WO2018205492A1 - 基于压裂圈的强地压巷道应力转移方法 - Google Patents

基于压裂圈的强地压巷道应力转移方法 Download PDF

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Publication number
WO2018205492A1
WO2018205492A1 PCT/CN2017/104696 CN2017104696W WO2018205492A1 WO 2018205492 A1 WO2018205492 A1 WO 2018205492A1 CN 2017104696 W CN2017104696 W CN 2017104696W WO 2018205492 A1 WO2018205492 A1 WO 2018205492A1
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Prior art keywords
fracturing
roadway
stress
ring
hard
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PCT/CN2017/104696
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English (en)
French (fr)
Inventor
黄炳香
刘江伟
赵兴龙
陈树亮
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Xuzhou Usure Mining Technology Co Ltd
China University of Mining and Technology CUMT
China University of Mining and Technology Beijing CUMTB
Original Assignee
Xuzhou Usure Mining Technology Co Ltd
China University of Mining and Technology CUMT
China University of Mining and Technology Beijing CUMTB
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Application filed by Xuzhou Usure Mining Technology Co Ltd, China University of Mining and Technology CUMT, China University of Mining and Technology Beijing CUMTB filed Critical Xuzhou Usure Mining Technology Co Ltd
Priority to AU2017413518A priority Critical patent/AU2017413518B2/en
Priority to US16/463,358 priority patent/US11085279B2/en
Priority to CA3044307A priority patent/CA3044307C/en
Publication of WO2018205492A1 publication Critical patent/WO2018205492A1/zh
Anticipated expiration legal-status Critical
Ceased legal-status Critical Current

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    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
    • E21B43/00—Methods or apparatus for obtaining oil, gas, water, soluble or meltable materials or a slurry of minerals from wells
    • E21B43/25—Methods for stimulating production
    • E21B43/26—Methods for stimulating production by forming crevices or fractures
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21C—MINING OR QUARRYING
    • E21C41/00—Methods of underground or surface mining; Layouts therefor
    • E21C41/16—Methods of underground mining; Layouts therefor
    • E21C41/18—Methods of underground mining; Layouts therefor for brown or hard coal
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
    • 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

Definitions

  • the invention relates to a method for fracturing stress transfer in a strong earth pressure roadway, which can form a circle of artificial weak structure zone in the surrounding rock of the roadway, namely “fracturing ring”, and actively push the roadway by unloading, stress blocking and pressure-reducing action.
  • the high stress enriched by surrounding rock is transferred to the safe area away from the roadway, so that the surrounding rock stress of the roadway is weakened to a lower controllable level, and the impact energy is absorbed by the increased artificial weakening zone, and the influence of control load on the surrounding rock deformation of the roadway is controlled. .
  • the cause of the instability of the surrounding rock of the roadway is mainly divided into the following three aspects:
  • the protective coal pillar remaining after the upper part of the coal seam group is mined will increase the stress of the lower coal seam.
  • the roadway is affected by the working face, the adjacent working face, the upper working face or the lower working face in the steeply inclined coal seam, causing the dynamic load and static load to be superimposed, the stress concentration is increased, and the strong ground pressure of the roadway is increased.
  • the mechanical properties of the surrounding rock of the roadway play an important role in the stability of the roadway.
  • the hard roof of the goaf tends to hang over a large area, transferring the weight of its own weight and overburden to the top of the coal pillar and the roadway, and the load above the coal pillar and the roadway increases;
  • the hard top plate Due to its high strength and strong modulus of elasticity, the hard top plate is a good elastic energy storage body, which provides energy reserves for strong ground pressure.
  • most of the mining faces are sedimentary rock layers, and the overall performance of the hard roof is good. It has large rigidity and small deformation, and can transmit high stress to the high load-bearing area under the top plate. It is a good channel and carrier for high-stress propagation, which provides conditions for stress disturbance of the roadway adjacent to the working surface.
  • coal lanes account for more than 80% of the total length of coal mine roadways, of which the roadway is basically a full coal roadway, and the coal roadway is seriously affected by coal and gas during the excavation and recovery.
  • Strong ground pressure and coal-rock dynamic disaster are technical problems that restrict the surrounding rock control of roadway, but the core common problem is the mechanical properties of coal and the state of geostress.
  • a large number of studies have shown that the occurrence of strong geostress and coal-rock dynamic disasters is closely related to the geostress environment. Reducing the stress of surrounding rock can effectively reduce the probability and severity of surrounding rock deformation and dynamic disasters. Therefore, it is necessary to control the roadway.
  • the key to surrounding rock is to control the stress environment of the surrounding rock of the roadway.
  • the surrounding rock fracturing of the roadway can form hydraulic cracks, effectively changing and reducing the stress state of the surrounding rock. Therefore, for deep mines, roadways with large deformation and dynamic disasters, The method of fracturing surrounding rock in the roadway can effectively control the strong ground pressure.
  • a method for controlling the strong mine pressure that is, a method for controlling the strong mine pressure of the roadway by hydraulic fracturing.
  • the hard rock layer of the roof is determined, and then the control drilling is designed and controlled separately.
  • Advance bearing pressure and lateral bearing pressure after drilling construction, can be grooved or slit at the bottom of the hole to achieve the purpose of directional cracking, and then implement the hydraulic fracturing process to weaken the hard roof or orient along the borehole.
  • the position of the pre-crack is cut off to achieve stress transfer and weakening of the surrounding rock, thereby reducing the lateral and leading support pressure of the roadway.
  • the weakened zone inside the surrounding rock can effectively absorb or weaken the impact stress wave and avoid the impact caused by the sudden fracture of the hard roof.
  • Ground pressure and other dynamic disasters control large deformation of the roadway. It is not only suitable for controlling the strong mine pressure of the roadway with hard roof coal mining face, but also for controlling the strong mine pressure of the working face mining and the roadway of the adjacent working face roadway.
  • the above-mentioned method for controlling the strong ore pressure is only for the hard top plate (semi-island working face) in which the working face has a floating state or the hard top plate (island working face) which is suspended in both sides, and is not suitable for no
  • the roadway may be affected by the dynamic pressure or other disturbances of the working face during the maintenance process.
  • the dynamic pressure of the surrounding working face may also be affected by the dynamic pressure of the surrounding working face.
  • the stress level of surrounding rock is obviously improved within the influence range, especially the mining roadway and the adjacent working face mining confrontation process.
  • the pressure dynamic load coefficient is several times or even ten times.
  • the strong ground pressure phenomenon is obviously obvious and is not suitable for The influence of the high stress of the deep mine and the high stress of the geological structure belt is not suitable for the situation where the roadway has a potential hazard of power disaster in the heading, and in this case, the existing control method cannot cut the stress, and the method fails.
  • the existing method of controlling the mine pressure proposes that the weakened zone inside the surrounding rock can effectively absorb or weaken the impact stress wave, avoiding the dynamic disaster such as the impact pressure caused by the sudden fracture of the hard roof, but the weakening zone absorbs or weakens the impact. The effect of the stress wave is uncontrollable and cannot be adjusted.
  • the present invention provides a method for stress transfer of a strong ground roadway based on a "fracture ring", which avoids power disasters such as large deformation of roadway and impact ground pressure caused by strong ground pressure, and the artificial weakening zone can The effect of absorbing or attenuating the impact stress wave can be controlled.
  • the technical solution adopted by the invention to solve the technical problem is: a method for stress transfer of a strong ground roadway based on a fracturing ring, which is characterized by: firstly, according to the stress environment in which the roadway is located, it is found that the roadway may have been caused now or in the future.
  • a strong ground pressure source is generated, and then the targeted construction borehole is fracturing, forming a circle of “artificial weakening zone” in the surrounding rock of the roadway, ie “fracturing ring”; the radius of the fracturing ring is supported by the support body
  • the edge of the safety is determined by a certain width of the safety coal pillar barrier; the width of the fracturing ring is determined according to the surrounding rock structure, the geostress condition and the construction process. The greater the ground stress, the larger the width of the fracturing ring.
  • the fracturing ring with a large width adopts construction drilling and whole-stage fracturing;
  • the narrow fracturing ring that is, the “cut-cut circle” adopts construction drilling, pre-cutting, and bottom-bottom fracturing.
  • the form of the "fracture ring" varies according to the conditions: when it is necessary to block the high stress and the mining stress to propagate to the roadway, the drilling is performed at the target surrounding rock where the stress is concentrated in the roadway, and the end of the hole is drilled.
