CN109057840B - Self-adaptive grouting reinforcement anchor rod under high stress and anchoring construction method thereof - Google Patents
Self-adaptive grouting reinforcement anchor rod under high stress and anchoring construction method thereof Download PDFInfo
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- CN109057840B CN109057840B CN201810947061.7A CN201810947061A CN109057840B CN 109057840 B CN109057840 B CN 109057840B CN 201810947061 A CN201810947061 A CN 201810947061A CN 109057840 B CN109057840 B CN 109057840B
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- 230000002787 reinforcement Effects 0.000 title claims abstract description 33
- 238000010276 construction Methods 0.000 title claims abstract description 18
- 238000004873 anchoring Methods 0.000 title claims abstract description 13
- 239000011435 rock Substances 0.000 claims abstract description 47
- 239000011440 grout Substances 0.000 claims abstract description 46
- 238000007569 slipcasting Methods 0.000 claims description 15
- 238000005553 drilling Methods 0.000 claims description 14
- 239000002002 slurry Substances 0.000 claims description 14
- 239000007788 liquid Substances 0.000 claims description 12
- 238000000034 method Methods 0.000 claims description 10
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 230000000694 effects Effects 0.000 description 4
- 238000009434 installation Methods 0.000 description 4
- 230000008602 contraction Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 238000009792 diffusion process Methods 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000003044 adaptive effect Effects 0.000 description 1
- 230000001174 ascending effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 239000011347 resin Substances 0.000 description 1
- 229920005989 resin Polymers 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- 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
-
- 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
- E21D21/0073—Anchoring-bolts having an inflatable sleeve, e.g. hollow sleeve expanded by a fluid
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- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a self-adaptive grouting reinforcement anchor rod under high stress and an anchoring construction method thereof, wherein the self-adaptive grouting reinforcement anchor rod comprises a hollow grouting rod body (1), a nut (2), a nut gasket (3), a tray (4) and a grout stop plug (5), wherein the nut (2), the nut gasket (3), the tray (4) and the grout stop plug (5) are sequentially arranged at the outer end of the hollow grouting rod body (1) from outside to inside, an expansion sleeve (6) is sleeved on the hollow grouting rod body (1), and an anti-pulling barb (11) integrated with the hollow grouting rod body is welded at the head part of the inner end of the hollow grouting rod body (1); a grout outlet (8) is arranged along the hollow grouting rod body (1); a slit (9) is formed in the expansion sleeve (6) in the axial direction. After the expansion sleeve (6) is expanded and grouted, the grout is completely solidified to reach the preset strength, and the anchor rod, the surrounding rock body and the diffused grout are tightly cemented together to form an integral structure with a framework, so that the pulling resistance of the anchor rod is improved, and the surrounding rock is reinforced.
Description
Technical Field
The invention belongs to the technical field of anchor rod grouting reinforcement engineering, and particularly relates to a grouting reinforcement anchor rod and an anchoring construction method thereof, which are particularly suitable for rock mass support of joint crack development under high stress conditions in the support field of deep well mining high stress well lanes, tunnels and the like.
Background
At present, the anchor rod is widely applied to the field of surrounding rock support as a support means which is low in cost, obvious in effect and convenient and fast in site operation. In the mine tunnel construction, the hollow grouting anchor rod is provided with an advanced hollow grouting anchor rod for pre-supporting and a system radial anchor rod for a general tunnel composite lining arch part, and is mainly applied to surrounding rock permanent system supporting and advanced pre-supporting in moderate-good geological conditions.
In the text of the discussion of construction technology of a mine roadway advance support hollow grouting anchor rod published in the 7 th phase of logistics engineering and management in 2014, a traditional common hollow grouting anchor rod system is introduced, wherein the anchor rod consists of a hollow full-thread rod body, an exhaust pipe, an anchor head, a grout stop plug, a base plate and a nut. Although traditional slip casting stock can be through high-pressure thick liquid diffusion to the broken area of country rock, because the country rock is broken, the axial area of contact of slip casting stock and country rock is less after the construction, can't form certain prestressing force reinforcing effect to the country rock. Meanwhile, the contact area of the axial direction of the anchor rod and surrounding rock is small, so that the pulling resistance of the anchor rod is greatly reduced, the phenomenon that the grouting anchor rod is integrally popped up soon after installation often occurs in rock mass support with large ground pressure, and safety accidents are caused.
