CN108915694A - It the step tunneling boring unprotect layer tight-face blasting of tunnel lower layer and repairs the roads and protects logical construction method - Google Patents
It the step tunneling boring unprotect layer tight-face blasting of tunnel lower layer and repairs the roads and protects logical construction method Download PDFInfo
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- 238000005422 blasting Methods 0.000 title claims abstract description 169
- 238000010276 construction Methods 0.000 title claims abstract description 69
- 230000005641 tunneling Effects 0.000 title claims abstract description 45
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- 238000004880 explosion Methods 0.000 claims abstract description 105
- 238000009412 basement excavation Methods 0.000 claims abstract description 91
- 230000001186 cumulative effect Effects 0.000 claims abstract description 89
- 239000002893 slag Substances 0.000 claims abstract description 52
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- 239000010410 layer Substances 0.000 claims description 238
- 230000003139 buffering effect Effects 0.000 claims description 66
- 239000002360 explosive Substances 0.000 claims description 63
- 239000011435 rock Substances 0.000 claims description 62
- 238000005553 drilling Methods 0.000 claims description 57
- 238000013461 design Methods 0.000 claims description 34
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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
- E21D9/006—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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Abstract
The present invention relates to engineering explosion technical fields, and in particular to the step tunneling boring unprotect layer tight-face blasting of tunnel lower layer and repairs the roads and protects logical construction method, step 1：Tunnel is divided into upper layer and lower layer, benching tunnelling method excavates, step 2：After the 60~80m of bench excavation of upper layer; this spacing is kept to carry out the unprotect layer tight-face blasting of lower layer's step tunneling boring; complex reflex cumulative is installed additional using main blast hole high bunch continuous method and foundation plane bottom plate and buffers the combined blasting method of the unprotect layer explosion of energy dissipator and the presplit blasting of two sides abutment wall, forms the molding of lower layer's step full face blasting.Step 3：Slope course is built on the quick-fried slag muck of tight-face blasting, and 12 ~ 24m spacing is kept to excavate passage of changing its course forwards with tight-face blasting.This method can carry out drillhole blasting operation simultaneously and logical operation is protected in slope course, realize the upper and lower step of narrow tunnel space while carrying out parallel construction, greatly accelerate construction progress.
Description
Technical field
The present invention relates to constructing tunnel and Technology of Blasting fields, and in particular to tunnel lower layer step tunneling boring unprotect
It layer tight-face blasting and repairs the roads and protects logical construction method.
Background technique
The large-sized section tunnel relatively narrow for hole width, existing several construction methods cannot reach to lower layer's step simultaneously
Carry out drill-blast tunnelling and as upper layer step traffic aisle two functional areas while operation requirement, will affect tunnel excavation
Construction speed.Replacing excavating load using positive step tunneling boring, the work surface of only one each step is carrying out excavation construction,
So occupying, period construction time is longer, and production efficiency is lower, influences entire manufacturing schedule.It is alternately opened using lower layer's step half range
Digging method, the more difficult half range that formed of lower layer's step excavates the construction that half range stays the current alternately operating in road, since lower layer's step can not
Operation while forming two functional areas of Blasting Excavation and traffic aisle, affects construction speed.It is squeezed using lower layer's step quick-fried
Channel process in broken drawing, increases flow chart and activity duration, speed of application is slower.
Therefore height is larger, in tunnel of narrower width, under the premise of guaranteeing quality, safety, carries out effective and reasonable
Quick bursting excavates, and upper layer, lower layer's step tunneling boring need to be overcome to replace the work surface of only one each step in excavating load
Carrying out excavation operation, the slower contradiction of construction speed；Overcome to get out of a predicament or an embarrassing situation and can not carry out half range alternately excavation, influences lower layer's platform
The contradiction that rank carries out simultaneously as traffic route and Excavation Blasting；Overcome lower layer's Bench Extruding Blasting to draw bracket groove, need match
Close brush side and the peaceful increased flow chart of brill quick-fried operation institute of foundation plane bottom plate and when operation that hand air drill carries out two sides abutment wall
Between influence；Overcome the difficulty for being not easy to meet the quick-fried mechanical equipment use of large power drill and construction personnel's operation and construction safety condition difference
Topic.
Summary of the invention
The purpose of the present invention is overcome the Blasting Excavation in narrow tunnel positive benching tunnelling method construction to lead to existing construction with road guarantor
Deficiency in technology, provides that a kind of security performance is high, easily operated, reliable performance, easy for construction, can effectively guarantee quality
The construction method of construction speed is improved, it is logical to guarantee that the effective and reasonable Blasting Excavation of progress and road are protected.It realizes and uses positive benching tunnelling method
It excavates, overcomes the adverse effect for full face Blasting Excavation of getting out of a predicament or an embarrassing situation, overcome upper layer and lower layer's step that can only have one layer of step list
The influence of one job execution is realized and carries out parallel excavation operation simultaneously with lower layer step using upper layer, accelerates construction progress；Overcome
When tunnel narrower width, lower layer's step alternately can not excavate the difficulty current with half range by half range, realize the conduct of lower layer's step
It is carried out while traffic route passage and Excavation Blasting, realizes the unimpeded needs for meeting the traffic route of upper layer step, it is real
Existing upper layer and lower layer's step carry out Excavation Blasting simultaneously, accelerate construction progress；Overcome hand air drill boring work low efficiency, labor
The difficulty that fatigue resistance is big, security risk is big is realized and improves working efficiency, improvement in lower layer's step vertical blasthole of hidden hole drilling wagon drill
Worker's labour and safety condition；It realizes main blast hole high bunch continuous method, is not clearing up the quick-fried slag of free face previous ramp road
In the case of, the explosion that can make to get out of a predicament or an embarrassing situation persistently is carried forward；The unprotect layer Rapid Excavation explosion for realizing foundation plane bottom plate, in big gun
Hole bottom hole installs complex reflex cumulative and buffering energy dissipator additional, energy-gathering jetting device and reflection cumulative cushion when explosive initiation
The energy-gathering jetting and reflection energy-gathering jetting that bus generates have dual cumulative action, and it is broken can to increase blasthole floor rocks level
Line is split, the ability for enhancing fractured rock solves foundation residual, excavates foundation plane bottom plate blasting in once-through to design altitude；Reflection
Cumulative cushion, rigid bed course and buffering energy dissipating bed course form three layers of composite cushion together, have energy dissipating buffer function three times, can
To cut down explosion energy, the damage that detonation wave retains foundation plane bottom plate rock is reduced, it is complete to reach protection foundation plane floor rock
The effect of whole property guarantees bottom hole rock quality；It realizes the presplit blasting of left and right sides abutment wall, reduces explosion wave to reservation rock
The damage of body has the function that protect rock integrality, improves the flatness of rock face；Realize that lower layer's step tunneling boring is once quick-fried
It is broken into type, is accelerated construction progress.Realization repairs slope course as upper layer on the quick-fried slag muck of lower layer's step tunneling boring tight-face blasting
The traffic route of step, it is ensured that upper layer step has a good transport and communication network；Realize the Blasting Excavation and traffic aisle two that lower layer's step is formed
Logical operation is protected in job execution and slope course while functional areas；It realizes the construction of parallel operations simultaneously of the upper and lower step, adds
Fast construction speed provides work surface and time for the secondary reinforced concrete lining layer work of subsequent tunnel.
To achieve the above object, the present invention uses following technical scheme：
The present invention provides the step tunneling boring unprotect layer tight-face blasting of tunnel lower layer and repairs the roads and protect logical construction method, including with
Lower step：
Step 1：According to tunnel section size, tunnel excavation is designed as top-down positive benching tunnelling method digging mode, according to applying
The characteristics of work machinery, personnel and construction method, tunnel is divided into upper layer and lower layer step, upper layer step height first（H1）And lower layer
Step height（H2）Than being 1.1~1.2.
Step 2：Upper layer step drill-blast tunnelling carries out in advance, utilizes lower layer's step slagging tap and traffic road as upper layer step
Road.Upper layer step is excavated using conventional step full-face blast method, and hand air drill bores lateral aperture.
