of sand；If installing hobboing cutter on cutterhead, the construction requirement on decomposed rock stratum can be met；
Cutterhead circumferential direction corbels support beam is less than operator beam in the height of cutterhead axial direction, and cutter head center region openings are passed through with neighboring area opening
It is logical, it is convenient for the quarrel soil of central area toward perimeter, improves the mobility of cutterhead radial direction dregs.Hobboing cutter size is 17 cun, knife
High 175mm, center duplex hobboing cutter are 6, single-blade hob 35, totally 47 swords, between central hob knife spacing 90mm, positive hobboing cutter knife
Away from 75mm, pocket knife spacing arrangement, cutterhead has stronger rock breaking capacity.The cutter head of shield machine front panel heap is welded with clad steel
Plate, cycle beam appearance surface build-up welding clad steel plate and alloy knife.
The agitating device include be arranged cutterhead back active stirring rod and be arranged on shield machine anterior shield partition board
Passive stirring rod.4 active stirring rod of cutterhead back designs, are stirred using the relative motion of cutterhead and pressure-bearing partition board, are changed
The native mobility of quarrel in cubsoil storehouse in kind, and 2 passive stirring rod are designed on anterior shield partition board, can to the dregs in native storehouse into
Row adequately stirring, improves the mobility of dregs in native storehouse, prevents dregs in native storehouse from accumulating, is formed " mud cake ".
The foam injection systems include the foam inlet for being uniformly arranged on the 6 single tube list pump configurations of cutterhead front panel,
Wherein 2 tunnels are shared with bentonite slurry, and cutterhead front, Tu Cang and the screw machine of the composite soil pressure balance tunnel shielding machine are equipped with swelling
Native incoming interface, bentonite system is used as injection pump using hose, good for the land reform that is cut, and can for construct provide it is puffing outside hole
Scheme, by a large amount of bentonites by the bentonite tank installed on Pipeline transport to equipment, by peristaltic pump from cutterhead front, soil
Storehouse and screw machine inject bentonite, increase stratum fine grained, form good grading help and smoothly slag tap, reduce abrasion, with compared with
Strong sediment improvement ability can carry out stronger improvement to the dregs cut, improve dregs mobility, prevent knife
Disk " mud cake ".
（2）Warehouse entry point is set and stabilization zone is arranged to warehouse entry point region：The rock that detection is come out by boring and coring,
Its being ground property is analyzed, the composite soil pressure balance tunnel shielding machine tool wear situation is prejudged, predicts compound soil pressure balance shielding
Once driving is once tunneled up to length setting warehouse entry point simultaneously structure machine up to length, and according to the composite soil pressure balance tunnel shielding machine
Stabilization zone is arranged to warehouse entry point region；
In the present embodiment, for the formation characteristics of this engineering hard rock, prediction shield is once dug in this abrasiveness granitic formation
Into up to 30m, being divided into 20m between warehouse entry point, the stabilization zone size is width 3m, a length of 6.6m, and reinforcement depth adds to Tunnel top
Gu mode is quincuncial arrangement sleeve floral tube slip casting, the distance between floral tube of tucking inside the sleeve is 0.5-1m, between the present embodiment half sleeve floral tube
Distance is 0.8m, and stabilization zone outer ring institute injection slurry is dual slurry, inner ring is cement mortar.
