CN109057840A - Adaptive grouting and reinforcing anchor pole and its anchoring construction method under a kind of high stress - Google Patents
Adaptive grouting and reinforcing anchor pole and its anchoring construction method under a kind of high stress Download PDFInfo
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- CN109057840A CN109057840A CN201810947061.7A CN201810947061A CN109057840A CN 109057840 A CN109057840 A CN 109057840A CN 201810947061 A CN201810947061 A CN 201810947061A CN 109057840 A CN109057840 A CN 109057840A
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- grouting
- slip casting
- rod
- expansion sleeve
- casting body
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- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 48
- 230000003044 adaptive effect Effects 0.000 title claims abstract description 27
- 238000010276 construction Methods 0.000 title claims abstract description 18
- 238000004873 anchoring Methods 0.000 title claims abstract description 16
- 238000007569 slipcasting Methods 0.000 claims abstract description 84
- 239000011435 rock Substances 0.000 claims abstract description 46
- 239000002002 slurry Substances 0.000 claims abstract description 42
- 206010058109 Hangnail Diseases 0.000 claims abstract description 21
- 238000005520 cutting process Methods 0.000 claims abstract description 15
- 238000005553 drilling Methods 0.000 claims description 18
- 238000000034 method Methods 0.000 claims description 8
- 210000004911 serous fluid Anatomy 0.000 claims description 6
- 239000007788 liquid Substances 0.000 claims description 2
- 238000009792 diffusion process Methods 0.000 abstract description 3
- 230000000694 effects Effects 0.000 description 11
- 230000008093 supporting effect Effects 0.000 description 8
- 238000010586 diagram Methods 0.000 description 5
- 238000009434 installation Methods 0.000 description 5
- 230000002787 reinforcement Effects 0.000 description 5
- 230000008602 contraction Effects 0.000 description 3
- 238000009826 distribution Methods 0.000 description 2
- 238000003780 insertion Methods 0.000 description 2
- 230000037431 insertion Effects 0.000 description 2
- 206010057175 Mass conditions Diseases 0.000 description 1
- 241001074085 Scophthalmus aquosus Species 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 210000000988 bone and bone Anatomy 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 230000008014 freezing Effects 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 239000011148 porous material Substances 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
- 239000000725 suspension Substances 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
-
- 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
-
- 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
-
- 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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- Engineering & Computer Science (AREA)
- 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 grouting and reinforcing anchor pole adaptive under a kind of high stress and its anchoring construction methods, the adaptive grouting and reinforcing anchor pole, contain the hollow slip casting body of rod (1), nut (2), nut shim (3), pallet (4), stop grouting plug (5), nut (2), nut shim (3), pallet (4), stop grouting plug (5) is sequentially mounted on the outer end of the hollow slip casting body of rod (1) from the outside to the core, expansion sleeve (6) is sleeved on the hollow slip casting body of rod (1), it is welded with and the integrated resistance to plucking hangnail (11) of the hollow slip casting body of rod on the empty slip casting body of rod (1) inner end head；Slurry outlet (8) are set along the hollow slip casting body of rod (1)；Joint-cutting (9) are machined with along axial direction in expansion sleeve (6).Expansion sleeve (6) is after expansion and slip casting, slurries solidify completely reach predetermined strength after, the slurries three after anchor pole, surrounding rock body and diffusion is closely cemented together, form one have " overall structure of skeleton ", not only anti-pulling of anchor bar is improved, but also strengthens country rock.
Description
Technical field
The invention belongs to bolt grouting reinforcing engineering technical fields, and in particular to a kind of grouting and reinforcing anchor pole and its anchoring are applied
Work method, especially suitable for developmental joint fissure under the supportings field condition of high ground stress such as deep mining high stress well tunnel
Rock mass support.
Background technique
Anchor pole is at low cost as one kind at present, effect is obvious, the convenient and fast supporting means of site operation are widely used in
In surrounding rock supporting field.In Mine Tunnel Construction, hollow grouting anchor have for pre support advanced hollow grouting anchor and
For the system radial direction anchor pole of general tunnel composite lining arch, it is mainly used in medium-good country rock of geological conditions forever
Long system supporting and leading pre-supporting, the system can be used independently according to lithology different situations, can also be with slip casting ductule, Guan Peng
Deng combined use, to get better supporting effect.
