CN113513347B - Two-step filling method supporting method - Google Patents
Two-step filling method supporting method Download PDFInfo
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- CN113513347B CN113513347B CN202110902376.1A CN202110902376A CN113513347B CN 113513347 B CN113513347 B CN 113513347B CN 202110902376 A CN202110902376 A CN 202110902376A CN 113513347 B CN113513347 B CN 113513347B
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- 238000000034 method Methods 0.000 title claims abstract description 35
- 230000008093 supporting effect Effects 0.000 title claims abstract description 25
- 238000011049 filling Methods 0.000 title claims abstract description 12
- 239000011435 rock Substances 0.000 claims abstract description 57
- 238000005553 drilling Methods 0.000 claims abstract description 37
- 238000010276 construction Methods 0.000 claims abstract description 22
- 238000004873 anchoring Methods 0.000 claims abstract description 12
- 239000002002 slurry Substances 0.000 claims abstract description 10
- 229910000831 Steel Inorganic materials 0.000 claims description 27
- 239000010959 steel Substances 0.000 claims description 27
- 238000009434 installation Methods 0.000 claims description 10
- 239000004568 cement Substances 0.000 claims description 9
- 239000004570 mortar (masonry) Substances 0.000 claims description 8
- 238000007789 sealing Methods 0.000 claims description 8
- 239000002023 wood Substances 0.000 claims description 7
- 238000005520 cutting process Methods 0.000 claims description 6
- 230000001681 protective effect Effects 0.000 claims description 4
- 239000011083 cement mortar Substances 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 claims description 2
- 238000002360 preparation method Methods 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 9
- 230000006835 compression Effects 0.000 abstract description 3
- 238000007906 compression Methods 0.000 abstract description 3
- 238000001125 extrusion Methods 0.000 abstract description 3
- 239000000725 suspension Substances 0.000 abstract description 3
- 238000005452 bending Methods 0.000 abstract description 2
- 230000002787 reinforcement Effects 0.000 abstract description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 5
- 239000010410 layer Substances 0.000 description 4
- 239000002184 metal Substances 0.000 description 3
- 229910052751 metal Inorganic materials 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000005755 formation reaction Methods 0.000 description 2
- 229910052500 inorganic mineral Inorganic materials 0.000 description 2
- 239000011707 mineral Substances 0.000 description 2
- 229920000915 polyvinyl chloride Polymers 0.000 description 2
- 239000004800 polyvinyl chloride Substances 0.000 description 2
- 239000002390 adhesive tape Substances 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000004821 distillation Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000000227 grinding Methods 0.000 description 1
- 239000011229 interlayer Substances 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 229920003023 plastic Polymers 0.000 description 1
- 239000004033 plastic Substances 0.000 description 1
- 230000000750 progressive effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 239000002699 waste material Substances 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
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- General Life Sciences & Earth Sciences (AREA)
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- Geology (AREA)
- Chemical & Material Sciences (AREA)
- Inorganic Chemistry (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a two-step filling method supporting method, which comprises the steps of constructing and installing anchor cables in ore bodies on two sides in a stope during stope stoping in one step, and supporting a two-step stope roof in advance. And (3) rock drilling is carried out in the two-step ore body anchor cable construction from the adjacent one-step stope respectively, anchor cable holes are staggered on two sides, and cross net anchoring is formed. Through the suspension effect, the combined beam effect and the extrusion reinforcement effect of the anchor cable, the friction resistance and the bending strength between the broken unstable rock strata are increased, the stability of the broken rock strata is improved, and simultaneously, the broken rock strata around each anchor cable are mutually extruded to form a continuous and uniform compression belt with a certain thickness, so that the broken rock strata can maintain stability of the broken rock strata and have bearing capacity. And meanwhile, the slurry is filled into joints and cracks of the roof strata, so that the mechanical property of a structural surface is improved, the self-bearing capacity of the crushed rock mass is improved, the further deformation of the rock mass is timely controlled, the sliding and falling instability of the rock mass are prevented, and the stability of the roof is maintained.