Step 3：After the 60~80m of bench excavation drilling depth of upper layer, the layer tight-face blasting of tunneling boring unprotect is carried out in lower layer's step,
And keeping the follow-up of 60~80m spacing to excavate with upper layer step, lower layer's step is being longitudinally divided into two operating areas, and one is complete disconnected
Face unprotect layer tight-face blasting region, the other is the region of the slope road as upper layer traffic route.First in lower layer's step
The layer tight-face blasting of tunneling boring unprotect is carried out, then builds slope course on the quick-fried slag muck of tight-face blasting, is mentioned for upper layer step
For traffic aisle, it is ensured that upper layer step has a good transport and communication network.The tunneling boring unprotect layer tight-face blasting is：Main blast hole carries out elementary errors and squeezes
Explosion is pressed, this method is carried forward lower layer's bench blasting persistently in the case where not clearing up quick-fried slag before the scope of freedom.Foundation plane
The blasthole of bottom plate keeps foundation plane bottom plate primary using complex reflex cumulative and buffering energy dissipator progress unprotect layer explosion is installed additional
Property Blasting Excavation to foundation plane elevation, the smooth reduction for reaching foundation plane rises and falls poor, damage of the reduction explosion to foundation plane rock,
Play the role of protecting rock.Both sides abutment wall carries out presplit blasting along design excavation contour line.Lower layer's step is formed after explosion
The full face blasting molding of abutment wall, foundation plane bottom plate, disposably reaches excavation design contour line, improves the smooth of palisades
Degree, reduces damage of the main blast hole explosion to palisades.Main blast hole is using millisecond detonating mode between " V " type or row, it is possible to provide two perpendicular
To the scope of freedom, increase compensating space in blasting, reduces the impact damage to palisades.
The main blast hole of lower layer's step is drilled using down-the-hole trolley, and pre- ceasma is drilled using simple rack formula hidden hole drilling, and drilling is straight
Diameter D2,It is D2=90mm .Hidden hole drilling is along the vertical blasthole of lower layer's step top surface drill down, main blast hole drilling inclination angle thetaIt is main=90 °, presplitting
Hole drilling tilts slightly outwards extrapolation, extrapolation inclination angle thetaIn advance=87°。
Region, each 12 m of excavation length or so, after 12m are excavated in lower layer's step tunneling boring unprotect layer tight-face blasting
Increase by 1~2 row's reinforced hole, reinforces dose, create new compensating space in blasting.Excavation width is the design wide 9.6m in hole.
Step 4：Slope course, slope course are built on the quick-fried slag muck of lower layer's step tunneling boring unprotect layer tight-face blasting
As the explosion of lower layer's step is changed its course passage forwards, the rock ballast of original slope course is dug fortune cleaning, along tunnel excavation side
To new slope course is built, makes the spacing for keeping 20m between the slope course top of lower layer's step and tight-face blasting region, close
The spacing of reason can provide certain compensating space in blasting for tight-face blasting, be conducive to the progress of tight-face blasting.
Two function operation areas of the layer tight-face blasting operation of tunneling boring unprotect and slope course communications and transportation of lower layer's step
Domain.It is constructed and is run simultaneously, realizing lower layer's step both can continue to carry out drillhole blasting excavation or in quick-fried slag muck
On repair slope course, it is ensured that the transport routes of upper layer step it is unimpeded, and then realize upper layer step and lower layer's step explosion,
It digs the more work surfaces of multiplexings kind such as fortune and carries out parallel operations construction and traffic circulation simultaneously, accelerate construction speed.
Further, the tunneling boring unprotect layer tight-face blasting includes the following steps：
Step 3.1：According to the coefficient of volumetric expansion value for pressing slag before the main blast hole of first row, blasthole density is determined；
Reasonable coefficient of volumetric expansion K value range K=1.2~1.5 of quick-fried slag before main blast hole, the size of main blast hole coefficient of volumetric expansion K is to crowded
Pressure explosion plays critically important effect, if K value is less than coefficient of volumetric expansion critical value KLIt, will be because of compensating space in blasting when i.e.≤1.1
It is too small, heel row explosion severe crush is caused, the mass effect of tight-face blasting fractured rock is seriously affected.
Step 3.2：According to the size of toe burden and minimum burden, the position of the main blast hole of first row is determined；
Tunneling boring unprotect floor tight-face blasting is to solve have pressure slag without the vertical scope of freedom before quick-fried area, and compensation space is small and carries out
Blasting Excavation mode.
The toe burden of the main blast hole of first row is set as WBottom；Because the scope of freedom before the main blast hole of first row is filled out by quick-fried slag
Full, compensating space in blasting is small, and explosive energy consumption is big when tight-face blasting, need to carry out explosive energy compensation, in favor of explosion into
Row, therefore the main blast hole of first row is using reduction toe burden WBottomDistance, it is opposite to be equal to the practice for increasing explosive payload, with push from
By the quick-fried slag of accumulation in front, a compensation space is formed, with the explosion of sharp heel row.The toe burden W of the main blast hole of first rowBottom's
Distance is 0.5 times of scarfing cinder explosion burden W, (learning scarfing cinder explosion burden W=3m by common experience and calculating), first
Arrange the toe burden W of main blast holeBottom=0.5W =1.5m。
Step 3.3：Complex reflex cumulative is determined according to main Pop Diameter and buffers the diameter and length of energy dissipator；
Step 3.4：Main blast hole drilling ultra-deep is determined according to the length of complex reflex cumulative and buffering energy dissipator；
Main blast hole drilling ultra-deep LC：Main blast hole drilling should rationally increase the ultra-deep value of main blast hole, and be additionally arranged at the bottom again in main blast hole
It closes reflection cumulative and buffering energy dissipator carries out the explosion of unprotect layer, excavate foundation plane bottom plate blasting in once-through to foundation plane height
Journey, the smooth reduction fluctuating for reaching foundation plane is poor, advantageously accounts for foundation residual, reduces explosion wave and protects to foundation plane bottom plate
The damage for staying rock is played the role of protecting rock.It is determined and is drilled according to the length of complex reflex cumulative and buffering energy dissipator
Ultra-deep, drilling ultra-deep are complex reflex cumulative and buffering energy dissipator length（Ld）Allow out break value with protective layer excavation（Permit
Perhaps it owes to dig 0cm, allow the 20cm that backbreaks）The sum of.
Step 3.5：According to coefficient of volumetric expansion value, toe burden, determines the pitch-row of main blast hole, array pitch, explosive specific charge value, bores
Hole length, length, the explosive payload for blocking section；
Main blast hole array pitch, pitch-row：Because being influenced by scope of freedom explosion slag, explosion space compensation need to be carried out, main blast hole is rationally increased
Hole reticular density increases explosive energy compensation, to guarantee blasting quality, reduces the residual hole undesirable root in blasthole bottom, increases foundation plane bottom plate
The flatness on chassis.In the case where not clearing up quick-fried slag before free face, the explosion that can make to get out of a predicament or an embarrassing situation persistently is carried forward.（1）,
Array pitch b=0.7W of the every row of the main blast hole of 2nd~6 row；（2）, main blast hole close coefficient M=1.05；（3）, main blast hole pitch-row a=Mb；
（4）, main blast hole to pre- ceasma pitch-row a2=0.7a.（5）, main blast hole number of rows Np=6 row（Quick-fried head of district 12m）；The main every round of blast hole
Number Nk=4 holes/row；
Main blast hole explosive specific charge value：The scope of freedom before the main blast hole of first row is crowded with slags, and the shock wave stress wave that explosion generates arrives
It forms transmitted wave after entering slag up to the scope of freedom largely to be absorbed by rock slag, energy loss is very big, to solve to have pressure before quick-fried area
Slag, compensating space in blasting is small, and explosive energy, which is worn and torn, consumes big problem, and explosive energy is needed to compensate, rule of thumb need raising 30%~
40%, select biggish explosive specific charge amount.By scarfing cinder rendrock unit consumption empirical value qqObtain the main blast hole explosive specific charge of tight-face blasting
Value.
