CN109372555A - A kind of fault disruption zone area tunnel 3 D stereo grouting support method - Google Patents
A kind of fault disruption zone area tunnel 3 D stereo grouting support method Download PDFInfo
- Publication number
- CN109372555A CN109372555A CN201811597985.5A CN201811597985A CN109372555A CN 109372555 A CN109372555 A CN 109372555A CN 201811597985 A CN201811597985 A CN 201811597985A CN 109372555 A CN109372555 A CN 109372555A
- Authority
- CN
- China
- Prior art keywords
- grouting
- anchor
- slip casting
- tunnel
- cable
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000000034 method Methods 0.000 title claims abstract description 29
- 238000007569 slipcasting Methods 0.000 claims abstract description 54
- 239000011435 rock Substances 0.000 claims abstract description 53
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 27
- 239000010959 steel Substances 0.000 claims abstract description 27
- 239000002002 slurry Substances 0.000 claims abstract description 22
- 239000004567 concrete Substances 0.000 claims abstract description 20
- 238000009434 installation Methods 0.000 claims abstract description 10
- 239000011378 shotcrete Substances 0.000 claims abstract description 8
- 238000009412 basement excavation Methods 0.000 claims abstract description 7
- 238000007596 consolidation process Methods 0.000 claims abstract description 6
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 4
- 230000002265 prevention Effects 0.000 claims abstract description 4
- 239000004568 cement Substances 0.000 claims description 13
- 239000000654 additive Substances 0.000 claims description 8
- 230000000996 additive effect Effects 0.000 claims description 8
- 230000003014 reinforcing effect Effects 0.000 claims description 7
- 239000011398 Portland cement Substances 0.000 claims description 6
- 238000005553 drilling Methods 0.000 claims description 6
- 239000011440 grout Substances 0.000 claims description 5
- 238000010276 construction Methods 0.000 claims description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 4
- 230000008901 benefit Effects 0.000 claims description 3
- 239000000203 mixture Substances 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 230000007480 spreading Effects 0.000 claims description 3
- 239000004575 stone Substances 0.000 claims description 3
- 244000000626 Daucus carota Species 0.000 claims description 2
- 238000004873 anchoring Methods 0.000 claims description 2
- 235000005770 birds nest Nutrition 0.000 claims description 2
- 230000010339 dilation Effects 0.000 claims description 2
- 239000007924 injection Substances 0.000 claims description 2
- 238000002347 injection Methods 0.000 claims description 2
- 239000000463 material Substances 0.000 claims description 2
- 230000003204 osmotic effect Effects 0.000 claims description 2
- 235000005765 wild carrot Nutrition 0.000 claims description 2
- 229920002472 Starch Polymers 0.000 claims 1
- 239000004744 fabric Substances 0.000 claims 1
- 239000002689 soil Substances 0.000 claims 1
- 235000019698 starch Nutrition 0.000 claims 1
- 230000008093 supporting effect Effects 0.000 description 9
- 238000010168 coupling process Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 238000005507 spraying Methods 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 239000003245 coal Substances 0.000 description 2
- 230000008878 coupling Effects 0.000 description 2
- 238000005859 coupling reaction Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000007788 liquid Substances 0.000 description 2
- 230000007774 longterm Effects 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 238000003325 tomography Methods 0.000 description 2
- 241000357293 Leptobrama muelleri Species 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 238000012958 reprocessing Methods 0.000 description 1
- 210000004911 serous fluid Anatomy 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
- 230000002195 synergetic effect Effects 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
Classifications
-
- 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
- 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
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The present invention relates to one kind to be suitable for fault disruption zone area tunnel 3 D stereo grouting support method, comprising the following steps: carries out whitewashing to heading end and closes country rock of meeting head on, carries out superficial part slip casting by grouted anchor bar, form wall for grouting mortar leakage prevention；Multiple pre-grouting injected holes are evenly arranged in the position apart from vault 300mm along wall for grouting contour line, carry out pre-grouting；It can continue to excavate tunnel after slurry consolidation, shed shoring is carried out to tunnel using U-shaped steel bracket immediately after roadway excavation, surrouding rock deformation is limited and prevents tunnel from collapsing；It is sequentially completed the installation of roadway surrounding rock superficial part Full-face pouring anchor pole and the installation of deep grouting cable anchor；Gunite layer is formed to roadway surrounding rock gunite concrete；Grouted anchor bar slip casting is first carried out, forms superficial part grouting reinforced region in roadway surrounding rock superficial part；Then slip casting is successively carried out to grouting cable anchor, forms roadway surrounding rock deep grouting reinforced region；With concrete backfill bottom plate to design section, the smooth concrete backfill layer on roadway floor is formed.
Description
Technical field
The present invention relates to a kind of coal mine roadway slip casting Support Methods, and in particular to one kind is suitable for fault disruption zone area lane
Road 3 D stereo grouting support method, belongs to roadway support field.
Background technique
In the construction project of mine, this bad geological phenomenon in fault disruption zone area exists as the unstable section of roadway surrounding rock
It is relatively common in digging process.Since fault disruption zone area roadway surrounding rock intensity is low, with pick with emitting and be easy to happen big change
Shape, so such as roof fall, gushing water geological disaster often occurs when tunnel is dug to fault disruption zone area, this to be in tomography
Roadway support difficulty in fracture area is very big, and is likely to occur large deformation in the use process in tunnel so as to cause branch
The unstable failure of protection structure.Therefore, fault disruption zone area improving stability of surrounding rocks in roadway control all the time and supporting be all its emphasis with
And difficult point.
