CN109653750A - A kind of TBM transformation cavern digs design method - Google Patents
A kind of TBM transformation cavern digs design method Download PDFInfo
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- CN109653750A CN109653750A CN201811517693.6A CN201811517693A CN109653750A CN 109653750 A CN109653750 A CN 109653750A CN 201811517693 A CN201811517693 A CN 201811517693A CN 109653750 A CN109653750 A CN 109653750A
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- 230000009466 transformation Effects 0.000 title claims abstract description 41
- 238000000034 method Methods 0.000 title claims abstract description 35
- 238000013461 design Methods 0.000 title claims abstract description 17
- 238000010276 construction Methods 0.000 claims abstract description 69
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 32
- 239000010959 steel Substances 0.000 claims abstract description 32
- 239000004744 fabric Substances 0.000 claims abstract description 10
- 239000011378 shotcrete Substances 0.000 claims abstract description 10
- 239000003365 glass fiber Substances 0.000 claims abstract description 4
- 238000009412 basement excavation Methods 0.000 claims description 49
- 239000011435 rock Substances 0.000 claims description 21
- 238000007596 consolidation process Methods 0.000 claims description 17
- 230000005641 tunneling Effects 0.000 claims description 13
- 238000011144 upstream manufacturing Methods 0.000 claims description 11
- 238000012545 processing Methods 0.000 claims description 10
- 239000004568 cement Substances 0.000 claims description 9
- 230000003014 reinforcing effect Effects 0.000 claims description 7
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 6
- 238000010009 beating Methods 0.000 claims description 6
- 238000005553 drilling Methods 0.000 claims description 6
- 230000008569 process Effects 0.000 claims description 6
- 239000002893 slag Substances 0.000 claims description 5
- 230000013011 mating Effects 0.000 claims description 4
- 238000007569 slipcasting Methods 0.000 claims description 4
- 239000000654 additive Substances 0.000 claims description 3
- 230000000996 additive effect Effects 0.000 claims description 3
- 230000009172 bursting Effects 0.000 claims description 3
- 229910052742 iron Inorganic materials 0.000 claims description 3
- 229920002635 polyurethane Polymers 0.000 claims description 3
- 239000004814 polyurethane Substances 0.000 claims description 3
- 238000007363 ring formation reaction Methods 0.000 claims description 3
- LCDPXZLGLZQWRP-UHFFFAOYSA-N silicic acid;urea Chemical compound NC(N)=O.O[Si](O)(O)O LCDPXZLGLZQWRP-UHFFFAOYSA-N 0.000 claims description 3
- 239000007921 spray Substances 0.000 claims description 3
- 240000007594 Oryza sativa Species 0.000 claims 1
- 235000007164 Oryza sativa Nutrition 0.000 claims 1
- 235000019994 cava Nutrition 0.000 claims 1
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- 235000009566 rice Nutrition 0.000 claims 1
- 230000006641 stabilisation Effects 0.000 claims 1
- 238000011105 stabilization Methods 0.000 claims 1
- 230000000694 effects Effects 0.000 description 4
- 230000032258 transport Effects 0.000 description 4
- 239000000463 material Substances 0.000 description 3
- 230000008901 benefit Effects 0.000 description 2
- 238000005422 blasting Methods 0.000 description 2
- 230000007812 deficiency Effects 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 230000008439 repair process Effects 0.000 description 2
- 241001074085 Scophthalmus aquosus Species 0.000 description 1
- 241000209140 Triticum Species 0.000 description 1
- 235000021307 Triticum Nutrition 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
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- 239000011521 glass Substances 0.000 description 1
- 238000003306 harvesting Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000013507 mapping Methods 0.000 description 1
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- 239000002994 raw material Substances 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/10—Making by using boring or cutting machines
- E21D9/106—Making by using boring or cutting machines with percussive tools, e.g. pick-hammers
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a kind of TBM transformation caverns to dig design method, comprising the following steps: removes 4 endless tube pieces from the tail shield rear portion TBM, TBM transformation is carried out after dismounting and expands cavern con struction.It excavates and Miniature digging machine, excavated section 11.2m is cooperated using man-hour manually hand-held pneumatic pick.Supporting parameter: Φ 26mm screw-thread steel grillage, spacing 75cm are used；8m self-advancing type glass fibre anchor pole, circumferential spacing 1m, longitudinal pitch 75cm；The just supporting of 40cm thickness C40 steel fabric shotcrete；4 deformation slots are arranged in every Pin grillage, deform mount stress anamorphoser in slot.And it is provided with L=6m, Φ 32mm@45cm self-feeding anchor pile barrel vault advanced support.The present invention can creatively solve particular problem in conjunction with specific operating condition with ground-breaking thinking under special geologic condition, have the characteristics that applied widely, be suitble to promote and apply.
