CN107035377A - A kind of construction method of tailwater tunnel excavation supporting - Google Patents
A kind of construction method of tailwater tunnel excavation supporting Download PDFInfo
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- CN107035377A CN107035377A CN201710489258.6A CN201710489258A CN107035377A CN 107035377 A CN107035377 A CN 107035377A CN 201710489258 A CN201710489258 A CN 201710489258A CN 107035377 A CN107035377 A CN 107035377A
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- hole
- layer
- excavation
- drilling
- tailwater tunnel
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/003—Machines for drilling anchor holes and setting anchor bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/10—Making by using boring or cutting machines
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
Abstract
The invention discloses a kind of construction method of tailwater tunnel excavation supporting, tailwater tunnel is from vault to bottom plate is divided into I layer, II layer with III layer and being constructed from top to bottom successively, it is quick-fried by way of preceding excavate in rear supporting follow-up boring, while improving excavation effect, it is ensured that the stability of country rock.
Description
Technical field
The present invention relates to a kind of construction technology of underground ground drilling, a kind of more particularly to tailwater tunnel excavation supporting is applied
Work method.
Background technology
At present, in coastal thermal power plant or nuclear power plant project, circulation typically uses direct-flow water supply system, i.e.,
In marine site water intaking, after the cold and hot energy exchange circulation of power plant, then marine site is drained back into.Due to the spy of factory site topographic and geologic condition
Point, and consider the factor such as technology and economic condition, the drainage channel of the recirculated water of many power plant engineerings, which needs to use, passes through mountain
Internal tailwater tunnel is realized.
Generally, in order to tunnel mouthful structure safety and convenient carry out hole support reinforcement, it is desirable to canal axes with
Tunnel mouthful hillside is domatic substantially vertical.In order to reduce tunnel mouthful temperature pier investment, tunnel openings position is all selected in geology as far as possible
Condition is preferably local.The existing construction usual way for tunnel is excavating load, and such a method excavates skill for soft soil zone
There can be the safety problem of massif slope failure after art is simple, and need not adjust tunnel route, but the weak soil soil body is excavated simultaneously.
And be to avoid safety problem appearance and the increase of supporting expense, soft soil zone can be typically avoided, selection geological conditions is preferable
Position, but in the country rock grade construction of I class, II class or III class, due to rock property preferably, common excavating load is difficult
Degree is larger, and efficiency of construction is relatively low.
The content of the invention
It is an object of the invention to provide a kind of construction method of tailwater tunnel excavation supporting, opened using drilling and blasting method combination layering
Dig and supporting follow-up mode, reduction excavates difficulty and improves efficiency of construction.
The present invention above-mentioned technical purpose technical scheme is that：
A kind of construction method of tailwater tunnel excavation supporting, comprises the following steps：
1）The height of tailwater tunnel is designed according to construction road distribution situation, and tailwater tunnel is divided into I from vault to bottom plate
Layer, II layer and III layer, wherein III layer is used as base plate protection layer；
2）I layer of excavation：Using drill-blast tunnelling method, photoface exploision, the control of artillery salvo drilling depth bores quick-fried rear arch top spray steel fine in 3.1 ~ 3.5m
Tie up concrete, abutment wall shotcrete with mesh and suspension roof support；
3）II layer of excavation：Carry out carrying out abutment wall presplitting first, and disposable presplitting is completed after presplitting to II layer of middle part to bottom plate
Excavated using drill-blast tunnelling method in region；
4）III layer of excavation：Using drill-blast tunnelling method, artillery salvo drilling depth control follow-up spray anchor after the completion of 3.05 ~ 3.5m, excavation is excavated
Supporting.
By using above-mentioned technical proposal, layering staged construction is carried out to tunnel and improves the stability of country rock, and is utilized
Quick-fried mode is bored first to I layer, II layer and III layer progress explosion open circuit, facilitates follow-up excavation construction and improves efficiency of construction,
Secondly the drilling depth of controlled blasting reduces rock burst, and the profile quality side that photoface exploision mode improves excavation section at first is used for I layer
Just II layer and III layer of ensuing blast excavation, carry out presplitting to abutment wall first in II layer of construction, and the stress of II layer of country rock of adjustment is carried
The effect of high follow-up country rock explosion；In addition every layer of Blasting Excavation simultaneously follow up supporting avoid excavation section cave in situation raising
Security in work progress.
