CN109538216A - Pass through mined out and subsidence area constructing tunnel technique - Google Patents
Pass through mined out and subsidence area constructing tunnel technique Download PDFInfo
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- CN109538216A CN109538216A CN201811574889.9A CN201811574889A CN109538216A CN 109538216 A CN109538216 A CN 109538216A CN 201811574889 A CN201811574889 A CN 201811574889A CN 109538216 A CN109538216 A CN 109538216A
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- 238000000034 method Methods 0.000 title claims abstract description 40
- 238000005553 drilling Methods 0.000 claims abstract description 29
- 239000011435 rock Substances 0.000 claims abstract description 26
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 25
- 238000010276 construction Methods 0.000 claims abstract description 20
- 238000009412 basement excavation Methods 0.000 claims abstract description 19
- 238000004880 explosion Methods 0.000 claims abstract description 12
- 239000002893 slag Substances 0.000 claims abstract description 10
- 229910000831 Steel Inorganic materials 0.000 claims description 56
- 239000010959 steel Substances 0.000 claims description 56
- 238000007569 slipcasting Methods 0.000 claims description 39
- 239000004568 cement Substances 0.000 claims description 33
- 239000004567 concrete Substances 0.000 claims description 23
- 239000002956 ash Substances 0.000 claims description 21
- 239000002002 slurry Substances 0.000 claims description 21
- 238000013461 design Methods 0.000 claims description 20
- 239000010881 fly ash Substances 0.000 claims description 16
- 239000002689 soil Substances 0.000 claims description 14
- 239000011440 grout Substances 0.000 claims description 13
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 13
- 239000011378 shotcrete Substances 0.000 claims description 12
- 238000004873 anchoring Methods 0.000 claims description 10
- 230000000694 effects Effects 0.000 claims description 9
- 238000002347 injection Methods 0.000 claims description 9
- 239000007924 injection Substances 0.000 claims description 9
- 239000004576 sand Substances 0.000 claims description 9
- 238000003466 welding Methods 0.000 claims description 8
- 239000004927 clay Substances 0.000 claims description 7
- 238000009792 diffusion process Methods 0.000 claims description 6
- 210000003205 muscle Anatomy 0.000 claims description 6
- 239000007787 solid Substances 0.000 claims description 6
- 150000001875 compounds Chemical class 0.000 claims description 5
- 239000002360 explosive Substances 0.000 claims description 5
- 239000003673 groundwater Substances 0.000 claims description 4
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 239000000758 substrate Substances 0.000 claims description 4
- 241000256135 Chironomus thummi Species 0.000 claims description 3
- 241001074085 Scophthalmus aquosus Species 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 238000005422 blasting Methods 0.000 claims description 3
- 230000000903 blocking effect Effects 0.000 claims description 3
- 230000015271 coagulation Effects 0.000 claims description 3
- 238000005345 coagulation Methods 0.000 claims description 3
- 238000007596 consolidation process Methods 0.000 claims description 3
- 230000007812 deficiency Effects 0.000 claims description 3
- 238000000151 deposition Methods 0.000 claims description 3
- 230000002708 enhancing effect Effects 0.000 claims description 3
- 239000000284 extract Substances 0.000 claims description 3
- 238000011010 flushing procedure Methods 0.000 claims description 3
- 210000003128 head Anatomy 0.000 claims description 3
- 238000005098 hot rolling Methods 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 239000007788 liquid Substances 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 235000019353 potassium silicate Nutrition 0.000 claims description 3
- 238000012545 processing Methods 0.000 claims description 3
- 238000004062 sedimentation Methods 0.000 claims description 3
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 3
- 239000004575 stone Substances 0.000 claims description 3
- 238000005728 strengthening Methods 0.000 claims description 3
- 239000000126 substance Substances 0.000 claims description 3
- 239000000203 mixture Substances 0.000 claims description 2
- XUIMIQQOPSSXEZ-UHFFFAOYSA-N Silicon Chemical compound [Si] XUIMIQQOPSSXEZ-UHFFFAOYSA-N 0.000 claims 1
- 239000002253 acid Substances 0.000 claims 1
- 150000003839 salts Chemical class 0.000 claims 1
- 229910052710 silicon Inorganic materials 0.000 claims 1
- 239000010703 silicon Substances 0.000 claims 1
- 230000006641 stabilisation Effects 0.000 abstract description 2
- 238000011105 stabilization Methods 0.000 abstract description 2
- 230000010412 perfusion Effects 0.000 description 3
- 239000011398 Portland cement Substances 0.000 description 2
- 238000005452 bending Methods 0.000 description 2
- 230000002045 lasting effect Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000008093 supporting effect Effects 0.000 description 2
- 239000003795 chemical substances by application Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000011521 glass Substances 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 238000003325 tomography Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
- E21D9/002—Injection methods characterised by the chemical composition used
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
-
- 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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- 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
-
- 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
- E21D9/12—Devices for removing or hauling away excavated material or spoil; Working or loading platforms
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- General Chemical & Material Sciences (AREA)
- Soil Sciences (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
Mined out and subsidence area constructing tunnel technique is passed through the invention discloses a kind of, it is related to the technical field of constructing tunnel, solve the problems, such as that the construction of existing mined out and subsidence area is easy to appear collapsing danger, its key points of the technical solution are that the following steps are included: (one) goaf and subsidence area injecting treatment: a. fixed point；B. drilling；C. orifice closing device is buried；D. grouting construction；(2) three benching tunnelling methods excavate: a. explosion；B. it slags tap；C. preliminary bracing；D. advance support；(3) circulate operation；Cement-flying ash mortar forms entirety with the rock mass on periphery after hardening, so that the stabilization that rock mass becomes, is not easy the danger for occurring collapsing during carrying out tunnel excavation construction.
