CN107035377B - 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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- CN107035377B CN107035377B CN201710489258.6A CN201710489258A CN107035377B CN 107035377 B CN107035377 B CN 107035377B CN 201710489258 A CN201710489258 A CN 201710489258A CN 107035377 B CN107035377 B CN 107035377B
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- 238000009412 basement excavation Methods 0.000 title claims abstract description 52
- 238000010276 construction Methods 0.000 title claims abstract description 45
- 230000008093 supporting effect Effects 0.000 title claims abstract description 35
- 239000011435 rock Substances 0.000 claims abstract description 21
- 230000000694 effects Effects 0.000 claims abstract description 11
- 239000010410 layer Substances 0.000 claims description 114
- 238000005553 drilling Methods 0.000 claims description 41
- 238000004880 explosion Methods 0.000 claims description 28
- 238000005422 blasting Methods 0.000 claims description 26
- 229910000831 Steel Inorganic materials 0.000 claims description 19
- 239000010959 steel Substances 0.000 claims description 19
- 235000017166 Bambusa arundinacea Nutrition 0.000 claims description 16
- 235000017491 Bambusa tulda Nutrition 0.000 claims description 16
- 241001330002 Bambuseae Species 0.000 claims description 16
- 235000015334 Phyllostachys viridis Nutrition 0.000 claims description 16
- 239000011425 bamboo Substances 0.000 claims description 16
- 238000000034 method Methods 0.000 claims description 16
- 239000007921 spray Substances 0.000 claims description 14
- 238000013461 design Methods 0.000 claims description 12
- 239000004576 sand Substances 0.000 claims description 12
- 239000004567 concrete Substances 0.000 claims description 11
- 239000002360 explosive Substances 0.000 claims description 8
- 238000005259 measurement Methods 0.000 claims description 8
- 235000019504 cigarettes Nutrition 0.000 claims description 7
- 239000000843 powder Substances 0.000 claims description 7
- 239000002689 soil Substances 0.000 claims description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 6
- 238000009423 ventilation Methods 0.000 claims description 5
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 239000011378 shotcrete Substances 0.000 claims description 4
- 239000004575 stone Substances 0.000 claims description 4
- 239000000725 suspension Substances 0.000 claims description 4
- 238000003466 welding Methods 0.000 claims description 4
- 239000004927 clay Substances 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 3
- 238000009826 distribution Methods 0.000 claims description 3
- 230000005611 electricity Effects 0.000 claims description 3
- 239000012634 fragment Substances 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 238000011017 operating method Methods 0.000 claims description 3
- 239000003973 paint Substances 0.000 claims description 3
- 230000002093 peripheral effect Effects 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 3
- 238000010079 rubber tapping Methods 0.000 claims description 3
- 238000007569 slipcasting Methods 0.000 claims description 3
- 241001074085 Scophthalmus aquosus Species 0.000 claims description 2
- 239000011210 fiber-reinforced concrete Substances 0.000 claims description 2
- 239000011241 protective layer Substances 0.000 claims description 2
- 238000011144 upstream manufacturing Methods 0.000 claims description 2
- 239000004568 cement Substances 0.000 claims 1
- 230000015271 coagulation Effects 0.000 claims 1
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Classifications
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- 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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 OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
-
- 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
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- 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
- E21D9/10—Making by using boring or cutting machines
-
- 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
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Geology (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Environmental & Geological Engineering (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Inorganic Chemistry (AREA)
- Earth Drilling (AREA)
Abstract
The invention discloses a kind of construction methods of tailwater tunnel excavation supporting, tailwater tunnel from vault to bottom plate be divided into I layer, II layer with III layer and successively construct from top to bottom, it is quick-fried by way of preceding excavate in rear supporting follow-up boring, while improving excavation effect, guarantee the stability of country rock.
Description
Technical field
The present invention relates to a kind of construction technology of underground ground drilling, in particular to a kind of tailwater tunnel excavation supporting is applied
Work method.