Description
Technical Field
The invention belongs to the field of mining, and particularly relates to a two-step filling method support method.
Background
When the stope is stoped in one step, the two sides of the stope are all raw rock, so that the stability is good, and the stope safety can be ensured by adopting a supporting mode of an anchor rod net and a temporary wood upright post which is locally assisted; the anchor rod and the metal net are combined for supporting, so that the integrity and stability of the top plate can be improved, and the broken stone of the top plate can be effectively prevented from falling. At the same time, the metal net also connects a plurality of anchor rods together, thereby increasing the stability of the top plate in a larger range.
Because the stability of the ore rock is poor, the stoping operation safety of the two-step ore pillar stope is poorer after stoping and filling of the one-step ore room stope. The surrounding rock of the stope roof is supported after being exposed, and single rock blocks are moved, loosened, and joint cracks are expanded before the support due to the change of the stress distribution of the original rock, so that the bonding strength between the joint rock blocks is reduced.
Disclosure of Invention
The invention aims to provide a supporting method capable of greatly improving the overall stability of a two-step stope roof.
According to the two-step filling method supporting method provided by the invention, during stoping of the one-step stope, the anchor cable is constructed and installed in the stope to the ore bodies of the two-step stope at two sides, and the roof of the two-step stope is supported in advance.
In one embodiment of the above method, the construction and installation of the anchor cable comprises the steps of:
(1) Selection of anchor cable type
Selecting a non-prestressed anchor cable;
(2) Anchor cable support parameter determination
The method comprises the steps of determining the diameter, breaking force, anchor cable mesh, anchor cable length, drilling diameter, grouting material proportion and drilling direction of an anchor cable;
(3) Drilling construction;
(4) Installing an anchor cable;
(5) Grouting.
In one embodiment of the method, in the step (2), the diameter of the anchor cable is 14-30 mm, the breaking force is 100-450 kN, and the length is 5000-50000mm.
In one embodiment of the above method, in step (2), the mesh degree D 2 of the anchor cable is calculated according to the following formula:
S is the area of the construction anchor cable, and n is the number of anchor cables arranged in a unit area;
the number n of anchor lines arranged in a unit area is determined by the following formula:
Wherein m is a safety factor; r is the breaking force of the steel wire rope.
In one embodiment of the method, in the step (2), the anchor cables Kong Shigong are respectively drilled from adjacent one-step stopes, anchor cable holes are staggered on two sides to form a cross net-shaped anchor, and the diameter of the drilled holes is 50-90mm.
In one embodiment of the method, in the step (2), the horizontal distance x vertical distance of the network degree of the single-side anchor cable is calculated correspondingly according to the actual situation of the stability of the mine rock in the use site.
In one embodiment of the above method, in step (2), pure cement slurry is used for grouting, and the water cement ratio is 0.65-0.80.
In one embodiment of the above method, in step (2), upward inclined drilling is adopted, and the drilling inclination angle is 40 ° to 60 °.
In one embodiment of the above method, in step (3), the drilling device is an anchor line trolley or a medium-deep hole/deep hole drill.