" the mine working advance support hollow grouting anchor construction skill that " Logistics Engineering and Management " the 7th phase in 2014 delivers
In an art discussion " text, the ordinary hollow grouted anchor bar system that tradition uses is described, the anchor pole is by the hollow full thread body of rod, row
Tracheae, anchor head, stop grouting plug, backing plate, nut composition.Although it is broken that traditional grouted anchor bar can be diffused into country rock by high pressure slurries
In broken band, due to rock crusher, grouted anchor bar is smaller with the axially contact area of country rock after construction, can not form one to country rock
Fixed prestressed reinforcement effect.Simultaneously because anchor pole is axial smaller with country rock contact area, the anti-of anchor pole also greatly reduces
Drawing ability causes to press usually occur that grouted anchor bar is integrally ejected soon after mounting in big rock mass support to show on ground
As so as to cause safety accident.
Therefore how anchor pole plays stress unloading to supporting rock mass and high-strength pre- answer in high stress breaking surrounding rock supporting
Power reinforcement effect, and can increase the withdrawal resistance of anchor pole itself, this is a problem urgently to be solved in suspension roof support field instantly.
Summary of the invention
The purpose of the present invention is to the existing common grouted anchor bar existing axially facing surfaces with country rock after construction
The small problem of small, anchor pole the anti-pulling ability of product, and adaptive grouting and reinforcing anchor pole under a kind of high stress is provided.
It is a further object of the present invention to provide the anchoring construction methods of grouting and reinforcing anchor pole adaptive under above-mentioned high stress.
Above-mentioned purpose to realize the present invention, adaptive grouting and reinforcing anchor pole uses following skill under a kind of high stress of the present invention
Art scheme is realized:
Adaptive grouting and reinforcing anchor pole under a kind of high stress of the present invention, containing the hollow slip casting body of rod, nut, nut shim,
Pallet, stop grouting plug, nut, nut shim, pallet, stop grouting plug are sequentially mounted on the outer end of the hollow slip casting body of rod from the outside to the core.It
It is additionally provided with expansion sleeve, expansion sleeve is sleeved on the hollow slip casting body of rod, and the outer end of expansion sleeve is set with by stop grouting plug to be fixed, swollen
The inner end of expansion set cylinder is connected into integral structure, rotary hollow by the inner end of hollow circular-tube and the hollow slip casting body of rod
When slip casting body of rod outer end head nut applies prestressing force, the synchronous shifting in the axial direction of expansion sleeve inner termination and the hollow slip casting body of rod
It is dynamic, and will not be with hollow slip casting body of rod radial rotary；It is welded with and the hollow slip casting body of rod one on empty slip casting body of rod inner end head
The resistance to plucking hangnail of body, when anchor pole protrudes into drilling resistance to plucking hangnail be in contraction state, rockbolt installation in place after the hollow slip casting body of rod to
Resistance to plucking hangnail is in expansion state when outer moving in rotation；Along the axial direction of the hollow slip casting body of rod, radial symmetric or asymmetric setting pulp
Hole；Be machined with joint-cutting along axial direction in expansion sleeve, joint-cutting is uniformly distributed on expansion sleeve circumferencial direction, two neighboring joint-cutting it
Between form rectangular slat piece, rectangular slat piece is uniformly distributed on expansion sleeve circumferencial direction, when the hollow slip casting body of rod is to outward turning
Transfer is dynamic to drive the rectangular slat piece upper non-homogeneous expansion of generation in the axial direction in expansion sleeve, to increase the withdrawal resistance of anchor pole
Reinforcement effect is played to country rock with the skeleton structure for serving as high pressure slurries.
The wall thickness of the expansion sleeve is that 4~8mm is preferred；The wall thickness of the wall ratio expansion sleeve of the hollow slip casting body of rod is big
3~10mm can carry the prestressing force that rotating nuts are applied.The expansion sleeve is generally steel structure.
The slurry outlet nearest apart from expansion sleeve external end head should there are the distances of 300~500mm, specifically can be according to country rock
Matter and grouting pressure are targetedly arranged.
Quantity of the slurry outlet on hollow slip casting body of rod circumferencial direction is 1~3.