（1）, the main blast hole of the 2nd~6 row increase tight-face blasting explosive specific charge value q2=（1+30%）qq =0.49kg/m3；
（2）, the 1st row increase tight-face blasting explosive specific charge value q1=1.41q2=0.69 kg/m3；
Main blast hole explosive specific charge value q when wherein having a free face scarfing cinder explosionq=0.38kg/m3。
Main blast hole drilling depth L=lower layer step height H2+ main blast hole drills ultra-deep LC。
Block the length of section；The length of reasonable blocking section not only can guarantee that rock was sufficiently rationally crushed and travel forward, but also energy
Guarantee, which does not generate, rushes big gun and slungshot, plays the role of making full use of explosion energy；The length L of main blast hole blocking sectiond1=26 D2。
The single hole explosive payload of main blast hole is：
（1）, the 1st main blast hole of row single hole explosive payload Q1= q1WBottomaL；
（2）, the 2nd~6 main blast hole of row single hole explosive payload Q1= q2a bL。
Determine the pitch-row of pre- ceasma, linear charging density, dip angle of hole, drilling ultra-deep, drillable length, the length for blocking section,
Explosive payload；
In order to which the rock quality after guaranteeing the smooth and explosion of pre- broken face is rule of thumb estimated；Presplitting hole drilling pitch-row E=11
D 2。
Pre- ceasma uses decoupling charge, has radial clearance between Explosive roll and blasthole, can reduce explosion wave
Damage to palisades is played the role of protecting palisades, pre- ceasma Decoupling Coefficient η2=bore diameter（D2）/ powder stick diameter（Φ2）.
Presplitting hole drilling ultra-deep value Lc2With main blast hole ultra-deep value LCIt is identical, presplitting hole drill hole depth L2= H2+Lc2, and it is main quick-fried
Hole drill hole depth L is identical.
The length L of presplitting hole plug sectiond2=11 D2。
To guarantee demolition effect, clamping action is overcome, pre- ceasma reinforces explosive payload and is：（1）, pre- ceasma linear charging density qLine
=800g/m,（2）, biggish bottom hole dose to solve foundation residual, form foundation plane bottom plate Rapid Excavation, 1 meter of pre- ceasma bottom hole
Reinforce 3 times of dose, QBottom=3qLine=2.40kg；（3）, explosive payload Q in the middle and top part of pre- ceasmaOn=（L2- Ld2-L c2）qLine=
3.76kg (continuous medicine dress）.
Step 3.6：The vertical main blast hole in a row of same apertures is drilled in the rock mass of excavation area；Main blast hole should ensure that when drilling
The precision of dip angle of hole, aperture aperture position error ± 2cm, bore angle deviation 0.5% avoid shadow due to drilling quality is bad
Ring demolition effect.
Step 3.7：Abutment wall presplitting hole drilling：
It should be there are certain outer limb, closer to setting when being conducive to lower layer's step blasthole mouth extrapolation when upper layer step abutment wall excavates
Count aperture lines.
Lower layer's step tunneling boring unprotect layer tight-face blasting excavates wheel along design with the right and left abutment wall respectively in excavation
Profile carries out presplit blasting, disposably reaches excavation design contour line, improves the flatness of palisades, reduces main blast hole explosion to rock
The damage of wall.Presplitting hole drilling vertical inclination angle θ2=90 °, the lateral inclination angle of presplitting hole drilling is gently towards abutment wall outer incline extrapolation, laterally
Extrapolation inclination angle thetaIn advance=87 °, abutment wall presplitting hole drilling：Aperture avoids pre- ceasma opening from having and owes to dig now close to Design of Side Wall line
As.
Step 3.8：Main blast hole and presplitting hole bottom screed-coat it is levelling：Strict control blasthole Bottom Altitude, prevents from increasing
Or ultra-deep value is reduced, foundation plane bottom plate out break is avoided the formation of, blasting quality is influenced.Hole depth first is carried out to blasthole before every separate explosion
The inspection of degree simultaneously numbers record, and the blasthole of ultra-deep should backfill the rock powder of drilling or sand and consolidate carry out screed-coat, permits by hole depth
Perhaps error ± 2cm progress hole depth is levelling, goes directly to design altitude；Not up to depth blasthole should mend brill again and be drilled into design height
Journey.
Step 3.9：The ditch of 2~3m depth is dug on the pressure slag on the vertical scope of freedom before blast charging before the main blast hole of first row
Slot, the pressure slag height before reducing the vertical scope of freedom, to improve the quality of tight-face blasting, trench depth is not more than the blocking section of blasthole
Length, in favor of explosion and safety.
Step 3.10：Production, assembling complex reflex cumulative and buffering energy dissipator are simultaneously launched into main blast hole, and are made compound
Reflection cumulative is sufficiently contacted with main blast hole bottom hole rock face or screed-coat with buffering energy dissipator bottom surface, and inspection record.
Step 3.11：Be filled in each main blast hole complex reflex cumulative and buffering energy dissipator and main blasting charge and
The detonating material of same delay time is allowed to same to be detonated using the same main blast hole and blast hole projectile filling and with the time
Shi Jinhang tight-face blasting and unprotected bottom plate Excavation blasting.Main blast hole is carried out by the explosive payload and loaded length of explosion design
Loaded with the explosive and detonating material of pre- ceasma, explosive uses coiled nitrolite, powder stick diameter should be less than blasthole diameter 1cm with
On, to facilitate powder stick to enter blasthole.It is designed by explosion initiation net, detonating material uses plastic detonating tube millisecond extension thunder in hole
Pipe；
Step 3.12：Main blast hole and presplitting hole plug are carried out by the length of the blocking section of explosion design；Plugging material drilling
Rock powder or half-dried loess, when blocking, should consolidate plugging material.
Step 3.13：Dynamite charge finishes, and is connected to the network by the design of explosion initiation net, is detonated after confirming safety.
The NONEL firing network that initiation net is formed using plastic detonating tube millisecond detonator and primacord, i.e., in each loading
The non-electrical millisecond delay cap of correspondent section alias is packed into the main blast hole of explosive；The explosive being packed into each pre- ceasma should be tied up
On primacord, it is together to form non-electrical blasting network.Main blast hole is using millisecond detonating mode between " V " type or row.Left and right sides
The pre- ceasma of wall detonates simultaneously, and pre- ceasma detonates earlier than main blast hole 50ms.Each other detonator interval delay time between main blast hole row
Greater than 50ms, the shot rock that reasonable time interval is conducive to front row, which is sufficiently travelled forward and collided, to be crushed, and is created for heel row
Compensation space is conducive to explosion.Using indirect initiation mode, detonator is fried mounted in the cumulative of complex reflex cumulative and buffering energy dissipator
At medicine and blasthole bottom, blasthole lower part first detonate and fractured rock and move upwards detonation wave, for the explosion for extending blasthole bottom
The gas wedge broken rock action time that high temperature and high pressure gas is formed, be conducive to the progress of lower part shot hole blasting broken rock, while detonation stresses
Wave strengthens rock breaking efficiency in bottom hole multiple stacking, improves lower part shot hole blasting quality.
Further, the diameter of the complex reflex cumulative and buffering energy dissipator is the 0.8~0.9 of main Pop Diameter
Times, 25~35cm of length of complex reflex cumulative and buffering energy dissipator.
Further, the complex reflex cumulative and buffering energy dissipator include the buffering energy dissipating successively laid from bottom to up
Bed course, rigid bed course, reflection cumulative cushion and energy-gathering jetting device；The buffering energy dissipating bed course includes cylindrical steel shell and fills
Fill out the low-density buffering energy dissipating core in outer steel shell；Rigid bed course, the rigid bed course are fixedly connected with above buffering energy dissipating bed course
For circular slab；It has been bolted reflection cumulative cushion above rigid bed course, has reflected cumulative cushion from top to bottom gradually
Expansion is in horn-like structure；The periphery of reflection cumulative cushion is laid with energy-gathering jetting device, and energy-gathering jetting device includes cumulative medicine
Type cover, waveform adjuster, flexible linear-shaped charge and flexible linear-shaped charge detonating material；The cumulative cavity liner is thin walled shell, and cumulative cavity liner is in
The dumb-bell shape that both ends are thick, middle part is tapered, the top inside cumulative cavity liner are laid with waveform adjuster, the waveform adjustment
Device is in the funnel-form that bus is curve and the peripheral surface for being set on reflection cumulative cushion top.When every separate explosion, quick-fried area
The complex reflex cumulative of each blasthole is identical as buffering energy dissipator structure size.
Further, the drilling ultra-deep is that complex reflex cumulative and buffering energy dissipator length and protective layer excavation allow
The sum of out break value.
