CN117662192A - Deep anchor shallow anti-tunnel floor heave and coal pillar stability optimization control method - Google Patents
Deep anchor shallow anti-tunnel floor heave and coal pillar stability optimization control method Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 42
- 239000003245 coal Substances 0.000 title claims abstract description 40
- 238000005457 optimization Methods 0.000 title claims abstract description 17
- 238000005065 mining Methods 0.000 claims abstract description 73
- 230000008093 supporting effect Effects 0.000 claims abstract description 62
- 239000002002 slurry Substances 0.000 claims abstract description 42
- 239000011435 rock Substances 0.000 claims abstract description 41
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- 230000008878 coupling Effects 0.000 claims abstract description 26
- 238000010168 coupling process Methods 0.000 claims abstract description 26
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- 230000005641 tunneling Effects 0.000 claims abstract description 5
- 239000011440 grout Substances 0.000 claims description 27
- 230000007704 transition Effects 0.000 claims description 17
- 230000006378 damage Effects 0.000 claims description 14
- 230000002787 reinforcement Effects 0.000 claims description 9
- 238000004364 calculation method Methods 0.000 claims description 7
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- 239000002689 soil Substances 0.000 claims description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 4
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- NLYAJNPCOHFWQQ-UHFFFAOYSA-N kaolin Chemical compound O.O.O=[Al]O[Si](=O)O[Si](=O)O[Al]=O NLYAJNPCOHFWQQ-UHFFFAOYSA-N 0.000 claims description 2
- 238000004873 anchoring Methods 0.000 abstract description 14
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- 230000005540 biological transmission Effects 0.000 description 13
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Abstract
A deep anchor shallow anti-tunnel floor heave and coal pillar stability optimization control method considers stress components obtained by transmitting deep far-field site stress to a mining pressure relief area, mining conditions and mining advance supporting pressure around a tunnel, determines coupling deformation subareas of tunnel bottom plates and working face bottom plate rock layers, and selects proper components for supporting. The problems of tunnel floor heave deformation and coal pillar stability in the coal mining or tunneling process are solved, the method is particularly suitable for tunnel floor heave deformation control under the action of mining advanced supporting pressure, coal pillar stability optimization or tunnel two-side deformation reduction, and the effect is more obvious. Compared with the conventional support, the basic characteristics of roadway floor and working face floor stratum coupling partition, cooperative anchoring range and different area deformation are comprehensively considered, and then the slurry filling sleeve is selected for anchoring, so that the performances of large length and large rigidity of the slurry filling sleeve are exerted. Can provide theoretical basis for controlling the deformation of the tunnel floor heave of coal enterprises.
Description
Technical Field
The invention belongs to the technical field of coal industry, relates to a new method for controlling roadway floor heave and two-side deformation, and in particular relates to an optimal control method for deep anchor shallow roadway floor heave and coal pillar stability under the action of considering ground stress component transmission and mining advanced supporting pressure.
Background
Floor heaving is a problem often encountered in coal mining, very often. The top and bottom plates of the roadway and the rock mass on two sides are deformed and displaced into the roadway under the influence of the mining engineering, and the phenomenon that the bottom plate of the roadway bulges upwards is called a floor heave. The problem of tunnel floor heaving control is always a technical problem in coal mine production construction, the engineering quantity of tunnel maintenance is very large due to tunnel floor heaving, and safe and efficient mining of coal resources is severely restricted in practice. In recent years, roadway support technology tends to be stable, such as conventional support modes of anchor net ropes and the like, but obvious floor heave still occurs in a roadway under the action of mining advanced supporting pressure. In particular, as coal resource mining transitions from shallow to deep, how to effectively control roadway floor heaves becomes an important issue and problem in deep coal seam mining roadway support.
The existing roadway support is carried out aiming at roadway excavation, and the support effect under the action of surrounding rock stress under the roadway excavation condition, such as anchor net cable support, is considered. However, the purpose of tunnelling is to produce coal. Along with mining of the coal face, a mining space is formed, mining advance supporting pressure is formed in front of the working face, at the moment, the roadway bottom plate and the working face bottom plate are coupled together, or the roadway bottom plate becomes an important component of the stope bottom plate, the mining space is increased, and the transfer of the ground stress component below the goaf is more obvious. The invention provides an optimization control method for deep anchor shallow tunnel floor heave resistance and coal pillar stability by comprehensively considering ground stress component transmission and mining advanced supporting pressure.
