CN106988772B - Underground mine arch suspension bridge support bearing method - Google Patents
Underground mine arch suspension bridge support bearing method Download PDFInfo
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- CN106988772B CN106988772B CN201710081899.8A CN201710081899A CN106988772B CN 106988772 B CN106988772 B CN 106988772B CN 201710081899 A CN201710081899 A CN 201710081899A CN 106988772 B CN106988772 B CN 106988772B
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- 239000000725 suspension Substances 0.000 title claims description 41
- 238000000034 method Methods 0.000 title claims description 28
- 229910052500 inorganic mineral Inorganic materials 0.000 claims description 37
- 239000011707 mineral Substances 0.000 claims description 37
- 239000011435 rock Substances 0.000 claims description 27
- 238000005553 drilling Methods 0.000 claims description 16
- 230000003014 reinforcing effect Effects 0.000 claims description 13
- 230000002427 irreversible effect Effects 0.000 claims description 11
- 238000007569 slipcasting Methods 0.000 claims description 9
- 238000013461 design Methods 0.000 claims description 8
- 230000005484 gravity Effects 0.000 claims description 4
- 239000010410 layer Substances 0.000 description 23
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 10
- 238000005065 mining Methods 0.000 description 9
- 230000006835 compression Effects 0.000 description 5
- 238000007906 compression Methods 0.000 description 5
- 229910052742 iron Inorganic materials 0.000 description 5
- 230000015572 biosynthetic process Effects 0.000 description 4
- 239000004568 cement Substances 0.000 description 4
- 238000009434 installation Methods 0.000 description 4
- 238000004519 manufacturing process Methods 0.000 description 4
- 230000002787 reinforcement Effects 0.000 description 4
- 239000011378 shotcrete Substances 0.000 description 4
- 229910000831 Steel Inorganic materials 0.000 description 3
- 238000004458 analytical method Methods 0.000 description 3
- 238000011160 research Methods 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 239000004567 concrete Substances 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000002184 metal Substances 0.000 description 2
- 229910052751 metal Inorganic materials 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 239000002344 surface layer Substances 0.000 description 2
- BPQQTUXANYXVAA-UHFFFAOYSA-N Orthosilicate Chemical compound [O-][Si]([O-])([O-])[O-] BPQQTUXANYXVAA-UHFFFAOYSA-N 0.000 description 1
- 239000011398 Portland cement Substances 0.000 description 1
- 241001282153 Scopelogadus mizolepis Species 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
- 239000000969 carrier Substances 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000007598 dipping method Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000004064 recycling Methods 0.000 description 1
- 239000011347 resin Substances 0.000 description 1
- 229920005989 resin Polymers 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
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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
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
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- Life Sciences & Earth Sciences (AREA)
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Abstract
A supporting and bearing method for an arch-suspended bridge of an underground mine belongs to the technical field of supporting methods for horizontal ore block roofs of the underground mine and is used for supporting large-scale first-mining horizontal ore block roofs of the underground mine. The technical scheme is as follows: calculating an internal force value of an arch suspension bridge bearing and supporting system by using a formula, and calculating a laying position and a length value of a grouting anchor cable; a grouting hollow anchor rod is driven into a top plate of the drilling chamber at the upper part of the chamber to form a shallow layer small arch compression area of each chamber top plate to bear the dead weight of a overlying strata layer under a large arch; a grouting anchor cable is driven into a top plate of a drilling chamber of the chamber to form a deep suspension mechanism, and a large-arch lower overlying strata layer is automatically redistributed to a large-span irreversible three-hinged arch structure; horizontally or slightly obliquely driving a grouting anchor rod into a rock drilling chamber of an upper and lower plate ore room of an ore body to reinforce the bearing capacity of the large-span three-hinged arch springback; and reinforcing the grouting anchor rod and the grouting anchor cable. The invention solves the problem of improving the stability of the roof rock stratum of the ore block by using a suspension bridge supporting method.
Description
Technical field
The present invention relates to a kind of extensive head of underground mine to adopt horizontal nugget top plate arch suspension bridge supporting bearing method, belongs to
In the horizontal nugget roof timbering method and technology field of underground mine.