It there is the following in existing fault disruption zone area Roadway Support Technology:
1, for fault disruption zone area tunnel, since fault disruption zone area roadway surrounding rock degree of consolidation is low, in roadway excavation
Self-stable ability is poor afterwards, causes empty top short from the steady time and with pick with emitting, easily generation safety accident.And existing method for protecting support
In, fault belt substep Dynamic Coupling method for protecting support is worn for tunnel as disclosed in Chinese patent CN104533453A, is passed through
" anchor mesh belt rope note " support pattern carries out dynamic shoring to fault disruption zone area tunnel and distribution is reinforced, to reach better supporting
Effect.This method for protecting support is only applicable to the tunnel that top plate has certain self-stable ability, and broken with the tomography emitted with pick for top plate
Broken area tunnel is simultaneously not suitable for.
2, for the control of fault disruption zone area roadway surrounding rock, since fault disruption zone area roadway surrounding rock is extremely broken, country rock is split
Slip easily occurs in breaking surrounding rock, supporting is caused to be failed for gap development, conventional bolting and rope support.And existing method for protecting support
In, a kind of complicated fault crushed zone large section roadway dynamic superposition coupling supporting side as disclosed in Chinese patent CN103850688A
Method carries out fault belt roadway surrounding rock by per-fore pouring liquid with small pipe plus anchor rete cord spray filling slurry combining anchor method for protecting support
Effectively control.But this method for protecting support is since grouting pipe is short, grouting pressure is small, so that grout mixing is limited, the lane Jin Dui
Road country rock superficial part has certain supporting effect, lacks effective control to deep crack country rock, for fault disruption zone area tunnel
Speech, it cannot be guaranteed that tunnel is steady in a long-term.And since per-fore pouring liquid with small pipe is apart from short, advance support is limited in scope, and slurries are solidifying
Knot improves Surrounding Rock Strength and needs the regular hour, this allows for tunnelling speed and is severely impacted.
Therefore, for fault disruption zone area tunnel, need one kind that can effectively prevent breaking roof with pick with emitting and can have
The method for protecting support of effect control incompact fractured surrounding rock deformation, realizes the fast and safe construction in coal mine fault disruption zone area tunnel.
Summary of the invention
In order to solve the problems, such as exist, the present invention proposes a kind of fault disruption zone area tunnel three-dimensional grouting support method, with solution
The problem of phantom fracture area roadway surrounding rock soft broken, supporting difficulty.
Technical solution is that the present invention provides a kind of fault disruption zone area tunnel three-dimensional grouting support method, the specific steps are as follows:
Step 1: before tunnelling to fault belt, whitewashing is carried out to heading end and closes country rock of meeting head on, is led to after whitewashing
It crosses grouted anchor bar and carries out superficial part slip casting, grouting and reinforcing carries out pre-grouting, mortar leakage prevention after forming wall for grouting again；
Step 2: equal in the position apart from vault 300mm along wall for grouting contour line by geological drilling rig after wall for grouting is formed
It is even to arrange multiple pre-grouting injected holes, pre-grouting floral tube is arranged in injected hole after pore-forming, in grouting tube and hole muzzle
Pre-grouting is carried out after using cementing between pipe；
Step 3: advanced grouting support terminates, and can continue to excavate tunnel after slurry consolidation, use immediately after roadway excavation
U-shaped steel bracket carries out shed shoring to tunnel, limits surrouding rock deformation and prevents tunnel from collapsing；
Step 4: after U-shaped steel bracket is set up, plate and two of first being pinched using jumbolter helps grouted anchor bar to drill, after pore-forming
It carries out top plate and two and helps the installation of grouted anchor bar.Top plate and two help grouted anchor bar to be installed after, utilize jumbolter bottoming plate
Grouted anchor bar drills, and mounting base grouted anchor bar after pore-forming completes the installation of roadway surrounding rock superficial part Full-face pouring anchor pole；
Step 5: after grouted anchor bar is installed, being drilled using anchor cable rig topping plate and side portion's grouting cable anchor, at
Top plate and side portion's grouting cable anchor are installed behind hole, complete the installation of roadway surrounding rock deep grouting cable anchor；
Step 6: it after grouted anchor bar and grouting cable anchor are installed, is formed and is whitewashed to roadway surrounding rock gunite concrete
Layer, when anchor being avoided to infuse spillage and can prevent roadway surrounding rock weathering deliquesce；
Step 7: after whitewashing, grouted anchor bar slip casting is first carried out, successively roadway floor, two are helped and top plate slip casting anchor
Bar slip casting forms superficial part grouting reinforced region in roadway surrounding rock superficial part；
Step 8: after grouted anchor bar, then tunnel portion of side grouting cable anchor and top plate grouting cable anchor are successively carried out
Slip casting forms roadway surrounding rock deep grouting reinforced region；
Step 9: it after the completion of slip casting, with concrete backfill bottom plate to design section, is formed smooth mixed on roadway floor
Solidifying earthen backfill layer.
In the step 1, screw-thread steel hollow grouting anchor is selected in wall for grouting slip casting, and anchor pole specification is
Contour line along wall for grouting is evenly arranged, and ecto-entad arranges multi-turn, adjacent anchor distance between tie rods about 1600mm.
In the step 2, the spacing of pre-grouting pipe determines that specific formula is as follows according to the dilation angle of slurries:
Wherein: r1For grout spreading range；K is stratum osmotic coefficient；h1For grouting pressure head；T is the slip casting time；N is
Porosity；β is the viscosity ratio of slurry viscosity and water；r0For Grouting Pipe radius.
In the step 2, pre-grouting injected hole is constructed using the drill bit of diameter 94mm, and adjacent slip casting pitch of holes is
1500mm, the elevation angle are 10 °, and to top construction of meeting head on, 25 ° of outer limb, the terminal room of adjacent injected hole is away from for 5700mm.
In the step 2, the descended Grouting Pipe specification of pre-grouting is the floral tube of diameter 73mm, and floral tube length is 10m, often
Root slip casting pipe end vehicle has screw thread, and for connecting Grouting Pipe, the extravasating hole of multiple rows of diameter 8mm is vertically drilled with along tube wall, quincunx
Arrangement, Gu length of tube 2m.