In one embodiment of the above method, step (4) includes the steps of:
(1) Early preparation work
Oil stain treatment on the surface of the anchor cable and straightness treatment of the anchor cable, and manufacturing barbs on the head of the anchor cable for fixing the grouting pipe; cutting and binding the length of the anchor cable, wherein the length of the anchor cable is 300-400mm greater than the length of the anchor cable hole, and conveying the anchor cable to a construction site after the anchor section is sleeved with a protective sleeve;
(2) Site construction
Binding exhaust pipes with equal length on one side of an anchor rope, and after the anchor rope Kong Chuijing is arranged, conveying an anchoring end of the anchor rope to the bottom of an anchor rope hole by using an anchor rope machine;
Placing a pressure-resistant steel pipe at one side of the anchor rope body at the orifice as a grouting pipe, feeding the grouting pipe into the orifice for 300-400mm, sealing an exhaust pipe by adopting a wood plug after the exhaust pipe is led out of the orifice, wherein the sealing length is 250-300 mm, exposing the anchor rope and the grouting pipe for 200-300mm, and fixing the anchor rope at the orifice;
Then mortar is injected in an outward-inward advancing mode, and after cement mortar is solidified for 48 hours, a backing plate and an anchorage device are installed at the exposed end of the anchor cable to stretch the anchor cable;
and after grouting of all the anchor cable holes is completed, tensioning and locking each anchor cable by using a rope clamp to form an anchor cable fixing net.
In the invention, during stoping of a stope in one step, anchor cables are constructed and installed in ore bodies at two sides in the stope, and a roof of the stope in two steps is supported in advance. Specifically, rock drilling is carried out in two-step ore body anchor cable construction from adjacent first-step stopes, anchor cable holes are arranged on two sides in a staggered mode, and cross net-shaped anchoring is formed. Through the suspension effect, the combined beam effect and the extrusion reinforcement effect of the anchor cable, the friction resistance and the bending strength between the broken unstable rock strata are increased, the stability of the broken rock strata is improved, and simultaneously, the broken rock strata around each anchor cable are mutually extruded to form a continuous and uniform compression belt with a certain thickness, so that the broken rock strata can maintain stability of the broken rock strata and have bearing capacity. And meanwhile, the slurry is filled into joints and cracks of the roof strata, so that the mechanical property of a structural surface is improved, the self-bearing capacity of the crushed rock mass is improved, the further deformation of the rock mass is timely controlled, the sliding and falling instability of the rock mass are prevented, and the stability of the roof is maintained.
Drawings
Fig. 1 is a schematic view of a cable support in a two-step stope according to an embodiment of the present invention.
Fig. 2 is a schematic view of A-A in fig. 1.
Fig. 3 is a schematic diagram of B-B in fig. 1.
Fig. 4 is a schematic diagram of the stress condition of the two-step stope roof in the present embodiment.
Fig. 5 is a schematic view of the structure of the wooden plug used in the present embodiment.
Detailed Description
The main innovation of the invention is that when the stope is stoped in the first step, long anchor cables are constructed and installed in ore bodies of the two-step stopes at two sides in the stope, and the roof of the two-step stope is supported in advance, so that the roof of the two-step stope is anchored in advance through the long anchor cables under the stress state of the original rock, and the overall stability of the roof of the two-step stope is greatly improved. Of course, in two-step stope stoping, the local unstable place needs to be supported by a bolt net or a wood column.
The span of the first-step stope in this embodiment is 8m, and the span of the second-step stope is 7m.
As can be seen in fig. 1 to 4, the two-step filling method supporting method disclosed in this embodiment includes the following steps:
1. One-step stope support
According to the anchor bolt supporting action principle, the actual conditions of each mine are combined, as the mortar anchor bolts cannot be immediately loaded after being installed, the pipe seam type anchor bolts cannot be immediately loaded after being installed, and considering that the mine upper plate is broken, the exposure time of the top plate is not suitable to be too long, and the parameters of concrete anchor bolt net supporting are as follows.
(1) Length of anchor rod
The length of the anchor rod used for supporting the roof plate of the stope in one step is 1.2-3 m, generally 1.5-2 m, similar to mines at home and abroad. The length L of the anchor rod is calculated by adopting an empirical formula:
wherein: l-length of anchor rod, L is greater than two times of pitch spacing of rock, and the unit is meter;
n-formation stability influence coefficient, ore body rock instability n=1.2;
B—stope span, b=8 meters;
Substituting data and calculating: l=2.28 meters.
Thus, the design determines a stope anchor length of 2.4 meters.
