CN108678772A - A kind of multilevel hierarchy suspension device and its construction method for rich water sandy gravel stratum tunnel - Google Patents
A kind of multilevel hierarchy suspension device and its construction method for rich water sandy gravel stratum tunnel Download PDFInfo
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- CN108678772A CN108678772A CN201810784849.0A CN201810784849A CN108678772A CN 108678772 A CN108678772 A CN 108678772A CN 201810784849 A CN201810784849 A CN 201810784849A CN 108678772 A CN108678772 A CN 108678772A
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 93
- 238000010276 construction Methods 0.000 title claims abstract description 29
- 239000000725 suspension Substances 0.000 title claims abstract description 14
- 238000005553 drilling Methods 0.000 claims abstract description 77
- 239000011435 rock Substances 0.000 claims abstract description 67
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 50
- 239000010959 steel Substances 0.000 claims abstract description 50
- 238000005065 mining Methods 0.000 claims abstract description 42
- 230000008093 supporting effect Effects 0.000 claims abstract description 21
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 17
- 239000002689 soil Substances 0.000 claims abstract description 7
- 238000004873 anchoring Methods 0.000 claims abstract description 3
- 238000007569 slipcasting Methods 0.000 claims description 34
- 239000000853 adhesive Substances 0.000 claims description 14
- 230000001070 adhesive effect Effects 0.000 claims description 14
- 239000002002 slurry Substances 0.000 claims description 11
- 238000000034 method Methods 0.000 claims description 10
- 238000013461 design Methods 0.000 claims description 9
- 238000012360 testing method Methods 0.000 claims description 9
- 230000008878 coupling Effects 0.000 claims description 6
- 238000010168 coupling process Methods 0.000 claims description 6
- 238000005859 coupling reaction Methods 0.000 claims description 6
- 239000004567 concrete Substances 0.000 claims description 5
- 239000000203 mixture Substances 0.000 claims description 5
- 230000015572 biosynthetic process Effects 0.000 claims description 4
- 239000011440 grout Substances 0.000 claims description 4
- 238000007664 blowing Methods 0.000 claims description 3
- 238000000151 deposition Methods 0.000 claims description 3
- 238000002474 experimental method Methods 0.000 claims description 3
- 239000004744 fabric Substances 0.000 claims description 3
- 238000009472 formulation Methods 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 239000007769 metal material Substances 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 238000000465 moulding Methods 0.000 claims description 3
- 239000004033 plastic Substances 0.000 claims description 3
- 229920003023 plastic Polymers 0.000 claims description 3
- 239000011148 porous material Substances 0.000 claims description 3
- 210000004911 serous fluid Anatomy 0.000 claims description 3
- 239000011378 shotcrete Substances 0.000 claims description 3
- 239000003638 chemical reducing agent Substances 0.000 claims description 2
- 230000000903 blocking effect Effects 0.000 abstract description 3
- 239000003245 coal Substances 0.000 abstract description 2
- 238000010586 diagram Methods 0.000 description 6
- 101150097977 arch-1 gene Proteins 0.000 description 4
- 238000007789 sealing Methods 0.000 description 4
- 125000004122 cyclic group Chemical group 0.000 description 2
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- 241001074085 Scophthalmus aquosus Species 0.000 description 1
- 239000011230 binding agent 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
- 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
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/003—Machines for drilling anchor holes and setting anchor bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a kind of multilevel hierarchy suspension devices and its construction method for rich water sandy gravel stratum tunnel, including advanced Load -carring arch, passive Load -carring arch and lag Load -carring arch, advance support is carried out to Rock And Soil above roadway head by using mining self-drilling type advanced Short bolt, and then form the advanced Load -carring arch of a mining advanced Short bolt anchoring of self-drilling type, i.e. level-one supporting；I-steel grille frame passively subjects part pressure from surrounding rock and forms passive Load -carring arch, i.e. two level supporting；After leading note pipe water guide release, the grouting for water blocking and strength reinforcing of rich water loose wall rock are carried out, and then form the lag Load -carring arch of country rock, i.e. three-level supporting；Early period, productive life and the later stage of adopting that the present invention digs rich water sandy gravel stratum tunnel in working face of coal seam by multistage, many levels carry out collaboration supporting, and country rock wall caving, the possibility of roof fall occurs to reduce, improves the surrounding rock stability in rich water sandy gravel stratum tunnel.
Description
Technical field
It is specifically a kind of to be used for rich water sandy gravel stratum tunnel the present invention relates to a kind of suspension device in tunnel and its construction method
Multilevel hierarchy suspension device and its construction method.
Background technology
Sandy gravel stratum is made of the Rock And Soil medium that loosely organized, granular size difference is big, consolidation diagenesis is low, the ground
The problems such as roof collapse easily occurs layer for tunnel, unstability collapses, deformation of timbering failure.Especially in the case of country rock rich water, underground water
Discharge, leakage plugging problem carry no weight, and lead to that roadway surrounding rock pressure increased dramatically, stability declines to a great extent, and are significantly greatly increased
Roadway support difficulty.Therefore, under the conditions of rich water sandy gravel stratum tunnel construction, supporting become China part mining area production, build
A great problem.
Mine laneway routine method for protecting support still remains many in terms of reply rich water sandy gravel stratum deformation of the surrounding rock in tunnel, unstability
The problem of aspect.First, common single method for protecting support (anchor rete cord or metallic support) can not effectively solve country rock wall caving, roof fall etc.