Therefore, how the anchor rod plays a role in stress unloading and high-strength prestress reinforcement on a supported rock body in high-stress broken surrounding rock support, and the pulling resistance of the anchor rod can be increased, which is a problem that needs to be solved urgently in the field of current anchor rod support.
Disclosure of Invention
The invention aims to provide a self-adaptive grouting reinforcement anchor rod under high stress aiming at the problems of small axial contact area with surrounding rocks and small pulling resistance of the anchor rod existing after the construction of the conventional common grouting anchor rod.
Another object of the present invention is to provide an anchoring construction method for the self-adaptive grouting reinforcement anchor rod under high stress.
In order to achieve the purpose, the self-adaptive grouting reinforcement anchor rod under high stress is realized by adopting the following technical scheme:
the invention relates to a self-adaptive grouting reinforcement anchor rod under high stress, which comprises a hollow grouting rod body, a nut gasket, a tray and a grout stop plug, wherein the nut, the nut gasket, the tray and the grout stop plug are sequentially arranged at the outer end of the hollow grouting rod body from outside to inside. The grouting rod is characterized by also comprising an expansion sleeve, wherein the expansion sleeve is sleeved on the hollow grouting rod body, the outer end of the expansion sleeve is sleeved and fixed by a grout stop plug, the inner end of the expansion sleeve is connected and fixed with the inner end of the hollow grouting rod body into an integrated structure through a hollow circular tube, and when a nut at the outer end of the hollow grouting rod body is rotated to apply prestress, the inner end of the expansion sleeve and the hollow grouting rod body synchronously move in the axial direction and cannot radially rotate along with the hollow grouting rod body; an anti-pulling barb integrated with the hollow grouting rod body is welded at the end part in the hollow grouting rod body, the anti-pulling barb is in a contraction state when the anchor rod extends into the drill hole, and the anti-pulling barb is in an expansion state when the hollow grouting rod body rotates outwards after the anchor rod is installed in place; slurry outlet holes are symmetrically or asymmetrically arranged along the axial direction and the radial direction of the hollow grouting rod body; there is the joint-cutting at expansion sleeve along axial processing, and the joint-cutting evenly distributed on expansion sleeve circumferencial direction forms the rectangular long strip between two adjacent joint-cutting, and rectangular long strip evenly distributed on expansion sleeve circumferencial direction, produces inhomogeneous inflation in the axial direction during the outside swivelling movement of hollow grouting rod body drives the last rectangular long strip of expansion sleeve to increase the withdrawal resistance of stock and play the reinforcing effect to the country rock with the skeleton texture that acts as high-pressure thick liquid.
The wall thickness of the expansion sleeve is preferably 4-8 mm; the wall thickness of the hollow grouting rod body is 3-10 mm larger than that of the expansion sleeve, and the prestress applied by the rotating nut can be borne. The expansion sleeve is typically of steel construction.
The distance of 300-500 mm should be left to the grout outlet nearest to the outer end of the expansion sleeve, and specific setting can be carried out according to the properties of surrounding rocks and grouting pressure.
The number of the grout outlet holes in the circumferential direction of the hollow grouting rod body is 1-3.
The quantity of resistance to plucking barb be 3 ~ 6, resistance to plucking barb along the interior head circumferencial direction of cavity slip casting body of rod go up evenly distributed. Radial dimension and the expansion sleeve maximum diameter unanimous before the first inflation of resistance to plucking barb, the barb is the contraction state when the stock stretches into drilling, the barb is expansion state embedding thick liquid and drilling inner wall when the outside rotary motion of cavity slip casting body of rod.
The invention relates to an anchoring construction method for self-adaptive grouting reinforcement of an anchor rod under high stress, which adopts an anchoring construction process that:
the method comprises the following steps: drilling a hole on the surface of the rock mass to be reinforced by using a drilling machine;
step two: sequentially installing the expansion sleeve, the grout stop plug, the tray, the nut gasket and the nut on the hollow grouting rod body, and assembling the grouting reinforcement anchor rod;
step three: feeding the grouting reinforcement anchor rod into a specified position in a drill hole by using a drilling machine; the grout stopping plug extends into the drill hole to be tightly contacted with the hole wall; the grout stopping plug is preferably made of resin.