  • the vertical position is located in the target surrounding rock, and the target surrounding rock is one or more of the top plate, the bottom plate or the two gangs; the length of the fracturing section is adjusted to control the width of the formed fracturing ring, and the smaller width of the fracturing ring is approximated.
  • the “cutting blocking circle” is used to actively cut off the mining stress and the high stress transmitted from the far field of the deep mine and the high stress of the geological structural belt to realize the stress blocking;
  • the formed fracture ring is not only small in width, but also requires only one part of the fracture ring. The purpose is to achieve the goal.
  • the fracturing ring is called “cutting and blocking arc”, and the “cutting and blocking arc” is used to actively cut off the hard hanging roof to relieve the load on the roadway.
  • drilling holes are formed in the inclined hard roof in the roadway, and coal pillars having a certain width are arranged in the middle of the roadway and the goaf, and the end of the drilling hole is horizontal.
  • the position is staggered into the coal pillar at a certain distance.
  • the end of the drill hole is located at the center of the hard top plate in the vertical direction.
  • the slit is pre-cut in the borehole and then fractured. The crack formed by the single fracturing expands along the guide slit.
  • Extending forming one or more crack faces centered on the end of the borehole, having a certain directionality and range, forming a row of construction holes in the direction of the long axis of the roadway and fracturing, and the cracks formed by the fracturing are connected or spaced , the overall cut off the hard ceiling, the high stress is eliminated from the source;
  • the suspended roof formed after the working face is recovered, and the fracturing is cut after the event, or the hard roof is fractured according to the design before the working face is recovered to form a fracture surface.
  • the top plate that has been fractured and cut off will fall off by gravity, avoiding the generation of hard suspension;
  • the “cutting blocking line” of the hard suspension roof is the fracture surface that cuts the hard suspension roof, called the top line, and the top line The best position is the boundary line between the plastic zone and the fracture zone of the coal pillar.
  • a long hole and a short hole are constructed in a row along the roadway direction, and the ends of the long hole and the short hole are vertically located at the center of the hard top plate; wherein the long and short holes are The elevation angle is small, the distance is long, closer to the side of the goaf, and farther away from the roadway.
  • the short hole has a large elevation angle, the distance is small, farther away from the side of the goaf, and closer to the roadway; the end position of the long hole is linearly distributed as the main fracturing The hole and the short hole are close to the side of the roadway, and the position of the end of the hole is linearly distributed as an auxiliary fracturing hole; the continuous staggered arrangement of long hole-short hole-long hole along the direction of the roadway, long and short drilling There is a certain distance between the first pre-cutting and fracturing in the borehole, and the “long-hole fracturing arc” and the “short-hole fracturing arc” and the “long-hole fracturing arc” are formed in the main fracturing hole and the auxiliary fracturing hole. Used to cut the hard roof rock layer, the "short hole fracturing arc" is used to block the impact of the impact energy generated by the roof plate fracture on the roadway.
  • a set of drill holes is arranged correspondingly in each hard top plate, and several layers of hard top plates correspond to several layers of drill holes, and a set of drill holes of the same hard top plate is completely arranged.
  • the vertical direction of the end of the drill hole is located at the center of the hard top plate, and the multi-layer hard top plate is split and fractured, so that the multi-layer hard top plate is fractured in layers.
  • the borehole is cast into the roof, the bottom plate or the two gangs to the transmission stress in the roadway.
  • the target rock formation or the entire surrounding rock then sealing, pre-cutting, and bottom hole fracturing, forming a narrow fracturing zone or crack face, that is, "cutting the circle”, blocking the high stress by "cutting the circle” Propagation in the direction of the roadway to achieve stress transfer.
  • the borehole is cast in the roadway to the roof, the bottom plate or the two gangs to the target rock layer or the surrounding rock that transmits the stress, and then the hole and the whole section are sealed. Fracturing, forming a "fracture ring" with a certain width, the "fracture ring” will bring high stress to the deep part, so that the complete surrounding rock in the roadway and "protection circle” is located in the low stress circle to achieve stress transfer.
  • one or two sets of construction holes have been drilled into the already completed roadway, fracturing in the “fracturing ring” of the roadway, or fan-shaped construction drilling in the forward direction of the roadway, “fracturing in the forward direction” Fracturing is carried out within the circle.
  • fracturing in the “fracturing ring” of the roadway or fan-shaped construction drilling in the forward direction of the roadway, “fracturing in the forward direction” Fracturing is carried out within the circle.
  • fracturing in the “fracturing ring” of the roadway or fan-shaped construction drilling in the forward direction of the roadway, “fracturing in the forward direction”
  • the fracturing method adopts hydraulic fracturing, gas fracturing, CO 2 phase change fracturing, electromagnetic gun fracturing, expansion capsule fracturing or mechanical fracturing of expansion screws.
  • the method can form a circle of artificial weak structural zone in the surrounding rock of the roadway, namely “fracturing ring”, and actively transfer the high stress enriched in the surrounding rock of the roadway to the distance by unloading, stress blocking and pressure.
  • the safe area of the roadway weakens the surrounding rock stress of the roadway to a lower controllable level, and absorbs the impact energy by using the increased artificial weakening zone to control the influence of the load on the surrounding rock deformation of the roadway.
  • FIG. 1 is a schematic view showing the construction of the idea of the fracturing ring transfer method of the present invention.
  • Figure 2-1 is a schematic view of the top plate blocking stress embodiment of the present invention before fracturing.
  • FIG. 2-2 is a schematic view of the top plate blocking stress embodiment of the present invention after fracturing.
  • 2-3 is a schematic view of the embodiment of the bottom plate blocking structural stress of the present invention before fracturing.
  • FIGS. 2-4 are schematic views of the embodiment of the bottom plate blocking structural stress of the present invention before fracturing.
  • FIGS. 2-5 are schematic views of the embodiment of the present invention for blocking the bottom plate mining pressure before the fracturing.
  • FIGS. 2-6 are schematic views of the embodiment of the present invention for blocking the bottom plate mining pressure before the fracturing.
  • Figure 3-1 is a schematic illustration of an embodiment of the present invention prior to cutting a hard suspension.
  • Figure 3-2 is a schematic illustration of an embodiment of the present invention after cutting a hard suspension.
  • Figure 4 is a schematic illustration of an embodiment of the present invention for determining the optimum "cutting arc" for a hard suspension.
  • Figure 5-1 is a cross-sectional view showing the prior art prior to fracturing of the construction of the long and short holes in the rigid roof.
  • Fig. 5-2 is a plan view showing the prior art prior to the fracturing of the long and short hole cutting embodiment in the rigid top plate.
  • Figure 6-1 is a cross-sectional view showing the fracturing of the embodiment of the long and short hole cutting in the rigid top plate of the present invention.
  • Fig. 6-2 is a plan view showing the fracturing of the embodiment of the long and short hole cutting in the rigid top plate of the present invention.
  • Figure 7-1 is a schematic illustration of a multi-layer hard top panel grouping fracturing embodiment prior to compression in accordance with the present invention.
  • Figure 7-2 is a schematic illustration of a multi-layer hard top panel grouping fracturing embodiment of the present invention after being crushed.
  • Fig. 8 is a schematic view showing the pressure of the two gangs of the roadway according to an embodiment of the present invention.
  • Fig. 9 is a schematic view showing another embodiment of the heading pressure of the roadway of the present invention.
  • drilling, 1-1 high drilling, 1-2, low drilling, 1-3, long drilling, 1-4, short drilling, 2, roadway, 2-1, welcome Roadway, 2-2, mining roadway, 2-3, completed roadway, 2-4, roadway under construction, 3. outer boundary of fracturing ring, 3-1, outer boundary of fracturing zone, 4.
  • protection circle 4-1, protection line, 5, fracturing ring, 5-1, fracturing zone, 6, coal seam, 6-1, protective coal pillar, 7, top plate, 7-1, hard roof, 7-2, hard Suspended top, 7-3, cut off the ceiling, 7-4, high hard top, 7-5, low hard top, 8, support pressure, 8-1, high stress, 9, cut arc, 10, goaf Area, 11, broken area, 12, plastic zone, 13, floor, 14, overlying rock, 15, rupture surface, 16, mining face, 17, broken top line, 18, old top, 19, direct top.
  • the occurrence of strong ground pressure in the roadway is closely related to the geostress environment, and the stress on the surrounding rock of the roadway can be effectively reduced.
  • the probability and severity of deformation and dynamic disasters in Xiaoweiyan can not be completely removed due to high stress, and the control stress can only transfer and reduce the high stress to a lower controllable level.