Problem.For example, when using anchor pole (rope), since sandy gravel stratum surrounding rocks particle is extremely uneven, hardness is larger, cementing properties is poor, lead
Cause anchor hole especially anchor cable hole pore-forming relatively difficult, and anchor pole (rope) nothing reliably puts forth effort basis, therefore anchoring support is big absolutely
Part is failure；And use metallic support supporting when, because its be passive protecting, intensity, rigidity are limited, can not resist loosening,
Hydraulically-formed huge confining pressure causes holder distort, fracture, leakage emits destruction etc. between frame.Second, at present for there is the richness of leakage
Water loose wall rock laneway support, it is general to carry out grouting for water blocking and reinforce, but the serious draining pilot for ignoring country rock, still without one
Set drains the integrative solution of release, sealing, reinforcing.Third, sandy gravel stratum roadway surrounding rock intensity is low, globality poor, not only
Piece is easy tod produce in service stage and emits disaster, and roof fall also easily occurs during digging of constructing and destroys, therefore advance support is very heavy
It wants.But the stubborn problems such as frequent collapse hole, one-tenth porosity be low will be encountered using common Shed-pipe Advanced Support (slip casting) or advance anchor bolt,
It is therefore necessary to emit destruction from before digging, in digging to integrated control loose wall rock piece after digging.It can be seen that current tunnel
Method for protecting support, supporting construction cannot be satisfied the requirement of rich water sandy gravel stratum improving stability of surrounding rocks in roadway control, it cannot be guaranteed that tunnel safety
It uses.
Invention content
In view of the above existing problems in the prior art, the present invention provides a kind of multilevel hierarchies for rich water sandy gravel stratum tunnel
Suspension device and its construction method, early period, productive life and the later stage of adopting that can be dug in working face of coal seam can effectively push up tunnel
It plate and two helps to carry out supporting, country rock wall caving, the possibility of roof fall occurs to reduce, the country rock for improving rich water sandy gravel stratum tunnel is steady
It is qualitative.
To achieve the goals above, the technical solution adopted by the present invention is：A kind of multistage for rich water sandy gravel stratum tunnel
Level suspension device, including advanced Load -carring arch, passive Load -carring arch and lag Load -carring arch,
The advanced Load -carring arch is by multiple mining advanced Short bolts of self-drilling type along roadway's sides and the drilling cloth of back
If composition, the mining advanced Short bolt of self-drilling type includes hollow anchor bar body, ring taps, drill bit, fastening nut and backing plate, the brill
Head is internally provided with hollow cavity, and drill bit is fixed on the front end of hollow anchor bar body and hollow cavity is connected to the inside of hollow anchor bar body, bores
Multiple spout holes being connected to hollow cavity are opened up on rostral wall, hollow anchor bar external surface is equipped with screw thread, drill bit and part hollow
Anchor bar body is in drilling, and the tail end of hollow anchor bar body is in outside drilling, and the hollow anchor bar that ring taps is sleeved in drilling is external
Surface, backing plate is sleeved on the tail end of hollow anchor bar body and is pressed on the wall around drilling by fastening nut, in drilling
Hollow anchor bar body inside fluidised form water-proof adhesive is housed；
The passive Load -carring arch is I-steel grille frame, and I-steel grille frame is along roadway's sides and back in arch
Shape arranges that the I-steel grille frame is bolted by multiple I-steel grid modules and is formed, I-steel grid modules
For grid structure, it is welded to form by multiple I-steel are crisscross；
The lag Load -carring arch leads dispensing device and reinforcing layer forms by multiple, and multiple dispensing devices of leading are laid in I-steel respectively
In grille frame in the wall in grid gap, reinforcing layer is to solidify formation in dispensing device after slip casting to multiple lead, described to lead note
Device is the note pipe of leading equipped with taper top guide, leads and opens up multiple strip-shaped holes on the side wall of note pipe, and multiple strip-shaped holes are in quincunx point
Cloth is in the side wall for leading note pipe, the top guide for leading note pipe in wall, and the tail end for leading note pipe is in outside wall.
Further, further include water guide enlarged portion, the tail end for leading note pipe opens up screw thread mouth, and the water guide enlarged portion is reducing
Pipe, the smaller one end of diameter are fixedly connected by screw thread mouth with note pipe is led.It can be improved to country rock underground using water guide enlarged portion
The quick water guide release of water, advantage is provided for surrounding rock supporting.
Further, further include strainer, the strainer is wrapped in the outside for leading note pipe.Using strainer can prevent rubble silt with
Water flows into strip-shaped hole, causes hole plug.