Step four: the nut is rotated for the first time to fix the grout stopping plug in place, and meanwhile, the expansion sleeve is expanded for the first time in a small range;
the stress applied during the first rotation of the nut can effectively make the grout stop plug closely contact with the hole wall around the drill hole, so that the high-pressure grout is prevented from overflowing, and the expansion sleeve generates the first expansion to be favorable for the diffusion of the first grouting grout in the drill hole.
Step five: according to the designed grouting pressure and flow, starting primary grouting in the grouting reinforcement anchor rod; the grouting pressure and the grouting amount are strictly controlled in the primary grouting process, so that the situation that the grouting pressure is too high to cause the grout to seep out of the surrounding rock cracks is avoided; the primary grouting pressure is controlled to be 0.4-0.8 MPa, and the primary grouting liquid amount accounts for 85% -95% of the total grouting amount;
high-pressure grout of the primary grouting is diffused into the joint cracks of part of the surrounding rock, and the joint cracks which do not enter the grout generate 'crack closure' due to the pressure action of the high-pressure grout, so that the high-pressure grout has a cementing and solidifying effect on broken surrounding rock.
Step six: and maintaining after the primary grouting is finished, and after the strength of the slurry reaches 50% of the designed final strength, applying stress by rotating the nut for the second time to enable the expansion sleeve to move inwards along the axis direction and generate secondary non-uniform expansion along the circumferential direction.
Step seven: and (3) performing secondary grouting in the grouting reinforcement anchor rod according to the designed grouting pressure and flow according to the development condition of the joint cracks in the surrounding rock, and after the secondary grouting slurry is completely solidified and reaches the preset strength, closely connecting the grouting reinforcement anchor rod, the surrounding rock body and the grouting slurry together to form an integral structure with a framework. This secondary grouting is not necessary, depending on the development of the joint fractures of the surrounding rock in the rock mass to be reinforced.
When applying prestressing force, the anti-pulling barb structure that end portion welded, can expand automatically in the air grouting rod body is for generally not having anti-pulling barb structure slip casting stock after the initial stress expansion that applys, and the anti-pulling force before the initial slip casting of stock has certain promotion.
According to the self-adaptive grouting reinforced anchor rod under high stress and the anchoring construction method thereof, the radial dimension of the anchor rod sleeve is non-uniformly expanded by applying prestress, the expanded anchor rod sleeve is embedded into the surrounding rock mass, and grouting is performed after the stress of the surrounding rock is radially unloaded through the anchor rod, so that joints and cracks in the original broken rock mass are recombined under the action of grouting slurry and high-strength expansion prestress to form a compact rock mass structure, and the reinforcing effect on the surrounding rock is achieved. Meanwhile, the contact area of the anchor rod and the surrounding rock is increased by the expanded anchor rod sleeve, the stress of the surrounding rock tends to be balanced after the stress is adjusted in a self-adaptive mode, and the pulling resistance of the grouting anchor rod is improved through central grouting.
After the technical scheme is adopted, the self-adaptive grouting reinforcement anchor rod under high stress and the anchoring construction method thereof have the following beneficial effects:
(1) be equipped with the joint-cutting on the expansion sleeve and can make every rectangular strip piece produce the inhomogeneous inflation to rock mass around on the stock overall length when the rotatory outward movement of cavity slip casting body of rod, and every rectangular strip piece can select the position that produces the inflation automatically according to the broken condition of country rock, because different rectangular strip piece expansion degree is different with the expansion position, consequently can increase correspondingly with the area of contact of country rock, will promote the withdrawal resistance of stock greatly, eliminated the stock and produced the phenomenon of destruction because of the withdrawal resistance is not enough.
(2) After the anchor rod is subjected to secondary grouting and secondary expansion, after the grout is completely solidified and reaches the preset strength, the anchor rod, the surrounding rock body and the grouting grout are closely connected together, so that an integral structure with a framework is formed, and the integral reinforcement of the support body is formed.