(2) Anchor rod spacing
The reasonable bolt spacing should satisfy the following two conditions: firstly, forming a continuous extrusion belt for broken rock mass in an anchor bolt supporting range; secondly, each anchor rod can suspend loose rock mass in the supporting range.
The empirical calculation formula of the anchor rod spacing used in mines at home and abroad is as follows:
α＝(0.5～0.7)L
wherein: alpha-anchor rod spacing, alpha is less than three times rock joint spacing, and the unit is meter;
L-anchor length in meters.
Substituting data to calculate: alpha = 1.2 meters
Therefore, the design determines that the stope adopts the anchor rod with the length of 2.4 meters, and the reasonable supporting network degree is calculated to be 1.1-1.3 meters multiplied by 1.1-1.3 meters.
③ Diameter of anchor rod
The diameter of the anchor rod used in mines at home and abroad is 12-40 mm, and the diameter of the anchor rod is related to the type of the anchor rod. The diameter of the pipe seam type anchor rod is generally 30-43 mm, and the design recommended anchor rod diameter is 43mm.
④ Other parameters
The metal net is woven by iron wires, and the net degree is preferably 50mm multiplied by 50 mm.
In order to ensure the installation quality of the anchor rod and exert the anchoring effect, the diameter of the drilled hole must meet the requirements. During the anchor rod installation, the difficulty of the anchor rod installation is paid attention to, and the drilling diameter is adjusted accordingly. When the local part is unstable after the anchor rod net is used for supporting, temporary wood upright posts can be used for supporting in a stope.
2. Two-step stope support
(1) Selection of long anchor cable types
The long anchor lines 1 are of many kinds and forms. According to different anchoring objects and purposes and different stress states, the structural form and the requirements of the anchor cable are different. In general, the stress state of the anchor cable can be divided into two types: one is a pre-stressed anchor cable and one is a non-pre-stressed anchor cable.
The object of the anchoring of this embodiment is two steps stope roof, and rock is comparatively broken, and anchor rope anchor atress is mainly great radial pressure and bearing capacity to prevent that the roof from falling down during two steps stope, the stope roof that consolidates is temporary engineering, not permanent engineering, consequently selects non-prestressed anchor rope to consolidate two steps stope roof.
(2) Anchor cable support parameter determination
The anchor cable is used for reinforcing the top ore, and according to the condition of the ore, the top ore of the stope is locally arranged only when the top ore is locally required to be reinforced, the whole top ore is comprehensively arranged when the whole top ore is required to be reinforced, and only when the individual loose blocks are required to be reinforced, the top ore can be arranged as a single (or a few) point.
Because the two sides of the stope are the filling bodies of the one-step stope during the two-step stope, the stress environment of the two-step stope is worsened, the stability of ore is poor, and the upper plate of the ore body is crushed, so that long anchor cables are required to be arranged comprehensively to reinforce the whole roof ore of the two-step stope. The stress condition of the two-step stope roof is shown in figure 4.
As can be seen in conjunction with fig. 1 and 4, the one-step stope of this embodiment leads the three layers of the two-step stope by about 10 meters. When the two-step stoping is carried out, the stress of three layers in the top plate mainly comprises self dead weight G of ore rocks, friction force F of filling bodies on two sides to the two-step top plate, bonding force C of the ore rocks, and supporting force F of upper and lower raw rocks of a stope to the top plate. Because the friction force F of the filling bodies on two sides is smaller, the stope length is larger, and the supporting effect of the upper disc end part and the lower disc end part of the stope on the stope roof is limited, the friction force F and the supporting force F of the upper disc raw rock and the lower disc raw rock on the roof are ignored in the two-step actual roof supporting design, the dead weight G of roof rock and the binding force C of mineral rock are mainly considered, and then the force P acting on the designed long anchor cable is the dead weight G of the roof rock minus the binding force C of the mineral rock, and specifically:
P＝a·l·h·γ-c·a·l
Wherein: a-stope width, a=7 meters;
l-stope length, l=50 meters;
h-loosening height, h=10 meters;
γ -rock weight, γ=2.75 t/m 3;
c-cohesive force, c=2.35 mpa=2.35×10 6N/m2; ;
the data thus carried over is calculated to give a total pressure on the cable bolt of 14000kN.
