CN110578542B - High-stress rock burst roadway anchor rod, design method and working method - Google Patents
High-stress rock burst roadway anchor rod, design method and working method Download PDFInfo
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- CN110578542B CN110578542B CN201910885804.7A CN201910885804A CN110578542B CN 110578542 B CN110578542 B CN 110578542B CN 201910885804 A CN201910885804 A CN 201910885804A CN 110578542 B CN110578542 B CN 110578542B
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- 239000011435 rock Substances 0.000 title claims abstract description 96
- 238000000034 method Methods 0.000 title claims abstract description 22
- 239000002184 metal Substances 0.000 claims abstract description 66
- 238000004873 anchoring Methods 0.000 claims abstract description 54
- 230000000694 effects Effects 0.000 claims abstract description 19
- 239000011347 resin Substances 0.000 claims description 46
- 229920005989 resin Polymers 0.000 claims description 46
- 230000005540 biological transmission Effects 0.000 claims description 8
- 230000006835 compression Effects 0.000 claims description 7
- 238000007906 compression Methods 0.000 claims description 7
- 238000006073 displacement reaction Methods 0.000 claims description 7
- 238000009434 installation Methods 0.000 claims description 5
- 238000005553 drilling Methods 0.000 claims description 4
- 235000017166 Bambusa arundinacea Nutrition 0.000 claims description 3
- 235000017491 Bambusa tulda Nutrition 0.000 claims description 3
- 241001330002 Bambuseae Species 0.000 claims description 3
- 235000015334 Phyllostachys viridis Nutrition 0.000 claims description 3
- 239000011425 bamboo Substances 0.000 claims description 3
- 238000012669 compression test Methods 0.000 claims description 3
- 230000003068 static effect Effects 0.000 claims description 3
- 238000003756 stirring Methods 0.000 claims description 3
- 239000003245 coal Substances 0.000 abstract description 2
- 229910000831 Steel Inorganic materials 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 239000000126 substance Substances 0.000 description 3
- 239000003795 chemical substances by application Substances 0.000 description 2
- 239000002360 explosive Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 239000011521 glass Substances 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 230000001788 irregular Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 230000002028 premature Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
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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
- E21D20/003—Machines for drilling anchor holes and setting anchor bolts
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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
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/025—Grouting with organic components, e.g. resin
-
- 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
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
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- Geochemistry & Mineralogy (AREA)
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Abstract
A high-stress rock burst roadway anchor rod, a design method and a working method are suitable for being used in a coal mine. Including the nodular stock body of rod, stock afterbody tool to lock, biography power tray and sleeve, the interval is equipped with the arch on the nodular stock body of rod, and the tail end of the nodular stock body of rod is equipped with the screw thread, is equipped with in proper order on the screw thread and passes power tray and stock afterbody tool to lock, and the nodular stock rod is equipped with the sleeve outward, the sleeve is equipped with the tubular metal resonator that runs through the seam for the axial, and the tubular metal resonator outside is equipped with the fine screw thread, and the tubular metal resonator inside be equipped with protruding assorted indent structure on the nodular stock body. The anchor rod has the advantages of high anchoring force, high pretightening force and no influence on the overall anchoring effect due to local breakage, and can effectively solve the problems that the conventional common anchor rod is harsh in anchoring condition, easy to lose effectiveness in the whole due to local breakage, small in allowable deformation, incapable of adapting to high stress, large deformation, strong impact dynamic pressure, rock breaking engineering environment and the like.
Description
Technical Field
The invention relates to a high-stress rock burst roadway anchor rod, a design method and a working method, in particular to the high-stress rock burst roadway anchor rod, the design method and the working method which are suitable for being used in a coal mine underground roadway.
Background
The anchor rod is an important support material in the fields of mining engineering, hydroelectric engineering, slope engineering and underground engineering. Currently, there are three main ways of anchor anchoring force generation: through the chemical bonding effect of the resin anchoring agent, the stretching expansion effect of the inverted wedge structure or the friction effect, the common anchor rod mainly comprises a resin anchoring screw-thread steel anchor rod, a round steel twist head anchor rod, a mechanical inverted wedge anchor rod, an expansion shell anchor rod, a glass steel anchor rod and the like. The following disadvantages mainly exist:
the resin cartridge anchoring anchor rod has higher requirements on the rock type of the hole wall, the drilling condition and the installation construction, if the rock in the drill hole is soft and broken or contains impurities such as water, mud and the like, the anchoring effect of the resin cartridge is directly influenced, and in addition, if the resin cartridge is not uniformly stirred during the installation of the anchor rod, the bonding effect between the rod body and the hole wall is also influenced;
the mechanical inverted wedge anchor rod has higher requirements on the type of rock on the hole wall and the integrity of the hole wall of a drilled hole, and if the rock of the drilled hole is weak or the hole wall at the anchoring point is incomplete, the mechanical inverted wedge anchor rod fails to be installed and cannot generate anchoring force.
