CN109026070B - Near-field stress regulation and control method for surrounding rock of deep-buried roadway cave - Google Patents
Near-field stress regulation and control method for surrounding rock of deep-buried roadway cave Download PDFInfo
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- E—FIXED CONSTRUCTIONS
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- 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
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- 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
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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
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
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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
- 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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- 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
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Abstract
The invention discloses a near-field stress regulation and control method for surrounding rock of a deep-buried roadway cave, which is implemented after excavation and temporary support of the roadway, and comprises the following steps: the method comprises the steps of dividing a surrounding rock body into a rock column ring and a fracture ring and/or an arch ring from near to far in the radial direction of a roadway, drilling a plurality of drill holes in the wall of the roadway, enabling the drill holes to penetrate through the rock column ring and the fracture ring and/or the arch ring in sequence, then pre-cracking the fracture ring and/or grouting the arch ring, and finally adopting a hydraulic anchor rod with the constant-resistance large-deformation characteristic to support the rock column ring so as to achieve constant-resistance large-deformation yielding and energy releasing. The hydraulic anchor rod support and the presplitting and/or grouting process are combined, the multi-stage regulation and control effect of near-field high-stress efficient blocking and/or transferring order reduction is realized on the basis of stress steady state release, and the rock catastrophe problems of large deformation, roof caving, rock burst and the like of the surrounding rock of the deep roadway cave are fundamentally solved.
Description
Technical Field
The invention relates to the technical field of mine ground pressure management, in particular to a near-field stress regulation and control method for a deep-buried roadway surrounding rock based on steady-state yielding energy-releasing hydraulic anchor rod support, which can be widely used for deep-buried projects such as roadways, tunnels, chambers and the like in a high-stress environment, and is particularly suitable for preventing and controlling rock catastrophes such as large deformation and rock burst of the roadway and chamber surrounding rock under a high-stress condition.
Background
With the acceleration of global economy in the world, the shallow resources of the earth are gradually exhausted due to the huge resource consumption of economic development, and deep mining becomes a new normal state for mining development of various countries. At present, the maximum mining depths of coal mines and metal mines in the global range reach 1500m and 4350m respectively, and the mining depth of more than 1/3 mines in China is estimated to reach or exceed 1000 meters in 10-15 years in the future. The deep mining environment is complex, the most remarkable characteristic is that high initial ground stress exists, and according to the determination result of the ground stress in south Africa, the depth ground stress of 1000-5000 m reaches 50-135 MPa. The ground stress is the fundamental driving force for the catastrophe and the pressure display of rock, and after underground engineering such as roadway cave and the like is excavated, the surrounding rock stress generates concentration to further form high mining stress, so that various high-magnitude disasters such as rock burst, large deformation and the like are induced to frequently and highly occur, and the irregular damage phenomena (slab crack, core caking, partition fracture and the like) of rock mass are increasingly highlighted. The foundation of a plurality of ground pressure disasters and technical problems faced by deep activities is caused by high stress environment and variation thereof under the action of deep mining.
At present, mines are controlled by adopting surrounding rock strength improvement (grouting reinforcement, anchoring and grouting and the like) and strong supporting technologies (building brouhaha, shed erecting, anchor net and the like) aiming at deep surrounding rock large-deformation supporting. Researches find that the improvement of the supporting resistance has limited influence on the distribution of a surrounding rock stress field and a plastic area, the method is difficult to work after entering a deep high-stress environment, and the roadway cave needs to be repaired for many times. In addition, the initial energy storage of hard rock in the deep part of the metal mine is extremely high, the dynamic disaster tendency is larger, the elastic strain energy is easy to release in a transient state under the excavation disturbance, and the traditional passive prevention and control technology is difficult to fundamentally solve the disaster problems such as rock burst and the like. Therefore, the research on deep high stress regulation and control methods is particularly necessary in deep-buried engineering to relieve near-field high stress state and perform benign conversion to low stress. At present, people develop some exploration and practice for coal high stress pressure relief mining, and relate to mining protective layers, an optimized development system, mining preparation engineering arrangement, forced caving, hole slot pressure relief, blasting/hydraulic fracturing, roadway driving outside a roadway and the like related to deep well mining, but the stress regulation and control effect is not obvious. For example, chinese patent publication No. CN107083961A discloses a method for transferring stress of a rock burst roadway based on a fracture ring, which blocks the propagation of deep high stress by fracturing a surrounding rock of the roadway to form the fracture ring, and the stress blocking effect is limited because the surrounding rock of the fracture ring is difficult to form a self-supporting structure. The patent numbers CN103726872A, CN103899330A, CN204267040U, CN104763432A and CN103061808A all adopt drilling/grooves or assist in a blasting pre-splitting mode to relieve pressure, so that the stability of surrounding rocks is damaged, and the surrounding rocks of the roadway are difficult to control. Other related patents, such as CN102852522A, CN105569659A and CN103758570A, use hydraulic fracturing or blasting to cut off the hard roof covering the roadway by means of hydraulic cutting or mechanical cutting of the pre-cut groove, which eliminates the effect of stress concentration, but cannot change the near-field high initial stress state of the surrounding rock of the deep roadway.