The quantity of the resistance to plucking hangnail is 3~6, and resistance to plucking hangnail is along the circumferencial direction of hollow slip casting body of rod inner end head
It is uniformly distributed.The maximum gauge before first expansion is consistent with expansion sleeve for the radial dimension of the resistance to plucking hangnail, stretches in anchor pole
Entering hangnail when drilling is in contraction state, and hangnail is in expansion state insertion slurries and drilling when the hollow slip casting body of rod rotates outward mobile
Inner wall.
The anchoring construction method of adaptive grouting and reinforcing anchor pole, the anchoring construction technique of use under a kind of high stress of the present invention
Are as follows:
Step 1: drilling is dug on the rock mass surface of required reinforcing using drilling machine；
Expansion sleeve, stop grouting plug, pallet, nut shim, nut: being successively mounted on the hollow slip casting body of rod by step 2,
Assemble grouting and reinforcing anchor pole；
Step 3: grouting and reinforcing anchor pole is sent into designated position in drilling using drilling machine；Stop grouting plug protrude into drilling in hole
Wall is in close contact；The stop grouting plug selects resin material to be preferred.
Step 4: first rotating nuts make stop grouting plug fix in position, while expansion sleeve being made to generate small range first expansion；
Applying stress when first rotating nuts can effectively be such that stop grouting plug closely contacts with drilling surrounding hole wall, prevent height
Mud jacking hydrorrhea goes out, while expansion sleeve generates first expansion and is conducive to first grouting serous fluid in brill pore diffusion.
Step 5: according to the grouting pressure of design, flow, start the first slip casting into grouting and reinforcing anchor pole；First slip casting
Strict control grouting pressure, grouting amount are answered in the process, are avoided grouting pressure from crossing ambassador's slurries and are oozed out from wall-rock crack；First note
Pressure control is starched in 0.4~0.8MPa, first grouting serous fluid amount accounts for the 85%~95% of total grouting amount；
The high pressure slurries of first slip casting are diffused into the joint fissure of country rock part, do not enter the joint fissure of slurries due to height
The pressure effect of mud jacking liquid generates " closing of fracture ", plays cementing freezing action to breaking surrounding rock.
Step 6: being conserved after the completion of first slip casting, after slurry intensity reaches design end of a period intensity 50%, secondary rotation
Turn nut, which applies stress, moves inward expansion sleeve in the axial direction, and along the circumferential direction generates Quadratic Non-Uniform expansion.
Step 7: developmental joint fissure situation in view country rock, according to the grouting pressure of design, flow to grouting and reinforcing anchor pole
Interior carry out secondary grouting, after secondary grouting slurries solidify reach predetermined strength completely, grouting and reinforcing anchor pole, surrounding rock body and note
Slurry slurries three is closely connected together, and foring one has " overall structure of skeleton ".This secondary grouting is not necessary,
In the consolidating crack needed for depending on Rock Joints Surrounding fractured situation.
When applying prestressing force, resistance to plucking barb structure welding on empty slip casting body of rod inner end head, can expanding automatically exists
It is first to apply after stress is expanded for typically no resistance to plucking barb structure grouted anchor bar, it is anti-before the first slip casting of anchor pole
Pull out force has certain promotion.
Adaptive grouting and reinforcing anchor pole and its anchoring construction method can be answered in advance by applying under a kind of high stress of the present invention
Power makes the non-homogeneous expansion of anchor sleeve cylinder radial dimension, in the anchor pole sleeve insertion surrounding rock body after expansion, is radially unloaded by anchor pole
Slip casting is carried out after carrying surrouding rock stress, so that the joint, crack in script fragmented rock body are answered in advance in grouting serous fluid and high-strength expansion
It is compounded to form fine and close rock mass structure again under power effect, to reach the reinforcement effect to country rock.Anchor sleeve after expanding simultaneously
Cylinder increases the contact area of anchor pole and country rock, after the automatic adjusument of stress, surrouding rock stress tends to be balanced, then passes through
Heart slip casting improves grouted anchor bar itself withdrawal resistance.