No matter the end anchor resin cartridge anchor rod or the mechanical inverted wedge type anchor rod, if one of the rod body, the tray and the bolt fails, the whole anchor rod can be wholly failed, and the support effect on underground space rock is lost.
No matter the bolt is a resin cartridge bolt or a mechanical inverted wedge type bolt, the allowable deformation is only the elongation of the bolt body, and the requirements of large deformation and impact resistance of a roadway with high stress impact ground cannot be met.
Although the expansion shell type anchor rod can provide anchoring force through friction between the rod body and the hole wall, the full-length anchoring effect and the large deformation adapting effect are achieved, but the anchoring force is low, and high pre-tightening force cannot be provided.
The resin cartridge anchor rod and the mechanical inverted wedge anchor rod are fastened through bolts to obtain pretightening force, so that the anchor rod is subjected to complex stress effects of pulling, pressing, twisting and shearing, and the bearing capacity is greatly reduced.
Disclosure of Invention
The technical problem is as follows: aiming at the defects of the prior art, the high-stress rock burst roadway anchor rod, the design method and the working method are suitable for high-stress, large-deformation, high-impact dynamic pressure and rock breaking engineering environments, have high anchoring force and pretightening force, and have the local breaking effect without influencing the overall anchoring effect.
The technical scheme is as follows: in order to achieve the technical purpose, the high-stress rock burst roadway anchor rod comprises a nodal anchor rod body, an anchor rod tail lockset, a force transmission tray and a sleeve;
the interval is equipped with the arch on the nodular stock body of rod, and the tail end of the nodular stock body of rod is equipped with the screw thread, is equipped with biography power tray and stock afterbody tool to lock on the screw thread in proper order, and the nodular stock body of rod is equipped with the sleeve outward, the sleeve is equipped with the tubular metal resonator that runs through the seam for the axial, and the tubular metal resonator outside is equipped with the thin screw thread, and the tubular metal resonator inside be equipped with the protruding assorted indent structure on the nodular stock body of rod.
The segment-shaped anchor rod body is provided with bulges at intervals, wherein the bulges are spherical bulges or spindle-shaped bulges.
The sleeve is a metal pipe provided with a through seam and wrapped by the nodular anchor rod body or a plurality of metal pipes provided with through seams and wrapped by the nodular anchor rod body.
The sleeve formed by the metal pipe provided with the through seam is a whole sleeve within one third of the length range of the end part of the anchor rod, the rest two thirds of the length of the anchor rod is a plurality of short metal pipes provided with the through seam and used for wrapping the rod body of the segmental anchor rod, the short metal pipe with the through seam comprises a short metal pipe I and a short metal pipe II which are arranged at intervals in use, the whole length of the short metal pipe with the through seam is 1.5 times of the length of two adjacent bulges of the rod body of the segmental anchor rod, when the node-shaped anchor rod body is broken, the residual part in the rock body continues to play the role of anchoring, after the anchor rod body is broken outside, the short metal pipe tightly jointed with the drilled rock body moves to the outside of the drilled hole along with the rock body, and the rod body in the short metal pipe is not moved, and at the moment, the matched concave structure in the metal pipe and the bulge of the fracture part form an anchoring point again.
The anchor rod tail lock comprises an anchor rod lock sleeve and an anchor rod lock wedge body, wherein the inner surface of the anchor rod lock sleeve is arranged to be an inclined surface, the anchor rod lock wedge body is a wedge body with friction grains on the surface, the wedge body is composed of 3 pieces, and the rigidity of the anchor rod lock wedge body is greater than that of the nodular anchor rod body.