Description
Technical field
The invention belongs to hydraulic engineering technical fields, are related to a kind of TBM transformation cavern and dig design method.
Background technique
It is before using drilling and blasting method, but as China is in mechanization by the way of for excavating for underground engineering
Continuous development, relatively common method is exactly the use to TBM (rock tunnel development machine) at present, exactly because with numerous
Advantage and be widely used, such as realize the saving of cost, during construction using the method make its ambient enviroment by
To lower influence, the person is safer, and the quality of its engineering can be made to be improved, compared to this with traditional method, mesh
Preceding construct in use to it proposes more requirements, and many external big countries are just by its traditional brill is quick-fried and TBM method
It is combined, realizes TBM constructing pilot tunnel, and digged, realize more efficiently result.
Method advantage is digged based on TBM pilot tunnel, is analyzed from the choosing of the ratio of TBM diameter and pilot tunnel position, due to pilot tunnel position
The selection set leads to the difference of stability and carries out selective analysis.TBM construction is influenced very big, special geology item by geological conditions
It has to, in conjunction with specific operating condition, creatively solve particular problem with ground-breaking thinking under part.
Summary of the invention
The purpose of the present invention is to provide a kind of TBM transformation caverns to dig design method.
Itself the specific technical proposal is:
A kind of TBM transformation cavern digs design method, comprising the following steps:
Step 1 removes 4 endless tube pieces from the tail shield rear portion TBM；
Step 2 carries out TBM transformation expansion cavern con struction after removing, excavate and cooperate Miniature digging machine using man-hour manually hand-held pneumatic pick,
Excavated section 11.2m uses supporting construction under complex geological condition；
Before beating bypass hole to TBM head from left side, cavern is transformed to front or rear excavation TBM, backward TBM cutterhead in step 3
It is digged up with preceding shield；Flexible shield, branch pole and tail shield leave and do once supporting, mating after TBM to carry out two again after
Secondary lining cutting；The tail portion TBM is backfilled to section has been digged；
Step 4 removes equipment bridge, from opening on the left of 4729~4732 endless tube pieces, excavates bypass hole, detours to TBM cutterhead
Front carries out TBM transformation cavern excavation construction, and the TBM that overcomes difficulties, while bypassing hole and continue to excavate third section and detouring to front master
Hole carries out hand excavation's processing in advance to front bad geological section, to reduce construction risk of the TBM in fault belt；?
While cavern con struction is transformed, the landslide of expansion cavern is transformed to TBM original and is handled, and removes TBM, damaged parts are examined
It repairs；
Step 5 is the assembly working and bypass hole third section of TBM in completion transformation cavern and after starting cavern con struction
With the excavation parallel operations of pilot tunnel on 40 meters of main hole, the main artificial full face tunneling in hole, TBM is tunneled by starting cavern, main
Hole 160m takes the upper pilot tunnel TBM of hand excavation to tunnel lower pilot tunnel.
Further, it in step 1, removes since the 4735th ring to the 4738th ring, 4739 rings are still left in tail shield, are removed
Consolidation grouting reinforcing is first carried out behind to section of jurisdiction before section of jurisdiction.
Further, in step 2, Φ 26mm screw-thread steel grillage, spacing 75cm supporting parameter: are used；8m self-advancing type glass
Glass fiber anchor rod, circumferential spacing 1m, longitudinal pitch 75cm；The just supporting of 40cm thickness C40 steel fabric shotcrete；Every Pin grillage setting
4 deformation slots deform mount stress anamorphoser in slot；And it is advanced to be provided with L=6m, Φ 32mm@45cm self-feeding anchor pile pipe canopy
Supporting.
Further, in step 3, the tail portion TBM landslide section processing, by beating drainage hole, installing pipe canopy and steel arch-shelf HW 150
× 150, anchor and linked network are sprayed, TBM is made to overcome difficulties to tail shield.
Further, in step 4, before bypassing hole opening construction, to prevent section of jurisdiction near opening from the changing of the relative positions occurs, it is ensured that section of jurisdiction
Stability, to being open, 8 endless tube pieces nearby are reinforced in advance, and section of jurisdiction reinforcing is substantially carried out cement consolidation grouting and sets 4m long
Anchor pole locks section of jurisdiction, and boring and coring is carried out after the completion of consolidation grouting, checks consolidation grouting situation and front country rock situation.True
After determining cavern's stable structure, section of jurisdiction is removed, left side is carried out and bypasses wide open excavation construction.
Further, digging mode: bypass wide open dig in left side cooperates small digging machine layering using tunneling boring man-hour manually hand-held pneumatic pick
It excavates, the more complete hole section of country rock uses tunneling boring or half section drill bursting construction, excavated section diameter 3.5m.It is in digging process
Ensure to support the front at the beginning of being not carried out, the stability and construction safety of face country rock carry out Shed-pipe Advanced Support to face before excavating and applies
Work.