  • the ground stress that will cause the instability of the roadway can be divided into the top stress source, the current layer (two gang, head-on) stress source and the floor stress source according to the source. Referring to Fig.
  • the patent proposes that the fracturing stress transfer method for controlling the strong ground roadway includes: 1) Firstly, the load applied to the surrounding rock of the roadway is minimized from the source, and formed by the fracture of the target rock. “Cutting and blocking arc” cuts off the hard roof and transfers the high stress caused by the hard suspension to the goaf; 2) It can actively cut off the mining pressure or the propagation path of the geological structural stress to the roadway, and form the fracture of the target rock. “cutting and blocking the arc” is realized, and the high stress is transferred to the farway of the roadway. After the roadway is formed, the propagation path of the deep high stress roadway is actively cut off, and the cracks extending through the fracturing are connected and intersected.
  • the hard roof directional fracturing should be used to cut the suspended roof or advance the pre-cracked hard roof to reduce the load; for the surrounding rock in the roadway during construction and maintenance,
  • the deep roadway has a large influence on the high field in the far field, or is affected by the dynamic pressure of the working face and the surrounding working face.
  • the roadway in the mining roadway or the roadway near the pleat crankshaft and fault structure should adopt the directional fracturing circumference.
  • the top plate when the top plate is hard, it has the characteristics of large area hanging and continuous, and it is easy to form a cantilever beam structure above the side of the goaf.
  • the huge overburden load will be transmitted through the hard top plate.
  • a heavy burden was placed on the surrounding rock of the roadway, causing the surrounding rock of the roadway to be under high stress.
  • the maximum load reduction should be carried out first, by fracturing the hard top plate to form an artificial fracture surface, drilling holes in the hard roof in the roadway, and the coal in the horizontal position at the end of the drill hole
  • the column, the vertical position is located at the center of the hard top plate, and is fractured after pre-cutting in the borehole.
  • the crack formed by the fracturing extends along the guide slit to form a continuous fracture surface and control the continuity of the artificial fracture surface.
  • An elliptical weak structural region with adjustable strength and weakness is formed in the surrounding rock of the target, and the hard suspended ceiling is cut off as a whole, and the high stress is eliminated from the source.
  • the unbroken roof can be cut off, the overhang rotates and sinks down to the goaf, and the overburden falls into the goaf.
  • the huge load is reduced, and the stress range of the roadway and coal pillar Falling back to a controllable range; on the other hand, by controlling the continuity of the artificial rupture surface, a weak structure with adjustable strength can be formed in the top plate, and the principle that the weak structure can absorb the impact energy can be used to control the severity of the breaking of the roof.
  • the fracture surface of the suspended ceiling is a part of the “cut-cut circle” from the cross-section, so it is called “cut-cut arc”. ", cutting the position of the arc is the key to the technology.
  • the top plate can be pressed into a cushion layer during the sinking process, and the roof plate is ruptured and cushioned to prevent the cause. The roof violently breaks the occurrence of secondary disasters.
  • the bending deflection of the hard roof cantilever beam has a maximum position, and the maximum bending deflection position is generally related to the width of the coal column rupture zone and the plastic zone, which is related to the stiffness of the coal pillar and the roof rock layer.
  • the broken suspended roof will gently rotate, further destroying the plastic coal pillar below, and sliding down to the goaf, and in close contact with the coal seam of the goaf, forming a stable bearing body,
  • the effective removal of the roof load can also avoid the impact of the impact.
  • the top plate has the largest curvature and the maximum tensile force, which can effectively increase the cracking and topping effect. From the construction angle analysis, the topping position avoids the top layer of the goaf and ensures the separation zone. The fracturing effect. Of course, the wrong position can not be too large, otherwise the broken top plate can not fall and touch.
  • the directional fracture location is determined by the directional fracture crack propagation law and on-site construction conditions, so that the stress environment of the roadway is achieved. Optimal.
  • the two sides of the lower coal pillar goaf side will be crushed and sheared at the same time: when the overlying suspended roof is in the sinking process, the lower coal pillar gob side crushing and crushing That is, pressure failure occurs; when the overlying suspended roof breaks and shears the side of the goaf of the lower coal pillar during the slipping process, shear failure occurs.
  • the double-strength criterion of compressive shear failure should be adopted, that is, the total load Q of the overburden rock layer on the side of the coal pillar goaf is not less than the total load FN that the coal pillar can bear; on the shear plane, the overlying suspended roof
  • the shear force ⁇ 1 of the rock layer to the coal pillar is not less than the shear strength ⁇ 0 of the coal pillar itself.
  • the two types of failure modes namely integrated compression failure and shear failure, are finally determined to determine the position of the top line of the directional hydraulic fracture.
  • the fracture surface of the severely suspended ceiling is called a top line
  • the optimal position of the top line is the boundary line between the plastic zone and the fracture zone of the coal pillar.
  • H is the buried depth of the hard suspended ceiling (m); D is the horizontal span (m) between the suspended ceilings on both sides of the goaf; a is the width (m) of the coal pillar; l, h are the top plates respectively Cantilever length (m) and thickness (m); E is the modulus of elasticity (GPa) of the top plate, and E 1 , E 2 , ..., E n are the elastic modulus (GPa) of the overlying rock layer immediately adjacent to the old top; ⁇ is the bulk density (MN/m3), ⁇ 1 , ⁇ 2 , ..., ⁇ n are the bulk density of the overlying strata (MN/m 3 ) close to the old top, ⁇ c is the bulk density of the coal seam; h 0 and ⁇ 0 respectively The thickness (m) and the bulk density (MN/m 3 ) of the direct top; c 0 , The cohesion (MPa) and internal friction angle (°) of the coal seam interface;
  • Figure 5-1 and Figure 5-2, Figure 6-1 and Figure 6-2 construction of long and short holes, long holes and short holes in the hard roof in the roadway along the roadway direction
  • the end of the borehole is located in the center of the hard top plate in the vertical direction.
  • the difference lies in the small elevation angle of the long and short holes, the long distance, closer to the side of the goaf, and farther away from the roadway.
  • the short hole has a large elevation angle, the distance is small, and it is farther away from the gob side and closer to the roadway.
  • the position of the end of the long hole is linearly distributed as the main fracturing hole, and the short hole is close to the side of the roadway, and the position of the end of the hole is linearly distributed as an auxiliary fracturing hole.
  • the mine with a hard roof that is easy to cause a large area to hang over the roof, it can be formed after the working face is recovered, and the fracturing can be carried out afterwards.
  • the hard roof can be fractured according to the design before the working face is recovered.
  • the rupture surface, after the working face is recovered, the top plate that has been fractured and cut off is self-sliding under the action of gravity to avoid the occurrence of a hard overhang.
  • a set of drill holes is correspondingly constructed for each hard top plate.
  • the final holes of the same hard top plate have the same horizontal position, and the vertical direction is at the center of the top plate, that is, the hard top plate is at a high position.
  • the geostress level in the deep mine is generally high.
  • the surrounding rock around the roadway is affected by the far-field stress.
  • the influence of dynamic pressure or other disturbances on the working face may also be affected by the dynamic pressure of the surrounding working face during the construction and maintenance process.
  • the stress level of the surrounding rock of the roadway is obviously improved within the influence range, especially the roadway excavation and phase
  • the adjacent working face mining process the pressure dynamic load coefficient is several times or even ten times, and the strong ground pressure phenomenon is abnormal.
  • the general stress concentration is concentrated in the geological structural belt section during the construction of the roadway to the geological structure belt or maintenance process. The degree is relatively high, which will result in obvious strong ground pressure and serious deformation.
  • the adjacent working face is mainly passed through the top plate on the coal pillar to propagate the dynamic pressure of the roadway, and the dynamic pressure of the upper working face to the roadway mainly passes through the upper roof. Propagation, the dynamic pressure of the working face is mainly transmitted through the top plate of the working face.
  • the mining dynamic pressure of the lower working face of the inclined coal seam or the steep inclined coal seam mainly propagates through the bottom plate; the third aspect is affected by the high stress of the geological structure belt. In the roadway, the geological structure belt and the rock formation in the middle of the roadway should be cut to form a crack surface that blocks the stress propagation.
  • the hard, intact rock formation in the general roof is the key rock that propagates high stress. See Figure 1 and Figure 2-1, Figure 2-2.
  • the fracture zone is formed by fracturing in a specific roof.