Background technique
With the fast development of steel and iron industry, steel and iron industry increasingly increases iron ore demand, in addition to a large amount of imported iron ores
Except stone, it is imperative that metallurgical mine enterprises exploit sub-terrain mines on a large scale.Currently, carrying out extensive underground mining must
The numerous technical problems that must be solved.Wherein, have inclined thick big or the underground mine of pole big thick ore body is particularly suitable for big
Scale exploitation, because of mineral building vertical orebody trend arrangement in its nugget, and formed more mineral buildings (be divided into nugget one or two step mineral buildings into
Row back production filling) it exploits simultaneously, but back production level will be different because of mining influence spot buckling, to keep underground large scale mining
Safety and orderly carry out, it is necessary to carry out New Supporting for the stability of this exploitation nugget roof strata lower on a large scale
Technical research, and entire mining level is calculated into consideration as a whole.
Summary of the invention
The technical problem to be solved in the present invention is to provide a kind of underground mines to encircle suspension bridge supporting bearing method, this side
Method creates underground mine suspension bridge supporting in terms of supporting bearing mechanism, supporting mechanical model and supporting parameter three
Newly, it solves the problems, such as to improve the stability of nugget roof strata using suspension bridge method for protecting support.
The technical solution for solving above-mentioned technical problem is:
A kind of underground mine arch suspension bridge supporting bearing method, it is carried out using following steps:
1. calculating the interior force value of arch suspension bridge bearing support system using formula, calculating the cloth of design deep grouting cable anchor
If position and its length value and using calculated result decision whether carry out grouted anchor bar reinforcing at ore body upper lower burrs；
2. the drilling chamber just tunneled using mineral building top is squeezed into slip casting hollow bolt in chamber top plate, forms each mine
It is self-possessed to carry rock stratum under big encircle the small arch compressional zone of shingle shallow-layer；
3. squeezing into grouting cable anchor in each mineral building or the drilling chamber top plate for being separated by several mineral buildings, forms deep and hang machine
Rock stratum self weight under big encircle is assigned to greatly across in irreversible three-hinged arch structure by structure；
4. squeezing into grouted anchor bar in ore body upper lower burrs mineral building drilling chamber level or low dip reinforces arch springing across three-hinged arch greatly
Bearing capacity；
5. finally, being reinforced to grouted anchor bar and grouting cable anchor.
Above-mentioned underground mine arch suspension bridge supporting bearing method, it is described to calculate the interior of arch suspension bridge bearing support system
The formula of force value are as follows:
Label in public formula (I) is as follows:
VA、VB- it is arch springing vertical reaction, N；
HA、HB- it is arch springing horizontal reacting force, N；
Fi- it is grouting cable anchor suspension force, N；
X-represents abscissa value, m；
F-is to lose across arch arch greatly, m；
L-the degree across the span of arch greatly, m；
- it is moment of flexure at corresponding simply supported beam C point, N*m；
Q (x)-is greatly across covering load function on arch structure.
Above-mentioned underground mine arch suspension bridge supporting bearing method, the installation position for calculating design deep grouting cable anchor
And its formula of length value are as follows:
Label in public formula (II) is as follows:
L '-is nugget (or mineral building) length, m；
ρ-is stratum density, kg/m3；
G-acceleration of gravity, takes 10N/kg；
D-is anchor cable bore diameter, m；
li- be i-th of anchor cable length, m；
σ-is the tensile strength of anchor cable, Pa；
Then hollow grouting cable anchor total length are as follows:
Above-mentioned underground mine arch suspension bridge supporting bearing method, the supporting parameter of the grouted anchor bar and grouting cable anchor
Are as follows:
Shallow-layer hollow grouting anchor: bolt diameter Ф 25mm, the long 3.5m of anchor pole, boring aperture Ф 42-46mm, anchor pole array pitch
1.5m~2m arranges interior anchor pole spacing 1.2m~1.5m；
Upper lower burrs horizontal hollow grouted anchor bar: hollow bolt is helped according to anchor pole array pitch 1.5m~2m chamber is vertical, in row
Anchor pole spacing 0.8m~1.2m is laid, bolt diameter Ф 25mm, anchor pole long 5m, boring aperture Ф 42mm-46mm.