Further, each excavation length of main blast hole is 12m, increases by 1~2 row's reinforced hole more than 12m, excavation width is to set
It is wide to count hole.
Further, each excavation length of pre- ceasma is that 12m is identical with main blast hole, increases by 2~3 reinforcements more than 12m
Hole.
Further, after the progress tunneling boring unprotect layer tight-face blasting of lower layer's step proceeds to 12~24m, in quick-fried slag
Traffic route of the slope course as upper layer step is built on heap.
Further, slope course longitudinal direction slope ratio is not more than 1:12, width of roadway is greater than 6m.
Compared with prior art, the beneficial effects of the present invention are：
1, method safety performance height of the invention, easily operated, reliable performance, it is easy for construction, it can effectively guarantee matter of constructing
Amount improves construction speed, guarantees to carry out effective and reasonable excavation；Overcome the unfavorable shadow that large-scale tunnel full-face blast is excavated
It rings, is excavated using benching tunnelling method, meet the condition of mechanical equipment and construction personnel's operation and construction safety technology；It is opened using benching tunnelling method
When digging, overcomes the problems, such as that relatively narrow tunnel upper layer lower layer step there can only be an independent step to carry out excavation construction, realize lower layer's platform
Rank and upper layer step carry out construction operation simultaneously, accelerate construction progress；Overcome the more difficult carry out half range of lower layer's step of relatively narrow tunnel
It alternately excavates, realizes that the traffic route of lower layer's step is current and two function sections of Blasting Excavation carry out traffic circulation simultaneously and open
Operation is dug, the unimpeded operation of the traffic route of upper layer step is met, realizes that upper layer step and lower layer's step carry out excavating simultaneously and applies
Work accelerates construction progress.
2, lower layer's step carries out excavation construction using tunneling boring unprotect layer tight-face blasting method, is squeezed using main blast hole elementary errors
Explosion and foundation plane bottom plate install the explosion of unprotect layer and the two sides abutment wall of " complex reflex cumulative and buffering energy dissipator " additional
The blasting construction method for designing three kinds of blasting method organic assemblings of the presplit blasting that sideline is excavated forms lower layer's step after explosion
Abutment wall, foundation plane bottom plate full face blasting molding.
3, lower layer's step bores the vertical blasthole in large aperture using hidden hole drilling, and it is quick-fried to realize that lower layer's step tunneling boring unprotect layer squeezes
Broken, disposable large area explosion goes out the whole rocks got out of a predicament or an embarrassing situation, and improves mechanized construction level, subtracts hand air drill and bores lateral aperture
Drilling depth is short, and speed is slow, large labor intensity, the drawback more than flow chart.Realize the feelings that not scarfing cinder in front of getting out of a predicament or an embarrassing situation has pressure slag
It can continue to be carried forward tight-face blasting construction under condition, improve production efficiency.
4, main blast hole uses tight-face blasting, solves to have before quick-fried area pressure slag without vertical free face, the small problem of compensation space,
Using smaller reasonable blasthole hole reticular density, reasonable blasthole ultra-deep, biggish explosive specific charge value, explosive energy compensation is carried out,
In the case where not clearing up quick-fried slag before the scope of freedom, it is ensured that the blasting quality explosion that makes to get out of a predicament or an embarrassing situation persistently is carried forward.
5, lower layer's step foundation plane bottom plate uses the Rapid Excavation explosion of unprotect layer, and it is poly- to install complex reflex additional in blasthole bottom hole
Can with buffering energy dissipator, the bus of energy-gathering jetting device and reflection cumulative cushion generates when explosive initiation energy-gathering jetting and
Reflecting energy-gathering jetting has dual cumulative action, can increase the horizontal break line of blasthole floor rocks, and it is biggish to form bottom hole
Square position, the ability for enhancing fractured rock solve foundation residual, excavate foundation plane bottom plate blasting in once-through to design altitude, improve
Foundation plane explosion flatness；And reflect the steel that cumulative cushion, rigid bed course and buffering energy dissipating bed course form three-decker together
Property and bubble property composite cushion, there is the energy dissipating effect that buffers three times, can effectively cut down explosion energy, reduction blasthole bottom
Vertical explosion damage, has the function that protect foundation plane floor rock integrality, guarantees bottom hole rock quality.
6, the presplit blasting for realizing both sides abutment wall is reduced by the method for carrying out radial decoupling charge in pre- ceasma
Damage of the explosion wave to palisades；Improve the flatness of palisades.
7, the layer tight-face blasting of lower layer's step tunneling boring unprotect is excavated, and has been well solved lower layer's step and should be bored and pops
Dig, guarantee smooth problem as upper layer step traffic route again, realize lower layer's step and meanwhile carry out Blasting Excavation with
As the traffic route purpose of upper layer step, realizes and repair slope course on the quick-fried slag muck of lower layer's step as upper layer step
Traffic route, it is ensured that upper layer step has a good transport and communication network.Two function operation areas of Blasting Excavation and traffic aisle are formd, they can be with
Carry out drillhole blasting operation and slope course simultaneously and protect logical operation, and follow hard on upper layer step excavates forward promote and to being pushed forward
Into, and then realize the upper and lower step of narrow tunnel space while carrying out more work surface parallel operations constructions, greatly
It accelerates construction progress, provides work surface and time for the secondary reinforced concrete lining layer work of subsequent tunnel.
Detailed description of the invention
Fig. 1 is tunnel lower layer step tunneling boring unprotect layer tight-face blasting of the present invention and repairs the roads and protect the longitudinal direction of logical construction method
Diagrammatic cross-section.
Fig. 2 is the main blast hole of embodiment 1 and the plan view of pre- ceasma.
Fig. 3 is the main blast hole of embodiment 1 and the diagrammatic cross-section of pre- ceasma arrangement.
Fig. 4 is the diagrammatic cross-section after the single main blast hole powder charge of embodiment 1.
Fig. 5 is the complex reflex cumulative of embodiment 1 and the schematic perspective view of buffering energy dissipator.
Fig. 6 is the complex reflex cumulative of embodiment 1 and the decomposition diagram of buffering energy dissipator.
Fig. 7 is the quick-fried based on complex reflex cumulative and the flexible linear-shaped charge in the blast working of buffering energy dissipator of embodiment 1
The fried circumferential Explosive impact jet action schematic diagram generated.
Fig. 8 is reflection cumulative buffering in the blast working based on complex reflex cumulative and buffering energy dissipator of embodiment 1
The impact jet flow that bed course generates the reflection cumulative of the main blasting charge explosion wave of blasthole acts on schematic diagram.
Fig. 9 is the quick-fried based on complex reflex cumulative and the flexible linear-shaped charge in the blast working of buffering energy dissipator of embodiment 1
The fried circumferential Explosive impact jet action generated and reflection cumulative cushion, rigidity bed course and buffering energy dissipating bed course are to explosion
The vertical buffering energy dissipating of shock wave acts on schematic diagram.
Figure 10 is that the reflection cumulative in the blast working based on complex reflex cumulative and buffering energy dissipator of embodiment 1 is slow
Rush bed course to the main blasting charge explosion wave of blasthole reflection cumulative generate impact jet flow act on and reflection cumulative cushion,
Steel bed course, buffering energy dissipating bed course act on schematic diagram to the vertical buffering energy dissipating of explosion wave.
Numbering in the drawing is：1 is Wall Rock of Tunnel, and 2 be face, and 3 wait for excavation area for upper layer step, and 4 squeeze for lower layer's step
Blasting Excavation area is pressed, 5 be main blast hole, and 6 be the slag of tight-face blasting, and 7 be existing slope road, and 8 be the slope road before changing its course translation,
9 be foundation plane bottom plate, and 10 be tunnel, and 11 be down-the-hole drill, and 12 bore lateral aperture for hand air drill, and 13 be the main blast hole of most heel row, and 14 are
Pre- ceasma, 15 be the main blast hole of first row, and 16 be lacing hole, and 17 be the scope of freedom, and 18 is block section, and 19 be main blasting charge, and 20 be multiple
Reflection cumulative and buffering energy dissipating bed course device are closed, 21 be outer steel shell, and 22 buffer energy dissipating core for low-density, and 23 be rigid bed course, and 24 are
Cumulative cavity liner, 25 be reflection cumulative cushion, and 26 be flexible linear-shaped charge, and 27 be waveform adjuster, and 28 be detonating material, and 29 be biography
Quick-fried line, the perforation of 30 primacords, 31 be pin bolt, and 32 be circumferential Explosive impact jet stream, and 33 be main blasting charge explosion wave, 34
It is reflection cumulative for the impact jet flow that reflection cumulative of the reflection cumulative cushion to blasthole main charge explosion wave generates, 35
Cushion acts on the vertical buffering energy dissipating of explosion wave, and 36 make the vertical buffering energy dissipating of explosion wave for rigid bed course
With 37 be to buffer energy dissipating bed course to act on the vertical buffering energy dissipating of explosion wave, and 38 energy-gathering jetting devices, 39 be primacord.