Further, Shed-pipe Advanced Support is drilled using ComacchioMC400P multifunctional drill, aperture 72mm, installation
Φ 70mm, wall thickness 10mm, L=3m steel pipe, spacing 40cm are mounted within the scope of 120 degree of vault, and every excavation 1.5m regards country rock situation
Carry out a Shed-pipe Advanced Support construction.
Further, slag tap mode: Portal Section is using manually slagging tap to being transported to outside hole in mine trolley's body, and 2-8m sections, use is small
Digging machine or loading machine cooperation are slagged tap to mine trolley's body, 8-36m sections, are slagged tap using loading machine to mine trolley's body, are transported outside hole completely.
Support pattern: initial stage lining cutting uses the shaped steel arch of HW150 × 150,25cm thickness C40 steel fabric shotcrete, 20 × 20 nets
Lattice reinforced mesh carries out supporting, and arch frame structure uses horseshoe form, the structure of totally-enclosed cyclization, and spacing 50cm is used between arch
The connection of 22 screw-thread steel of Φ.
TBM is transformed cavern and constructs after the completion of bypassing hole second segment and digging section, and transformation cavern excavation section is high
9.18m, wide 11.03m, Chu Zhihou free height 8.18m, wide 9.93m, long 19.1m are divided into two sections of upstream and downstream and construct.Due to
Excavated section is larger, and the section is in fault belt, and wall rock condition is poor, the appearance when bypassing hole second segment and digging section construction
It crosses compared with landslip, therefore before transformation cavern excavation construction, 10m long Φ 70mm is carried out to upstream, downstream direction and is managed greatly in advance
Canopy applies, and spacing 30cm, vault gamut applies, upstream 64,69, downstream, and carries out grouting and reinforcing.
After the completion of Shed-pipe Advanced Support is reinforced, excavation construction is carried out.It excavates and is first carried out from downstream direction, transformation cavern one is divided into three
Layer is constructed.It excavates and is excavated using man-hour manually hand-held pneumatic pick cooperation digging machine, loading machine is slagged tap to bypass hole mine trolley's body.
Supporting uses the shaped steel arch of HW400 × 200,55cm thickness C40 steel fabric shotcrete, the connection of HW150 fashioned iron, spacing 50cm.
Further, after the completion of the 1st layer of excavation supporting in right side under cavern is transformed in TBM, the big of two rows of 10m long is downstream beaten again
Pipe canopy, and carry out pilot tunnel in the TBM card machine section of 9m long and dig supporting construction.
Further, TBM has two bench drill machines: First drilling machine is placed in the girder top of fitting machine, can pass through branch pole
Make a call to 10 holes；Second bench drill machine is placed in the conveyer belt top of anterior shield, beats advance geologic inspecting hole by cutterhead, if passing through support
Shield makes a call to 9 hole number deficiencies, cuts a part of branch pole and beats other holes；
By in the processing of shear-zone, start TBM and by first shear-zone until pile No. 16+102m, use
Construction method is as follows:
Polyurethane is injected in cutterhead；
The slip casting of ordinary cement additive or superfine cement or silicic acid urea are carried out in branch pole；
Drainage hole is beaten in branch pole.
Compared with prior art, beneficial effects of the present invention:
Technical solution of the present invention has adapted to the various situations being likely encountered in pilot drive construction, and passes through simultaneously
Pilot tunnel digs a section uncertainty for consolidation process effect to landslide cavity and TBM transformation cavern；Overcome the landslide of positive surface treatment and
TBM transformation cavern digs the complexity of supporting construction solution technique, eliminates various security risks, successfully solves continuing to dig
A new problem arose in supporting construction.The present invention can be created with ground-breaking thinking in conjunction with specific operating condition under special geologic condition
Property solve particular problem, have the characteristics that it is applied widely, be suitble to promote and apply.
Specific embodiment
Technical solution of the present invention is described in more detail below with reference to embodiment.
One, TBM is transformed cavern and digs design scheme
Overall plan: 4 endless tube pieces are removed from the tail shield rear portion TBM and (are removed to the 4738th ring, 4739 rings since the 4735th ring
Still it is left in tail shield, consolidation grouting reinforcing is first carried out behind to section of jurisdiction before removing section of jurisdiction), TBM transformation is carried out after dismounting to be expanded
Cavern con struction.It excavates and Miniature digging machine, excavated section 11.2m is cooperated using man-hour manually hand-held pneumatic pick.Supporting parameter: Φ 26mm spiral shell is used
Line steel grating arch, spacing 75cm；8m self-advancing type glass fibre anchor pole, circumferential spacing 1m, longitudinal pitch 75cm；40cm thickness C40
Steel fabric shotcrete just supporting；4 deformation slots are arranged in every Pin grillage, deform mount stress anamorphoser in slot.And it is provided with L=
6m, Φ 32mm@45cm self-feeding anchor pile barrel vault advanced support.