In the step 2, pre-grouting uses the horizontal grouting pump of BW series down-hole high pressure, has pressure high, and flow is big etc.
Advantage, highest grouting pressure can reach 10MPa.Pre-grouting grouting pressure is taken as 5.0~7.0MPa.
In the step 3, U-shaped steel uses U36 shape steel bracket, and canopy is away from middle centering 600mm, lap of splice 500mm, steel back
800 × 1200 × 80mm of plate gauge lattice.
In the step 4, side grouted anchor bar in top selects screw-thread steel hollow grouting anchor, and specification isIt is broken
Break power >=15t, is sequentially drilled on the body of rodInjected hole, bar tail pound it is flat, sealing of hole use quick-hardening cementroll.
In the step 4, the Grouting Pipe of portion of side bottom end tilts down arrangement, is in 30 ° of angles with horizontal direction.
In the step 4, floor grouting anchor pole selects screw-thread steel hollow grouting anchor, and specification isOften
Row 3, both sides grouted anchor bar is tiltedly beaten, in vertical direction with 15 ° of angles.
In the step 5, high-strength grouting cable anchor is by 8Compressor wire composition, intermediate minimum diameter are
31.5mm, diameter is 35mm at skeleton.Anchor cable overall length arranges that 5 skeletons, hollow steel tube diameter are 13mm, and intensity rank is
1570MPa, elongation >=3.5%.
In the step 5, top plate grouting cable anchor specificationPortion of side grouting cable anchor specificationIt is made of helical ribbed steel strand, there is injected hole at anchor cable body center, and anchor cable tail portion sets the anchoring of similar Bird's Nest
Section.
In the step 6, concrete material proportion used of whitewashing are as follows: cement: yellow sand: stone=1:2:2, jetting cement are strong
Degree grade is C20, and concrete spraying layer is with a thickness of 120~150mm.
In the step 7, slip casting carried out to grouted anchor bar using grouting pump, the grouting pressure of grouted anchor bar is taken as 2.0~
3.0MPa, grouted anchor bar single hole slip casting time are 250~400s, and slip casting ending standard is determined by control pump pressure and running pulp amount
It is fixed, when reaching design grouting pressure or when there are a large amount of spillages, slip casting can be stopped.
In the step 8, slip casting carried out to grouting cable anchor using grouting pump, the grouting pressure of grouting cable anchor is taken as 4.0~
6.0MPa, grouting cable anchor single hole slip casting time are 600~800s, and slip casting ending standard is determined by control pump pressure and running pulp amount
It is fixed, when reaching design grouting pressure or when there are a large amount of spillages, slip casting can be stopped.
The slurries use ordinary portland cement doping, and cement uses 425# ordinary portland cement, additive
Using ACZ-1 type cement additive, dosage is the 4%~6% of cement weight.The slurries ratio of mud is 0.7:1~1:1, when slip casting
Thin pulp is infused after first infusing underflow.
The invention has the advantages that:
1, the present invention is based on three-dimensional effects, and organic knot of tunneling boring bolt-grouting support is coupled by front pre-grouting and the depth
It closes, by the cementing formation rockmass of tunnel broken country rock in fault disruption zone area, realizes tunnel in fault disruption zone area and enclose
The 3 D stereo slip casting of rock, enhances the bearing capacity of rock mass itself, by the synergistic effect of active support and passive protecting, mentions
The support capacity of high entire support system.
2, by pre-grouting to tunnel broken top plate carries out pre-pouring grout reinforcing in fault disruption zone area in front of working face, to prevent
Only tunnel top side collapses after excavation.It goes forward side by side horizontal high voltage slip casting to playing advance borehole in front of tunnel vault to be excavated in advance,
Range of grouting is wide, and grout spreading range is big, so that the cementation that the breaking surrounding rock body in fault disruption zone area passes through slurries
An entirety is formed, to enhance rock mass self-bearing ability, back is avoided after excavation with digging with emitting, improves tunnel
Driving speed.
3, superficial part grouting reinforced region is formed in country rock superficial part by grouted anchor bar, so that broken the enclosing of tunnel superficial part distressed zone
Rock can be cementing integral, improves the mechanical properties such as cohesive strength and the internal friction angle of rock mass.Being formed in superficial part region simultaneously has
Certain thickness grouting and reinforcing arch, to increase the total bearing capacity of country rock, to control the deformation of tunnel superficial part country rock.By adopting
Deep wall rock is reinforced with grouting cable anchor, so that the degree of consolidation of rock mass increases in a certain range of deep, improves rock mass
Bearing capacity, to play the suspension function to superficial part grouting and reinforcing arch.Added with this by deep grouting and reinforcing and superficial part slip casting
Solid coupling come control deformation of the surrounding rock in tunnel destroy.
4, it is very broken to preferably resolve fault disruption zone area roadway surrounding rock by the present invention, and for top plate with pick with emitting, deformation is serious,
The problem of being difficult to supporting, the stability control for fault disruption zone area tunnel provide foundation, effectively avoid reprocessing for tunnel
Work guarantees the speedy drivage in fault disruption zone area tunnel and steady in a long-term.
Detailed description of the invention
Fig. 1 is pre-grouting drilling arrangement schematic diagram
Fig. 2 is advanced grouting support expanded schematic diagram
Fig. 3 is advanced grouting support sectional view
Fig. 4 is grouted anchor bar and grouting cable anchor supporting sectional schematic diagram
Fig. 5 is grouted anchor bar and grouting cable anchor supporting crown top view
In figure, the drilling of 1. pre-groutings；2. grouted anchor bar；3.U shape steel bracket；4. top plate grouting cable anchor；5. helping portion's slip casting
Anchor cable；6. concrete spraying layer；7. concrete backfill layer.