Disclosure of Invention
Aiming at the problems in the prior art, the invention provides a near-field stress regulating method for surrounding rocks of a deep-buried roadway cave, which combines stress steady-state release with stress blocking and/or transfer to change the distribution characteristics and the distribution rule of near-field stress, form an expected unloading low-stress area and inhibit rock catastrophe.
In order to achieve the purpose, the invention adopts a technical scheme that:
a near-field stress regulation and control method for surrounding rock of a deep-buried roadway cave is implemented after excavation and temporary support of the roadway, and comprises the following steps:
(S11) dividing the surrounding rock mass into a rock pillar ring and a fracture ring from near to far in the radial direction of the roadway;
(S12) drilling a plurality of boreholes in the roadway wall such that each borehole passes through the pillar ring and the fracture ring in sequence;
(S13) plugging the boundary area of the rock pillar ring and the fracture ring in the hole by using a first plugging device, pre-cracking the fracture ring to form a fracture, and enabling peripheral fractures of adjacent drill holes to be communicated with each other to block a stress transmission path;
(S14) supporting the rock pillar ring by using a hydraulic anchor rod with constant resistance and large deformation characteristic, wherein the hydraulic anchor rod comprises a hydraulic constant resistance device and an anchor rod body connected with the hydraulic constant resistance device, the hydraulic constant resistance device comprises a telescopic transmission shaft and an automatic liquid discharging device, the telescopic transmission shaft can be driven by the anchor rod body to stretch in the hydraulic constant resistance device, hydraulic oil is packaged in the stretching direction of the telescopic transmission shaft, so that the telescopic transmission shaft can apply extrusion force to the hydraulic oil while stretching, and the automatic liquid discharging device is used for realizing automatic liquid discharging and keeping constant working resistance when the oil pressure is increased; in the supporting process, a certain surrounding rock deformation force enables the anchor rod body to pull the telescopic transmission shaft to extend, the automatic liquid discharging device is triggered to automatically discharge liquid, and constant-resistance large-deformation yielding and energy releasing is achieved.
Preferably, an arch ring is defined outside the fracture ring, and correspondingly, each drilling hole sequentially penetrates through the rock pillar ring and the fracture ring to extend to the outer boundary of the arch ring, and the step (S13) is preceded by the step of: and plugging the junction area of the crack ring and the arch ring in the hole by using a second plugging device, grouting the arch ring, and realizing the transfer order reduction of near-field high stress in the arch ring by using the self-bearing characteristic of the arch ring according to the Pushi arch theory. More preferably, the grouting liquid adopts a cement-water glass two-liquid system. More preferably, the first stopper and the second stopper are both made of steel-woven high-pressure rubber hose materials, and can expand rapidly after being inflated, so that the drill holes can be effectively blocked, liquid leakage is prevented, and the plugging device has the advantages of wear resistance, pressure resistance, reusability and the like.
Preferably, the pre-splitting mode is hydraulic fracturing or blasting directional pre-splitting. Furthermore, the pre-cracking mode is hydraulic fracturing, and before the hydraulic fracturing is implemented, the method further comprises the step of arranging a plurality of cracking slots in the corresponding drilling fracturing section so as to guide crack propagation. More preferably, the pre-crack groove is formed by adopting a hydraulic cutting mode or a mechanical cutting mode, and the most preferred scheme is that a hydraulic cutting method is adopted, and pomegranate sand grinding materials are doped in high-pressure water to realize hydraulic cutting of the high-strength rock mass.
Preferably, the depth of the pre-splitting groove is 40-60 cm, the width is 5-10 cm, and the distance is 20-40 cm.
Preferably, the thickness of the rock pillar circle is N meters greater than that of a plastic zone of the surrounding rock of the roadway, wherein N is more than or equal to 0.5 and less than or equal to 2.
Preferably, the drilling depth is 4-6 m, the aperture is 56-90 mm, and the hole spacing is 800-2500 mm.
Preferably, the supporting mode is combined supporting. More preferably, the combined support is an anchor net yielding support, the anchor net yielding support adopts a hydraulic anchor rod and is assisted by a metal net to support the rock pillar ring, or the combined support adopts the anchor net yielding support to assist the sprayed concrete, a steel belt, an anchor cable, a shed and the like to support the rock pillar ring.
Preferably, the thicknesses of the rock pillar ring, the fissure ring and the arch ring under the kilometer burial depth condition are respectively 2.5-3.0 m, 0.5-1.0 m and 1.0-2.0 m, and when the burial depth reaches more than 2000m, the thickness of each ring layer is properly increased by 0.5-1.5 m.