Two, the hole scheme that bypasses is transformed on the left of cavern in TBM
Before beating bypass hole to TBM head from left side, cavern is transformed to front or rear excavation TBM, backward TBM cutterhead and preceding shield
Shield digs up；Flexible shield, branch pole and tail shield leave and do once supporting, mating after TBM to carry out secondary lining again after；
The tail portion TBM is to the scheme for having digged section and being backfilled.
Overall plan: removing equipment bridge, from opening on the left of 4729~4732 endless tube pieces, excavates bypass hole, detours to TBM knife
In front of disk, TBM transformation cavern excavation construction, and the TBM that overcomes difficulties are carried out.Simultaneously bypass hole continue excavate third section detour to front master
Hole carries out hand excavation's processing in advance to front bad geological section, to reduce construction risk of the TBM in fault belt.?
While cavern con struction is transformed, the landslide of expansion cavern is transformed to TBM original and is handled, and removes TBM, damaged parts are examined
It repairs.
Left side bypasses hole scheme and implements before bypassing hole opening construction, to prevent section of jurisdiction near opening from the changing of the relative positions occurs, really
Keeping tablet stability, to being open, 8 endless tube pieces nearby are reinforced in advance.Section of jurisdiction reinforces and is substantially carried out cement consolidation grouting and beats
If 4m long anchor pole locks section of jurisdiction, boring and coring is carried out after the completion of consolidation grouting, checks consolidation grouting situation and front country rock feelings
Condition.After determining cavern's stable structure, section of jurisdiction is removed, left side is carried out and bypasses wide open excavation construction.
Digging mode: bypass wide open dig in left side cooperates small digging machine stage excavation, country rock using tunneling boring man-hour manually hand-held pneumatic pick
More complete hole section uses tunneling boring or half section (part) drill bursting construction, excavated section diameter 3.5m.It is true in digging process
Protect be not carried out just support the front, the stability and construction safety of face country rock, excavate before to face carry out Shed-pipe Advanced Support construction.
Shed-pipe Advanced Support is drilled using ComacchioMC400P multifunctional drill, aperture 72mm, installs Φ 70mm, wall thickness 10mm, L
=3m steel pipe, spacing 40cm are mounted within the scope of 120 degree of vault, and every excavation 1.5m view country rock situation carries out a Shed-pipe Advanced Support
Construction.
Slag tap mode: Portal Section is using manually slagging tap to being transported to outside hole in mine trolley's body, and 2-8m sections, using small digging machine or loading
Machine cooperation is slagged tap to mine trolley's body, 8-36m sections, is slagged tap using loading machine to mine trolley's body, is transported outside hole completely.
Support pattern: initial stage lining cutting uses the shaped steel arch of HW150 × 150,25cm thickness C40 steel fabric shotcrete, 20 × 20 nets
Lattice reinforced mesh carries out supporting, and arch frame structure uses horseshoe form, the structure of totally-enclosed cyclization, and spacing 50cm is used between arch
The connection of 22 screw-thread steel of Φ.
Three, cavern's scheme is transformed in TBM
TBM is transformed cavern and constructs after the completion of bypassing hole second segment and digging section, and transformation cavern excavation section is high
9.18m, wide 11.03m, Chu Zhihou free height 8.18m, wide 9.93m, long 19.1m are divided into two sections of upstream and downstream and construct.Due to
Excavated section is larger, and the section is in fault belt, and wall rock condition is poor, the appearance when bypassing hole second segment and digging section construction
It crosses compared with landslip, therefore before transformation cavern excavation construction, 10m long Φ 70mm is carried out to upstream, downstream direction and is managed greatly in advance
Canopy applies, and spacing 30cm, vault gamut applies, upstream 64,69, downstream, and carries out grouting and reinforcing.
After the completion of Shed-pipe Advanced Support is reinforced, it is transformed cavern excavation construction.It excavates and is first carried out from downstream direction, cavern is transformed
One, which is divided into three layers, constructs.It excavates and is excavated using man-hour manually hand-held pneumatic pick cooperation digging machine, loading machine is slagged tap to bypass hole
In mine trolley's body.Supporting uses the shaped steel arch of HW400 × 200,55cm thickness C40 steel fabric shotcrete, the connection of HW150 fashioned iron, spacing
50cm。
Four, the tail portion TBM landslide section processing
In order to which the tail shield to Wei Erte TBM is handled, another construction activities has been carried out.By beating drainage hole, install
Pipe canopy and steel arch-shelf HW 150 × 150 spray anchor and linked network, this construction has been completed, and Wei Erte TBM can be made to overcome difficulties to tail
Shield.