Specific embodiment
In conjunction with attached drawing, method for protecting support of the present invention is further described:
Fault disruption zone area proposed by the present invention tunnel three-dimensional grouting support method, the specific steps are as follows:
Step 1: after tunnelling, whitewashing closing is carried out to heading end and is met head on country rock, used after whitewashing specification for Grouted anchor bar 2 carry out superficial part slip casting, spacing about 1600mm then is carried out after grouting and reinforcing forms wall for grouting
Pre-grouting, mortar leakage prevention；
Step 2: after wall for grouting is formed, by geological drilling rig using the drill bit of diameter 94mm in the position apart from vault 300mm
Set and be evenly arranged 5 pre-grouting injected holes 1, the adjacent spacing of wells be 1500mm, 25 ° of outer limb, hole terminal room away from for
5700mm, pre-grouting grouting pressure are taken as 5.0~7.0MPa；The pre-grouting floral tube of lower diameter 73mm, floral tube are long after pore-forming
Degree is 10m, and every slip casting pipe end vehicle has screw thread, and for connecting Grouting Pipe, the excessive slurry of multiple rows of diameter 8mm is vertically drilled with along tube wall
Hole, quincuncial arrangement, Gu length of tube 2m；Pre-grouting is carried out after using cementing between grouting tube and orifice sleeve
(as shown in Figure 1-Figure 3)；
Step 3: advanced grouting support terminates, it can continue to excavate tunnel after slurry consolidation, use U36 fashioned iron after excavation
Bracket 3 carries out shed shoring, and canopy is away from middle centering 600mm, and lap of splice 500mm, 800 × 1200 × 80mm of steel backing plate specification is (such as
Fig. 4 shows)；
Step 4: helping grouted anchor bar to drill using jumbolter topping plate and two, installation top side after U-shaped steel bracket 3 is set up
Grouted anchor bar 2, top side grouted anchor bar select screw-thread steel hollow grouting anchor, and specification isFracture Force >=15t,
It is sequentially drilled on the body of rodInjected hole, bar tail pound it is flat, sealing of hole use quick-hardening cementroll；The drilling of bottoming plate grouted anchor bar, peace
Floor grouting anchor pole is filled, floor grouting anchor pole selects screw-thread steel hollow grouting anchor, and specification isEvery row 3,
Both sides grouted anchor bar is tiltedly beaten, and in vertical direction with 15 ° of angles, array pitch is 700 × 700；Complete superficial part Full-face pouring anchor pole
It installs (as shown in Figure 4)；
Step 5: drilled after grouted anchor bar 2 is installed using anchor cable rig topping plate and side portion's grouting cable anchor,
Top plate grouting cable anchor 4 and side portion's grouting cable anchor 5 are installed；Grouting cable anchor is by 8Compressor wire composition, it is intermediate minimum
Diameter is 31.5mm, and diameter is 35mm at skeleton；Anchor cable overall length arranges that 5 skeletons, hollow steel tube diameter are 13mm.Top plate slip casting
4 specification of anchor cable isIntensity rank is 1570MPa, elongation >=3.5%；5 specification of side portion's grouting cable anchor isIntensity rank is 1570MPa, and elongation >=3.5% completes the installation of deep grouting cable anchor；Above-mentioned one to
Grouted anchor bar 2 described in five steps, U-shaped steel bracket 3 and grouting cable anchor are successively spaced setting (as shown in Figure 5)；
Step 6: after grouted anchor bar and grouting cable anchor are installed, to roadway surrounding rock gunite concrete raw material proportioning
Are as follows: cement: yellow sand: stone=1:2:2 concrete, injection concrete strength grade are C20, concrete spraying layer 6 with a thickness of 120~
150mm forms gunite layer 6；
Step 7: after whitewashing, to grouted anchor bar 2 carry out slip casting, helped by roadway floor, two and top plate grouted anchor bar according to
Secondary slip casting, the grouting pressure of grouted anchor bar 2 are taken as 2.0~3.0MPa, and the grouted anchor bar single hole slip casting time is 250~400s, note
Slurry slurries are that 425# ordinary portland cement adds ACZ-1 type cement additive, and additive amount is the 4%~6% of cement weight.
The slurries ratio of mud is 0.7:1~1:1, forms superficial part grouting reinforced region in roadway surrounding rock superficial part；
Step 8: slip casting, grouting cable anchor are successively then carried out to tunnel portion of side grouting cable anchor 5 and top plate grouting cable anchor 4
Grouting pressure be taken as 4.0~6.0MPa, the grouting cable anchor single hole slip casting time is 600~800s, and grouting serous fluid is that 425# is common
Portland cement adds ACZ-1 type cement additive, and additive amount is the 4%~6% of cement weight.The slurries ratio of mud is 0.7:
1~1:1 forms deep grouting reinforced region；
Step 9: after the completion of whole Cementers work, the concrete backfill bottom plate for being C20 with strength grade is disconnected to designing
Face forms the smooth concrete backfill layer 7 on roadway floor.