The coupling failure state of the roadway floor and the working surface floor under the action of the mining advance bearing pressure and the ground stress component is considered, and a proper supporting member is selected based on the coupling failure state. The length of the current anchor rod is about 2200mm, the length of the anchor cable is slightly larger, but the deformation resistance is lower, and the effect is poor, so that the invention designs a more reasonable coupling support mode for controlling the deformation of the tunnel floor heave and the working face bottom plate.
Disclosure of Invention
The invention aims to provide an effective control method for roadway floor heaving and two-side deformation, in particular to a deep anchor shallow anti-roadway floor heaving and coal pillar stability optimization control method based on ground stress component transmission and mining advanced supporting pressure. The method is based on stress components obtained by transmitting deep far-field stress to a mining pressure relief area, mining conditions and mining advance supporting pressure around a roadway during mining of a working face, and a coupling deformation partition of a roadway bottom plate and a working face bottom plate stratum is determined, so that proper components are selected for supporting. The roadway support parameters are optimized, the problem of deformation of roadway floor heave in the coal mining or tunneling process is solved, and the effect is more obvious under the action of the mining advanced support pressure.
Compared with the conventional support, the support principle and the support component of deep anchoring shallow resistance are determined by considering far-field stress component transmission and mining advanced support pressure, namely basic characteristics of roadway floor and working face floor stratum coupling partition, cooperative anchoring range and different area deformation are considered, and then slurry filling sleeve pipe fittings are selected for anchoring, so that the performances of long length and high rigidity of the slurry filling sleeve are exerted.
In order to achieve the above purpose, the present invention adopts the following technical scheme:
a deep anchor shallow tunnel floor heave deformation resistance and coal pillar stability optimization control method based on ground stress component transmission and mining advanced supporting pressure comprises the following steps:
(1) And analyzing deep ground stress transfer stress components which cause deformation of the roadway floor under the mining condition. The inclination angle of the coal bed is a key factor of stress transmission, and the transmission stress of the roadway floor rock stratum is obtained according to the ground stress.
Principle of: under the condition of mining advanced supporting pressure, the pressure relief space of the stope is increased, the roadway bottom plate and the stope bottom plate are integrated continuously and consistently in depth, the roadway bottom plate is deformed at the shallow part close to the coal seam bottom plate and is also affected by the stope bottom plate, and the range of the stress disturbance area at the deep part is larger than that of the stress disturbance area before mining of the working face after roadway excavation. The larger the disturbance area deformation, the larger the stress transmission range, the larger the disturbance deformation of the bottom plate, the more obvious the shallow part deformation such as bottom drum and the like, as shown in fig. 1.
The calculation process comprises the following steps: and (3) defining the space form of the stress, establishing a local coordinate system, and obtaining the vertical transfer stress of the roadway driving pressure relief area after roadway excavation, wherein the stress transfer coefficient is related to the concrete geological conditions of the mine and can be determined empirically.
The conventional technical means: after the tunnel is tunneled, the surrounding rock loose ring of the conventional tunnel support is calculated and determined, and the conventional anchor rod, anchor cable or inverted arch support is determined according to the calculated surrounding rock loose ring.
(2) And determining the characteristics and the forms of rock mass when the roadway bottom plate and the working surface bottom plate are coupled under the action of mining advanced supporting pressure.
And calculating the mining advance supporting pressure under specific mining conditions, wherein the specific mining conditions comprise working face burial depth, coal seam thickness, rock mechanical parameters and the like, and then predicting the coupling failure mode of the roadway floor and the working face floor under the action of the mining advance supporting pressure to determine the reinforcement range.
Generally, after the tunnel is tunneled and formed, as the working face is pushed to mine, the pressure relief space is increased, the range of the floor rock layer of the pressure relief area is increased, and the supporting pressure in front of the mining is far higher than that in the initial stage of tunnel forming, so that the tunnel in the stage is more likely to generate floor heave, and important consideration is needed.