Preferably, the hydraulic constant-resistance device further comprises a hydraulic cylinder and a piston which is sleeved on the inner wall of the hydraulic cylinder in a sealing mode and can freely move back and forth, the piston divides an inner cavity of the hydraulic cylinder into a cavity and a hydraulic oil cavity, a telescopic transmission shaft is arranged in the cavity, one end of the telescopic transmission shaft is fixedly connected with the front end face of the piston, the other end of the telescopic transmission shaft is fixedly arranged on one side, opposite to the front end face of the piston, in the cavity, the rear end face of the piston is connected with the anchor rod body, and in the supporting process, a certain surrounding rock deformation force enables the anchor rod body to pull the piston to extrude and.
Preferably, the hydraulic constant-resistance device is detachably connected with the anchor rod body, and the hydraulic constant-resistance device can be detached after the tunnel cave is abandoned for reuse. More preferably, the automatic liquid discharging device is a three-way valve, has multiple functions of injecting liquid, discharging liquid and keeping the oil pressure constant, can ensure the safety of the hydraulic constant-resistance device, is convenient to maintain and prolongs the service life.
The other technical scheme adopted by the invention is as follows:
a near-field stress regulation and control method for surrounding rock of a deep-buried roadway cave is implemented after excavation of the roadway and temporary support, and is characterized by comprising the following steps of:
(S21) dividing the surrounding rock mass into a pillar ring and an arch ring from near to far in the radial direction of the roadway;
(S22) drilling a plurality of boreholes in the wall of the roadway such that each borehole passes through the pillar ring and the arch ring in sequence;
(S23) plugging the junction area of the rock pillar ring and the arch ring in the hole by using a third plugging device, grouting the arch ring, and realizing the transfer order reduction of near-field high stress by using the self-bearing characteristic of the arch ring;
(S24) supporting the rock pillar ring by using a hydraulic anchor rod with constant resistance and large deformation characteristic, wherein the hydraulic anchor rod comprises a hydraulic constant resistance device and an anchor rod body connected with the hydraulic constant resistance device, the hydraulic constant resistance device comprises a telescopic transmission shaft and an automatic liquid discharging device, the telescopic transmission shaft can be driven by the anchor rod body to stretch in the hydraulic constant resistance device, hydraulic oil is packaged in the stretching direction of the telescopic transmission shaft, so that the telescopic transmission shaft can apply extrusion force to the hydraulic oil while stretching, and the automatic liquid discharging device is used for realizing automatic liquid discharging and keeping constant working resistance when the oil pressure is increased; in the supporting process, a certain surrounding rock deformation force enables the anchor rod body to pull the telescopic transmission shaft to extend, the automatic liquid discharging device is triggered to automatically discharge liquid, and constant-resistance large-deformation yielding and energy releasing is achieved.
Preferably, the third plugging device is made of a steel-woven high-pressure rubber hose material.
The invention has the beneficial effects that:
the hydraulic anchor rod with the constant-resistance large-deformation characteristic is adopted to support the rock pillar ring, so that the surrounding rock pressure can be released, the large deformation of the surrounding rock can be adapted and controlled, and the high stress and elastic strain energy in the rock mass can be released in a stable state. Further, a fissure ring and/or an arch ring are/is defined at the periphery of the rock pillar ring, and the purposes of efficiently blocking stress and/or transferring and reducing order are/is achieved by adopting a presplitting and/or drilling grouting mode, so that the benign conversion from high stress to low stress of the roadway cave surrounding rock is realized, and the rock catastrophe problems of large deformation, roof caving, rock burst and the like of the deep roadway cave surrounding rock are fundamentally solved. In view of the excellent characteristics, the invention is particularly suitable for projects such as roadways, chambers and the like with longer service life in deep high-stress environments, so as to eliminate the adverse effect caused by frequent repair of the projects such as deep roadways, chambers and the like and ensure the construction safety.
Drawings
FIG. 1 is a graph showing the effect of the preferred embodiment of the present invention;
FIG. 2 is a schematic structural view of a grouting system;
FIG. 3 is a schematic diagram of a hydraulic fracturing system;
FIG. 4 is a schematic view of a detachable hydraulic anchor rod structure;
in the figure: 1-roadway, 2-rock column ring, 3-crack ring, 4-arch ring, 5-drilling hole, 6-pre-crack groove, 7-first plugging device, 8-detachable hydraulic anchor rod, 9-second plugging device, 301-high pressure water generator, 302-abrasive generating device, 303-water pipe, 304-sand conveying pipe, 305-connector, 306-water injection pipe, 307-pre-crack groove, 308-jet cutting head, 401-water glass stirring barrel, 402-cement paste stirring barrel, 403-slurry suction pipe, 404-slurry injection pump, 405-slurry conveying pipe, 406-flow regulating valve, 407-mixer, 408-connecting hose, 409-energy-absorbing quick connector, 410-slurry injection pipe, 801-nut, 802-tray, 803-plate, 804-hydraulic constant-resistance device, 805-connecting sleeve, 806-anchor rod body, 807-stirring head, 8041-hexagonal head, 8042-column casing, 8043-telescopic transmission shaft, 8044-vacuum cavity, 8045-piston, 8046-hydraulic oil cavity, 8047-connecting rod, 8048-orifice and 8049-three-purpose valve.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments.