A kind of construction method of multilevel hierarchy suspension device for rich water sandy gravel stratum tunnel, the specific steps are：
I, the advanced Load -carring arch of construction：
(1) length of anchor bar body in the advanced Short bolt of mining self-drilling type is determined：According to rock property, mechanics parameter, to mine
Anchorage length carries out numerical computations needed for the advanced Short bolt of self-drilling type, the final rock-bolt length for determining that supporting effect is optimal, and one
As in the case of choose 1.5m or so；
(2) front end external diameter and rear end outer diameter of drill bit in the advanced Short bolt of mining self-drilling type are determined：It is bored using various outer diameter
Head carries out scene drilling test, determines that outside diameter, general condition lower front end outside diameter d take 22 according to the optimal effectiveness actually crept into
~25mm, rear end nominal outside diameter D take 25~38mm according to contact country rock area；
(3) the hole position for laying the advanced Short bolt of mining self-drilling type above driving face according to construction drawing marks,
It determines that hole interdigit array pitch, generally 0.2~0.5m of spacing, array pitch are 0.5~1.2m by country rock situation, arranges 2~3 rows；
(4) the fluidised form water-proof binding that filling is wrapped up using film in the hollow anchor bar body of the advanced Short bolt of mining self-drilling type
Agent, while being arranged ring taps in hollow anchor bar external surface；
(5) the advanced Short bolt of mining self-drilling type is crept into using mining-drilling machine, drilling inclination angle is 3 °~10 °, it is ensured that
The tail end protruded length of drilling to completion, the mining advanced Short bolt of self-drilling type is moderate；
(6) tail portion of the advanced Short bolt of mining self-drilling type is connected with down-hole high pressure air hose, is made in the body of rod by high wind pressure
The film breaks of fluidised form water-proof adhesive are wrapped up, then fluidised form water-proof adhesive terminates in ring taps position, country rock along spout hole outflow
Body is bonded by fluidised form water-proof adhesive with anchor rod anchored section and is anchored；
(7) after the advanced Short bolt of mining self-drilling type reaches design anchor force, in the tail of the advanced Short bolt of mining self-drilling type
Portion installs backing plate and fastening nut, then torque wrench is used to apply pretightning force, and ensures that pre-tightening force value reaches predefined size, when
All advanced Short bolts of mining self-drilling type anchor Rock And Soil in range and just form advanced Load -carring arch after installation is complete.
(8) first step, second step and third step are excavated successively；In view of the loose rich water of country rock, to ensure safety,
Take short cyclic advance about 1.2m/ days；
II, the passive Load -carring arch of construction：
A, vault, spandrel and side portion's different location, different degree of flexibility are welded into using I-steel crisscross setting
Then the I-steel grid modules that ground processes are transported driving face by I-steel grid modules；
Then I-steel grid modules are passed through bolt by the B, gunite concrete in the established wall of advanced Load -carring arch
It is connected with each other after (and ensuring that the seam crossing of I-steel grid modules is smooth) forms I-steel grille frame and is fixed with through concrete
In wall, to form passive Load -carring arch；
III, construction lag Load -carring arch：
A, the water guide release stage：
1. the note pipe of leading used is made of metal material or high strength plastics, a diameter of 25~45mm, long 1.0~2.0m are led
It notes and opens up multiple strip-shaped holes on the side wall of pipe, multiple strip-shaped holes lead the side wall for noting pipe in quincunx be distributed in；
2. arrangement leads note pore position on design water guide and the drift section of reinforcing, spacing is 0.8~1.4m, array pitch
For 1.2~2.0m, 40~65mm of bore diameter, depth is 0.7~1.8m, through I-steel grille frame grid gap in hole
It drills on position；
3. according to the seepage discharge test data of drift section different parts, match and lead note pipe outer diameter be adapted lead
Then water enlarged portion is leading note pipe outer wall one layer of strainer of package, is preventing rubble silt from being flowed into hole with water, cause hole plug；
4. will lead note pipe is inserted into the above-mentioned drilling opened up, makes the exposed 10~15cm of water guide enlarged portion, timber wedge is used in combination to fill in
The gap of water guide enlarged portion and country rock prevents from leading note pipe and loosens, and the water inside country rock converges along strip-shaped hole to be discharged to again into leading note pipe
Ditch or other captations；Due to being provided with the water guide enlarged portion of reducing on conduit pipe, and then realize country rock underground
The quick water guide release of water, advantage is provided for surrounding rock supporting；
B, ejection for water plugging and molding reinforcing stage：
A, after completing water guide stress-relief process, water guide enlarged portion and strainer are removed, using mouthpiece, quick coupling, cut
Device is starched, slip casting hose is connect with the tail end for leading note pipe；
B, pressure water test experiments are carried out before slip casting, check whether piping connection is correct, pressure gauge, slip casting valve, check
Whether valve etc. is working properly, prevents plugging, running pulp, spillage；
C, to leading note pipe inflation, the blowing pressure is more than the 1/2 of grouting pressure, and a section slurry device expansion is made to be in close contact with hole wall,
It prevents from slip casting liquid from backflowing along hole wall gap to portal outside；
D, it after the grouting serous fluid (such as existing cement-based grout or existing chemical grout) for first preparing known formulations, opens
Non-return valve, slip casting valve start slip casting, and grouting pressure is 1.8~2.5MPa, and slurries are entered from slip casting hose leads note pipe, from item
It flows out and penetrates into the hole of country rock body, crack in shape hole；And then realize loose wall rock sealing, reinforce, it promotes country rock itself and holds
Carry power；
E, when the grouting pressure of pressure gauge instruction gradually rises to design grouting pressure, note is terminated after continuing slip casting 10min
Slip casting hose, mouthpiece, quick coupling etc. are removed after completing all mortar depositing constructions for leading note pipe point, wait for slurries by slurry successively
The construction of lag Load -carring arch is completed after solidification.
Compared with prior art, the present invention is combined mode using advanced Load -carring arch, passive Load -carring arch and lag Load -carring arch,
It has the following advantages：
(1) it is directed to the feature of rich water sandy gravel stratum roadway surrounding rock medium cementing properties difference, it is short in advance by using mining self-drilling type
Anchor pole carries out advance support to Rock And Soil above roadway head, and then forms a mining advanced Short bolt anchor of self-drilling type
Solid advanced Load -carring arch, i.e. level-one supporting efficiently solves during advance support body construction that frequently collapse hole, pore-forming efficiency are low
Problem, and ensure that tunnel excavates the safety and stablization of starting stage.