Adaptive grouting and reinforcing anchor pole and its anchoring construction method use above technical scheme under a kind of high stress of the present invention
Afterwards, it has the advantages that
(1) when being equipped with joint-cutting in expansion sleeve can be such that every rectangular slat piece moves outside the hollow slip casting body of rod rotates along anchor
Generate the non-homogeneous expansion to surrounding rock body in bar overall length, and every rectangular slat sector-meeting according to the broken situation of country rock automatically
Selection generates the position of expansion, the contact due to different rectangular slat piece degrees of expansion and expanded position difference, with country rock
Area can correspondingly increase, and will greatly promote the withdrawal resistance of anchor pole, eliminate anchor pole because of withdrawal resistance deficiency and generate showing for destruction
As.
(2) after anchor pole secondary grouting and reexpansion, after slurries solidify reach predetermined strength completely, anchor pole, surrounding rock
Body and grouting serous fluid three are closely connected together, and foring one has " overall structure of skeleton ", are formed to prop
Integral reinforcing.
Detailed description of the invention
Fig. 1 is adaptive grouting and reinforcing rockbolt installation pre-structure schematic diagram under a kind of high stress of the present invention；
Fig. 2 is the A-A view of Fig. 1；
Fig. 3 is the structural schematic diagram of reexpansion after adaptive grouting and reinforcing rockbolt installation under a kind of high stress of the present invention；
Fig. 4 is the B-B view of Fig. 3；
Fig. 5 is the effect diagram under a kind of high stress of the present invention after adaptive grouting and reinforcing anchor pole secondary grouting.
In the figure, it is marked as the hollow slip casting body of rod of 1-；2- nut；3- nut shim；4- pallet；5- stop grouting plug；6- expansion sleeve
Cylinder；7- rectangular slat piece；8- slurry outlet；9- joint-cutting；10- hollow circular-tube；11- resistance to plucking hangnail；Slurries after 12- diffusion.
Specific embodiment
To further describe the present invention, with reference to the accompanying drawings and examples to adaptive slip casting under a kind of high stress of the present invention
It reinforces anchor pole and its anchoring construction method is described in further details.
It adaptive grouting and reinforcing rockbolt installation pre-structure schematic diagram and is combined under a kind of high stress of the present invention as shown in Figure 1
Fig. 2 finds out that adaptive grouting and reinforcing anchor pole, contains the hollow slip casting body of rod 1, nut 2, nut shim under a kind of high stress of the present invention
3, pallet 4, stop grouting plug 5 have screw thread on the hollow slip casting body of rod 1, and nut 2, nut shim 3, pallet 4, stop grouting plug 5 are from the outside to the core
Sequence is mounted on the outer end of the hollow slip casting body of rod 1.Expansion sleeve 6 is sleeved on the hollow slip casting body of rod 1, the outer end of expansion sleeve 6
It is set with and is fixed by stop grouting plug 5, the inner end of expansion sleeve 6 is connect by hollow circular-tube 10 with the inner end of the hollow slip casting body of rod 1
Being integrally fixed structure, when rotating nuts 2 apply prestressing force, rotation hollow circular-tube 10 and the hollow slip casting body of rod 1 are in axis side
Sync up movement；The slurry outlet 8 nearest apart from 6 external end head of expansion sleeve should there are the distances of 300~500mm, specifically can root
Targetedly it is arranged according to rock property and grouting pressure；The hollow slip casting body of rod 1 and 6 thickness of expansion sleeve should be suitable for,
The wall thickness of expansion sleeve 6 is 4~8mm, and the big 3~10mm of wall thickness of the wall ratio expansion sleeve 6 of the hollow slip casting body of rod 1 makes to rotate
The hollow slip casting body of rod 1 is unlikely when nut 2 applies stress is pulled off and moves along axial-rotation, while making expansion sleeve 6 because squeezing
Stress generates non-homogeneous expansion.It is welded with and the integrated resistance to plucking hangnail of the hollow slip casting body of rod on empty 1 inner end head of the slip casting body of rod
11, the quantity of resistance to plucking hangnail 11 is 3~6, is 4 in Fig. 2, resistance to plucking hangnail 11 is along hollow 1 inner end head circumference of the slip casting body of rod
It is uniformly distributed on direction；The maximum gauge before first expansion is consistent with expansion sleeve 6 for the radial dimension of resistance to plucking hangnail 11, in anchor pole
Resistance to plucking hangnail 11 is in contraction state when protruding into drilling, and resistance to plucking hangnail 11 is in expansion shape when the hollow slip casting body of rod 1 rotates outward mobile
State is embedded in slurries and drill hole inner wall.It is described along the axial direction of the hollow slip casting body of rod 1, radial symmetric or asymmetric setting slurry outlet 8
Quantity of the slurry outlet 8 on hollow 1 circumferencial direction of the slip casting body of rod is 1~3.It is machined with joint-cutting 9 along axial direction in expansion sleeve 6,
Joint-cutting 9 is uniformly distributed on 6 circumferencial direction of expansion sleeve, and rectangular slat piece 7, rectangular slat are formed between two neighboring joint-cutting 9
Piece 7 is uniformly distributed on 6 circumferencial direction of expansion sleeve, and the square in expansion sleeve 6 is driven when the hollow slip casting body of rod 1 is displaced outwardly
Shape strip sheet 7 is upper in the axial direction to generate non-homogeneous expansion, and effect is the withdrawal resistance for increasing anchor pole and the bone for serving as high pressure slurries
Frame structure plays reinforcement effect to country rock.