A design method of a roadway anchor rod with high stress rock burst comprises the following steps:
a1, obtaining the cohesive force c1 of the resin cartridge and the internal friction angle phi 1 of the resin cartridge, the internal friction angle c2 of the rock on the wall of the anchoring drill hole and the internal friction angle phi 2 of the rock on the wall of the anchoring drill hole through a conventional direct shear test, and respectively taking the cohesive force and the internal friction angle with the minimum shear strength of the rock and the resin cartridge as c and phi in a limit normal force calculation formula;
a2 calculating the limit normal force sigma of the anchor rod according to the designed anchoring force F of the anchor rod and the contact area S of the short metal tubes I and the short metal tubes II which are alternately arranged and the resin cartridgen(F/S-c)/tan (Φ), wherein S ═ pi ═ D × L, L is the contact length, and D is the collar outer diameter; calculating to obtain the diameter of the thinnest part of the anchor rod body
Wherein sigmayThe tensile yield strength of the rod body;
a3 uses the formula: dn＝σn(k1+ k2)/(k1 k2) calculating to obtain the anchor rod slip limit normal deformation dnIn the formula: k1 is the compression stiffness of the resin cartridge, k2 is the compression stiffness of the rock on the hole wall, and the two are obtained by a compression test;
a4 determining instantaneous displacement when rock burst occurs as distance L from horizontal projection length of inner inclined plane of short metal tube with through seam to rotary horizontal sectionp；
a5 according to equation α ═ atan (d)n/Lp) Calculating to obtain an included angle between the inner inclined surface of the short metal tube with the through seam and the horizontal direction, and recording as a convex undulation angle α;
a6, designing the size of each bulge of the nodal anchor rod body by utilizing the bulge angle alpha, the diameter Db of the anchor rod body and the distance between bamboo joint peak values, then determining the specific bulge number of the nodal anchor rod body according to the size between each two bulges of the nodal anchor rod body, and arranging an anchor rod lock at the tail of the nodal anchor rod body to complete the design of the whole anchor rod.
A working method of a roadway anchor rod with high stress rock burst comprises the following steps:
b1, constructing a borehole on the wall of the roadway, placing a resin cartridge into the borehole, pushing the resin cartridge and the segmental anchor rod body sleeved with a sleeve into the hole bottom by using an anchor rod drilling machine, stirring and crushing the resin cartridge in the process of pushing the resin cartridge into the hole bottom, after the resin cartridge is solidified, propping a lock at the tail part of the anchor rod towards the hole bottom of the borehole by using a tensioning machine, pushing the sleeve of the anchor rod lock towards the hole bottom of the borehole by using a force transmission tray, simultaneously tensioning the segmental anchor rod body towards the outside of the borehole until the pre-tightening force is reached, and stopping, and locking the segmental anchor rod lock body by using an anchor rod wedge body to realize torque-free installation;
b2 under the action of high-level static pressure, the sectional anchor rod body slides along the inner inclined plane of the sleeve under the action of tensile force to adapt to the overall deformation of the roadway due to large deformation of surrounding rocks, at the moment, the sectional anchor rod body props the sleeve, and the sleeve extrudes the annular space of the resin cartridge in the drilled hole, so that the annular space is attached to the wall of the drilled hole more tightly, and the overall anchoring force is effectively improved;
b3 when the stock bears the high-speed impact dynamic pressure from any direction perpendicular to the anchor rod plane, the nodular anchor rod body slides with the sleeve friction fast under the effect of impact force, when the relative displacement of the two exceeds the length of a bulge of the nodular anchor rod body, the bulge on the nodular anchor rod body can naturally slide into the shuttle-shaped groove of the next sleeve and slide along the inner inclined plane of the sleeve again, which can effectively avoid the breakage and failure of the anchor rod body when the rock burst disaster happens.
When the impact dynamic pressure is too high to cause the nodular anchor rod body to be pulled apart at a certain part, because the deformation of the surrounding rock of the roadway wall is inversely proportional to the depth, the deformation of the surrounding rock at the shallow part of the drill hole close to the roadway wall is larger than the deformation of the surrounding rock at the deep part of the drill hole, and therefore, the surrounding rock can continuously move towards the free surface of the roadway due to the close contact of the sleeve pipe and the surrounding rock, and the sleeve pipe which is tightly combined with the surrounding rock can also be driven to move outwards, and the inner anchoring point formed in the deep surrounding rock is immobile, so that the nodular anchor rod body remained in the surrounding rock is immobile, and the sleeve pipe close to the fracture can move outwards along with the surrounding rock, so that the inclined surface in the sleeve pipe can be in frictional contact with the bulge of the nodular anchor rod body and is expanded again to form the outer anchoring point, and the rock mass between the outer anchoring point and the inner anchoring point can be continuously restrained by.