Background technique
Currently, circulation generally uses direct-flow water supply system, i.e., in coastal thermal power plant or nuclear power plant project
It fetches water in sea area, after the cold and hot energy exchange circulation of power plant, then drains back into sea area.Due to the spy of factory site topographic and geologic condition
Point, and consider the factors 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
Intracorporal tailwater tunnel is realized.
Under normal circumstances, in order to tunnel mouth structure safety and facilitate carry out hole support reinforcement, it is desirable that canal axes with
Tunnel mouth hillside slope surface is substantially vertical.In order to reduce the investment of tunnel mouth temperature pier, all selections as far as possible of tunnel openings position are in geology
Condition is preferably local.The existing construction usual way for tunnel is excavating load, and such method excavates skill for soft soil zone
Art is simple, and without adjusting tunnel route, but can have the safety problem of massif slope failure after 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 generally avoided, selects geological conditions preferable
Position, but in the construction of the country rock grade of I class, II class or III class, since rock property is preferable, common excavating load is difficult
Spend larger, construction efficiency is lower.
Summary of the invention
The object of the present invention is to provide a kind of construction methods of tailwater tunnel excavation supporting, are opened using drilling and blasting method in conjunction with layering
It digs and supporting follow-up mode, reduction excavates difficulty and simultaneously improve construction efficiency.
Above-mentioned technical purpose of the invention has the technical scheme that
A kind of construction method of tailwater tunnel excavation supporting, comprising the following steps:
1) height of tailwater tunnel is designed according to construction road distribution situation, and tailwater tunnel is divided from vault to bottom plate
It is I 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, and artillery salvo drilling depth is controlled in 3.1 ~ 3.5m, bores quick-fried rear arch top spray
Steel fiber reinforced concrete, abutment wall shotcrete with mesh and suspension roof support；
3) II layer of excavation: carrying out carrying out abutment wall presplitting first, and disposably presplitting is to bottom plate, to II layer after completion presplitting
Central region is excavated using drill-blast tunnelling method；
4) III layer of excavation: using drill-blast tunnelling method, excavates the control of artillery salvo drilling depth in 3.05 ~ 3.5m, follows up after the completion of excavating
Combined bolting and shotcrete.
By using above-mentioned technical proposal, layering staged construction is carried out to tunnel and improves the stability of country rock, and utilized
Quick-fried mode is bored first to I layer, II layer and III layer progress explosion open circuit, is facilitated subsequent excavation construction and is improved construction efficiency,
The drilling depth of its secondary control explosion reduces rock burst, improves the profile quality side of excavation section at first using photoface exploision mode for I layer
Just II layer and III layer of ensuing blast excavate, and carry out presplitting to abutment wall first in II layer of construction, the stress for adjusting II layer of country rock mentions
The effect of high subsequent country rock explosion；In addition every layer of Blasting Excavation simultaneously follow up supporting avoid excavation section occur collapsing situation improve
Safety in work progress.
Preferably, the drill-blast tunnelling method includes following operating procedure:
1) preparation of construction: wind, water, electricity are ready in hole, and construction personnel, equipment prepare in place, and periphery presplitting is pressed before excavating
Experimental explosion is carried out according to design blasting parameter, according to demolition effect to determine suitable blasting parameter；
2) surveying setting-out: measurement is by professional's unwrapping wire, before the pre-splitting hole of periphery, measurement need to release peripheral profile line or
Blast hole hole location, must be designed gauge wire measuring after when section excavation every artillery salvo, section survey lag excavation face 10~
15m, by mono- section of 5m, meanwhile, with cavern excavation, supporting progress, a pile No. mark is set in two sides Dong Bi and hole top every 20m
Will；
3) bore operation: drilling hole location should determine according to the excavation contour line that make of measurement, drilling hole depth according to layering, point
The arrangement and method for construction strict control such as sequence；It is fixed using steel pipe locating rack when upstream and downstream abutment wall and headwall hand air drill make presplitting or light blast hole
Position drilling, periphery hole aperture on range line profile, the range hole location deviation along contour line adjustment are not preferably greater than 5cm；
4) charge explosion: the powder charge of hole blasting design parameter is pressed using self-control platform truck, aperture is blocked tightly with clay, and powder charge is complete
Cheng Hou is coupled blasting network, is withdrawn from working face equipment, material to security bit by technician and professional big gun work point area subdivision planning
It sets, non-electric ms detonator is ignited；
5) it divulges information and dissipates cigarette: being blown when construction by ventilation hole side, cross the side air draft of workshop temporary traffic hole, accelerate ventilation and dissipate
Cigarette speed；
6) safe handling: after explosion, remaining danger stone and fragment on face and abutment wall are first checked, and by safe handling people
Member is handled with crowbar, guarantees the safety of slag-tapping device, and backhoe carries out face safe handling after muck removal；
7) it muck removal and clear bottom: is transported with dump truck to spoil disposal area using loading machine or backhoe vehicle, after muck removal, is used
Backhoe enters working face, and removes the residual quarrel in face lower part, creates conditions for the excavation of subsequent cycle.
