CN116502386B - Simulation method and system for disaster evolution of roadway anchoring surrounding rock under static and dynamic load effect - Google Patents
Simulation method and system for disaster evolution of roadway anchoring surrounding rock under static and dynamic load effect Download PDFInfo
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Abstract
The application discloses a simulation method and a system for disaster evolution of roadway anchoring surrounding rock under the action of static and dynamic loads, wherein the method comprises the following steps: basic data of the roadway site anchoring surrounding rock is obtained; performing mesoscopic parameter calibration according to the basic data to obtain a calibration result; constructing a particle flow number model based on the calibration result; applying point dynamic load disturbance to the particle flow number model; and solving a termination condition according to the point dynamic load disturbance setting and monitoring the surrounding rock contact force evolution process to obtain a disaster evolution result of the roadway anchoring surrounding rock under the action of static and dynamic loads. According to the application, the pressure bearing condition of the supporting structure in the real coal mining process is simulated by constructing the particle flow number model of the roadway surrounding rock under the action of the point dynamic load, and the internal particle flow speed is restrained by using the method of applying the boundary speed to the model, so that the simulation result is more restored to the real condition, and a new thought is provided for preventing surrounding rock catastrophe of the roadway in the coal mining process.
Description
Technical Field
The application relates to the field of anchoring stability test, in particular to a simulation method and a simulation system for disaster evolution of roadway anchoring surrounding rock under the action of static and dynamic loads.
Background
From the late 50 s, china begins to use anchor bolt support in mine roadways, and then only ten years later, until the end of 60 s, the anchoring technology is widely adopted in the fields of mines, metallurgy, hydropower, traffic, civil construction and the like in China. The application range is from hard stable rock to soft broken rock, from small-scale tunnel to large-span chamber, from static load condition to dynamic load disturbance condition, from construction engineering to engineering emergency and structural reinforcement.
Along with the increase of the roadway burial depth, the stress level of surrounding rock is gradually increased, in addition, dynamic disasters such as mine earthquake and rock burst are increasingly prominent under the influence of factors such as structural stress, excavation disturbance and the like, and roadway surrounding rock stability control research under the combined action of static and dynamic loads gradually enters the field of vision of people. The disaster evolution of the roadway anchoring surrounding rock and the deformation and damage characteristics of the supporting member under the action of static and dynamic load are deeply known, and are important to the stable evaluation of the roadway surrounding rock and the life and property safety of workers, so that a model capable of predicting the disaster evolution of the roadway field surrounding rock under the condition of static and dynamic load combined disturbance in the coal mining process is urgently needed at present.
Disclosure of Invention
According to the application, the particle flow number model of the surrounding rock of the roadway is established, and the pressure bearing capacity of the anchoring surrounding rock and the supporting structure under static and dynamic load disturbance in the real mining process is simulated, so that the surrounding rock disaster in the roadway site in the coal mining process is prevented.
In order to achieve the above purpose, the application provides a simulation method for disaster evolution of roadway anchoring surrounding rock under the action of static and dynamic load, which comprises the following steps: basic data of the roadway site anchoring surrounding rock is obtained;
calibrating the mesoscopic parameters according to the basic data to obtain a calibration result;
constructing a particle flow number model based on the calibration result;
applying a point dynamic load disturbance to the particle flow number model;
and solving a termination condition according to the inching load disturbance setting, and monitoring the surrounding rock contact force evolution process to obtain a disaster evolution result of the roadway anchoring surrounding rock under the action of static and dynamic loads.
Preferably, the base data includes: geological stratum conditions, surrounding rock occurrence states and supporting parameters of the roadway site.
Preferably, the method for obtaining the calibration result comprises the following steps: and (3) establishing a uniaxial compression particle flow numerical model of the standard rock sample by adopting a parallel bonding model, and obtaining a mesomechanics parameter matched with a physical test result by a trial-and-error method to obtain a calibration result.
Preferably, the method for constructing the particle flow numerical model comprises the following steps:
performing discrete element simulation on the rock mass and the supporting member according to the calibration result, wherein the discrete element simulation comprises construction of particles for simulating corresponding rock strata and the supporting member and giving of a contact model of particle interface characteristics, and establishing a two-dimensional particle flow model;
and applying stress and boundary conditions to the boundary of the two-dimensional particle flow model to obtain the particle flow value model.
Preferably, the method for applying the inching load disturbance comprises the following steps:
establishing a circular wall body for applying disturbance stress waves in the particle flow number model;
and applying a boundary speed condition to the circular wall body for simulating the point dynamic load disturbance.
Preferably, the method for applying the speed boundary condition includes:
creating a particle string and using the particle string as a boundary condition;
obtaining boundary particles according to the boundary conditions;
fixing the translational degree of freedom of the boundary particles, deleting the wall body in the particle flow number model, and applying acceleration to obtain the speed of the internal particles;
a velocity boundary condition is applied based on the velocity of the boundary grain and the velocity of the interior grain.
The application also provides a simulation system for disaster evolution of the roadway anchoring surrounding rock under the action of static and dynamic load, which is characterized by comprising the following steps: the system comprises an acquisition module, a calibration module, a construction module, a disturbance module and a termination module;
the acquisition module is used for acquiring basic data of roadway site anchoring surrounding rock;
the calibration module is used for calibrating the mesoscopic parameters according to the basic data to obtain a calibration result;
the construction module is used for constructing a particle flow number model based on the calibration result;
the disturbance module is used for applying point dynamic load disturbance to the particle flow number model;
and the termination module is used for solving termination conditions according to the point dynamic load disturbance setting and monitoring the evolution process of the surrounding rock contact force to obtain the disaster evolution result of the roadway anchoring surrounding rock under the action of static and dynamic load.