Preferably, the drill-blast tunnelling method includes following operating procedure：
1）Preparation of construction：Wind in hole, water, electricity are ready, and workmen, equipment prepare in place, periphery presplitting excavate before according to setting
Count blasting parameter and carry out experimental explosion, according to demolition effect to determine suitable blasting parameter；
2）Surveying setting-out：Measurement is before professional's unwrapping wire, periphery pre-splitting hole, and measurement need to release peripheral profile line or explosion
Hole hole position, must be designed gauge wire measuring, the delayed 10~15m of excavation face of section survey is pressed during section excavation after every artillery salvo
Mono- section of 5m, meanwhile, with cavern excavation, supporting progress, a pile No. mark is set in both sides Dong Bi and hole top every 20m；
3）Bore operation：The excavation contour line that drilling hole position should be made according to measurement determines that drilling hole depth is according to layering, point sequence etc.
Arrangement and method for construction is strictly controlled；When upstream and downstream abutment wall and headwall hand air drill make presplitting or light blast hole, using steel pipe locating rack spitting drill
Hole, periphery hole perforate on range line profile is not preferably greater than 5cm along the scope hole position deviation that contour line is adjusted；
4）Charge explosion：Using platform truck is made by oneself by hole blasting design parameter powder charge, aperture blocks tight with clay, and powder charge is completed
Afterwards, by technician and professional big gun work point area subdivision planning, it is coupled blasting network, withdraws from working face equipment, material to home,
Non-electric ms detonator is ignited；
5）Ventilation dissipates cigarette：Blown during construction by ventilation hole side, cross the side air draft of factory building temporary traffic hole, accelerated ventilation and dissipate cigarette speed
Degree；
6）Safe handling：After explosion, the danger stone and fragment remained on face and abutment wall is first checked, and used by safe handling personnel
Crowbar is handled, it is ensured that backhoe carries out face safe handling after the safety of slag-tapping device, muck removal；
7）Muck removal and clear bottom：Transported using loading machine or backhoe car with dump truck to spoil disposal area, after muck removal is finished, use backhoe
Into working face, and the residual quarrel in face bottom is removed, be that the excavation of subsequent cycle creates conditions.
By using above-mentioned technical proposal, endless form is used to every layer of blast working, passes through city's roads and brill
Hole hole position deviation calculates the guarantee for improving surrounding rock stability after demolition effect and explosion, secondly before muck removal and clear bottom first
Scattered cigarette and safe handling are aerated, the security in work progress is improved.
Preferably, I layer is sequentially arranged from inside to outside according to existing drilling and data of explosive filled on face is excavated
Keyhole, around multiple rows of main blast hole of keyhole and the periphery hole at outer rim；II layer according to existing drilling and powder charge
Parameter is excavating middle part horizontally disposed multiple rows of main blast hole, and being arranged vertically respectively in the both sides of main blast hole from top to bottom of face
One row's cushion hole；III layer according to existing drilling and data of explosive filled on face vertical direction is excavated from top to bottom level successively
Arrange row's breaking hole and row's bottom outlet.
By using above-mentioned technical proposal, I layer, II layer and III layer according to the elastic strain energy density point on face
Cloth, using the rate of release and intensity for changing blasthole blasting circuit control elastic strain energy, can substantially reduce elastic strain energy fast
Quick-release puts caused country rock energetic disturbance, and then preferably improves security in work progress.
Preferably, quantity increases the main blast hole in I layer successively from inside to outside；Main blast hole in II layer includes locating respectively
In the main blast hole of the superiors and undermost upper strata, the main blast hole of lower floor and between the main blast hole of the main blast hole in upper strata and lower floor
The main blast hole in portion, its at the middle and upper levels main blast hole quantity be less than the main blast hole in middle part quantity be less than the main blast hole of lower floor quantity；In III layer
The quantity of breaking hole is less than the quantity of bottom outlet.