(2) I-steel grille frame is compared with ordinary stent, and intensity and space stiffness with bigger, bearing capacity is high,
And its splicing assembling is constructed by mechanical equipment, also improves support efficiency.I-steel grille frame passively subjects part
Pressure from surrounding rock forms passive Load -carring arch, i.e. two level supporting.
(3) strip-shaped hole for leading note pipe not only can be with water guide and can be with pulp so that leads note pipe and have concurrently draining relief tube and slip casting
The function of pipe, saves engineering material, reduces support cost.Meanwhile it leading note pipe outer end and being increased by the way that water guide enlarged portion is arranged
The exit velocity of country rock water, can fast and effeciently reduce the water pressure of tunnel-surrounding.
(4) after by leading note pipe water guide release, the grouting for water blocking and strength reinforcing of rich water loose wall rock are carried out, and then formed
The lag Load -carring arch of country rock, i.e. three-level supporting, meanwhile, also provide the integrated solution party of a set of draining release, sealing, reinforcing
Case.
(5) present invention is by laying advanced Load -carring arch, passive Load -carring arch and lag Load -carring arch, to multistage, many levels
To carrying out coordination with the synthesis supporting after arriving digging before rich water sandy gravel stratum tunnel initating, in digging, country rock itself is not only taken full advantage of
Bearing capacity, the advantages of actively reducing country rock water pressure, while having played I-steel grille frame Gao Gang, high-bearing capacity again,
The generation for avoiding rich water sandy gravel stratum fall of ground, the disasters such as side that collapse, has efficiently controlled adjoining rock stability.This method is for rich water
The supporting of soft rock, loose wall rock underground engineering also has stronger applicability.
Description of the drawings
Fig. 1 is that the present invention completes the multilevel hierarchy supporting cross-section diagram after construction；
Fig. 2 is tunnelling sectional view in the present invention；
Fig. 3 is the structural schematic diagram of I-steel grille frame in the present invention；
Fig. 4 is the structural schematic diagram of I-steel grid modules in the present invention；
Fig. 5 is the structural schematic diagram of the advanced Short bolt of self-drilling type in the present invention；
Fig. 6 is the structural schematic diagram that note pipe is led in the present invention；
Fig. 7 is the schematic diagram of lag grouting in the present invention.
In figure：1, advanced Load -carring arch, 2, lag Load -carring arch, 3, passive Load -carring arch, 4, the advanced Short bolt of mining self-drilling type, 5,
Seam crossing, 6, I-steel grille frame, 7, lead note pipe, 8, reinforcing layer, 9, tunnel, 10, driving face, 11, top plate, 12, the
One step, 13, second step, 14, third step, 15, bottom plate, 16, I-steel grid modules, 17, I-steel, 18, bolt,
19, fastening nut, 20, backing plate, 21, hollow anchor bar body, 22, ring taps, 23, fluidised form water-proof adhesive, 24, spout hole, 25, bore
Head, 26, water guide enlarged portion, 27, screw thread mouth, 28, strainer, 29, strip-shaped hole, 30, taper top guide, 31, pressure gauge, 32, grouting valve
Door, 33, non-return valve, 34, slip casting hose, 35, quick coupling, 36, cut slurry device, 37, mouthpiece.
Specific implementation mode
The invention will be further described below.
As shown, a kind of multilevel hierarchy suspension device for rich water sandy gravel stratum tunnel, including advanced Load -carring arch 1, quilt
Dynamic Load -carring arch 2 and lag Load -carring arch 3,
The advanced Load -carring arch 1 is by multiple mining advanced Short bolts 4 of self-drilling type along the drilling of roadway's sides and back
Composition is laid, the mining advanced Short bolt 4 of self-drilling type includes hollow anchor bar body 21, ring taps 22, drill bit 25,19 and of fastening nut
Backing plate 20, the drill bit 25 are internally provided with hollow cavity, drill bit 25 be fixed on the front end of hollow anchor bar body 21 and hollow cavity with it is hollow
The inside of anchor bar body 21 is connected to, and opens up multiple spout holes 24 being connected to hollow cavity on 25 side wall of drill bit, outside hollow anchor bar body 21
Surface is equipped with screw thread, and drill bit 25 and part hollow anchor bar body 21 are in drilling, and the tail end of hollow anchor bar body 21 is outer in drilling,
Ring taps 22 is sleeved on 21 outer surface of hollow anchor bar body in drilling, and backing plate 20 is sleeved on the tail end of hollow anchor bar body 21 and by tight
Gu nut 19 is pressed on the wall around drilling, 21 inside of hollow anchor bar body in drilling is equipped with fluidised form water-proof adhesive
23；
The passive Load -carring arch 3 is I-steel grille frame 6, and I-steel grille frame 6 is along roadway's sides and back
Domed arrangement, the I-steel grille frame 6 are made up of multiple I-steel grid modules 16 connection of bolt 18, I-steel
Grid modules 16 are grid structure, are welded to form by multiple I-steel 17 are crisscross；
The lag Load -carring arch 2 leads dispensing device and reinforcing layer 8 forms by multiple, and multiple dispensing devices of leading are laid in I-shaped respectively
In steel grating holder 6 in the wall in grid gap, reinforcing layer 8 is to solidify formation in dispensing device after slip casting to multiple lead, described
Lead filling be set to equipped with taper top guide 30 leading note pipe 7, lead note pipe 7 side wall on open up multiple strip-shaped holes 29, multiple strip-shaped holes
29 lead the side wall for noting pipe 7 in quincunx be distributed in, and the taper top guide 30 for leading note pipe 7 is in wall, at the tail end for leading note pipe 7
In outside wall.