In the meantime, until all accessories of tail shield of TBM have been removed and finished.
Five, pilot tunnel Enlargement excavation in TBM card machine section
Flexible shield of TBM etc. is caused to occur since TBM card machine hole section right side pressure from surrounding rock is excessive severely deformed, in order to ensure
The related piece safety of TBM host equipment is removed, and after the completion of the 1st layer of excavation supporting in right side under cavern is transformed in TBM, is downstream beaten again
The steel tube shed of two rows of 10m long, and carry out pilot tunnel in the TBM card machine section of 9m long and dig supporting construction.
Seven, the arrangement and method for construction for passing through shear-zone using TBM
1, start the construction method of TBM
After completing transformation cavern and starting cavern con struction, the construction plan of prediction is the assembly working of Wei Erte TBM
With the excavation parallel operations of pilot tunnel on bypass hole third section and 40 meters of main hole.
This scheme will lead to the problem of following:
The excavation for bypassing pilot tunnel on hole third section and 40 meters of main hole needs the construction time of 3 wheat harvesting periods.
The assembly working parallel construction of excavation activity (pilot tunnel in bypass hole third section and 40 meters of main holes) and Wei Erte TBM will
Generate a series of coordination problems.Such as the transport of Wei Erte TBM component, slag tap transport and excavation construction institute at bypass hole hole
Raw material transport needed etc..This will will lead to main construction activities (excavate and assemble) and be delayed.
Start TBM and overcome first segment shear-zone, pilot tunnel should construct to pile No. 16+102m, i.e. 652m (16+ on main hole
75416+102=652) place.But the program will directly seriously affect the time of accomplishment of entire engineering.Therefore 40 meters are only excavated
Or pilot tunnel section can't reduce risks on 180 meters of main hole, and TBM is excavated in the main hole section of only upper pilot tunnel and is also not easy.
The geological condition for bypassing hole third section shows that geological characteristics are really poor, in fact up to now, has occurred and that 3 times
The landslide of mudstone mixture, therefore this section excavation will need the regular hour.
In order to avoid problem mentioned above, two kinds of solutions are herein proposed:
1) main hole tunneling boring hand excavation TBM is stepped through
Main wide open digging should extend at pile No. 16+102m, amount to 652m (16+754-16+102=652).
It excavates and slags tap using equipment appropriate to can be convenient, for example apply the drilling machine and large-scale loading of pipe canopy
Rear mating will be removed of machine, Wei Erte TBM transports outside hole.
The cutterhead of Wei Erte will be placed on the side of transformation cavern, and the anterior shield of Wei Erte TBM and base bearing are transported hole
Outside.
Start the assembling of Wei Erte TBM again after completing 652 meters of the wide open digging of master.
Employer agrees to carry out all costs for leading wide open digging reasonable compensation, and delay type engineering blasting time of accomplishment.
This solution avoids all risks, in fact, after completing all 652 meters of main hole hand excavations,
Wei Erte TBM will be assembled in transformation cavern, be moved at the excavation face at pile No. 16+102m, then be started to tunnel and avoid
Geologic risk.
2) pre-pouring grout reinforces country rock TBM driving
Start the assembly working of Wei Erte TBM quickly after transformation cavern and starting cavern complete.
Wei Erte TBM will start and excavate at pile No. 16+754m, and carry out system processing to upstream country rock.
In the assembling process for carrying out Wei Erte TBM inside transformation cavern, it will be carried out at starting cavern excavation face
Material slip casting test, to find better consolidation style.
The consolidation process of system will will affect the day driving speed of Wei Erte TBM.
This scheme avoids all costs about bypass hole third section excavation and main hole top heading excavation, but reduces
Partial risks, because Wei Erte TBM will be excavated using suitable system consolidation process by shear-zone.
Above two arrangement and method for construction is executable.
2, the artificial full face tunneling in main hole
The program will reduce driving risk completely, because main hole (tunneling boring, and pilot tunnel on being not only) will be excavated
To pile No. 16+102m, therefore Wei Erte TBM avoids geologic risk when starting driving.
3, Wei Erte TBM is tunneled by starting cavern
The program has better accounted for cost, and the influence factors such as duration and risk are described below:
Without the construction bypass hole third section and actively go up pilot tunnel section.
Start the assembly working of Wei Erte TBM quickly after transformation cavern and starting cavern excavation complete.
By reducing the geologic risk in TBM tunneling process from progress system injecting treatment in support shield body.