Has the advantages that:
the combination of the chemical bonding effect of the resin explosive roll on the body of the nodular anchor rod and the physical shell expansion effect of the lantern ring is suitable for the condition that the irregular hole wall is not beneficial to mechanical anchoring and the condition that the wet resin anchoring agent on the hole wall has poor chemical bonding effect;
because the nodal anchor rod body slides along the inner inclined plane of the sleeve under the action of tensile force to adapt to large deformation of surrounding rocks, and meanwhile, the nodal anchor rod body props the sleeve open, the sleeve extrudes the annular space of the resin cartridge, so that the joint of the nodal anchor rod body and the wall of a drilled hole is tighter, the anchoring force is higher, when bearing high-speed impact dynamic pressure, the nodal anchor rod body slides with the sleeve in a friction manner, when the relative displacement of the nodal anchor rod body and the sleeve exceeds the length of a fusiform bulge, the bulge on the nodal anchor rod body can naturally slide into the groove of the next sleeve and slide along the inner inclined plane of the sleeve again, and the fracture and the failure of the nodal anchor rod body when an impact ground pressure disaster occurs can be effectively avoided;
because the plurality of bulges are arranged on the rod body of the nodal anchor rod, when a certain position of the anchor rod is broken, the bulges on the rod bodies of the nodal anchor rods at other positions can still play an anchoring role, and after the rod body at the position of the anchor rod tray outside a common drilled hole is broken, the common anchor rod can be integrally failed;
the surrounding rock and the lantern ring are bonded through the resin explosive cartridge, so the surrounding rock and the lantern ring can synchronously move, and because the nodal anchor rod body is fluctuated along two directions of the rod body, and when the nodal anchor rod body is opposite to the sleeve moving direction, the inclined plane angle between the sleeve and the nodal anchor rod body is far larger than the forward direction, the nodal anchor rod body can be quickly locked, can be contacted with the inner wall of the lantern ring to expand the nodal anchor rod body, and the hole wall is compressed again to generate anchoring force, so the anchoring force cannot be lost no matter the anchor rod is broken into a plurality of sections;
because bolts are not used and the anchor rods are tensioned and pre-tightened, the rod body at the position of the anchor rod tray only bears tensioning load, and the bolt tray does not bear the actions of tension, compression and torsion simultaneously when the bolts are used, so that premature failure is caused. When the anchor rod body and the lock move relatively, the anchor rod body and the lock are extruded and rubbed due to the embedding action of the wedge body, and the anchor rod and the lock are locked under high friction force;
when the length of the anchor rod body is more than 1 bulge, the bulge on the anchor rod body can naturally slide into the fusiform groove of the next sleeve to generate impact sound, so that the large deformation of the roadway and the stress state of the anchor rod can be reflected by the impact sound;
the design of the fluctuation height of the anchor rod body comprehensively considers the factors of anchor rod anchoring force, surrounding rock deformation modulus, resin cartridge deformation modulus, sleeve deformation modulus and the like, and the adaptability to surrounding rocks with different characteristics is better;
the anchor rod has the advantages of high anchoring force, high pretightening force and no influence on the overall anchoring effect due to local breakage, and can effectively solve the problems that the conventional common anchor rod is harsh in anchoring condition, easy to lose efficacy due to local breakage, small in allowable deformation, incapable of adapting to high stress, large deformation, strong impact dynamic pressure, rock breaking engineering environment and the like.
Drawings
FIG. 1 is a schematic structural view of the high stress rock burst roadway bolt of the present invention;
FIG. 2(a) is a front view of the high stress rock burst roadway bolt tail lock of the present invention;
FIG. 2(b) is a cross-sectional view of the high stress rock burst roadway bolt tail lock of the present invention;
FIG. 3 is a schematic structural view of the invention in use with a high stress rock burst roadway bolt;
FIG. 4(a) is a schematic structural view of a short metal tube I of the present invention;
FIG. 4(b) is a schematic structural view of a short metal tube II according to the present invention;
FIG. 5 is a schematic structural view of the high stress rock burst roadway anchor rod of the present invention in use, after the anchor rod body breaks, the anchor rod body continues to function;
fig. 6 is a schematic structural view showing that the uppermost broken bolt of the roadway bolt under high stress impact pressure of the invention still works.
