CN115585006A - Rock burst roadway anti-impact support model selection method based on support strength - Google Patents
Rock burst roadway anti-impact support model selection method based on support strength Download PDFInfo
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- E21D23/00—Mine roof supports for step- by- step movement, e.g. in combination with provisions for shifting of conveyors, mining machines, or guides therefor
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Abstract
The invention relates to the technical field of roadway support, and discloses a rock burst roadway anti-impact support type selection method based on support strength. The method for determining the supporting strength comprises the following steps: determining a first equivalent ground stress of a roadway of a mining influence area; determining a surrounding rock-support mutual feedback balance curve under the first equivalent ground stress according to a system equation of a roadway, the displacement of the surrounding rock of the roadway, the first equivalent ground stress and the first boundary stress of a crushing region to a softening region; and determining the supporting strength of the hydraulic support to be selected on the surrounding rock according to the supporting balance point on the mutual feedback balance curve and the stress of the anchoring support of the roadway. The method quantitatively determines the deformation coordination response and the mutual feedback balance relation of the surrounding rock and the support of the rock burst roadway, so that the support strength of the hydraulic support to be selected on the surrounding rock can be accurately determined, and the parameterized selection of the hydraulic support for preventing the roadway from impacting can be realized.
Description
Technical Field
The invention relates to the technical field of roadway support, in particular to a rock burst roadway anti-impact support type selection method based on support strength.
Background
Rock burst is one of serious dynamic disasters of coal mines and is a world-level problem facing the rock mechanics and mining industries at present. Throughout the entire physical process of impact disaster, although rock burst is often completed in milliseconds to seconds, it can be divided into an incubation stage before the impact starting point and a destruction stage after the impact starting point. However, the existing roadway support design method and equipment model selection method do not fully consider the loading effect of mining of a working face on an advance roadway, can not realize quantitative analysis on the rock surrounding-support mutual feedback balance state of the rock surrounding roadway with rock burst, and can not realize accurate model selection on anti-impact support equipment based on support strength.
Disclosure of Invention
The invention aims to provide a rock burst roadway anti-impact support selection method based on support strength, which considers the loading effect of mining of a working face on an advance roadway and can quantitatively determine the deformation coordination response and mutual feedback balance relation of surrounding rocks and supports of the rock burst roadway, so that the support strength of a hydraulic support to be selected on the surrounding rocks can be accurately determined, and the parameterized selection of the rock burst roadway anti-impact hydraulic support can be further realized based on the support strength.
In order to achieve the above object, a first aspect of the present invention provides a method for determining a supporting strength, including: determining a first equivalent ground stress of a roadway of a stoping influence area; determining a first surrounding rock-support mutual feedback balance curve under the first equivalent ground stress according to a system equation of the roadway, a functional relation between displacement of surrounding rocks of the roadway and the radius of a crushing area, the first equivalent ground stress, a functional relation between the first boundary stress of the crushing area under the first equivalent ground stress to a softening area and a first supporting strength required by a roadway space and the radius of the crushing area; determining a first supporting balance point of the first surrounding rock-support mutual feedback balance curve; and determining the supporting strength of the hydraulic support to be selected on the surrounding rock according to the first supporting balance point and the stress of the anchoring support of the roadway.
Preferably, the determining a first surrounding rock-support mutual feed balance curve under the first equivalent crustal stress comprises: determining the first boundary stress corresponding to the first equivalent crustal stress according to a system equation of the roadway; and determining the first surrounding rock-support mutual feedback balance curve according to the first boundary stress, the functional relationship between the first boundary stress and the first supporting strength as well as the functional relationship between the displacement of the surrounding rock of the roadway and the radius of the crushing area.
Preferably, the determination method further comprises: and determining a second surrounding rock-support mutual feedback balance curve under the second equivalent ground stress according to the system equation of the roadway, the functional relation between the displacement of the surrounding rock of the roadway and the radius of the crushing area, the second equivalent ground stress of the roadway of the non-recovery affected area, the second boundary stress of the crushing area to the softening area under the second equivalent ground stress and the functional relation between the second support strength required by the roadway space and the radius of the crushing area.
Preferably, the determining a second surrounding rock-support mutual feed balance curve under the second equivalent earth stress comprises: determining the second boundary stress system corresponding to the second equivalent stress according to a system equation of the roadway; and determining the second surrounding rock-support mutual feedback balance curve according to the second boundary stress, the functional relationship between the second supporting strength required by the second boundary stress and the roadway space and the radius of the crushing area, and the functional relationship between the displacement of the surrounding rock of the roadway and the radius of the crushing area.
Preferably, the determining a second surrounding rock-support mutual feed balance curve under the second equivalent earth stress comprises: determining the second boundary stress corresponding to the second equivalent ground stress according to a system equation of the roadway; and determining a second surrounding rock-support mutual feedback balance curve according to the second boundary stress, the functional relationship between the second support strength required by the second boundary stress and the roadway space and the radius of the crushing area, and the functional relationship between the displacement of the surrounding rock of the roadway and the radius of the crushing area.
Preferably, the determining a first supporting balance point of the first surrounding rock-support mutual feeding balance curve comprises: under the condition that the first surrounding rock-support mutual feedback balance curve does not have an extreme point, determining the first supporting balance point by adopting a surrounding rock separation layer control condition according to the first surrounding rock-support mutual feedback balance curve; or determining the extreme point of the first surrounding rock-support mutual feed balance curve as the first support balance point under the condition that the first surrounding rock-support mutual feed balance curve has the extreme point.
Preferably, the determination method further comprises: determining a second supporting balance point of the second surrounding rock-support mutual feedback balance curve, wherein correspondingly, the determining the second supporting balance point of the second surrounding rock-support mutual feedback balance curve comprises: and determining the second supporting balance point according to the ordinate of the first supporting balance point and the second surrounding rock-support mutual feedback balance curve, wherein the ordinate of the first supporting balance point is equal to the ordinate of the second supporting balance point.
Preferably, the surrounding rock separation layer control conditions include: and the displacement of the surrounding rock of the roadway is less than or equal to the preset proportion of the equivalent radius of the roadway space.
Preferably, the determination method further comprises: determining a second equivalent geostress for non-recovery affected zone roadways, wherein the determining a second equivalent geostress for non-recovery affected zone roadways comprises: according to the ground stress P of the original rock 0 Uniaxial compressive strength sigma of coal rock c And determining the mining stress peak value P in the surrounding rock of the roadway of the non-stoping affected zone according to the following formula m ；
And according to said peak mining stress value P m Surrounding rock pressure relief efficiency coefficient W drill Uniaxial compressive strength sigma of the coal rock c And determining said second equivalent ground stress P by 2 ，
Preferably, the determining the first equivalent stress of the mining affected zone roadway comprises: according to the ground stress P of the original rock 0 Uniaxial compressive strength sigma of coal rock c And determining the mining stress peak value P in the surrounding rock of the roadway of the non-stoping influence area according to the following formula m ；
And according to the mining stress peak value P m Pressure relief efficiency coefficient W of surrounding rock of roadway drill And mining stress concentration coefficient lambda of the roadway of the stoping affected zone m Uniaxial compressive strength sigma of the coal rock c And determining said first equivalent crustal stress P by 1 ，
Through the technical scheme, the method creatively determines the surrounding rock-support mutual feedback balance curve under the first equivalent ground stress according to the system equation of the roadway, the functional relation between the displacement of the surrounding rock of the roadway and the radius of the crushing area, the first equivalent ground stress and the functional relation between the first boundary stress of the crushing area under the first equivalent ground stress on the softening area and the first supporting strength required by the roadway space and the radius of the crushing area; determining a supporting balance point of the surrounding rock-support mutual feedback balance curve; and determining the supporting strength of the hydraulic support to be selected on the surrounding rock according to the supporting balance point and the stress of the anchoring support of the roadway. The invention considers the loading effect of the mining of the working face on the advanced roadway, and can quantitatively determine the deformation coordination response and mutual feedback balance relation of surrounding rocks and supports of the rock burst roadway, thereby accurately determining the support strength of the hydraulic support to be selected on the surrounding rocks, and further realizing the parametric selection of the hydraulic support for preventing impact on the roadway based on the support strength.
The second aspect of the present invention further provides a hydraulic support model selection method, where the model selection method includes: determining the first support balance point, the second support balance point and the support strength of the hydraulic support to be selected on the surrounding rock according to the determination method of the support strength; determining the minimum telescopic amount required by a plunger in an upright column of the hydraulic support according to the first supporting balance point and the second supporting balance point; and determining the hydraulic support matched with the roadway according to the support strength of the hydraulic support to the surrounding rock and the minimum telescopic amount required by the movable column in the upright column.
Preferably, the determining the hydraulic support matched with the roadway comprises: determining static load working load and energy-absorbing abdicating resistance required by the impact prevention of the hydraulic support according to the support strength of the hydraulic support to the surrounding rock; and selecting the model of the hydraulic support according to the static load working load and energy-absorbing abduction resistance required by the anti-impact of the hydraulic support and the minimum telescopic amount required by a plunger in the upright post.
Preferably, the model selection method further comprises: determining the extending amount of a plunger in the upright post according to the model of the selected hydraulic support and the height of the roadway; determining the rigidity of the selected hydraulic support according to the extending amount of a plunger in the upright; and determining the initial supporting time according to the initial supporting force, the working resistance, the rigidity and the second supporting balance point of the selected hydraulic support.
Through the technical scheme, the first supporting balance point, the second supporting balance point and the supporting strength of the hydraulic support to be selected on the surrounding rock are creatively determined according to the method for determining the supporting strength; determining the minimum telescopic amount required by a plunger in an upright column of the hydraulic support according to the first supporting balance point and the second supporting balance point; and then determining the hydraulic support matched with the roadway according to the support strength of the hydraulic support to the surrounding rock and the minimum expansion amount required by the movable column in the upright column. The method can realize accurate model selection of the roadway anti-impact hydraulic support based on quantitative support strength required by surrounding rocks.
The third aspect of the present invention also provides a system for determining support strength, where the system includes: the stress determining device is used for determining a first equivalent ground stress of the roadway of the stoping influence area; the balance curve determining device is used for determining a first surrounding rock-support mutual feedback balance curve under the first equivalent ground stress according to a system equation of the roadway, a functional relation between displacement of surrounding rocks of the roadway and the radius of a crushing area, the first equivalent ground stress, a functional relation between the first boundary stress of the crushing area to the softening area under the first equivalent ground stress and a first supporting strength and the radius of the crushing area required by the roadway space; the balance point determining device is used for determining a first supporting balance point of the first surrounding rock-support mutual feedback balance curve; and the supporting strength determining device is used for determining the supporting strength of the to-be-selected hydraulic support to the surrounding rock according to the first supporting balance point and the stress of the anchoring support of the roadway.
Preferably, the balance point determination device for determining a first supporting balance point of the first surrounding rock-support mutual feeding balance curve includes: under the condition that the first surrounding rock-support mutual feedback balance curve does not have an extreme point, determining the first supporting balance point by adopting a surrounding rock separation layer control condition according to the first surrounding rock-support mutual feedback balance curve; or determining the extreme point of the first surrounding rock-support mutual feed balance curve as the first support balance point under the condition that the first surrounding rock-support mutual feed balance curve has the extreme point.
Preferably, the balance point determination device is further configured to determine a second support balance point of the second surrounding rock-support mutual feeding balance curve, and accordingly, the determining the second support balance point of the second surrounding rock-support mutual feeding balance curve includes: determining a second supporting balance point according to the ordinate of the first supporting balance point and the second surrounding rock-support mutual feedback balance curve under the condition that the first surrounding rock-support mutual feedback balance curve has no extreme point; or determining the second supporting balance point according to the ordinate of the first supporting balance point and the second surrounding rock-support mutual feedback balance curve under the condition that the first surrounding rock-support mutual feedback balance curve has an extreme point, wherein the ordinate of the first supporting balance point is equal to the ordinate of the second supporting balance point.
Compared with the prior art, the support strength determining system and the support strength determining method have the same advantages, and are not described again.