Referring to fig. 1-4, a preferred scheme of the near-field stress control method for the surrounding rock of the deep-buried roadway cave is provided. The basic idea of the scheme for stress regulation is as follows: after the roadway 1 is excavated, temporary support is carried out, and surrounding rock masses are sequentially divided into a rock pillar ring 2, a fracture ring 3 and an arch ring 4 along the radial direction of the roadway 1. The thicknesses of the rock pillar ring 2, the fracture ring 3 and the arch ring 4 under the kilometer burial depth condition are respectively 2.5-3.0 m, 0.5-1.0 m and 1.0-2.0 m, and when the burial depth reaches more than 2000m, the thickness of each ring layer is properly increased by 0.5-1.5 m. A plurality of drill holes 5 are drilled into a rock mass along the wall of a roadway in a roadway 1 by a drilling machine, and a three-stage stress regulation and control system is constructed by respectively performing drilling grouting, hydraulic fracturing and anchor net yielding support on an arch ring 4, a fracture ring 3 and a rock pillar ring 2, so that transfer order reduction, efficient blocking and steady state release of near-field high stress are respectively realized, and the influence of a high-stress catastrophe environment of a deep-buried project is thoroughly eliminated. The construction sequence of the stress regulation system is as follows:
the method comprises the following steps: and constructing a stress transfer reduced-order system.
Referring to fig. 2, a cement-water glass double-liquid grouting system is adopted to perform grouting on the arch ring 4 rock mass through each drilling hole 5, drilling holes from the bottom plate to the top plate are sequentially performed, a closed straight wall arch rigid balance structure with self-bearing characteristics is constructed by improving the strength of the deep rock mass, overlying rock pressure is transferred to two sides of an arch foot of the arch ring 4 to realize self balance, the stress distribution state of the surrounding rock of the roadway cave is effectively improved, the surrounding rock of the roadway cave is located in a low-stress unloading area within the balance arch ring 4, and the transfer reduction of near-field high stress of the surrounding rock of the roadway cave is realized. The double-liquid grouting system comprises a water glass stirring barrel 401, a cement slurry stirring barrel 402, a slurry suction pipe 403, a grouting pump 404, a slurry conveying pipe 405, a flow regulating valve 406, a mixer 407, a connecting hose 408, a quick connector 409, a grouting pipe 410 and a first plugging device 7. Specifically, the grouting process comprises the following steps:
(a1) preparing rock drilling equipment in a roadway 1, marking an eye position according to a position surveyed in advance, drilling a drilling hole 5 with the depth of 4.0-6.0 m and the aperture of 56-90 mm to the deep part of surrounding rock along the rock wall of the roadway cave by using a rock drilling machine, forming a preset inclination angle between the drilling direction and the free surface of an excavation area, and arranging the distance between the drilling holes 5 to be 800-2500 mm. After drilling, high-pressure air is adopted to clean rock debris in the hole and check the quality of the formed hole.
(a2) Assembling a double-liquid grouting system: the water glass mixing barrel 401 and the cement slurry mixing barrel 402 are both connected with a double-liquid grouting pump 404 through a slurry suction pipe 403, the two slurries reach a mixer 407 through a slurry conveying pipe 405 to be mixed, and the mixed slurries are connected with a grouting pipe 410 through a quick connector 409 through a connecting hose 408. The proportioning of the two-fluid slurry is adjusted by a flow regulating valve 406 arranged on a slurry conveying pipe 405. And performing a water pressing test after the grouting system is assembled, and checking whether the equipment state is normal.
(a3) Connecting a second plugging device 9 and a grouting pipe 410 in a preset position in a hole, enabling the second plugging device 9 to be located in a junction area of a crack ring 3 and an arch ring 4 in the hole, opening the second plugging device 9 for fixing, forming a circular hole for grout outlet at the head of the grouting pipe 410, enabling the rod body below the head of the grouting pipe to be lengthened in a spiral or pin connection mode, selecting silicate cement and water glass for compounding grouting materials, grouting according to the proportion of 0.5: 1-1.5: 1 of water cement ratio, 25-40 baume of water glass concentration and 0.3: 1-1: 1 of water glass volume ratio, grouting from a roadway floor to a roof according to the water cement ratio of 0.5: 1-1.5: 1, grouting 404, setting the pressure range of a grouting pump to 0.0 MPa according to the mass of an arch ring drilling core rock mass, grouting from the roadway floor to the roof hole by hole, stopping grouting when the grout sucking amount is less than 20-60L/min and is stable for 20-30 min, and disassembling and cleaning equipment.
Step two: and constructing a stress efficient blocking system.