(3) The roadway floor anchoring area under the action of the mining advance supporting pressure is calculated, while the roadway is supported, the mining advance supporting pressure is large on two sides of the working face, when the working face is mined, the secondary damage depth is large, and therefore the roadway needs to be pre-supported, and the area selection is important.
Firstly, determining the conditions of mining advanced supporting pressure, roadway floor and working face floor rock stratum coupling deformation damage partition.
(a) And determining the range of the active area, determining the side length of the triangular active area according to a bottom plate damage depth calculation method formed by a foundation limit balance area and mine supporting pressure in soil mechanics, and determining a logarithmic spiral equation of the transition area.
(b) And determining the reinforcement range of the roadway bottom plate according to the side length of the active area and a logarithmic spiral equation and the principle of deep anchor shallow control.
(4) Basic parameter design of slurry filling sleeve arrangement.
A supporting scheme is proposed. And (3) selecting a component: firstly, lengthening a long anchor cable and an anchor rod; secondly, slurry filling the sleeve;
the anchor rod in the prior art is short in length, the anchor cable is about 8m in length, but the rigidity is small, the anchoring effect of deep rock stratum can be met, but the control of shallow deformation cannot be realized, and the anchor rod is matched for use. The anchor cable is capable of forming an anchoring member in the deep portion to enhance the rock mass mechanical parameters of the original rock area, but has limited ability to resist or control deformation in the shallow portion. The invention combines the basic principle of concrete piles in civil engineering, and adopts slurry to fill sleeve members.
Compared with the prior art, the invention has the beneficial effects that:
the invention has the advantages that the mining advance supporting pressure is considered, and the coupling damage of the working face bottom plate and the tunnel bottom plate rock stratum under the mining condition is considered. Compared with the conventional roadway support basis, the method fully considers the influence of transmission of deep ground stress components in the roadway floor rock stratum in the mining advanced supporting pressure and the pressure relief area, predicts the coupling deformation damage form of the roadway floor and the working surface floor rock stratum under the action of the mining advanced supporting pressure when mining the working surface, and selects and determines proper components (slurry filling sleeves) for supporting, wherein the components are important parts of the invention and are important basis of deep anchor shallow control supporting.
Then, a reasonable component is selected, and two combination schemes are provided for selection based on the basic ideas. One is an elongated anchor cable + bolt; the other is a slurry filled sleeve.
The method has the specific advantages that:
(1) The invention discovers a new roadway support principle of deep anchor shallow resistance based on stress transmission and describes the use. The method not only considers the surrounding rock loosening ring of the roadway, but also considers the coupling deformation damage characteristics of the working surface bottom plate and the roadway bottom plate under the action of the mining advanced supporting pressure and the ground stress component, and obtains the roadway floor heave deformation control mechanism under the action of far-field ground stress.
(2) The invention considers the cooperative control technology of the roadway bottom plate and the working surface bottom plate under the combined action of mining supporting pressure and far-field ground stress under the mining condition. The roadway floor is a part of the coal seam floor after working face mining.
The characteristics of the partition are destroyed by fully considering the coupling deformation of the roadway floor and the rock mass of the working face floor, and the reinforcing device which is not provided with the conventional anchor rods and anchor cables is innovatively used.
(3) The invention can effectively solve the problem of tunnel floor heave in the coal mine production process, solves the requirements of continuous and urgent mine, is suitable for similar mine with serious tunnel floor heave in the whole country, and can also provide theoretical basis for tunnel floor heave.
(4) The grout fills sleeve pipe and stock and anchor rope comparison's advantage:
the anchor rod is small in length and the anchor cable is large in length. The anchor rod has small diameter, and can easily play a role in the roof strata, and the distance in the floor strata is too short to play a corresponding role. The length of the anchor cable is slightly larger and the rigidity is small, so that the effect of resisting the deformation of the shallow rock stratum can not be met.
The grout filling sleeve has the common advantages of the deep anchor and the shallow control tunnel floor heave, and can meet the basic effect of the deep anchor and the shallow control tunnel floor heave control. In addition, the technical scheme of the invention controls the tunnel floor heave, enhances the stability of the tunnel floor rock stratum, and is beneficial to improving the stability of coal pillars or reducing the deformation of two sides of the tunnel. The invention has the effect of multiple purposes.