Drawings
FIG. 1 is a schematic structural diagram of a self-adaptive grouting reinforcement anchor rod under high stress according to the invention before installation;
FIG. 2 is a view A-A of FIG. 1;
FIG. 3 is a schematic structural view of the post-installation secondary expansion of a self-adaptive grouting reinforced anchor rod under high stress in accordance with the present invention;
FIG. 4 is a view B-B of FIG. 3;
fig. 5 is a schematic diagram of the effect of the self-adaptive grouting reinforced anchor rod after secondary grouting under high stress.
Labeled as: 1-hollow grouting rod body; 2-a nut; 3-nut washer; 4-a tray; 5-stop plug; 6-an expansion sleeve; 7-rectangular long strips; 8-slurry outlet; 9-cutting a seam; 10-hollow round tube; 11-pluck resistance barbs; 12-slurry after diffusion.
Detailed Description
For further description of the present invention, the following describes in detail a high stress adaptive grouting reinforced anchor rod and its anchoring method with reference to the accompanying drawings and embodiments.
The structural schematic diagram of the self-adaptive grouting reinforcement anchor rod under high stress is shown in figure 1 and is combined with figure 2, the self-adaptive grouting reinforcement anchor rod under high stress comprises a hollow grouting rod body 1, a nut 2, a nut gasket 3, a tray 4 and a grout stop plug 5, wherein the hollow grouting rod body 1 is provided with threads, and the nut 2, the nut gasket 3, the tray 4 and the grout stop plug 5 are sequentially arranged at the outer end of the hollow grouting rod body 1 from outside to inside. The expansion sleeve 6 is sleeved on the hollow grouting rod body 1, the outer end of the expansion sleeve 6 is sleeved and fixed by a grout stop plug 5, the inner end part of the expansion sleeve 6 is connected and fixed with the inner end part of the hollow grouting rod body 1 through a hollow circular tube 10 to form an integrated structure, and when the rotary nut 2 applies prestress, the rotary hollow circular tube 10 and the hollow grouting rod body 1 synchronously move in the axis direction; a distance of 300-500 mm is reserved at a grout outlet 8 closest to the outer end of the expansion sleeve 6, and specific setting can be carried out according to the properties of surrounding rocks and grouting pressure; the thickness of the hollow grouting rod body 1 and the thickness of the expansion sleeve 6 are appropriate, the wall thickness of the expansion sleeve 6 is 4-8 mm, the wall thickness of the hollow grouting rod body 1 is 3-10 mm larger than that of the expansion sleeve 6, the hollow grouting rod body 1 is not broken by pulling and moves in an axial rotation mode when the rotary nut 2 applies stress, and meanwhile the expansion sleeve 6 is enabled to expand non-uniformly due to extrusion stress. The anti-pulling barbs 11 integrated with the hollow grouting rod body are welded at the inner end head of the hollow grouting rod body 1, the number of the anti-pulling barbs 11 is 3-6, 4 in the figure 2, and the anti-pulling barbs 11 are uniformly distributed in the circumferential direction of the inner end head of the hollow grouting rod body 1; the radial dimension of anti-pulling barb 11 is unanimous with expansion sleeve 6 maximum diameter before the first inflation, and anti-pulling barb 11 is the contraction state when the stock stretches into the drilling, and anti-pulling barb 11 is expansion state embedding thick liquid and drilling inner wall when the outside rotatory removal of cavity slip casting body of rod 1. The axial along the cavity slip casting body of rod 1, radial symmetry or asymmetry set up out thick liquid hole 8, play thick liquid hole 8 be 1 ~ 3 along the ascending quantity in the cavity slip casting body of rod 1 circumferencial direction. There is the joint-cutting 9 at expansion sleeve 6 along axial processing, joint-cutting 9 evenly distributed on 6 circumferencial direction of expansion sleeve, form rectangle rectangular strip 7 between two adjacent joint-cutting 9, rectangle rectangular strip 7 evenly distributed on 6 circumferencial direction of expansion sleeve, drive rectangle rectangular strip 7 on the expansion sleeve 6 and produce inhomogeneous inflation along the axis direction when the cavity slip casting body of rod 1 outwards moves, the effect is that the withdrawal resistance who increases the stock and the skeleton texture who acts as high-pressure thick liquid play the reinforcing action to the country rock.