Further, further include water guide enlarged portion 26, the tail end for leading note pipe 7 opens up screw thread mouth 27, the water guide enlarged portion 26
For reducer pipe, the smaller one end of diameter is fixedly connected by screw thread mouth 27 with note pipe 7 is led.It can be improved using water guide enlarged portion 26
Quick water guide release to country rock underground water, advantage is provided for surrounding rock supporting.
Further, further include strainer 28, the strainer 28 is wrapped in the outside for leading note pipe 7.It can be prevented using strainer 28 broken
Stone silt is flowed into water in strip-shaped hole 29, causes hole plug.
A kind of construction method of multilevel hierarchy suspension device for rich water sandy gravel stratum tunnel, the specific steps are：
I, it constructs advanced Load -carring arch 1：
(1) length of hollow anchor bar body 21 in the advanced Short bolt 4 of mining self-drilling type is determined：Joined according to rock property, mechanics
Number carries out numerical computations, the final anchor pole for determining that supporting effect is optimal to anchorage length needed for the advanced Short bolt of mining self-drilling type 4
Length chooses 1.5m or so under normal circumstances；
(2) front end external diameter and rear end outer diameter of drill bit 25 in the advanced Short bolt 4 of mining self-drilling type are determined：Using various outer diameter
Drill bit 25 carries out scene drilling test, and outside diameter, general condition lower front end outside diameter d are determined according to the optimal effectiveness actually crept into
22~25mm, rear end nominal outside diameter D is taken to take 25~38mm according to contact country rock area；
(3) mark is carried out in the hole position for laying the advanced Short bolt of mining self-drilling type 4 above driving face 10 according to construction drawing
Note determines that hole interdigit array pitch, generally 0.2~0.5m of spacing, array pitch are 0.5~1.2m by country rock situation, arranges 2~3 rows；
(4) in the hollow anchor bar body 21 of the advanced Short bolt of mining self-drilling type 4 filling using film package fluidised form waterproof
Binder 23, while being arranged ring taps 22 in 21 outer surface of hollow anchor bar body；
(5) the advanced Short bolt of mining self-drilling type 4 is crept into using mining-drilling machine, drilling inclination angle is 3 °~10 °, it is ensured that
The tail end protruded length of drilling to completion, the advanced Short bolt of mining self-drilling type 4 is moderate；
(6) tail portion of the advanced Short bolt of mining self-drilling type 4 is connected with down-hole high pressure air hose, is made in the body of rod by high wind pressure
The film breaks of fluidised form water-proof adhesive 23 are wrapped up, then fluidised form water-proof adhesive 23 terminates in ring taps 22 along the outflow of spout hole 24
It sets, country rock body is bonded by fluidised form water-proof adhesive 23 with anchor rod anchored section and anchored；
(7) after the advanced Short bolt of mining self-drilling type 4 reaches design anchor force, in the advanced Short bolt of mining self-drilling type 4
Backing plate 20 and fastening nut 19 are installed in tail portion, then torque wrench are used to apply pretightning force, and ensure that pre-tightening force value reaches predetermined
Size anchors Rock And Soil in range and just forms advanced Load -carring arch 1 after installation is complete for the advanced Short bolt of all mining self-drilling types 4.
(8) first step 12, second step 13 and third step 14 are excavated successively；It is true in view of the loose rich water of country rock
It ensures safety, takes short cyclic advance about 1.2m/ days；
II, it constructs passive Load -carring arch 3：
A, vault, spandrel and side portion's different location, different degree of flexibilities are welded into using the crisscross setting of I-steel 17
I-steel grid modules, the I-steel grid modules 16 that ground processes then are transported into driving face 10；
B, the gunite concrete in 1 established wall of advanced Load -carring arch, then passes through I-steel grid modules 16
Bolt 18 is connected with each other (and ensuring that the seam crossing 5 of I-steel grid modules 16 is smooth) and is formed after I-steel grille frame 6 through mixed
Solidifying soil is fixed in wall, to form passive Load -carring arch 3；
III, construction lag Load -carring arch 2：
A, the water guide release stage：
1. the note pipe 7 of leading used is made of metal material or high strength plastics, a diameter of 25~45mm, long 1.0~2.0m are led
It notes and opens up multiple strip-shaped holes 29 on the side wall of pipe 7, multiple strip-shaped holes 29 lead the side wall for noting pipe 7 in quincunx be distributed in；
2. arrangement leads note pore position on design water guide and the drift section of reinforcing, spacing is 0.8~1.4m, array pitch
For 1.2~2.0m, 40~65mm of bore diameter, depth is 0.7~1.8m, is existed through the grid gap of I-steel grille frame 6
Hole drills on position；
3. according to the seepage discharge test data of drift section different parts, match and lead what note 7 outer diameter of pipe was adapted
Then water guide enlarged portion 26 is leading note 7 outer wall of pipe, one layer of strainer 28 of package, is preventing rubble silt from being flowed into hole with water, cause
Hole plug；
4. will lead note pipe 7 is inserted into the above-mentioned drilling opened up, makes 26 exposed 10~15cm of water guide enlarged portion, timber wedge plug is used in combination
The gap for entering water guide enlarged portion 26 and country rock prevents from leading note pipe 7 and loosens, and the water inside country rock converges along strip-shaped hole 29 into leading note pipe
7 are discharged to ditch or other captations again；Due to being provided with the water guide enlarged portion 26 of reducing on conduit pipe, and then realize
The quick water guide release of country rock underground water, advantage is provided for surrounding rock supporting；
B, ejection for water plugging and molding reinforcing stage：
A, after completing water guide stress-relief process, water guide enlarged portion 26 and strainer 28 are removed, utilize mouthpiece 37, fast quick access
First 35, slurry device 36 is cut, slip casting hose 34 is connect with the tail end for leading note pipe 7；
B, carried out before slip casting pressure water test experiments, check piping connection it is whether correct, pressure gauge 31, slip casting valve 32,
Whether non-return valves 33 etc. are working properly, prevent plugging, running pulp, spillage；
C, it is inflated to leading note pipe 7, the blowing pressure is more than the 1/2 of grouting pressure, and section expansion of slurry device 36 is made closely to be connect with hole wall
It touches, prevents slip casting liquid from backflowing along hole wall gap and portal outside；
D, after the grouting serous fluid for first preparing known formulations, non-return valve 33 is opened, slip casting valve 32 starts slip casting, grouting pressure
For 1.8~2.5MPa, slurries are entered from slip casting hose 34 leads note pipe 7, and the hole of country rock body is flowed out and penetrated into from strip-shaped hole 29
In gap, crack；And then realize loose wall rock sealing, reinforce, promote country rock itself bearing capacity；
E, it when the grouting pressure that pressure gauge 31 indicates gradually rises to design grouting pressure, is terminated after continuing slip casting 10min
Slip casting tears slip casting hose 34, mouthpiece 37, quick coupling 35 etc. open after completing all mortar depositing constructions for leading note 7 point of pipe successively
It removes, the construction of lag Load -carring arch 2 is completed after grout cures.