Drawings
FIG. 1 is a schematic diagram of a model of the coupling deformation of a roadway floor heave and a working face floor under the action of mining support pressure and ground stress components;
FIG. 2 is a schematic diagram of deformation of a tunnel floor heave, wherein (a) is a schematic diagram of an axial section of the tunnel and (b) is a schematic diagram of a cross section of the tunnel;
FIG. 3 is a schematic diagram of the deformation of the roadway floor and the coal side after the invention is used;
FIG. 4 is a cross-sectional view of a slurry filled casing support method based on conventional support;
FIG. 5 is a schematic diagram of conventional roadway surrounding rock loose coil calculation;
FIG. 6 is a schematic diagram of the coupling deformation characteristics of the roadway floor surrounding rock under the action of the mining advance supporting pressure;
FIG. 7 is a schematic diagram of the floor-surrounding-rock coupling deformation characteristics and roadway floor-heaving control under the action of the mining-induced advance bearing pressure and the ground stress component;
fig. 8 is a top view of an arrangement of a roadway single-sided grout-filled sleeve.
Detailed Description
The technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings and examples, and it is apparent that the described examples are only some, but not all, of the examples of the invention, and all other examples obtained by those skilled in the art without making any inventive effort are within the scope of the present invention.
The invention provides a deep anchor shallow anti-tunnel bottom heave and coal pillar stability optimization control method based on ground stress component transmission and mining advance supporting pressure. And the proper supporting member is determined by comparing the performances of the anchor rod, the anchor cable and the slurry filling sleeve.
The method comprises the following steps:
(1) Before tunneling, determining a surrounding rock loosening ring (figure 5) around a tunnel, in particular a surrounding rock range of a tunnel bottom plate; conventional support parameters are determined.
(2) Based on the principle of deep anchor shallow control, the action of mining advanced supporting pressure and far-field site stress components is considered, the coupling deformation damage characteristics (figure 6) of a roadway bottom plate and a mining working face bottom plate are cooperatively considered, deep stratum disturbance and shallow stratum appear as foundation drum deformation under the action of the far-field site stress components, and a reinforcement range is determined.
(3) And determining a proper roadway support member-slurry filling sleeve according to the surrounding rock characteristics of the working surface and the roadway floor under the determined mining advanced supporting pressure condition, wherein the slurry in the slurry filling sleeve is cement slurry, cement and clay slurry or concrete.
(4) Determining basic parameters of a roadway support member (slurry filling sleeve);
the method comprises the following specific steps:
(1) And determining a surrounding rock loosening ring according to the burial depth of the coal seam, the section of the tunneling roadway, the ground stress and the engineering geological conditions, and designing a supporting mode, in particular determining a supporting mode of a roadway bottom plate.
(2) Based on the principle of deep anchor shallow resistance, the action of mining advanced supporting pressure and far-field ground stress components is considered, and the coupling deformation damage characteristics of a roadway bottom plate and a stope bottom plate are cooperatively considered to determine a reinforcement range.
(a) And determining the range of the active area, determining the side length of the triangular active area according to a bottom plate damage depth calculation method formed by a foundation limit balance area and mine supporting pressure in soil mechanics, and determining a logarithmic spiral equation of the transition area.
(b) And determining the reinforcement range of the roadway bottom plate according to the side length of the active area and a logarithmic spiral equation and the principle of deep anchor shallow control.
(3) Basic parameter design of slurry filling sleeve arrangement.
(a) Along the axial direction of the roadway, a group of holes are arranged at intervals of 10m, each group is respectively applied to bottom plates at two sides of the roadway, and 3 drilling holes are applied to each side. According to the on-site geological conditions, the spacing between grout filling sleeves axially arranged along the roadway can be increased or reduced, and the range is generally 5-20 m. The number of holes may also be increased or decreased as appropriate.