(2.1) Diameter of wire rope
The diameter of the steel wire rope is generally 14-30 mm, and the breaking force is 100-450 KN when the long anchor cable is reinforced. The selection is generally based on the breaking force of the wire rope and the outer surface area of the wire rope required for anchoring. When selecting old wire ropes, the diameter of the wire rope should be selected to be larger. The diameter of the steel wire rope is selected to be phi 14mm, which is similar to similar engineering designs at home and abroad.
(2.2) Long Anchor rope network degree
The network of the long anchor cable is selected according to the stability of the rock stratum and the development degree of joint cracks. Unstable rock formations, joint fissures develop relatively, with a mesh typically 1.5m x 1.5m or 2m x2 m; the rock stratum is stabilized, the integrity is good, and the degree of network is 3m×3m or 4 m×4 m.
The anchor rope of this embodiment is installed in stope roof stratum, mainly through its resistance to compression, shear capacity restriction rock mass displacement, adjustment stratum internal stress field to and make roof country rock in time form the effect of complete firm rock mass, consequently anchor rope root number n in the unit area is:
Wherein: m-safety factor, m=1.2;
r-wire rope break force, r=120kn;
anchor cable mesh D 2:
Wherein: s—area of construction cable, s=2×10×50=1000 meters 2;
the number n=140 of the anchor cables is calculated by carrying in the data, the anchor cable network degree D 2 =7.14 m 2, namely the supporting area of one long anchor cable is 7.14 m 2. During stope stoping, the layered stoping height and the filling height are 3.3 meters, the interlayer height of the long anchor cable support is 3.3 meters for facilitating anchor cable drilling and installation, and the hole spacing is 2.1 meters, namely the anchor cable network is 3.3 meters multiplied by 2.1 meters.
However, in order to further improve the anchor cable supporting strength and make the stress of each anchor cable uniform, in this embodiment, two-step ore body anchor cable construction is performed with rock drilling from an adjacent one-step stope respectively, and anchor cable holes are staggered on two sides to form a cross net-shaped anchor. For this reason, the hole pitch of the single-side anchor cable is 4.0 meters, and the layer pitch is 3.3 meters, namely, the mesh size of the single-side anchor cable is 3.3 meters×4.0 meters.
Because the stability of the upper disc of the ore body is poor, the stability of the lower disc is slightly better than that of the upper disc, and the network degree of the anchor cable of the lower disc can be properly increased and the network degree of the anchor cable of the upper disc is properly reduced when the anchor cable is supported, the network degree of the single-side long anchor cable of a stope is recommended to be 3.0 m multiplied by 3.3 m to 5.0 m multiplied by 3.3 m (horizontal distance multiplied by vertical distance); the stability of the lower disc of the ore body is good, the lower disc is supported by surrounding rocks of the lower disc, and the mesh degree of 5.0 meters multiplied by 3.3 meters is adopted from the lower disc to the 10 meters of the upper disc of the stope; the ore body is towards the middle and is positioned at a weaker section of the stress structure, and the section from the lower disc to the upper disc of the stope, which is 10 meters to 35 meters, adopts a mesh degree of 4.0 meters multiplied by 3.3 meters; the 15m ore rock stability of the upper plate of the ore body is poor, and the mesh degree of 3.0 m multiplied by 3.3 m is adopted. The parameters of the two-step stope anchor cable hole network are shown in figures 1-3.