Specific embodiment
The following examples are intended to illustrate the invention, but is not used to limit the scope of protection of the present invention.Unless otherwise specified, real
Apply the conventional means that technological means used in example is well known to those skilled in the art.
Embodiment 1
It the step tunneling boring unprotect layer tight-face blasting of tunnel lower layer and repairs the roads and protects logical construction method, include the following steps：
Step 1：Using benching tunnelling method digging mode, according to tunnel section size, the wide B=9.6m in hole, high H=12.5m, tunnel excavation
It is designed as top-down positive benching tunnelling method to excavate, divides upper layer and lower layer step, the high H of upper layer step tunnel1=6.8mm, lower layer's step
Height H2=5.7m.Bore blowing-up method excavation construction is all made of in hole, large-scale mucker tool digging transports slag.
Step 2：The excavation of upper layer step is carried out first.Upper layer step drill-blast tunnelling carries out in advance, is made using lower layer's step
For upper layer step slag tap and traffic route.Upper layer step is excavated using conventional step full-face blast method, and hand air drill bores water
Flat hole.
Step 3：After the bench excavation drilling depth 60m of upper layer, lower layer's step starts to carry out drillhole blasting excavation operation, and keeps
Spacing 60m follow-up is excavated.Lower layer's step is divided into two operating areas, and one is tunneling boring unprotect layer tight-face blasting region, separately
One is region as the slope road of upper layer traffic route.It is quick-fried that the extruding of tunneling boring unprotect layer is carried out in lower layer's step first
It is broken.Then slope course is built on the quick-fried slag muck of tight-face blasting, provides traffic aisle for upper layer step, it is ensured that upper layer step is handed over
It is unobstructed logical.Lower layer's step carries out excavation construction using tunneling boring unprotect layer tight-face blasting method, is squeezed using main blast hole elementary errors quick-fried
Broken and foundation plane bottom plate installs complex reflex cumulative and the buffering unprotect layer explosion of energy dissipator 20 and setting for two sides abutment wall additional
The blasting construction method for counting three kinds of blasting method organic assemblings of the presplit blasting that sideline is excavated forms lower layer's step after explosion
Abutment wall, the molding of foundation plane bottom plate full face blasting.
The vertical main blast hole in a row of same apertures is drilled in the rock mass of excavation area；Main blast hole：Using tight-face blasting, unclear
Before the reason scope of freedom in the case where quick-fried slag, it is carried forward lower layer's bench blasting persistently.The bottom of main blast hole is compound using installing additional
It reflects cumulative and buffers the unprotect layer drillhole blasting of energy dissipator 20, excavate foundation plane bottom plate blasting in once-through to foundation plane
Elevation reaches the smooth of foundation plane, and it is poor that reduction rises and falls, and reduces damage of the explosion to foundation plane rock, plays the work of protection rock
With.
Presplit blasting：Both sides abutment wall carries out presplit blasting along design excavation contour line, disposably reaches excavation design profile
Line improves the flatness of palisades, reduces damage of the main blast hole explosion to palisades.
Initiation net：Main blast hole uses " V " type detonation mode, it is possible to provide it is empty to increase explosion compensation for two vertical scope of freedoms
Between, reduce the impact damage to palisades.
The tunneling boring unprotect layer tight-face blasting of lower layer's step includes the following steps：
Step 3.1：According to the coefficient of volumetric expansion value for pressing slag before the main blast hole of first row, front-seat main blast hole density is determined；
By the on-site test in hole and calculating, practical coefficient of volumetric expansion K is the rock loose volume V after explosion1Before explosion
Geological diagnostics volume V2Ratio；K value indicates the size of the practical loosening degree of rock after explosion.Practical coefficient of volumetric expansion K=V1/V2=
1.22, meet the requirement of K value range.
Step 3.2：According to the size of toe burden and minimum burden, the position of the main blast hole of first row is determined；
The main blast hole of first row is using reduction toe burden WBottomDistance, take tight-face blasting toe burden WBottomEqual to scarfing cinder explosion
0.5 times of burden W learns scarfing cinder explosion burden W=3m, tight-face blasting toe burden W by experience and calculatingBottom=0.5W=
1.5m。
Step 3.3：Complex reflex cumulative is determined according to main blast hole bore diameter and buffers the diameter and length of energy dissipator 20；
Main blast hole is drilled using down-the-hole trolley, and pre- ceasma is drilled using simple rack formula hidden hole drilling, bore diameter D 2=90mm.It is latent
Hole drill is along the vertical blasthole of lower layer's step top surface drill down, main blast hole drilling inclination angle thetaIt is main=90 °, presplitting hole drilling slightly extrapolation is inclined
Angle θIn advance=87°.Select 2# rock powdery emulsion explosive and emulsion.
The diameter of the present embodiment complex reflex cumulative and buffering energy dissipator 20 is 0.9 times of bore diameter, is 8cm.It is multiple
It closes reflection cumulative and buffering 20 total length of energy dissipator takes 29cm, is i.e. the reflection rigid bed course 1.5cm+ of cumulative cushion 7.5cm+ is slow
Rush energy dissipating bed course 20cm=complex reflex cumulative and buffering energy dissipator length 29cm.
Step 3.4：Drilling ultra-deep is determined according to the length of complex reflex cumulative and buffering energy dissipator 20；Complex reflex is poly-
It can be with buffering 20 length L of energy dissipatord=29cm, drilling ultra-deep are complex reflex cumulative and buffering 20 length of energy dissipator
（29cm）Allow out break value with protective layer excavation（Allow to owe to dig 0cm, allow the 20cm that backbreaks, takes the depth 10cm that actually backbreaks）It
With i.e. drilling ultra-deep 39cm.
Step 3.5：According to coefficient of volumetric expansion value, toe burden, determines the pitch-row of main blast hole, array pitch, explosive specific charge value, bores
Hole length, length, the explosive payload for blocking section；
Main blast hole blasthole array pitch, pitch-row：Because being influenced by scope of freedom explosion slag, explosion space compensation need to be carried out, master is rationally increased
Blast hole hole reticular density increases explosive energy compensation, to guarantee blasting quality, reduces the residual hole undesirable root in blasthole bottom, increases foundation plane
The flatness of backplane chassis.In the case where not clearing up quick-fried slag before free face, the explosion that can make to get out of a predicament or an embarrassing situation persistently is carried forward.
（1）, the every row of the main blast hole of the 2nd~6 row array pitch b=0.7W=2.1m；（2）, main blast hole close coefficient M=1.05；（3）, main blast hole
Pitch-row a=Mb=2.2m；（4）, main blast hole to pre- ceasma pitch-row a2=0.7a=1.54m.（5）, main blast hole number of rows Np=6 row（Quick-fried area
Long 12m）；The main every round number Nk=4 holes/row of blast hole；
Main blast hole explosive specific charge value：The scope of freedom before the main blast hole of first row is crowded with slags, and the shock wave stress wave that explosion generates arrives
Transmitted wave is formed after entering slag up to the scope of freedom, most of to be absorbed by rock slag, energy loss is very big, to solve to have pressure before quick-fried area
Slag, compensating space in blasting is small, and explosive energy consumes big problem, and explosive energy is needed to compensate, rule of thumb need raising 30%~
40%, select biggish explosive specific charge amount.By scarfing cinder rendrock unit consumption empirical value qqObtain the main blast hole explosive specific charge of tight-face blasting
Value.