By using above-mentioned technical proposal, it is ensured that the uniform release of each Regional strain energy in blasting process, reach good
Crushing effect.
Preferably, in step 2）It is preceding that quick-fried area's fence operation is carried out to the intake-outlet of tailwater tunnel first, with bag
Include following steps：
1）Tile multiple sping mattresses above blast area, and stacks on sping mattress bamboo raft；
2）Soft protecting net is covered on bamboo raft, and is fixed soft protecting net with reinforcing bar earth anchor, it is preliminary by soft protecting net
Bamboo raft and sping mattress are compressed；
3）Multiple sand bags are placed on the net in flexible protective, and are mutually connected to each other multiple sands bag with steel wire, pass through sand
Earth bag is further fixed to sping mattress and bamboo raft.
By using above-mentioned technical proposal, the initial speed of Rolling Stone and slungshot can be reduced to the fence operation that tunnel is imported and exported
Degree, reduces stone fling distance, it is to avoid chattering, and protection effect is improved using three-layer protection structure；First layer uses sping mattress
The top for being layed in quick-fried area is played to the effect of the float support of two floor, three-layer protection part first, produced during its separate explosion
The elastic potential energy that impulsive force can be partially converted to mattress absorbs partial capability, reduces impulsive force；Second layer laying bamboo raft utilizes bamboo
Sping mattress is carried out pre-pressing by the toughness of row, further reduces impulsive force produced during explosion, plays preferably anti-
Shield is acted on；Last third layer, which is first coated the protecting component of first layer and the second layer by soft protecting net, to be compressed, and soft
Property protection network above place sand bag and more preferably play compression protective action, multiple sands bags are attached using steel wire, improve pressure
Tight effect.
Preferably, watering is carried out to bamboo raft and soft protecting net before explosion and drenches operation.
By using above-mentioned technical proposal, are drenched by operation and can be reduced after explosion for bamboo raft and soft protecting net progress watering
Sand and dust, and quick-fried area's temperature can be reduced.
Preferably, step 2）Middle suspension roof support comprises the following steps：
1）Setting-out is measured to anchor pole hole position using total powerstation, and mark is carried out with paint or steelframe；
2）Equidistantly drilled using three arm rock drilling jumbos, borehole cleaning operation is carried out after drilling；
3）Supporting is carried out using small one and large one long anchor pole of diameter and Short bolt, the slip casting and by long anchor pole and short anchor into bolthole
Bar is alternately inserted in bolthole.
By using above-mentioned technical proposal, carrying out drilling operation using three arm rock drilling jumbos reduces the constructor of the scope of operation
Member, it is to avoid because rock burst causes casualties；Secondly the arrangement mode of anchor pole alternating supporting causes anchor pole to be inserted into behind rock stratum, rock stratum
Loose, raising supporting effect is less likely to occur.
Preferably, step 2）Middle linked network coordinates artificial extension bar-mat reinforcement using platform truck, is fixed using anchor pole head spot welding,
Middle encrypted with expansion bolt is fixed, and makes bar-mat reinforcement be close between wall, net be fastened with galvanized wire, spray normal concrete and spray steel fibre
Concrete sprays car operation using concrete.
By using above-mentioned technical proposal, bar-mat reinforcement is tentatively fixed using spot welding, is realized with reference to expansion bolt and is reinforced operation,
Fastened using galvanized wire between net and facilitate follow-up pneumatically placed concrete, increase spray area, improve uniformity during concrete spray, and then
Improve supporting effect.
In summary, the invention has the advantages that：
1st, by being layered drill-blast tunnelling mode, it is adaptable to the good geology of rock property, and with certain on every layer of face
Arrangement mode combines designed the number of the boring hole and ensures that strain energy uniformly discharges, and reduces country rock energetic disturbance, is followed up after explosion
Excavate and then supporting follow-up, while improving excavation effect, it is ensured that the stability of country rock；
2nd, by the impulsive force produced when tunnel import and export uses three-layer protection structure, effectively reduction explosion, tunnel is reduced
Country rock is influenceed and crushed by explosion in the middle part of hole, is easy to subsequent construction to operate.