(2.3) Anchor rope Length
In general, the long anchor cable is a steel wire rope, and the length of the long anchor cable is about 5 meters to 50 meters. When in use, the method is determined according to the following two principles under the condition of considering perforation equipment, a rope feeding mode and a grouting mode according to specific conditions: starting from the combination and suspension effect of the long anchor cable, the length of the long anchor cable is larger than the possible maximum caving height of the stope roof, and the drilling length is lengthened as much as possible under the conditions of drilling equipment and convenient installation; according to the principle of equal strength, the load born by the anchor cable and the binding force of mortar are equal.
The recommended long anchor cable drilling equipment is Atlas Boomer K X rock drilling trolley, the two-step stope is 7m wide, the anchor cable hole angle is 40-60 degrees, and the hole depth is 8.5 m-11 m.
(2.4) Diameter of drilled hole
The diameter of the drilled hole not only meets the requirement of convenience in installation of the steel wire rope, the exhaust pipe and the grouting pipe, but also ensures that the bonding strength of the steel wire rope and mortar and the bonding strength of the mortar and the hole wall reach the optimal value. The drilling hole is generally selected according to experience and reference similar engineering at home and abroad, and the diameter of the common drilling hole is 50-90 mm. In the embodiment, atlas Boomer K X drill jumbo is adopted to drill long anchor cables, and the diameter of the drill holes is 65mm.
(2.5) Grouting material proportion
The pure cement slurry is adopted, the water cement ratio is 0.65-0.80, and the anchoring requirement of the anchor cable can be met.
(2.6) Drilling direction
The anchor cable Kong Cai in the stope is drilled in an upward inclined mode, the drilling inclination angle is 40-60 degrees, and the azimuth angle is determined according to the inclination angle of the structural surface and the structural belt.
(3) Drilling construction
When the stope advances by about 30 meters in one step, the drill string can enter the stope for construction, and the drill string for construction and stope stoping can be performed simultaneously.
The anchor cable hole is drilled by adopting Atlas Boomer K X rock drilling trolleys, the depth of the anchor cable hole is 8.5-11 m, the diameter of the anchor cable hole is 65mm, and the inclination angle of the anchor cable hole is 40-60 degrees. Drilling holes are constructed from two sides of the first-step stope to the second-step rock, so that the mesh degree of the drilling holes on one side is 3 m multiplied by 3.3 m to 5m multiplied by 3.3 m, wherein the mesh degree of the anchor cable close to the lower disc is 5m multiplied by 3.3 m, and the mesh degree of the anchor cable close to the upper disc is 3 m multiplied by 3.3 m.
The construction is carried out according to the following requirements during drilling:
① Knocking the upper top, checking surrounding rock and supporting conditions of a construction site, and ensuring safe square operation;
② Determining eye positions according to the design position requirements of the anchor cable holes, and marking;
③ Checking and preparing a drilling machine and a drilling tool, and connecting a wind-water pipeline;
④ After the initial drill rod is in place, disconnecting the drill rod, connecting the next drill rod by using a connector, and so on until the drilling is finished, and sequentially unloading the drill rods;
⑤ And after the drilling is finished, the air-water pipe is removed, and the drilling machine is placed at a designated place.
(4) Anchor cable installation
After the anchor cable hole is drilled, installing the anchor cable according to the following requirements:
① When the newly purchased steel wire rope is used, a layer of smooth protective oil is plated on the surface of the newly purchased steel wire rope, and the protective oil is wrapped on the surface of the steel wire rope, so that the steel wire rope is extremely smooth and has small friction force. Before the long anchor cable is manufactured, the surface protection oil of the steel wire rope is removed by adopting a distillation method, so that the bonding force between the steel wire rope and mortar is prevented from being reduced due to the existence of the protection oil. When the mine is used for lifting the waste steel wire rope, the steel wire rope can be placed in fire for processing in order to make the steel wire rope spiral and remove oil stains on the surface. The barb is stewed at the head of the anchor cable, the grouting pipe is inserted into the barb when the anchor cable is installed, and then the grouting pipe and the steel wire rope are sent to the hole bottom together.