  • the high stress in the bottom plate is mainly derived from the axial part of the fold and the tectonic stress (under the oblique structure and the anticline structure of Figure 2-3, Figure 2-4, the stress line in the figure is known, the stress is concentrated on the bottom plate) Medium), and the bottom plate of the inclined coal seam mining pressure (under the influence of the mining face in Figure 2-5, Figure 2-6, the stress line can be seen, the stress concentration in the bottom plate).
  • the borehole is constructed in the surrounding rock of the target concentrated stress in the roadway.
  • the vertical position of the end of the borehole is located in the target surrounding rock, and the target surrounding rock is the roof.
  • One or more of the bottom plate or the two layers for example, the top plate of 2-1 and FIG. 2-2 or the bottom plate of FIGS. 2-3, 2-4, and 2-5, and FIG. 2-6), Fracturing is carried out in the borehole, and the cracks formed by the fracturing are connected to form a "cut-blocking circle” or a "cut-off line", and finally the high-stress direction is actively blocked by "cutting the blocking circle” and "cutting the arc".
  • the spread of the roadway is carried out in the borehole, and the cracks formed by the fracturing are connected to form a "cut-blocking circle" or a "cut-off line", and finally the high-stress direction is actively blocked by "cutting the blocking circle” and "cutting the arc". The spread of the roadway.
  • the surrounding rock is drilled in the roadway, and then fracturing, forming a circle of artificial in the surrounding rock.
  • the weak structural zone is called the “fracture ring”; the “fracture ring” is the weakened zone with a certain width.
  • the “fracture ring” and the roadway can not be too close, otherwise it will destroy the support of the roadway itself.
  • the integrity of the body and surrounding rock, the inner boundary of the "fracture ring” is called the "protection circle" of the roadway.
  • Fracturing in the “fracturing ring” range allows high stresses to be made deeper, so that the roadway is located in the low stress circle, so that the complete surrounding rock in the roadway and “protection circle” is located in the low stress circle.
  • the scope of the “protection circle” is related to the form of the roadway, the surrounding rock conditions, the surrounding ground stress level, and the scope and strength of the support. As shown in Fig. 3 to Fig. 7, on the one hand, when there is no hard suspension, it is impossible to relieve the pressure of the roadway by "cutting the arc", and on the other hand, as shown in Fig. 2, it is also impossible to actively block the "cutting blocking circle".
  • Figure 8 shows the drilling of two tunnels to the already completed roadway.
  • the drilling depth is applied to the outer boundary of the “fracture ring”.
  • the arc is designed on the drawing according to the roadway form, the surrounding rock condition, the surrounding ground stress level, and the support range and strength.
  • Each hole is sealed at the “protection circle” position. From the figure, it is the figure. “Protection line”, fracturing the “fracturing zone” section of the borehole.
  • the roadway is at a lower, controllable level.
  • the fracturing may be performed by hydraulic fracturing, gas fracturing, CO 2 phase change fracturing, electromagnetic gun fracturing, expanded capsule fracturing or mechanical expansion of an expansion screw.