The other details of the program are set forth below:
1) Wei Erte TBM equipment
Wei Erte TBM has two bench drill machines: First drilling machine is placed in the girder top of fitting machine, can be beaten by branch pole
10 holes；Second bench drill machine is placed in the conveyer belt top of anterior shield, and advance geologic inspecting hole can be beaten by cutterhead.
If making a call to 9 hole number deficiencies by branch pole, cuts a part of branch pole and beat other holes.
2) injecting paste material and parameter
It, will be in starting hole during cavern's progress Wei Erte TBM assembling is transformed in order to determine injecting paste material and parameter
It is tested several times room.
3) pass through the processing scheme of shear-zone
Start Wei Erte TBM and by first shear-zone until pile No. 16+102m, predicts the construction method used such as
Under:
Polyurethane is injected in cutterhead
The slip casting of ordinary cement additive or superfine cement or silicic acid urea are carried out in branch pole
Drainage hole is beaten in branch pole
If card machine occurs for Wei Erte TBM in tunneling process using the above method, the predictable TBM method of getting rid of poverty is
Last mounted ring top is removed, passes through conventional construction method and arch is installed and sprays anchor and is excavated at cutterhead (Wei Erte TBM
The construction method got rid of poverty).
Seven, main hole 160m takes the upper pilot tunnel TBM of hand excavation to tunnel lower pilot tunnel
The hole pile No. K17+192-K16+088 section is F4, F5 fault belt, in the geological mapping report that designing unit provides
F4, F5 shear-zone overall length are 1104m, and pile No. K16+776 180m into K16+088 is very poor poor geological region (pile No. 16+
754-16+574), 394m is III class surrounding rock, and 114m is fault belt.The very poor poor geological region of 180m will complete 20m, remain
Remaining 160m (pile No. 16+734-16+574) need to be slagged tap using the upper pilot tunnel of hand excavation by bypassing hole, and TBM tunnels lower pilot tunnel, remaining
492m uses TBM full advance.
Program TBM starting cavern can construct simultaneously with bypass hole third section, after bypassing hole and entering main hole, pass through bypass
Hole is slagged tap after hand excavation's completion starting half pilot tunnel of cavern upstream 160m, and TBM starts to tunnel, and has 114m broken in remaining 492m
Band need to be using after pre-pouring grout surrounding rock consolidation, and TBM is tunneled.
The foregoing is only a preferred embodiment of the present invention, the scope of protection of the present invention is not limited to this, it is any ripe
Know those skilled in the art within the technical scope of the present disclosure, the letter for the technical solution that can be become apparent to
Altered or equivalence replacement are fallen within the protection scope of the present invention.
Claims (10)
1. a kind of TBM transformation cavern digs design method, which comprises the following steps:
Step 1 removes 4 endless tube pieces from the tail shield rear portion TBM；
Step 2 carries out TBM transformation expansion cavern con struction after removing, excavate and cooperate Miniature digging machine using man-hour manually hand-held pneumatic pick, excavate
Section 11.2m uses supporting construction under complex geological condition；
Before beating bypass hole to TBM head from left side, cavern is transformed to front or rear excavation TBM, backward TBM cutterhead with before in step 3
Shield digs up；Flexible shield, branch pole and tail shield leave and do once supporting, mating after TBM to carry out secondary lining again after
It builds；The tail portion TBM is backfilled to section has been digged；
Step 4 removes equipment bridge, from opening on the left of 4729~4732 endless tube pieces, excavates bypass hole, detours to TBM cutterhead,
TBM transformation cavern excavation construction, and the TBM that overcomes difficulties are carried out, while bypassing hole and continues to excavate third section and detouring to the main hole in front, to preceding
Square bad geological section carries out hand excavation's processing in advance, to reduce construction risk of the TBM in fault belt；In transformation cavern
While construction, the landslide of expansion cavern is transformed to TBM original and is handled, and removes TBM, damaged parts are overhauled；
Step 5 is the assembly working and bypass hole third section and 40 of TBM in completion transformation cavern and after starting cavern con struction
The excavation parallel operations of pilot tunnel on the main hole of rice, the main artificial full face tunneling in hole, TBM are tunneled by starting cavern, main hole
160m takes the upper pilot tunnel TBM of hand excavation to tunnel lower pilot tunnel.
2. TBM transformation according to claim 1 cavern digs design method, which is characterized in that
It in step 1, removes since the 4735th ring to the 4738th ring, 4739 rings are still left in tail shield, first right before dismounting section of jurisdiction
Section of jurisdiction carries out consolidation grouting reinforcing behind.
3. TBM transformation according to claim 1 cavern digs design method, which is characterized in that
In step 2, supporting parameter: Φ 26mm screw-thread steel grillage, spacing 75cm are used；8m self-advancing type glass fibre anchor pole,
Circumferential spacing 1m, longitudinal pitch 75cm；The just supporting of 40cm thickness C40 steel fabric shotcrete；4 deformation slots are arranged in every Pin grillage,
Deform mount stress anamorphoser in slot；And it is provided with L=6m, Φ 32mm@45cm self-feeding anchor pile barrel vault advanced support.