（1）, the main blast hole of the 2nd~6 row increase tight-face blasting explosive specific charge value q2=（1+30%）qq =0.49kg/m3；
（2）, the 1st row increase tight-face blasting explosive specific charge value q1=1.41q2=0.69 kg/m3；
Main blast hole explosive specific charge value q when wherein having a free face scarfing cinder explosionq=0.38kg/m3。
Main blast hole drilling depth L=lower layer step height H2+ main blast hole drills ultra-deep LC=6.09m。
Block the length of section：The length of reasonable blocking section not only can guarantee that rock was sufficiently rationally crushed and travel forward, but also energy
Guarantee, which does not generate, rushes big gun and slungshot, plays the role of making full use of explosion energy；The length L of main blast hole blocking sectiond1=26 D2=
2.34m。
The single hole explosive payload of main blast hole is：
（1）, the main blast hole of first row single hole explosive payload Q1= q1WBottomThe hole the kg/ of aL=0.69*1.5*2.2*6.09=13.86；
（2）, the 2nd ~ 6 main blast hole of row single hole explosive payload Q1= q2The hole the kg/ of a bL=0.49*2.2*2.1*6.09=13.79.
Determine the pitch-row of pre- ceasma, linear charging density, dip angle of hole, drilling ultra-deep, drillable length, the length for blocking section,
Explosive payload；
In order to which the rock quality after guaranteeing the smooth and explosion of pre- broken face is rule of thumb estimated；Presplitting hole drilling pitch-row E=11
D 2。
Pre- ceasma uses decoupling charge, has radial clearance between Explosive roll and blasthole, can reduce explosion wave
Damage to palisades is played the role of protecting palisades, pre- ceasma Decoupling Coefficient η2=bore diameter（D2）/ powder stick diameter（Φ2）=
2.8.Presplitting hole drilling pitch-row E=11 D 2=1m.Powder stick（Using 2 ﹟ rock emulsion explosives）Diameter of phi2=32mm。
Presplitting hole drilling ultra-deep value Lc2With main blast hole ultra-deep value LCIt is identical, presplitting hole drill hole depth L2= H2+Lc2, and it is main quick-fried
Hole drill hole depth L is identical, is 6.09m.
The length L of presplitting hole plug sectiond2=11 D2=1m。
For guarantee demolition effect, the pre- ceasma of clamping action is overcome to reinforce explosive payload,（1）, pre- ceasma linear charging density qLine=
800g/m,（2）, biggish bottom hole dose to solve foundation residual, form foundation plane bottom plate Rapid Excavation, 1 meter of pre- ceasma bottom hole
Reinforce 3 times of dose, QBottom=3qLine=2.40kg；（3）, explosive payload Q in the middle and top part of pre- ceasmaOn=（L2- Ld2-L c2）qLine=
3.76kg (continuous medicine dress）.
Step 3.6：The vertical main blast hole in a row of same apertures is drilled in the rock mass of excavation area；It should ensure that drilling is inclined when drilling
The precision at angle, aperture aperture position error ± 2cm, bore angle deviation 0.5% avoid influencing explosion because drilling quality is bad
Effect.
Step 3.7：Abutment wall presplitting hole drilling：Aperture avoids blasthole opening from having and owes to dig phenomenon close to Design of Side Wall line.?
Upper layer step abutment wall should also design certain outer limb when excavating, closer to design when being conducive to lower layer's step blasthole mouth extrapolation
Aperture lines.
Lower layer's step tunneling boring unprotect layer tight-face blasting excavates wheel along design with the right and left abutment wall respectively in excavation
Profile carries out presplit blasting, disposably reaches excavation design contour line, improves the flatness of palisades, reduces main blast hole explosion to rock
The damage of wall.Presplitting hole drilling vertical inclination angle θ2=90 °, the lateral inclination angle of presplitting hole drilling is gently towards abutment wall outer incline extrapolation, laterally
Extrapolation inclination angle thetaIn advance=87 °, abutment wall presplitting hole drilling：Aperture avoids pre- ceasma opening from having and owes to dig now close to Design of Side Wall line
As.
Step 3.8：Main blast hole and presplitting hole bottom screed-coat it is levelling：The main blast hole of strict control and presplitting hole bottom are high
Journey prevents from increasing or reducing ultra-deep value, avoids the formation of foundation plane bottom plate out break, influence blasting quality.It is first right before every separate explosion
The inspection that main blast hole and pre- ceasma carry out hole depth simultaneously numbers record, and the blasthole of ultra-deep should backfill the rock powder of drilling or sand and smash
It is real to carry out screed-coat, it is levelling by hole depth allowable error ± 2cm progress hole depth, it goes directly to design altitude；Not up to depth blasthole weight
New mend is drilled into design altitude.
Step 3.9：It is deep that 2m~2.3m is dug on the pressure slag on the vertical scope of freedom before blast charging before the main blast hole of first row
Groove, groove should be less than the length of the blocking section equal to main blast hole, and the pressure slag height before reducing the vertical scope of freedom is crowded to improve
Press the quality of explosion.
Step 3.10：Production, assembling complex reflex cumulative and buffering energy dissipating bed course device 20, are launched into main blast hole
It is interior, and contact its bottom surface sufficiently with main blast hole bottom rock face or screed-coat, and inspection record.In the present embodiment, presplitting bottom hole
Also complex reflex cumulative and buffering energy dissipator 20 have been launched in portion.
Complex reflex cumulative and buffering energy dissipator 20, including buffering energy dissipating bed course, the rigid pad successively laid from bottom to up
Layer 23, reflection cumulative cushion 25 and energy-gathering jetting device 38；The buffering energy dissipating bed course includes cylindrical steel shell 21 and fills
Fill out the low-density buffering energy dissipating core 22 in outer steel shell 21；It is fixedly connected with rigid bed course 23 above buffering energy dissipating bed course, it is described
Rigid bed course 23 is circular slab；Rigid bed course 23 is connected with reflection cumulative cushion 25, reflection cumulative buffering by pin bolt 31
Bed course 25 is gradually expanded from top to bottom in horn-like structure；The periphery of reflection cumulative cushion 25 is laid with energy-gathering jetting device
38, energy-gathering jetting device 38 include cumulative cavity liner 24 and waveform adjuster 27, the cumulative cavity liner 24 be up and down in
Empty thin walled shell, the dumb-bell shape that thick, middle part is tapered in both ends of cumulative cavity liner 24, the top cloth inside cumulative cavity liner 24
Equipped with waveform adjuster 27, the waveform adjuster 27 is in the funnel-form that bus is curve and among it with slow with reflection cumulative
Cavity that 25 top of bed course matches, gradually expanding from top to bottom is rushed, waveform adjuster 27 is set on reflection cumulative cushion
The peripheral surface on 25 top of layer is laid with 2 primacords perforation 30 in the waveform adjuster 27.The reflection cumulative cushion
Flexible linear-shaped charge 26 is filled between layer 25 and energy-gathering jetting device 38, the flexible linear-shaped charge 26 is industrial emulsion explosive, flexible linear-shaped charge
It is uniformly distributed in 26 to have detonating material 28,1 cyclic annular primacord that the detonating material 28 includes 2 pieces of millisecond detonators, connect with detonator
39 and primacord 29, the primacord 29 is the plastic detonating tube in millisecond detonator, and one end connects the millisecond thunder of detonating material 28
Pipe, the other end, which are led to outside blasthole, is connected to main blasting circuit.Reflection 25 top of cumulative cushion is provided with wearing for a diameter 5mm
Cord hole 16, for wearing tow.When every separate explosion, the complex reflex cumulative and buffering 20 structure ruler of energy dissipator of the quick-fried each blasthole in area
It is very little identical.
Step 3.11：The main blasting charge of main blast hole and pre- ceasma is carried out by the explosive payload and loaded length of explosion design and is risen
Quick-fried body filling, explosive use coiled nitrolite, and powder stick diameter is less than blasthole diameter 1cm, to facilitate powder stick to enter blasthole.It presses
Explosion initiation net designs, and detonating material is using in plastic detonating tube millisecond delay cap insertion explosive in hole.The same main blast hole
It is filled with complex reflex cumulative and buffering energy dissipator 20 and main blasting charge and the detonating material of same delay time, inside to utilize
The same main blast hole and blast hole projectile filling and with the time detonate, allow to carry out tight-face blasting and unprotected bottom plate simultaneously
Excavation blasting.