  • the hydraulic fracturing directional hydraulic fracturing technology has a relatively low overall operating cost. Compared with the hard roof with the same engineering quantity, the hydraulic slanting hydraulic fracturing operation cost is less than 1/10 of the latter. After hydraulic cleavage by hydraulic secant, there is no impact pressure on the empty roadway, which ensures the safe production of the mine. The number of single-pillars damaged by one impact is calculated according to 30, and the cost of purchasing one single pillar is 2,000 yuan.
  • the same coal mine group 5105 lane of Tongyu Mine reduces the impact by 20 times, thus calculating a single After the hydraulic cracking of the roadway, the loss was reduced by 1.2 million yuan. After the hydraulic fracturing, the impact of the maintenance of the advanced support section on the normal production of the working face is reduced.
  • the annual output of the raw coal can increase the output by 500,000 tons and the benefit is about 93.2 million yuan.

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Abstract

一种基于压裂圈的强地压巷道应力转移方法，根据巷道（2）应力源施工钻孔（1）进行压裂，在围岩内形成一圈人为弱化带，即"压裂圈（5）"，通过卸荷、应力阻断和让压作用使巷道（2）围岩高应力（8-1）转移，并利用增加的弱结构区吸收冲击能量，控制荷载对巷道围岩变形的影响。压裂圈（5）是具有一定宽度的弱化带，内边界称为保护圆（4），带宽较小的压裂圈称为切阻断圆和切阻断弧（9）。保护圆（4）半径一般在支护体的边缘留设一定宽度的安全煤岩柱屏障来确定；压裂圈（5）的宽度根据围岩结构、地应力条件和施工工艺情况确定，地应力越大，压裂圈的宽度就越大。切阻断圆和切阻断弧（9）切断传播应力的所有目标岩层；坚硬悬顶（7-2）的切阻断弧（9）接近或者是煤柱的塑性区（12）和破碎区（11）的交界线。

Description

基于压裂圈的强地压巷道应力转移方法 技术领域
本发明涉及一种强地压巷道压裂应力转移方法，能够在巷道围岩内形成一圈人为弱结构区，即“压裂圈”，通过卸荷、应力阻断、让压作用主动将巷道围岩富集的高应力转移至远离巷道的安全区域，使得巷道围岩应力减弱至较低的可控的水平，并利用增加的人为弱化带吸收冲击能量，控制荷载对巷道围岩变形的影响。
背景技术
巷道围岩失稳原因从产生机理上主要分为以下三方面：
①高地应力环境
越来越多的煤矿进入深部开采，千米深井开采逐渐成为常态；靠近地质构造带的巷道，地应力集中程度高，围岩完整性差都会造成巷道地应力水平整体或局部升高，并由此带来强地压现象。
②开采扰动
人为采掘布置形成的孤岛和半孤岛(一侧采空)工作面，或者为了使要回采的高瓦斯工作面进行长时间的瓦斯逸散，形成的长时间留设未采的孤岛工作面；近距离煤层群开采过程中上部开采完毕后残存的保护煤柱使下部煤层应力升高。
巷道在维护过程中，受本工作面、相邻工作面、上部工作面或急倾斜煤层中的下部工作面影响，引起动载和静载叠加，应力集中程度增加，增加了巷道强地压和失稳破坏的速率；当巷道在掘进过程中，自身的巷道围岩存在围岩扰动，再加上临近工作面和周边工作面回采动压的影响，顶板活动进一步加剧，巷道的强地压现象会更加强烈。
③围岩的力学特性
巷道围岩的力学特性对巷道的稳定性具有重要作用。对于金属矿山和非金属矿山，采空区坚硬顶板往往会大面积悬而不断，将其自重及承载的上覆岩层的重量转移至煤柱及巷道顶板，煤柱和巷道上方载荷增加；其次，坚硬顶板由于强度高，弹性模量强等特点，是良好的弹性能量储存体，为强地压提供了能量储备；再者，开采所面对的多是沉积岩层，坚硬顶板的整体性能好，刚度大，变形量小，能将高应力远距离传递到顶板下方的高承载区域，是高应力传播的良好通道和载体，为巷道临近工作面的应力扰动提供了条件。
在金属矿山和煤矿井下，对于具有冲击倾向性的煤岩，当应力集中到一定程度，达到临界失稳强度就会形成冲击地压。对与具有煤与瓦斯突出倾向性的煤层，当地应力达到突出临界值时也会形成突出。目前，煤巷占煤矿巷道总长的80％以上，其中顺槽巷道基本为全煤巷，煤巷在掘进和回采期间受煤与瓦斯突出影响严重。
强地压和煤岩动力灾害是制约巷道围岩控制的技术难题，但其核心共性问题是煤岩的力学特性和地应力的状态。大量研究表明，强地压和煤岩动力灾害的发生与地应力环境有着紧密的联系，降低围岩的应力可有效减小围岩变形和动力灾害发生的概率和剧烈程度，因此，为控制巷道围岩，关键是控制巷道围岩的应力环境。对巷道围岩压裂可形成水压裂缝，有效改变和降低围岩的应力状态，因此，对于深部矿井、有大变形和动力灾害的巷道， 采用巷道围岩压裂的方法可有效控制强地压。
现有一种控制强矿压的方法，即一种水力致裂控制临空巷道强矿压的方法，首先根据采煤工作面地质信息柱状图，确定顶板坚硬岩层，然后设计控制钻孔，分别控制超前支承压力和侧向支承压力，钻孔施工结束后，可在孔底进行开槽或割缝，以实现定向致裂的目的，然后实施水力致裂工艺，将坚硬顶板弱化或沿钻孔定向预裂缝的位置切断，实现应力转移和围岩弱化，从而减轻临空巷道的侧向与超前支承压力，围岩内部弱化带能有效吸收或减弱冲击应力波，避免坚硬顶板突然断裂等导致的冲击地压等动力灾害，控制临空巷道的大变形。不仅适用于控制对具有坚硬顶板采煤工作面的临空巷道的强矿压，也适用于控制工作面回采与相邻工作面巷道掘进交锋等巷道的强矿压。
上述控制强矿压的方法的本质只是将工作面一侧存在悬空状态的坚硬顶板(半孤岛工作面)或者两侧都存在悬空状态的坚硬顶板(孤岛工作面)定向预裂切断，不适于没有形成孤岛和半孤岛工作面的情形，巷道在维护过程中，既可能受到本工作面回采动压或者其它扰动的影响，在施工和维护过程中也可能受到周边工作面回采动压的影响，巷道围岩的应力水平在影响范围内明显提高，尤其是迎采巷道掘进与相邻工作面回采交锋过程，压力动载系数达到几倍甚至十倍以上，强地压现象异常明显，也不适应于深部矿井高应力的影响和地质构造带的高应力影响的情形，不适应于巷道在掘进迎头存在动力灾害隐患的情形，而这种情况下采用现有的控制方式无法切断应力，从而方法失效。此外，虽然现有控制矿压的方法提出了围岩内部的弱化带能有效吸收或减弱冲击应力波，避免坚硬顶板突然断裂等导致的冲击地压等动力灾害，但是其弱化带吸收或减弱冲击应力波的效果不可控制，不能调节。
发明内容
为了克服现有技术的上述不足，本发明提供一种基于“压裂圈”的强地压巷道应力转移方法，避免强地压引起的巷道大变形和冲击地压等动力灾害，人为弱化带能够吸收或减弱冲击应力波的效果，过程可控制。
本发明解决其技术问题采用的技术方案是：一种基于压裂圈的强地压巷道应力转移方法，其特征是：首先根据巷道所处的应力环境，找出目前已经或者以后可能会导致巷道发生强地压的应力源，然后针对性的施工钻孔进行压裂，在巷道围岩内形成一圈“人为弱化带”，即“压裂圈”；压裂圈的半径由在支护体的边缘留设一定宽度的安全煤岩柱屏障来确定；压裂圈的宽度根据围岩结构、地应力条件和施工工艺情况确定，地应力越大，压裂圈的宽度就越大。
进一步，宽度大的压裂圈，采用施工钻孔、整段压裂；窄压裂圈，即“切阻断圆”采用施工钻孔、预割缝、孔底压裂。