Claims (10)
1. a kind of fault disruption zone area tunnel three-dimensional grouting support method, which is characterized in that specific step is as follows:
Step 1: before tunnelling to fault belt, whitewashing is carried out to heading end and closes country rock of meeting head on, passes through note after whitewashing
It starches anchor pole and carries out superficial part slip casting, grouting and reinforcing carries out pre-grouting, mortar leakage prevention after forming wall for grouting again；
Step 2: after wall for grouting is formed, by geological drilling rig along wall for grouting contour line in the uniform cloth in position apart from vault 300mm
Set multiple pre-grouting injected holes, arrange pre-grouting floral tube after pore-forming in injected hole, grouting tube and orifice sleeve it
Between using after cementing carry out pre-grouting；
Step 3: advanced grouting support terminates, and can continue to excavate tunnel after slurry consolidation, use immediately after roadway excavation U-shaped
Steel bracket carries out shed shoring to tunnel, limits surrouding rock deformation and prevents tunnel from collapsing；
Step 4: after U-shaped steel bracket is set up, plate and two of first being pinched using jumbolter helps grouted anchor bar to drill, and carries out after pore-forming
Top plate and two help grouted anchor bar installation.Top plate and two help grouted anchor bar to be installed after, beat floor grouting using jumbolter
Armature boring, mounting base grouted anchor bar after pore-forming complete the installation of roadway surrounding rock superficial part Full-face pouring anchor pole；
Step 5: it after grouted anchor bar is installed, is drilled using anchor cable rig topping plate and side portion's grouting cable anchor, after pore-forming
Top plate and side portion's grouting cable anchor are installed, the installation of roadway surrounding rock deep grouting cable anchor is completed；
Step 6: after grouted anchor bar and grouting cable anchor are installed, gunite layer is formed to roadway surrounding rock gunite concrete, is kept away
Exempt from spillage when anchor is infused and can prevent roadway surrounding rock weathering from deliquescing；
Step 7: after whitewashing, first carrying out grouted anchor bar slip casting, successively helps to roadway floor, two and top plate grouted anchor bar is infused
Slurry forms superficial part grouting reinforced region in roadway surrounding rock superficial part；
Step 8: after grouted anchor bar, then successively carrying out slip casting to tunnel portion of side grouting cable anchor and top plate grouting cable anchor,
Form roadway surrounding rock deep grouting reinforced region；
Step 9: after the completion of slip casting, with concrete backfill bottom plate to design section, the smooth concrete on roadway floor is formed
Backfill layer.
2. a kind of fault disruption zone area tunnel three-dimensional grouting support method according to claim 1, which is characterized in that the step
In rapid one, screw-thread steel hollow grouting anchor is selected in wall for grouting slip casting, and anchor pole specification isAlong the profile of wall for grouting
Line is evenly arranged, and ecto-entad arranges multi-turn, adjacent anchor distance between tie rods about 1600mm.
3. a kind of fault disruption zone area tunnel three-dimensional grouting support method according to claim 1, which is characterized in that the step
In rapid two, the spacing of pre-grouting pipe determines that specific formula is as follows according to the dilation angle of slurries:
Wherein: r1For grout spreading range；K is stratum osmotic coefficient；h1For grouting pressure head；T is the slip casting time；N is hole
Degree；β is the viscosity ratio of slurry viscosity and water；r0For Grouting Pipe radius.
4. a kind of fault disruption zone area tunnel three-dimensional grouting support method according to claim 1, which is characterized in that the step
In rapid two, pre-grouting injected hole is constructed using the drill bit of diameter 94mm, and adjacent slip casting pitch of holes is 1500mm, and the elevation angle is 10 °,
To top construction of meeting head on, 25 ° of outer limb, the terminal room of adjacent injected hole is away from for 5700mm；The descended Grouting Pipe specification of pre-grouting
For the floral tube of diameter 73mm, floral tube length is 10m, and every slip casting pipe end vehicle has screw thread, for connecting Grouting Pipe, is hung down along tube wall
Directly it is drilled with the extravasating hole of multiple rows of diameter 8mm, quincuncial arrangement, Gu length of tube 2m；Pre-grouting is sleeping using BW series down-hole high pressure
Formula grouting pump has many advantages, such as pressure height, and flow is big, and highest grouting pressure can reach 10MPa.Pre-grouting grouting pressure is taken as
5.0~7.0MPa.
5. a kind of fault disruption zone area tunnel three-dimensional grouting support method according to claim 1, which is characterized in that the step
In rapid three, U-shaped steel uses U36 shape steel bracket, and canopy is away from middle centering 600mm, lap of splice 500mm, steel backing plate specification 800 × 1200
×80mm。
6. a kind of fault disruption zone area tunnel three-dimensional grouting support method according to claim 1, which is characterized in that the step
In rapid four, side grouted anchor bar in top selects screw-thread steel hollow grouting anchor, and specification isFracture Force >=15t, the body of rod
Upper sequence is drilled withInjected hole, bar tail pound it is flat, sealing of hole use quick-hardening cementroll；The Grouting Pipe of portion of side bottom end tilts down
Arrangement is in 30 ° of angles with horizontal direction；Floor grouting anchor pole selects screw-thread steel hollow grouting anchor, and specification isEvery row 3, both sides grouted anchor bar is tiltedly beaten, in vertical direction with 15 ° of angles.
7. a kind of fault disruption zone area tunnel three-dimensional grouting support method according to claim 1, which is characterized in that the step
In rapid five, high-strength grouting cable anchor is by 8Compressor wire composition, intermediate minimum diameter are 31.5mm, and diameter is at skeleton
35mm.Anchor cable overall length arranges that 5 skeletons, hollow steel tube diameter are 13mm, intensity rank 1570MPa, elongation >=3.5%；
Top plate grouting cable anchor specificationPortion of side grouting cable anchor specificationIt is made of helical ribbed steel strand,
There is injected hole at anchor cable body center, and anchor cable tail portion sets the anchoring section of similar Bird's Nest.
8. a kind of fault disruption zone area tunnel three-dimensional grouting support method according to claim 1, which is characterized in that the step
In rapid six, concrete material proportion used of whitewashing are as follows: cement: yellow sand: stone=1:2:2, injection concrete strength grade are C20, are mixed
Solidifying soil gunite layer is with a thickness of 120~150mm.
9. a kind of fault disruption zone area tunnel three-dimensional grouting support method according to claim 1, which is characterized in that the step
In rapid seven, slip casting is carried out to grouted anchor bar using grouting pump, the grouting pressure of grouted anchor bar is taken as 2.0~3.0MPa, slip casting anchor
The bar single hole slip casting time is 250~400s, and slip casting ending standard is determined by control pump pressure and running pulp amount, designs note when reaching
When slurry pressure or when there are a large amount of spillages, slip casting can be stopped.