The grout stop plug 5 is mainly used for preventing high-pressure grout from overflowing due to pressure generated by expansion of the sleeve 6, and the length of the grout stop plug 5 in the axial direction of the anchor rod can be manufactured according to grouting pressure, pressure generated after expansion of the sleeve 6 and the integrity of a drilling hole.
The number distribution of the grout outlet holes 8 is determined according to the length of the anchor rod and the amount of grout injected into the surrounding rock mass, the radius of the grout outlet holes 8 is not too large so as to prevent the hollow grouting rod body 1 and the expansion sleeve 6 from being damaged due to insufficient tensile strength, the grout outlet holes 8 can be symmetrically distributed in the axial direction and the radial direction or asymmetrically distributed, and in the embodiment, the grout outlet holes 8 are symmetrically distributed in the axial direction and the radial direction.
The lengths of the hollow grouting rod body 1 and the expansion sleeve 6 are determined according to the condition of the rock mass to be reinforced.
Fig. 1 shows a schematic structural view before installation of the self-adaptive grouting reinforced anchor rod under high stress, and as seen by combining fig. 3, 4 and 5, the anchoring construction method of the self-adaptive grouting reinforced anchor rod under high stress adopts an anchoring construction process that:
the method comprises the following steps: drilling a hole on the surface of the rock mass to be reinforced by using a drilling machine;
step two: sequentially installing an expansion sleeve 6, a grout stop plug 5, a tray 4, a nut gasket 3 and a nut 2 on a hollow grouting rod body 1, and assembling a grouting reinforcement anchor rod;
step three: feeding the grouting reinforcement anchor rod into a specified position in a drill hole by using a drilling machine;
step four: the first rotation of the nut 2 fixes the grout stop plug 5 in place and simultaneously causes the expansion sleeve 6 to generate a small-range first expansion;
step five: according to the designed grouting pressure and flow, starting primary grouting in the grouting reinforcement anchor rod; the grouting pressure and the grouting amount are strictly controlled in the primary grouting process, so that the situation that the grouting pressure is too high to cause the grout to seep out of the surrounding rock cracks is avoided; the primary grouting pressure is controlled to be 0.4-0.8 MPa, and the primary grouting liquid amount accounts for 85% -95% of the total grouting amount;
step six: and maintaining after the primary grouting is finished, and after the strength of the slurry reaches 50% of the designed final strength, secondarily rotating the nut to apply stress to enable the expansion sleeve 6 to move inwards along the axis direction and generate secondary non-uniform expansion along the circumferential direction.
Step seven: and (3) performing secondary grouting in the grouting reinforcement anchor rod according to the designed grouting pressure and flow according to the development condition of the joint cracks in the surrounding rock, and after the secondary grouting slurry is completely solidified and reaches the preset strength, closely connecting the grouting reinforcement anchor rod, the surrounding rock body and the diffused slurry 12 together to form an integral structure with a framework.
Claims (1)
1. The utility model provides an anchor construction method of self-adaptation slip casting reinforcing stock under high stress, the slip casting reinforcing stock that adopts contains the cavity slip casting body of rod (1), nut (2), nut gasket (3), tray (4), ends thick liquid stopper (5), and nut (2), nut gasket (3), tray (4), end thick liquid stopper (5) install the outer end at the cavity slip casting body of rod (1) in proper order from the extroversion, its characterized in that: the adopted grouting reinforcement anchor rod is also provided with an expansion sleeve (6), the expansion sleeve (6) is sleeved on the hollow grouting rod body (1), the outer end of the expansion sleeve (6) is sleeved in the inner wall of the grout stop plug (5), and the inner end part of the expansion sleeve (6) is fixedly connected with the inner end part of the hollow grouting rod body (1) through a hollow circular tube (10); an anti-pulling barb (11) integrated with the hollow grouting rod body is welded at the head part of the inner end of the hollow grouting rod body (1); slurry outlet holes (8) are symmetrically or asymmetrically formed along the axial direction and the radial direction of the hollow grouting rod body (1); the expansion sleeve (6) is