In the figure: 1-section of anchor rod body; 21-anchor bolt lock sleeve; 22-anchor bolt lock wedge; 3-a force transfer tray; 4-sleeve, 41-short metal tube I, 42-short metal tube II
Detailed Description
An embodiment of the invention is further described below with reference to the accompanying drawings:
as shown in fig. 1, the high stress rock burst roadway anchor rod of the invention comprises a nodal anchor rod body 1, an anchor rod tail lockset, a force transmission tray 3 and a sleeve 4;
the segment-shaped anchor rod body 1 is provided with bulges at intervals, and the bulges are spherical bulges or spindle-shaped bulges; the tail end of the segmental anchor rod body 1 is provided with threads, a force transmission tray 3 and an anchor rod tail lockset are sequentially arranged on the threads, a sleeve 4 is arranged outside the segmental anchor rod body 1, the sleeve 4 is a metal pipe which is axially provided with a through seam, fine threads are arranged on the outer side of the metal pipe, an inward concave structure matched with a bulge on the segmental anchor rod body 1 is arranged inside the metal pipe, and the sleeve 4 is a metal pipe which is provided with a through seam and wraps the segmental anchor rod body 1 or a plurality of metal pipes which are provided with through seams and wrap the segmental anchor rod body 1; the sleeve 4 formed by a plurality of metal pipes provided with through seams is a whole sleeve within one third of the length range of the end part of the anchor rod, the length of the rest two thirds of the anchor rod is a plurality of short metal pipes provided with through seams and used for wrapping the rod body 1 of the segmental anchor rod, as shown in fig. 4(a) and 4(b), the short metal pipe with the through seam comprises a short metal pipe I41 and a short metal pipe II 42 which are arranged and matched with each other at intervals in use, the whole length of the short metal pipe with the through seam is 1.5 times of the length of two adjacent bulges of the segmental anchor rod body 1, when the node-shaped anchor rod body 1 is broken, the residual part in the rock body continues to play the role of anchoring, after the anchor rod body is broken outside, the short metal pipe tightly jointed with the drilled rock body moves to the outside of the drilled hole along with the rock body, and the rod body in the short metal pipe is not moved, and at the moment, the matched concave structure in the metal pipe and the bulge of the fracture part form an anchoring point again.
As shown in fig. 2(a) and 2(b), the anchor rod tail lock comprises an anchor rod lock sleeve 21 and an anchor rod lock wedge 22, the inner surface of the anchor rod lock sleeve 21 is an inclined surface, the anchor rod lock wedge 22 is a wedge with friction lines on the surface, the wedge is composed of 3 pieces, and the rigidity of the anchor rod lock wedge 22 is greater than that of the nodal anchor rod body 1.
A design method for using the high stress rock burst roadway anchor rod of claim 1 comprises the following steps:
a1, firstly, obtaining the cohesive force c1 of the resin cartridge and the internal friction angle phi 1 of the resin cartridge, the internal friction angle c2 of the rock on the wall of the anchoring drill hole and the internal friction angle phi 2 of the rock on the wall of the anchoring drill hole through a conventional direct shear test, and respectively taking the cohesive force and the internal friction angle with the minimum shear strength of the rock and the resin cartridge as c and phi in a limit normal force calculation formula;
a2 calculating the limit normal force sigma of the anchor rod according to the designed anchoring force F of the anchor rod and the contact area S of the short metal tubes I41 and II 42 and the resin cartridge which are alternately arrangedn(F/S-c)/tan (Φ), wherein S ═ pi ═ D × L, L is the contact length, and D is the collar outer diameter; calculating to obtain the diameter of the thinnest part of the anchor rod body
Wherein sigmayThe tensile yield strength of the rod body;
a3 uses the formula: dn＝σn(k1+ k2)/(k1 k2) calculating to obtain the anchor rod slip limit normal deformation dnIn the formula: k1 is the compression stiffness of the resin cartridge, k2 is the compression stiffness of the rock on the hole wall, and the two are obtained by a compression test;
a4 determining instantaneous displacement when rock burst occurs as distance L from horizontal projection length of inner inclined plane of short metal tube with through seam to rotary horizontal sectionp；
a5 according to equation α ═ atan (d)n/Lp) Calculating to obtain an included angle between the inner inclined surface of the short metal tube with the through seam and the horizontal direction, and recording as a convex undulation angle α;
a6, designing the size of each bulge of the nodal anchor rod body 1 by utilizing the bulge camber angle alpha, the diameter Db of the anchor rod body and the distance between bamboo joint peak values, then determining the specific bulge number of the nodal anchor rod body 1 according to the size between each two bulges of the nodal anchor rod body 1, and arranging an anchor rod lock at the tail of the nodal anchor rod body 1 to complete the design of the whole anchor rod.