10. a kind of fault disruption zone area tunnel three-dimensional grouting support method according to claim 1, which is characterized in that described
In step 8, slip casting is carried out to grouting cable anchor using grouting pump, the grouting pressure of grouting cable anchor is taken as 4.0~6.0MPa, slip casting
The anchor cable single hole slip casting time is 600~800s, and slip casting ending standard is determined by control pump pressure and running pulp amount, is designed when reaching
When grouting pressure or when there are a large amount of spillages, slip casting can be stopped；The slurries use ordinary portland cement doping, water
Mud use 425# ordinary portland cement, additive use ACZ-1 type cement additive, dosage be cement weight 4%~
6%.The slurries ratio of mud is 0.7:1~1:1, when slip casting first infuse underflow after infuse thin pulp.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811597985.5A CN109372555A (en) | 2018-12-26 | 2018-12-26 | A kind of fault disruption zone area tunnel 3 D stereo grouting support method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811597985.5A CN109372555A (en) | 2018-12-26 | 2018-12-26 | A kind of fault disruption zone area tunnel 3 D stereo grouting support method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN109372555A true CN109372555A (en) | 2019-02-22 |
Family
ID=65371717
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201811597985.5A Pending CN109372555A (en) | 2018-12-26 | 2018-12-26 | A kind of fault disruption zone area tunnel 3 D stereo grouting support method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109372555A (en) |
Cited By (22)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109763821A (en) * | 2019-03-15 | 2019-05-17 | 山西潞安矿业(集团)有限责任公司 | A kind of compound shield lane method of dynamic pressure exploiting field main entry |
| CN109914426A (en) * | 2019-03-29 | 2019-06-21 | 中国水利水电第七工程局有限公司 | Catalase area underground power house abutment wall construction method for supporting under a kind of large ground pressure |
| CN110513129A (en) * | 2019-09-26 | 2019-11-29 | 黄祖军 | A kind of loose thick coal layer roadway workface fore-support supporting construction and method for protecting support |
| CN111271077A (en) * | 2019-05-03 | 2020-06-12 | 石家庄国盛矿业科技有限公司 | High-ground-stress three-soft-roadway surrounding rock bolting-grouting combined reinforcement method |
| CN111594231A (en) * | 2020-06-03 | 2020-08-28 | 贵州盘江精煤股份有限公司 | Grouting reinforcement method for deep surrounding rock broken water erosion roadway |
| CN112174616A (en) * | 2020-08-26 | 2021-01-05 | 煤科集团沈阳研究院有限公司 | Underground consolidation material and method for loose coal rock mass in small kiln damage area |
| CN112855223A (en) * | 2021-04-06 | 2021-05-28 | 中国矿业大学 | Integrated grouting method for coal roadway penetrating through goaf wall rear-advance curtain space |
| CN112983440A (en) * | 2021-02-25 | 2021-06-18 | 山东黄金矿业(莱州)有限公司焦家金矿 | Efficient tunneling method for large-section tunnel of soft argillaceous sandstone zone |
| CN113047849A (en) * | 2021-05-20 | 2021-06-29 | 宜春学院 | Soft rock bias tunnel lining support construction method |
| CN113107523A (en) * | 2021-04-06 | 2021-07-13 | 淮北市平远软岩支护工程技术有限公司 | Gap-included supporting method and grouting supporting process for rock burst supporting |
| CN113356904A (en) * | 2021-07-14 | 2021-09-07 | 宿州市金鼎安全技术股份有限公司 | Three-anchor combined dynamic support method for deep well high-stress soft rock roadway |
| CN113605913A (en) * | 2021-09-01 | 2021-11-05 | 东莞理工学院 | Rock underground passage construction method |
| CN113605950A (en) * | 2021-09-16 | 2021-11-05 | 河北交通职业技术学院 | Rapid repairing device and method for local damage of high-water-pressure tunnel lining |
| CN113803092A (en) * | 2021-09-09 | 2021-12-17 | 山东科技大学 | Support device and method for broken soft rock roadway based on steel pipe concrete support |
| CN114320413A (en) * | 2021-11-26 | 2022-04-12 | 淮北矿业股份有限公司 | A high pressure resistant accurate location hole sealing device for slip casting stock |
| CN114414438A (en) * | 2022-01-24 | 2022-04-29 | 中国矿业大学 | Recognition method for detecting grouting diffusion range based on proton magnetometer |
| CN114439505A (en) * | 2021-11-29 | 2022-05-06 | 陕西彬长孟村矿业有限公司 | Three-dimensional grouting method for roadway of roadway engineering |
| CN114673527A (en) * | 2022-04-20 | 2022-06-28 | 中国科学院武汉岩土力学研究所 | Method for reinforcing broken surrounding rock of progressive roadway and tunnel |
| CN114837696A (en) * | 2022-05-31 | 2022-08-02 | 陕西正通煤业有限责任公司 | Roadway supporting method under water-rich and impact vibration conditions |
| CN115030746A (en) * | 2022-06-17 | 2022-09-09 | 山东黄金矿业科技有限公司深井开采实验室分公司 | Metal mine tunneling grouting support method |
| CN115045694A (en) * | 2022-05-05 | 2022-09-13 | 中国矿业大学(北京) | Method for grouting and tunneling discrete bodies into roadway |
| CN117552813A (en) * | 2024-01-12 | 2024-02-13 | 中国矿业大学(北京) | Surrounding rock reinforcement construction method for deep roadway |
Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101864967A (en) * | 2010-06-13 | 2010-10-20 | 中国矿业大学 | Strengthening and reinforcing method of high-ground-pressure soft rock laneway by hierarchical grouting |
| CN103089276A (en) * | 2013-01-28 | 2013-05-08 | 中国矿业大学 | Deep-shallow hole and high-low pressure coupling grouting technology |