The beneficial effects of the present invention are:
The present invention suitably allows chamber roof rock mass voluntarily to deform, discharges stress during the formation of mineral building drilling chamber,
Then the technical process for recycling the slip casting of flood mine, is subject to anchor bolt grouting, and will be under the irreversible three-hinged arch structure of large span
Rock stratum self weight is hanging on domes, just will form comprising deep layer anchor cable suspension mechanism, shallow-layer anchor pole compression mechanism, upper lower burrs
Horizontal reinforcing mechanism, mineral building country rock carry system from the arch suspension bridge supporting of the big load carrier of steady mechanism four.Wherein, middle spare anchor
Bar slip casting main function is that top plate shallow layer reinforcement, hollow anchor rope grouting are then that deep reinforces.
The present invention is calculated by formula and analytic process, can effectively calculate and lay deep grouting cable anchor, and to greatly across can not
The stability of inverse three-hinged arch structure is analyzed, and then lays shallow layer grouting anchor pole and arch springing grouted anchor bar, forms support reinforcement
Area, comprehensive deep layer anchor cable suspension mechanism, shallow-layer anchor pole compression mechanism, upper lower burrs horizontal reinforcing mechanism, mineral building country rock are from steady mechanism
The method for protecting support of four big load carriers can ensure the extensive orebody mining safety in underground.
The present invention is the pioneering of underground mine suspension bridge supporting bearing method, and this method hangs bridge to underground mine
Supporting is innovated in terms of supporting bearing mechanism, supporting mechanical model and supporting parameter three, is solved using suspension bridge
Method for protecting support improves the problem of stability of nugget roof strata, opens new approach for underground mine method for protecting support, has
Vast potential for future development.
Detailed description of the invention
Fig. 1 is arch suspension bridge supporting schematic diagram of the invention；
Fig. 2 is arch suspension bridge bearing structural scheme of mechanism of the invention；
Fig. 3 is force analysis figure of the present invention.
It is marked in figure as follows: above covering load 1, three-hinged arch 2, suspension anchor cable 3, deep layer anchor cable suspension area 4, the compression of shallow-layer anchor pole
Area 5, upper lower burrs horizontal reinforcing area 6.
Specific embodiment
It has been investigated that for the high-dipping pole big thick ore body of ultra-largeization, (general inclination angle >=55 °, thickness is in 100m
~200m horizontal breadth), underground head adopts buried depth in 300~400m or so；Such ore body mineral building length direction and orebody trend one
It causes, mineral building takes multiple step format interval to exploit in nugget, and the width of a step and two step mineral buildings is between 16m~24m, mineral building length one
As be 50m~60m, level interval is generally 50m~100m；Mineral building bottom uses moat ditch formula bottom structure, and rock drilling is horizontally disposed
At the top of mineral building, carried out under side blasting broken ore or VCR method to vertical long hole to broken ore under cutting.It is opened in multiple step format
Formed during adopting, in back production horizontal top overlying rock irreversible across a three-hinged arch structure greatly (arch of the structure lose with across
Angle value is equal), it is influenced by mineral building ore back production, top plate and upper lower burrs mine rock stability have different degrees of influence, especially push up
There are crack propagations to cause greatly across the harm for encircleing lower rock stratum inbreak for plate.
(1) arch of the invention hangs bridge supporting bearing mechanism
During the thick big above ore body large scale mining, due to the different influence of ground buckling, within the scope of ore body horizontal width,
The irreversible three-hinged arch bearing structure of large span is formed in nugget overlying rock to undertake the ore-rock gravity on domes, arch
Under rock stratum self weight then need two step rooming ore pillars support maintenance.Research and utilization New Austrian Tunneling Method thought, in one or two step mines
During room drilling chamber is formed, chamber top plate (i.e. nugget top plate) rock mass is suitably allowed voluntarily to deform, discharge stress, then again
Using the technical process of flood mine slip casting, it is subject to anchor bolt grouting (hollow bolt slip casting and hollow anchor rope grouting).Wherein, hollow
Bolt grouting main function is top plate shallow layer reinforcement；Hollow anchor rope grouting is then that deep reinforces, and large span is irreversible
Rock stratum self weight is hanging on domes under three-hinged arch structure, forms arch suspension bridge support system.