4. TBM transformation according to claim 1 cavern digs design method, which is characterized in that
In step 3, the tail portion TBM caves in section processing, by beating drainage hole, installing pipe canopy and steel arch-shelf HW 150 × 150, spray anchor with
And linked network, so that TBM is overcome difficulties to tail shield.
5. TBM transformation according to claim 1 cavern digs design method, which is characterized in that
In step 4, before bypassing hole opening construction, to prevent section of jurisdiction near opening from the changing of the relative positions occurs, it is ensured that section of jurisdiction stability, it is split
8 endless tube pieces are reinforced in advance near mouthful, and section of jurisdiction, which reinforces to be substantially carried out cement consolidation grouting and set 4m long anchor pole, locks pipe
Piece carries out boring and coring after the completion of consolidation grouting, checks consolidation grouting situation and front country rock situation；Determining cavern's structure
After stabilization, section of jurisdiction is removed, left side is carried out and bypasses wide open excavation construction.
6. TBM transformation according to claim 5 cavern digs design method, which is characterized in that
Digging mode: bypass wide open dig in left side cooperates small digging machine stage excavation using tunneling boring man-hour manually hand-held pneumatic pick, and country rock is completeer
Whole hole section uses tunneling boring or half section drill bursting construction, excavated section diameter 3.5m；It is to ensure be not carried out in digging process
It just supports the front, the stability and construction safety of face country rock carry out Shed-pipe Advanced Support construction to face before excavating.
7. TBM transformation according to claim 6 cavern digs design method, which is characterized in that
Shed-pipe Advanced Support is drilled using ComacchioMC400P multifunctional drill, aperture 72mm, installs Φ 70mm, wall thickness
10mm, L=3m steel pipe, spacing 40cm are mounted within the scope of 120 degree of vault, and every excavation 1.5m is once surpassed depending on country rock situation
Preceding pipe roof construction.
8. TBM transformation according to claim 7 cavern digs design method, which is characterized in that
Slag tap mode: Portal Section 2-8m sections, is matched using manually slagging tap to being transported to outside hole in mine trolley's body using small digging machine or loading machine
Conjunction is slagged tap to mine trolley's body, 8-36m sections, is slagged tap using loading machine to mine trolley's body, is transported outside hole completely；
Support pattern: initial stage lining cutting uses the shaped steel arch of HW150 × 150,25cm thickness C40 steel fabric shotcrete, 20 × 20 lattice steels
Muscle mesh sheet carries out supporting, and arch frame structure uses horseshoe form, the structure of totally-enclosed cyclization, spacing 50cm, using Φ 22 between arch
Screw-thread steel connection；
TBM is transformed cavern and constructs after the completion of bypassing hole second segment and digging section, and the high 9.18m of cavern excavation section is transformed, wide
11.03m, Chu Zhihou free height 8.18m, wide 9.93m, long 19.1m are divided into two sections of upstream and downstream and construct；Due to excavated section
It is larger, and the section is in fault belt, wall rock condition is poor, larger collapse occurs when bypassing hole second segment and digging section construction
Side, therefore before transformation cavern excavation construction, 10m long Φ 70mm super-front large pipe shed is carried out to upstream, downstream direction to be applied,
Away from 30cm, vault gamut is applied, upstream 64,69, downstream, and carries out grouting and reinforcing；
After the completion of Shed-pipe Advanced Support is reinforced, excavation construction is carried out；Excavate first from downstream direction carry out, transformation cavern one be divided into three layers into
Row construction；It excavates and is excavated using man-hour manually hand-held pneumatic pick cooperation digging machine, loading machine is slagged tap to bypass hole mine trolley's body；Supporting
Using the shaped steel arch of HW400 × 200,55cm thickness C40 steel fabric shotcrete, the connection of HW150 fashioned iron, spacing 50cm.
9. TBM transformation according to claim 1 cavern digs design method, which is characterized in that
After the completion of the 1st layer of excavation supporting in right side under cavern is transformed in TBM, the steel tube shed of two rows of 10m long is downstream beaten again, and carry out
Pilot tunnel digs supporting construction in the TBM card machine section of 9m long.