Description
Technical field
The present invention relates to the technical fields of constructing tunnel, more specifically, it be related to it is a kind of pass through it is mined out and subsidence area
Constructing tunnel technique.
Background technique
Tunnel often faces the prominent mud of gushing water, face collapses when passing through goaf and subsidence area is constructed
Risk, the construction to tunnel brings very big difficulty of construction in this way, and the stratum of goaf and subsidence area is relatively soft, is in
Unstable state passes through the tunnel of goaf and subsidence area though being easy to appear the danger collapsed greatly after tunnel excavation disturbance
Construction is a great problem in present constructing tunnel.
Engineering is when passing through goaf and subsidence area constructing tunnel at this stage, using first grout injection, then carries out again
The method of constructing tunnel, cement slurry have that slurries calculus rate is low, water resistant bad dispersibility, carry out constructing tunnel in the later period
Can in, be still easy the disturbance because of tunnel excavation, occur collapsing dangerous, need a kind of passing through goaf and collapsing now
Area is fallen into carry out being not easy dangerous constructing tunnel technique of collapsing occur when constructing tunnel.
Summary of the invention
In view of the deficiencies of the prior art, the present invention intends to provide a kind of to pass through mined out and subsidence area tunnel
Construction technology, by using cement-flying ash mortar, cement-flying ash mortar forms entirety with the rock mass on periphery after hardening,
So that the stabilization that rock mass becomes, is not easy the danger for occurring collapsing during carrying out tunnel excavation construction.
To achieve the above object, the present invention provides the following technical scheme that a kind of pass through mined out and subsidence area tunnel and apply
Work technique, it is characterised in that: the following steps are included:
(1) goaf and subsidence area injecting treatment:
A. it pinpoints: needing to pinpoint injected hole before drilling, field survey is carried out using total station when fixed point and is put
Sample, the deviations of actual position of drilling should not be more than 0.5m；
B. suitable drill bit and brill drilling: are selected according to the drilling depth and diameter of injected hole and inspection hole before probing
Machine first uses the drill bit aperture of major diameter to designated depth, then the tripping in wellhead casing pipe in hole, in the outside and hole of wellhead casing pipe
It is tamped between wall with clay, the drill bit for then using minor diameter instead continues drilling to projected depth；
C. it buries orifice closing device: after drilling terminates and carries out abundant hole flushing, burying orifice closing device, locking device
For the aperture Grouting Pipe with flange pallet；The water mortar that water-solid ratio is 1:1.5~1:2.0 is injected into hole, slurries are in hole
Height be 4~6m, 2% accelerator of cement weight is added in cement grout, then extracts orifice sleeve；
D. grouting construction: injection slurry is made of using cement and flying ash grout water, cement, flyash, accelerator and sand；Slip casting concentration
First dilute rear thick, when slip casting, slip casting pump pressure should be greater than 1.5 times of slip casting maximum design pressure, after slip casting starts, time sight pump
Midge amount and pump pressure, when pump pressure gradually rises, grouting amount is less than 70L/min, and aperture pipe pressure is between 1.O~3.0Mpa, surely
When having grout phenomenon around fixed 10~15min or injected hole, the mortar depositing construction in the hole can be terminated；
(2) three benching tunnelling methods excavate: three steps are divided into upper, middle and lower three-level, the high 3m of top bar, and middle step is top bar to spring line
Above section, rest part are to get out of a predicament or an embarrassing situation, the wide 5m of every grade of step, and left and right sides mutually staggers 2m；Three benching tunnelling methods excavation include with
Lower step:
A. explosion: first snubber after snubber terminates, fills explosive in slotted eyes, carries out explosion；
B. it slags tap: the various body refuses and rubble that generate in blasting process is transported on the outside of tunnel；
C. preliminary bracing preliminary bracing: is carried out to country rock；Support joint answers firm welding, and every steel arch-shelf face is connected with reinforcing bar；