processed with cutting seams (9) along the axial direction, the cutting seams (9) are uniformly distributed in the circumferential direction of the expansion sleeve (6), a rectangular strip sheet (7) is formed between every two adjacent cutting seams (9), and the rectangular strip sheet (7) is uniformly distributed in the circumferential direction of the expansion sleeve (6); the wall thickness of the expansion sleeve (6) is 4-8 mm, and the wall thickness of the hollow grouting rod body (1) is 10mm greater than that of the expansion sleeve (6); the distance of 300-500 mm is reserved between the grout outlet hole (8) which is closest to the outer end of the expansion sleeve (6); the number of the grout outlet holes (8) along the circumferential direction of the hollow grouting rod body (1) is 3; the number of the anti-pulling barbs (11) is 3-6, and the anti-pulling barbs (11) are uniformly distributed along the circumferential direction of the inner end head of the hollow grouting rod body (1);
the adopted anchoring construction process comprises the following steps:
the method comprises the following steps: drilling a hole on the surface of the rock mass to be reinforced by using a drilling machine;
step two: sequentially installing an expansion sleeve (6), a grout stop plug (5), a tray (4), a nut gasket (3) and a nut (2) on a hollow grouting rod body (1), and assembling a grouting reinforcement anchor rod;
step three: feeding the grouting reinforcement anchor rod into a specified position in a drill hole by using a drilling machine;
step four: the nut (2) is rotated for the first time to fix the grout stop plug (5) in place, and meanwhile, the expansion sleeve (6) is expanded for the first time in a small range;
step five: according to the designed grouting pressure and flow, starting primary grouting in the grouting reinforcement anchor rod; the grouting pressure and the grouting amount are strictly controlled in the primary grouting process, so that the situation that the grouting pressure is too high to cause the grout to seep out of the surrounding rock cracks is avoided; the primary grouting pressure is controlled to be 0.4-0.8 MPa, and the primary grouting liquid amount accounts for 85% -95% of the total grouting amount;
step six: maintaining after primary grouting is finished, applying stress to the expansion sleeve (6) by rotating the nut for the second time after the strength of the slurry reaches 50% of the designed final strength, and enabling the expansion sleeve to move inwards along the axial direction and generate non-uniform expansion for the second time along the circumferential direction;
step seven: and (3) performing secondary grouting in the grouting reinforcement anchor rod according to the designed grouting pressure and flow according to the development condition of the joint cracks in the surrounding rock, and after the secondary grouting slurry is completely solidified and reaches the preset strength, closely connecting the grouting reinforcement anchor rod, the surrounding rock body and the grouting slurry together to form an integral structure with a framework.
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| CN201810947061.7A CN109057840B (en) | 2018-08-20 | 2018-08-20 | Self-adaptive grouting reinforcement anchor rod under high stress and anchoring construction method thereof |
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| CN109057840B true CN109057840B (en) | 2020-03-31 |
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| CN201326615Y (en) * | 2008-12-14 | 2009-10-14 | 衡水天力矿用设备有限公司 | Quick-mounting expanding sleeve type anchor rod |
| CN204783077U (en) * | 2015-07-16 | 2015-11-18 | 山东科技大学 | Let compression swelling stock sleeve pipe |
| CN206530356U (en) * | 2017-03-14 | 2017-09-29 | 安徽理工大学 | A kind of Novel hollow grouted anchor bar |
| CN108360514A (en) * | 2018-04-12 | 2018-08-03 | 河海大学 | A kind of double-layer nested dish-shaped enlarged footing anchor pole of rotary squeezing and its application method |
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| CN109057840A (en) | 2018-12-21 |
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Address after: 243000 Xitang Road, Ma'anshan Economic Development Zone, Anhui, No. 666 Co-patentee after: HUAWEI METAL MINERAL RESOURCE EFFICIENT RECYCLING UTILIZATION NATIONAL ENGINEERING RESEARCH CENTER Co.,Ltd. Patentee after: MAANSHAN Mine Research Institute Co.,Ltd. Address before: 243000 Xitang Road, Ma'anshan Economic Development Zone, Anhui, No. 666 Co-patentee before: HUAWEI METAL MINERAL RESOURCE EFFICIENT RECYCLING UTILIZATION NATIONAL ENGINEERING RESEARCH CENTER Co.,Ltd. Patentee before: SINOSTEEL MAANSHAN INSTITUTE OF MINING RESEARCH Co.,Ltd. |