（3）Shield Construction Method Used：
Active warehouse entry checks primary before compound earth pressure balanced shield, EPBS high intensity basement rock to be entered raised section, then starts driving and applies
Work；It is bought securities with all one's capital boring mode using full soil pressure during Shield Construction Method Used, strictly controls amount of slag, full soil pressure is bought securities with all one's capital every in driving
Driving 33cm slags tap a pipeful of, slags tap overall control in 56m per ring3, strictly control amount of slag；
Closing foam injection systems, unlatching bentonite slurry injected system injection sodium bentonite mud improve the soil body,
The sodium bentonite mud is by sodium bentonite and water according to 1:8 ± 1 mass ratio uniformly configures, and slump is
195-205mm, viscosity are 50 seconds, and the grouting amount in shield driving is 4m3/ ring；
While the Shield Construction Method Used completes a ring and balancing earth-pressure shielding machine propulsion, slip casting is synchronized, it is described
Simultaneous grouting slurry is uniformly mixed by cement, fine aggregate, coal dust ash, bentonite and water, the cement, fine aggregate, coal dust
The mass ratio of ash, bentonite and water is 120:1040:160:150:280, it is 4.7m per ring grouting amount3, grouting pressure is not more than
0.2Mpa；The secondary grouting slurries use cement~waterglass dual slurry, presetting period to be set as 50~70s, grouting pressure
No more than 0.4Mpa.Section of jurisdiction carries out secondary grouting after being detached from 4~6 ring of shield tail, and slurries use cement~waterglass dual slurry, just
The solidifying time is set as 50~70s, and grouting pressure is not greater than 0.4Mpa, mends slurry amount and is controlled with grouting pressure, is further mended
Stratum Loss is filled, ground settlement is controlled；
When shield driving is to warehouse entry point, warehouse entry with pressure checks whether cutter has inordinate wear.
（4）Shield segment assembling is constructed：Step（3）After middle Shield Construction Method Used completes a ring, according to conventional pipe sheet assembling
Lining construction technique carries out shield segment assembling construction；Constantly cycle, until the whole for completing constructed subway tunnel was constructed
Journey；
（5）After deviating from earth's surface after shield tail, increases synchronous grouting amount and carry out after-teeming slurry after the wall of section of jurisdiction.
The left line in edge gulf station section of five edge gulf southern station of Xiamen City's rail transit Line 2 first stage of the project~five was from January 19 in 2017
Initially enter basement rock protrusion day, until this section of basement rock protrusion shield driving is completed within 14 days 2 months, average advance index 1-2 rings/day.It is logical
It crosses and reinforces slag tap control and sediment improvement, control sedimentation well, the accumulative sedimentation maximum 1cm in ground, Sewage pollution collecting hanging basket is accumulative to sink
5.5mm drops, and it is safe and smooth to have passed through this section of basement rock protrusion.By on the way, twice according to tool changing plan warehouse entry, being total to tool changing 15,
Wear form is eccentric wear, is replaced in time, and rock breaking efficiency has been effectively ensured.
Claims (9)
1. a kind of high intensity basement rock protrusion stratum shield construction method, it is characterised in that steps are as follows：
（1）Choose shield machine：The geology on stratum residing for position to be tunneled to shield machine is surveyed in advance, and according to geological exploration
As a result, choosing composite soil pressure balance tunnel shielding machine tunneling construction, the cutterhead and support system sheet of the composite soil pressure balance tunnel shielding machine
Body is provided with agitating device, and the composite soil pressure balance tunnel shielding machine is equipped with foam injection systems and bentonite injected system to improve
The dregs on high intensity basement rock protrusion stratum；
（2）Warehouse entry point is set and stabilization zone is arranged to warehouse entry point region：The rock that detection is come out by boring and coring, to it
Being ground property is analyzed, and the composite soil pressure balance tunnel shielding machine tool wear situation is prejudged, and predicts composite soil pressure balance tunnel shielding machine
Primary driving is once tunneled up to length, and according to the composite soil pressure balance tunnel shielding machine up to length setting warehouse entry point and to institute
State warehouse entry point region setting stabilization zone；
（3）Shield Construction Method Used：
Active warehouse entry checks once the composite soil pressure balance tunnel shielding machine before high intensity basement rock to be entered raised section, then starts
Tunneling construction；It is bought securities with all one's capital boring mode using full soil pressure during Shield Construction Method Used, strictly controls amount of slag；Close foam injection
System, unlatching bentonite slurry injected system injection sodium bentonite mud improve the soil body；The compound earth pressure balance
While shield machine tunneling construction completes a ring and balancing earth-pressure shielding machine propulsion, slip casting is synchronized, section of jurisdiction is detached from shield
Secondary grouting is carried out after 4~6 ring of tail；When shield driving is to warehouse entry point, warehouse entry with pressure checks whether cutter has inordinate wear；
（4）Shield segment assembling is constructed：Step（3）After middle Shield Construction Method Used completes a ring, according to conventional pipe sheet assembling lining cutting
Construction technology carries out shield segment assembling construction；Constantly cycle, until completing whole work progress of constructed subway tunnel；
（5）After deviating from earth's surface after shield tail, increases synchronous grouting amount and carry out after-teeming slurry after the wall of section of jurisdiction.