Referring to fig. 3, a plurality of pre-splitting grooves 307 are formed in the borehole 5 by cutting in the radial direction by using a hydraulic fracturing system, and the fracture initiation direction of the pre-splitting grooves 307 is controllable, preferably 90 degrees, from the radial direction of the borehole 5. And plugging the boundary area of the rock pillar ring 2 and the fracture ring 3 in the drilled hole by using a first plugging device 7, and carrying out hydraulic fracturing until surrounding rock fractures of the fracturing sections of the drilled holes 5 are communicated with each other, so that the rock mass of the fracture ring 3 loses medium continuity, the connection between the high stress outside the arch ring 4 and the near-field stress of the surrounding rock of the roadway is effectively cut off, and the high stress outside the arch ring 4 is blocked from being transmitted to the near-field of the surrounding rock of the roadway. The hydraulic fracturing system comprises a high-pressure water generator 301, an abrasive generating device 302, a water conveying pipe 303, a sand conveying pipe 304, a connector 305, a water injection pipe 306, a pre-splitting groove 307, a jet cutting head 308 and the like. The hydraulic fracturing is implemented in detail as follows:
(b1) assembling the hydraulic fracturing system: the underground water supply pipe is connected to an ultrahigh pressure water generator 301 for pressurization, an abrasive generating device 302 is started, high pressure water is mixed with a sand conveying pipe 304 through a water conveying pipe 303, the output high pressure water and abrasive are mixed at a connector 305 and are connected with a water injection pipe 306, and after the system is connected, pipelines such as water, electricity and the like are connected, and a test experiment is carried out.
(b2) Cutting the pre-splitting groove 307: installing a jet cutting head 308 at the farthest end of a water injection pipe 306, placing the jet cutting head 308 at a preset position of a drill hole 5, starting an abrasive material generating device 302, setting a water pressure of 60-120 MPa according to the strength of a rock mass of a fracture ring 3, cutting a plurality of pre-cracking grooves 307 forming preset included angles with the drill hole 5 from inside to outside in the fracture ring 3 area in the drill hole 5 according to a construction sequence from a roadway top plate to a bottom plate, and providing an expansion direction for hydraulic fracturing, wherein the depth of each pre-cracking groove 307 is 40-60 cm, the width of each pre-cracking groove is 5-10 cm, and the distance of.
(b3) After all the pre-cracking grooves 307 are constructed, the water injection pipe 306 is withdrawn, the jet cutting head 308 and the abrasive generating device 302 are removed, and a first plugging device 7 is installed at the junction area of the rock pillar ring 2 and the fracture ring 3 to form a closed fracturing section. And (3) starting a hydraulic fracturing system to carry out a leak detection experiment, setting a water pressure of 60-120 MPa when the system is normal, carrying out water injection fracturing on the rock mass of the fracture ring 3 in the drill hole 5, enabling peripheral fractures of adjacent drill holes to be communicated with each other, blocking a stress transmission path, and then dismantling the equipment.
In the step (b3), hydraulic fracturing is only one embodiment, and various equivalent alternatives such as directional pre-fracturing of blasting can also be adopted, and similarly, in the step (b2), the pre-fracturing groove 307 can be changed by adopting a mechanical cutting mode of a drill bit. The angle between the jet cutting head 308 and the water injection pipe 306 can be flexibly adjusted, and the abrasive adopts pomegranate sand, so that hydraulic cutting of the high-strength rock mass is realized.
In the above steps, the first plugging device and the second plugging device are both made of steel-woven high-pressure rubber hose materials, contain a compression expansion structure, are connected with a small-sized manual air pump, can quickly realize inflation expansion and pressure relief, can effectively plug the drilled hole 5, prevent liquid leakage, have the advantages of wear resistance, pressure resistance, reusability and the like, and are convenient to recycle.
Step three: and constructing a stress steady-state release system.