② After cutting and binding the steel strands according to the designed length by using a grinding wheel cutting machine or an anchor cable cutter on the ground surface, transporting the steel strands to a construction site, and sleeving a 100mm plastic pipe at an anchoring end according to the size of the steel strands for protection in order to prevent the steel strands from scattering.
③ The anchor cable Kong Chuijing is manually sent into the anchor cable hole by high-pressure air on site; the mortar is injected from outside to inside, the phi 8mm polyvinyl chloride exhaust pipe is fixed on a steel twisted wire by using an adhesive tape, one end of a steel wire rope and one end of a polyvinyl chloride exhaust hose are simultaneously fed into the bottom of a hole, and 300mm of the outside of the hole are reserved outside the hole, so that an anchor rope and an anchor device and a backing plate are tensioned.
④ Placing a grouting pipe (pressure-resistant steel pipe) with the diameter of 25mm multiplied by 600mm on one side of the anchor rope body at the orifice, feeding the grouting pipe into the orifice for 300mm, sealing a special wooden plug after the exhaust pipe is led out from the orifice, wherein the sealing length is 250-300 mm, and the grouting pipe is exposed for 200mm; in the upward or inclined hole, in order to prevent the rope from sliding out of the hole, the steel strand must be secured in the hole by means of a wooden wedge. The structure of the sealing wood plug is shown in fig. 5.
⑤ After grouting, setting the cement mortar for 48 hours, and then installing the backing plate and the anchor. The anchor cable tensioning jack is used for tensioning the anchor cable, so that the anchor device is required to be pressed against the backing plate and cling to the rock surface, and the anchor device locking plate is required to be locked, so that the anchor device is prevented from sliding along the anchor cable due to failure of the anchor device after the anchor cable is stressed.
(5) Grouting
The method adopts an outward-inward progressive grouting mode, namely slurry is continuously pressed from an orifice to the bottom of the hole, and compressed gas in the hole is discharged out of the hole through an exhaust pipe.
The grouting adopts pure cement slurry with the water cement ratio of 0.65-0.80, the grouting pump adopts a QZB-50/60 type grouting pump, the grouting pressure is 2-5 Mpa, and the cement slurry is stirred in a site stirring tank.
Air trapped in the hole escapes through the exhaust pipe, indicating that the slurry has filled the borehole as the slurry flows out of the exhaust pipe.
After grouting is completed in each anchor cable hole, after grouting is fully solidified, each anchor cable is tensioned and locked by a rope clamp, so that rows and holes are mutually connected, and the aim of integral anchoring is fulfilled.
Briefly, the anchor cable construction cycle of this embodiment is: conveying a construction tool to a downhole site, cutting a steel strand on the surface, processing a backing plate and conveying the construction tool to the downhole site, calibrating a hole site, aligning the hole site to drill holes, adding a connecting drill rod, installing a connector, finishing the drilling, disassembling the drill rod and the connector, fixing an exhaust pipe on a long anchor cable and manually conveying the exhaust pipe into the hole, installing a grouting pipe, sealing the hole by a wood plug, grouting, cutting off an exposed grouting pipe installation backing plate after 48 hours, and tensioning the anchor cable to compress the backing plate.
Claims (6)
1. A two-step filling method supporting method is characterized in that: in the method, during stoping of a first-step stope, anchor cables are constructed and installed in ore bodies of two-step stopes at two sides in the stope, and a top plate of the two-step stope is supported in advance; the construction and installation anchor cable comprises the following steps:
(1) Selection of anchor cable type
Selecting a non-prestressed anchor cable;
(2) Anchor cable support parameter determination
The method comprises the steps of determining the diameter, breaking force, anchor cable mesh, anchor cable length, drilling diameter, grouting material proportion and drilling direction of an anchor cable;
(3) Drilling construction;
(4) Installing an anchor cable;
(5) Grouting;
In the step (3), anchor cables Kong Shigong are respectively used for drilling from an adjacent stope in one step, anchor cable holes are arranged on two sides in a staggered manner to form a crossed net-shaped anchor, and the diameter of the drilled holes is 50-90mm;
In the step (3), upward inclined drilling is adopted, and the drilling inclination angle is 40-60 degrees.