| CN103850688A (en) * | 2014-03-24 | 2014-06-11 | 昆明理工大学 | Method for dynamically superimposing coupling support on large-section roadway in complicated fault fracture zone |
| KR101482590B1 (en) * | 2013-09-02 | 2015-01-14 | 한국철도기술연구원 | Equipment for enlarging train tunnel for connecting boring machine and operation vehicle considering operation of train, and method for the same |
| CN105041325A (en) * | 2015-07-13 | 2015-11-11 | 长沙理工大学 | Construction method of high-tension water-rich extra-large-section weak breccia tunnel |
| CN106761841A (en) * | 2017-03-06 | 2017-05-31 | 刘冲 | Working face tailgate fractured coal grouting reinforcement method |
| CN106837352A (en) * | 2017-01-22 | 2017-06-13 | 中南大学 | Fault belt surrounding rock tunnel construction method |
| CN107503771A (en) * | 2017-10-16 | 2017-12-22 | 山西阳城阳泰集团西冯街煤业有限公司 | A kind of colliery crushes coal petrography consolidation method |
| CN108005685A (en) * | 2017-12-12 | 2018-05-08 | 中铁十八局集团有限公司 | A kind of anchor spraying concrete wall for grouting construction method |
| CN108005675A (en) * | 2017-11-16 | 2018-05-08 | 中国电建集团昆明勘测设计研究院有限公司 | The dynamic superposition coupling supporting method and supporting construction in a kind of fault belt tunnel |
| CN108035754A (en) * | 2017-11-10 | 2018-05-15 | 张蓓 | A kind of roadway bolt anchor cable combination supporting method |
-
2018
- 2018-12-26 CN CN201811597985.5A patent/CN109372555A/en active Pending
Patent Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101864967A (en) * | 2010-06-13 | 2010-10-20 | 中国矿业大学 | Strengthening and reinforcing method of high-ground-pressure soft rock laneway by hierarchical grouting |
| CN103089276A (en) * | 2013-01-28 | 2013-05-08 | 中国矿业大学 | Deep-shallow hole and high-low pressure coupling grouting technology |
| KR101482590B1 (en) * | 2013-09-02 | 2015-01-14 | 한국철도기술연구원 | Equipment for enlarging train tunnel for connecting boring machine and operation vehicle considering operation of train, and method for the same |
| CN103850688A (en) * | 2014-03-24 | 2014-06-11 | 昆明理工大学 | Method for dynamically superimposing coupling support on large-section roadway in complicated fault fracture zone |
| CN105041325A (en) * | 2015-07-13 | 2015-11-11 | 长沙理工大学 | Construction method of high-tension water-rich extra-large-section weak breccia tunnel |
| CN106837352A (en) * | 2017-01-22 | 2017-06-13 | 中南大学 | Fault belt surrounding rock tunnel construction method |
| CN106761841A (en) * | 2017-03-06 | 2017-05-31 | 刘冲 | Working face tailgate fractured coal grouting reinforcement method |
| CN107503771A (en) * | 2017-10-16 | 2017-12-22 | 山西阳城阳泰集团西冯街煤业有限公司 | A kind of colliery crushes coal petrography consolidation method |
| CN108035754A (en) * | 2017-11-10 | 2018-05-15 | 张蓓 | A kind of roadway bolt anchor cable combination supporting method |
| CN108005675A (en) * | 2017-11-16 | 2018-05-08 | 中国电建集团昆明勘测设计研究院有限公司 | The dynamic superposition coupling supporting method and supporting construction in a kind of fault belt tunnel |
| CN108005685A (en) * | 2017-12-12 | 2018-05-08 | 中铁十八局集团有限公司 | A kind of anchor spraying concrete wall for grouting construction method |
Non-Patent Citations (2)
| Title |
|---|
| 王连国等: "深部矿岩巷道深-浅耦合全断面锚注支护研究", 《中国矿业大学学报》 * |
| 罗平平: "《岩体注浆理论与数值分析》", 30 September 2017, 黄河水力出版社 * |
Cited By (30)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109763821A (en) * | 2019-03-15 | 2019-05-17 | 山西潞安矿业(集团)有限责任公司 | A kind of compound shield lane method of dynamic pressure exploiting field main entry |
| CN109763821B (en) * | 2019-03-15 | 2024-02-09 | 山西潞安矿业(集团)有限责任公司 | Dynamic pressure mining area large roadway composite roadway protection method |
| CN109914426A (en) * | 2019-03-29 | 2019-06-21 | 中国水利水电第七工程局有限公司 | Catalase area underground power house abutment wall construction method for supporting under a kind of large ground pressure |
| CN111271077A (en) * | 2019-05-03 | 2020-06-12 | 石家庄国盛矿业科技有限公司 | High-ground-stress three-soft-roadway surrounding rock bolting-grouting combined reinforcement method |
| CN110513129A (en) * | 2019-09-26 | 2019-11-29 | 黄祖军 | A kind of loose thick coal layer roadway workface fore-support supporting construction and method for protecting support |
| CN110513129B (en) * | 2019-09-26 | 2024-04-02 | 黄祖军 | Advanced roof-protecting supporting structure and method for roadway of soft and thick coal seam working face |
| CN111594231A (en) * | 2020-06-03 | 2020-08-28 | 贵州盘江精煤股份有限公司 | Grouting reinforcement method for deep surrounding rock broken water erosion roadway |
| CN112174616A (en) * | 2020-08-26 | 2021-01-05 | 煤科集团沈阳研究院有限公司 | Underground consolidation material and method for loose coal rock mass in small kiln damage area |
| CN112983440A (en) * | 2021-02-25 | 2021-06-18 | 山东黄金矿业(莱州)有限公司焦家金矿 | Efficient tunneling method for large-section tunnel of soft argillaceous sandstone zone |
| CN112855223B (en) * | 2021-04-06 | 2024-05-10 | 中国矿业大学 | Coal roadway-advanced curtain space integrated grouting method after penetrating goaf wall |
| CN113107523A (en) * | 2021-04-06 | 2021-07-13 | 淮北市平远软岩支护工程技术有限公司 | Gap-included supporting method and grouting supporting process for rock burst supporting |
| CN112855223A (en) * | 2021-04-06 | 2021-05-28 | 中国矿业大学 | Integrated grouting method for coal roadway penetrating through goaf wall rear-advance curtain space |
| CN113047849A (en) * | 2021-05-20 | 2021-06-29 | 宜春学院 | Soft rock bias tunnel lining support construction method |