By using above-mentioned technical proposal, endless form is used to every layer of blast working, passes through city's roads and brill
Hole location deviation calculating in hole improves the guarantee of surrounding rock stability after demolition effect and explosion, secondly before muck removal and clear bottom first
It is aerated scattered cigarette and safe handling, improves the safety in work progress.
Preferably, it is sequentially arranged from inside to outside on excavating face according to existing drilling and data of explosive filled for I layer
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 in the middle part from top to bottom horizontally disposed multiple rows of main blast hole for excavating face, and in the two sides of main blast hole vertical arrangement respectively
One row's cushion hole；III layer successively horizontal from top to bottom on excavating face vertical direction according to existing drilling and data of explosive filled
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 on face point
It is fast to be substantially reduced elastic strain energy using the rate of release and intensity for changing blasthole blasting circuit control elastic strain energy for cloth
Country rock energetic disturbance caused by quick-release is put, and then preferably improve safety in work progress.
Preferably, quantity successively increases the main blast hole in I layer from inside to outside；Main blast hole in II layer includes locating respectively
In in the main blast hole of top layer and undermost upper layer, the main blast hole of lower layer and between the main blast hole of the main blast hole in upper layer and lower layer
The main blast hole in portion, the quantity that the quantity of main blast hole is less than the main blast hole in middle part at the middle and upper levels are less than the quantity of the main blast hole of lower layer；In III layer
The quantity of breaking hole is less than the quantity of bottom outlet.
By using above-mentioned technical proposal, guarantees the uniform release of each Regional strain energy in blasting process, reach good
Crushing effect.
Preferably, quick-fried area's fence operation is carried out to the intake-outlet of tailwater tunnel first before step 2, there is packet
Include following steps:
1) tile multiple sping mattresses above blast area, and upper bamboo raft is stacked on sping mattress；
2) soft protecting net is covered on bamboo raft, and is fixed soft protecting net with reinforcing bar earth anchor, passes through soft protecting net
Preliminary compresses bamboo raft and sping mattress；
3) multiple sand bags are placed on the net in flexible protective, and be mutually connected to each other multiple sand bags with steel wire, lead to
Sand bag is crossed further to be fixed 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 of tunnel inlet and outlet
Degree reduces stone fling distance, avoids chattering, improves protection effect using three-layer protection structure；First layer uses sping mattress
Floating support to two floor, three-layer protection component is played the role of on the top for being layed in quick-fried area first, and when separate explosion is generated
The elastic potential energy that impact force can be partially converted to mattress absorbs partial capability, reduces impact force；The second layer is laid with bamboo raft and utilizes bamboo
Sping mattress is carried out pre-pressing by the toughness of row, further to reduce generated impact force when explosion, is played preferably anti-
Shield effect；Last third layer passes through soft protecting net first and the protecting component of first layer and the second layer is coated compression, and soft
Property protective net above place sand bag more preferably play compression protective action, multiple sand 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, watering is carried out to bamboo raft and soft protecting net and is drenched after operation can reduce explosion
Sand and dust, and quick-fried area's temperature can be reduced.