As shown in fig. 3 and 5, a working method using the high stress rock burst roadway anchor rod of claim 1 comprises the following steps:
b1, constructing a borehole on the wall of the roadway, putting a resin cartridge into the borehole, pushing the resin cartridge and the nodal anchor rod body 1 sleeved with the sleeve 4 into the hole bottom by using an anchor rod drilling machine, stirring and crushing the resin cartridge in the process of pushing the resin cartridge into the hole bottom, propping a lock at the tail part of the anchor rod towards the direction of the hole bottom of the borehole by a tensioning machine after the resin cartridge is solidified, pushing the anchor rod lock sleeve 21 towards the direction of the hole bottom of the borehole by a force transmission tray (3), simultaneously tensioning the nodal anchor rod body 1 towards the outside of the borehole until a pre-tightening force is reached, and stopping, locking the nodal anchor rod body 1 by using an anchor rod lock wedge body 22, so as to realize torque-free installation;
b2 under the action of high-level static pressure, the nodal anchor rod body 1 slides along the inner inclined plane of the sleeve 4 under the action of tensile force to adapt to the overall deformation of the roadway due to large deformation of surrounding rocks, at the moment, the nodal anchor rod body 1 props the sleeve 4, and the sleeve 4 extrudes the annular space of the resin cartridge in the drill hole, so that the joint of the annular space and the hole wall of the drill hole is tighter, and the overall anchoring force is effectively improved;
b3 when the stock bears the high-speed impact dynamic pressure from any direction perpendicular to the anchor rod plane, the nodular anchor rod body 1 slides with sleeve 4 under the effect of impact force, when the relative displacement of the two exceeds the length of one bulge of the nodular anchor rod body 1, the bulge on the nodular anchor rod body 1 can naturally slide into the fusiform groove of the next sleeve 4 and slide along the inner inclined plane of the sleeve again, and the breakage and failure of the anchor rod body when the rock burst disaster happens can be effectively avoided.
As shown in fig. 6, when the dynamic pressure of the impact is too high and the nodular anchor rod body 1 is broken at a certain portion, because the deformation of the surrounding rock of the wall of the roadway is inversely proportional to the depth, the deformation of the surrounding rock at the shallow part of the drill hole, which is close to the wall of the roadway, is larger than that of the surrounding rock at the deep part of the drill hole, therefore, as the sleeve 4 near the fracture is in close contact with the surrounding rock, the surrounding rock can continue to move to the free surface of the roadway and can drive the sleeve 4 tightly combined with the surrounding rock to move outwards together, while the inner anchoring points formed in the deep surrounding rock are stationary, the nodal anchor rod body 1 remaining inside the surrounding rock is stationary, the sleeve 4 near the fracture moves outwards along with the surrounding rock, so that the inner inclined surface of the sleeve 4 is in frictional contact with the bulge of the nodular anchor rod body 1 and is expanded again to form an outer anchoring point, the rock mass between the outer and inner anchoring points is thus continuously constrained by the residual nodal bolt body 1.
Claims (5)
1. A high stress rock burst roadway anchor rod is characterized in that: the anchor rod comprises a nodal anchor rod body (1), an anchor rod tail lockset, a force transmission tray (3) and a sleeve (4);
the section-shaped anchor rod body (1) is provided with bulges at intervals, the tail end of the section-shaped anchor rod body (1) is provided with threads, the threads are sequentially provided with a force transmission tray (3) and an anchor rod tail lock, a sleeve (4) is arranged outside the section-shaped anchor rod body (1), the sleeve (4) is a metal pipe which is axially provided with a through seam, the outer side of the metal pipe is provided with fine threads, and the inside of the metal pipe is provided with an inwards concave structure matched with the bulges on the section-shaped anchor rod body (1);
the sleeve (4) is a plurality of metal pipes which are wrapped on the nodal anchor rod body (1) and are provided with through seams; the sleeve (4) formed by the metal pipe provided with the through seam is a whole in the length range of one third of the end part of the anchor rod, the length of the rest two thirds of the anchor rod is a plurality of short metal pipes provided with the through seam and wrapping the nodal anchor rod body (1), the short metal pipes provided with the through seam comprise two structures of short metal pipes I (41) and short metal pipes II (42), the short metal pipes are arranged and matched at intervals in use, and the whole length of the short metal pipes provided with the through seam is 1.5 times of the length of two adjacent bulges of the nodal anchor rod body (1); when the node-shaped anchor rod body (1) is broken, the residual part in the rock body continues to play an anchoring role, after the anchor rod body is broken outside, the metal pipe tightly attached to the drilled rock body moves to the outside of the drilled hole along with the rock body, the rod body in the metal pipe is not moved, and at the moment, the matched concave structure in the metal pipe and the bulge of the broken part form an anchoring point again;
