CN109026070A - A kind of buried lane cave country rock near field stress regulation and control method - Google Patents
A kind of buried lane cave country rock near field stress regulation and control method Download PDFInfo
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- CN109026070A CN109026070A CN201810946607.7A CN201810946607A CN109026070A CN 109026070 A CN109026070 A CN 109026070A CN 201810946607 A CN201810946607 A CN 201810946607A CN 109026070 A CN109026070 A CN 109026070A
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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
- 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
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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
- E21D11/14—Lining predominantly with metal
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
-
- 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
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/155—Laggings made of strips, slats, slabs or sheet piles
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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Abstract
The invention discloses a kind of buried lane cave country rock near field stress regulation and control methods, this method is in roadway excavation and implement after gib, comprising steps of surrounding rock body to be radially in turn divided into rock pillar circle and cracked district and/or arch circle from the near to the distant along tunnel, if in lane wall Drilling dry hole, each drilling is set to sequentially pass through rock pillar circle and cracked district and/or arch circle, then presplitting is carried out to cracked district and/or slip casting is carried out to arch circle, finally using having the hydraulic anchor of constant resistance and large deformation characteristic to carry out supporting to rock pillar circle, realize that constant resistance and large deformation allows pressure to release energy.Hydraulic anchor supporting is combined with presplitting and/or grouting process, it realizes that near field high stress efficiently blocks and/or shift the Multi-regulation effect of depression of order respectively on the basis of stress steady state release, fundamentally solves the rocks catastrophe problems such as the cave country rock large deformation of deep lane, roof fall wall caving and rock burst.
Description
Technical field
The present invention relates to rock pressure administrative skill fields, in particular to a kind of to allow pressure to release energy hydraulic anchor branch based on stable state
The buried lane cave country rock near field stress regulation and control method of shield, can be widely used for tunnel, tunnel, tunnel and the chamber under high stress environment
Etc. buried engineering, it is particularly suitable for the prevention and control in tunnel and the rocks catastrophe such as surrounding rock of chamber large deformation and rock burst under condition of high ground stress.
Background technique
With the acceleration of globalization of world economy, the huge resource consumption of economic development makes earth superficial part resource gradually withered
It exhausts, deep mining has become the new normality of various countries' Mining Development.Currently, coal mine and metallic ore maximum mining depth in global range
1500m and 4350m is reached respectively, it is contemplated that there will be 1/3 or more mining depth to meet or exceed in 10~15 China Nian Nei of future
1000 meters.Deep mining environment is more complicated, and most significant feature is there are high initial field stress, according to South Africa in-situ stress mensuration knot
Fruit, 1000~5000m depth crustal stress reach 50~135MPa.Crustal stress is rock catastrophe and the basic driving that mine pressure shows
Power, after the Underground Engineering Excavations such as lane cave, surrouding rock stress, which generates to concentrate, is further formed high mining induced stress, thus induce rock burst and
The various high-magnitude disasters such as large deformation are frequently high-incidence, the unconventional breakoff phenomenon of rock mass (plate is split, rock core cake, subregion rupture etc.) day
Benefit highlights.The many underground hazards and technical problem that deep activity faces are that the lower high stress ring of movement is adopted in deep after all
Caused by border and its variation.
Currently, mine mostly used for deep wall rock Large Deformation Support improve Surrounding Rock Strength (grouting and reinforcing, anchor note etc.) and
Strength support technology (building noisy, frame canopy, anchor net etc.) is controlled.The study found that improving Support Resistance to stress field of the surrounding rock and modeling
Property area distribution influence it is limited, into deep high stress environment after the above method it is hard to work, lane cave needs repeatedly reprocess.In addition,
The initial energy storage of hard rock of metal mine deep is high, and dynamic disaster tendentiousness is bigger, elastic strain energy easily transient state under excavation disturbance
Release, and existing passive Control Technology is difficult to fundamentally solve the disasters problem such as rock burst.As it can be seen that research deep high stress regulation
Method, releasing near field high-stress state and carrying out benign conversion to low stress seems particularly necessary in buried engineering.Currently, people
Some exploration and practices have been carried out to coal high stress Depressurized mining, be related to exploitation protective layer relevant to deep-well mining,
Optimize Development system and adopts quasi- work arrangement, overhead caving, hole slot release, explosion/hydraulic fracture, the lane Xiang Waijue etc., but stress
Regulating effect is unobvious.For example, the Chinese patent of publication number CN107083961A, which is disclosed, presses by force tunnel based on pressure break circle
Stress transfer method forms the blocking heavily stressed propagation in deep of pressure break circle by carrying out pressure break to roadway surrounding rock, due to pressure break circle
Outer country rock is difficult to form self-supporting structures, and stress barrier effect is limited.Patent No. CN103726872A, CN103899330A,
CN204267040U, CN104763432A and CN103061808A are all made of drilling/slot or are aided with explosion presplitting mode and unloaded
Pressure, destroys the stability of country rock, and roadway surrounding rock is caused to be difficult to control.Other related patents, as CN102852522A,
CN105569659A and CN103758570A uses hydraulic fracturing or explosion side by hydraulic slotted liner technique or the prefabricated grooving of machine cuts
Formula cutting covers tight roof on tunnel, eliminates the influence of stress concentration, but it is high initial to change deep lane cave country rock near field
Stress state.