The pressure that the effect of stop grouting plug 5 mainly prevents high pressure slurries from generating by sleeve expansion 6 is overflowed, and stop grouting plug 5 is along anchor
Rod axis direction length can make according to pressure and the complete situation of hell after grouting pressure, the expansion of sleeve expansion 6.
Depending on 8 distributed number of slurry outlet should allow to inject slurries amount according to rock-bolt length and country rock body, slurry outlet 8 half
Diameter should not be too big, so as not to the hollow slip casting body of rod 1 and expansion sleeve 6 because tensile strength not enough due to destroys, slurry outlet 8 can along it is axial with
Radial symmetric distribution, can also asymmetric distribution, in the present embodiment, slurry outlet 8 is symmetrical both axially and radially.
Depending on the length of the hollow slip casting body of rod 1 and expansion sleeve 6 is reinforced rock mass conditions needed for.
Adaptive grouting and reinforcing rockbolt installation pre-structure schematic diagram and combination figure under a kind of high stress of the present invention shown in FIG. 1
3, Fig. 4, Fig. 5 find out, the anchoring construction method of adaptive grouting and reinforcing anchor pole, the anchoring of use are applied under a kind of high stress of the present invention
Work technique are as follows:
Step 1: drilling is dug on the rock mass surface of required reinforcing using drilling machine；
Step 2: expansion sleeve 6, stop grouting plug 5, pallet 4, nut shim 3, nut 2 are successively mounted on hollow slip casting bar
On body 1, grouting and reinforcing anchor pole is assembled；
Step 3: grouting and reinforcing anchor pole is sent into designated position in drilling using drilling machine；
Step 4: first rotating nuts 2 make 5 fix in position of stop grouting plug, while it is swollen for the first time so that expansion sleeve 6 is generated small range
It is swollen；
Step 5: according to the grouting pressure of design, flow, start the first slip casting into grouting and reinforcing anchor pole；First slip casting
Strict control grouting pressure, grouting amount are answered in the process, are avoided grouting pressure from crossing ambassador's slurries and are oozed out from wall-rock crack；First note
Pressure control is starched in 0.4~0.8MPa, first grouting serous fluid amount accounts for the 85%~95% of total grouting amount；
Step 6: being conserved after the completion of first slip casting, after slurry intensity reaches design end of a period intensity 50%, secondary rotation
Turn nut, which applies stress, moves inward expansion sleeve 6 in the axial direction, and along the circumferential direction generates Quadratic Non-Uniform expansion.
Step 7: developmental joint fissure situation in view country rock, according to the grouting pressure of design, flow to grouting and reinforcing anchor pole
Interior carry out secondary grouting, after secondary grouting slurries solidify reach predetermined strength completely, grouting and reinforcing anchor pole, surrounding rock body and expansion
12 three of slurries after dissipating is closely connected together, and foring one has " overall structure of skeleton ".