Referring to fig. 4, a detachable hydraulic anchor rod 8 is adopted to support a tunnel top plate and a rock column ring 2 on two sides in the fracture ring 3 with the aid of a metal net, the thickness of the rock column ring 2 is 0.5-2.0 m larger than that of a plastic zone of surrounding rocks of a tunnel, and anchor net support failure caused by the fact that the plastic zone formed by excavation disturbance of the surrounding rocks of the tunnel is communicated with the fracture ring 3 is avoided. The detachable hydraulic anchor rod 8 adopts the hydraulic constant-resistance device 804 to let the pressure actively adapt to and control the deformation of the deep surrounding rock through unloading the liquid under the condition of keeping the high supporting strength unchanged, stably releases high-elasticity energy storage in the surrounding rock, realizes the stable release of the near-field stress of the surrounding rock of the roadway, and effectively ensures the stability of the surrounding rock of the roadway. The anchor rod comprises a nut 801, a tray 802, an energy absorption plate 803, a hydraulic constant-resistance device 804, a connecting sleeve 805, an anchor rod body 806 and a stirring head 807. The hydraulic constant-resistance device 804 comprises a hexagonal head 8041, a column 8042, a telescopic transmission shaft 8043, a vacuum cavity 8044, a piston 8045, a hydraulic oil cavity 8046, a connecting rod 8047, an orifice 8048 and a three-way valve 8049, wherein the piston 8045 is hermetically sealed in the column 8042, the column 8042 is divided into two chambers, namely the vacuum cavity 8044 and the hydraulic oil cavity 8046, the telescopic transmission shaft 8043 and the connecting rod 8047 are respectively welded on the front end surface and the rear end surface of the piston 8045 along the axial direction of a hydraulic cylinder, the three-way valve 8049 is installed near the orifice 8048, the piston 8045 is driven by the connecting rod 8047 to slide towards the hydraulic oil cavity 8046, so that the telescopic transmission shaft 8043 moves along with the piston 8045 to generate stretching, and meanwhile, the three-way valve 8049 automatically discharges liquid and keeps constant working resistance when the hydraulic oil cavity. The detailed bolting implementation steps are as follows:
(c1) support equipment and materials such as an anchoring agent and an anchor rod machine are prepared, a detachable hydraulic anchor rod 8 is assembled, a connecting sleeve 805 is welded at the head of an anchor rod body 806, a stirring head 807 is welded at the tail of the anchor rod body 806, a connecting rod 8047 extends out of an orifice 8048 and is in threaded connection with the anchor rod body 806 through the connecting sleeve 805, then an energy absorption plate 803 and a tray 802 are sequentially sleeved at the head of a hydraulic constant-resistance device 804, and a nut 801 is screwed for fastening.
(c2) And (3) plugging the drilling sections corresponding to the arch ring 4 and the fracture ring 3 by using stemming, and cleaning the drilled holes of the support section.
(c3) 2-3 rolls of resin or cement mortar anchoring agent are filled into a drill hole 5 for specified positions, liquid is injected into a hydraulic constant-resistance device 804 until the designed pressure is reached, metal meshes are laid along two sides of a roadway and a top plate rock wall, an assembled anchor rod penetrates through metal meshes to be pushed into the drill hole 5 by means of an anchor rod machine and is stirred for 20-30 s, a nut 801 on the hydraulic constant-resistance device 804 is screwed down after the hole bottom anchoring agent is solidified, a certain pretightening force is applied to the nut, and when the deep surrounding rock deformation force exceeds the rated working resistance of a detachable hydraulic anchor rod 8, the hydraulic constant-resistance device 804 enables the pressure-relief liquid to automatically extend through a three-way valve 8049, so that the surrounding rock deformation is continuously adapted and controlled.
(c4) And after the support is finished, the hydraulic constant-resistance device 804 is detached and recycled.
The length of the detachable hydraulic anchor rod 8 is larger than the thickness of a plastic zone of roadway surrounding rock by 0.5-1.0 m and is not larger than the thickness of the rock pillar ring 2. The telescopic transmission shaft 8043 transmits the torque applied by the anchor machine on the hexagonal head 8041 to the connecting rod 8047, so that the connecting rod 8047 and the connecting sleeve 805 can be connected and detached. The telescopic transmission shaft 8043 comprises a plurality of sections of shaft joints, each shaft joint is in key joint through a spline, the number of sections of the shaft joints and the length of the sections of the shaft joints are set as required, and then the telescopic amount of the anchor rod is regulated and controlled to meet the design requirement. The three-way valve 8049 has multiple functions of a liquid injection valve, a safety valve and a liquid discharge valve, wherein the liquid injection valve is used for injecting high-pressure anti-wear hydraulic oil into the hydraulic oil cavity 8046, and the injection oil pressure is set according to the working resistance; the safety valve is used for keeping constant-resistance working characteristics, and when the surrounding rock is greatly deformed or the energy of the surrounding rock is suddenly released, the stable sliding of the piston 8045 can be realized by slowly discharging liquid through the safety valve, and the constant working resistance is kept; after the hydraulic constant-resistance device 804 is removed, the hydraulic oil is removed through the liquid discharge valve, so that the safety of the hydraulic constant-resistance device 804 is protected, and the maintenance of the hydraulic constant-resistance device is facilitated. The hydraulic constant-resistance device 804 effectively combines hydraulic damping and telescopic transmission, improves the telescopic amount and the shock resistance of the anchor rod, improves the adjustability of working resistance, can adapt to and control the deformation of the surrounding rock under the condition of keeping the supporting strength unchanged, releases high-elasticity stored energy in the surrounding rock in a stable state, and realizes the constant-resistance large deformation of the anchor rod. The stirring head 807 is in a twist shape, so that the contact area with the anchoring agent is increased, the rapid stirring of the anchoring agent and the coupling of the anchoring agent and the anchor rod body 806 are facilitated, and the anchoring force between the anchoring end of the anchor rod body 806 and surrounding rock is improved. In order to meet the performance requirements of wear resistance, durability, pressure resistance and corrosion resistance, the orifice 8048 is sealed by a nano ceramic material element, and a metal component of the hydraulic constant-resistance device 804 is cast by a brand-new 27 silicon-manganese material.