Summary of the invention
In view of the above problems in the prior art, the present invention provides a kind of buried lane cave country rock near field stress regulation and control method, will
Stress steady state release is blocked and/or is shifted with stress and combines, and to change the distribution characteristics and the regularity of distribution of near field stress, is formed
Expected off-load low stress area inhibits rock catastrophe to occur.
To achieve the above object, a kind of technical solution of the present invention is:
A kind of buried lane cave country rock near field stress regulation and control method in roadway excavation and implement after gib, packet
Include step:
(S11) surrounding rock body is radially in turn divided into rock pillar circle and cracked district from the near to the distant along tunnel；
(S12) if in lane wall Drilling dry hole, each drilling is made to sequentially pass through rock pillar circle and cracked district；
(S13) with the juncture area of rock pillar circle and cracked district in the first ductus arteriosus occluder hole, presplitting shape is carried out to cracked district
It at crack, and penetrates through adjacent borehole circumference crack each other, blocks stress transfer path；
(S14) supporting, the hydraulic anchor packet are carried out to rock pillar circle using the hydraulic anchor with constant resistance and large deformation characteristic
The anchor rod body for including hydraulic constant-resistance device and being connected with hydraulic constant-resistance device, hydraulic constant-resistance device include scalable transmission shaft and
Automatic tapping device, scalable transmission shaft can stretch in hydraulic constant-resistance device under anchor rod body drive, scalable biography
The direction of moving axis elongation is packaged with hydraulic oil, and scalable transmission shaft is enabled to apply extruding force to hydraulic oil while elongation,
Automatic tapping device is used to realize when oil pressure increases and unloads liquid automatically and keep constant working resistance；In Bracing Process, centainly
Surrouding rock deformation power so that anchor rod body is pulled scalable transmission elongate axis, triggering automatic tapping device unloads liquid automatically, realizes constant-resistance
Large deformation allows pressure to release energy.
Preferably, arch circle delimited outside cracked district, corresponding, each drilling sequentially passes through rock pillar circle and cracked district extends to
Arch circle outer boundary further comprises the steps of: before the step (S13) with cracked district in the second ductus arteriosus occluder hole and arch circle
Juncture area carries out slip casting to arch circle, realizes near field in arch circle from bearer properties using arch circle according to Pu Shi arch is theoretical
Heavily stressed transfer depression of order.It is furthermore preferred that the injection slurry uses cement soluble glass paste system.It is furthermore preferred that described
One, the second plugging device is all made of steel volume high pressure rubber hose material and is made, and can expand rapidly, can effectively block after plugging device inflation
Drilling, prevents leakage, and have many advantages, such as wear-resisting, pressure-resistant and reusable.
Preferably, the presplitting mode is that hydraulic fracturing or explosion orient presplitting.Further, the presplitting mode is waterpower
Pressure break further includes the steps that opening up several presplitting slots in corresponding borehole fracturing section, to guide crackle before implementing hydraulic fracturing
Extension.It is furthermore preferred that the presplitting slot is formed using hydraulic slotted liner technique or machine cuts mode, most preferred scheme is using waterpower
Slot method, and adulterate pomegranate in high pressure water and material is sanded, realize the hydraulic slotted liner technique of high-intensitive rock mass.
Preferably, 40~60cm of the presplitting groove depth, 5~10cm of width, 20~40cm of spacing.
Preferably, the rock pillar circle thickness is N meters bigger than roadway surrounding rock plastic zone thickness, wherein 0.5≤N≤2.
Preferably, the 4~6m of drilling depth, 56~90mm of aperture, 800~2500mm of pitch of holes.
Preferably, the support pattern is anchor net yield supporting or combined supporting.It is furthermore preferred that the anchor net yield supporting
Metal mesh is aided with using hydraulic anchor, supporting is carried out to rock pillar circle, the combined supporting is using anchor net yield supporting auxiliary spray
It penetrates concrete, steel band, anchor cable, frame canopy etc. and supporting is carried out to rock pillar circle.
Preferably, the rock pillar circle, the thickness of cracked district and arch circle under km Conditions of Buried Depth be respectively 2.5~
3.0m, 0.5~1.0m, 1.0~2.0m, when buried depth reaches 2000m or more, each ring layer thickness suitably increases 0.5~1.5m.
Preferably, the hydraulic constant-resistance device further include hydraulic cylinder and sealing be socketed in the hydraulic inside wall of cylinder can front and back from
By mobile piston, cylinder chamber is divided into cavity and hydraulic fluid chamber two parts by piston, and scalable biography is provided in cavity
Moving axis, scalable transmission shaft one end are fixedly connected with piston nose face, and the other end is fixed in cavity and piston nose face
Opposite side, piston rear end face is connected with anchor rod body, and in Bracing Process, certain surrouding rock deformation power draws anchor rod body
Piston is squeezed to hydraulic fluid chamber and is slided, and triggering automatic tapping device unloads liquid automatically.
Preferably, the hydraulic constant-resistance device is detachably connected with anchor rod body, after the cave discarded use of lane, it is dismountable go out
Hydraulic constant-resistance device, in case multiplexing.It is furthermore preferred that the automatic tapping device is triple-use valve, there is fluid injection, unload liquid and keep oil
Constant multiple functions are pressed, can guarantee the safety of hydraulic constant-resistance device, convenient for its maintenance, are improved service life.