Steel arch-shelf should be set up by design position, and arch springing must necessarily be placed in firm foundations；Steel arch-shelf should perpendicular to tunnel middle line, it is upper and lower,
Left and right tolerance 5cm, and vertical gradient is not greater than 2 °, and arch springing height should be lower than 15~20cm of upper half section baseline；
The gap in steel arch-shelf and first pneumatically placed concrete face must be filled closely knit with gunite concrete；When gap is excessive, with steel form or it can mix
Solidifying soil wedge block is held out against, and is counted unilateral inaccurate less than 8；Gunite concrete should symmetrically be sprayed upwards by two sides arch springing, and by steel
Arch covering；Plasticity failure by shear easily occurs for arch springing position, and the position steelframe is in addition to bolt, it is necessary to the weldering of four sides side, to ensure
The stiffness and strength of connector；The depth of section of steelframe should be adapted with gunite concrete thickness；For the monolithic stability for enhancing steelframe
Steelframe with longitudinally connected muscle, structural anchor bar, positioning is that muscle and lock foot anchoring stock are connected firmly by property；Because lock foot anchoring stock is in control work
Word steel sedimentation aspect, plays decisive role, so having laid lock foot anchoring stock at upper, middle and lower step arch springing, locks foot anchor
Bar squeezes into angle and country rock is at 45 ° is advisable, and with I-steel firm welding；In shear-zone or country rock opposed breaker, preliminary bracing
The relatively large paragraph of convergent deformation is locked foot at upper, middle and lower step arch springing and is reinforced using 42 slip casting ductule of φ；It is small to lead
Pipe range 4m, 2, every place, it is at 45 ° with country rock that lock foot conduit squeezes into angle, and with I-steel firm welding；
D. advance support: for the excavation safety for guaranteeing face, advance support uses diameter for the hot rolling seamless steel of 42 × 4 ㎜ of φ
Pipe, front end be it is cone-shaped, tube wall surrounding bore 8 ㎜ mud jacking holes, pitch of holes 15cm, tail portion 1.2m do not set mud jacking hole, longitudinally adjacent
Two rows of floor projection laps of splice is not less than 100cm, and outer limb is 15 °；Then ductule installation is carried out, ductule, which is installed, to be adopted
Method is squeezed into drilling, i.e., is first drilled by design requirement, bore diameter is 3~5mm bigger than diameter of steel tube, and ductule is then passed through steel
Frame is headed into hammering or drilling machine, heads into length is not less than length of steel pipe 90%, and blown out the sandstone in steel pipe with high-pressure blast；
After ductule is installed, with mudding plug-hole mouth and surrounding crack, when necessary near ductule and working face gunite concrete, to prevent
Heavy roof fall；The excavation length in tunnel should be less than the slip casting length of ductule, wall for grouting of the reserved part as subsequent cycle；
The cement grout that the selection of grouting ratio of mud when slip casting is 1:1, in order to obtain good consolidation effect, it is necessary to inject enough slurries
Liquid measure, it is ensured that valid diffusion area, range of grouting is designed by the outer 0.3~0.5m of excavation contour line and slurries are uniform in the earth formation
Diffusion, the stop grouting plug that grouting pressure control uses during 0.5~1Mpa, slip casting when slip casting is 5~10cm thickness injection coagulation
Soil；
(3) circulate operation: circulation carry out explosion, slag tap, preliminary bracing and advance support are until constructing tunnel is completed.
By using above-mentioned technical proposal, grouting operation is carried out using cement-flying ash mortar, and grouting pressure uses
1.5 times of slip casting maximum design pressure, enable cement-flying ash mortar to be adequately diffused into the rock mass of surrounding, and
Crowd in-out effects can be generated to rock mass by the continuous increase of cement-flying ash mortar volume in lasting pressure process,
And make the contact between cement-flying ash mortar and rock mass even closer so that the cement-flying ash mortar after solidifying with
The rock mass on periphery forms an entirety, plays the role of reinforcing and support, so that working as in the subsequent process for carrying out tunnel excavation
In, it is not easy to there is the risk collapsed.
The present invention is further arranged to: the step C, when burying orifice closing device, after mounting hole Grouting Pipe,
It is put into a small amount of sandstone in hole for blocking biggish gap, then thoroughly blocks in gap being put into a small amount of clay.