Preferably, in step 2 suspension roof support the following steps are included:
1) setting-out is measured to anchor pole hole location using total station, and carries out mark with paint or steelframe；
2) it is equidistantly drilled using three arm rock drilling jumbos, borehole cleaning operation is carried out after drilling；
3) using diameter small one and large one long anchor pole and Short bolt carry out supporting, into bolthole slip casting and by long anchor pole with
Short bolt 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 work surface
Member, avoids leading to casualties because of rock burst；Secondly after the arrangement mode of anchor pole alternating supporting makes anchor pole be inserted into rock stratum, rock stratum
Loose, raising supporting effect is less likely to occur.
Preferably, linked network is fixed using the artificial extension steel mesh of platform truck cooperation using anchor pole head spot welding in step 2,
Centre is encrypted with expansion bolt and is fixed, and so that steel mesh is close to wall surface, is fastened between net with galvanized wire, spray normal concrete and spray steel fibre
Concrete is all made of concrete spray vehicle operation.
By using above-mentioned technical proposal, steel mesh is tentatively fixed using spot welding, realizes in conjunction with expansion bolt and reinforces operation,
It is fastened between net using galvanized wire and facilitates subsequent pneumatically placed concrete, increase spray area, improve uniformity when concrete spray, in turn
Improve supporting effect.
In conclusion the invention has the following advantages:
1, by being layered drill-blast tunnelling mode, the geology good suitable for rock property, and with one on every layer of face
Fixed arrangement mode combines designed the number of the boring hole to guarantee that strain energy uniformly discharges, and reduces country rock energetic disturbance, after explosion
Follow-up is excavated and then supporting follow-up guarantees the stability of country rock while improving excavation effect；
2, by using three-layer protection structure in tunnel import and export, generated impact force when explosion is effectively reduced, drops
Country rock is influenced by explosion and is crushed in the middle part of low tunnel, is operated convenient for subsequent construction.
Detailed description of the invention
Fig. 1 is the section excavation hierarchical diagram of tailwater tunnel；
The protection schematic diagram in the area Tu2Wei Bao；
Fig. 3 is the layout drawing that blasthole is excavated in I layer；
Fig. 4 is the enlarged diagram of keyhole in Fig. 3；
Fig. 5 is the layout drawing that blasthole is excavated in II layer, III layer；
Fig. 6 is the construction schematic diagram that drilling supporting is excavated 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 that drilling supporting is excavated 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；3, platform
Vehicle；31, steel mesh；4, three arm rock drilling jumbo；5, drilling cramp trolley；6a, load wagon；6b, backhoe vehicle；7, dumper；8, concrete
Spray vehicle；9a, sping mattress；9b, bamboo raft；9c, soft protecting net；9d, sand bag；9e, steel wire；9f, reinforcing bar earth anchor.
Specific embodiment
Below in conjunction with attached drawing, invention is further described in detail.
Embodiment one
A kind of construction method of tailwater tunnel excavation supporting, including following operating procedure:
1, 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
It is I layer, II layer and III layer to bottom plate 1c points, wherein III layer is used as bottom plate 1c protective layer.
2, blasting safety protection is set up
Referring to fig. 2, blasting safety protection is carried out at the intake-outlet of tailwater tunnel to set up, security protection is set up in quick-fried
The top in area, is respectively as follows: from the bottom to top
First layer: spring sheet is used to cover quick-fried area top with tile mode；
The second layer: at least two rows of bamboo raft 9b is used to be laid on the top of sping mattress 9a with transverse and longitudinal；
Third layer: bamboo raft 9b and sping mattress 9a is covered using soft protecting net 9c, and on soft protecting net 9c
Multiple sand bag 9d are placed, and are mutually connected to each other multiple sand bag 9d with steel wire 9e, soft protecting net 9c reinforcing bar
Anchor 9f is fixed on above quick-fried area.
3, I layer of blasthole opens up
1) preparation of construction: wind, water, electricity are ready in hole, and construction personnel, equipment prepare in place, and periphery presplitting is pressed before excavating
Experimental explosion is carried out according to design blasting parameter, according to demolition effect to determine suitable blasting parameter.