Another technical solution of the present invention is:
A kind of buried lane cave country rock near field stress regulation and control method in roadway excavation and implement after gib,
It is characterized in that, comprising steps of
(S21) surrounding rock body is radially in turn divided into rock pillar circle and arch circle from the near to the distant along tunnel；
(S22) if in lane wall Drilling dry hole, each drilling is made to sequentially pass through rock pillar circle and arch circle；
(S23) with the juncture area of rock pillar circle and arch circle in third ductus arteriosus occluder hole, slip casting, benefit are carried out to arch circle
The heavily stressed transfer depression of order near field is realized from bearer properties with arch circle；
(S24) supporting, the hydraulic anchor packet are carried out to rock pillar circle using the hydraulic anchor with constant resistance and large deformation characteristic
The anchor rod body for including hydraulic constant-resistance device and being connected with hydraulic constant-resistance device, hydraulic constant-resistance device include scalable transmission shaft and
Automatic tapping device, scalable transmission shaft can stretch in hydraulic constant-resistance device under anchor rod body drive, scalable biography
The direction of moving axis elongation is packaged with hydraulic oil, and scalable transmission shaft is enabled to apply extruding force to hydraulic oil while elongation,
Automatic tapping device is used to realize when oil pressure increases and unloads liquid automatically and keep constant working resistance；In Bracing Process, centainly
Surrouding rock deformation power so that anchor rod body is pulled scalable transmission elongate axis, triggering automatic tapping device unloads liquid automatically, realizes constant-resistance
Large deformation allows pressure to release energy.
Preferably, the third plugging device is compiled high pressure rubber hose material using steel and is made.
Beneficial effects of the present invention:
Supporting is carried out to rock pillar circle using the hydraulic anchor with constant resistance and large deformation characteristic, can not only discharge country rock pressure
Power, and it is adapted to and controls country rock large deformation, high stress and elastic strain energy in steady state release rock mass.Further in rock pillar
Cracked district and/or arch circle delimited in circle periphery, and respectively reached stress using presplitting and/or bored grouting mode and efficiently blocked
And/or the purpose of transfer depression of order, it realizes benign conversion of the lane cave country rock high stress to low stress, fundamentally solves deep lane
The rocks catastrophe problem such as the large deformation of cave country rock, roof fall wall caving and rock burst.In view of above-mentioned excellent characteristics, present invention is particularly suitable for depths
The engineerings such as the longer tunnel of the length of service and chamber under portion's high stress environment are frequently reprocessed with to eliminate the engineerings such as deep lane cave and are brought
Adverse effect, and guarantee working security.
Detailed description of the invention
Fig. 1 is the preferred solution of the invention implementation result figure；
Fig. 2 is grouting system structural schematic diagram；
Fig. 3 is fracturing system structural schematic diagram；
Fig. 4 is detachable hydraulic anchor structure schematic diagram；
In figure: the tunnel 1-, 2- rock pillar circle, 3- cracked district, 4- arch circle, 5- drilling, 6- presplitting slot, the first plugging device of 7-,
8- detachable hydraulic anchor pole, the second plugging device of 9-, 301- high pressure water generator, 302- abrasive material generating device, 303- water-supply-pipe,
304- sediment transport pipe, 305- connector, 306- water injection pipe, 307- presplitting slot, 308- water jet cutting head, 401- waterglass agitator,
402- cement slurry agitator, 403- pulp-absorbing pipe, 404- grouting pump, 405- feed pipe for mortar, 406- flow control valve, 407- mixer,
408- connection hose, 409- quick coupling, 410- Grouting Pipe, 801- nut, 802- pallet, 803- energy-absorbing plate, 804- hydraulic permanent
Hinder device, 805- connector sleeve, 806- anchor rod body, 807- stirring-head, 8041- turret head, 8042- column casing, the scalable biography of 8043-
Moving axis, 8044- vacuum cavity, 8045- piston, 8046- hydraulic fluid chamber, 8047- connecting rod, the aperture 8048-, 8049- triple-use valve.
Specific embodiment
With reference to the accompanying drawing and specific embodiment the present invention is described in detail.
Referring to Fig. 1-4, for a kind of preferred embodiment of buried lane cave country rock near field of the invention stress regulation and control method.The program is answered
The basic ideas of power regulation are: tunnel 1 carries out gib after excavating, and surrounding rock body is in turn divided into along 1 radial direction of tunnel
Rock pillar circle 2, cracked district 3 and arch circle 4.The thickness of rock pillar circle 2, cracked district 3 and arch circle 4 under km Conditions of Buried Depth is respectively
2.5~3.0m, 0.5~1.0m, 1.0~2.0m, when buried depth reaches 2000m or more, each ring layer thickness suitably increases 0.5~
1.5m.If 1 lane Nei Yan wall bores dry hole 5 into rock mass using drilling machine in tunnel, by arch circle 4, cracked district 3 and rock pillar circle
2 carry out bored grouting, hydraulic fracturing and anchor net yield supporting respectively constructs three-level stress regulation and control system, realizes that near field height is answered respectively
The transfer depression of order of power, efficiently blocking and steady state release, thoroughly eliminate the influence of buried engineering high stress Disastrous environment.The stress tune
The Build Order of control system is as follows:
Step 1: building stress transfer depression of order system.