Brief description of the drawings
Fig. 1 is layered schematic diagram for the section excavation of tailwater tunnel；
The protection schematic diagram in Tu2Wei Bao areas；
Fig. 3 is the layout drawing of excavation blasthole in I layer；
Fig. 4 is the enlarged diagram of keyhole in Fig. 3；
Fig. 5 is the layout drawing of excavation blasthole in II layer, III layer；
Fig. 6 is the construction schematic diagram of excavation drilling supporting in I layer；
Fig. 7 is the section supporting schematic diagram of tailwater tunnel；
Fig. 8 is the construction schematic diagram slagged tap in I layer；
Fig. 9 is the construction schematic diagram of pneumatically placed concrete in I layer；
Figure 10 is the construction schematic diagram of excavation drilling supporting in II layer；
Figure 11 is the construction schematic diagram slagged tap in II layer.
In figure：1a, vault；1b, abutment wall；1c, bottom plate；2a, long anchor pole；2b, Short bolt；2c, concrete layer；3rd, platform
Car；31st, bar-mat reinforcement；4th, three arm rock drilling jumbo；5th, drilling cramp chassis；6a, load wagon；6b, backhoe car；7th, dumper；8th, concrete
Spray car；9a, sping mattress；9b, bamboo raft；9c, soft protecting net；9d, sand bag；9e, steel wire；9f, reinforcing bar earth anchor.
Embodiment
The present invention is described in further detail below in conjunction with accompanying drawing.
Embodiment one
A kind of construction method of tailwater tunnel excavation supporting, including following operating procedure：
1st, stratified construction
Referring to Fig. 1, the height of tailwater tunnel is designed according to construction road distribution situation, and by tailwater tunnel from vault 1a the bottoms of to
1c points of plate is I layer, II layer and III layer, wherein III layer is used as bottom plate 1c protective layers.
2nd, blasting safety protection is set up
Referring to Fig. 2, progress blasting safety protection is set up at the intake-outlet of tailwater tunnel, and security protection is set up in quick-fried area
Top, be respectively from the bottom to top：
First layer：Spring sheet is used to cover quick-fried area top with tile mode；
The second layer：The bamboo raft 9b of at least two rows is used to be laid on sping mattress 9a top with transverse and longitudinal；
Third layer：Bamboo raft 9b and sping mattress 9a is covered using soft protecting net 9c, and placed on soft protecting net 9c
Multiple sand bag 9d, and be mutually connected to each other multiple sands bag 9d with steel wire 9e, soft protecting net 9c reinforcing bar earth anchor 9f
It is fixed on above quick-fried area.
3rd, I layer of blasthole is opened up
1）Preparation of construction：Wind in hole, water, electricity are ready, and workmen, equipment prepare in place, periphery presplitting excavate before according to setting
Count blasting parameter and carry out experimental explosion, according to demolition effect to determine suitable blasting parameter.
2）Surveying setting-out：Measurement before professional's unwrapping wire, periphery presplitting pore-creating, measurement need to release peripheral profile line or
Blast hole hole position, per must be designed gauge wire measuring after the artillery salvo during section excavation, the delayed excavation face 10 of section survey~
15m, by mono- section of 5m, meanwhile, with cavern excavation, supporting progress, a pile No. mark is set in both sides Dong Bi and hole top every 20m
Will.
3）I layer of bore operation：It is in face according to design requirement using the people of drilling cramp chassis 5 referring to Fig. 3, Fig. 4 and Fig. 6
Upper carry out drilling operation, slotting is sequentially arranged according to I layer of existing drilling and data of explosive filled from inside to outside on face is excavated
Hole, around multiple rows of main blast hole of keyhole and the periphery hole at outer rim, wherein quantity increases main blast hole successively from inside to outside
Plus, keyhole is that hexagonal inner has two emptying apertures, and I layer of specific explosion design parameter is as shown in table 1.