Claims (4)
1. a kind of multilevel hierarchy suspension device for rich water sandy gravel stratum tunnel, which is characterized in that including advanced Load -carring arch, passively
Load -carring arch and lag Load -carring arch,
The advanced Load -carring arch is by multiple mining advanced Short bolts of self-drilling type along the drilling laying group of roadway's sides and back
Include hollow anchor bar body, ring taps, drill bit, fastening nut and backing plate at, the mining advanced Short bolt of self-drilling type, in the drill bit
Portion is equipped with hollow cavity, and drill bit is fixed on the front end of hollow anchor bar body and hollow cavity is connected to the inside of hollow anchor bar body, drill bit side
Multiple spout holes being connected to hollow cavity are opened up on wall, hollow anchor bar external surface is equipped with screw thread, drill bit and part hollow anchor pole
Body is in drilling, and the tail end of hollow anchor bar body is in outside drilling, and ring taps is sleeved on the hollow anchor bar external surface in drilling,
Backing plate is sleeved on the tail end of hollow anchor bar body and is pressed on the wall around drilling by fastening nut, hollow in drilling
Fluidised form water-proof adhesive is housed inside anchor bar body；
The passive Load -carring arch is I-steel grille frame, and I-steel grille frame is along roadway's sides and the domed cloth of back
It sets, the I-steel grille frame is bolted by multiple I-steel grid modules and is formed, and I-steel grid modules are net
Format structure is welded to form by multiple I-steel are crisscross；
The lag Load -carring arch leads dispensing device and reinforcing layer forms by multiple, and multiple dispensing devices of leading are laid in I-shaped steel grating respectively
In holder in the wall in grid gap, reinforcing layer is to solidify formation in dispensing device after slip casting to multiple lead, described to lead dispensing device
To lead note pipe equipped with taper top guide, leads and open up multiple strip-shaped holes on the side wall of note pipe, multiple strip-shaped holes are distributed in quincunx
The side wall for leading note pipe, the top guide for leading note pipe are in wall, and the tail end for leading note pipe is in outside wall.
2. the multilevel hierarchy suspension device according to claim 1 for rich water sandy gravel stratum tunnel, which is characterized in that also wrap
Water guide enlarged portion is included, the tail end for leading note pipe opens up screw thread mouth, and the water guide enlarged portion is reducer pipe, and the smaller one end of diameter is logical
It crosses screw thread mouth and is fixedly connected with note pipe is led.
3. the multilevel hierarchy suspension device according to claim 1 for rich water sandy gravel stratum tunnel, which is characterized in that also wrap
Strainer is included, the strainer is wrapped in the outside for leading note pipe.
4. a kind of construction method of the multilevel hierarchy suspension device as described in claim 1 for rich water sandy gravel stratum tunnel,
It is characterized in that, the specific steps are：
I, the advanced Load -carring arch of construction：
(1) length of hollow anchor bar body in the advanced Short bolt of mining self-drilling type is determined：According to rock property, mechanics parameter, to mine
Anchorage length carries out numerical computations needed for the advanced Short bolt of self-drilling type, the final rock-bolt length for determining that supporting effect is optimal；
(2) front end external diameter and rear end outer diameter of drill bit in the advanced Short bolt of mining self-drilling type are determined：Using various outer diameter drill bit into
The drilling test of row scene, outside diameter is determined according to the optimal effectiveness actually crept into；
(3) the hole position for laying the advanced Short bolt of mining self-drilling type above driving face according to construction drawing marks, by enclosing
Rock situation determines hole interdigit array pitch；
(4) the fluidised form water-proof adhesive that filling is wrapped up using film in the anchor bar body of the advanced Short bolt of mining self-drilling type, simultaneously
It is arranged ring taps in hollow anchor bar external surface；
(5) the advanced Short bolt of mining self-drilling type is crept into using mining-drilling machine, drilling inclination angle is 3 °~10 °, it is ensured that is drilled into
Projected depth；
(6) tail portion of the advanced Short bolt of mining self-drilling type is connected with down-hole high pressure air hose, makes to wrap up in the body of rod by high wind pressure
The film breaks of fluidised form water-proof adhesive, then fluidised form water-proof adhesive terminates in ring taps position along spout hole outflow, country rock body with
Anchor rod anchored section bonds anchoring by fluidised form water-proof adhesive；
(7) it after the advanced Short bolt of mining self-drilling type reaches design anchor force, is filled in the tail portion of the advanced Short bolt of mining self-drilling type
If backing plate and fastening nut, then torque wrench is used to apply pretightning force, and ensure that pre-tightening force value reaches predefined size, when all
The mining advanced Short bolt of self-drilling type anchors Rock And Soil in range and just forms advanced Load -carring arch after installation is complete.