The arch hangs bridge support system, is the drilling chamber just tunneled using mineral building top first, beats in chamber top plate
Enter slip casting hollow bolt, forms the small arch compressional zone of each mineral building top plate shallow-layer to carry rock stratum self weight under big encircle；Again each
Mineral building or the drilling chamber top plate for being separated by several mineral buildings squeeze into grouting cable anchor, form deep suspension mechanism, will encircle lower rock stratum greatly
Self weight is assigned to greatly across in irreversible three-hinged arch structure；Finally squeezed into ore body upper lower burrs mineral building drilling chamber level or low dip
Grouted anchor bar reinforces arch springing bearing capacity across three-hinged arch greatly.In this way, just will form comprising deep layer anchor cable suspension mechanism, shallow-layer anchor pole
Compression mechanism, upper lower burrs horizontal reinforcing mechanism, mineral building country rock are carried from the arch suspension bridge supporting of the big load carrier of steady mechanism four
System (see attached drawing 2).
(2) arch of the invention suspension bridge supporting carries mechanical model
The present invention creates mechanics analysis model according to arch suspension bridge supporting bearing mechanism, and model structure force diagram is shown in attached
Fig. 3.
Here, in model formation (I),
VA、VB- it is arch springing vertical reaction, N；
HA、HB- it is arch springing horizontal reacting force, N；
Fi- it is grouting cable anchor suspension force, N；
X-represents abscissa value, m；
F-is to lose across arch arch greatly, m；
L-the degree across the span of arch greatly, m；
- it is moment of flexure at corresponding simply supported beam C point, N*m；
Q (x)-is greatly across covering load function on arch structure.
It can be solved greatly using model formation I across force value in arch structure.
F anchor cable suspension force in model can be according to greatly across rock stratum self weight progress approximate solution meter under irreversible three-hinged arch
It calculates:
In public formula (II),
L '-is nugget (or mineral building) length, m；
ρ-is stratum density, kg/m3；
G-acceleration of gravity, takes 10N/kg；
D-is anchor cable bore diameter, m；
li- be i-th of anchor cable length, m；
σ-is the tensile strength of anchor cable, Pa.
Then hollow grouting cable anchor total length are as follows:
It can be carried out greatly using public formula (I)~(III) across irreversible three-hinged arch bearing structure and the hollow grouting cable anchor of deep layer
Dimensional parameters design and layout.
(3) supporting parameter
1. shallow-layer hollow grouting anchor
Bolt diameter Ф 25mm, the long 3.5m of anchor pole, boring aperture Ф 42-46mm, anchor pole array pitch 1.5m~2m arrange interior anchor pole
Spacing 1.2m~1.5m.Meanwhile analogy uses diameter for the reinforcing bar of 6.5mm, carries out metal mesh establishment according to 300mm × 300mm.
Gunite concrete cement, sand, rubble proportion be 1:2:2, the ratio of mud be 0.4~0.45, cement use normal silicate water
Mud, label 425, jet thickness 150mm carry out m esh-hanging sprayed concrete and carry out the surface layer supporting of chamber inner top panel.
2. upper lower burrs horizontal hollow grouted anchor bar
Hollow bolt is laid in vertical help of chamber according to anchor pole array pitch 1.5m~2m, the interior anchor pole spacing 0.8m~1.2m of row.
Bolt diameter Ф 25mm, anchor pole long 5m, boring aperture Ф 42mm-46mm.Equally, analogy uses diameter for the reinforcing bar of 6.5mm, presses
Metal mesh establishment is carried out according to 300mm × 300mm.Gunite concrete cement, sand, rubble proportion be 1:2:2, the ratio of mud is
0.4~0.45, cement uses ordinary portland cement, label 425, and jet thickness 150mm carries out m esh-hanging sprayed concrete progress
The surface layer supporting of chamber inner top panel.
3. the hollow grouting cable anchor of deep layer
Anchor Cable Technique parameter: steel wire nominal diameter 6.0mm；Anchor cable diameter Ф 22mm；Length >=8000mm；Mounting hole
Diameter Ф 32mm；Intensity 1760Mpa；1000~1500mm of resin anchoring length；Hollow Grouting Pipe specification internal diameter Ф 7.5mm outer diameter Ф
10mm；Grouting pressure >=5.0MPa, maximum 7.0MPa.