The fourth aspect of the present invention further provides a model selection system for a hydraulic mount, including: the determining system is used for determining the first supporting balance point, the second supporting balance point and the supporting strength of the to-be-selected hydraulic support to the surrounding rock according to the supporting strength; the telescopic quantity determining device is used for determining the minimum telescopic quantity required by a plunger in the upright column of the hydraulic support according to the first supporting balance point and the second supporting balance point; and the hydraulic support determining device is used for determining the hydraulic support matched with the roadway according to the support strength of the hydraulic support to the surrounding rock and the minimum telescopic amount required by the movable column in the upright column.
Compared with the prior art, the model selection system of the hydraulic support and the model selection method of the hydraulic support have the same advantages, and are not described again.
Additional features and advantages of embodiments of the invention will be set forth in the detailed description which follows.
Drawings
The accompanying drawings, which are included to provide a further understanding of the embodiments of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the embodiments of the invention without limiting the embodiments of the invention. In the drawings:
FIG. 1 is a schematic diagram of a process for transferring rock burst energy of a roadway under a high-energy mine earthquake disturbance;
fig. 2 is a flowchart of a method for determining support strength according to an embodiment of the present invention;
FIG. 3 is a schematic illustration of a working surface and its extent of an advanced stress concentration zone;
FIG. 4 is a schematic illustration of the mining stress peak in the surrounding rock and its parent rock stress distribution;
FIG. 5 is a flow chart for determining a first wall-support cross-feed balance curve at the first equivalent crustal stress according to an embodiment of the present invention;
fig. 6 is an I-shaped curve of the "surrounding rock-support" mutual-feed balance characteristic of the roadway according to an embodiment of the present invention;
fig. 7 is a "surrounding rock-support" mutual feed balance characteristic II-type curve of the advanced roadway according to an embodiment of the present invention;
fig. 8 is a flowchart of a method for determining remaining impulse energy according to an embodiment of the present invention;
FIG. 9 is a flow chart of a type selection method provided by an embodiment of the present invention; and
fig. 10 is a "surrounding rock-support" mutual feed balance characteristic curve of a roadway under specific ground stress according to an embodiment of the invention.
Detailed Description
The following detailed description of embodiments of the invention refers to the accompanying drawings. It should be understood that the detailed description and specific examples, while indicating the present invention, are given by way of illustration and explanation only, not limitation.
The general idea of the invention is as follows: establishing a mechanical analysis model of the occurrence of rock burst of the roadway, and deducing and drawing a 'surrounding rock-support' mutual feedback balance equation and a characteristic curve of the roadway under the action of ground stress; accordingly, whether the extreme point of dynamic instability exists in the roadway is determined, and if yes, the critical support stress and the corresponding critical surrounding rock displacement, the critical surrounding rock softening radius and other parameters are further determined; calculating and determining the maximum release energy after the roadway impact ground pressure occurs; and respectively guiding the type selection of the anti-impact hydraulic support according to an anti-impact support strength design principle and an energy conservation principle.
The roadway comprises surrounding rocks and a roadway space (with an equivalent radius of rho) 0 ) As shown in fig. 1. Wherein, the surrounding rock of the roadway comprises an elastic zone and a softening zone (with the radius of rho) p ) And a crushing zone (radius ρ) d ) As shown in fig. 1. Based on the disturbance response instability theory of rock burst generation, for a given coal rock mass deformation system (roadway)) At a second equivalent stress P 2 (or first equivalent stress P) 1 ) The plastic softening zone (hereinafter referred to as softening zone) produced by the action of the action has a radius of rho P2 (or ρ) P1 ) As shown in fig. 4.
The following two examples are given as examples, but are not limited to the following two examples. First, the basic conditions of the two embodiments are described, and then, the processes of determining the support strength, the residual impact energy and the type selection of the hydraulic bracket in the two embodiments are specifically described in a comparison manner.
The first embodiment is as follows:
working face extraction (P) 1 =24.76 MPa) near-field surrounding rock unpowered instability points of the roadway (the impact disaster-causing energy is only far-field disturbance seismic source point energy).
The coal seam of a certain mine is a nearly horizontal coal seam, the advanced roadway of the design working face of the anti-impact support is a rectangular section, the height of the advanced roadway is 3.2m, the section width (namely the width of the roadway) is 4.4m, the equivalent circular radius (namely the equivalent radius of the roadway space) of the circumscribed circle of the rectangular roadway is 2.7m (which can be determined by the following text), the number of one row of anchor cables is 5, and the number of one row of anchor rods is 9. The active support of the roadway is an anchor net cable support which is used for enhancing the anti-impact and shock-resistant capability of the roadway.
The equivalent radius rho of the roadway space can be determined according to the main rock mechanics parameters of the surrounding rock of the roadway 0 (e.g. radius of the circumscribed circle of a rectangular roadway, ρ 0 =2.70 m); the rock mechanics parameters may include uniaxial compressive strength σ c =11.60MPa, E =2780MPa, and K = lambda as an impact tendency index of coal and rock 1 1.10, residual modulus of reduction lambda 2 =14MPa, residual intensity coefficient ξ =0.22, poisson ratio ν =0.25; wherein λ is 1 Softening and modulus reduction (MPa) of the coal rock. The main parameters of the roadway and its surrounding rock can be seen in table 1.
TABLE 1 main physical and mechanical parameters of roadway and surrounding rock
| Serial number | Master control parameter name | (symbol) | Unit | Ore of Shandong |
| 1 | Impact propensity index of coal rock | K | — | 1.10 |
| 2 | Uniaxial compressive strength of coal rock | σ c | MPa | 11.60 |
| 3 | Modulus of elasticity of coal rock | E | Gpa | 2.78 |
| 4 | Internal friction angle | Φ | ° | 30 |
| 5 | Residual modulus of reduction | λ 2 | MPa | 14 |
| 6 | Coefficient of residual strength | ξ | — | 0.22 |
| 7 | Poisson ratio | υ | — | 0.25 |
| 8 | Height of tunnel space | H | m | 3.2 |
| 9 | Width of tunnel space | B | m | 4.4 |
| 10 | Equivalent radius of roadway space | ρ 0 | m | 2.70 |
| 11 | Ground stress of original rock | P 0 | MPa | 14.00 |
| 12 | Mining induced stress concentration coefficient of roadway in stoping affected zone | λ m | — | 1.3138 |
| 13 | Wall rock pressure relief efficiency coefficient | W drill | — | 1 |
| 14 | Equivalent ground stress of non-stoping affected zone roadway | P 2 | MPa | 14 |
| 15 | Equivalent ground stress of mining-affected zone roadway | P 1 | MPa | 24.76 |
The second embodiment:
mining induced stress action (P) during face extraction 1 And =47.62 MPa) a dynamic instability point appears in the near-field surrounding rock of the roadway (the disaster-causing impact energy of the surrounding rock of the roadway comprises far-field disturbance seismic source point energy and near-field surrounding rock dynamic instability energy).
The section of a roadway of a working face of a certain mine 513 is nearly circular, the span of a coal seam mining roadway space (namely the width of the roadway space) is 5.2m, and the height is 3.8m.
(1) 513 the original supporting form of the working surface of the outer section.
513 the two crossheading supports of the working surface of the outer section are combined supports of an anchor net (cable) and a shed; three sections of U-shaped steel sheds are adopted, 2 parts of each U-shaped steel shed are lapped, and 4 pairs of clips are used for each lapping; additionally arranging a bottom arc sealing bottom, wherein 4 parts of each U-shaped steel bottom arc are lapped, and 4 pairs of clips are used for lapping each part; the distance between the coal roadway and the half coal rock roadway sheds is 500mm; specification of anchor rods of two sides: phi 22 is multiplied by 2400mm, the spacing is multiplied by 800 mm and 1000mm, and the number of anchor rods is 8; specification of the top plate anchor cable: phi 21.6 is multiplied by 8200mm, the interval row spacing is 800 is multiplied by 1000mm, and the number of anchor cables is 6.
(2) 513 two gate-groove constant-resistance anchor cables on the working surface of the outer section are used for reinforcing and supporting.
Before stoping, a high-pretightening-force constant-resistance large-deformation anchor cable is adopted to reinforce the 513 outer section working face transportation and return air crossheading in advance of 300m, and meanwhile, a grouting anchor cable is matched to improve the integral self-bearing capacity of the surrounding rock, so that the surrounding rock can adapt to large deformation of a roadway, and the impact resistance of the surrounding rock is improved; and the mining process is carried out by advancing, and the reinforcing support distance is ensured not to be less than 300m, wherein: and the construction of the transportation crossheading is started from the cut hole, the construction is stopped at the position 20m far away from the intersection of the transportation crossheading and the material channel, the construction of the return air crossheading is started from the cut hole, and the construction is stopped at the position 20m far away from the intersection of the return air crossheading and the material channel. Meanwhile, an energy-absorbing impact-proof support is adopted to strengthen the support of the two gate ways which are 200m ahead in the extraction process.
The equivalent radius rho of the roadway space can be determined according to the main rock mechanical parameters of the surrounding rock of the mining roadway of the 513 working face 0 =2.59m; the petrophysical mechanical parameters may include uniaxial compressive strength σ c =12.82MPa, elastic modulus E =2940MPa, impact tendency index K =1.86 of coal rock, residual falling modulus λ 2 =15, residual intensity coefficient ξ =0.24, poisson ratio ν =0.25. Assuming that the pressure relief of the surrounding rock of the roadway only changes the distribution size of mining stress, neglecting the coupling effect among multiple anti-impact technologies, the 513 working face to-be-anti-impact support designs the main parameters of the roadway and the surrounding rock thereof, which are detailed in table 2.
TABLE 2 working face extraction roadway and surrounding rock main parameters of a certain mine 513
| Serial number | Master control parameter name | (symbol) | Unit of | |
| 1 | Coal rock impact energy index | K | — | 1.86 |
| 2 | Uniaxial compressive strength of coal rock | σ c | MPa | 12.82 |
| 3 | Modulus of elasticity of coal rock | E | Mpa | 2940 |
| 4 | Internal friction angle | Φ | ° | 30 |
| 5 | Residual modulus of reduction | λ 2 | MPa | 15 |
| 6 | Coefficient of residual strength | ξ | — | 0.24 |
| 7 | Poisson ratio | υ | — | 0.25 |
| 8 | Radius of roadway | ρ 0 | m | 2.59 |
| 9 | Ground stress of original rock | P 0 | MPa | 42.27 |
| 10 | Mining induced stress concentration coefficient of roadway in stoping affected zone | λ m | — | 1.85 |
| 11 | Wall rock pressure relief efficiency coefficient | W drill | — | 0.6057 |
| 12 | Equivalent ground stress of non-stoping affected zone roadway | P 2 | MPa | 24.76 |
| 13 | Equivalent ground stress of mining-affected zone roadway | P 1 | MPa | 47.62 |
Fig. 2 is a flowchart of a method for determining support strength according to an embodiment of the present invention. As shown in fig. 2, the determination method may include the following steps S201 to S204.
Step S201, determining a first equivalent ground stress of a roadway of a mining influence area.
The roadway of the non-stoping affected area refers to a roadway without stoping effect, the roadway of the stoping affected area refers to a roadway under the stoping effect, and the roadway of the non-stoping affected area and the roadway of the stoping affected area refer to the same roadway. The first equivalent ground stress P can be determined by 1 (embodiment one: as shown in FIG. 4 or 6, P 1 =24.76MPa; the second embodiment: as shown in FIG. 7, P 1 ＝47.62MPa)。
Meanwhile, the determination method further includes: and determining a second equivalent earth stress of the roadway of the non-stoping affected area.
Specifically, the determining a first equivalent stress of the mining affected zone roadway and a second equivalent stress of the non-mining affected zone roadway may include the following three steps.
Firstly, according to the geostress P of the original rock 0 Uniaxial compressive strength sigma of coal rock c And the following formula (1-1) is adopted to determine the mining stress peak value P in the surrounding rock of the roadway of the non-recovery affected zone m ，
Then, according to the mining stress peak value P m Surrounding rock pressure relief efficiency coefficient W drill Uniaxial compressive strength sigma of the coal rock c And (1-2) determining the second equivalent ground stress (i.e. equivalent ground stress of non-stoping affected zone roadway) P 2 ，
Finally, according to the mining stress peak value P m Surrounding rock pressure relief efficiency coefficient W drill And mining stress concentration coefficient lambda of the roadway of the stoping affected zone m Uniaxial compressive strength sigma of the coal rock c And the following formula (1-3) to determine the first equivalent ground stress (namely the equivalent ground stress P of the mining influence area roadway) 1 )，
Of course, the above-mentioned order of the steps of determining the first equivalent stress and the second equivalent stress is not divided in sequence.