2) surveying setting-out: measurement by professional's unwrapping wire, before the presplitting pore-creating of periphery, measurement need to release peripheral profile line or
Blast hole hole location, must be designed gauge wire measuring after when section excavation every artillery salvo, section survey lag excavation face 10~
15m, by mono- section of 5m, meanwhile, with cavern excavation, supporting progress, a pile No. mark is set in two sides Dong Bi and hole top every 20m
Will.
3) I layer of bore operation: being according to design requirement in face using 5 people of drilling cramp trolley referring to Fig. 3, Fig. 4 and Fig. 6
Upper carry out drilling operation is sequentially arranged slotting on excavating face according to I layer of existing drilling and data of explosive filled from inside to outside
Hole, around multiple rows of main blast hole of keyhole and the periphery hole at outer rim, wherein quantity successively increases main blast hole from inside to outside
Add, keyhole is hexagonal inner tool there are two emptying aperture, and I layer of specific explosion design parameter is as shown in table 1.
1 I layers of explosion design parameter table of table
4, I layer of Blasting Excavation
1) charge explosion: the powder charge of hole blasting design parameter is pressed using self-control platform truck 3, aperture clay blocks tight, powder charge
After the completion, by technician and professional big gun work point area subdivision planning, it is coupled blasting network, withdraws from working face equipment, material to safety
Position, non-electric ms detonator are ignited；
2) it divulges information and dissipates cigarette: being blown when construction by ventilation hole side, cross the side air draft of workshop temporary traffic hole, accelerate ventilation and dissipate
Cigarette speed；
3) safe handling: after explosion, remaining danger stone and fragment on face and abutment wall 1b are first checked, and by safe handling
Personnel are handled with crowbar, guarantee the safety of slag-tapping device, and backhoe carries out face safe handling after muck removal；
4) muck removal and clear bottom: being transported with dump truck to spoil disposal area referring to Fig. 8 using loading machine, after muck removal, and it is clear
Except the residual quarrel in face lower part, create conditions for the excavation of subsequent cycle.
5) suspension roof support: referring to Fig. 6 and Fig. 7, measuring setting-out to anchor pole hole location using total station first, and with oily
Paint or steelframe carry out mark；It is 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,
The diameter of middle long anchor pole 2a is greater than the diameter of end anchor pole.
6) shotcrete with mesh: being cooperated artificial extension steel mesh 31 using platform truck 3, fixed using anchor pole head spot welding, intermediate
It is encrypted and is fixed with expansion bolt, so that steel mesh 31 is close to wall surface, fastened between net with galvanized wire, spray normal concrete and spray steel fibre are mixed
Solidifying soil is all made of concrete spray 8 operation of vehicle.
Other I layer of artillery salvo drilling depth is 3.1m.
5, II layer of blasthole opens up
Referring to Fig. 5, it is that II layer is being excavated according to existing drilling and data of explosive filled with the difference that I layer of blasthole opens up construction
The middle part of face from top to bottom horizontally disposed multiple rows of main blast hole, and in the two sides of main blast hole one row of vertical arrangement buffering respectively
Hole, the main blast hole in II layer include being respectively at top layer and the main blast hole in undermost upper layer, the main blast hole of lower layer and positioned at upper
The main blast hole in middle part between the main blast hole of layer and the main blast hole of lower layer, the quantity that the quantity of the main blast hole in upper layer is less than the main blast hole in middle part are less than
The quantity of the main blast hole of lower layer, II layer of specific explosion design parameter are as shown in table 2
2 II layers of explosion design parameter table of table
Define equipped with detonator rank be Ms1 blasthole be the main blast hole in upper layer, equipped with detonator rank be Ms11 blasthole be under
The main blast hole of layer is the main blast hole in middle layer equipped with the blasthole that detonator rank is Ms3, Ms5, Ms7, Ms9.
6, II layer of Blasting Excavation
Difference with I layer of Blasting Excavation is to carry out presplitting to abutment wall 1b first, using the disposable presplitting of light-duty hidden hole drilling
To bottom plate 1c as shown in Figure 1, carrying out Blasting Excavation again.
As shown in Figure 10 and Figure 11, II layer of Excavation Blasting process is identical as I layer of Excavation Blasting process, wherein going out
After quarrel, enter working face using backhoe vehicle 6b and remove the residual quarrel in face lower part, creates conditions for the excavation of subsequent cycle.