Referring to fig. 2, slip casting is carried out to 4 rock mass of arch circle by each drilling 5 using cement-water glass double grouting system,
Drill from bottom plate and successively carried out to top plate drilling, by improve deep rock mass intensity construct it is one closed, have from bearer properties
Stalk arch rigid balancing structure, by overlying strata pressure be transferred to 4 arch springing two sides of arch circle realize self-balancing, be effectively improved lane cave
Surrouding rock stress distribution makes lane cave country rock be in low stress off-load region within balance arch circle 4, realizes lane cave country rock near field
Heavily stressed transfer depression of order.The double-liquid grouting system includes waterglass agitator 401, cement slurry agitator 402, pulp-absorbing pipe
403, grouting pump 404, feed pipe for mortar 405, flow control valve 406, mixer 407, connection hose 408, quick coupling 409, slip casting
Pipe 410 and the first plugging device 7.Specifically, steps are as follows for grouting process:
(a1) prepare rock drilling equipment in tunnel 1, eye position is marked according to the position reconnoitred in advance, using rock drilling machine along lane
Drilling 5 of the cave palisades to country rock deep 4.0~6.0m of depth drilled and 56~90mm of aperture, drilling direction and excavation region are free
Face is at predetermined inclination, and drill 5 800~2500mm of array pitch.After the completion of drilling, using landwaste in high-pressure blast cleaning eye and check at
Hole quality.
(a2) it assembles double-liquid grouting system: waterglass agitator 401 and cement slurry agitator 402 is passed through into pulp-absorbing pipe
403 are connected with Double-liquid mud-injection pump 404, and two kinds of slurries reach mixer 407 through feed pipe for mortar 405 and mixed, mixed slurry
It is connected by quick coupling 409 with Grouting Pipe 410 through connection hose 408.The proportion of dual slurry on feed pipe for mortar 405 by disposing
Flow control valve 406 be adjusted.Grouting system carries out packer permeability test after being completed, check whether equipment state is normal.
(a3) the second plugging device 9 and the connection of Grouting Pipe 410 are placed in predetermined position in hole, and make the second plugging device device 9
The juncture area of cracked district 3 and arch circle 4 in drilling.It opens the second plugging device 9 to be fixed, 410 head of Grouting Pipe is provided with
The circular hole of pulp, the following body of rod of slip casting tube head can realize spreading by spiral or pin joint connection type by more piece.Injecting paste material
Portland cement and waterglass compounding are selected, is 25~40 Baume degrees, water according to ratio of mud 0.5:1~1.5:1, concentration of sodium silicate
Glass paste and the proportion of grout volume ratio 0.3:1~1:1 carry out slurrying, and 404 pressure limit of grouting pump drills according to arch circle
Coring rock-mass quality is set as 0.5~6.0MPa, hole-specifically carries out slip casting from lane cave bottom plate to top plate, when midge amount is less than 20~60L/
Min and while stablizing 20~30min, stop slip casting, dismantle and cleaning equipment.
Step 2: building stress efficiently blocks system.
Fig. 3 is participated in, first radially cutting forms several presplitting slots 307, presplitting slot in drilling 5 using fracturing system
307 crack initiation directions and the radial angle of drilling 5 are controllable, and preferably 90 °.With the first plugging device 7 in interior rock pillar circle 2 and the cracked district of drilling
3 juncture area is blocked, and hydraulic fracturing is carried out, until 5 fracturing section wall-rock cracks of each drilling are mutually communicated, makes cracked district 3
Rock mass loses medium continuity, effectively cuts off the connection of the outer high stress of arch circle 4 and roadway surrounding rock near field stress, blocks arch circle
4 outer high stresses are propagated to lane cave country rock near field.The fracturing system includes high pressure water generator 301, abrasive material hair
Generating apparatus 302, water-supply-pipe 303, sediment transport pipe 304, connector 305, water injection pipe 306, presplitting slot 307 and water jet cutting head 308 etc..
The detailed implementation steps of hydraulic fracturing are as follows:
(b1) it assembles fracturing system: underground water supply water pipe access high-pressure water generator 301 being pressurized, is opened
Abrasive material generating device 302, high pressure water are through water-supply-pipe 303 and sediment transport pipe 304, and the high pressure water and abrasive material of output are at connector 305
It is mixed, and is connected with water injection pipe 306, system connection is followed by the pipelines such as water flowing, electricity, and carries out test experiments.
(b2) it cuts presplitting slot 307: water jet cutting head 308 being installed in 306 distalmost end of water injection pipe, by water jet cutting head 308
5 predetermined positions of drilling are placed in, abrasive material generating device 302 is opened, 60~120MPa hydraulic pressure is set according to 3 rock mass strength of cracked district,
According to the sequence of construction from back to bottom plate, 3 region of cracked district cuts form several and drilling 5 from inside to outside in drilling 5
At the presplitting slot 307 of predetermined angle, propagation direction is provided for hydraulic fracturing, 307 40~60cm of depth of presplitting slot, width 5~
10cm, 20~40cm of spacing.
(b3) after all construction of presplitting slot 307 completions, water injection pipe 306 is exited, water jet cutting head 308 and abrasive material hair are removed
Generating apparatus 302 installs the first plugging device 7 to the juncture area position of rock pillar circle 2 and cracked district 3 and forms closing fracturing section.It opens
Fracturing system carries out experiment of leaking hunting, when system is normal, set 60~120MPa hydraulic pressure, to drilling 5 in 3 rock mass of cracked district into
Row hydraulic fracturing penetrates through adjacent borehole circumference crack each other, blocks stress transfer path, removes equipment later.
In step (b3), hydraulic fracturing is a kind of embodiment, can also be using various ways such as explosion orientation presplitting
Equivalent substitute, similarly, in step (b2), presplitting slot 307 can be used drill bit machine cuts mode and be converted.Water jet cutting head
Angle can be adjusted flexibly between 308 and water injection pipe 306, and abrasive material uses pomegranate sand, realize the hydraulic slotted liner technique of high-intensitive rock mass.