By using above-mentioned technical proposal, by aperture locking device, and it is using sandstone and clay that gap is clogging,
So that in the process for carrying out cement-flying ash mortar perfusion, it can be preferably to the cement-flying ash mortar in fill orifice
Pressure is controlled, so that cement-flying ash mortar is more easier in the rock mass for being diffused into surrounding under the effect of the pressure.
The present invention is further arranged to: the step d, and when carrying out grouting construction, the water-solid ratio of injection slurry is according to 1:1.0
~1:1.5 is prepared, and the ratio control of cement, flyash and sand adds the speed of cement weight 2% in 3:7:2 in slurries
Solidifying agent.
By using above-mentioned technical proposal, cement-flying ash mortar can speed up by addition accelerator and be filled into injected hole
In after can be solidified within the shorter time.
The present invention is further arranged to: the step d, and when carrying out grouting construction, injecting paste material selection is the need to ensure that water
Be it is clean, do not contain harmful substance, cement use ordinary portland cement, portland slag cement, accelerator select water glass
Glass, flyash should meet (GB/T1596-2005) III grade of flyash requirement, sand " for the flyash in cement and concrete soil "
Answer it is clean, hard, dry, without weathering, free from admixture, meet specified grading, soil sundries content should be less than 5%.
By using above-mentioned technical proposal, by selecting suitable cement and accelerator, and to flyash, water and sandstone
Quality carry out stringent control, can preferably improve cement-flying ash mortar solidification after fixed effect so that subsequent
It carries out more being not easy the danger for occurring collapsing in the process of tunnel excavation.
The present invention is further arranged to: the step d, when carrying out grouting construction, when groundwater increment is more than drilling design slip casting
Amount, when pressure is not played in aperture still, can be used intermittent grouting process；Intermittent time controls in 10~12h or so；It is infused after interval
Slurry, still using the grouting with plunger of first dilute rear thick；Secondary grouting is controlled 25% or so of design flow, if not playing pressure still, again
Interval slip casting is carried out, until reaching satisfactory stopping slip casting standard.
It can be more than that drilling is related to the perfusion of grouting amount to groundwater increment by interval slip casting by using above-mentioned technical proposal
Good perfusion effect is played in hole, so that cement-flying ash mortar can also exist with the good combination in rock stratum around the injected hole
Together.
The present invention is further arranged to: the step a, carry out explosion when, by the way of compound straight eye V-cut come
Snubber, that is, the mode that shallow slotting and deep slotting be combined with each other；Periphery hole is also classified into two-stage, level-one periphery hole on the outside,
Depth is the half of second level periphery hole, while reducing outer insert eye.
By using above-mentioned technical proposal, the mode by using compound straight eye V-cut is carried out snubber, can either be subtracted
The usage amount of few explosive, additionally it is possible to be more easier the distance of control driving.
The present invention is further arranged to: the step c, carry out preliminary bracing when, the I-steel used for 20A I-steel,
The production of every Pin spacing 60cm arrangement steel arch-shelf presses standardized processing using cold bending process, and size should meet design requirement.
By using above-mentioned technical proposal, the intensity of 20A I-steel is higher, can reach better supporting effect.
The present invention is further arranged to: the step c, when carrying out preliminary bracing, when arch absolute altitude deficiency, not handy soil,
Stone backfill, and steel plate should be set and be adjusted, concrete strengthening substrate can be used when necessary.
By using above-mentioned technical proposal, substrate is reinforced and is adjusted by setting steel plate and concrete, it can
The stability for guaranteeing arch, guarantees the supporting effect of arch.
In conclusion the present invention has the advantages that compared with the prior art
1, the present invention uses 1.5 times of slip casting maximum design pressure by using cement-flying ash mortar and grouting pressure, makes
Obtaining cement-flying ash mortar can adequately be diffused into the rock mass of surrounding, and can lead in lasting pressure process
It crosses the continuous increase of cement-flying ash mortar volume and crowd in-out effects is generated to rock mass, and make cement-flying ash mortar and rock
Contact between body is even closer, so that the rock mass of the cement-flying ash mortar and periphery after solidifying forms an entirety, rises
The effect reinforced and supported is arrived, so that in the subsequent process for carrying out tunnel excavation, it is not easy to the risk collapsed occur；
2, the present invention carrys out snubber by using the mode of compound straight eye V-cut, can either reduce the usage amount of explosive, also
It can be more easier the distance of control driving.