1 I layers of explosion design parameter table of table
4th, I layer of Blasting Excavation
1）Charge explosion：Using platform truck 3 is made by oneself by hole blasting design parameter powder charge, aperture blocks tight with clay, and powder charge is completed
Afterwards, by technician and professional big gun work point area subdivision planning, it is coupled blasting network, withdraws from working face equipment, material to home,
Non-electric ms detonator is ignited；
2）Ventilation dissipates cigarette：Blown during construction by ventilation hole side, cross the side air draft of factory building temporary traffic hole, accelerated ventilation and dissipate cigarette speed
Degree；
3）Safe handling：After explosion, the danger stone and fragment remained on face and abutment wall 1b is first checked, and by safe handling personnel
Handled with crowbar, it is ensured that backhoe carries out face safe handling after the safety of slag-tapping device, muck removal；
4）Muck removal and clear bottom：Transported referring to Fig. 8 using loading machine with dump truck to spoil disposal area, after muck removal is finished, and remove the palm
The sub- residual quarrel in face bottom, is that the excavation of subsequent cycle creates conditions.
5）Suspension roof support：Referring to Fig. 6 and Fig. 7, setting-out is measured to anchor pole hole position using total powerstation first, and with oily
Paint or steelframe carry out mark；Equidistantly bored using three arm rock drilling jumbos 4, borehole cleaning operation is carried out after drilling；Using long anchor pole 2a with
Short bolt 2b carries out supporting, slip casting and is alternately inserted in long anchor pole 2a and Short bolt 2b in bolthole into bolthole, its
Middle long anchor pole 2a diameter is greater than the diameter of end anchor pole.
6）Shotcrete with mesh：Artificial extension bar-mat reinforcement 31 is coordinated using platform truck 3, fixed using anchor pole head spot welding, it is middle
Encrypted and fixed with expansion bolt, make bar-mat reinforcement 31 be close between wall, net be fastened with galvanized wire, spray normal concrete is mixed with spray steel fibre
Solidifying soil sprays the operation of car 8 using concrete.
Other I layer of artillery salvo drilling depth is 3.1m.
5th, II layer of blasthole is opened up
Referring to Fig. 5, the difference for opening up construction with I layer of blasthole is that II layer is being excavated area according to existing drilling and data of explosive filled
The middle part in face horizontally disposed multiple rows of main blast hole, and row's cushion hole, II are arranged vertically respectively in the both sides of main blast hole from top to bottom
Main blast hole in layer includes being respectively at the superiors and the main blast hole in undermost upper strata, the main blast hole of lower floor and quick-fried positioned at upper strata master
The main blast hole in middle part between the main blast hole in hole and lower floor, the quantity of the main blast hole in upper strata is less than the quantity of the main blast hole in middle part less than lower floor master
The quantity of blast hole, II layer of specific explosion design parameter is as shown in table 2
2 II layers of explosion design parameter table of table
It is the main blast hole in upper strata to define the blasthole for being Ms1 equipped with detonator rank, and the blasthole for being Ms11 equipped with detonator rank is lower floor master
Blast hole, is the main blast hole in middle level equipped with the blasthole that detonator rank is Ms3, Ms5, Ms7, Ms9.
6th, II layer of Blasting Excavation
Difference with I layer of Blasting Excavation is to carry out presplitting to abutment wall 1b first, using the light-duty hidden hole drilling disposable presplitting bottom of to
Plate 1c as shown in figure 1, carry out Blasting Excavation again.
As shown in Figure 10 and Figure 11, II layer of Excavation Blasting process is identical with I layer of Excavation Blasting process, wherein going out
After quarrel is finished, enter working face using backhoe car 6b and remove the residual quarrel in face bottom, be that the excavation of subsequent cycle creates conditions.
7th, III layer of blasthole is opened up
As shown in figure 4, III layer according to existing drilling and data of explosive filled on face vertical direction is excavated successively from top to bottom
Horizontally disposed row breaking hole and row's bottom outlet, the quantity of breaking hole are less than the quantity of bottom outlet, III layer of specific explosion design
Parameter is as shown in table 3.