7, III layer of blasthole opens up
As shown in figure 4, III layer according to it is existing drilling and data of explosive filled excavate face vertical direction on successively by upper
Horizontally disposed row breaking hole and row's bottom outlet under, 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
8, III layer of Blasting Excavation
Identical as II layer of Blasting Excavation supporting construction mode, wherein the control of artillery salvo drilling depth is 3.1m.
9, step 3-8 is repeated until entire tailwater tunnel is got through.
Embodiment two
A kind of construction method of tailwater tunnel excavation supporting, the difference with embodiment one are that I layer of artillery salvo drilling depth is 3.5m,
III layer of artillery salvo drilling depth control is 3.5m.
This specific embodiment is only explanation of the invention, is not limitation of the present invention, those skilled in the art
Member can according to need the modification that not creative contribution is made to the present embodiment after reading this specification, but as long as at this
All by the protection of Patent Law in the scope of the claims of invention.
Claims (7)
1. a kind of construction method of tailwater tunnel excavation supporting, which comprises the following steps:
1) height of tailwater tunnel is designed according to construction road distribution situation, and by tailwater tunnel from vault (1a) to bottom plate
(1c) 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, and the control of artillery salvo drilling depth bores quick-fried rear vault (1a) spray in 3.1 ~ 3.5m
Steel fiber reinforced concrete, abutment wall (1b) shotcrete with mesh and suspension roof support；
3) II layer of excavation: carrying out carrying out abutment wall (1b) presplitting first, and disposable presplitting is to bottom plate (1c), right after completion presplitting
II layer of central region is excavated using drill-blast tunnelling method, carries out quick-fried area to the intake-outlet of tailwater tunnel first before drill-blast tunnelling
Fence operation, have the following steps are included:
3.1) tile multiple sping mattresses (9a) above blast area, and upper bamboo raft (9b) is stacked on sping mattress (9a)；
3.2) soft protecting net (9c) is covered on bamboo raft (9b), and with reinforcing bar earth anchor (9f) that soft protecting net (9c) is fixed,
Bamboo raft (9b) and sping mattress (9a) are compressed by the way that soft protecting net (9c) is preliminary；
3.3) multiple sand bags (9d) are placed on soft protecting net (9c), and with steel wire (9e) that multiple sand bags (9d) are mutual
It links together, sping mattress (9a) and bamboo raft (9b) is further fixed by sand bag (9d)；
4) III layer of excavation: using drill-blast tunnelling method, excavates artillery salvo drilling depth control follow-up spray anchor after the completion of 3.05 ~ 3.5m, excavation
Supporting.
2. a kind of construction method of tailwater tunnel excavation supporting according to claim 1, which is characterized in that the brill pops
Digging method includes following operating procedure:
1) preparation of construction: wind in hole, water, electricity are ready, construction personnel, equipment prepare it is in place, periphery presplitting excavate before according to setting
It counts blasting parameter and carries out experimental explosion, according to demolition effect to determine suitable blasting parameter；
2) surveying setting-out: measurement is by professional's unwrapping wire, and before the pre-splitting hole of periphery, measurement need to release peripheral profile line or explosion
Hole hole location must be designed gauge wire measuring after when section excavation every artillery salvo, and section survey lags 10~15m of excavation face, presses
Mono- section of 5m, meanwhile, with cavern excavation, supporting progress, a pile No. mark is set in two sides Dong Bi and hole top every 20m；
3) bore operation: drilling hole location should determine according to the excavation contour line that make of measurement, drilling hole depth according to be layered, a point sequence is applied
Work scheme strict control；When upstream and downstream abutment wall (1b) and headwall hand air drill make presplitting or light blast hole, positioned using steel pipe locating rack
Drilling, periphery hole aperture on range line profile, the range hole location deviation along contour line adjustment are not preferably greater than 5cm；
4) charge explosion: the powder charge of hole blasting design parameter is pressed using self-control platform truck (3), aperture is blocked tightly with clay, and powder charge is complete
Cheng Hou is coupled blasting network, is withdrawn from working face equipment, material to security bit by technician and professional big gun work point area subdivision planning
It sets, non-electric ms detonator is ignited；
5) it divulges information and dissipates cigarette: being blown when construction by ventilation hole side, cross the side air draft of workshop temporary traffic hole, accelerating to divulge information dissipates cigarette speed
Degree；
6) safe handling: after explosion, remaining danger stone and fragment on face and abutment wall (1b) are first checked, and by safe handling people
Member is handled with crowbar, guarantees the safety of slag-tapping device, and backhoe carries out face safe handling after muck removal；
7) it muck removal and clear bottom: is transported with dump truck to spoil disposal area using loading machine or backhoe vehicle (6b), after muck removal, is used
Backhoe enters working face, and removes the residual quarrel in face lower part, creates conditions for the excavation of subsequent cycle.