Specific embodiment
Embodiment: a kind of to pass through mined out and subsidence area constructing tunnel technique, comprising the following steps:
(1) goaf and subsidence area injecting treatment:
A. it pinpoints: needing to pinpoint injected hole before drilling, field survey is carried out using total station when fixed point and is put
Sample, the deviations of actual position of drilling should not be more than 0.5m；
B. suitable drill bit and brill drilling: are selected according to the drilling depth and diameter of injected hole and inspection hole before probing
Machine first uses the drill bit aperture of major diameter to designated depth, then the tripping in wellhead casing pipe in hole, in the outside and hole of wellhead casing pipe
It is tamped between wall with clay, the drill bit for then using minor diameter instead continues drilling to projected depth；
C. it buries orifice closing device: after drilling terminates and carries out abundant hole flushing, burying orifice closing device, locking device
For the aperture Grouting Pipe with flange pallet, it is put into a small amount of sandstone in hole for blocking biggish gap, is then being put into less
Amount clay thoroughly blocks in gap；The water mortar that water-solid ratio is 1:1.5~1:2.0, height of the slurries in hole are injected into hole
Degree is 4~6m, and 2% accelerator of cement weight is added in cement grout, then extracts orifice sleeve；
D. grouting construction: injection slurry is made of using cement and flying ash grout water, cement, flyash, accelerator and sand, and wherein water is solid
Than to be prepared according to 1:1.0~1:1.5, the ratio of cement, flyash and sand is controlled in 3:7:2, added in slurries
The accelerator of cement weight 2%, accelerator select waterglass；Injecting paste material selection be the need to ensure that water be it is clean, without containing having
Evil substance, cement use ordinary portland cement, portland slag cement, and flyash should meet " for cement and concrete soil
In flyash " requirement of (GB/T1596-2005) III grade of flyash, sand answer it is clean, hard, dry, without weathering, free from admixture, accord with
Specified grading is closed, soil sundries content should be less than 5%；The first dilute rear thick of slip casting concentration, when slip casting, slip casting pump pressure should be greater than infusing
1.5 times of maximum design pressure of slurry, after slip casting starts, the midge amount and pump pressure of time sight pump, when pump pressure gradually rises, grouting amount
Less than 70L/min, for aperture pipe pressure between 1.O~3.0Mpa, stablizing has grout phenomenon around 10~15min or injected hole
When, the mortar depositing construction in the hole can be terminated；When groundwater increment is more than that drilling design grouting amount can be used when pressure is not played in aperture still
Intermittent grouting process；Intermittent time controls in 10~12h or so；Interval grouting behind shaft or drift lining, still using the grouting with plunger of first dilute rear thick；
Secondary grouting is controlled 25% or so of design flow, if not playing pressure still, is carried out interval slip casting again, is conformed to until reaching
Until the stopping slip casting standard asked；
(2) three benching tunnelling methods excavate: three steps are divided into upper, middle and lower three-level, the high 3m of top bar, and middle step is top bar to spring line
Above section, rest part are to get out of a predicament or an embarrassing situation, the wide 5m of every grade of step, and left and right sides mutually staggers 2m；Three benching tunnelling methods excavation include with
Lower step:
A. explosion: when snubber by the way of compound straight eye V-cut, that is, shallow slotting and deep slotting be combined with each other
Mode；Periphery hole is also classified into two-stage, and on the outside, depth is the half of second level periphery hole to level-one periphery hole, while reducing outer insert eye,
It can reduce to the greatest extent and backbreak；After snubber terminates, explosive is filled in slotted eyes, carries out explosion；
B. it slags tap: the various body refuses and rubble that generate in blasting process is transported on the outside of tunnel；
C. preliminary bracing: preliminary bracing is carried out to country rock, the I-steel that when preliminary bracing uses is 20A I-steel, every Pin spacing
60cm arranges that the production of steel arch-shelf presses standardized processing using cold bending process, and size should meet design requirement；Support joint should weld
Securely, every steel arch-shelf face is connected with reinforcing bar；Steel arch-shelf should be set up by design position, and arch springing must necessarily be placed in firm foundations；
Steel arch-shelf should be perpendicular to tunnel middle line, upper and lower, left and right tolerance 5cm, and vertical gradient is not greater than 2 °, arch mark
When high insufficient, not handy soil, stone backfill, and steel plate should be set and be adjusted, concrete strengthening substrate can be used when necessary, and arch springing is high
Degree should be lower than 15~20cm of upper half section baseline；The gap in steel arch-shelf and first pneumatically placed concrete face must be filled close with gunite concrete
It is real；It when gap is excessive, can be held out against, be counted unilateral inaccurate less than 8 with steel form or concrete voussoir；Gunite concrete should be by