For the first embodiment: first, can pass through P 0 ＝14MPa、σ c Determination of non-recovery Effect by the formula (1-1) =11.60MPa (shown in Table 1)Mining stress peak value P in surrounding rock of zone roadway m (as shown in FIG. 4 or 6, P m =23.9 MPa). Then, P is bonded m ＝23.9MPa、W drill =1 and σ c (shown in table 1) and the equivalent ground stress P of the roadway of the non-recovery affected zone is determined by the formula (1-2) 2 (as shown in FIG. 4 or 6, P 2 ＝P 0 =14 MPa). Finally, combine P m ＝23.9MPa、W drill ＝1、λ m ＝1.3138、σ c Determining equivalent ground stress P of a roadway (such as the roadway A shown in figure 3) of an stoping affected zone by using the equation (1-3) =11.60MPa 1 (as shown in FIG. 4 or 6, P 1 ＝24.76MPa)。
For example two, first, P can be passed 0 ＝42.27MPa、σ c Determining the mining stress peak value P in the surrounding rock of the roadway of the non-stoping affected area by using the equation (1-1) and the equation (12.82 MPa) (shown in table 1) m (as shown in FIG. 4 or 6, P m =66.61 MPa). Then, P is bonded m ＝66.61MPa、W drill =0.6057 and sigma c (as shown in table 1) =12.82 MPa), and the equivalent crustal stress P of the roadway of the non-recovery affected zone is determined by adopting the formula (1-2) 2 (as shown in FIG. 4 or 6, P 2 =24.76 MPa). Finally, combine P m ＝66.61MPa、W drill ＝0.6057、λ m ＝1.85、σ c Determining equivalent ground stress P of a roadway (such as the roadway A shown in figure 3) of an stoping affected zone by using the equation (1-3) =12.82MPa 1 (as shown in FIG. 7, P 1 ＝47.62MPa)。
Step S202, determining a first surrounding rock-support mutual feed balance curve under the first equivalent ground stress according to a system equation of a roadway, a functional relation between displacement of surrounding rocks of the roadway and the radius of a crushing area, and a functional relation between the first equivalent ground stress and the first boundary stress of the crushing area under the first equivalent ground stress, a first supporting strength required by a softening area and the roadway space, and the radius of the crushing area.
With respect to step S202, the determining the first wall rock-support mutual feed balance curve under the first equivalent crustal stress may include the following steps S501-S502, as shown in fig. 5.
Step S501, determining the first boundary stress corresponding to the first equivalent crustal stress according to a system equation of the roadway.
The system equation of the tunnel is as follows:
wherein, m is an intermediate variable,
the internal friction angle of the surrounding rock; p is a radical of d-p A boundary stress (MPa) for the fracture zone to the softening zone (which may be equal to the first boundary stress); p is the ground stress of the roadway (which may be equal to the first equivalent ground stress P) 1 )(MPa)；
ρ d Radius (m) of the crushing zone, ρ p The radius (m) of the softening region, k is a constant. The above formula (2) shows that the boundary stress of the crushing zone to the softening zone changes with the change of the ground stress. In particular, the first equivalent stress P may be 1 Substituting into equation (2) to determine the corresponding first boundary stress.
Step S502, determining the first surrounding rock-support mutual feedback balance curve according to the first boundary stress, the functional relation between the first boundary stress and the first supporting strength as well as the functional relation between the displacement of the surrounding rock of the roadway and the radius of the crushing area.
The functional relation between the displacement of the surrounding rock of the roadway and the radius of the crushing area is as follows:
wherein u is a Is the surrounding rock of the roadwayA displacement (m) of (c); sigma c Uniaxial compressive strength; rho d Is the radius (m) of the crushing zone of the surrounding rock; rho 0 Is the equivalent radius (m) of the roadway space; lambda [ alpha ] 1 Softening and modulus reduction (MPa) for coal rock; e is the coal rock elastic modulus (Gpa); and ξ is the residual intensity coefficient.
First, the first boundary stress and the first supporting strength p required for the roadway space, which are expressed by the following equation (4), are determined sum With the radius rho of the crushing zone d Functional relationship between the two:
wherein, the first and the second end of the pipe are connected with each other,
ρ 0 the equivalent radius of the roadway space; p is a radical of sum The total supporting strength (MPa) of supporting equipment in the roadway; q is an intermediate variable which is a variable,
is the internal friction angle of the surrounding rock in the crushing area. The above formula (4) shows that the required supporting strength of the roadway space changes with the change of the boundary stress of the crushing region to the softening region.
Then, combining the first boundary stress and the simultaneous equations (3) - (4), the equivalent radius ρ can be obtained 0 First supporting strength p required for the roadway space sum With displacement u of the surrounding rock of the roadway a Functional relationship between (not shown) (i.e., the first wall rock-support cross-feed balance curve, P shown in fig. 6 1 The corresponding curve). P is 1 The corresponding curve shows the stress in the ground P 1 With a first supporting strength p sum With a radius of rho d With a crushing zone of radius p p Is in equilibrium.
While step S202 is being performed, a second wall rock-support cross-feed balance curve under the second equivalent crustal stress may also be determined. The determination method may further include: and determining a second surrounding rock-support mutual feedback balance curve under the second equivalent ground stress according to the system equation of the roadway, the functional relationship between the displacement of the surrounding rock of the roadway and the radius of the crushing area, the second equivalent ground stress of the roadway of the non-recovery affected area, and the functional relationship between the second support strength required by the second boundary stress of the crushing area to the softening area under the second equivalent ground stress and the space formed by the roadway and the radius of the crushing area.
Wherein the determining a second wall rock-support cross-feed balance curve at the second equivalent crustal stress may comprise: determining the second boundary stress corresponding to the second equivalent ground stress according to a system equation of the roadway; and determining the second surrounding rock-support mutual feedback balance curve according to the second boundary stress, the functional relationship between the second supporting strength and the radius of the crushing area required by the space formed by the second boundary stress and the roadway, and the functional relationship between the displacement of the surrounding rock of the roadway and the radius of the crushing area.
Specifically, the second boundary stress corresponding to the second equivalent stress shown in equation (2) may be determined. Wherein P is the ground stress of the roadway (which may be equal to the second equivalent ground stress P) 2 ) (MPa). Then, a second supporting strength p required by the second boundary stress shown in the formula (4) and the space formed by the roadway is determined sum With the radius rho of the crushing zone d A functional relationship between the two. Finally, combining the second boundary stress and simultaneous equations (3) - (4), the equivalent radius rho can be obtained 0 Second support strength p required for the roadway space sum With displacement u of the surrounding rock of the roadway a Functional relationship between (not shown) (i.e., the second wall-support cross-feed balance curve, P shown in FIG. 6 2 The corresponding curve). P 2 The corresponding curve shows the stress in the ground P 2 And the second support strength p sum With a radius of rho d With a crushing zone of radius p p Is in equilibrium.
That is, equations (2), (3) and (4) are simultaneously established, and the second equivalent ground stress P is plotted 2 And a first equivalent earth stress P 1 The controlled 'surrounding rock-support' mutual feedback equilibrium curve is then determined by the following step S203 1 Whether an extreme point S for representing impact instability of surrounding rock of the roadway exists in a surrounding rock-support mutual feedback balance curve under control 0 (as shown in example two corresponding FIG. 7): extreme point S if no power instability occurs 0 For example, the working face roadway with a rectangular cross section in the first embodiment has no extreme point, and the anti-impact support design needs to consider the far-field disturbance seismic source action; otherwise, the curve is called a type II curve (as shown in fig. 7 corresponding to the embodiment), for example, an extreme point exists in a mining roadway of a working face of a certain mine 513 in the embodiment two, and the impact influence of near-field surrounding rock is considered in the anti-impact support design, and the disturbance superposition effect of far-field mine-earthquake load and energy is also considered fully.
And step S203, determining a first supporting balance point of the first surrounding rock-support mutual feedback balance curve.
For step S203, the determining the first supporting balance point of the first surrounding rock-support mutual feeding balance curve may include any one of the following two cases.
Case one (embodiment one): and under the condition that the first surrounding rock-support mutual feedback balance curve has no extreme point, determining the first supporting balance point by adopting surrounding rock separation layer control conditions according to the first surrounding rock-support mutual feedback balance curve.
Wherein the surrounding rock separation layer control conditions may include: and the displacement of the surrounding rock of the roadway is less than or equal to the preset proportion of the equivalent radius of the roadway space. Specifically, the preset ratio may be any one of 0 to 6% (or any one of 0 to 9%).
Case two (example two): and under the condition that the first surrounding rock-support mutual feedback balance curve has an extreme point, determining the extreme point of the first surrounding rock-support mutual feedback balance curve as the first support balance point.
Then, a second supporting balance point of the second surrounding rock-support mutual feedback balance curve can be determined according to the first supporting balance point.
The determination method may further include: and determining a second supporting balance point of the second surrounding rock-support mutual feedback balance curve. Correspondingly, the determining a second supporting balance point of the second surrounding rock-support mutual feeding balance curve comprises: and determining the second supporting balance point according to the ordinate of the first supporting balance point and the second surrounding rock-support mutual feedback balance curve. And the ordinate of the first supporting balance point is equal to the ordinate of the second supporting balance point.
The following describes a specific procedure on how to determine the first and second bolting balance points, respectively, for the above two cases.
For case one (example one): if the first equivalent ground stress P 1 Under control, the surrounding rock-support mutual feedback balance curve does not have an extreme point S representing the impact instability of the surrounding rock of the roadway 0 (As shown in FIG. 6, the I-shaped curve, i.e. the roadway does not have the possibility of dynamic instability under the condition of high static load), and a certain point N on the first surrounding rock-support mutual feedback balance curve 1 The abscissa (displacement of the surrounding rock) of the point N meets the surrounding rock separation control condition (for example, the preset proportion is 4.18 percent), and the point N is determined 1 (u 2 ＝0.1129m，p sum =0.43949 MPa) is the first point of equilibrium support. Then, since the ordinate of the first support balance point is equal to the ordinate of the second support balance point, the second support balance point N can be determined 0 (u 1 ＝0.03773m，p sum ＝0.43949MPa)。
For case two (example two): if the first equivalent ground stress P 1 An extreme point S for representing the impact instability of the surrounding rock of the roadway exists in the surrounding rock-support mutual feedback balance curve under control 0 (type II curves, i.e. the possibility of dynamic instability under high static load conditions in the roadway, as shown in FIG. 7), the extreme point S is set 0 (0.57m, 0.68MPa) was determined as the first point of guard equilibrium. Then, since the ordinate of the first support balance point is equal to the ordinate of the second support balance point, it is possible to ensureDetermining a second supporting balance point N 0 (0.08m，0.68MPa)。
And S204, determining the supporting strength of the hydraulic support to be selected on the surrounding rock according to the first supporting balance point and the stress of the anchoring support of the roadway.
Can be based on the ordinate p of the first point of support balance sum Stress p of anchoring support of said roadway bolt And the following formula (5) of determining the support strength p s-static ：
p s-static ＝(p sum -ω 1 p bolt )/ω 2 ， (5)
Wherein, ω is 1 And omega 2 And the synergistic coefficients of the support strength of the anchoring support and the hydraulic support are respectively. Further, the constant-resistance support strength of the hydraulic support can be determined to be p when the energy-absorbing abdicating starting is carried out s-dyn ＝mp s-static And m is the support resistance gain coefficient of the energy absorber (the value range of m can be 1.0-1.5, and can be 1.3). In particular, p s-dyn ＝1.3×0.3619＝0.47047MPa。
In particular, for the wall rock-stent cross-feed balance curve (I-curve) shown in fig. 6, the support strength p may be determined s-static 0.3619MPa; for the wall rock-support cross-feed balance curve (type II curve) shown in fig. 7, the support strength p can be determined s-static Is 0.27MPa.