3 III layers of explosion design parameter table of table
8th, III layer of Blasting Excavation
Identical with II layer of Blasting Excavation supporting construction mode, wherein artillery salvo drilling depth control is 3.1m.
9th, repeat step 3-8 is got through until whole tailwater tunnel.
Embodiment two
A kind of construction method of tailwater tunnel excavation supporting, the difference with embodiment one is that I layer of artillery salvo drilling depth is 3.5m, III layer
The control of artillery salvo drilling depth is 3.5m.
This specific embodiment is only explanation of the invention, and it is not limitation of the present invention, people in the art
Member can make the modification without creative contribution to the present embodiment as needed after this specification is read, but as long as at this
All protected in the right of invention by Patent Law.
Claims (8)
1. a kind of construction method of tailwater tunnel excavation supporting, it is characterised in that comprise the following steps：
1）Design the height of tailwater tunnel according to construction road distribution situation, and by tailwater tunnel from vault（1a）To bottom plate
（1c）It is divided into I layer, II layer and III layer, wherein III layer is used as bottom plate（1c）Protective layer；
2）I layer of excavation：Using drill-blast tunnelling method, photoface exploision, the control of artillery salvo drilling depth bores quick-fried rear vault in 3.1 ~ 3.5m（1a）Spray
Steel fiber reinforced concrete, abutment wall（1b）Shotcrete with mesh and suspension roof support；
3）II layer of excavation：Carry out first to abutment wall（1b）Carry out presplitting, and disposable presplitting is to bottom plate（1c）, complete right after presplitting
II layer of central region is excavated using drill-blast tunnelling method；
4）III layer of excavation：Using drill-blast tunnelling method, artillery salvo drilling depth control follow-up spray anchor after the completion of 3.05 ~ 3.5m, excavation is excavated
Supporting.
2. the construction method of a kind of tailwater tunnel excavation supporting according to claim 1, it is characterised in that the brill pops
Digging method includes following operating procedure：
1）Preparation of construction：Wind in hole, water, electricity are ready, and workmen, equipment prepare in place, periphery presplitting excavate before according to setting
Count blasting parameter and carry out experimental explosion, according to demolition effect to determine suitable blasting parameter；
2）Surveying setting-out：Measurement is before professional's unwrapping wire, periphery pre-splitting hole, and measurement need to release peripheral profile line or explosion
Hole hole position, must be designed gauge wire measuring, the delayed 10~15m of excavation face of section survey is pressed during section excavation after every artillery salvo
Mono- section of 5m, meanwhile, with cavern excavation, supporting progress, a pile No. mark is set in both sides Dong Bi and hole top every 20m；
3）Bore operation：The excavation contour line that drilling hole position should be made according to measurement determines that drilling hole depth is according to layering, point sequence etc.
Arrangement and method for construction is strictly controlled；Upstream and downstream abutment wall（1b）It is fixed using steel pipe locating rack and headwall hand air drill is when making presplitting or light blast hole
Position drilling, periphery hole perforate on range line profile is not preferably greater than 5cm along the scope hole position deviation that contour line is adjusted；
4）Charge explosion：Using making platform truck by oneself（3）By hole blasting design parameter powder charge, aperture blocks tight with clay, and powder charge is complete
Cheng Hou, by technician and professional big gun work point area subdivision planning, is coupled blasting network, withdraws from working face equipment, material to security bit
Put, non-electric ms detonator is ignited；
5）Ventilation dissipates cigarette：Blown during construction by ventilation hole side, cross the side air draft of factory building temporary traffic hole, accelerated ventilation and dissipate cigarette speed
Degree；
6）Safe handling：After explosion, face and abutment wall are first checked（1b）The danger stone and fragment of upper residual, and by safe handling people
Member is handled with crowbar, it is ensured that backhoe carries out face safe handling after the safety of slag-tapping device, muck removal；
7）Muck removal and clear bottom：Using loading machine or backhoe car（6b）Transport to spoil disposal area, after muck removal is finished, use with dump truck
Backhoe enters working face, and removes the residual quarrel in face bottom, is that the excavation of subsequent cycle creates conditions.