In above-mentioned steps, the first, second plugging device is all made of steel volume high pressure rubber hose material and is made, and includes by compression swelling
Structure, inflation and release can be fast implemented by connecting with small-sized hand-operated air pump, can effectively be blocked drilling 5, be prevented leakage, and
Have many advantages, such as it is wear-resisting, pressure-resistant and reusable, convenient for recycling use.
Step 3: building stress steady state release system.
Referring to fig. 4, it is aided with what metal mesh helped back within cracked district 3 and two using detachable hydraulic anchor pole 8
Rock pillar circle 2 carries out supporting, and 2 thickness of rock pillar circle is 0.5~2.0m bigger than roadway surrounding rock plastic zone thickness, and roadway surrounding rock excavation is avoided to disturb
The dynamic plastic zone formed generates perforation with cracked district 3 and bolting with wire mesh is caused to fail.Detachable hydraulic anchor pole 8 uses hydraulic constant-resistance
Device 804 allows pressure actively to adapt to and control deep wall rock deformation under conditions of keeping high supporting intensity constant by unloading liquid, surely
State discharges high resiliency energy storage in country rock, realizes the steady state release of roadway surrounding rock near field stress, improving stability of surrounding rocks in roadway is effectively ensured.
The anchor pole includes nut 801, pallet 802, energy-absorbing plate 803, hydraulic constant-resistance device 804, connector sleeve 805, anchor rod body 806, stirs
Mix first 807.Wherein, hydraulic constant-resistance device 804 includes turret head 8041, column casing 8042, scalable transmission shaft 8043, vacuum cavity
8044, piston 8045, hydraulic fluid chamber 8046, connecting rod 8047, aperture 8048 and triple-use valve 8049, the sealing of piston 8045 are socketed in column
In cylinder 8042, column casing 8042 is divided for 8046 two chambers of vacuum cavity 8044 and hydraulic fluid chamber, 8045 front/rear end edge of piston
Hydraulic cylinder is axially respectively welded scalable transmission shaft 8043 and connecting rod 8047, and aperture 8048 is nearby equipped with triple-use valve 8049,
Scalable transmission shaft 8043 is moved with piston 8045 to the sliding of hydraulic fluid chamber 8046 with piston 8045 by connecting rod 8047 to produce
It is raw flexible, while triple-use valve 8049 carries out unloading liquid automatically and keeping constant working resistance when hydraulic fluid chamber 8046 is extruded, it is real
Existing constant resistance and large deformation allows pressure to release energy.Detailed suspension roof support implementation steps are as follows:
(c1) prepare support apparatus and the materials such as Anchor Agent, roof-bolter, assemble detachable hydraulic anchor pole 8, anchor rod body
806 heads are welded with connector sleeve 805, and tail portion is welded with stirring-head 807, and connecting rod 8047 is stretched out from aperture 8048, with anchor rod body
806 realize threaded connection by connector sleeve 805, and then successively energy-absorbing plate 803 and pallet 802 are sleeved in hydraulic constant-resistance device
804 heads, and nut 801 is screwed on to fasten.
(c2) arch circle 4 and the corresponding drilling section of cracked district 3 are blocked using stemming, and drills to supporting section and carries out borehole cleaning.
(c3) resins of volume 2~3 or cement mortar Anchor Agent are fitted into specific bit in drilling 5 to postpone, to hydraulic constant-resistance device
804 fluid injections are laid with metal mesh until reach design pressure, along roadway's sides and top plate palisades, by roof-bolter by the anchor pole of assembling
Across metal mesh opening push-in drilling 5 and 20~30s of Anchor Agent is stirred, tightens hydraulic constant-resistance device after the solidification of bottom hole Anchor Agent
Nut 801 on 804 applies certain pretightning force to it, when deep wall rock deformation force is more than the specified work of detachable hydraulic anchor pole 8
When making resistance, hydraulic constant-resistance device 804 allows pressure to unload liquid to extend automatically by triple-use valve 8049, constantly adapts to and control country rock
Deformation.
(c4) after supporting, hydraulic constant-resistance device 804 is removed, is recycled.
8 length of detachable hydraulic anchor pole is greater than roadway surrounding rock plastic zone 0.5~1.0m of thickness, and is no more than rock pillar circle
2 thickness.Roof-bolter is acted on 8041 torque of turret head and passes to connecting rod 8047 by scalable transmission shaft 8043, realizes connecting rod 8047
With the connection and disassembly of connector sleeve 805.Scalable transmission shaft 8043 includes several segments joint, and each joint is bonded by spline, axis
Segment number and its length are set as needed, and then regulate and control anchor pole stroke and reach design requirement.Triple-use valve 8049 has fluid injection
Valve, safety valve and the multiple functions for unloading liquid valve member, wherein liquid-filling valve is used to inject high pressure anti-wear into hydraulic fluid chamber 8046 hydraulic
Oil, injection oil pressure are set according to working resistance；Safety valve is used to keep constant-resistance working characteristics, when large deformation or country rock occurs in country rock
When energy discharges suddenly, liquid can be slowly unloaded by safety valve and realizes the steady-state slip of piston 8045 and keeps constant work resistance
Power；After removing hydraulic constant-resistance device 804, the peace that hydraulic oil is conducive to protect hydraulic constant-resistance device 804 is laid down by drainage valve
Quan Xing, convenient for its maintenance.Hydraulic constant-resistance device 804 effectively combines hydraulic damping and scalable transmission, improves anchor pole
Scalable amount and impact resistance improve working resistance adjustability, can adapt under conditions of keeping supporting intensity constant
And anchor pole constant resistance and large deformation is realized in deformation controlling for rock surrounding gateways, high resiliency energy storage in steady state release country rock.Stirring-head 807 is in twisted shape,
The contact area with Anchor Agent is increased, the quick stirring and its coupling with anchor rod body 806 for being conducive to Anchor Agent improve
Anchor force between 806 anchored end of anchor rod body and country rock.To meet wear-resisting, durable, pressure-resistant and erosion-resisting performance requirement, hole
Mouth 8048 uses nano ceramic material component seal, and the metal component of hydraulic constant-resistance device 804 is cast using completely new 27 silicomanganese material
It makes.