2. high intensity basement rock protrusion stratum as described in claim 1 shield construction method, it is characterised in that：The step
（1）In composite soil pressure balance tunnel shielding machine use hydraulic-driven, driving power 945kW, nominal torque 6000KNm, torsion of getting rid of poverty
Square is 7200KNm, and it is 30-40% not less than 210Mpa, cutterhead aperture opening ratio to drive rotating speed 0-3.7 rpm, rock breaking capacity, and cutterhead turns
Speed is 0.8-1.2r/min, and pile penetration 2mm/r-9mm/r, knife spacing is 75-90mm.
3. high intensity basement rock protrusion stratum as described in claim 1 shield construction method, it is characterised in that：The step
（1）In agitating device include be arranged cutterhead back active stirring rod and what is be arranged on shield machine anterior shield partition board passive stir
Mix stick.
4. high intensity basement rock protrusion stratum as described in claim 1 shield construction method, it is characterised in that：The step
（1）In foam injection systems include the pump configuration of 6 single tube lists foam inlet, wherein 2 tunnels are shared with bentonite slurry.
5. high intensity basement rock protrusion stratum as described in claim 1 shield construction method, it is characterised in that：The step
（1）In cutter head of shield machine front panel heap be welded with clad steel plate, cycle beam appearance surface build-up welding clad steel plate and alloy knife.
6. high intensity basement rock protrusion stratum as described in claim 1 shield construction method, it is characterised in that：The step
（2）In warehouse entry point between be divided into 20m, the stabilization zone size is width 2.5-3.5m, 6-7 meters a length of, reinforcement depth to Tunnel
Top, reinforcing mode are quincuncial arrangement sleeve floral tube slip casting, and the distance between sleeve floral tube is 0.5-1m, stabilization zone outer ring institute injection slurry
It is cement mortar for dual slurry, inner ring.
7. high intensity basement rock protrusion stratum as described in claim 1 shield construction method, it is characterised in that：The step
（3）In full soil pressure buy securities with all one's capital and often tunnel 33cm in driving and slag tap a pipeful of, slag tap overall control in 56m per ring3。
8. high intensity basement rock protrusion stratum as described in claim 1 shield construction method, it is characterised in that：The step
（3）In the sodium bentonite mud by sodium bentonite and water according to 1:8 ± 1 mass ratio uniformly configures, and collapses
Degree of falling is 195-205mm, viscosity is 50 seconds, and the grouting amount in shield driving is 4m3/ ring.
9. high intensity basement rock protrusion stratum as described in claim 1 shield construction method, it is characterised in that：The step
（3）Described in simultaneous grouting slurry be uniformly mixed by cement, fine aggregate, coal dust ash, bentonite and water, it is the cement, thin
Aggregate, coal dust ash, bentonite and water mass ratio be 120:1040:160:150:280, it is 4.7m per ring grouting amount3, slip casting pressure
Power is not more than 0.2Mpa；The secondary grouting slurries use cement~waterglass dual slurry, presetting period to be set as 50~70s,
Grouting pressure is not more than 0.4Mpa.
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