Two sides arch springing symmetrically sprays upwards, and steel arch-shelf is covered；Plasticity failure by shear easily occurs for arch springing position, which removes bolt
It connects outer, it is necessary to the weldering of four sides side, to ensure the stiffness and strength of connector；The depth of section of steelframe should be with gunite concrete thickness phase
It adapts to；It is that muscle and lock foot anchoring stock connect by steelframe and longitudinally connected muscle, structural anchor bar, positioning for the overall stability for enhancing steelframe
It connects securely；Because lock foot anchoring stock is in terms of controlling I-steel sedimentation, decisive role is played, so in upper, middle and lower step arch springing
Place, has laid lock foot anchoring stock, and lock foot anchoring stock squeezes into angle and country rock is at 45 ° is advisable, and with I-steel firm welding；In tomography
Band or country rock opposed breaker, the relatively large paragraph of preliminary bracing convergent deformation lock foot at upper, middle and lower step arch springing and use φ
42 slip casting ductules are reinforced；The long 4m of ductule, 2, every place, it is at 45 ° with country rock that lock foot conduit squeezes into angle, and and I-shaped
Steel firm welding；
D. advance support: for the excavation safety for guaranteeing face, advance support uses diameter for the hot rolling seamless steel of 42 × 4 ㎜ of φ
Pipe, front end be it is cone-shaped, tube wall surrounding bore 8 ㎜ mud jacking holes, pitch of holes 15cm, tail portion 1.2m do not set mud jacking hole, longitudinally adjacent
Two rows of floor projection laps of splice is not less than 100cm, and outer limb is 15 °；Then ductule installation is carried out, ductule, which is installed, to be adopted
Method is squeezed into drilling, i.e., is first drilled by design requirement, bore diameter is 3~5mm bigger than diameter of steel tube, and ductule is then passed through steel
Frame is headed into hammering or drilling machine, heads into length is not less than length of steel pipe 90%, and blown out the sandstone in steel pipe with high-pressure blast；
After ductule is installed, with mudding plug-hole mouth and surrounding crack, when necessary near ductule and working face gunite concrete, to prevent
Heavy roof fall；The excavation length in tunnel should be less than the slip casting length of ductule, wall for grouting of the reserved part as subsequent cycle；
The cement grout that the selection of grouting ratio of mud when slip casting is 1:1, in order to obtain good consolidation effect, it is necessary to inject enough slurries
Liquid measure, it is ensured that valid diffusion area, range of grouting is designed by the outer 0.3~0.5m of excavation contour line and slurries are uniform in the earth formation
Diffusion, the stop grouting plug that grouting pressure control uses during 0.5~1Mpa, slip casting when slip casting is 5~10cm thickness injection coagulation
Soil；
(3) circulate operation: circulation carry out explosion, slag tap, preliminary bracing and advance support are until constructing tunnel is completed.
The above is only a preferred embodiment of the present invention, protection scope of the present invention is not limited merely to above-mentioned implementation
Example, all technical solutions belonged under thinking of the present invention all belong to the scope of protection of the present invention.It should be pointed out that for the art
Those of ordinary skill for, several improvements and modifications without departing from the principles of the present invention, these improvements and modifications
It should be regarded as protection scope of the present invention.
Claims (8)
1. a kind of pass through mined out and subsidence area constructing tunnel technique, it is characterised in that: the following steps are included:
(1) goaf and subsidence area injecting treatment:
A. it pinpoints: needing to pinpoint injected hole before drilling, field survey is carried out using total station when fixed point and is put
Sample, the deviations of actual position of drilling should not be more than 0.5m；
B. suitable drill bit and brill drilling: are selected according to the drilling depth and diameter of injected hole and inspection hole before probing
Machine first uses the drill bit aperture of major diameter to designated depth, then the tripping in wellhead casing pipe in hole, in the outside and hole of wellhead casing pipe
It is tamped between wall with clay, the drill bit for then using minor diameter instead continues drilling to projected depth；
C. it buries orifice closing device: after drilling terminates and carries out abundant hole flushing, burying orifice closing device, locking device
For the aperture Grouting Pipe with flange pallet；The water mortar that water-solid ratio is 1:1.5~1:2.0 is injected into hole, slurries are in hole
Height be 4~6m, 2% accelerator of cement weight is added in cement grout, then extracts orifice sleeve；
D. grouting construction: injection slurry is made of using cement and flying ash grout water, cement, flyash, accelerator and sand；Slip casting concentration
First dilute rear thick, when slip casting, slip casting pump pressure should be greater than 1.5 times of slip casting maximum design pressure, after slip casting starts, time sight pump
Midge amount and pump pressure, when pump pressure gradually rises, grouting amount is less than 70L/min, and aperture pipe pressure is between 1.O~3.0Mpa, surely