3. the construction method of a kind of tailwater tunnel excavation supporting according to claim 2, it is characterised in that I layer according to
Some drilling and data of explosive filled are sequentially arranged keyhole, multiple rows of main blast hole around keyhole from inside to outside on face is excavated
And the periphery hole at outer rim；II layer is being excavated the middle part of face from top to bottom according to existing drilling and data of explosive filled
Horizontally disposed multiple rows of main blast hole, and arrange row's cushion hole vertically respectively in the both sides of main blast hole；III layer according to existing drilling
With data of explosive filled on face vertical direction is excavated from top to bottom horizontally disposed row breaking hole and row's bottom outlet successively.
4. a kind of construction method of tailwater tunnel excavation supporting according to claim 3, it is characterised in that the master in I layer
Quantity increases blast hole successively from inside to outside；Main blast hole in II layer includes being respectively at the superiors and undermost upper strata master is quick-fried
Hole, the main blast hole of lower floor and the main blast hole in middle part between the main blast hole of the main blast hole in upper strata and lower floor, its main blast hole at the middle and upper levels
Quantity is less than quantity of the quantity less than the main blast hole of lower floor of the main blast hole in middle part；The quantity of breaking hole is less than the number of bottom outlet in III layer
Amount.
5. the construction method of a kind of tailwater tunnel excavation supporting according to claim 1, it is characterised in that in step 2）Before
Quick-fried area's fence operation is carried out to the intake-outlet of tailwater tunnel first, with comprising the following steps：
1）Tile multiple sping mattresses above blast area（9a）, and in sping mattress（9a）On stack bamboo raft（9b）；
2）In bamboo raft（9b）Upper covering soft protecting net（9c）, and use reinforcing bar earth anchor（9f）By soft protecting net（9c）It is fixed, lead to
Cross soft protecting net（9c）It is preliminary by bamboo raft（9b）And sping mattress（9a）Compressed；
3）In soft protecting net（9c）It is upper to place multiple sand bags（9d）, and use steel wire（9e）By multiple sands bag（9d）Mutually it is connected
It is connected together, passes through sand bag（9d）To sping mattress（9a）And bamboo raft（9b）Further it is fixed.
6. the construction method of a kind of tailwater tunnel excavation supporting according to claim 5, it is characterised in that to bamboo before explosion
Row（9b）And soft protecting net（9c）Carry out watering and drench operation.
7. a kind of construction method of tailwater tunnel excavation supporting according to claim 1, it is characterised in that step 2）Middle anchor
Bar supporting comprises the following steps：
1）Setting-out is measured to anchor pole hole position using total powerstation, and mark is carried out with paint or steelframe；
2）Using three arm rock drilling jumbos（4）Equidistant drilling, carries out borehole cleaning operation after drilling；
3）Using small one and large one long anchor pole of diameter（2a）With Short bolt（2b）Supporting is carried out, the slip casting and by long anchor into bolthole
Bar（2a）With Short bolt（2b）Alternately it is inserted in bolthole.
8. a kind of construction method of tailwater tunnel excavation supporting according to claim 1, it is characterised in that step 2）It is middle to hang
Net uses platform truck（3）Coordinate artificial extension bar-mat reinforcement（31）, fixed using anchor pole head spot welding, it is middle to be encrypted admittedly with expansion bolt
It is fixed, make bar-mat reinforcement（31）It is close between wall, net be fastened with galvanized wire, spray normal concrete uses coagulation with stir cement and soft soil in deep ground
Soil spray car（8）Operation.
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| CN109854265A (en) * | 2019-02-26 | 2019-06-07 | 重庆交通建设(集团)有限责任公司 | Three arm rock drilling jumbos stablize construction method and stablize rack |
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| CN112709605A (en) * | 2020-12-29 | 2021-04-27 | 中国电建集团中南勘测设计研究院有限公司 | Seepage control construction method for underground water seal cave depot |
| CN114320315A (en) * | 2022-01-11 | 2022-04-12 | 湖南省通盛工程有限公司 | Pre-splitting method for tunnel driving construction |
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