Step 3.12：Main blast hole and presplitting hole plug are carried out by the length of the blocking section of explosion design；Plugging material bores
The rock powder in hole, when blocking, consolidate plugging material.
Step 3.13：Dynamite charge finishes, and is connected to the network by the design of explosion initiation net, is detonated after confirming safety.
The NONEL firing network that initiation net is formed using plastic detonating tube millisecond detonator and primacord, i.e., in each loading
The non-electrical millisecond delay cap of correspondent section alias is packed into the main blast hole of explosive；It is packed into and leads in each pre- ceasma for being packed into explosive
Quick-fried rope, the non-electrical blasting network being together to form.The pre- ceasma of left and right sides abutment wall detonates simultaneously, and pre- ceasma is earlier than main blast hole
50ms detonation.Main blast hole uses " V " type detonation mode, forms two scope of freedoms newly increased from front-seat and side and is conducive to heel row
Explosion.Detonation arranges the beginning successively to heel row and side progress " V " type explosion in the past.Each other detonator interval delay time is big between row
In 50ms.
Region, each excavation length 12m are excavated in lower layer's step tunneling boring unprotect layer tight-face blasting.Excavation width is design
The wide 9.6m in hole.Each pre- ceasma excavation length is identical as main blast hole, is also 12m.
Step 4：Slope course, lower layer's step are built on the quick-fried slag muck of lower layer's step tunneling boring unprotect layer tight-face blasting
Tunneling boring unprotect layer tight-face blasting be persistently carried forward bursting work, keep having at a distance from 60m with upper layer step face.
After carrying out tight-face blasting every time, fortune is dug with digging machine in time and removes explosion rock ballast extra at the top of the step of upper layer, it is ensured that the coast is clear.
With the tunneling boring unprotect layer tight-face blasting of lower layer's step be persistently carried forward and slope course should also follow it is quick-fried
It is broken to elapse forwards：After the progress tunneling boring unprotect layer tight-face blasting of lower layer's step proceeds to 24m, with digging on quick-fried slag muck
Traffic route of the slope course as upper layer step is built in machine maintenance, it is ensured that upper layer step has a good transport and communication network.Slope course longitudinal direction slope ratio is
1：12, width of roadway should be 6m.Between the slope course top and tight-face blasting region of lower layer's step between holding 20m or so
Away from.
Two function operation areas of the layer tight-face blasting operation of tunneling boring unprotect and slope course communications and transportation of lower layer's step
Domain is constructed and is run simultaneously, realize lower layer's step can continue carry out drillhole blasting excavation can also be on quick-fried slag muck
Repair slope road, it is ensured that the transport routes of top bar it is unimpeded, and then realize upper layer step and lower layer's step explosion, dig fortune etc.
The more work surfaces of multiplexing kind carry out parallel operations construction and traffic circulation simultaneously, accelerate construction speed, while using tight-face blasting
There can be the case where pressure slag drillhole blasting before the vertical scope of freedom, be continued for being carried forward, work continuously, upper layer platform can be closely followed
The excavation progress of rank.Since lower layer's step uses the layer tight-face blasting of tunneling boring unprotect, forms the abutment wall of lower layer's step, builds base
The molding of face bottom plate full face blasting, several procedures once complete, and lower layer's step uses down-the-hole drill drilling, aperture compared with
Greatly, digging machine, dumper is cooperated to slag tap, mechanization degree is high, and side's amount of onepull is larger, and drilling depth is longer, and high production efficiency is applied
Work progress is fast, has saved construction production cost and time, it is ensured that integral construction progress, and be the secondary reinforcing bar of subsequent tunnel
Concrete lining work provides working space and time.
2 Blasting Example effect of embodiment
Certain water conservancy construction engineering rock blasting is excavated, and is observed after multiple explosion, 1.5~2m of quick-fried heap bump height, quick-fried heap is uniform.
Empty slot before first row blasthole to free face is filled up by quick-fried slag to be piled up, without big preshoot phenomenon；Front initial pile slag is without obvious displacement
Phenomenon.Last artillery salvo hole, which slightly moves forward, to be turned over.Two sides abutment wall presplit blasting turns over phenomenon without big inside punching.
It excavates clear bottom after multiple explosion to watch, the rarer deficient digging phenomenon of foundation plane bottom plate, it is high that most regions reach design
Journey, rare phenomenon of backbreaking.Big blasting crack is substantially not visible at foundation plane bottom plate blasthole to exist.Clearly may be used in two abutment wall presplitting holes
See, rock wall surface is more smooth, and Half cast factor is high, reaches 85%, can't see apparent blasting crack and exists.Quick-fried slag occurs without boulder, rock
Stone diameter is uniform, is suitble to dig fortune.
Not big slungshot occurs when multiple explosion, and no big concussion of blasting occurs, and vault side in top is checked after explosion
The pneumatically placed concrete layer of wall does not find crack, does not occur loosening, chip off-falling phenomenon, the country rock of surrounding also not cracked loosening chip off-falling
Phenomenon shows that concussion of blasting retains rock mass to surrounding and do not cause damage and failure.
The positive step tunneling boring of embodiment 3 replaces excavating load tunnel excavation
The hydraulic tunnel of certain new reservoir is as gateway opening type non-pressure tunnel, long 516m, excavated section size high 12.5m, wide
9.6m.Rock is andesitic porphyrite.
Tunnel is divided into upper and lower two layers of step, layering is excavated.The high 6.8m of upper layer step, the high 5.7m of lower layer's step.It adopts
Lateral aperture, which is bored, with hand air drill carries out Blasting Excavation.Upper and lower two layers of step tunneling boring replaces excavation construction, and on upper layer, step carries out complete
When section drill-blast tunnelling, using lower layer's step as road of slagging tap.Because lower layer's step height is larger, required slope course is longer,
For 40~50m, and hand air drill is used to bore lateral aperture, the length of each Blasting Excavation only has 3~4m, and the rock ballast amount of institute's explosion can not
Accomplish the slope course of 40~50m long.Furthermore slope course gland is blocked in the scope of freedom in lower layer's step drilling Blasting Excavation area
Before, the spatial position of drillhole blasting is occupied, hand air drill can not be carried out by, which causing, bores lateral aperture and bursting work.In this way, working as upper layer
Current using lower layer's step as traffic route when step carries out Blasting Excavation and mucks haulage, lower layer's step stops Blasting Excavation.To
After the bench excavation to 60~80m of upper layer, upper layer step stops Blasting Excavation, then excavates lower layer's step；Upper layer, lower layer's platform in this way
Rank alternate cycles carry out Excavation Blasting.This upper layer, lower layer's step alternately excavate construction method, every time only one
The work surface of rank is carrying out excavation construction, so occupying, period construction time is longer, and production efficiency is lower, influences construction speed,
And then can not work for the secondary reinforced concrete lining layer of subsequent tunnel and working space and time are provided, affect integral construction into
Degree.
4 lower layer's step half range of embodiment replaces excavating load tunnel excavation
The hydraulic tunnel of certain new reservoir is as gateway opening type non-pressure tunnel, long 516m, excavated section size high 12.5m, wide
9.6m.Rock is andesitic porphyrite.
Lower layer's step is divided into the two half range regions in left and right, when left half range carries out drill-blast tunnelling operation, another right half range conduct
The traffic route of upper layer step.After left half range Blasting Excavation tunnels 30~50m, that is, transform into as the traffic route of upper layer step, so
Blasting Excavation is carried out again after carrying out the dismounting of right half range traffic route again afterwards, and such half range drill-blast tunnelling and another half range stay road current
Alternately, that is, it forms half range alternately to excavate, and then forms the parallel construction of upper layer and lower layer step.Lower layer's step uses hand air drill
Bore lateral aperture.The half range slope road road surface of lower layer's step is relatively narrow, and ramp longitudinal slope height difference is big（5.7m）, the outer Slope of ramp horizontal slope
Spend larger, it is larger that slope foot occupies another half range Blasting Excavation area area, influences construction of explosion and slags tap operation, while the slope that height difference is big
Road, to the upper layer step of reverse travel muck haulage vehicle security implication it is very big.Under being influenced by these factors so that hole width is relatively narrow
The more difficult half range that formed of floor step excavates the construction that half range stays the current alternately operating in road, since lower layer's step can not form explosion
Operation while excavation and two functional areas of traffic aisle, can not form the more work surfaces of multiplexing kind of upper layer step Yu lower layer's step
Parallel operations construction is carried out simultaneously, there can only be a step to carry out construction operation, occupied period construction time is longer, production effect
Rate is lower, influences construction speed, so can not be provided for the secondary reinforced concrete lining layer work of subsequent tunnel working space and
Time affects integral construction progress.