3. a kind of construction method of tailwater tunnel excavation supporting according to claim 2, which is characterized in that I layer according to
Some drilling and data of explosive filled are sequentially arranged keyhole on excavating face, around multiple rows of main blast hole of keyhole from inside to outside
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 row's cushion hole is arranged vertically respectively in the two sides of main blast hole；III layer according to existing drilling
With data of explosive filled on excavating face vertical direction successively from top to bottom horizontally disposed row breaking hole and row's bottom outlet.
4. a kind of construction method of tailwater tunnel excavation supporting according to claim 3, which is characterized in that the master in I layer
Quantity successively increases blast hole from inside to outside；Main blast hole in II layer includes being respectively at top layer and undermost upper layer master is quick-fried
Hole, the main blast hole of lower layer and the main blast hole in middle part between the main blast hole of the main blast hole in upper layer and lower layer, at the middle and upper levels main blast hole
The quantity that quantity is less than the main blast hole in middle part is less than the quantity of the main blast hole of lower layer；The quantity of breaking hole is less than the number of bottom outlet in III layer
Amount.
5. a kind of construction method of tailwater tunnel excavation supporting according to claim 1, which is characterized in that bamboo before explosion
Row (9b) and soft protecting net (9c) carry out watering and drench operation.
6. a kind of construction method of tailwater tunnel excavation supporting according to claim 1, which is characterized in that anchor in step 2
Bar supporting the following steps are included:
1) setting-out is measured to anchor pole hole location using total station, and carries out mark with paint or steelframe；
2) it is equidistantly drilled using three arm rock drilling jumbos (4), borehole cleaning operation is carried out after drilling；
3) using diameter small one and large one long anchor pole (2a) and Short bolt (2b) carry out supporting, the slip casting and by long anchor into bolthole
Bar (2a) and Short bolt (2b) are alternately inserted in bolthole.
7. a kind of construction method of tailwater tunnel excavation supporting according to claim 1, which is characterized in that hung in step 2
Net hangs steel mesh (31) using platform truck (3) cooperation is artificial, is fixed using anchor pole head spot welding, and centre expansion bolt encrypts solid
It is fixed, so that steel mesh (31) is close to wall surface, fastened between net with galvanized wire, spray normal concrete and stir cement and soft soil in deep ground are all made of coagulation
Soil spray vehicle (8) operation.
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| CN111236948A (en) * | 2020-01-13 | 2020-06-05 | 中国水利水电第七工程局有限公司 | High-pressure branch pipe excavation method |
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| 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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| CN102607352B (en) * | 2012-02-27 | 2015-05-20 | 薛世忠 | Tunnel full-section excavation blasting method |
| CN102937398B (en) * | 2012-11-20 | 2014-12-03 | 武汉大学 | Rockburst active control method based on blasting excavation disturbance control |
| CN104482817B (en) * | 2014-12-15 | 2015-10-21 | 武汉大学 | A kind of deep-lying tunnel stress relieving presplit blasting method |
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| CN111236948A (en) * | 2020-01-13 | 2020-06-05 | 中国水利水电第七工程局有限公司 | High-pressure branch pipe excavation method |
| CN111236948B (en) * | 2020-01-13 | 2021-09-28 | 中国水利水电第七工程局有限公司 | High-pressure branch pipe excavation method |
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