When having grout phenomenon around fixed 10~15min or injected hole, the mortar depositing construction in the hole can be terminated；
(2) three benching tunnelling methods excavate: three steps are divided into upper, middle and lower three-level, the high 3m of top bar, and middle step is top bar to spring line
Above section, rest part are to get out of a predicament or an embarrassing situation, the wide 5m of every grade of step, and left and right sides mutually staggers 2m；Three benching tunnelling methods excavation include with
Lower step:
A. explosion: first snubber after snubber terminates, fills explosive in slotted eyes, carries out explosion；
B. it slags tap: the various body refuses and rubble that generate in blasting process is transported on the outside of tunnel；
C. preliminary bracing preliminary bracing: is carried out to country rock；Support joint answers firm welding, and every steel arch-shelf face is connected with reinforcing bar；
Steel arch-shelf should be set up by design position, and arch springing must necessarily be placed in firm foundations；Steel arch-shelf should perpendicular to tunnel middle line, it is upper and lower,
Left and right tolerance 5cm, and vertical gradient is not greater than 2 °, and arch springing height should be lower than 15~20cm of upper half section baseline；
The gap in steel arch-shelf and first pneumatically placed concrete face must be filled closely knit with gunite concrete；When gap is excessive, with steel form or it can mix
Solidifying soil wedge block is held out against, and is counted unilateral inaccurate less than 8；Gunite concrete should symmetrically be sprayed upwards by two sides arch springing, and by steel
Arch covering；Plasticity failure by shear easily occurs for arch springing position, and the position steelframe is in addition to bolt, it is necessary to the weldering of four sides side, to ensure
The stiffness and strength of connector；The depth of section of steelframe should be adapted with gunite concrete thickness；For the monolithic stability for enhancing steelframe
Steelframe with longitudinally connected muscle, structural anchor bar, positioning is that muscle and lock foot anchoring stock are connected firmly by property；Because lock foot anchoring stock is in control work
Word steel sedimentation aspect, plays decisive role, so having laid lock foot anchoring stock at upper, middle and lower step arch springing, locks foot anchor
Bar squeezes into angle and country rock is at 45 ° is advisable, and with I-steel firm welding；In shear-zone or country rock opposed breaker, preliminary bracing
The relatively large paragraph of convergent deformation is locked foot at upper, middle and lower step arch springing and is reinforced using 42 slip casting ductule of φ；It is small to lead
Pipe range 4m, 2, every place, it is at 45 ° with country rock that lock foot conduit squeezes into angle, and with I-steel firm welding；
D. advance support: for the excavation safety for guaranteeing face, advance support uses diameter for the hot rolling seamless steel of 42 × 4 ㎜ of φ
Pipe, front end be it is cone-shaped, tube wall surrounding bore 8 ㎜ mud jacking holes, pitch of holes 15cm, tail portion 1.2m do not set mud jacking hole, longitudinally adjacent
Two rows of floor projection laps of splice is not less than 100cm, and outer limb is 15 °；Then ductule installation is carried out, ductule, which is installed, to be adopted
Method is squeezed into drilling, i.e., is first drilled by design requirement, bore diameter is 3~5mm bigger than diameter of steel tube, and ductule is then passed through steel
Frame is headed into hammering or drilling machine, heads into length is not less than length of steel pipe 90%, and blown out the sandstone in steel pipe with high-pressure blast；
After ductule is installed, with mudding plug-hole mouth and surrounding crack, when necessary near ductule and working face gunite concrete, to prevent
Heavy roof fall；The excavation length in tunnel should be less than the slip casting length of ductule, wall for grouting of the reserved part as subsequent cycle；
The cement grout that the selection of grouting ratio of mud when slip casting is 1:1, in order to obtain good consolidation effect, it is necessary to inject enough slurries
Liquid measure, it is ensured that valid diffusion area, range of grouting is designed by the outer 0.3~0.5m of excavation contour line and slurries are uniform in the earth formation
Diffusion, the stop grouting plug that grouting pressure control uses during 0.5~1Mpa, slip casting when slip casting is 5~10cm thickness injection coagulation
Soil；
(3) circulate operation: circulation carry out explosion, slag tap, preliminary bracing and advance support are until constructing tunnel is completed.
2. according to claim 1 pass through mined out and subsidence area constructing tunnel technique, it is characterised in that: the step C,
When embedded orifice closing device, after mounting hole Grouting Pipe, a small amount of sandstone is put into hole for blocking biggish gap, so
Gap is thoroughly blocked being put into a small amount of clay afterwards.
3. according to claim 1 pass through mined out and subsidence area constructing tunnel technique, it is characterised in that: the step d,
When carrying out grouting construction, the water-solid ratio of injection slurry is to be prepared according to 1:1.0~1:1.5, the ratio of cement, flyash and sand
Control adds the accelerator of cement weight 2% in 3:7:2 in slurries.