(b) Slurry filled casing design criteria. The included angle between the grout filling sleeve arranged in the active area and the roadway bottom plate is 10-30 degrees, the included angle between the grout filling sleeve arranged in the active area and the roadway bottom plate is 0-90 degrees, and the included angle between the grout filling sleeve arranged in the transition area and the roadway bottom plate is 30-60 degrees and is perpendicular to the roadway central axis. The critical angle between the active region and the transition region is determined according to the mining stress and the field geological conditions. Preferably, the lengths of the two slurry filling sleeves applied to the active area penetrate through the active area, the included angles between the two slurry filling sleeves and the roadway bottom plate are 15 degrees and 25 degrees respectively, and the included angles between the two slurry filling sleeves and the roadway central axis are 45 degrees. The length of one grout filling sleeve applied to the transition zone passes through the logarithmic spiral boundary of the transition zone, the included angle between the grout filling sleeve and the roadway floor is 45 degrees, the included angle between the grout filling sleeve and the roadway central axis is 90 degrees, and two grout filling sleeves applied to the active zone are positioned on two sides of the grout filling sleeve applied to the transition zone, and the schematic diagrams are shown in fig. 7 and 8.
(c) Slurry filled casing diameter: the diameter of the slurry filling sleeve is generally dependent on a drilling machine, and is matched with the drilling machine, and the diameter of the slurry filling sleeve is selected from a plurality of choices such as phi 89mm, 108mm, 127mm, 146mm and the like. Reinforcing steel bars with different specifications are applied between the grout filling sleeve according to the situation, and the reinforcing steel bars are axially applied inside the grout filling sleeve to form the reinforcing steel bar grout filling sleeve, so that the deep anchoring and shallow deformation control capabilities can be greatly enhanced.
(4) Other descriptions. The axial supporting spacing, the component inclination angle and the length of the roadway are the general conditions. In particular cases, adjustments may be made by the production practitioner, such as length, tilt angle, etc.
The basic parameter design of the slurry filling sleeve arrangement is to meet the cooperative deformation control of the working face bottom plate and the roadway bottom plate.
The grout filling sleeves are axially arranged at a common interval of 10m, drilling holes with different inclination angles and lengths are applied to two sides of a roadway at each position, and the grouting sleeves can be specifically adjusted according to engineering geological conditions.
The main basis of the method is as follows:
under the action of ground stress components, deep disturbance and shallow foundation pit bulge deformation appear on the bottom plate of the working surface below the mining pressure relief area and the rock stratum of the roadway bottom plate. And selecting proper components based on a working surface and roadway floor coupling deformation control mechanism under the action of mining advanced supporting pressure, a foundation limit balance area in soil mechanics and a floor destruction depth calculation theory (an active area, a transition area and a passive area) formed by supporting pressure. The grout filling sleeve is selected based on deep anchoring, and shallow parts can resist deformation, which is the function not available for the anchor rods and the anchor cables.
The control mechanism of the coupling deformation of the working surface and the roadway floor under the action of the mining advanced supporting pressure is considered, and the idea is not found in the prior roadway floor heave control.
In the invention, the regional characteristics of the working surface and the roadway floor rock stratum determined according to the mining advanced supporting pressure and the far-field ground stress are ideas which are not mentioned in the prior roadway floor heave control. Based on the method, the grout filling sleeve is arranged at a proper position in the roadway floor and the working face floor coupling deformation rock stratum under the condition of mining advanced supporting pressure, so that the cooperative control functions of the deformation and damage of the rock mass of the working face floor, the deformation of the roadway floor heave and the deformation of two sides are achieved.
In the invention, the cooperative determination method of the roadway bottom plate and the working surface bottom plate under the action of the mining advanced supporting pressure and the far-field ground stress is as follows: the far-field site stress component and mining lead supporting pressure are predicted, and surrounding rock engineering geological conditions around the roadway are predicted.
In the invention, the cooperative control method of the roadway bottom plate and the working face bottom plate comprises the following steps: the coupling deformation condition of the working face floor rock mass and the roadway floor rock mass is considered in the roadway floor bulging treatment, which is not existed before. Because stope floors are often in goaf category, they are generally not considered in tunnel floor heaves.
In the invention, the arrangement of the grout filling sleeve of the supporting member takes tunnel bottom bulging deformation as the center, embodies the deep anchor shallow control thought, overcomes the characteristics of small rigidity of long anchor cables and small length of anchor rods, and realizes deep anchoring, shallow control or formation deformation resistance.