(8) first step, second step and third step are excavated successively；
II, the passive Load -carring arch of construction：
A, the I-shaped of vault, spandrel and side portion's different location, different degree of flexibilities is welded into using the crisscross setting of I-steel
Then the I-steel grid modules that ground processes are transported driving face by steel grating module；
B, the gunite concrete in the established wall of advanced Load -carring arch, it is then that I-steel grid modules are mutual by bolt
Connection is fixed on through concrete in wall after forming I-steel grille frame, to form passive Load -carring arch；
III, construction lag Load -carring arch：
A, the water guide release stage：
1. the note pipe of leading used is made of metal material or high strength plastics, a diameter of 25~45mm, long 1.0~2.0m lead note pipe
Side wall on open up multiple strip-shaped holes, multiple strip-shaped holes lead the side wall of note pipe in quincunx be distributed in；
2. arrangement leads note pore position on design water guide and the drift section of reinforcing, spacing is 0.8~1.4m, and array pitch is
1.2~2.0m, 40~65mm of bore diameter, depth be 0.7~1.8m, through I-steel grille frame grid gap hole position
Upper drilling；
3. according to the seepage discharge test data of drift section different parts, matches and lead the adaptable water guide of note pipe outer diameter and expand
Then the portion of opening is leading note pipe outer wall one layer of strainer of package；
4. will lead note pipe is inserted into the above-mentioned drilling opened up, makes the exposed 10~15cm of water guide enlarged portion, timber wedge is used in combination to fill in water guide
The gap of enlarged portion and country rock prevents from leading note pipe and loosens, and the water inside country rock converges along strip-shaped hole is discharged to ditch into leading note pipe again
Or other captations；
B, ejection for water plugging and molding reinforcing stage：
A, after completing water guide stress-relief process, water guide enlarged portion and strainer are removed, using mouthpiece, quick coupling, cut slurry device,
Slip casting hose is connect with the tail end for leading note pipe；
B, pressure water test experiments are carried out before slip casting, check whether piping connection is correct, pressure gauge, slip casting valve, non-return valve etc.
It is whether working properly；
C, to leading note pipe inflation, the blowing pressure is more than the 1/2 of grouting pressure, and a section slurry device expansion is made to be in close contact with hole wall；
D, after the grouting serous fluid for first preparing known formulations, non-return valve, slip casting valve to be opened and starts slip casting, grouting pressure is 1.8~
2.5MPa, slurries are entered from slip casting hose leads note pipe, flows out and is penetrated into the hole of country rock body, crack from strip-shaped hole；
E, when the grouting pressure of pressure gauge instruction gradually rises to design grouting pressure, slip casting is terminated after continuing slip casting 10min, it is complete
After all mortar depositing constructions for leading note pipe point, slip casting hose, mouthpiece, quick coupling etc. are removed successively, wait for grout cures
The construction of lag Load -carring arch is completed afterwards.
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| CN201810784849.0A CN108678772A (en) | 2018-07-17 | 2018-07-17 | A kind of multilevel hierarchy suspension device and its construction method for rich water sandy gravel stratum tunnel |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109578007A (en) * | 2018-11-26 | 2019-04-05 | 中铁二十局集团有限公司 | Pass through that high angle is inverse to rush rich water richness sand tomography tunnel excavation and drainage and construction method |
| CN111335899A (en) * | 2020-03-24 | 2020-06-26 | 中国电建集团成都勘测设计研究院有限公司 | Advanced support device for water-saturated plastic clay and use method |
| CN111365031A (en) * | 2020-04-09 | 2020-07-03 | 宿州市健生矿山设备有限公司 | Network grouting device and using method thereof |
| CN111472809A (en) * | 2019-09-10 | 2020-07-31 | 西南交通大学 | Rich-water moraine layer supporting structure and rich-water moraine layer supporting system |
| CN111648771A (en) * | 2020-07-14 | 2020-09-11 | 河南理工大学 | Water-retaining mining device for controlling roof aquifer destruction |
| CN111911195A (en) * | 2020-08-05 | 2020-11-10 | 湖南科技大学 | Regenerated top plate control method for determining optimal cementation time of critical block cracks |
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Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011021401A (en) * | 2009-07-16 | 2011-02-03 | Hirose & Co Ltd | Self-drilling anchor and earth and sand ground reinforcement method using the same |
| CN102937030A (en) * | 2012-11-26 | 2013-02-20 | 山东大学 | Bolting-grouting integrated support method for zonal disintegration of deep roadway surrounding rock |
| CN103089275A (en) * | 2013-01-16 | 2013-05-08 | 山东大学 | Control method of surrounding rocks in water-rich very-broken surrounding rock tunnel collapse sections |