4. according to claim 1 pass through mined out and subsidence area constructing tunnel technique, it is characterised in that: the step d,
Carry out grouting construction when, injecting paste material selection be the need to ensure that water be it is clean, do not contain harmful substance, cement use ordinary silicon
Acid salt cement, portland slag cement, accelerator select waterglass, and flyash should meet " in cement and concrete soil
Flyash " requirement of (GB/T1596-2005) III grade of flyash, sand answer it is clean, hard, dry, without weathering, free from admixture, meet rule
Deciding grade and level is matched, and soil sundries content should be less than 5%.
5. according to claim 1 pass through mined out and subsidence area constructing tunnel technique, it is characterised in that: the step d,
When carrying out grouting construction, when groundwater increment is more than that intermittent Cementer can be used when pressure is not played in aperture still in drilling design grouting amount
Skill；Intermittent time controls in 10~12h or so；Interval grouting behind shaft or drift lining, still using the grouting with plunger of first dilute rear thick；Secondary grouting control
25% or so of design flow, if not playing pressure still, interval slip casting is carried out again, until reaching satisfactory stopping slip casting
Until standard.
6. according to claim 1 pass through mined out and subsidence area constructing tunnel technique, it is characterised in that: the step a,
When carrying out explosion, come snubber by the way of compound straight eye V-cut, that is, shallow slotting and deep slotting be combined with each other
Mode；Periphery hole is also classified into two-stage, and on the outside, depth is the half of second level periphery hole to level-one periphery hole, while reducing outer insert eye.
7. according to claim 1 pass through mined out and subsidence area constructing tunnel technique, it is characterised in that: the step c,
When carrying out preliminary bracing, for the I-steel used for 20A I-steel, the production of every Pin spacing 60cm arrangement steel arch-shelf uses clod wash work
Skill presses standardized processing, and size should meet design requirement.
8. according to claim 1 pass through mined out and subsidence area constructing tunnel technique, it is characterised in that: the step c,
When carrying out preliminary bracing, when arch absolute altitude deficiency, not handy soil, stone backfill, and steel plate should be set and be adjusted, it can be used when necessary
Concrete strengthening substrate.
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| CN110130317A (en) * | 2019-05-07 | 2019-08-16 | 中铁十六局集团第一工程有限公司 | Goaf Treatment Methods are lied prostrate on a kind of freeway tunnel |
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| CN113982597A (en) * | 2021-09-29 | 2022-01-28 | 中铁七局集团有限公司 | Tunnel excavation construction method suitable for strong-water-permeability unconsolidated formation in karst subsidence area |
| CN114233378A (en) * | 2021-12-17 | 2022-03-25 | 中国十七冶集团有限公司 | Goaf self-walking drilling and grouting integrated equipment and installation and use method |
| CN116677417A (en) * | 2023-08-03 | 2023-09-01 | 中铁十六局集团有限公司 | Treatment device and treatment method for tunnel collapse cavity |
| CN116971788A (en) * | 2023-09-22 | 2023-10-31 | 中铁十六局集团有限公司 | Method for hydraulic filling of karst cave of underwater tunnel |
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| CN110005435A (en) * | 2019-05-05 | 2019-07-12 | 中交第三航务工程局有限公司 | A kind of construction technology of tunnel trunk preliminary bracing |
| CN110005435B (en) * | 2019-05-05 | 2020-07-07 | 中交第三航务工程局有限公司 | Construction process for primary support of tunnel body |
| CN110130317A (en) * | 2019-05-07 | 2019-08-16 | 中铁十六局集团第一工程有限公司 | Goaf Treatment Methods are lied prostrate on a kind of freeway tunnel |
| CN111236884A (en) * | 2020-03-10 | 2020-06-05 | 华北有色工程勘察院有限公司 | Grouting stopping device for grouting broken rock mass and grouting method |
| CN113982597A (en) * | 2021-09-29 | 2022-01-28 | 中铁七局集团有限公司 | Tunnel excavation construction method suitable for strong-water-permeability unconsolidated formation in karst subsidence area |
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| CN116677417A (en) * | 2023-08-03 | 2023-09-01 | 中铁十六局集团有限公司 | Treatment device and treatment method for tunnel collapse cavity |
| CN116677417B (en) * | 2023-08-03 | 2023-09-22 | 中铁十六局集团有限公司 | Treatment device and treatment method for tunnel collapse cavity |
| CN116971788A (en) * | 2023-09-22 | 2023-10-31 | 中铁十六局集团有限公司 | Method for hydraulic filling of karst cave of underwater tunnel |
| CN116971788B (en) * | 2023-09-22 | 2023-12-01 | 中铁十六局集团有限公司 | Method for hydraulic filling of karst cave of underwater tunnel |
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