For the first embodiment, although in P 1 Under the action of =24.76MPa, no power instability point of roadway near-field surrounding rock is formed, but if the instability point is along with P 1 When the value is increased to a certain value, a buckling point occurs, and the specific determination process is the same as that of the corresponding buckling point in the second embodiment. For example two, at P 1 Under the action of =47.62MPa, dynamic instability points (namely first instability points) appear on the roadway near-field surrounding rock along with the ground stress P 1 Increase to a certain value (e.g. P) 3 ) Then, a new buckling point (i.e., a second buckling point) occurs, and as shown in fig. 10, the specific determination process is the same as that of the corresponding buckling point in the second embodiment.
In conclusion, the first surrounding rock-support mutual feedback balance curve under the first equivalent ground stress is creatively determined according to a system equation of the roadway, a functional relation between the displacement of the surrounding rock of the roadway and the radius of the crushing area, the first equivalent ground stress, and a functional relation between the first boundary stress of the crushing area under the first equivalent ground stress to the softening area and the first supporting strength required by the roadway space and the radius of the crushing area; determining a first supporting balance point of the first surrounding rock-support mutual feedback balance curve; and determining the supporting strength of the hydraulic support to be selected on the surrounding rock according to the first supporting balance point and the stress of the anchoring support of the roadway. The invention considers the loading effect of the mining of the working face on the advanced roadway, and can quantitatively determine the deformation coordination response and mutual feedback balance relation of surrounding rocks and supports of the rock burst roadway, thereby accurately determining the support strength of the hydraulic support to be selected on the surrounding rocks, and further realizing the parametric selection of the hydraulic support for preventing impact on the roadway based on the support strength.
Engineering practices find that the high-strength roadway support is beneficial to improving the critical load of the roadway rock burst starting, so that the rock burst is not easy to occur or the occurrence difficulty is increased. Therefore, the roadway support design technology aiming at the prevention treatment of rock burst before the start of the impact naturally becomes an important aspect of the prevention and treatment work of the coal mine rock burst.
The embodiment of the invention also provides a model selection method of the hydraulic support. The type selection method can comprise the following steps: determining the first support balance point, the second support balance point and the support strength of the hydraulic support to be selected on the surrounding rock according to the determination method of the support strength; determining the minimum telescopic amount required by a plunger in an upright column of the hydraulic support according to the first supporting balance point and the second supporting balance point; and determining the hydraulic support matched with the roadway according to the support strength of the hydraulic support to the surrounding rock and the minimum telescopic amount required by the movable column in the upright column.
Specifically, for the first embodiment, the balance point N can be supported according to the second support 0 Abscissa u of 1 And the first supporting balance point N 1 Abscissa u of 2 Determining the activity in the columnThe minimum amount of telescoping required for the column is: l is min ＝2(u 2 -u 1 ) =2 × (0.1129 m-0.03773 m) =150.34mm. For the second embodiment, the second supporting balance point N can be used 0 Abscissa u of a1 With the first point of support equilibrium S 0 Abscissa u of a2 The minimum amount of telescoping required for a plunger in the column can be determined as: l is min ＝2(u a2 -u a1 )＝2×(0.57m-0.08m)＝980mm。
Wherein the determining the hydraulic support matched with the roadway may include: determining static load and energy-absorbing abdication resistance required by the anti-impact of the hydraulic support according to the support strength of the hydraulic support to the surrounding rock; and selecting the type of the hydraulic support according to the static load and energy-absorbing abdicating resistance required by the impact prevention of the hydraulic support and the minimum expansion amount required by a plunger in the upright post.
Specifically, according to the supporting strength p of the hydraulic support to the surrounding rock s-static And the distance l between any two adjacent hydraulic supports 0 Widths B and F of the roadway s-static ＝l 0 Bp s-static Determining the static load F required for the anti-impact of the hydraulic support s-static . Then, according to the static load working load F required by the anti-impact of the hydraulic support s-static And F s-dny ＝mF s-static The energy-absorbing abdication resistance F required by the anti-impact of the hydraulic support can be determined s-dny 。
For the two-column guide rod unit type energy-absorbing impact-proof hydraulic support, the distance l between any two adjacent hydraulic supports 0 =2.5m, roadway width B =4.4m, and support strength p of the hydraulic support to the surrounding rock s-static =0.3619Mpa (for the roadway in the first embodiment), the static load F required for the impact prevention of the support is calculated s-static =3980.9kN; and the energy-absorbing abdication resistance F required by the anti-impact of the hydraulic support s-dny ＝mF s-static ＝1.3×3980.9kN＝5175.17kN。
As can be seen from Table 3, the operating resistance F of the hydraulic mount w Is 3300kN andabdication resistance F n Is 3750kN. Due to the dead load of the support against impact (F) s-static =3980.9 kN) is greater than the working resistance (F) of the hydraulic bracket w =3300 kN) and the hydraulic support anticollision required energy absorption abdication resistance (F) s-dny =5175.17 kN) is larger than energy-absorbing abdication resistance (F) of the hydraulic bracket n =3750 kN), it can be concluded that: the two-column guide rod unit type energy-absorbing impact-proof hydraulic support can not meet the energy-absorbing impact-proof requirement of the current roadway.
TABLE 3 two-column energy-absorbing hydraulic bracket parameter table with guide rod unit
For the two-column guide-rod-free unit type energy-absorbing impact-proof hydraulic support, the distance l between any two adjacent hydraulic supports 0 =2.4m, the roadway width B =4.4m, and the supporting strength p of the surrounding rock is combined with the hydraulic support s-static =0.3619MPa (for the roadway in the first embodiment), and the static load working load F required for bracket impact prevention is calculated s-static =3821.7kN; and the energy-absorbing abdication resistance F required by the anti-impact of the hydraulic support s-dny ＝mF s-static ＝1.3×3821.7kN＝4968.21kN。
As can be seen from Table 4, the operating resistance F of the hydraulic mount w 4000kN and energy-absorbing yield resistance F n The concentration was 6000kN. Dead load (F) due to the support anti-impact s-static =3821.7 kN) is smaller than the working resistance (F) of the hydraulic support w =4000 kN) and the energy-absorbing yield resistance (F) required for the impact protection of the hydraulic support s-dny =4968.21 kN) is less than energy-absorbing abdication resistance (F) of the hydraulic support n =6000 kN), it can be concluded that: the two-column guide-rod-free unit type energy-absorbing impact-resisting hydraulic support can meet the energy-absorbing impact-resisting requirement of the current roadway.
According to the table 4, the yielding stroke L of the plunger can be known sta Is 1900mm. Due to the minimum amount of telescoping (L) required by the plunger in the column min =150.34 mm) is less than the plunger yielding stroke (L) sta =1900 mm). The aboveThe criterion shows that the two-column guide-rod-free unit type energy-absorbing impact-proof hydraulic support better meets the requirements of impact prevention and energy absorption of the current roadway in the aspects of working resistance of impact abdication, energy-absorbing abdication resistance, plunger abduction stroke and the like.
TABLE 4 two-column guide-rod-free unit type energy-absorbing hydraulic bracket parameter table
For the door type energy-absorbing impact-resisting hydraulic supports, the distance l between any two adjacent hydraulic supports 0 =5m, the roadway width B =5.2m, and the support strength p of the surrounding rock is combined with the hydraulic support s-static =0.27MPa (for the roadway in example two), the dead load F required for the impact prevention of the support is calculated s-static =7020kN. Working resistance F of portal frame w-static 6600kN, the dead load of the support against impact (F) s-static =7020 kN) is greater than the working resistance (F) of the portal frame w-static =6600 kN). The criterion shows that the resistance requirement of the anti-impact support cannot be met by singly using the door type energy absorption support.
Further, for the combination of the door type energy-absorbing impact-preventing hydraulic support and the stack type energy-absorbing support (for example, the impact-preventing applicability of the support form of the stack type support is designed in an inserting mode among the door type supports, which can be called as a support combination), similarly, the static load working load F required by the support impact prevention can be calculated s-static =7020kN. Working resistance F of door type support w-static1 6600kN, working resistance F of the stack support w-static2 4000kN, the dead load (F) required for the impact protection of the support s-static =7020 kN) is less than the total working resistance (F) of a portal and a stack support w-static ＝10600kN)。
Therefore, the combined support design meets the strength anti-impact requirement, and the anti-impact safety coefficient N can be obtained s ＝F w-static /F s-static ＝1.51。
For the combination of door type energy-absorbing impact-resisting hydraulic support and stack type energy-absorbing support (namelyBracket combination), plunger yielding stroke L sta Is 1300mm. In order to ensure the impact energy absorption stroke, whether the yielding stroke of the stand column movable column of the static lower support meets the large deformation of the static pressure of the roadway is checked, and the criterion is as follows: due to the minimum amount of telescoping (L) required by the plunger in the column min =980 mm) less than the plunger yielding stroke (L) sta =1300 mm) as shown in table 5. The criterion shows that the combination of the door type energy-absorbing impact-proof hydraulic support and the stack type energy-absorbing support better meets the requirements of current roadway impact resistance and energy absorption in the aspects of impact abdicating working resistance, energy-absorbing abdicating resistance, plunger abdicating stroke and the like.
TABLE 5 mining roadway support design parameters and anti-impact safety coefficient
| Serial number | Roadway support parameter | (symbol) | Unit of | Calculated value |
| 1 | Point of instability S 0 Stress of the support | P scr | MPa | 0.68 |
| 2 | Point of instability S 0 Displacement of side of lane | u a2 | m | 0.57 |
| 3 | Balance point N 0 Displacement of side of lane | u a1 | m | 0.08 |
| 4 | Anchoring and O-shaped shed support strength | P other | MPa | 0.39 |
| 5 | Support strength under static pressure | p s-static | MPa | 0.27 |
| 6 | Anchor net cable support synergistic coefficient | ω 1 | — | 1.20 |
| 7 | Hydraulic support synergy coefficient | ω 2 | — | 0.80 |
| 8 | Live column static load yielding minimum displacement | L min | m | 0.98 |
| 9 | Critical crushing area radius of instability of surrounding rock | ρ dcr | m | 16.32 |
| 10 | Critical softening zone radius of instability of surrounding rock | ρ pcr | m | 19.37 |
| 11 | Energy consumption of surrounding rock softening and crushing area | E rock | J/m | 4.11E+06 |
| 12 | Energy absorption of single common anchor rod | E ubolt | J | 2.08E+04 |
| 13 | Energy absorption of single common anchor cable | E ucable | J | 1.28E+05 |
| 14 | Energy absorption of single constant-resistance anchor cable | E ubolt-con | J | 5.25E+04 |
| 15 | Energy absorption of anchoring support of tunnel per meter | E bolt-cable | J/m | 4.71E+05 |
| 16 | The most dangerous energy release magnitude | ML max | — | 2.27 |
| 17 | Most dangerous energy release | E max | J | 7.7E+07 |
| 18 | Per meter of tunnel surrounding rock and mine vibration kinetic energy | E c | J/m | 9.44E+05 |
| 19 | Energy release of surrounding rock in limit balance area | E cr | J/m | 3.84E+06 |
| 20 | Spacing of common racks | l 0 | m | 5.00 |
| 21 | Width of roadway support | B | m | 5.20 |
| 22 | Minimum resistance of stand in static operation | F s-static | kN | 7020 |
| 23 | Working resistance of stand to be selected | F w-static | kN | 10600 |
| 24 | Residual impact energy of surrounding rock | E residual | J/m | 2.03E+05 |
| 25 | Required energy absorption of tunnel support | E support | J | 1.02E+06 |
| 26 | Total energy absorption of candidate bracket | E imp | J | 1.66E+06 |
| 27 | Minimum abdication stroke of energy absorber | L str | m | 0.74 |
| 28 | Minimum shrinkage of plunger | L min | m | 0.98 |
| 29 | Anti-impact safety coefficient | N s | — | 1.51 |
| 30 | Thrust safety factor | N e | — | 1.63 |
The type selection method further comprises the following steps: determining the extending amount of a plunger in the upright post according to the model of the selected hydraulic support and the height of the roadway; determining the rigidity of the selected hydraulic support according to the extending amount of a plunger in the upright; and determining the initial supporting time according to the initial supporting force, the working resistance, the rigidity and the second supporting balance point of the selected hydraulic support.