The action mechanism of the invention is as follows:
the floor strata cannot resemble the roof strata and can provide a suspension fulcrum for the anchor rods or cables. The deformation of the bottom plate rock layer is passive, that is, the deep rock layer is slightly disturbed, the shallow bottom plate is bulged upwards after being destroyed, and the bottom plate is regarded as elastic small deformation under ideal conditions, so that the main power for controlling the deep part of the bottom plate is critical.
It is known that after mining pressure relief, the stress state of the bottom plate rock stratum is converted from three-dimensional stress to one-dimensional stress, and the deep stress is attenuated upwards according to the stress transmission coefficient. The deep micro deformation is converted into the shallow bottom plate rock mass to be displayed, and the bottom micro deformation is converted into the large deformation. Based on deep tiny disturbance and shallow deformation, a supporting action mechanism of deep anchor shallow resistance is formed, and ground stress components and mining advance supporting pressure are considered.
The basic idea of the invention is as follows:
the mechanical mechanism of the coupling deformation of the tunnel floor and the working surface floor under the action of the mining advance supporting pressure is an important action mechanism of the invention, and expands the theoretical category of tunnel floor deformation or floor bulging. The selection of the supporting member makes up the shortages of the anchor rod and the small rigidity of the anchor cable, and the insufficient action in the rock stratum of the working face and the roadway coupling bottom plate, plays the roles of strong anchoring and large rigidity of the grout filling sleeve, and realizes the supporting effects of cooperative control of the deformation of the bottom plate of the working face, the deformation of the roadway floor heave and the deformation of the two sides of the deep anchoring shallow resistance. And considering ground stress component transmission, selecting a proper supporting member based on a working face and roadway floor coupling deformation control mechanism under the action of mining advanced supporting pressure, a floor breaking depth calculation theory (an active area, a transition area and a passive area) formed by a foundation limit balance area and mine supporting pressure in soil mechanics. The grout filling sleeve is selected based on deep anchoring, and shallow parts can resist deformation, which is the function not available for the anchor rods and the anchor cables.
Example 1:
the method is described by taking the deformation of the floor heave of a certain mine tunnel as an example:
the conventional roadway support design of a certain mine is as follows: roof and roadway side anchor rodThe row spacing between roof bolts is 900mm multiplied by 1000mm, and the row spacing between two side bolts is 900mm multiplied by 1000mm. Roof anchor lines 7200mm and roadway side anchor lines 4100mm.
The supporting effect is as follows:
(1) The deformation of the tunnel floor heave when not reinforced is shown in figure 2.
(2) The foundation pit appears after the roadway floor is supported under the action of the mining supporting pressure.
And determining the reinforcement range according to the determined roadway floor damage characteristics under the action of the mining advanced supporting pressure. Slurry filling sleeves are arranged at intervals of 10m along the axial direction of the roadway, three drilling holes are respectively formed in two sides of the roadway, and the inclination angles are 15 degrees, 25 degrees and 45 degrees respectively.
The support mode of the invention is shown in figures 2 and 3 compared with the previously unused deformation.
After the grout is applied to fill the sleeve, the deformation of the bottom corners of the two sides is obviously improved, and the deformation of the middle parts of the two sides of the roadway is reduced. A schematic diagram of a slurry filled casing support method based on conventional support is shown in FIG. 4.
Furthermore, it should be understood that although the present disclosure describes embodiments, not every embodiment is provided with a separate embodiment, and that this description is provided for clarity only, and that the disclosure is not limited to the embodiments described in detail below, and that the embodiments described in the examples may be combined as appropriate to form other embodiments that will be apparent to those skilled in the art.
Claims (10)
1. The method for optimally controlling the deep anchor shallow anti-tunnel floor heave and the coal pillar stability is characterized by comprising the following steps of:
step one, determining a surrounding rock loose ring according to the burial depth of a coal bed, the section of a tunneling roadway, the ground stress and engineering geological conditions, and designing a supporting mode;
secondly, based on the principle of deep anchor shallow resistance, taking the action of mining advanced supporting pressure and far-field ground stress components into consideration, and determining a reinforcement range by cooperatively taking the coupling deformation damage characteristics of a roadway bottom plate and a stope bottom plate into consideration;
step three, determining a proper roadway support member according to surrounding rock characteristics of the working surface and the roadway bottom plate under the determined mining advance supporting pressure condition; basic parameters of the roadway support member are determined.