Based on These characteristics, detachable hydraulic anchor pole 8 can not only be used to control the cave surrouding rock deformation of mine lane and energy
Release, and preferable supporting effect is all had for tunnel and side slope and dam body etc. in tunnel in traffic engineering, hydraulic engineering
With power type damage control ability.Certainly, above-mentioned anchor net yield supporting can also assist other modes carry out combined supporting, it is described its
His mode includes but is not limited at least one of gunite concrete, steel band, anchor cable, frame canopy, and be not limited to lane cave top plate and
Two help, and lane cave bottom plate occurs equally to use anchor net yield supporting or combined supporting when pucking.
For the application that above scheme is better described, a kind of implementation method exemplified below is described in detail:
In this method, 1 5000 × 3700mm of cross dimensions of stalk Semicircular tunnel, the lane measured using borehole television method
Road plastic zone of surrounding rock is with a thickness of 1.5~1.8m.Gib is carried out using forestope after excavation, it is hydraulic using Boomer K111
Drill jumbo is from back country rock to the floor rocks drilling 5 that successively depth drilled is 5.0m, aperture is 56mm, between drilling 5
Array pitch is 800mm.Rock pillar circle 2, cracked district 3 and 4 width of arch circle are respectively 2.5m, 1.0m and 1.5m.
Using grouting system by drilling 5 to 4 rock mass of arch circle carry out slip casting, from lane cave bottom plate drill to top plate drilling according to
Secondary progress.Injecting paste material ratio of mud 0.8:1, cement slurry and waterglass volume ratio 1:0.5, concentration of sodium silicate are 35 Baume degrees, water
Mud uses 42.5 portland cements, and slip casting pump pressure is set as 5.0MPa.First plugging device 7 and the second plugging device 9 are all made of steel volume
High pressure rubber hose material is made, and can expand rapidly after inflation, length 15cm, diameter 46mm, maximum swelling outer diameter 84mm, most
Big pressure resistance is up to 200MPa, is placed in drilling 5 and 5 mortar leakage prevention leaks of drilling can be effectively blocked.Grouting Pipe 410 is hollow steel pipe,
Diameter is 42mm, head length 0.5m, is provided with the circular hole of diameter 5mm pulp, circular hole spacing 10cm, head is with lower body of rod by length
The more piece of 1.0~1.5m forms, and is attached by helical structure.
After the completion of slip casting, hydraulic slotted liner technique is carried out to 3 rock mass of cracked district using fracturing system and hydraulic fracturing, waterpower are cut
Slit is sent out at several presplitting slots 307, presplitting slot 307 depth 50cm, width 5cm, spacing 20cm by the abrasive material of fracturing system
302 secondary injection cutting head 308 of generating apparatus is completed, and hydraulic pressure is set to 80Mpa, is sprayed between cut direction and 306 axial direction of water injection pipe
Angle is 90 °.
After the completion of slip casting and hydraulic fracturing, metal mesh is aided with using detachable hydraulic anchor pole 8, rock pillar circle 2 is propped up
Shield, metal mesh specification areAnchor rod body 806 is the left-handed no longitudinal rib twisted steel anchor rod of good-extensibility,
Length 1.5m.806 diameter of section 18mm of anchor rod body, 807 15~30cm of length of twisted shape stirring-head, left-handed fried dough twist windup-degree
540 °/mm, the two material is Q235 common iron.805 length 10cm of connector sleeve, internal diameter 18mm, built-in overall length screw thread make to connect
The attachment force of bar 8047 and connector sleeve 805 is greater than the ultimate tensile strength of anchor rod body 806.In hydraulic constant-resistance device 804, column casing
8042 long 90cm, outer diameter 48mm, wall thickness 5mm；8045 diameter 38mm of piston, thickness 20mm, connecting rod 8047 is 70cm long, diameter and anchor
Club shaft 806 is consistent, and 8042 front end of column casing opens up the long 10cm of external screw thread, turret head 8041 nominal diameter 41mm, thickness 12mm.