Specifically, the height of the bracket (for example, 2.6 m) is determined according to the model of the two-column guide-rod-free unit type anti-impact bracket; subtracting the determined bracket height (for example, 2.6 m) from the roadway height H =3.2m of the design to be supported to obtain the live column extension H =0.6m in the upright column; further, the rigidity K of the bracket can be determined according to the extending amount h =0.6m of the plunger support ＝2.33×10 7 N/m; initial support force F combined with the support initiate =3090kN (see table 4 for details), working resistance of the stent F w Stiffness value K of stent support The abscissa of the second support balance point (i.e. the second equivalent stress P) 2 Roadway surrounding rock and support balance point N under action 0 Corresponding roadway surrounding rock displacement) u 1 And the following formula, determining the primary support time (namely the primary support surrounding rock migration amount) u 0 ，
Similarly, a stiffness mean K for the stent combination may be determined support Equal to 2.33X 10 7 N/m; initial support force F combined with support initiate =8070kN, working resistance F of bracket combination w-static Rigidity value K combined with bracket support The abscissa of the second support balance point (i.e., the second equivalent crustal stress P) 2 Roadway surrounding rock and support balance point N under action 0 Corresponding roadway surrounding rock displacement) u a1 And the following formula, determining the initial support time, namely the initial support surrounding rock moving near amount u a0 ：
The embodiment of the invention also provides a system for determining the support strength. The determination system may include: the stress determining device is used for determining a first equivalent ground stress of the roadway of the mining influence area; the balance curve determining device is used for determining a first surrounding rock-support mutual feedback balance curve under the first equivalent ground stress according to a system equation of a roadway, a functional relation between displacement of surrounding rocks of the roadway and the radius of a crushing area, the first equivalent ground stress and a functional relation between the first boundary stress of the crushing area under the first equivalent ground stress to a softening area and a first supporting strength required by a roadway space and the radius of the crushing area; the balance point determining device is used for determining a first supporting balance point of the first surrounding rock-support mutual feedback balance curve; and the support strength determining device is used for determining the support strength of the hydraulic support to be selected on the surrounding rock according to the first support balance point and the stress of the anchoring support of the roadway.
Preferably, the balance point determination device for determining a first supporting balance point of the first surrounding rock-support mutual feeding balance curve includes: under the condition that the first surrounding rock-support mutual feedback balance curve does not have an extreme point, determining the first supporting balance point by adopting a surrounding rock separation layer control condition according to the first surrounding rock-support mutual feedback balance curve; or determining the extreme point of the first surrounding rock-support mutual feed balance curve as the first support balance point under the condition that the first surrounding rock-support mutual feed balance curve has the extreme point.
Preferably, the balance point determining device is further configured to determine a second supporting balance point of the second surrounding rock-support mutual feeding balance curve, and accordingly, the determining the second supporting balance point of the second surrounding rock-support mutual feeding balance curve includes: and determining the second supporting balance point according to the ordinate of the first supporting balance point and the second surrounding rock-support mutual feedback balance curve, wherein the ordinate of the first supporting balance point is equal to the ordinate of the second supporting balance point.
For details and advantages of the system for determining the supporting strength provided by the present invention, reference may be made to the above description of the method for determining the supporting strength, which is not described herein again.
The embodiment of the invention also provides a model selection system of the hydraulic support. The model selection system may include: the determining system is used for determining the first supporting balance point, the second supporting balance point and the supporting strength of the hydraulic support to be selected on the surrounding rock according to the supporting strength; the telescopic quantity determining device is used for determining the minimum telescopic quantity required by a plunger in the upright column of the hydraulic support according to the first supporting balance point and the second supporting balance point; and the hydraulic support determining device is used for determining the hydraulic support matched with the roadway according to the support strength of the hydraulic support to the surrounding rock and the minimum telescopic amount required by the movable column in the upright column.
For specific details and benefits of the model selection system for a hydraulic support provided by the present invention, reference may be made to the above description of the model selection method for a hydraulic support, and details are not described herein again.
In conclusion, the first supporting balance point, the second supporting balance point and the supporting strength of the hydraulic support to be selected on the surrounding rock are creatively determined according to the method for determining the supporting strength; determining the minimum telescopic amount required by a plunger in an upright column of the hydraulic support according to the first supporting balance point and the second supporting balance point; and then determining the hydraulic support matched with the roadway according to the support strength of the hydraulic support to the surrounding rock and the minimum expansion amount required by the movable column in the upright column. The method can realize accurate model selection of the roadway anti-impact hydraulic support based on quantitative support strength required by surrounding rocks.
The existing energy-absorbing impact-preventing support design method directly considers the energy maximum value or the danger value in the roadway far-field microseismic event as the essence of rock burst, and considers the vibration energy attenuated by a far field as the total energy released by the rock burst, so that the energy released by destabilization of surrounding rocks in a near-field roadway limit balance area is ignored, and the estimation of the energy released by the rock burst is low.
Fig. 8 is a flowchart of a method for determining remaining impulse energy according to an embodiment of the present invention. As shown in fig. 8, the determination method may include the following steps S801 to S804.
Before performing step S801, the determination method may further include: and determining the radius of the crushing area and the radius of the softening area according to a system equation of the roadway, the first equivalent crustal stress, a disturbance response instability criterion, the damage variable of the coal rock in the elastic area of the surrounding rock, the damage variable of the coal rock in the softening area and the damage variable of the coal rock in the crushing area.
Specifically, according to a system equation of the roadway shown in equation (3), the first equivalent ground stress, a disturbance response instability criterion shown in equation (6), and a damage variable D of the coal rock in the elastic zone listed from top to bottom shown in equation (7) 0 A damage variable D of the coal rock in the softening zone 1 And a damage variable D of the coal rock in the crushing zone 2 Determining the crush zone radius ρ d And the radius of the softening zone p P 。
Wherein rho is the radius (m) of surrounding rocks of the roadway; gamma is an intermediate variable, gamma = lambda 2 /E+(1-ξ)λ 2 /λ 1 + ξ. From the formula (6), it can be obtained
For example, for the lane corresponding to the I-type curve shown in fig. 6, the first equivalent crustal stress P can be calculated 1 Radius rho of crushing area of roadway surrounding rock under action d =7.9m, radius of softening zone ρ p ＝10.87m。
Alternatively, the various radii described above (e.g., the crush zone radius and the softening zone radius) may be determined in accordance with known methods.
Step S801, determining the total energy consumption of the resistance area of the surrounding rock according to the damage variable of the coal rock in the softening area and the damage variable of the coal rock in the crushing area of the surrounding rock of the roadway, the equivalent radius of the roadway space, the radius of the crushing area and the radius of the softening area.
Wherein, the resistance area comprises a crushing area and a softening area.
In particular, the damage variable D of the coal rock in the softening zone can be determined 1 Damage variable D with coal rock in crushing zone 2 The equivalent radius rho of the roadway space 0 Radius rho of the crushing zone d And radius of the softening zone rho p And (8) (namely the minimum energy principle of coal rock dynamic destruction) to determine the total energy consumption E of the resistance area of the surrounding rock rock ：
Wherein σ c The uniaxial compressive strength of the coal rock; xi is the residual intensity coefficient; lambda 2 Reducing the modulus for the residue; lambda [ alpha ] 1 Softening and reducing the modulus of the coal rock.
For the roadway corresponding to the type I curve shown in fig. 6 (embodiment one), the total energy consumption E of the resistive region of the surrounding rock can be determined rock Is 0.319856MJ/m; for the roadway corresponding to the type II curve shown in FIG. 7 (example II), the total energy consumption E of the resistance area of the surrounding rock can be determined rock ＝4.11MJ/m。
The method can quantitatively estimate the space range of the surrounding rock resistance area during impact starting, thereby accurately estimating the surrounding rock dissipated energy and greatly improving the stability of the roadway.
And S802, determining the kinetic energy generated by impact of the resistance area according to the most dangerous microseismic magnitude, the distance from the most dangerous microseismic source to the damage point of the roadway, the radius of the softening area, the equivalent radius of the roadway space and the average density of the coal rocks in the resistance area.
For step S802, the determining the kinetic energy generated by the resistive region impact may include: determining the impact motion speed of the coal rock in the resistance area when the rock burst occurs according to the most dangerous microseismic magnitude, the distance from the most dangerous microseismic source to the damage point of the roadway, the radius of the softening area and the equivalent radius of the roadway space; determining the quality of the coal rock in the resistance area according to the radius of the softening area, the equivalent radius of the roadway space and the average density of the coal rock in the resistance area; and determining kinetic energy generated by impact of the resistance region according to the impact motion speed and the mass of the coal rock in the resistance region.
Specifically, the most dangerous historical impact event (the maximum value in equivalent impact event energy under the same epicenter distance) of the roadway to be designed close to the working face is searched, and the most dangerous microseismic magnitude is recorded as ML max And the distance L from the most dangerous micro-seismic source to the damage point of the roadway 0 。
Then, determining the thickness L of the resistance area according to the radius of the softening area and the equivalent radius of the roadway space 1 ＝ρ p -ρ 0 . And calculating the vibration peak velocity v' of the surrounding rock mass points at the outer boundary of the softening region when the rock burst occurs according to the following formula (9),
lg[(L 0 -L 1 )v′]＝3.95+0.57ML max ， (9)
when the peak vibration velocity v 'is obtained, the impact motion velocity v =2v' of the coal rock in the resistive region.
Then, according to the radius rho of the softening zone p The equivalent radius rho of the roadway space 0 Average density ρ of coal petrography within the resistive zone c And
and determining the mass M of the coal rock in the resistance area of the surrounding rock in the roadway with the unit length.
Finally, according to the impact motion speed v, the mass M of the coal rock in the resistance area and
determining the kinetic energy E generated by the impact of the resistive zone c 。
In the first embodiment, the most dangerous shock-inducing seismic source energy E of the far field monitored by the microseismic monitoring system is utilized max ＝1.7×10 7 J, root of Siberian ginsengObtaining the microseismic magnitude ML according to the conversion of the relation between the microseismic magnitude and the energy max And 2.81 stages. The distance from the most dangerous induced seismic source to the ultimate balance area of the surrounding rock of the roadway is L 0 -L 1 =30.84m, using the relation lg [ (L) 0 -L 1 )v′]＝3.95+0.57ML max And calculating to obtain the maximum vibration peak velocity v 'of surrounding rock mass points at the outer boundary of the coal rock in the softening region, wherein the induced impact energy reaches the roadway limit balance region, and the maximum vibration peak velocity v' of the surrounding rock mass points is approximately equal to 1.15m/s. Taking the impact motion speed in the range of the roadway softening area as v =2v' =2.3m/s; taking the density of the coal rock as rho c ＝1.35×10 3 kg/m 3 And then the coal rock mass M of the resistance area of the roadway with the unit length is as follows:
on the basis of this, can obtain
In the second embodiment, the most dangerous shock-inducing seismic source energy E in the far field monitored by the microseismic monitoring system is utilized max ＝7.7×10 7 J, converting the microseismic magnitude ML according to the relation between the microseismic magnitude and the energy max And 2.27 stage. The distance from the most dangerous induced seismic source to the ultimate balance area of the surrounding rock of the roadway is L 0 -L 1 =32m, using the relation lg [ (L) 0 -L 1 )v′]＝3.95+0.57ML max And calculating to obtain the maximum vibration peak velocity v 'of surrounding rock mass points at the outer boundary of the coal rock in the softening region, wherein the induced impact energy reaches the roadway limit balance region, and the maximum vibration peak velocity v' of the surrounding rock mass points is approximately equal to 0.55m/s. Taking the impact motion speed in the range of the roadway softening area as v =2v' =1.10m/s; taking coal rock density rho c Is 1.35X 10 3 kg/m 3 Mass of coal and rock thrown in resistance area in unit length roadway
On the basis, the far-field dynamic load induced near-field coal rock throwing energy in the roadway with the unit length can be obtained as follows:
and step S803, determining the stable state of the roadway under the first equivalent earth stress.