Length, radical and the position of anchor cable should be calculated according to model formation (III) and be solved.
The step of specific implementation:
(1) the interior force value of arch suspension bridge bearing support system is calculated using formula, calculate design deep grouting cable anchor
Installation position and its length value and using calculated result decision whether carry out grouted anchor bar reinforcing at ore body upper lower burrs；
(2) drilling chamber just tunneled using mineral building top, is squeezed into slip casting hollow bolt in chamber top plate, forms each mine
It is self-possessed to carry rock stratum under big encircle the small arch compressional zone of shingle shallow-layer；
(3) in each mineral building or it is separated by the drilling chamber top plates of several mineral buildings and squeezes into grouting cable anchor, forms deep and hang machine
Rock stratum self weight under big encircle is assigned to greatly across in irreversible three-hinged arch structure by structure；
(4) grouted anchor bar is squeezed into ore body upper lower burrs mineral building drilling chamber level or low dip reinforce arch springing across three-hinged arch greatly
Bearing capacity；
(5) finally, being reinforced to grouted anchor bar and grouting cable anchor.
In step 1, calculating process is as follows:
(1) installation position and its length value of design deep grouting cable anchor are calculated using public formula (II) and (III)；
(2) the interior force value that arch suspension bridge bearing support system is calculated using public formula (I), facilitates the stabilization of large-span structure
Property analysis；
(3) be based ultimately upon step (2) calculated result determine at ore body upper lower burrs (at arch springing across arch structure greatly) whether
Carry out grouted anchor bar reinforcing.But it is influenced by the strong blast disturbance of large scale mining, the shallow-layer hollow grouting anchor of nugget top plate level
Reinforcing is necessary, and forms the necessary means greatly across the joist of rock stratum under arch structure.
By above-mentioned formula and analytic process, it can effectively calculate and lay deep grouting cable anchor, and to greatly across irreversible three hinge
The stability of arch structure is analyzed, and then lays shallow layer grouting anchor pole and arch springing grouted anchor bar, forms support reinforcement area, comprehensive
Deep layer anchor cable suspension mechanism, shallow-layer anchor pole compression mechanism, upper lower burrs horizontal reinforcing mechanism, mineral building country rock carry greatly from steady mechanism four
The method for protecting support of mechanism can ensure the extensive orebody mining safety in underground.
One embodiment of the present of invention is as follows:
Battalion of the family emerging iron ore ore body horizontal breadth 200m in South field (greatly across the span of arch) is taken charge of, encircles and loses 200m, 45 ° of inclination angle~
60 °, head adopts horizontal overlying burden q=10.4MPa, ore body uniaxial compressive strength 13.59MPa, ore-rock density 3300kg/m3, mine
Room length 50m (L ').
Implementation steps:
Firstly, hollow grouting cable anchor drilling bore dia 0.032m, anchor cable tensile strength 1.76*E9Pa is selected to utilize formula
(II) it is 180m that anchor cable overall length angle value can be obtained with (III), considers that detail design and tissue are convenient, it is long that every anchor cable is selected in research
Equalization 20m is spent, then needs 9 anchor cables, i.e., lays 3 rows on mineral building length direction and hangs anchor cable, often come greatly across span of arch degree
1/4,1 is respectively arranged at 1/2,3/4 3.
Secondly, public formula (I) and designed anchor cable installation position are utilized, in suspension bridge supporting bearing structure
Power is calculated, and VA=VB=3.5*E9N is obtained, and is 20m according to width is carried at arch springing, loaded length is 50/3m (because of 3
The length that row's anchor cable undertakes is 50m, and every row is then 50/3m), then value of compressive stress is 10.5MPa < 13.59MPa at arch springing, is belonged to
Stable state, therefore can be reinforced without the grouted anchor bar at arch springing.
Finally, being influenced by the strong blast disturbance of large scale mining, the shallow-layer hollow grouting anchor reinforcing of nugget top plate level is
It is necessary, and form the necessary means greatly across the joist of rock stratum under arch structure.Its technical parameter is shown in summary of the invention.