Based on the characteristics, the detachable hydraulic anchor rod 8 can be used for controlling deformation and energy release of surrounding rocks of the mine roadway cave, and has better supporting effect and dynamic disaster prevention and control capacity on tunnels in traffic engineering, tunnels in hydraulic engineering, slopes, dam bodies and the like. Of course, the above-mentioned anchor net yielding support can also assist other modes to carry out combined support, the other modes include but not limited to at least one of shotcrete, steel strip, anchor cable, and shed, and is not limited to roadway cave roof and two sides, and the combined support such as anchor net yielding support is also adopted when the floor of roadway cave is bottom-bulging.
To better illustrate the application of the above scheme, the following is a detailed description exemplifying one implementation:
according to the method, the section size of a straight-wall semi-circular arch roadway 1 is 5000 × 3700mm, the thickness of a plastic zone of roadway surrounding rock measured by a drilling television method is 1.5-1.8 m, a front canopy is adopted for temporary support after excavation, drill holes 5 with the depth of 5.0m and the pore diameter of 56mm are drilled in sequence from the roadway top plate surrounding rock to the bottom plate surrounding rock by a Boomer K111 hydraulic rock drilling jumbo, the row spacing among the drill holes 5 is 800mm, and the widths of a rock column ring 2, a fracture ring 3 and an arch ring 4 are respectively 2.5m, 1.0m and 1.5 m.
And grouting is carried out on the rock mass of the arch ring 4 through the drilling hole 5 by adopting a grouting system, and the drilling from the roadway cave bottom plate to the top plate is carried out in sequence. The water cement ratio of the grouting material is 0.8:1, the volume ratio of cement paste to water glass is 1:0.5, the concentration of the water glass is 35 Baume degrees, the cement is 42.5 Portland cement, and the pressure of a grouting pump is 5.0 MPa. The first plugging device 7 and the second plugging device 9 are both made of steel woven high-pressure rubber hose materials, can expand rapidly after being inflated, have the length of 15cm, the diameter of 46mm, the maximum expansion outer diameter of 84mm and the maximum withstand voltage of up to 200MPa, and can effectively plug the drill hole 5 to prevent slurry leakage and water leakage when being placed in the drill hole 5. The grouting pipe 410 is a hollow steel pipe, the diameter of the grouting pipe is 42mm, the length of the head of the grouting pipe is 0.5m, circular holes with the diameter of 5mm for grout discharge are formed, the distance between the circular holes is 10cm, a rod body below the head of the grouting pipe is composed of multiple sections with the length of 1.0-1.5 m, and the grouting pipe is connected through a spiral structure.
After grouting, performing hydraulic fracture and hydraulic fracturing on the fractured ring 3 rock mass by using a hydraulic fracturing system, wherein if a hydraulic fracture is formed in the fracturing groove 307, the depth of the fracturing groove 307 is 50cm, the width of the fracturing groove is 5cm, the distance of the fracturing groove is 20cm, the hydraulic fracturing system is completed by using an abrasive generating device 302 of the hydraulic fracturing system to assist a jet cutting head 308, the water pressure is set to be 80MPa, and the included angle between the jet cutting direction and the axial direction of a water injection pipe 306 is 90 degrees.
After grouting and hydraulic fracturing are completed, a detachable hydraulic anchor rod 8 is adopted to support the rock pillar ring 2 with the aid of a metal net, and the specification of the metal net is
The anchor rod body 806 is a left-handed non-longitudinal rib deformed steel anchor rod with good extensibility and is 1.5m long. The cross section of the anchor rod body 806 is 18mm, and the length of the twist-shaped stirring head 807 is 1530cm, a left-handed twist torsion angle of 540 DEG/mm, the two are made of Q235 common steel, a connecting sleeve 805 is 10cm in length, the inner diameter is 18mm, full-length threads are arranged in the connecting sleeve, so that the connecting force between a connecting rod 8047 and the connecting sleeve 805 is larger than the ultimate tensile strength of an anchor rod body 806, in the hydraulic constant-resistance device 804, a cylinder 8042 is 90cm in length, the outer diameter is 48mm, the wall thickness is 5mm, a piston 8045 is 38mm in diameter and 20mm in thickness, a connecting rod 8047 is 70cm in length, the diameter is the same as that of the anchor rod body 806, the outer thread is 10cm in length, a hexagon head 8041 is nominal diameter of 41mm, the thickness is 12mm, high-pressure wear-resistant hydraulic oil is injected through a three-way valve 8049, theoretical working resistance generated by the hydraulic constant-resistance device 804 can be calculated to 150-250 kN. in practical application according to the yield strength of the hydraulic constant-resistance device, the diameters of the anchor rod body 806 and the connecting rod 8047 are not limited to the above dimensions, the diameters of the anchor rod body 806 and the rod body 806, the anchor rod body can be changed according to the difference of the outer diameters of a drilling hole 5 and the hydraulic constant-resistance device 804, if the outer diameter of the mining anchor rod 80, the diameter of a common mining tray is 16 mm, the diameter of a constant-18, the anchor rod 120mm, the power constant-20 mm, the power constant-20 constant-resistance device, the power constant-20 constant-resistance device, the power rock-20 constant-3 rock-.