Wherein the first equivalent stress is the equivalent stress to which a recovery affected zone roadway A in the roadway is subjected, as shown by P in FIG. 4 or 6 1 。
For step S803, determining the steady state of the roadway under the first equivalent stress (i.e., whether there is a possibility of instability of the roadway under high static load conditions) may include: determining a surrounding rock-support mutual feedback balance curve under the first equivalent ground stress according to a system equation of the roadway, a functional relation between displacement of surrounding rocks of the roadway and the radius of a crushing area, and a functional relation between the first equivalent ground stress and boundary stress of the crushing area to a softening area under the first equivalent ground stress as well as supporting strength and the radius of the crushing area required by a roadway space; and determining a steady state of the roadway under the first equivalent earth stress by: determining that the roadway does not have a destabilization state under the first equivalent crustal stress under the condition that the surrounding rock-support cross-feed balance curve does not have an extreme point; or determining that the roadway has a destabilization state under the first equivalent ground stress under the condition that the surrounding rock-support mutual feedback balance curve has an extreme point.
Wherein the determining a surrounding rock-support mutual feed balance curve under the first equivalent crustal stress comprises: determining a functional relation between the first equivalent earth stress and the boundary stress according to a system equation of the roadway; and determining the surrounding rock-support mutual feedback balance curve according to the functional relation between the first equivalent ground stress and the boundary stress, the functional relation between the boundary stress and the supporting strength and the radius of the crushing area, and the functional relation between the displacement of the surrounding rock of the roadway and the radius of the crushing area.
The above two processes can be seen in detail as the extreme point S 0 A determination of whether there is a presence.
Step S804, determining the residual impact energy required to be absorbed by the hydraulic support to be selected according to the stable state of the roadway under the first equivalent ground stress, the kinetic energy generated by impact of the resistance area, the total energy consumption of the resistance area and the energy consumption of the anchoring support in the roadway.
The following two cases are discussed according to the steady state of the roadway under the high static load condition.
Case one (embodiment one): in the absence of a destabilizing condition of the roadway at the first equivalent earth stress, the determining the residual impulsive energy may comprise: subtracting the sum of the total energy consumption of the resistance region and the energy consumption of the anchoring support from the kinetic energy generated by the impact of the resistance region to obtain the residual impact energy.
First, description will be given regarding estimation of energy consumption of the bolting support (for example, energy consumption E of the bolting support in a roadway per meter) bolt-cable ) The process of (2).
For example, the bolt specification adopted by the roadway is phi 20 multiplied by 2500mm screw-thread steel bolt (according to yield strength sigma) s Not less than 380MPa and elongation delta g Calculated by more than or equal to 15 percent). The energy absorption capacity of the anchor rod can be calculated according to the yield force and the elongation: energy absorption E of single anchor rod ubolt ＝πφ 2 σ s δl bolt /4=31.32kJ, wherein l bolt The length (1750 mm) is effectively absorbed by the anchor rod.
The specification of the anchor cable adopted by the roadway is phi =18.9mm steel strand (according to yield strength sigma) s 1820MPa or more and an elongation delta s Not less than 5 percent) and the length of the anchor cable supported on the top plate and the two sides is 10.50m. The energy absorption capacity of the anchor cable is calculated according to the yield force and the elongation, and the energy absorption capacity E of a single anchor cable ucable ＝πφ 2 σ s δl cable /4=186.29kJ, where l cable The length of the anchor cable for absorbing energy effectively.
On the basis of this, an estimation can be made
In the formula, N is the number of a row of anchor rods on the section of the roadway, and M is the number of a row of anchor cables; s cable For pitch of the anchor rods, S cable Arranging the distance of the anchor cables; eta bolt In order to achieve the energy absorption efficiency of the anchor rod,
η cable for the energy absorption efficiency of the anchor cable,
for the situation that the roadway has no possibility of instability under the first equivalent ground stress, only far-field disturbance energy needs to be considered (that is, for the roadway with the roadway surrounding rock not having the power instability extreme point under the first equivalent ground stress condition, only the impulsive energy of the far-field disturbance to the hydraulic support is regarded as the impact ground pressure failure energy), and after the energy consumption of the far-field disturbance energy is carried out through the resistance area and the anchoring body, the residual impulsive energy E required to be absorbed by the hydraulic support residual ＝E c -E bolt-cable -E rock ＝0.2845MJ/m。
Case two (example two): in the event that the roadway has a destabilized state under the first equivalent earth stress, the determining the residual impulse energy may comprise: determining the release energy of the elastic zone according to the first equivalent ground stress, the ordinate of the extreme point of the surrounding rock-support mutual feedback balance curve and the energy release rate of the elastic zone of the surrounding rock; and subtracting the sum of the total energy consumption of the resisting region and the energy consumption of the anchoring support from the sum of the released energy of the elastic region and the kinetic energy generated by the impact of the resisting region to obtain the residual impact energy.
First, description will be given regarding estimation of energy consumption of the bolting support (for example, energy consumption E of the bolting support in a roadway per meter) bolt-cable ) The process of (3), the energy absorbed by the O-shaped shed support can be ignored.
The energy absorption E of a single traditional anchor rod can be obtained through testing and calculation ubolt Energy absorption E of single traditional anchor cable ucable Respectively as follows: e ubolt ＝2.08E+04J；E ucable =1.28E +05J. The energy absorption E of the reinforced constant-resistance anchor cable used in the tunnel can be obtained through testing and calculation ucable-con ＝5.25E+04J。
On the basis, the energy consumption E of the anchoring support in the roadway with the unit length can be calculated bolt-cable Comprises the following steps:
in the formula, N ubolt The number of a row of common anchor rods on the section of the roadway; m ucable And M ucable-con Respectively counting the number of a row of common anchor cables and constant-resistance anchor cables on the section of the roadway; s. the bolt Common anchor rod row pitch; s. the cable And S cable-con The row pitch of the common anchor cable and the constant-resistance anchor cable are respectively set. Wherein, based on the gradient characteristic that the surrounding rock softens breakage, determine the energy-absorbing efficiency of stock and anchor rope: eta bolt The energy absorption efficiency of the common anchor rod is improved,
η cable in order to improve the energy absorption efficiency of the traditional anchor cable,
and η cable-con In order to ensure the energy absorption efficiency of the constant-resistance anchor cable,
then, according to the first equivalent stress P 1 And the extreme point S of the surrounding rock-support mutual feedback balance curve 0 Ordinate p of scr And the energy release rate eta of the elastic zone of the surrounding rock, and determining the release energy E of the elastic zone cr ：
Wherein, the first and the second end of the pipe are connected with each other,
p scr ＝p sum the total support strength (MPa) of the support equipment in the roadway(ii) a q is an intermediate variable which is a function of,
an internal friction angle of surrounding rock in a crushing area; η may be any of 0.1% to 1%. When η =1%, E cr ＝3.84×10 6 J/m。
For the situation that the roadway has the possibility of instability under the first equivalent ground stress, the superposition energy of far-field disturbance energy and near-field roadway surrounding rock elastic energy needs to be considered, and after the superposition energy is consumed by a resistance area and an anchoring body, the residual impact energy E absorbed by a hydraulic support is needed residual ＝E c +E cr -E bolt-cable -E rock ＝2.03×10 5 J/m. That is, the above-described energy-absorbing and impact-stopping principle based on energy conservation determines the stent parameters. The total energy absorbed by the energy-absorbing support is the impulsive energy of far-field disturbance to the support and the elastic energy released by the near-field roadway surrounding rock limit balance area.
The embodiment of the invention also provides a model selection method of the hydraulic support. The type selection method can comprise the following steps: determining the residual impulse energy required to be absorbed by the hydraulic support to be selected according to the determination method of the residual impulse energy; and determining the hydraulic support matched with the roadway according to the residual impact energy required to be absorbed by the hydraulic support.
Wherein the determining the hydraulic support matched with the roadway may include: determining the energy-absorbing abdicating stroke required by an energy absorber of the hydraulic support and the energy required to be absorbed by a single support in the hydraulic support according to the residual impact energy required to be absorbed by the hydraulic support; and selecting the type of the hydraulic support according to the energy-absorbing abdicating stroke required by the energy absorber and the energy required to be absorbed by the single support.
Specifically, aiming at the two-column guide-rod-free unit type energy-absorbing impact-proof hydraulic support, the distance l between any two adjacent hydraulic supports is determined 0 (l 0 =2.4 m), residual impulse energy E required to be absorbed by the hydraulic support residual (E residual =0.2845 MJ/m) and energy-absorbing abdication resistance (F) of the hydraulic support n =6000 kN), determining the energy-absorbing abdicating stroke L of the hydraulic support str ＝l 0 E residual /F n =2.4m 0.2845MJ/m/6000kN =113.80mm. According to the distance l between any two adjacent hydraulic supports 0 (l 0 =2.4 m) and the residual impulse energy E required to be absorbed by the hydraulic support residual (E residual =0.2845 MJ/m), determining the energy absorption required by the hydraulic support as E support ＝0.2845MJ/m*2.4m＝682.80kJ。
Because of the energy-absorbing abdication stroke L of the hydraulic support str (L str =113.80 mm) is smaller than the impact abdication displacement L of the bracket imp (L imp =120 mm) and the required energy absorption E of a single holder support (E support =682.80 kJ) abduction energy absorption E less than a single stent imp (E imp =720 kJ), so the two-column guide-rod-free unit type energy-absorbing impact-proof hydraulic support can meet the energy-absorbing impact-proof requirements of the current roadway in the aspects of impact abdicating displacement, impact abdicating energy-absorbing energy and the like.
Similarly, for the combination of the door type energy-absorbing impact-resisting hydraulic support and the stack type energy-absorbing support (namely support combination), the distance l between any two adjacent hydraulic supports is determined according to 0 (l 0 =5 m), residual impulse energy E required to be absorbed by the hydraulic support residual (E residual ＝2.03×10 5 J/m) and energy-absorbing abdication resistance (F) of hydraulic support w-static =10600 kN), determining energy absorption abdicating stroke L of hydraulic support str ＝l 0 E residual /1.3F w-static =73.66mm. According to the distance l between any two adjacent hydraulic supports 0 (l 0 =5 m) and the residual impulse energy E to be absorbed by the hydraulic support residual (E residual ＝2.03×10 5 J/m), determining the energy absorption required by the hydraulic support to be E support ＝2.03×10 5 J/m*5m＝1.02MJ。
Due to the energy-absorbing abdication stroke L of the hydraulic support str (L str =73.66 mm) is smaller than the impact abdication displacement L of the bracket imp (L imp =120 mm) and singleEnergy absorption E required by the support support (E support =1.02 MJ) is less than the abduction energy absorption E of a single bracket imp (E imp =1.66 MJ), so the bracket combination can meet the energy-absorbing and impact-stopping requirements of the current roadway in the aspects of impact abdication displacement, impact abdication energy absorption and the like, and the impact-stopping safety coefficient N can be obtained e ＝E imp /E support ＝1.63。
The type selection method can further comprise the following steps: determining the extending amount of a movable column in the upright column according to the model of the selected hydraulic support and the height of the roadway; determining the rigidity of the selected hydraulic support according to the extending amount of a plunger in the upright; and determining the primary support opportunity according to the primary support force and the working resistance of the selected hydraulic support, the rigidity and the support balance point of the surrounding rock-support mutual feed balance curve under the second equivalent crustal stress, wherein the second equivalent crustal stress is the equivalent crustal stress of the roadway in the non-recovery affected area.
The type selection method can further comprise the following steps: determining a supporting balance point of the surrounding rock-support mutual feed balance curve under the first equivalent geostress and a supporting balance point of the surrounding rock-support mutual feed balance curve under the second equivalent geostress, and accordingly, determining the supporting balance point of the surrounding rock-support mutual feed balance curve under the first equivalent geostress comprises: under the condition that no extreme point exists in the surrounding rock-support mutual feed balance curve under the first equivalent geostress, determining a supporting balance point of the surrounding rock-support mutual feed balance curve under the first equivalent geostress by adopting a surrounding rock separation layer control condition; or determining that the extreme point of the first equivalent ground stress surrounding rock-support mutual feed balance curve is the support balance point of the first equivalent ground stress surrounding rock-support mutual feed balance curve, and determining that the support balance point of the second equivalent ground stress surrounding rock-support mutual feed balance curve comprises: and determining the supporting balance point of the surrounding rock-support mutual feed balance curve under the second equivalent ground stress according to the ordinate of the supporting balance point of the surrounding rock-support mutual feed balance curve under the first equivalent ground stress and the surrounding rock-support mutual feed balance curve under the second equivalent ground stress, wherein the ordinate of the supporting balance point of the surrounding rock-support mutual feed balance curve under the first equivalent ground stress is equal to the ordinate of the supporting balance point of the surrounding rock-support mutual feed balance curve under the second equivalent ground stress.