Claims (2)
1. a kind of underground mine arch suspension bridge supporting bearing method, it is characterised in that: it is carried out using following steps:
A. the interior force value of arch suspension bridge bearing support system is calculated using formula, calculate the laying of design deep grouting cable anchor
Position and its length value and using calculated result decision whether carry out grouted anchor bar reinforcing at ore body upper lower burrs；The meter
Calculate the formula of the interior force value of arch suspension bridge bearing support system are as follows:
Label in public formula (I) is as follows:
V A 、V B - it is arch springing vertical reaction,N；
H A 、H B - it is arch springing horizontal reacting force,N；
F i - it is grouting cable anchor suspension force,N；
x- represent abscissa value, m；
f- to be lost across arch arch greatly, m；
L- across the span of arch greatly degree, m；
- it is corresponding simply supported beamCMoment of flexure at point,N*m；
q(x)-for greatly across covering load function on arch structure；
B. the drilling chamber just tunneled using mineral building top, is squeezed into slip casting hollow bolt in chamber top plate, forms each mineral building top
It is self-possessed to carry rock stratum under big encircle the small arch compressional zone of plate shallow-layer；
C. in each mineral building or it is separated by the drilling chamber top plates of several mineral buildings and squeezes into grouting cable anchor, forms deep suspension mechanism, it will
The big lower rock stratum self weight of arch is assigned to greatly across in irreversible three-hinged arch structure；
D. grouted anchor bar is squeezed into ore body upper lower burrs mineral building drilling chamber level or low dip reinforce arch springing carrying across three-hinged arch greatly
Ability；
E. finally, being reinforced to grouted anchor bar and grouting cable anchor；
The formula of the length value for calculating design deep grouting cable anchor are as follows:
Label in public formula (II) is as follows:
F i - it is grouting cable anchor suspension force,N；
f- to be lost across arch arch greatly, m；
L- across the span of arch greatly degree, m；
L’- it is nugget or mineral building length, m；
- it is stratum density, kg/m3；
G-acceleration of gravity, takes 10N/kg；
d- it is anchor cable bore diameter, m；
l i - be i-th of anchor cable length, m；
σ-is the tensile strength of anchor cable, Pa；
Then hollow grouting cable anchor total length are as follows:
。
2. underground mine arch suspension bridge supporting bearing method according to claim 1, it is characterised in that: the slip casting anchor
The supporting parameter of bar are as follows:
Shallow-layer hollow grouting anchor: bolt diameter Ф 25mm, the long 3.5m of anchor pole, boring aperture Ф 42-46mm, anchor pole array pitch 1.5
M~2m arranges interior anchor pole spacing 1.2m~1.5m；
Upper lower burrs horizontal hollow grouted anchor bar: hollow bolt stands in chamber and helps according to anchor pole array pitch 1.5m~2m, arranges interior anchor pole
Spacing 0.8m~1.2m is laid, bolt diameter Ф 25mm, anchor pole long 5m, boring aperture Ф 42mm-46mm.
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| CN108446413B (en) * | 2017-12-06 | 2021-07-13 | 青岛理工大学 | An optimized method for measuring the diameter of grouting piles with expanded bottoms |
| CN108843321A (en) * | 2018-05-31 | 2018-11-20 | 河北钢铁集团矿业有限公司 | A kind of horizontally disposed method of inclined thick gulf mineral building |
| CN109684676B (en) * | 2018-12-04 | 2022-02-11 | 昆明理工大学 | Calculation Method of Technical Parameters of Anchor Nets in Underground Mine |
| CN111502715B (en) * | 2020-05-29 | 2021-07-20 | 中铁第六勘察设计院集团有限公司 | Method for comprehensively constructing fractured rock mass in oversized underground cavern crossing stage |
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| DE3629214A1 (en) * | 1986-08-28 | 1988-03-10 | Armo Bauelemente | EXTENSION PROFILE FOR PIT AND TUNNEL EXPANSION |
| CN103603688B (en) * | 2013-09-25 | 2015-07-15 | 安徽理工大学 | Gob-side entry three-dimensional reinforcement filled wall structure and filling method thereof |
| CN103867223B (en) * | 2014-02-24 | 2016-06-01 | 欧亚伟 | Hacking shed tunnel is with suspended back timber hydraulic prop device |
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