进一步，“压裂圈”的形式根据条件的不同而变化：当需要阻断高应力和采动应力向巷道传播时，在所述巷道内向应力集中的目标围岩处施工钻孔，钻孔末端的垂直位置位于目标围岩内，目标围岩是顶板、底板或两帮中的一种或多种；调节压裂段的长度来控制形成的压裂圈宽度，较小宽度的压裂圈近似为一个压裂圆，称为“切阻断圆”，利用“切阻断圆”主动切断采动应力和深部矿井远场传递过来的高应力以及地质构造带的高应力，实现应力阻断；当需要切断坚硬悬顶的时候，形成的压裂圈不仅宽度较小，而且仅需要压裂圈的一部 分即可达到目的，此时的压裂圈称为“切阻断弧”，利用“切阻断弧”主动切断坚硬悬顶对巷道卸荷减负。
进一步，在所述顶板中存在一层或者多层坚硬的岩层时，在巷道内斜向坚硬顶板中施工钻孔，巷道和采空区中间具有一定宽度的煤柱，钻孔末端在水平方向的位置内错入煤柱一定距离，钻孔末端在竖直方向的位置位于坚硬顶板的中心，在钻孔中预先割缝，然后进行压裂，单个压裂形成的裂缝沿着导向割缝扩展并延伸，形成一条或者多条以钻孔的末端为中心，具有一定方向性和范围的裂缝面，在巷道长轴方向上成排的施工钻孔并进行压裂，压裂形成的裂缝连通或间隔，整体切断坚硬悬顶，从源头把高应力消除；
对于顶板坚硬容易造成大面积顶板悬而不断的矿井，在工作面回采过后形成的悬顶，进行事后压裂切断，或者在工作面回采之前，预先按照设计对坚硬顶板进行压裂，形成破裂面，待工作面回采过后，已经压裂切断的顶板在重力作用下自行垮落，避免坚硬悬顶的产生；
“切阻断圆”和“切阻断线”切断传播应力的所有目标岩层；坚硬悬顶的“切阻断线”为切断坚硬悬顶的破裂面，称为断顶线，断顶线的最佳位置为煤柱塑性区和破碎区的交界线。
进一步，在巷道内沿着巷道方向向所述坚硬悬顶成排间隔施工长钻孔和短钻孔，长钻孔和短钻孔的末端在垂直方向上位于坚硬顶板的中心；其中，长短孔仰角小，距离长，更靠近采空区侧，更远离巷道，短钻孔仰角大，距离小，更远离采空区侧，更靠近巷道；长钻孔末端位置呈线性分布，作为主要压裂孔，短钻孔靠近巷道侧，钻孔末端位置呈线性分布，作为辅助压裂孔；沿着巷道方向上呈现长钻孔-短钻孔-长钻孔的连续交错布置方式，长短钻孔之间存在一定的间距，在钻孔中先预割缝后压裂，在主要压裂孔和辅助压裂孔形成“长孔压裂弧”和“短孔压裂弧”，“长孔压裂弧”用来切断坚硬顶板岩层，“短孔压裂弧”用来阻断顶板断裂形成的冲击能量对巷道的影响。
进一步，当存在两层或者多层坚硬顶板时，在每一层坚硬顶板内对应布置一组钻孔，几层坚硬顶板就对应几层钻孔，同一层坚硬顶板的一组钻孔布置方式完全相同，钻孔末端的竖直方向位于坚硬顶板的中心，对多层坚硬顶板分层压裂，使得多层坚硬顶板分层断裂。
进一步，在深部矿井高地应力巷道在掘进成型初期或者回采工作面的超前应力影响巷道之前，或者受地质构造带高应力影响的巷道，在巷道内向顶板、底板或两帮中施工钻孔至传递应力的目标岩层或者整个围岩中，然后封孔、预割缝、孔底压裂，形成窄压裂带或裂缝面，即“切阻断圆”，通过“切阻断圆”来阻隔高应力向巷道方向的传播，实现应力转移。
进一步，在深部矿井高地应力巷道或者受地质构造带高应力影响的巷道，在巷道内向顶板、底板或两帮中施工钻孔至传递应力的目标岩层或者整个围岩中，然后封孔和整段压裂，形成具有一定宽度的“压裂圈”，该“压裂圈”将高应力让至深部，使巷道及“保护圆”内的完整围岩位于低应力圈内，实现应力转移。
进一步，向已经施工完的巷道一帮或者两帮施工钻孔，在巷道“压裂圈”内进行压裂，或者在掘进巷道的迎头向前进方向扇形施工钻孔，在前进方向的“压裂圈”内进行压裂，根据巷道形式、围岩条件、周边地应力水平以及支护范围和强度，保留3～10m的安全煤岩柱屏障进行压裂。
进一步，所述压裂的方式采用水力压裂、气体压裂、CO2相变压裂、电磁炮压裂、膨胀胶囊压裂或膨胀螺丝机械压裂。有益效果：该方法能够在巷道围岩内形成一圈人为弱结构区，即“压裂圈”，通过卸荷、应力阻断、让压作用主动将巷道围岩富集的高应力转移至远离巷道的安全区域，使得巷道围岩应力减弱至较低的可控的水平，并利用增加的人为弱化带吸收冲击能量，控制荷载对巷道围岩变形的影响。
附图说明
下面结合附图和实施例对本发明进一步说明。
图1是本发明压裂圈转移方法思路构建的模型示意图。
图2-1是本发明顶板阻断应力实施例压裂前的示意图。
图2-2是本发明顶板阻断应力实施例压裂后的示意图。
图2-3是本发明底板阻断构造应力实施例压裂前的示意图。
图2-4是本发明底板阻断构造应力实施例压裂前的示意图。
图2-5是本发明底板阻断底板采动压力实施例压裂前的示意图。
图2-6是本发明底板阻断底板采动压力实施例压裂前的示意图。
图3-1是本发明一个切断坚硬悬顶前实施例的示意图。
图3-2是本发明一个切断坚硬悬顶后实施例的示意图。
图4是本发明一个确定坚硬悬顶最佳“切阻断弧”实施例的示意图。
图5-1是本发明在坚硬顶板中施工长短孔切断实施例压裂前的剖面图。
图5-2是本发明在坚硬顶板中施工长短孔切断实施例压裂前的平面图。
图6-1是本发明在坚硬顶板中施工长短孔切断实施例压裂后的剖面图。
图6-2是本发明在坚硬顶板中施工长短孔切断实施例压裂后的平面图。
图7-1是本发明一个多层坚硬顶板分组压裂实施例压断前的示意图。
图7-2是本发明一个多层坚硬顶板分组压裂实施例压断后的示意图。
图8是本发明一个实施例的巷道两帮让压示意图。
图9是本发明另一个掘进巷道迎头让压实施例的示意图。
图中，1、钻孔，1-1、高位钻孔，1-2、低位钻孔，1-3、长钻孔，1-4、短钻孔，2、巷道，2-1、迎采巷道，2-2、回采巷道，2-3、已施工完的巷道，2-4、正在施工的巷道，3、压裂圈外边界，3-1、压裂区外边界，4、保护圆，4-1、保护线，5、压裂圈，5-1、压裂区，6、煤层，6-1、保护煤柱，7、顶板，7-1、坚硬顶板，7-2、坚硬悬顶，7-3、切断悬顶，7-4、高位坚硬顶板，7-5、低位坚硬顶板，8、支承压力，8-1、高应力，9、切阻断弧，10、采空区，11、破碎区，12、塑性区，13、底板，14、上覆岩层，15、破裂面，16、回采工作面，17、断顶线，18、老顶，19、直接顶。
具体实施方式
为使本发明实施例的目的、技术方案和优点更加清楚，下面将结合本发明实施例中的附图，对本发明实施例中的技术方案进行清楚、完整地描述，显然，所描述的实施例是本发明的一部分实施例，而不是全部的实施例。基于本发明中的实施例，本领域普通技术人员在没有做出创造性劳动前提下所获得的所有其他实施例，都属于本发明的保护范围。
巷道强地压的发生与地应力环境有着紧密的联系，降低巷道围岩的应力可有效减 小围岩变形和动力灾害发生的概率和剧烈程度，由于高应力不能被完全卸除，控制应力只能将高应力转移并减弱至较低的可控的水平。将导致巷道失稳的地应力按照来源可分为：顶板应力源、本层(两帮、迎头)应力源和底板应力源。参见图1，基于此，本专利提出压裂应力转移方法控制强地压巷道的思路包括：1)首先从源头上最大程度的削减施加在巷道围岩的载荷，通过对目标岩层压裂形成的“切阻断弧”切断坚硬顶板，将坚硬悬顶引起的高应力转移至采空区；2)可主动切断采动压力或者地质构造带应力向巷道的传播路径，通过对目标岩层压裂形成“切阻断弧”来实现，将采动高应力转移至巷道远处，也可在巷道掘进成型之后紧接着主动切断深部高应力向巷道的传播路径，通过压裂扩展的裂缝连通、交汇起来形成一个包裹在巷道外围的“切阻断圆”来阻断远场高应力向巷道方向的传播，将高应力转移至巷道远场；3)通过对“压裂圈”区域进行压裂，在围岩中人为形成弱结构区，将围岩富集的高应力转移至远离巷道的安全区域，将巷道围岩应力转移并减弱至较低的可控的水平，并利用增加的弱结构区吸收冲击能量，控制荷载对巷道围岩变形的影响。
对于工作面采空后容易形成坚硬悬顶造成的巷道高应力环境，应采用坚硬顶板定向压裂切断悬顶或者提前预裂坚硬顶板，进行减负；对于巷道围岩在施工和维护过程中，受到深部巷道远场高应力影响较大，或者受到本工作面和周边工作面回采动压影响大，尤其是迎采巷道，或者位于褶曲轴部、断层等构造附近的巷道，应采用定向压裂围岩，切断应力的传播路径，进行应力阻断；对于不具备减负和已经处于高应力状态下的巷道，应采用在巷道围岩或者施工的迎头的“压裂圈”范围内通过压裂形成吸能的弱结构区，将高应力让至深部。
因此本发明应力转移的过程，可以概括为阻断，或减负+阻断，或者减负+阻断+让压。具体应用情况如下：
一、应力卸压(减负)