The specific process is detailed in the above related description for determining the initial support opportunity.
An embodiment of the invention further provides a system for determining the residual impulse energy. The determination system may include: the energy consumption determining device is used for determining the total energy consumption of the resistance area of the surrounding rocks according to the damage variable of the coal rocks in the softening area and the damage variable of the coal rocks in the crushing area of the surrounding rocks of the roadway, the equivalent radius of the roadway space, the radius of the crushing area and the radius of the softening area, wherein the resistance area comprises the crushing area and the softening area; the kinetic energy determining device is used for determining the kinetic energy generated by impact in the resistance area according to the most dangerous microseismic magnitude, the distance from the most dangerous microseismic source to the damage point of the roadway, the radius of the softening area, the equivalent radius of the roadway space and the average density of the coal rock in the resistance area; the state determining device is used for determining the stable state of the roadway under first equivalent ground stress, wherein the first equivalent ground stress is the equivalent ground stress suffered by the roadway in the stoping influence area; and the residual impulse energy determining device is used for determining the residual impulse energy required to be absorbed by the hydraulic support to be selected according to the stable state of the roadway under the first equivalent ground stress, the kinetic energy generated by impact of the resistance area, the total energy consumption of the resistance area and the energy consumption of an anchoring support in the roadway.
For details and benefits of the system for determining residual impulse provided by the present invention, reference may be made to the above description of the method for determining residual impulse, which is not described herein again.
The embodiment of the invention also provides a model selection system of the hydraulic support. The type selection system can comprise: the determining system is used for determining the residual impact energy required to be absorbed by the hydraulic support to be selected according to the residual impact energy; and the support determining device is used for determining the hydraulic support matched with the roadway according to the residual impact energy required to be absorbed by the hydraulic support.
For specific details and benefits of the model selection system for a hydraulic support provided by the present invention, reference may be made to the above description of the model selection method for a hydraulic support, and details are not described herein again.
In conclusion, the total energy consumption of the resistance area of the surrounding rock is creatively determined according to the damage variable of the coal rock in the softening area of the surrounding rock of the roadway, the damage variable of the coal rock in the crushing area, the equivalent radius of the roadway space, the radius of the crushing area and the radius of the softening area; determining kinetic energy generated by impact of the resistance region according to the most dangerous microseismic magnitude, the distance from the most dangerous microseismic source to the damage point of the roadway, the radius of the softening region, the equivalent radius of the roadway space and the average density of the coal rocks in the resistance region; determining a stable state of the roadway under a first equivalent crustal stress; and then determining the residual impact energy required to be absorbed by the hydraulic support to be selected according to the stable state of the roadway under the first equivalent ground stress, the kinetic energy generated by impact of the resistance region, the total energy consumption of the resistance region and the energy consumption of the anchoring support in the roadway. According to the invention, by considering the superposition process of 'far-field disturbance energy release of the roadway' and 'near-field energy release of the roadway' when the roadway rock burst occurs, the residual impulsive energy required to be absorbed by the hydraulic support to be selected can be quantitatively determined, and then the parameterized selection of the roadway anti-impact hydraulic support can be realized based on the residual impulsive energy.
The determination of relevant characteristic parameters (for example, the supporting strength of the hydraulic support to the surrounding rock, or the residual impulsive energy required to be absorbed by the hydraulic support, and the like) of the hydraulic support is described from two aspects of prevention (the hydraulic support is selected based on the supporting strength before the impact start) and treatment (the hydraulic support is selected based on the residual impulsive energy after the impact start). In fact, the two aspects of prevention and treatment can be combined, firstly, the supporting strength of the hydraulic support to the surrounding rock and the residual impulsive energy required to be absorbed by the hydraulic support are determined, and then the hydraulic support matched with the roadway is determined according to the determined supporting strength and the residual impulsive energy.
The embodiment of the invention also provides a type selection method of the hydraulic support. As shown in fig. 9, the model selection method may include the following steps S901 to S905.
Step S901, determining a first equivalent ground stress of the mining-affected zone roadway and a second equivalent ground stress of the non-mining-affected zone roadway.
Step S902, determining a first surrounding rock-support mutual feed balance curve under the first equivalent ground stress and a second surrounding rock-support mutual feed balance curve under the second equivalent ground stress according to a system equation of a roadway, a functional relation between displacement of surrounding rocks of the roadway and a radius of a crushing area, the second equivalent ground stress, a functional relation between a first supporting strength and a radius of the crushing area, which are required by a first boundary stress of the crushing area under the first equivalent ground stress to a softening area and a roadway space, and a functional relation between a second supporting strength and a radius of the crushing area, which are required by a second boundary stress of the crushing area under the second equivalent ground stress to the softening area and the roadway space.
And step S903, determining the supporting strength of the to-be-selected hydraulic support to the surrounding rock and the minimum expansion amount required by a plunger in the upright column of the hydraulic support according to the first surrounding rock-support mutual feedback balance curve, the second surrounding rock-support mutual feedback balance curve and the stress of the anchoring support of the roadway.
Step S904, determining the residual impulsive energy required to be absorbed by the hydraulic support according to the damage variable of the coal rock in the softening region of the surrounding rock, the damage variable of the coal rock in the crushing region, the radius of the softening region, the most dangerous micro-seismic level, the distance from the most dangerous micro-seismic source to the damage point of the roadway, the equivalent radius of the roadway space and the energy consumption of the anchoring support.
And step S905, determining the hydraulic support matched with the roadway according to the support strength of the hydraulic support to the surrounding rock, the residual impact energy required to be absorbed by the hydraulic support and the minimum expansion amount required by the movable column in the upright column.
The embodiment invents a design and model selection method of an energy-absorbing hydraulic support from two aspects of strength design (impact prevention/prevention) and energy design (impact prevention/treatment) on the basis of further considering 'surrounding rock-support' system collaborative deformation and mutual feedback response, and guarantees scientific operation of impact prevention support equipment under a reasonable safety factor.
For the specific procedures of determining the supporting strength, the residual impulse energy and the minimum expansion amount, reference may be made to the relevant description in the above "prevention" or "treatment" protocol.
Wherein the determining the hydraulic support matched with the roadway may include: determining static load working load and energy-absorbing abdicating resistance required by the impact prevention of the hydraulic support according to the support strength of the hydraulic support to the surrounding rock; determining energy-absorbing abdicating strokes required by an energy absorber of the hydraulic support and energy required to be absorbed by a single support in the hydraulic support according to the residual impact energy required to be absorbed by the hydraulic support; and selecting the type of the hydraulic support according to the static load and energy-absorbing abdicating resistance required by the anti-impact of the hydraulic support, the energy-absorbing abdicating stroke required by the energy absorber, the energy required by the single support and the minimum extension amount required by the movable column in the upright column.
For the specific procedures for determining the dead load, the energy yield resistance, the energy yield stroke, the energy required to be absorbed and the minimum amount of telescoping, reference is made to the above description in relation to the "prevention" or "treatment" protocol. And then, combining the determined five parameters and corresponding criteria, and comprehensively selecting the model of the hydraulic support.
Therefore, the requirements of the current roadway anti-impact/anti-impact response on the strength and energy of the energy-absorbing support can be completely met in the aspects of working resistance of impact abdicating, impact abdicating displacement, impact abdicating energy absorption, static load working load, movable column abdicating stroke and the like of the two-column guide-rod-free unit type energy-absorbing anti-impact hydraulic support (or the combination of a door type support and a stack type support).
After the applicability judgment of a plurality of or all the supports is completed, if a plurality of models meet the requirements, the further optimization selection can be carried out from the aspects of ground pressure, support falling prevention and the like; and if the energy absorption parameter design determined by calculation cannot be matched with the existing bracket model database, so that the bracket model selection cannot be completed, implementing new parameter design of the bracket.
Reevaluating the first equivalent crustal stress P under the influence of the stope face after strengthening the coal seam area or local pressure relief work 1 And executing other related steps to realize cycle calculation until all the strength parameters and the energy absorption parameters are reasonably determined or a bracket customizing mode is adopted to meet the working condition requirement to be designed. The exit criteria for the round robin selection may be one or more of the following: the working resistance of the existing bracket is larger than or equal to the static load required by the bracket for impact prevention; the energy-absorbing abdication resistance of the existing bracket is more than or equal to the energy-absorbing abdication resistance required by the bracket for impact resistance; the yield stroke (namely the maximum extension length) of the plunger of the existing bracket is larger than the minimum extension amount required by the plunger in the upright post; the impact abdicating displacement of the existing bracket is larger than or equal to the energy-absorbing abdicating displacement of the bracket; impact energy absorption of existing support>The required energy absorption of the stent.
In conclusion, the method creatively determines the first equivalent ground stress of the roadway of the stoping affected area and the second equivalent ground stress of the roadway of the non-stoping affected area; determining a first surrounding rock-support mutual feedback balance curve under the first equivalent ground stress and a second surrounding rock-support mutual feedback balance curve under the second equivalent ground stress according to a system equation of a roadway, a functional relation between displacement of surrounding rocks of the roadway and the radius of a crushing area, the second equivalent ground stress, a functional relation between a first supporting strength and the radius of the crushing area, which are required by the first boundary stress of the crushing area to the softening area under the first equivalent ground stress and the roadway space, and a functional relation between a second supporting strength and the radius of the crushing area, which are required by the second boundary stress of the crushing area to the softening area under the second equivalent ground stress and the roadway space; determining the support strength of the hydraulic support to be selected on the surrounding rock and the minimum expansion amount required by a movable column in an upright column of the hydraulic support according to the first surrounding rock-support mutual feed balance curve, the second surrounding rock-support mutual feed balance curve and the stress of the anchoring support of the roadway; determining the residual impulse energy required to be absorbed by the hydraulic support according to the damage variable of the coal rock in the softening region of the surrounding rock, the damage variable of the coal rock in the crushing region, the radius of the softening region, the most dangerous micro-seismic level, the distance from the most dangerous micro-seismic source to the damage point of the roadway, the equivalent radius of the roadway space and the energy consumption of the anchoring support; and determining the hydraulic support matched with the roadway according to the support strength of the hydraulic support to the surrounding rock, the residual impact energy required to be absorbed by the hydraulic support and the minimum expansion amount required by the movable column in the upright column. Therefore, on one hand, the loading effect of the mining of the working face on the advance roadway is considered, and the deformation coordination response and the mutual feedback balance relation of the rock surrounding and the support of the rock burst roadway can be quantitatively determined; on the other hand, the superposition process of 'far-field roadway release disturbance energy' and 'near-field roadway release energy' when roadway rock burst occurs is also considered, and the residual impact energy required to be absorbed by the hydraulic support to be selected can be quantitatively determined, so that the support strength and the residual impact energy of the hydraulic support to be selected on the surrounding rock can be accurately determined, and the parameterized selection of the roadway anti-impact hydraulic support can be further realized at least on the basis of the support strength and the residual impact energy.
The embodiment of the invention also provides a model selection system of the hydraulic support. The type selection system can comprise: the stress determining device is used for determining a first equivalent ground stress of a roadway of the stoping affected area and a second equivalent ground stress of a roadway of the non-stoping affected area; a balance curve determining device, configured to determine a first surrounding rock-support cross-feed balance curve under the first equivalent ground stress and a second surrounding rock-support cross-feed balance curve under the second equivalent ground stress according to a system equation of a roadway, a functional relationship between displacement of surrounding rocks of the roadway and a radius of a crushing area, the second equivalent ground stress, a functional relationship between a first supporting strength required by a first boundary stress of the crushing area under the first equivalent ground stress to a softening area and a roadway space and a radius of the crushing area, and a functional relationship between a second supporting strength required by a second boundary stress of the crushing area under the second equivalent ground stress to the softening area and the roadway space and a radius of the crushing area; the expansion amount determining device is used for determining the supporting strength of the hydraulic support to be selected on the surrounding rock and the minimum expansion amount required by a plunger in an upright column of the hydraulic support according to the first surrounding rock-support mutual feedback balance curve, the second surrounding rock-support mutual feedback balance curve and the stress of the anchoring support of the roadway; the residual impulsive energy determining device is used for determining the residual impulsive energy required to be absorbed by the hydraulic support according to the damage variable of the coal rock in the softening region of the surrounding rock, the damage variable of the coal rock in the crushing region, the radius of the softening region, the most dangerous micro-seismic level, the distance from the most dangerous micro-seismic source to the damage point of the roadway, the equivalent radius of the roadway space and the energy consumption of the anchoring support; and the hydraulic support determining device is used for determining the hydraulic support matched with the roadway according to the supporting strength of the hydraulic support to the surrounding rock, the residual impulsive energy required to be absorbed by the hydraulic support and the minimum telescopic amount required by the movable column in the upright column.