| CN103993891A (en) * | 2014-03-12 | 2014-08-20 | 淮南矿业(集团)有限责任公司 | Rapid roadway construction method for soft and broken surrounding rocks of deep coal mine and support system |
| CN205117366U (en) * | 2015-07-27 | 2016-03-30 | 山西潞安矿业(集团)有限责任公司 | Supporting device is encircleed to two pressure -bearings of big soft broken coal road of section |
| CN106837352A (en) * | 2017-01-22 | 2017-06-13 | 中南大学 | Fault belt surrounding rock tunnel construction method |
| CN107387141A (en) * | 2017-09-12 | 2017-11-24 | 中国矿业大学 | A kind of self-drilling type difference slip casting assembled bolt and its anchoring process |
| CN108035742A (en) * | 2017-11-16 | 2018-05-15 | 河南理工大学 | A kind of passive harmonious method for protecting support of extreme rockburst tunnel master |
| CN108166981A (en) * | 2017-12-31 | 2018-06-15 | 中铁十九局集团第二工程有限公司 | Tunnel soft rock large deformation section construction technology |
| CN207554077U (en) * | 2017-11-16 | 2018-06-29 | 河南理工大学 | The passive harmonious supporting construction of extreme rockburst tunnel master |
| CN208502786U (en) * | 2018-07-17 | 2019-02-15 | 湖南科技大学 | Multilevel hierarchy suspension device for rich water sandy gravel stratum tunnel |
-
2018
- 2018-07-17 CN CN201810784849.0A patent/CN108678772A/en active Pending
Patent Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011021401A (en) * | 2009-07-16 | 2011-02-03 | Hirose & Co Ltd | Self-drilling anchor and earth and sand ground reinforcement method using the same |
| CN102937030A (en) * | 2012-11-26 | 2013-02-20 | 山东大学 | Bolting-grouting integrated support method for zonal disintegration of deep roadway surrounding rock |
| CN103089275A (en) * | 2013-01-16 | 2013-05-08 | 山东大学 | Control method of surrounding rocks in water-rich very-broken surrounding rock tunnel collapse sections |
| CN103993891A (en) * | 2014-03-12 | 2014-08-20 | 淮南矿业(集团)有限责任公司 | Rapid roadway construction method for soft and broken surrounding rocks of deep coal mine and support system |
| CN205117366U (en) * | 2015-07-27 | 2016-03-30 | 山西潞安矿业(集团)有限责任公司 | Supporting device is encircleed to two pressure -bearings of big soft broken coal road of section |
| CN106837352A (en) * | 2017-01-22 | 2017-06-13 | 中南大学 | Fault belt surrounding rock tunnel construction method |
| CN107387141A (en) * | 2017-09-12 | 2017-11-24 | 中国矿业大学 | A kind of self-drilling type difference slip casting assembled bolt and its anchoring process |
| CN108035742A (en) * | 2017-11-16 | 2018-05-15 | 河南理工大学 | A kind of passive harmonious method for protecting support of extreme rockburst tunnel master |
| CN207554077U (en) * | 2017-11-16 | 2018-06-29 | 河南理工大学 | The passive harmonious supporting construction of extreme rockburst tunnel master |
| CN108166981A (en) * | 2017-12-31 | 2018-06-15 | 中铁十九局集团第二工程有限公司 | Tunnel soft rock large deformation section construction technology |
| CN208502786U (en) * | 2018-07-17 | 2019-02-15 | 湖南科技大学 | Multilevel hierarchy suspension device for rich water sandy gravel stratum tunnel |
Non-Patent Citations (1)
| Title |
|---|
| 陈庆;曹光华;单雪丽;: "工字钢与钢格栅支护性能对比分析", 人民长江 * |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109578007A (en) * | 2018-11-26 | 2019-04-05 | 中铁二十局集团有限公司 | Pass through that high angle is inverse to rush rich water richness sand tomography tunnel excavation and drainage and construction method |
| CN109578007B (en) * | 2018-11-26 | 2019-10-11 | 中铁二十局集团有限公司 | Pass through that high angle is inverse to rush rich water richness sand tomography tunnel excavation and drainage and construction method |
| CN111472809A (en) * | 2019-09-10 | 2020-07-31 | 西南交通大学 | Rich-water moraine layer supporting structure and rich-water moraine layer supporting system |
| CN111335899A (en) * | 2020-03-24 | 2020-06-26 | 中国电建集团成都勘测设计研究院有限公司 | Advanced support device for water-saturated plastic clay and use method |
| CN111365031A (en) * | 2020-04-09 | 2020-07-03 | 宿州市健生矿山设备有限公司 | Network grouting device and using method thereof |
| CN111648771A (en) * | 2020-07-14 | 2020-09-11 | 河南理工大学 | Water-retaining mining device for controlling roof aquifer destruction |
| CN111911195A (en) * | 2020-08-05 | 2020-11-10 | 湖南科技大学 | Regenerated top plate control method for determining optimal cementation time of critical block cracks |
| CN112664244A (en) * | 2020-12-24 | 2021-04-16 | 南华大学 | Mining engineering borehole operation cave wall support frame |
| CN113090258A (en) * | 2021-05-25 | 2021-07-09 | 中国石油天然气股份有限公司 | Deep shale gas horizontal well fracturing differentiation design method based on logging data |
| CN113090258B (en) * | 2021-05-25 | 2023-06-16 | 中国石油天然气股份有限公司 | Deep shale gas horizontal well fracturing differentiation design method based on logging data |
| CN114294018A (en) * | 2021-12-30 | 2022-04-08 | 中国矿业大学 | Method for rapid passing of advanced dense top protection layer grouting in loose slip region |
| CN114294018B (en) * | 2021-12-30 | 2024-01-26 | 中国矿业大学 | Quick grouting passing method for advanced dense top protection layer in loose sliding area |
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