the method for designing the high-stress rock burst roadway anchor rod comprises the following steps:
a1, firstly, obtaining the cohesive force c1 of the resin cartridge and the internal friction angle phi 1 of the resin cartridge, the cohesive force c2 of the rock on the wall of the anchoring drill hole and the internal friction angle phi 2 of the rock on the wall of the anchoring drill hole through a conventional direct shear test, and respectively taking the cohesive force and the internal friction angle with the minimum shear strength of the rock and the resin cartridge as c and phi in a limit normal force calculation formula;
a2 calculating the limit normal force S of the anchor rod according to the designed anchoring force F of the anchor rod and the contact area S of the short metal tubes I (41) and the short metal tubes II (42) which are alternately arranged and the resin cartridgen(F/S-c)/tan (Φ), wherein S ═ pi ═ D × L, L is the contact length, and D is the collar outer diameter; calculating to obtain the diameter of the thinnest part of the anchor rod body
Wherein sigmayThe tensile yield strength of the rod body;
a3 uses the formula: dn＝sn(k1+ k2)/(k1 k2) calculating to obtain the anchor rod slip limit normal deformation dnIn the formula: k1 is the compression stiffness of the resin cartridge, k2 is the compression stiffness of the rock on the hole wall, and the two are obtained by a compression test;
a4 determining instantaneous displacement when rock burst occurs as distance L from horizontal projection length of inner inclined plane of short metal tube with through seam to rotary horizontal sectionp；
a5 according to equation α ═ atan (d)n/Lp) Calculating to obtain an included angle between the inner inclined surface of the short metal tube with the through seam and the horizontal direction, and recording as a convex undulation angle α;
a6, designing the size of each bulge of the nodal anchor rod body (1) by utilizing the distance between a bulge angle alpha, the diameter Db of the thinnest part of the anchor rod body and a bamboo joint peak value, then determining the specific bulge number of the nodal anchor rod body (1) according to the size between each two bulges of the nodal anchor rod body (1), and arranging an anchor rod lock at the tail part of the nodal anchor rod body (1) to complete the design of the whole anchor rod.
2. The high stress rock burst roadway bolt of claim 1 wherein: the segment-shaped anchor rod body (1) is provided with bulges at intervals, wherein the bulges are spherical bulges or spindle-shaped bulges.
3. The high stress rock burst roadway bolt of claim 1 wherein: the anchor rod tail lock comprises an anchor rod lock sleeve (21) and an anchor rod lock wedge body (22), wherein the inner surface of the anchor rod lock sleeve (21) is arranged to be an inclined surface, the anchor rod lock wedge body (22) is a wedge body with friction grains on the surface, the wedge body is composed of 3 pieces, and the rigidity of the anchor rod lock wedge body (22) is greater than that of the nodal anchor rod body (1).
4. A working method of using the high-stress rock burst roadway anchor rod of claim 1 is characterized by comprising the following steps:
b1, constructing a borehole on the wall of a roadway, placing a resin cartridge into the borehole, pushing the resin cartridge and the nodal anchor rod body (1) sleeved with the sleeve (4) into the bottom of the borehole by using an anchor rod drilling machine, stirring and crushing the resin cartridge in the process of pushing the resin cartridge into the bottom of the borehole, ejecting a lockset at the tail of the anchor rod towards the bottom of the borehole by using a tensioning machine after the resin cartridge is solidified, pushing the sleeve (21) of the anchor rod lockset towards the bottom of the borehole by using a force transmission tray (3), simultaneously tensioning the nodal anchor rod body (1) towards the outside of the borehole until the lockset reaches a pre-tightening force, and locking the nodal anchor rod body (1) by using an anchor rod wedge (22) to realize torque-free installation;
b2 under the action of high-level static pressure, the nodal anchor rod body (1) slides along the inner inclined plane of the sleeve (4) under the action of tensile force to adapt to the integral deformation of the roadway due to large deformation of surrounding rocks, at the moment, the nodal anchor rod body (1) struts the sleeve (4), and the sleeve (4) extrudes the annular space of the resin cartridge in the drilled hole, so that the joint of the annular space and the wall of the drilled hole is tighter, and the integral anchoring force is effectively improved;
b3 when the stock bears the high-speed impact dynamic pressure from any direction perpendicular to the anchor plane, the nodular anchor rod body (1) slides with the metal tube under the effect of impact force, when the relative displacement of the two exceeds the length of a bulge of the nodular anchor rod body (1), the bulge on the nodular anchor rod body (1) can naturally slide into the fusiform groove of the next metal tube and slide along the inner inclined plane of the sleeve again, and the fracture and the failure of the anchor rod body when the rock burst disaster happens can be effectively avoided.