For specific details and benefits of the model selection system for a hydraulic support provided by the present invention, reference may be made to the above description of the model selection method for a hydraulic support, and details are not described herein again.
An embodiment of the present invention further provides a computer-readable storage medium, on which a computer program is stored, and the computer program, when executed by a processor, implements the method for selecting a hydraulic bracket.
It should be noted that the steps performed by each device in the selection system or the determination system may be performed by a processor.
The beneficial effects of the above embodiments of the present invention at least include the following three points:
the method is based on a quantified roadway rock burst occurrence theory and a theoretical calculation formula of a critical condition of the occurrence theory, so that the physical process of static and dynamic stress and energy superposition of near-field and far-field surrounding rocks during roadway rock burst occurrence is determined, and a solid rock burst physical process cognitive foundation is laid for impact-proof support type selection.
Secondly, a method combining analytical calculation and engineering statistics is considered, quantitative estimation of 'far field release disturbance energy of a roadway' and 'near field release energy of the roadway' is achieved, and feasibility and applicability criteria and a design method of the energy-absorbing impact-preventing support are given comprehensively. And a scientific mathematical calculation method and basis are established for the selection of the scour prevention support.
Thirdly, the coordination response relation of 'surrounding rock and support' mutual feedback balance deformation of the rock burst roadway is fully considered, and the parameterized selection of the support equipment on the premise of stability, such as parameters of energy absorption resistance, abdicating stroke, support rigidity, initial support force and the like, is effectively guided and realized.
Although the embodiments of the present invention have been described in detail with reference to the accompanying drawings, the embodiments of the present invention are not limited to the details of the above embodiments, and various simple modifications can be made to the technical solutions of the embodiments of the present invention within the technical idea of the embodiments of the present invention, and the simple modifications all belong to the protection scope of the embodiments of the present invention.
It should be noted that the various features described in the above embodiments may be combined in any suitable manner without departing from the scope of the invention. In order to avoid unnecessary repetition, the embodiments of the present invention do not describe every possible combination.
Those skilled in the art can understand that all or part of the steps in the method according to the above embodiments may be implemented by a program, which is stored in a storage medium and includes several instructions to enable a single chip, a chip, or a processor (processor) to perform all or part of the steps in the method according to the embodiments of the present application. And the aforementioned storage medium includes: a U-disk, a removable hard disk, a Read-Only Memory (ROM), a Random Access Memory (RAM), a magnetic disk or an optical disk, and other various media capable of storing program codes.
In addition, any combination of various different implementation manners of the embodiments of the present invention can be made, and the embodiments of the present invention should also be regarded as the disclosure of the embodiments of the present invention as long as the combination does not depart from the spirit of the embodiments of the present invention.
Claims (16)
1. A method for determining support strength is characterized by comprising the following steps:
determining a first equivalent ground stress of a roadway of a stoping influence area;
determining a first surrounding rock-support mutual feedback balance curve under the first equivalent ground stress according to a system equation of a roadway, a functional relation between displacement of surrounding rocks of the roadway and the radius of a crushing area, the first equivalent ground stress, a functional relation between the first boundary stress of the crushing area under the first equivalent ground stress to a softening area and a first supporting strength required by a roadway space and the radius of the crushing area;
determining a first supporting balance point of the first surrounding rock-support mutual feedback balance curve; and
and determining the support strength of the hydraulic support to be selected on the surrounding rock according to the first support balance point and the stress of the anchoring support of the roadway.
2. The method of determining as defined in claim 1, wherein said determining a first wall rock-support cross-feed balance curve at the first equivalent earth stress comprises:
determining the first boundary stress corresponding to the first equivalent crustal stress according to a system equation of the roadway; and
and determining the first surrounding rock-support mutual feedback balance curve according to the first boundary stress, the functional relationship between the first boundary stress and the first supporting strength as well as the functional relationship between the displacement of the surrounding rock of the roadway and the radius of the crushing area.
3. The method of determining according to claim 1, further comprising:
and determining a second surrounding rock-support mutual feedback balance curve under the second equivalent ground stress according to the system equation of the roadway, the functional relation between the displacement of the surrounding rock of the roadway and the radius of the crushing area, the second equivalent ground stress of the roadway of the non-recovery affected area, the second boundary stress of the crushing area to the softening area under the second equivalent ground stress and the functional relation between the second support strength required by the roadway space and the radius of the crushing area.
4. The method of determining according to claim 3, wherein said determining a second wall rock-support cross-feed balance curve at the second equivalent crustal stress comprises:
determining the second boundary stress corresponding to the second equivalent ground stress according to a system equation of the roadway; and
and determining a second surrounding rock-support mutual feedback balance curve according to the second boundary stress, the functional relationship between the second support strength required by the second boundary stress and the roadway space and the radius of the crushing area, and the functional relationship between the displacement of the surrounding rock of the roadway and the radius of the crushing area.
5. The method of determining as defined in claim 3, wherein determining the first point of support balance of the first wall rock-support cross-feed balance curve comprises:
under the condition that the first surrounding rock-support mutual feedback balance curve does not have an extreme point, determining the first supporting balance point by adopting a surrounding rock separation layer control condition according to the first surrounding rock-support mutual feedback balance curve; or
And under the condition that the first surrounding rock-support mutual feedback balance curve has an extreme point, determining the extreme point of the first surrounding rock-support mutual feedback balance curve as the first support balance point.
6. The determination method according to claim 5, characterized in that the determination method further comprises: determining a second supporting balance point of the second surrounding rock-support mutual feed balance curve,
correspondingly, the determining a second supporting balance point of the second surrounding rock-support mutual feeding balance curve comprises: determining the second supporting balance point according to the ordinate of the first supporting balance point and the second surrounding rock-support mutual feedback balance curve,
and the ordinate of the first supporting balance point is equal to the ordinate of the second supporting balance point.
7. The determination method according to claim 5, wherein the surrounding rock separation layer control condition includes: and the displacement of the surrounding rock of the roadway is less than or equal to the preset proportion of the equivalent radius of the roadway space.
8. The determination method according to claim 3, characterized in that the determination method further comprises: determining a second equivalent earth stress for the non-recovery affected zone roadway,
wherein the determining a second equivalent crustal stress of the non-stoping affected zone roadway comprises:
according to the ground stress P of the original rock 0 Uniaxial compressive strength sigma of coal rock c And determining the mining stress peak value P in the surrounding rock of the roadway of the non-stoping influence area according to the following formula m ；
And
according to the mining stress peak value P m Surrounding rock pressure relief efficiency coefficient W drill Uniaxial compressive strength σ of the coal rock c And determining said second equivalent ground stress P by 2 ，
9. The method of determining of claim 1, wherein the determining of the first equivalent earth stress of the recovery affected zone roadway comprises:
according to the geostress P of the original rock 0 Uniaxial compressive strength sigma of coal rock c And determining the mining stress peak value P in the surrounding rock of the roadway of the non-stoping affected zone according to the following formula m ；
And
according to the mining stress peak value P m Pressure relief efficiency coefficient W of surrounding rock of roadway drill And mining stress concentration coefficient lambda of the roadway of the stoping affected zone m Uniaxial compressive strength σ of the coal rock c And determining said first equivalent crustal stress P by 1 ，
10. A hydraulic support model selection method is characterized by comprising the following steps:
the method for determining the supporting strength according to claim 6, determining the first supporting balance point, the second supporting balance point and the supporting strength of the hydraulic support to be selected on the surrounding rock;
determining the minimum telescopic amount required by a plunger in an upright column of the hydraulic support according to the first supporting balance point and the second supporting balance point; and
and determining the hydraulic support matched with the roadway according to the support strength of the hydraulic support to the surrounding rock and the minimum expansion amount required by the movable column in the upright column.
11. The model selection method of claim 10, wherein said determining the hydraulic support that matches the roadway comprises:
determining static load and energy-absorbing abdication resistance required by the anti-impact of the hydraulic support according to the support strength of the hydraulic support to the surrounding rock; and
and selecting the model of the hydraulic support according to the static load working load and energy-absorbing abduction resistance required by the anti-impact of the hydraulic support and the minimum telescopic quantity required by the movable column in the upright column.
12. The typing method according to claim 11, further comprising:
determining the extending amount of a movable column in the upright column according to the model of the selected hydraulic support and the height of the roadway;
determining the rigidity of the selected hydraulic support according to the extending amount of a plunger in the upright; and
and determining the initial supporting time according to the initial supporting force, the working resistance and the rigidity of the selected hydraulic support and the second supporting balance point.
13. A system for determining support strength, the system comprising:
the stress determining device is used for determining a first equivalent ground stress of the roadway of the mining influence area;
the balance curve determining device is used for determining a first surrounding rock-support mutual feedback balance curve under the first equivalent ground stress according to a system equation of a roadway, a functional relation between displacement of surrounding rocks of the roadway and the radius of a crushing area, the first equivalent ground stress, a functional relation between the first boundary stress of the crushing area to the softening area under the first equivalent ground stress and a first supporting strength required between the roadways and the radius of the crushing area;
the balance point determining device is used for determining a first supporting balance point of the first surrounding rock-support mutual feedback balance curve; and
and the support strength determining device is used for determining the support strength of the hydraulic support to be selected on the surrounding rock according to the first support balance point and the stress of the anchoring support of the roadway.
14. The system of claim 13, wherein the balance point determining means for determining a first support balance point of the first wall-support cross-feed balance curve comprises:
under the condition that the first surrounding rock-support mutual feedback balance curve does not have an extreme point, determining the first supporting balance point by adopting a surrounding rock separation layer control condition according to the first surrounding rock-support mutual feedback balance curve; or alternatively
And under the condition that the first surrounding rock-support mutual feedback balance curve has an extreme point, determining the extreme point of the first surrounding rock-support mutual feedback balance curve as the first support balance point.
15. The determination system of claim 14, wherein the balance point determination device is further configured to determine a second bracing balance point of the second wall rock-support cross-feed balance curve,
correspondingly, the determining a second supporting balance point of the second surrounding rock-support mutual feedback balance curve comprises: determining the second supporting balance point according to the ordinate of the first supporting balance point and the second surrounding rock-support mutual feedback balance curve,
and the ordinate of the first supporting balance point is equal to the ordinate of the second supporting balance point.
16. A gating system for a hydraulic mount, the gating system comprising:
the system for determining the supporting strength according to claim 15, which is used for determining the supporting strength of the first supporting balance point, the second supporting balance point and the to-be-selected type of hydraulic support to the surrounding rock;
the telescopic amount determining device is used for determining the minimum telescopic amount required by a plunger in the upright column of the hydraulic support according to the first supporting balance point and the second supporting balance point; and
and the hydraulic support determining device is used for determining the hydraulic support matched with the roadway according to the support strength of the hydraulic support to the surrounding rock and the minimum telescopic amount required by the movable column in the upright column.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117307191A (en) * | 2023-11-28 | 2023-12-29 | 中煤科工开采研究院有限公司 | Rock burst roadway anchor-frame-charging coupling support system, method and monitoring system |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117307191A (en) * | 2023-11-28 | 2023-12-29 | 中煤科工开采研究院有限公司 | Rock burst roadway anchor-frame-charging coupling support system, method and monitoring system |
| CN117307191B (en) * | 2023-11-28 | 2024-03-22 | 中煤科工开采研究院有限公司 | Rock burst roadway anchor-frame-charging coupling support system, method and monitoring system |
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