Claims (8)
1. adaptive grouting and reinforcing anchor pole under a kind of high stress, containing the hollow slip casting body of rod (1), nut (2), nut shim (3),
Pallet (4), stop grouting plug (5), nut (2), nut shim (3), pallet (4), stop grouting plug (5) are sequentially mounted on hollow from the outside to the core
The outer end of the slip casting body of rod (1), it is characterized by: it is additionally provided with expansion sleeve (6), expansion sleeve (6) is sleeved on hollow slip casting
On the body of rod (1), the outer end of expansion sleeve (6) is set with by stop grouting plug (5) to be fixed, and the inner end of expansion sleeve (6) passes through open circles
Pipe (10) and the inner end of the hollow slip casting body of rod (1) are connected into integral structure；It is welded on the empty slip casting body of rod (1) inner end head
It is connected to and the integrated resistance to plucking hangnail (11) of the hollow slip casting body of rod；Along the axial direction of the hollow slip casting body of rod (1), radial symmetric or non-right
Claim setting slurry outlet (8)；It is machined with joint-cutting (9) in expansion sleeve (6) along axial direction, joint-cutting (9) is in expansion sleeve (6) circumferencial direction
On be uniformly distributed, between two neighboring joint-cutting (9) formed rectangular slat piece (7), rectangular slat piece (7) expansion sleeve (6) circle
It is uniformly distributed in circumferential direction.
2. adaptive grouting and reinforcing anchor pole under a kind of high stress as described in claim 1, it is characterised in that: the expansion sleeve
The wall thickness of cylinder (6) is 4~8mm, the big 3~10mm of wall thickness of the wall ratio expansion sleeve (6) of the hollow slip casting body of rod (1).
3. adaptive grouting and reinforcing anchor pole under a kind of high stress as claimed in claim 1 or 2, it is characterised in that: distance expansion
Sleeve (6) external end head it is nearest slurry outlet (8) should there are the distances of 300~500mm.
4. adaptive grouting and reinforcing anchor pole under a kind of high stress as claimed in claim 3, it is characterised in that: the slurry outlet
(8) quantity on the hollow slip casting body of rod (1) circumferencial direction is 1~3.
5. adaptive grouting and reinforcing anchor pole under a kind of high stress as claimed in claim 4, it is characterised in that: the resistance to plucking falls
The quantity for piercing (11) is 3~6, and resistance to plucking hangnail (11) is uniformly distributed along the circumferencial direction of the hollow slip casting body of rod (1) inner end head.
6. a kind of anchoring construction method of adaptive grouting and reinforcing anchor pole under high stress, it is characterised in that: the grouting and reinforcing of use
Anchor pole contains the hollow slip casting body of rod (1), nut (2), nut shim (3), pallet (4), stop grouting plug (5), nut (2), nut pad
Piece (3), pallet (4), stop grouting plug (5) are sequentially mounted on the outer end of the hollow slip casting body of rod (1) from the outside to the core, it is characterized by:
It is additionally provided with expansion sleeve (6), and expansion sleeve (6) is sleeved on the hollow slip casting body of rod (1), the outer end suit of expansion sleeve (6)
In the inner wall of stop grouting plug (5), the inner end of expansion sleeve (6) is interior by hollow circular-tube (10) and the hollow slip casting body of rod (1)
End is connected and fixed；It is welded with and the integrated resistance to plucking hangnail (11) of the hollow slip casting body of rod on the empty slip casting body of rod (1) inner end head；
Along the axial direction of the hollow slip casting body of rod (1), radial symmetric or asymmetric setting slurry outlet (8)；In expansion sleeve (6) along axial processing
Have joint-cutting (9), joint-cutting (9) is uniformly distributed on expansion sleeve (6) circumferencial direction, forms rectangle between two neighboring joint-cutting (9)
Strip sheet (7), rectangular slat piece (7) are uniformly distributed on expansion sleeve (6) circumferencial direction；
The anchoring construction technique of use are as follows:
Step 1: drilling is dug on the rock mass surface of required reinforcing using drilling machine；
Step 2: successively expansion sleeve (6), stop grouting plug (5), pallet (4), nut shim (3), nut (2) are mounted on hollow
On the slip casting body of rod (1), grouting and reinforcing anchor pole is assembled；
Step 3: grouting and reinforcing anchor pole is sent into designated position in drilling using drilling machine；
Step 4: first rotating nuts (2) make stop grouting plug (5) fix in position, while it is first so that expansion sleeve (6) is generated small range
Expansion；
Step 5: according to the grouting pressure of design, flow, start the first slip casting into grouting and reinforcing anchor pole；First slip casting process
In answer strict control grouting pressure, grouting amount, avoid grouting pressure from crossing ambassador's slurries and oozed out from wall-rock crack；First slip casting pressure
Power is controlled in 0.4~0.8MPa, and first grouting serous fluid amount accounts for the 85%~95% of total grouting amount；
Step 6: being conserved after the completion of first slip casting, after slurry intensity reaches design end of a period intensity 50%, secondary rotating spiral shell
Mother, which applies stress, moves inward expansion sleeve (6) in the axial direction, and along the circumferential direction generates Quadratic Non-Uniform expansion.