2. The optimization control method for deep anchor shallow tunnel floor heave and coal pillar stability according to claim 1, which is characterized by comprising the following steps: in the second step, the determination of the reinforcement range includes the following steps:
s1, determining the range of an active area, determining the side length of a triangular active area according to a bottom plate damage depth calculation method formed by a foundation limit balance area and mine supporting pressure in soil mechanics, and determining a logarithmic spiral equation of a transition area;
s2, determining the reinforcement range of the roadway floor according to the side length of the active area and a logarithmic spiral equation and the principle of deep anchor and shallow resistance.
3. The optimization control method for deep anchor shallow tunnel floor heave and coal pillar stability according to claim 1, which is characterized by comprising the following steps: in the third step, the roadway support component is a slurry filling sleeve.
4. The optimization control method for deep anchor shallow tunnel floor heave and coal pillar stability according to claim 3, wherein the method is characterized in that: in the third step, basic parameters of the roadway support component are as follows: arranging grout filling sleeves at designed positions along the axial direction of the roadway, arranging a group at intervals of 5-20m, applying each group to bottom plates at two sides of the roadway respectively, applying a plurality of drilling holes at each side, and arranging the grout filling sleeves in the drilling holes.
5. The optimization control method for deep anchor shallow tunnel floor heave and coal pillar stability according to claim 3, wherein the method is characterized in that: and thirdly, setting an included angle between the grout filling sleeve arranged in the active area and the roadway bottom plate to be 10-30 degrees and an included angle between the grout filling sleeve arranged in the transition area and the roadway bottom plate to be 0-90 degrees, wherein the included angle between the grout filling sleeve arranged in the transition area and the roadway bottom plate is 30-60 degrees and is perpendicular to the roadway bottom plate, and determining the critical angle between the active area and the transition area according to mining stress and on-site geological conditions.
6. The optimization control method for deep anchor shallow tunnel floor heave and coal pillar stability according to claim 4, which is characterized in that: the number of holes applied per side of the tunnel is 3.
7. The optimization control method for deep anchor shallow tunnel floor heave and coal pillar stability according to claim 6, wherein the method is characterized in that: in the third step, according to the design standard of the slurry filling sleeve, the lengths of the two slurry filling sleeves applied to the active area pass through the active area, the included angles between the two slurry filling sleeves and the roadway bottom plate are 15 degrees and 25 degrees respectively, the included angles between the two slurry filling sleeves and the roadway central axis are 45 degrees, the length of one slurry filling sleeve applied to the transition area passes through the logarithmic spiral boundary of the transition area, the included angle between the two slurry filling sleeves and the roadway bottom plate is 45 degrees, the included angle between the two slurry filling sleeves and the roadway central axis is 90 degrees, and the two slurry filling sleeves applied to the active area are positioned on two sides of the slurry filling sleeve applied to the transition area.
8. The optimization control method for deep anchor shallow anti-tunnel floor heaving and coal pillar stability according to claim 3, 4 or 5, which is characterized by comprising the following steps: in the third step, the diameter of the slurry filling sleeve is selected to be 89mm, 108mm, 127mm or 146mm.
9. The optimization control method for deep anchor shallow tunnel floor heave and coal pillar stability according to claim 3 or 4, wherein the method is characterized in that: the inside of the slurry filling sleeve is axially applied with reinforcing steel bars.
10. The optimization control method for deep anchor shallow tunnel floor heave and coal pillar stability according to claim 3, wherein the method is characterized in that: the slurry in the slurry filled casing is cement slurry, cement+clay slurry, or concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311595437.XA CN117662192B (en) | 2023-11-28 | Deep anchor shallow anti-tunnel floor heave and coal pillar stability optimization control method |
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| CN202311595437.XA CN117662192B (en) | 2023-11-28 | Deep anchor shallow anti-tunnel floor heave and coal pillar stability optimization control method |
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| CN117662192A true CN117662192A (en) | 2024-03-08 |
| CN117662192B CN117662192B (en) | 2024-07-02 |
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Citations (15)
| Publication number | Priority date | Publication date | Assignee | Title |
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