10. TBM transformation according to claim 1 cavern digs design method, which is characterized in that
TBM has two bench drill machines: First drilling machine is placed in the girder top of fitting machine, makes a call to 10 holes by branch pole；Second
Drilling machine is placed in the conveyer belt top of anterior shield, beats advance geologic inspecting hole by cutterhead, if making a call to 9 hole numbers not by branch pole
Foot, cuts a part of branch pole and beats other holes；
By in the processing of shear-zone, starting TBM and by first shear-zone until pile No. 16+102m, the construction of use
Method is as follows:
Polyurethane is injected in cutterhead；
The slip casting of ordinary cement additive or superfine cement or silicic acid urea are carried out in branch pole；
Drainage hole is beaten in branch pole.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110656951A (en) * | 2019-09-27 | 2020-01-07 | 中国科学院武汉岩土力学研究所 | Disaster safety control method for full-face tunnel boring machine excavation extrusion deformation card machine |
| CN111305852A (en) * | 2020-02-27 | 2020-06-19 | 中铁建大桥工程局集团第五工程有限公司 | Construction method for excavating guide pits in double-track tunnel in advance and in back |
| CN111335901A (en) * | 2020-04-09 | 2020-06-26 | 中铁十八局集团有限公司 | Construction method for auxiliary small-diameter open TBM tunneling of pipe shed at unfavorable geological tunnel section |
| CN114109421A (en) * | 2021-12-03 | 2022-03-01 | 中铁隧道局集团有限公司 | Construction method for open TBM (tunnel boring machine) through long fault fracture zone |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101915105A (en) * | 2010-08-09 | 2010-12-15 | 中国科学院武汉岩土力学研究所 | United method for tunneling super-strong or strong rock burst hole section of TBM construction tunnel |
| CN101915104A (en) * | 2010-07-30 | 2010-12-15 | 中国水电顾问集团华东勘测设计研究院 | Rock burst control method for deep tunnel excavation by adopting TBM (Tunnel Boring Machine) |
| CN105240022A (en) * | 2015-09-21 | 2016-01-13 | 中铁十八局集团隧道工程有限公司 | In-tunnel demounting method of TBM (tunnel boring machine) without expanding tunnel chamber |
| CN106522963A (en) * | 2016-11-23 | 2017-03-22 | 中铁十八局集团有限公司 | Stuck machine extricating method for TBM during tunnel construction |
| CN106761790A (en) * | 2017-01-12 | 2017-05-31 | 中铁隧道集团有限公司 | A kind of open type TBM crosses tunneling boring carbonaceous slate driving and method for protecting support |
-
2018
- 2018-12-12 CN CN201811517693.6A patent/CN109653750B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101915104A (en) * | 2010-07-30 | 2010-12-15 | 中国水电顾问集团华东勘测设计研究院 | Rock burst control method for deep tunnel excavation by adopting TBM (Tunnel Boring Machine) |
| CN101915105A (en) * | 2010-08-09 | 2010-12-15 | 中国科学院武汉岩土力学研究所 | United method for tunneling super-strong or strong rock burst hole section of TBM construction tunnel |
| CN105240022A (en) * | 2015-09-21 | 2016-01-13 | 中铁十八局集团隧道工程有限公司 | In-tunnel demounting method of TBM (tunnel boring machine) without expanding tunnel chamber |
| CN106522963A (en) * | 2016-11-23 | 2017-03-22 | 中铁十八局集团有限公司 | Stuck machine extricating method for TBM during tunnel construction |
| CN106761790A (en) * | 2017-01-12 | 2017-05-31 | 中铁隧道集团有限公司 | A kind of open type TBM crosses tunneling boring carbonaceous slate driving and method for protecting support |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110656951A (en) * | 2019-09-27 | 2020-01-07 | 中国科学院武汉岩土力学研究所 | Disaster safety control method for full-face tunnel boring machine excavation extrusion deformation card machine |
| CN110656951B (en) * | 2019-09-27 | 2020-06-26 | 中国科学院武汉岩土力学研究所 | Disaster safety control method for full-face tunnel boring machine excavation extrusion deformation card machine |
| CN111305852A (en) * | 2020-02-27 | 2020-06-19 | 中铁建大桥工程局集团第五工程有限公司 | Construction method for excavating guide pits in double-track tunnel in advance and in back |
| CN111305852B (en) * | 2020-02-27 | 2021-10-01 | 中铁建大桥工程局集团第五工程有限公司 | Construction method for excavating guide pits in double-track tunnel in advance and in back |
| CN111335901A (en) * | 2020-04-09 | 2020-06-26 | 中铁十八局集团有限公司 | Construction method for auxiliary small-diameter open TBM tunneling of pipe shed at unfavorable geological tunnel section |
| CN114109421A (en) * | 2021-12-03 | 2022-03-01 | 中铁隧道局集团有限公司 | Construction method for open TBM (tunnel boring machine) through long fault fracture zone |
| CN114109421B (en) * | 2021-12-03 | 2024-01-30 | 中铁隧道局集团有限公司 | Construction method for open TBM through long fault fracture zone |
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