High Pressure Antiwear Hydraulic is injected by triple-use valve 8049, hydraulic constant-resistance can be calculated according to hydraulic constant-resistance device materials yield strength and filled
The theoretical work resistances of 804 generations is set up to 150~250kN.In practical applications, anchor rod body 806 and 8047 diameter of connecting rod be simultaneously
It is not limited to above-mentioned size, the two bar diameter equal variable, as mine normal different according to drilling 5 and hydraulic 804 outer diameter of constant-resistance device
Size has 16,18,20,22mm, and certainly, 8047 diameter of connecting rod can also be inconsistent with anchor rod body 806, in identical work
Under the conditions of resistance, 8047 diameter design of connecting rod is smaller or 8042 diameter design of column casing is larger can increase in hydraulic fluid chamber 8046
Effective sectional area avoids influencing the service life of hydraulic constant-resistance device 804 because the hydraulic oil pressure of outer note is excessive.To make to connect
Stress is more uniform, and 3 sections of transmission joints are coupled by rectangular spline, the long 30cm of every section of joint, and total stroke is 60cm, adjacent axis
The variable diameter amount for saving initial and tail sections is 1~2mm.Nut 801 uses M48 hex nut, is greater than with hydraulic 804 bonding strength of constant-resistance device
806 tensile strength of anchor rod body.Pallet 802 is metal butterfly pallet, and having a size of 120mm × 120mm × 10mm, central circular is logical
Bore dia 60mm.Energy-absorbing plate 803 is made of foamed aluminium, can prevent country rock energy from discharging suddenly and wash out nut 801 and pallet 802,
It is having a size of 200mm × 200mm × 40mm, central circular through hole diameter 60mm.
The above embodiments and description only describe concrete operating principles of the invention, are not departing from the present invention
Under the premise of spirit and scope, various changes and improvements may be made to the invention, these changes and improvements both fall within claimed
In the scope of the invention, the claimed scope of the invention is defined by appended claims and its method of equal effect.
Claims (10)
1. a kind of buried lane cave country rock near field stress regulation and control method in roadway excavation and implement after gib, special
Sign is, comprising steps of
(S11) surrounding rock body is radially in turn divided into rock pillar circle and cracked district from the near to the distant along tunnel；
(S12) if in lane wall Drilling dry hole, each drilling is made to sequentially pass through rock pillar circle and cracked district；
(S13) with the juncture area of rock pillar circle and cracked district in the first ductus arteriosus occluder hole, presplitting formation is carried out to cracked district and is split
Gap, and penetrate through adjacent borehole circumference crack each other, block stress transfer path；
(S14) using having the hydraulic anchor of constant resistance and large deformation characteristic to carry out supporting to rock pillar circle, the hydraulic anchor includes liquid
Pressure constant-resistance device and the anchor rod body that is connected with hydraulic constant-resistance device, hydraulic constant-resistance device include scalable transmission shaft and automatically
Liquid discharge device, scalable transmission shaft can stretch in hydraulic constant-resistance device under anchor rod body drive, scalable transmission shaft
The direction of elongation is packaged with hydraulic oil, enables scalable transmission shaft to apply extruding force to hydraulic oil while elongation, automatically
Liquid discharge device is used to realize when oil pressure increases and unloads liquid automatically and keep constant working resistance；In Bracing Process, certain encloses
Rock deformation force makes anchor rod body pull scalable transmission elongate axis, and triggering automatic tapping device unloads liquid automatically, realizes the big change of constant-resistance
Shape allows pressure to release energy.
2. the method according to claim 1, wherein further include: arch circle delimited outside cracked district, it is corresponding,
Each drilling sequentially passes through rock pillar circle and cracked district extends to arch circle outer boundary, and use is further comprised the steps of: before the step (S13)
The juncture area of cracked district and arch circle in second ductus arteriosus occluder hole carries out slip casting to arch circle, is carried certainly using arch circle
Characteristic realizes the heavily stressed transfer depression of order near field.
3. method according to claim 1 or 2, which is characterized in that the presplitting mode is that hydraulic fracturing or explosion orient
Presplitting.
4. according to the method described in claim 3, it is characterized in that, the presplitting mode is hydraulic fracturing, in implementation waterpower pressure
Before splitting, further include the steps that opening up several presplitting slots in corresponding drilling section, to guide crack propagation.
5. according to the method described in claim 4, it is characterized in that, the presplitting groove depth 40~60cm, 5~10cm of width,
20~40cm of spacing.
6. method according to claim 1 or 2, which is characterized in that the rock pillar circle thickness is thicker than roadway surrounding rock plastic zone
Spend it is N meters big, wherein 0.5≤N≤2.
7. method according to claim 1 or 2, which is characterized in that the 4~6m of drilling depth, 56~90mm of aperture, hole
800~2500mm of spacing.
8. method according to claim 1 or 2, which is characterized in that the support pattern is anchor net yield supporting or joint
Supporting.
9. method according to claim 1 or 2, which is characterized in that the hydraulic constant-resistance device further include hydraulic cylinder and
Sealing be socketed in the hydraulic inside wall of cylinder can the free-moving piston in front and back, cylinder chamber is divided into cavity and hydraulic oil by piston
Chamber two parts are provided with scalable transmission shaft in cavity, and scalable transmission shaft one end is fixedly connected with piston nose face, the other end
It is fixed at side opposite with piston nose face in cavity, piston rear end face is connected with anchor rod body, in Bracing Process,
Certain surrouding rock deformation power makes anchor rod body that piston be pulled to squeeze sliding to hydraulic fluid chamber, and triggering automatic tapping device unloads automatically
Liquid realizes that constant resistance and large deformation allows pressure to release energy.