Step 7: view country rock in developmental joint fissure situation, according to the grouting pressure of design, flow into grouting and reinforcing anchor pole into
Row secondary grouting, after secondary grouting slurries solidify reach predetermined strength completely, grouting and reinforcing anchor pole, surrounding rock body and slip casting are starched
Liquid three is closely connected together, and foring one has " overall structure of skeleton ".
7. the anchoring construction method of adaptive grouting and reinforcing anchor pole, feature exist under a kind of high stress as claimed in claim 6
In: the wall thickness of the expansion sleeve (6) is 4~8mm, and the wall thickness of the hollow slip casting body of rod (1) is greater than the wall thickness of expansion sleeve (6)
3~10mm；Apart from expansion sleeve (6) external end head it is nearest slurry outlet (8) should there are the distances of 300~500mm.
8. the anchoring construction method of adaptive grouting and reinforcing anchor pole, feature under a kind of high stress as claimed in claims 6 or 7
Be: quantity of the slurry outlet (8) on the hollow slip casting body of rod (1) circumferencial direction is 1~3；The resistance to plucking hangnail
(11) quantity is 3~6, and resistance to plucking hangnail (11) is uniformly distributed along the circumferencial direction of the hollow slip casting body of rod (1) inner end head.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810947061.7A CN109057840B (en) | 2018-08-20 | 2018-08-20 | Self-adaptive grouting reinforcement anchor rod under high stress and anchoring construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810947061.7A CN109057840B (en) | 2018-08-20 | 2018-08-20 | Self-adaptive grouting reinforcement anchor rod under high stress and anchoring construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109057840A true CN109057840A (en) | 2018-12-21 |
| CN109057840B CN109057840B (en) | 2020-03-31 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810947061.7A Active 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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Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109811765A (en) * | 2019-02-15 | 2019-05-28 | 高骏 | A kind of anchor rod device and its application method |
| CN110107326A (en) * | 2019-06-26 | 2019-08-09 | 张亚歌 | A kind of flexible roof bolt |
| CN110410123A (en) * | 2019-08-15 | 2019-11-05 | 河南理工大学 | A kind of New Coal Mine High Strength Roof Bolt Support equipment |
| CN110849221A (en) * | 2019-12-06 | 2020-02-28 | 何满潮 | Multi-crack-surface instantaneous bursting device |
| CN110984144A (en) * | 2019-12-20 | 2020-04-10 | 中国科学院武汉岩土力学研究所 | Prestressed hollow anchor rod reinforcing system |
| CN111058442A (en) * | 2019-12-29 | 2020-04-24 | 重庆交通大学 | Tensile type anchor suitable for two segmentation echelonment anchor eye |
| CN111075487A (en) * | 2019-12-31 | 2020-04-28 | 西南石油大学 | Anchor rod with function of measuring surrounding rock strain and temperature coupling |
| CN111088795A (en) * | 2019-12-29 | 2020-05-01 | 重庆交通大学 | High-resistance anchoring device suitable for two-section type stepped anchor hole |
| CN111305201A (en) * | 2019-12-29 | 2020-06-19 | 重庆交通大学 | Tensile type anchor |
| CN111519621A (en) * | 2020-03-27 | 2020-08-11 | 耀华建设管理有限公司 | Sandy soil slope anchor rod reinforcing structure and construction method thereof |
| CN111734462A (en) * | 2020-07-31 | 2020-10-02 | 魏群 | Anchor grouting structure |
| CN114893235A (en) * | 2022-04-29 | 2022-08-12 | 福州大学 | Hollow scalelike grouting double expansion type anchor rod for crushing area |