参见图1和图3-1、3-2，当顶板坚硬时，具有大面积悬而不断的特点，容易在采空区侧上方形成悬臂梁结构，巨大的上覆岩层载荷通过坚硬顶板会传递到巷道上方，给巷道围岩背负了一个沉重的包袱，引起了巷道围岩处于高应力。对于这种类型的应力源，应首先进行最大限度的载荷削减，通过对坚硬顶板进行压裂，形成人为的破裂面，在巷道内向坚硬顶板中施工钻孔，钻孔末端的水平位置内错煤柱，垂直位置位于坚硬顶板的中心，在钻孔中预割缝后压裂，压裂形成的裂缝沿着导向割缝扩展延伸，连接形成连续的破裂面，同时控制人为破裂面的连续性，在目标围岩中形成强弱可调的椭圆形弱结构区，整体切断坚硬悬顶，从源头把高应力消除。一方面可将悬而未断的顶板切断，悬顶旋转下沉滑落至采空区，上覆岩层也随之落入采空区，如此，巨大的载荷得到削减，巷道和煤柱的应力范围回落至可控的范围内；另一方面，通过控制人为破裂面的连续性，可在顶板中形成强弱可调的弱结构，利用弱结构能够吸收冲击能量的原理，控制顶板破断的剧烈程度，实现安全卸减载荷，减少瓦斯爆炸等次生灾害的放生；第三方面，切断悬顶的破裂面从剖面来看，是“切阻断圆”的一部分，因此称为“切阻断弧”，切阻断弧的位置是该技术的关键，通过对断顶位置的适当内错，可使顶板在下沉过程中压垮部分煤柱形成缓冲垫层，顶板断裂下沉得到缓冲，防止因顶板剧烈破断次生灾害的发生。
参见图3-1、图3-2和图4，由于坚硬悬顶对煤柱的作用，使得煤柱采空区侧存在破裂区和塑性区，整体强度较小。当坚硬悬顶的破断位置偏向采空区侧，外错煤柱时，顶板断 裂后下部没有煤柱的支撑和缓冲，大面积顶板会迅速滑落或者掉落，形成冲击载荷，引发动力灾害甚至造成瓦斯瞬间挤出；且由于悬顶岩层的弯曲离层，定向压裂断顶的效果没有保障。坚硬顶板悬臂梁弯曲挠度存在一个最大位置，最大弯曲挠度位置一般与煤柱破裂区和塑性区的宽度相关联，具体与煤柱及顶板岩层的刚度等有关。当致裂位置适当内错时，顶板在煤柱上断裂，卸除的上覆岩层载荷逐渐增加，破断坚硬顶板下方的煤柱宽度也逐渐增大，临空巷道有效煤柱宽度也相应减少。当坚硬顶板下方的煤柱达到合适宽度时，断裂悬顶会平缓旋转，进一步破坏下方的塑性煤柱，并整体滑落至采空区，与采空区煤矸密实接触，形成稳定承载体，既能做到顶板载荷的有效卸除，也能避免了冲击造成的影响。此外，断顶位置适当内错后，其上方顶板曲率最大，张拉力最大，可有效增加致裂断顶效果，从施工角度分析，断顶位置避开了采空区顶板离层区，也保证了压裂效果。当然，内错位置不能过大，否则断裂的顶板不能冒落触矸。因此，定向压裂临空坚硬悬顶的断顶线在理论上存在一个最佳位置，实践中结合定向压裂裂缝扩展规律和现场施工条件确定定向致裂位置，使临空巷道的应力环境达到最优。
需要特别指出的是，随着悬顶切落，必然会挤压破坏一部分采空区侧保护煤柱，造成保护煤柱的完整性降低和有效宽度减小，煤柱和巷道上方的应力会背向采空区转移，应着重关注断顶后临空巷道围岩的完整性程度和应力变化情况。
当破断悬顶旋转下沉过程中会同时对下部煤柱采空区侧造成压破坏和剪切破坏两种形式：当上覆悬顶在下沉过程中将下部煤柱采空区侧破碎压垮，即发生了压破坏；当上覆悬顶在滑移过程中将下部煤柱采空区侧剪切破断，即发生了剪切破坏。因此应采用压剪破坏双强度准则，即上覆悬顶岩层对煤柱采空区侧的总载荷Q不小于该部分煤柱可以承受的总载荷FN；在剪切面上，上覆悬顶岩层对煤柱的剪切力τ1不小于煤柱自身的抗剪强度τ0。
为保证两种煤柱破坏形式下断裂的坚硬悬顶能够顺利下沉或滑落至采空区，并能充分保障临空巷道围岩完整和有足够的有效煤柱宽度，一般选取两种形式计算结果的较小值作为最佳断顶位置。
综合压破坏和剪破坏两种破坏形式，最终确定定向水力致裂坚硬悬顶的断顶线位置。
参见图4，所述切断坚硬悬顶的破裂面称为断顶线，断顶线的最佳位置为煤柱塑性区和破碎区的交界线，具体计算公式如下：
Figure PCTCN2017104696-appb-000001
公式中，
Figure PCTCN2017104696-appb-000002
其中，H为坚硬悬顶的埋深(m)；D为采空区两侧悬顶之间的水平跨距(m)；a为煤柱的宽度(m)；l、h分别为顶板的悬臂长度(m)和厚度(m)；E为顶板的弹性模量(GPa)，E1、E2、…、En分别为紧挨老顶的上覆岩层的弹性模量(GPa)；γ为容重(MN/m3)，γ1、γ2、…、γn分别为 紧挨老顶的上覆岩层容重(MN/m3)，γc为煤层的容重；h0、γ0分别为直接顶的厚度(m)和容重(MN/m3)；c0、
Figure PCTCN2017104696-appb-000003
分别为煤层界面的黏聚力(MPa)和内摩擦角(°)；m为煤柱的高度(m)；c、
Figure PCTCN2017104696-appb-000004
ν分别为煤柱的黏聚力(MPa)、内摩擦角(°)、泊松比；b为统一强度理论参数，反映中间主应力σ2对材料屈服或破坏的影响程度，0≤b≤1，取0.7；λ为煤层侧压系数，λ＝ν/(1-ν)；老顶上覆n层岩层对坚硬老顶岩梁的载荷为(qn)l。
图5-1和图5-2，图6-1和图6-2，向所述坚硬顶板中在巷道内沿着巷道方向成排间隔施工长钻孔和短钻孔，长钻孔和短钻孔的末端在垂直方向上位于坚硬顶板的中心。不同在于长短孔仰角小，距离长，更靠近采空区侧，更远离巷道，短钻孔仰角大，距离小，更远离采空区侧，更靠近巷道。长钻孔末端位置呈线性分布，作为主要压裂孔，短钻孔靠近巷道侧，钻孔末端位置呈线性分布，作为辅助压裂孔。沿着巷道方向上呈现长钻孔-短钻孔-长钻孔的连续交错布置方式，长短钻孔之间存在一定的间距，在钻孔中先预割缝后压裂，在主要压裂孔和辅助压裂孔形成“长孔切阻断弧”和“短孔切阻断弧”，“长孔切阻断弧”用来切断坚硬顶板岩层，“短孔切阻断弧”用来阻断顶板断裂形成的冲击能量对巷道的影响。
对于顶板坚硬容易造成大面积顶板悬而不断的矿井，可以在工作面回采过后形成悬顶了，进行事后压裂切断，也可以在工作面回采之前，预先按照设计对坚硬顶板进行压裂，形成破裂面，待工作面回采过后，已经压裂切断的顶板在重力作用下自行垮落，避免坚硬悬顶的产生。
当存在两层或多层坚硬顶板时，向每一层坚硬顶板对应施工一组钻孔，同一层坚硬顶板的终孔水平位置相同，竖直方向位于顶板的中心，即向处于高位的坚硬顶板施工1-1高位钻孔，向低位的坚硬顶板施工1-2低位钻孔，对目标岩层进行预先压裂，阻断周边因工作面回采产生的应力波传递至目标围岩。
当存在两层或者多层坚硬顶板时，如图7-1和图7-2压裂前后的示意图，需要在巷道内倾斜向采空区方向的坚硬顶板内施工钻孔，一般在每一层坚硬顶板内对应布置一组钻孔，几层坚硬顶板就对应几层钻孔，同一层坚硬顶板的一组钻孔布置方式完全相同，钻孔末端的竖直方向位于坚硬顶板的中心，对多层坚硬顶板分层压裂，使得多层坚硬顶板分层断裂。
二、应力阻断
一方面矿井深部地应力水平普遍较高，巷道在掘进完成后，巷道周边的围岩受远场应力的作用，随着时间的推移，围岩的应力水平也会逐渐提高；另一方面受到本工作面回采动压或者其它扰动的影响，在施工和维护过程中也可能受到周边工作面回采动压的影响，巷道围岩的应力水平在影响范围内明显提高，尤其是迎采巷道掘进与相邻工作面回采交锋过程，压力动载系数达到几倍甚至十倍以上，强地压现象异常明显；第三方面，巷道施工至地质构造带或者维护过程中的地质构造带段内，一般应力集中程度比较高，会造成巷道强地压现象明显，变形严重。
一方面对于因受矿井深部地应力的影响造成巷道围岩压力升高的，要在巷道外围形成一个闭合的完整圆形窄压裂带或裂缝面，因此，在巷道施工刚刚完成后，紧接着通过“切阻断圆”阻断整个巷道远场向巷道方向的应力传播；另一方面对于因工作面采动影响或靠近地质构造带影响造成巷道围岩压力升高的，要阻断应力的传播，应首先确定应力源的方位及传播路径，然后针对性对传播应力的岩层进行压裂形成窄压裂带或裂缝面，通过“切 阻断圆”或“切阻断弧”来阻隔应力的传播。一般相邻工作面回采主要通过煤柱上的顶板对巷道的动压传播，上部工作面回采对巷道的动压主要通过上部顶板传播，本工作面回采对巷道的动压主要通过本工作面侧顶板传播，倾斜煤层或急倾斜煤层中底板下部工作面回采动压主要通过底板传播；第三方面对于受地质构造带高应力影响的巷道，要将地质构造带和巷道中间的岩层切断，形成阻隔应力传播的裂缝面。
一般顶板中坚硬、完整的岩层为传播高应力的关键岩层，参见图1和图2-1、图2-2，对于这种类型的应力源，通过在特定顶板中进行压裂形成破裂带；底板中的高应力主要来源于褶曲的轴部和构造应力(在图2-3、图2-4的向斜构造和背斜构造结构下，由图中的应力线得知，应力集中在底板中)，以及倾斜煤层回采动压的底板(在图2-5、图2-6中回采工作面处的影响下，由应力线可看出，底板中应力集中)。参见图2-2和图2-4、图2-6，具体地，在巷道内向应力集中的目标围岩处施工钻孔，钻孔末端的垂直位置位于目标围岩内，目标围岩是顶板、底板或两帮中的一种或多种(例如2-1和图2-2的顶板或图2-3、图2-4以及图2-5、图2-6的底板，)，在钻孔孔内进行压裂，压裂形成的裂缝连接起来构成“切阻断圆”或者“切阻断线”，最终通过“切阻断圆”“切阻断弧”主动阻断高应力向巷道的传播。