5. The method of operating a high stress rock burst roadway bolt of claim 4 wherein: when the impact dynamic pressure is too high to cause the nodular anchor rod body (1) to be broken at a certain part, the deformation of the surrounding rock of the roadway wall is inversely proportional to the depth, the deformation of the surrounding rock at the shallow part of the drill hole, which is close to the roadway wall, is larger than that of the surrounding rock at the deep part of the drill hole, therefore, because the metal pipe near the fracture is closely contacted with the surrounding rock, the surrounding rock can continuously move to the free surface of the roadway and can drive the metal pipe closely combined with the surrounding rock to move outwards together, while the inner anchoring points formed in the deep surrounding rock are immobile, the nodal anchor rod body (1) remaining inside the surrounding rock is immobile, the metal pipe near the fracture moves outwards along with the surrounding rock, so that the inner inclined surface of the metal pipe can be in frictional contact with the bulge of the nodular anchor rod body (1) and is expanded again to form an outer anchoring point, so that the rock mass between the outer anchoring point and the inner anchoring point is continuously restrained by the residual nodal anchor rod body (1).
Priority Applications (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910885804.7A CN110578542B (en) | 2019-09-19 | 2019-09-19 | High-stress rock burst roadway anchor rod, design method and working method |
| PCT/CN2020/113350 WO2021052192A1 (en) | 2019-09-19 | 2020-09-04 | High stress rock burst roadway bolt, design method and working method |
| CA3163844A CA3163844A1 (en) | 2019-09-19 | 2020-09-04 | High stress rock burst roadway bolt, design method and working method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201910885804.7A CN110578542B (en) | 2019-09-19 | 2019-09-19 | High-stress rock burst roadway anchor rod, design method and working method |
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| Publication Number | Publication Date |
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| CN110578542A CN110578542A (en) | 2019-12-17 |
| CN110578542B true CN110578542B (en) | 2020-09-08 |
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| CN201910885804.7A Active CN110578542B (en) | 2019-09-19 | 2019-09-19 | High-stress rock burst roadway anchor rod, design method and working method |
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| CN (1) | CN110578542B (en) |
| CA (1) | CA3163844A1 (en) |
| WO (1) | WO2021052192A1 (en) |
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| CN110578542B (en) * | 2019-09-19 | 2020-09-08 | 中国矿业大学 | High-stress rock burst roadway anchor rod, design method and working method |
| CN111931309B (en) * | 2020-08-24 | 2022-09-09 | 长江水利委员会长江科学院 | Method for simulating tensile hardening softening fracture of anchor rod/anchor cable structure |
| CN112922652B (en) * | 2021-03-01 | 2023-08-01 | 华能煤炭技术研究有限公司 | Graded tensile anchor rod and supporting system |
| CN113294185B (en) * | 2021-06-10 | 2023-05-05 | 山东科技大学 | Fracture coal side anchor rod reinforcing method based on fracture fractal characteristics |
| CN113503168B (en) * | 2021-06-21 | 2023-03-31 | 上海市城市建设设计研究总院（集团）有限公司 | Longitudinal joint structure of shield tunnel in high-intensity earthquake active fault area |
| CN114607428B (en) * | 2022-03-08 | 2024-06-11 | 长江水利委员会长江科学院 | Internal anchor type telescopic anchor rod for soft rock reinforcement and application method |
| CN115324047A (en) * | 2022-05-06 | 2022-11-11 | 中国铁道科学研究院集团有限公司铁道建筑研究所 | Rock mass control device for elastic anchoring along radial direction in multiple sections |
| CN116241300B (en) * | 2023-03-09 | 2023-09-19 | 中铁西北科学研究院有限公司 | Prestressed self-balancing anchoring system capable of controlling deformation of bottom drum of expanded rock tunnel |
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Also Published As
| Publication number | Publication date |
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| WO2021052192A1 (en) | 2021-03-25 |
| CA3163844A1 (en) | 2021-03-25 |
| CN110578542A (en) | 2019-12-17 |
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