The foregoing embodiments and description have been made only for the purpose of illustrating the detailed operating principles of the invention, and it is therefore intended that various changes and modifications may be made therein without departing from the spirit and scope of the invention as defined by the appended claims and their equivalents.
Claims (8)
1. A near-field stress regulation and control method for surrounding rock of a deep-buried roadway cave is implemented after excavation of the roadway and temporary support, and is characterized by comprising the following steps of:
(S11) dividing the surrounding rock mass into a rock pillar ring and a fracture ring from near to far in the radial direction of the roadway;
(S12) drilling a plurality of boreholes in the roadway wall such that each borehole passes through the pillar ring and the fracture ring in sequence;
(S13) plugging the boundary area of the rock pillar ring and the fracture ring in the hole by using a first plugging device, pre-cracking the fracture ring to form a fracture, and enabling peripheral fractures of adjacent drill holes to be communicated with each other to block a stress transmission path;
(S14) supporting the rock pillar ring by using a hydraulic anchor rod with constant resistance and large deformation characteristic, wherein the hydraulic anchor rod comprises a hydraulic constant resistance device and an anchor rod body connected with the hydraulic constant resistance device, the hydraulic constant resistance device comprises a telescopic transmission shaft and an automatic liquid discharging device, the telescopic transmission shaft can be driven by the anchor rod body to stretch in the hydraulic constant resistance device, hydraulic oil is packaged in the stretching direction of the telescopic transmission shaft, so that the telescopic transmission shaft can apply extrusion force to the hydraulic oil while stretching, and the automatic liquid discharging device is used for realizing automatic liquid discharging and keeping constant working resistance when the oil pressure is increased; in the supporting process, a certain surrounding rock deformation force enables the anchor rod body to pull the telescopic transmission shaft to extend, an automatic liquid discharging device is triggered to automatically discharge liquid, and constant-resistance large-deformation yielding energy release is realized;
further comprising: defining an arch ring outside the fracture ring, wherein the corresponding drill holes sequentially penetrate through the rock pillar ring and the fracture ring and extend to the outer boundary of the arch ring, and the step (S13) is preceded by the steps of: and plugging the junction area of the crack ring and the arch ring in the hole by using a second plugging device, and grouting the arch ring.
2. The method of claim 1, wherein the pre-splitting is by hydraulic fracturing or blast-directed pre-splitting.
3. The method of claim 2, wherein the pre-fracturing is hydraulic fracturing, and further comprising the step of providing a plurality of pre-fracturing slots in the corresponding drilling section to guide crack propagation before the hydraulic fracturing is performed.
4. The method of claim 3, wherein the pre-splitting grooves have a depth of 40-60 cm, a width of 5-10 cm and a pitch of 20-40 cm.
5. The method of claim 1, wherein the thickness of the pillar zone is N meters greater than the roadway surrounding rock plastic zone thickness, wherein 0.5 ≦ N ≦ 2.
6. The method of claim 1, wherein the depth of the drilled holes is 4 to 6m, the diameter of the holes is 56 to 90mm, and the distance between the holes is 800 to 2500 mm.
7. The method according to claim 1, wherein the supporting is combined supporting.
8. The method as claimed in claim 1, wherein the hydraulic constant-resistance device further comprises a hydraulic cylinder and a piston which is sleeved on the inner wall of the hydraulic cylinder in a sealing mode and can move freely back and forth, the piston divides the inner cavity of the hydraulic cylinder into a cavity and a hydraulic oil cavity, a telescopic transmission shaft is arranged in the cavity, one end of the telescopic transmission shaft is fixedly connected with the front end face of the piston, the other end of the telescopic transmission shaft is fixedly arranged on the side, opposite to the front end face of the piston, in the cavity, the rear end face of the piston is connected with the anchor rod body, in the supporting process, certain surrounding rock deformation force enables the anchor rod body to pull the piston to extrude and slide towards the hydraulic oil cavity, the automatic liquid discharging device is triggered.
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| 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 |
| CN112459813B (en) * | 2020-10-30 | 2022-11-18 | 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 |
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| CN102220866B (en) * | 2011-04-17 | 2013-09-18 | 山东科技大学 | Pressure relief and consolidation synergizing prevention and control method for rock burst in deep coal drift |
| CN102518436B (en) * | 2011-11-14 | 2014-01-08 | 山东科技大学 | Method for controlling tectonic rock burst in coal mine tunneling |
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