三、让压
参见图1、图8和图9，在深部矿井高地应力巷道或者受地质构造带高应力影响的巷道，在巷道内向围岩施工钻孔，然后进行压裂，在围岩内形成一圈人为的弱结构区，称为“压裂圈”；“压裂圈”是具有一定宽度的弱化带，考虑到工程实际，“压裂圈”与巷道距离不能过近，否则会破坏巷道自身的支护体和围岩的完整性，“压裂圈”的内边界称为巷道的“保护圆”。在“压裂圈”范围内进行压裂，可以将高应力让至深部，使巷道位于低应力圈内，使巷道及“保护圆”内的完整围岩位于低应力圈内。“保护圆”范围与巷道形式、围岩条件、周边地应力水平以及支护范围和强度等因素有关。如图3至图7，一方面当不存在坚硬悬顶，无法通过“切阻断弧”为巷道卸压，另一方面如图2所示，也无法利用“切阻断圆”主动阻断采动应力的传播或者深部巷道已经处于高应力状态，因此可采用让压的方法。图8为向已经施工完的巷道两帮施工钻孔，钻孔深度施工至“压裂圈”外边界，从图中俯视来看，即图中的“压裂区”外边界，切阻断弧为图纸上根据巷道形式、围岩条件、周边地应力水平以及支护范围和强度设计的，每个钻孔内在“保护圆”位置进行封孔，从图中俯视来看，即图中的“保护线”，压裂钻孔内“压裂区”部分。在巷道的两侧依次是煤柱、保护线、压裂区，在阻断线和保护线之间的弱结构区起到让压的目的，图9中是在掘进巷道的迎头向前进方向施工钻孔，在掘进巷道的迎头及前进方向的两侧，向前进方向扇形施工钻孔，钻孔深度施工至“压裂圈”外边界，“压裂圈”外边界为图纸上根据保护圆半径和弱化带宽度计算得到的，其与巷道形式、围岩条件、周边地应力水平以及支护范围和强度设计有关，每个钻孔内在保护圆所在的位置进行封孔，压裂钻孔内“压裂区”部分。根据巷道形式、围岩条件、周边地应力水平以及支护范围和强度，留设一定宽度的安全煤柱，一般保留3～10m的安全煤岩柱屏障进行压裂。压裂圈的存在，在保护巷道周边的围岩和支护体免遭破坏，使巷道围岩稳定可靠的条件下，在巷道外围人为形成了一个弱化带，主动将高应力转移到压裂圈之外，使得巷道处于较低的可控的水平。
在应力转移的各种方法中，所述压裂的方式可以采用水力压裂、气体压裂、CO2相变压裂、电磁炮压裂、膨胀胶囊压裂或膨胀螺丝机械压裂。水力割缝定向水力压裂技术整体 运行费用比较低，相比于用炸药爆破处理相同工程量的坚硬顶板，水力割缝定向水力致裂的运行费用不足后者的1/10。经水力割缝定向水力致裂后，临空巷道没有出现冲击性来压，保障了矿井的安全生产。一次冲击性来压损坏单体支柱数量按30根计算，一根单体支柱购置安装成本2000元，例举同煤集团同忻矿5105巷共减少冲击性来压20次，由此计算，单条巷道水力致裂后减少损失120万元。采用水力致裂后，减少了维护超前支护段对工作面正常生产的影响，工作面年产原煤可增产50万吨，创造效益约9320万元。
以上所述，仅是本发明的较佳实施例，并非对本发明做任何形式上的限制，凡是依据本发明的技术实质，对以上实施例所做出任何简单修改和同等变化，均落入本发明的保护范围之内。

Claims (10)

  1. 一种基于压裂圈的强地压巷道应力转移方法，其特征是：首先根据巷道所处的应力环境，找出目前已经或者以后可能会导致巷道发生强地压的应力源，然后针对性的施工钻孔进行压裂，在巷道围岩内形成一圈“人为弱化带”，即“压裂圈”；压裂圈的半径由在支护体的边缘留设一定宽度的安全煤岩柱屏障来确定；压裂圈的宽度根据围岩结构、地应力条件和施工工艺情况确定，地应力越大，压裂圈的宽度就越大。
  2. 根据权利要求1所述的一种基于压裂圈的强地压巷道应力转移方法，其特征是：宽度大的压裂圈，采用施工钻孔、整段压裂；窄压裂圈，即“切阻断圆”采用施工钻孔、预割缝、孔底压裂。
  3. 根据权利要求2所述的一种基于压裂圈的强地压巷道应力转移方法，其特征是：“压裂圈”的形式根据条件的不同而变化：
    当需要阻断高应力和采动应力向巷道传播时，在所述巷道内向应力集中的目标围岩处施工钻孔，钻孔末端的垂直位置位于目标围岩内，目标围岩是顶板、底板或两帮中的一种或多种；调节压裂段的长度来控制形成的压裂圈宽度，较小宽度的压裂圈近似为一个压裂圆，称为“切阻断圆”，利用“切阻断圆”主动切断采动应力和深部矿井远场传递过来的高应力以及地质构造带的高应力，实现应力阻断；
    当需要切断坚硬悬顶的时候，形成的压裂圈不仅宽度较小，而且仅需要压裂圈的一部分即可达到目的，此时的压裂圈称为“切阻断弧”，利用“切阻断弧”主动切断坚硬悬顶对巷道卸荷减负。
  4. 根据权利要求3所述的一种基于压裂圈的强地压巷道应力转移方法，其特征是：在所述顶板中存在一层或者多层坚硬的岩层时，
    在巷道内斜向坚硬顶板中施工钻孔，巷道和采空区中间具有一定宽度的煤柱，钻孔末端在水平方向的位置内错入煤柱一定距离，钻孔末端在竖直方向的位置位于坚硬顶板的中心，在钻孔中预先割缝，然后进行压裂，单个压裂形成的裂缝沿着导向割缝扩展并延伸，形成一条或者多条以钻孔的末端为中心，具有一定方向性和范围的裂缝面，在巷道长轴方向上成排的施工钻孔并进行压裂，压裂形成的裂缝连通或间隔，整体切断坚硬悬顶，从源头把高应力消除；
    对于顶板坚硬容易造成大面积顶板悬而不断的矿井，在工作面回采过后形成的悬顶，进行事后压裂切断，或者在工作面回采之前，预先按照设计对坚硬顶板进行压裂，形成破裂面，待工作面回采过后，已经压裂切断的顶板在重力作用下自行垮落，避免坚硬悬顶的产生；
    “切阻断圆”和“切阻断弧”切断传播应力的所有目标岩层；坚硬悬顶的“切阻断弧”为切断坚硬悬顶的破裂面，称为断顶线，断顶线的最佳位置为煤柱塑性区和破碎区的交界线。
  5. 根据权利要求4所述的一种基于压裂圈的强地压巷道应力转移方法，其特征是：在巷道内沿着巷道方向向所述坚硬悬顶成排间隔施工长钻孔和短钻孔，长钻孔和短钻孔的末端在垂直方向上位于坚硬顶板的中心；其中，长短孔仰角小，距离长，更靠近采空区侧，更远离巷道，短钻孔仰角大，距离小，更远离采空区侧，更靠近巷道；长钻孔末端位置呈线性分布，作为主要压裂孔，短钻孔靠近巷道侧，钻孔末端位置呈线性分布，作为辅助压裂孔；沿着巷道方向上呈现长钻孔-短钻孔-长钻孔的连续交错布置方式，长短钻孔之间存在一定的间距，在钻孔中先预割缝后压裂，在主要压裂孔和辅助压裂孔形成“长孔压裂弧”和“短孔压裂 弧”，“长孔压裂弧”用来切断坚硬顶板岩层，“短孔压裂弧”用来阻断顶板断裂形成的冲击能量对巷道的影响。
  6. 根据权利要求4所述的一种基于压裂圈的强地压巷道应力转移方法，其特征是：
    当存在两层或者多层坚硬顶板时，在每一层坚硬顶板内对应布置一组钻孔，几层坚硬顶板就对应几层钻孔，同一层坚硬顶板的一组钻孔布置方式完全相同，钻孔末端的竖直方向位于坚硬顶板的中心，对多层坚硬顶板分层压裂，使得多层坚硬顶板分层断裂。
  7. 根据权利要求2所述的一种基于压裂圈的强地压巷道应力转移方法，其特征是：在深部矿井高地应力巷道在掘进成型初期或者回采工作面的超前应力影响巷道之前，或者受地质构造带高应力影响的巷道，在巷道内向顶板、底板或两帮中施工钻孔至传递应力的目标岩层或者整个围岩中，然后封孔、预割缝、孔底压裂，形成窄压裂带或裂缝面，即“切阻断圆”，通过“切阻断圆”来阻隔高应力向巷道方向的传播，实现应力转移。
  8. 根据权利要求2所述的一种基于压裂圈的强地压巷道应力转移方法，其特征是：在深部矿井高地应力巷道或者受地质构造带高应力影响的巷道，在巷道内向顶板、底板或两帮中施工钻孔至传递应力的目标岩层或者整个围岩中，然后封孔和整段压裂，形成具有一定宽度的“压裂圈”，该“压裂圈”将高应力让至深部，使巷道及“保护圆”内的完整围岩位于低应力圈内，实现应力转移。
  9. 根据权利要求8所述的一种基于“压裂圈”的强地压巷道应力转移方法，其特征是：向已经施工完的巷道一帮或者两帮施工钻孔，在巷道“压裂圈”内进行压裂，或者在掘进巷道的迎头向前进方向扇形施工钻孔，在前进方向的“压裂圈”内进行压裂，根据巷道形式、围岩条件、周边地应力水平以及支护范围和强度，保留3～10m的安全煤岩柱屏障进行压裂。
  10. 根据权利要求1所述的一种基于压裂圈的强地压巷道应力转移方法，其特征是：所述压裂的方式采用水力压裂、气体压裂、CO2相变压裂、电磁炮压裂、膨胀胶囊压裂或膨胀螺丝机械压裂。
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