2. The method of claim 1, wherein: in the step (2), the diameter of the anchor cable is 15-30 mm, the breaking force is 120-450 kN, and the length is 5000-50000mm.
3. The method of claim 1, wherein: in the step (2), the horizontal distance multiplied by the vertical distance of the network degree of the single-side anchor cable is correspondingly calculated according to the actual condition of the stability of the ore rock in the use site.
4. The method of claim 1, wherein: in the step (5), pure cement slurry is adopted for grouting, and the water-cement ratio is 0.65-0.80.
5. The method of claim 1, wherein: in the step (3), the drilling equipment is an anchor cable trolley or a medium-length hole drill or a deep-hole drill.
6. The method of claim 1, wherein: step (4) comprises the following steps:
(1) Early preparation:
Oil stain treatment on the surface of the anchor cable and straightness treatment of the anchor cable, and manufacturing barbs on the head of the anchor cable for fixing the grouting pipe; cutting and binding the length of the anchor cable, wherein the length of the anchor cable is 300-400mm greater than the length of the anchor cable hole, and conveying the anchor cable to a construction site after the anchor section is sleeved with a protective sleeve;
(2) And (3) site construction:
binding exhaust pipes with equal length on one side of an anchor rope, and after the anchor rope Kong Chuijing is arranged, conveying an anchoring end of the anchor rope to the bottom of an anchor rope hole by using an anchor rope machine;
placing a pressure-resistant steel pipe at one side of the anchor rope body at the orifice as a grouting pipe, feeding the grouting pipe into the orifice for 300-400mm, sealing an exhaust pipe by adopting a wood plug after the exhaust pipe is led out of the orifice, wherein the sealing length is 250-300mm, exposing the anchor rope and the grouting pipe for 200-300mm, and fixing the anchor rope at the orifice;
Then mortar is injected in an outward-inward advancing mode, and after cement mortar is solidified for 48 hours, a backing plate and an anchorage device are installed at the exposed end of the anchor cable to stretch the anchor cable;
And after grouting of all the anchor cable holes is completed, tensioning and locking each anchor cable by using a rope clamp to form an anchor cable anchoring net.
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| AT504211A4 (en) * | 2007-03-12 | 2008-04-15 | Atlas Copco Mai Gmbh | ANCHOR AND ANCHORTER FOR THESE |
| CN107288653A (en) * | 2017-06-27 | 2017-10-24 | 中铁十局集团第四工程有限公司 | A kind of the benching tunnelling method excavation supporting structure of weak surrounding rock large cross-section tunnel double -side approach three and construction method |
| CN210134930U (en) * | 2019-05-24 | 2020-03-10 | 福州大学 | Subregion accuse top structure in advance suitable for mining of gentle slope broken deposit |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| AT504211A4 (en) * | 2007-03-12 | 2008-04-15 | Atlas Copco Mai Gmbh | ANCHOR AND ANCHORTER FOR THESE |
| CN107288653A (en) * | 2017-06-27 | 2017-10-24 | 中铁十局集团第四工程有限公司 | A kind of the benching tunnelling method excavation supporting structure of weak surrounding rock large cross-section tunnel double -side approach three and construction method |
| CN210134930U (en) * | 2019-05-24 | 2020-03-10 | 福州大学 | Subregion accuse top structure in advance suitable for mining of gentle slope broken deposit |
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| 基于松散介质理论长锚索支护网度优选;王瑞星等;《现代矿业》;第141-412，148页 * |
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