| CN113047849B (en) * | 2021-05-20 | 2024-03-01 | 宜春学院 | Construction method for lining support of soft rock biased tunnel |
| CN113356904A (en) * | 2021-07-14 | 2021-09-07 | 宿州市金鼎安全技术股份有限公司 | Three-anchor combined dynamic support method for deep well high-stress soft rock roadway |
| CN113605913A (en) * | 2021-09-01 | 2021-11-05 | 东莞理工学院 | Rock underground passage construction method |
| CN113605913B (en) * | 2021-09-01 | 2024-05-07 | 东莞理工学院 | Rock underground passage construction method |
| CN113803092B (en) * | 2021-09-09 | 2023-07-04 | 山东科技大学 | Supporting device and method for broken soft rock roadway based on steel pipe concrete support |
| CN113803092A (en) * | 2021-09-09 | 2021-12-17 | 山东科技大学 | Support device and method for broken soft rock roadway based on steel pipe concrete support |
| CN113605950A (en) * | 2021-09-16 | 2021-11-05 | 河北交通职业技术学院 | Rapid repairing device and method for local damage of high-water-pressure tunnel lining |
| CN114320413A (en) * | 2021-11-26 | 2022-04-12 | 淮北矿业股份有限公司 | A high pressure resistant accurate location hole sealing device for slip casting stock |
| CN114439505A (en) * | 2021-11-29 | 2022-05-06 | 陕西彬长孟村矿业有限公司 | Three-dimensional grouting method for roadway of roadway engineering |
| CN114414438B (en) * | 2022-01-24 | 2024-01-26 | 中国矿业大学 | Identification method for detecting grouting diffusion range based on proton magnetometer |
| CN114414438A (en) * | 2022-01-24 | 2022-04-29 | 中国矿业大学 | Recognition method for detecting grouting diffusion range based on proton magnetometer |
| CN114673527A (en) * | 2022-04-20 | 2022-06-28 | 中国科学院武汉岩土力学研究所 | Method for reinforcing broken surrounding rock of progressive roadway and tunnel |
| CN115045694A (en) * | 2022-05-05 | 2022-09-13 | 中国矿业大学(北京) | Method for grouting and tunneling discrete bodies into roadway |
| CN114837696A (en) * | 2022-05-31 | 2022-08-02 | 陕西正通煤业有限责任公司 | Roadway supporting method under water-rich and impact vibration conditions |
| CN115030746A (en) * | 2022-06-17 | 2022-09-09 | 山东黄金矿业科技有限公司深井开采实验室分公司 | Metal mine tunneling grouting support method |
| CN117552813A (en) * | 2024-01-12 | 2024-02-13 | 中国矿业大学(北京) | Surrounding rock reinforcement construction method for deep roadway |
| CN117552813B (en) * | 2024-01-12 | 2024-03-15 | 中国矿业大学(北京) | Surrounding rock reinforcement construction method for deep roadway |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109372555A (en) | A kind of fault disruption zone area tunnel 3 D stereo grouting support method | |
| CN105041325B (en) | Construction method of high-tension water-rich extra-large-section weak breccia tunnel | |
| CN105178981B (en) | The closed depth coupling of broken soft rock roadway full-fracture-surfacanchoring-rod, which allows, presses bolt-grouting support method | |
| CN112855223B (en) | Coal roadway-advanced curtain space integrated grouting method after penetrating goaf wall | |
| CN101929340B (en) | Coal mine underground flat inclined tunnel pipe shed pre-grouting advance support construction process | |
| CN109098733B (en) | Rapid grouting reinforcement method for large-section tunnel in fracture zone rock stratum | |
| CN104389628B (en) | Landslide location tunnel reinforcement device and reinforced construction method | |
| CN104047613B (en) | Baseboard of coal mine roadway anchoring process | |
| CN111119935B (en) | Multi-layer grouting reinforcement method for surrounding rock of soft and broken roadway structure | |
| CN107143338B (en) | A kind of coal mine roadway driving and method for protecting support | |
| CN110374600A (en) | A kind of ultra close distance coal seam group stope drift active workings are error-free away from formula method for arranging | |
| CN104533453A (en) | Substep dynamic coupling support method for roadway fault fracture zone | |
| CN211258623U (en) | Water-rich weak surrounding rock tunnel supporting system crossing fault fracture zone | |
| CN108798702B (en) | Supporting method for large-section soft rock large-deformation tunnel | |
| CN101709651A (en) | Grouting water blocking method for undersea tunnel | |
| CN107965341A (en) | A kind of large-section underground pipe canopy pipe network concrete support method | |
| CN109538216A (en) | Pass through mined out and subsidence area constructing tunnel technique | |
| CN113073983B (en) | Enclosure type grouting construction method for submarine tunnel to penetrate through water-rich fault fracture zone | |
| CN108374672B (en) | A method of reinforcing Deep Mine soft coal level roadway surrounding rock | |
| CN103898916A (en) | Mini-pile combined support structure and construction method thereof | |
| CN103711507A (en) | Method for controlling deformation of large broken rock zone roadway by using multi-steel stranded wire combined supporting device | |
| CN207660614U (en) | Roadway floor prestress anchorage cable group coordinates ruggedized construction with slip casting | |
| CN102704950B (en) | Support method used in passing water guide fracture structure in mine exploration | |
| CN114483109B (en) | Curtain grouting advanced large pipe shed through construction method for crossing tunnel fault fracture zone | |
| CN110273700A (en) | It is a kind of to control red shale tunnel strength bolt-grouting support structure and its construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20190222 |