Channel process tunnel excavation in the drawing of 5 lower layer's Bench Extruding Blasting of embodiment
The hydraulic tunnel of certain new reservoir is as gateway opening type non-pressure tunnel, long 516m, excavated section size high 12.5m, wide
9.6m.Rock is andesitic porphyrite.
In lower layer's step top surface, the Blasting Excavation area of 5~6m wide is arranged along central axes, bores vertical blasthole with hidden hole drilling, into
Row high bunch continuous method draws bracket groove, repairs slope road on the explosion rock ballast of bracket groove after explosion, the traffic route as upper layer step.
Tight-face blasting technology is used simultaneously, can make hidden hole drilling that bracket groove be drawn to be continued for being carried forward the quick-fried operation of brill.To in lower layer's step
Slot, which is slagged tap, to be changed after road digs and transport 40~50m, then carries out the photoface exploision brush side of both sides abutment wall and peaceful with hand air drill brill lateral aperture
The quick-fried operation of the brill of foundation plane bottom plate.Channel process can solve the drill-blast tunnelling of lower layer's step and the road of upper layer step in tight-face blasting drawing
The current problem in road can form the parallel operations construction of upper layer and lower layer step.
Draw bracket groove using hidden hole drilling, bore quick-fried operation and rock ballast clear it is more troublesome, because of the bracket groove narrower width drawn, only
There is the width of 6 ~ 7m, hidden hole drilling operation is more difficult, and especially it is highly difficult to clear rock ballast for digging machine, since digging machine volume is larger, holds very much
Easily encounter the palisades of middle trough rim, digging machine can not turn round entrucking in bracket groove, the length that can only be skimmed, and skim inside-out also compared with
Long, mechanical work efficiency is very low, time-consuming,
Lateral aperture need be also bored after drawing bracket groove with hand air drill and carry out the brush side of two sides abutment wall and the quick-fried work of brill that foundation plane bottom plate is peaceful
Industry, but the brush side of abutment wall is limited by hand air drill and the peaceful each excavation length of foundation plane bottom plate only has 3 ~ 5m, and abutment wall
Brush side also needs to set up every time, dismantle that scaffold is time-consuming, and each cycle period is longer, need when each foundation plane bottom plate is peaceful
The rock ballast that manually clear up bottom, can just measure unwrapping wire, then drillhole blasting, and these increased more flow charts
And the activity duration, operating expenses is increased, and speed of application is slower.
The embodiment of the above is only used to explain the present invention, the scope of the present invention is not limited, for this technology
It, certainly can be according to technology contents disclosed in this specification, by way of replacing or changing for the technical staff in field
Other embodiments are made easily, therefore all changes and improvements etc. done in the principle of the present invention and process conditions, it should all wrap
It includes in scope of the present invention patent.
Claims (10)
1. the step tunneling boring unprotect layer tight-face blasting of tunnel lower layer and repairing the roads and protecting logical construction method, which is characterized in that including
Following steps：
Step 1：Using positive benching tunnelling method digging mode, tunnel is divided into upper layer and lower layer step, upper layer step height and lower layer's step
Height is than being 1.1~1.2:1；
Step 2：Upper layer step is excavated using step full-face blast method；
Step 3：After the 60~80m of bench excavation drilling depth of upper layer, the layer tight-face blasting of tunneling boring unprotect is carried out in lower layer's step, and protect
The follow-up of 60~80m spacing is held to excavate；The tunneling boring unprotect layer tight-face blasting is：Main blast hole carries out high bunch continuous method, builds
The blasthole of basal plane bottom plate is using installation complex reflex cumulative and buffering energy dissipator（20）Carry out the explosion of unprotect layer, both sides abutment wall
Presplit blasting is carried out along design excavation contour line；
Step 4：Build slope course on the quick-fried slag muck of lower layer's step tunneling boring unprotect layer tight-face blasting, slope course with
The explosion of lower layer's step is changed its course passage forwards, makes to keep 12 between the slope course top of lower layer's step and tight-face blasting region
The spacing of~24m.
2. the method according to claim 1, wherein the tunneling boring unprotect layer tight-face blasting includes following step
Suddenly：
Step 3.1：According to the coefficient of volumetric expansion value for pressing slag before the main blast hole of first row, main blast hole density is determined；
Step 3.2：According to the size of toe burden and minimum burden, the position of the main blast hole of first row is determined；
Step 3.3：Complex reflex cumulative and buffering energy dissipator are determined according to main Pop Diameter（20）Diameter and length；
Step 3.4：According to complex reflex cumulative and buffering energy dissipator（20）Length determine main blast hole drilling ultra-deep；
Step 3.5：According to coefficient of volumetric expansion value, toe burden, determines the pitch-row of main blast hole, array pitch, explosive specific charge value, drills deeply
The length and explosive payload of degree, blocking section；
Step 3.6：The vertical main blast hole in a row of same apertures is drilled in the rock mass of excavation area；
Step 3.7：Abutment wall presplitting hole drilling, for pre- ceasma to abutment wall outer incline extrapolation, extrapolation inclination angle is 87 °；
Step 3.8：Carry out the levelling of main blast hole and presplitting hole bottom screed-coat；
Step 3.9：The groove for pressing digging 2~3m depth on slag on the vertical scope of freedom, trench depth are little before the main blast hole of first row
In the length of the blocking section of main blast hole；
Step 3.10：Production, assembling complex reflex cumulative and buffering energy dissipator（20）And it launches into main blast hole；
Step 3.11：Complex reflex cumulative and buffering energy dissipator are filled in each main blast hole（20）, main blasting charge and
The detonating material of same delay time is allowed to same to be detonated using the same main blast hole and blast hole projectile filling and with the time
Shi Jinhang tight-face blasting and unprotected bottom plate Excavation blasting；Main blast hole is carried out by the explosive payload and loaded length of explosion design
It is loaded with the explosive and detonating material of pre- ceasma；It is designed by explosion initiation net, detonating material uses plastic detonating tube millisecond extension thunder
Pipe；
Step 3.12：Main blast hole and presplitting hole plug are carried out by the length of the blocking section of explosion design；
Step 3.13：It is connected to the network by the design of explosion initiation net, is detonated after confirming safety.
3. according to the method described in claim 2, it is characterized in that, the complex reflex cumulative and buffering energy dissipator（20）'s
Diameter is 0.8~0.9 times of main Pop Diameter, complex reflex cumulative and buffering energy dissipator（20）Length be 25~35cm.
4. according to the method described in claim 2, it is characterized in that, the complex reflex cumulative and buffering energy dissipator（20）Packet
Include buffering energy dissipating bed course, the rigid bed course successively laid from bottom to up（23）, reflection cumulative cushion（25）With energy-gathering jetting device
（38）；Complex reflex cumulative and buffering energy dissipator when every separate explosion, in the quick-fried each main blast hole in area（20）Structure size is identical.
5. according to the method described in claim 2, it is characterized in that, the drilling ultra-deep is complex reflex cumulative and buffering energy dissipating
Device（20）Length and protective layer excavation allow the sum of out break value.
6. the method according to claim 1, wherein main blast hole is using millisecond detonating mode between " V " type or row.
7. increasing by 1 more than 12m the method according to claim 1, wherein each excavation length of main blast hole is 12m
~2 row's reinforced holes, excavation width are that design hole is wide.
8. increasing by 2 more than 12m the method according to claim 1, wherein each excavation length of pre- ceasma is 12m
~3 reinforced holes.
9. the method according to claim 1, wherein when lower layer's step carries out the layer tight-face blasting of tunneling boring unprotect
After proceeding to 12~24m, traffic route of the slope course as upper layer step is built on quick-fried slag muck.
10. according to the method described in claim 9, it is characterized in that, slope course longitudinal direction slope ratio is not more than 1：12, slope course
Width of roadway is greater than 6m.
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