| CN116856434A (en) * | 2023-07-07 | 2023-10-10 | 江苏科技大学 | Slope reinforcement device and reinforcement method thereof |
| CN116988825A (en) * | 2023-09-25 | 2023-11-03 | 中国矿业大学(北京) | Resistance-increasing large-deformation grouting anchor rod and application method |
| CN117605512A (en) * | 2024-01-23 | 2024-02-27 | 矿冶科技集团有限公司 | Anchor cable high-pressure grouting control device and method |
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| 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 |
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Cited By (24)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109811765A (en) * | 2019-02-15 | 2019-05-28 | 高骏 | A kind of anchor rod device and its application method |
| CN110107326A (en) * | 2019-06-26 | 2019-08-09 | 张亚歌 | A kind of flexible roof bolt |
| CN110410123A (en) * | 2019-08-15 | 2019-11-05 | 河南理工大学 | A kind of New Coal Mine High Strength Roof Bolt Support equipment |
| CN110849221A (en) * | 2019-12-06 | 2020-02-28 | 何满潮 | Multi-crack-surface instantaneous bursting device |
| CN110849221B (en) * | 2019-12-06 | 2022-03-08 | 何满潮 | Multi-crack-surface instantaneous bursting device |
| CN110984144A (en) * | 2019-12-20 | 2020-04-10 | 中国科学院武汉岩土力学研究所 | Prestressed hollow anchor rod reinforcing system |
| CN110984144B (en) * | 2019-12-20 | 2024-04-16 | 中国科学院武汉岩土力学研究所 | Prestress hollow anchor rod reinforcing system |
| CN111058442B (en) * | 2019-12-29 | 2021-08-27 | 重庆交通大学 | Tensile type anchor suitable for two segmentation echelonment anchor eye |
| CN111058442A (en) * | 2019-12-29 | 2020-04-24 | 重庆交通大学 | Tensile type anchor suitable for two segmentation echelonment anchor eye |
| CN111088795A (en) * | 2019-12-29 | 2020-05-01 | 重庆交通大学 | High-resistance anchoring device suitable for two-section type stepped anchor hole |
| CN111305201A (en) * | 2019-12-29 | 2020-06-19 | 重庆交通大学 | Tensile type anchor |
| CN111088795B (en) * | 2019-12-29 | 2021-08-27 | 重庆交通大学 | High-resistance anchoring device suitable for two-section type stepped anchor hole |
| CN111075487A (en) * | 2019-12-31 | 2020-04-28 | 西南石油大学 | Anchor rod with function of measuring surrounding rock strain and temperature coupling |
| CN111075487B (en) * | 2019-12-31 | 2024-05-24 | 西南石油大学 | Anchor rod with function of measuring surrounding rock strain and temperature coupling |
| CN111519621A (en) * | 2020-03-27 | 2020-08-11 | 耀华建设管理有限公司 | Sandy soil slope anchor rod reinforcing structure and construction method thereof |
| CN111734462A (en) * | 2020-07-31 | 2020-10-02 | 魏群 | Anchor grouting structure |
| CN114893235A (en) * | 2022-04-29 | 2022-08-12 | 福州大学 | Hollow scalelike grouting double expansion type anchor rod for crushing area |
| CN114893235B (en) * | 2022-04-29 | 2023-02-10 | 福州大学 | Hollow scalelike grouting double-expansion anchor rod for crushing area |
| CN116856434A (en) * | 2023-07-07 | 2023-10-10 | 江苏科技大学 | Slope reinforcement device and reinforcement method thereof |
| CN116856434B (en) * | 2023-07-07 | 2024-03-26 | 江苏科技大学 | Slope reinforcement device and reinforcement method thereof |
| CN116988825A (en) * | 2023-09-25 | 2023-11-03 | 中国矿业大学(北京) | Resistance-increasing large-deformation grouting anchor rod and application method |
| CN116988825B (en) * | 2023-09-25 | 2023-12-05 | 中国矿业大学(北京) | Resistance-increasing large-deformation grouting anchor rod and application method |
| CN117605512A (en) * | 2024-01-23 | 2024-02-27 | 矿冶科技集团有限公司 | Anchor cable high-pressure grouting control device and method |
| CN117605512B (en) * | 2024-01-23 | 2024-04-19 | 矿冶科技集团有限公司 | Anchor cable high-pressure grouting control device and method |
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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. |