10. a kind of buried lane cave country rock near field stress regulation and control method in roadway excavation and implement after gib, special
Sign is, comprising steps of
(S21) surrounding rock body is radially in turn divided into rock pillar circle and arch circle from the near to the distant along tunnel；
(S22) if in lane wall Drilling dry hole, each drilling is made to sequentially pass through rock pillar circle and arch circle；
(S23) with the juncture area of rock pillar circle and arch circle in third ductus arteriosus occluder hole, slip casting is carried out to arch circle, utilizes arch
Shape circle realizes the heavily stressed transfer depression of order near field from bearer properties；
(S24) using having the hydraulic anchor of constant resistance and large deformation characteristic to carry out supporting to rock pillar circle, the hydraulic anchor includes liquid
Pressure constant-resistance device and the anchor rod body that is connected with hydraulic constant-resistance device, hydraulic constant-resistance device include scalable transmission shaft and automatically
Liquid discharge device, scalable transmission shaft can stretch in hydraulic constant-resistance device under anchor rod body drive, scalable transmission shaft
The direction of elongation is packaged with hydraulic oil, enables scalable transmission shaft to apply extruding force to hydraulic oil while elongation, automatically
Liquid discharge device is used to realize when oil pressure increases and unloads liquid automatically and keep constant working resistance；In Bracing Process, certain encloses
Rock deformation force makes anchor rod body pull scalable transmission elongate axis, and triggering automatic tapping device unloads liquid automatically, realizes the big change of constant-resistance
Shape allows pressure to release energy.
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109372556A (en) * | 2018-09-30 | 2019-02-22 | 淮阴工学院 | A kind of sandwich arch and construction method suitable for high stressed soft rock tunnel supporting roadway surrounding rock |
| CN109670275A (en) * | 2019-02-12 | 2019-04-23 | 内蒙古科技大学 | A kind of determination of stability method of U-shaped steel antiarch supported laneway bottom plate |
| CN110849316A (en) * | 2019-11-29 | 2020-02-28 | 华北水利水电大学 | Method for quantitatively evaluating damage area based on surrounding rock deformation modulus test |
| CN112459813A (en) * | 2020-10-30 | 2021-03-09 | 山东东山新驿煤矿有限公司 | Anchor cable setting calculation method for fully mechanized mining face advance support |
| CN114738021A (en) * | 2022-03-29 | 2022-07-12 | 盾构及掘进技术国家重点实验室 | Large-deformation short anchor yielding supporting structure and method for high-ground-stress soft rock tunnel |
| CN116480392A (en) * | 2023-06-21 | 2023-07-25 | 矿冶科技集团有限公司 | Rock column reinforcing method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10231520A (en) * | 1997-02-20 | 1998-09-02 | Raito Kogyo Co Ltd | Soundness inspection method for grout material in underground anchor construction |
| CN102220866A (en) * | 2011-04-17 | 2011-10-19 | 山东科技大学 | Pressure relief and consolidation synergizing prevention and control method for rock burst in deep coal drift |
| CN102518436A (en) * | 2011-11-14 | 2012-06-27 | 山东科技大学 | Method for controlling tectonic rock burst in coal mine tunneling |
| CN105781572A (en) * | 2016-03-11 | 2016-07-20 | 中南大学 | Deep mine hard rock roadway stress adsorption layer structured support method |
| CN107035387A (en) * | 2016-12-12 | 2017-08-11 | 贵州理工学院 | A kind of roadway surrounding rock control method under the influence of strong dynamic pressure |
-
2018
- 2018-08-20 CN CN201810946607.7A patent/CN109026070B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10231520A (en) * | 1997-02-20 | 1998-09-02 | Raito Kogyo Co Ltd | Soundness inspection method for grout material in underground anchor construction |
| CN102220866A (en) * | 2011-04-17 | 2011-10-19 | 山东科技大学 | Pressure relief and consolidation synergizing prevention and control method for rock burst in deep coal drift |
| CN102518436A (en) * | 2011-11-14 | 2012-06-27 | 山东科技大学 | Method for controlling tectonic rock burst in coal mine tunneling |
| CN105781572A (en) * | 2016-03-11 | 2016-07-20 | 中南大学 | Deep mine hard rock roadway stress adsorption layer structured support method |
| CN107035387A (en) * | 2016-12-12 | 2017-08-11 | 贵州理工学院 | A kind of roadway surrounding rock control method under the influence of strong dynamic pressure |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109372556A (en) * | 2018-09-30 | 2019-02-22 | 淮阴工学院 | A kind of sandwich arch and construction method suitable for high stressed soft rock tunnel supporting roadway surrounding rock |
| CN109670275A (en) * | 2019-02-12 | 2019-04-23 | 内蒙古科技大学 | A kind of determination of stability method of U-shaped steel antiarch supported laneway bottom plate |
| CN109670275B (en) * | 2019-02-12 | 2022-06-07 | 内蒙古科技大学 | Stability determination method for U-shaped steel inverted arch supporting roadway bottom plate |
| CN110849316A (en) * | 2019-11-29 | 2020-02-28 | 华北水利水电大学 | Method for quantitatively evaluating damage area based on surrounding rock deformation modulus test |
| CN112459813A (en) * | 2020-10-30 | 2021-03-09 | 山东东山新驿煤矿有限公司 | Anchor cable setting calculation method for fully mechanized mining face advance support |
| CN114738021A (en) * | 2022-03-29 | 2022-07-12 | 盾构及掘进技术国家重点实验室 | Large-deformation short anchor yielding supporting structure and method for high-ground-stress soft rock tunnel |
| CN116480392A (en) * | 2023-06-21 | 2023-07-25 | 矿冶科技集团有限公司 | Rock column reinforcing method |
| CN116480392B (en) * | 2023-06-21 | 2023-09-29 | 矿冶科技集团有限公司 | Rock column reinforcing method |
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