Preferably, the workflow of the calibration module includes: and (3) establishing a uniaxial compression particle flow numerical model of the standard rock sample by adopting a parallel bonding model, and obtaining a mesomechanics parameter matched with a physical test result by a trial-and-error method to obtain a calibration result.
Compared with the prior art, the application has the following beneficial effects:
according to the application, the pressure bearing condition of the anchoring surrounding rock and the supporting structure in the real coal mining process is simulated by constructing the particle flow number model of the surrounding rock of the roadway under the action of the point dynamic load, and the internal particle flow speed is restrained by using a method of applying the boundary speed to the model, so that the simulation result is more reduced to the real condition, and a new thought is provided for preventing surrounding rock disaster in the roadway site in the coal mining process.
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In order to more clearly illustrate the technical solutions of the present application, the drawings that are needed in the embodiments are briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and that other drawings can be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic flow chart of the method of the present application;
FIG. 2 is a schematic diagram of a two-dimensional particle flow model of the present application;
FIG. 3 is a schematic diagram of a two-dimensional particle flow model of the "two-media-four interface" of the present application;
FIG. 4 is a schematic diagram of a velocity profile of a dynamic carrier disturbance wave according to the present application;
FIG. 5 is a schematic view of a surrounding rock of a roadway without disturbance according to the present application;
FIG. 6 is a schematic view of an anchor surrounding rock of a roadway without disturbance according to the present application;
FIG. 7 is a diagram showing the displacement under dynamic load disturbance according to the present application;
FIG. 8 is a schematic view of roadway surrounding rock under dynamic load disturbance according to the application;
FIG. 9 is a schematic diagram of the evolution law of the force chain field of the present application;
FIG. 10 is a schematic diagram of horizontal stress time evolution curves of left and right upper measuring points of the surrounding rock;
FIG. 11 is a schematic diagram of the system of the present application.
Detailed Description
The following description of the embodiments of the present application will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present application, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the application without making any inventive effort, are intended to be within the scope of the application.
In order that the above-recited objects, features and advantages of the present application will become more readily apparent, a more particular description of the application will be rendered by reference to the appended drawings and appended detailed description.
Example 1
As shown in fig. 1, which is a schematic flow chart of the method of the present application, the steps include:
s1, acquiring basic data of roadway site anchoring surrounding rock.
And coring the on-site coal rock to obtain the geological stratum condition of the roadway. Then, according to the integral deformation characteristics of surrounding rocks of the roadway, obtaining the occurrence state of the surrounding rocks of the roadway; the integral deformation characteristics of the roadway surrounding rock comprise: a displacement time relation curve of a roadway surrounding rock top bottom plate and two sides and roadway surrounding rock deformation characteristics; surrounding rock occurrence states include mining conditions, rock parameters, geologic formations, and ground stress. In this embodiment, the supporting parameters mainly include: the type of the supporting member, the specification of the anchor rods, the row spacing between the anchor rods, the size of the tray, the specification of the anchor cables and the row spacing between the anchor cables.
S2, calibrating the mesoscopic parameters according to the basic data to obtain a calibration result.
And then, according to the acquired basic data, adopting a parallel bonding model to establish a uniaxial compression particle flow numerical model of the standard rock sample, and obtaining mesomechanics parameters matched with a physical test result through a trial-and-error method to obtain a calibration result.
S3, constructing a particle flow number model based on the calibration result.
Based on the calibration result obtained before, performing discrete element simulation on the rock mass and the supporting member, including construction of particles for simulating corresponding rock strata and the supporting member and giving of a contact model of particle interface characteristics, and establishing a two-dimensional particle flow model; and applying stress and boundary conditions to the boundary of the two-dimensional particle flow model to obtain a particle flow value model. In this example, a two-dimensional particle flow model with a length x width of 30.6m x 29.4m was created, taking into account the model loading boundary condition effects, as shown in fig. 2. The generation of 2 mediums of the rock and the anchor rod rope and the interface endowment thereof are the foundation for the establishment of the roadway surrounding rock particle flow model. According to the condition of the rock stratum of the roadway roof and the floor of the accident area and the on-site roadway support scheme, the particle flow model comprises 5 coal rock masses and 2 anchor rods with different diameters, as shown in figure 2. In this particle flow model, there are 4 interfaces of homogeneous rock interface, heterogeneous rock interface, anchor rope interface and rock-anchor rope interface. A two-dimensional particle flow model of "two-media-four interface" was thus created, as shown in FIG. 3. The interface of the same rock is required to execute the microscopic contact parameters of the rock, and the interface of the heterogeneous rock is required to execute the microscopic contact parameters of the rock with weaker bonding property, for example, the interface of the coal and the sandy mudstone is required to execute the microscopic contact parameters of the coal. The rock-anchor rod rope contact interface is used for representing the bonding effect of the resin anchoring agent and the anchoring effect of the anchor rod rope on the surrounding rock of the roadway in the supporting process of the surrounding rock of the roadway.
S4, applying point dynamic load disturbance to the particle flow number model.
When an accident occurs, the influences of tunneling, construction pressure relief drilling disturbance and nearby fault zone slippage exist. Therefore, the reasonable representation of the disturbance in the particle flow model is a key point of a simulation method for the catastrophe evolution of the roadway anchoring surrounding rock under the action of static and dynamic loads. In this embodiment, as shown in fig. 2, this disturbance is simulated in the form of an input dynamic disturbance wave at the upper left corner. The velocity boundary conditions were applied by the circular wall in fig. 2 according to a velocity time profile, which corresponds to the velocity time profile, as shown in fig. 4. The static load is simulated by a servo mechanism of the wall body around the model, wherein the static load comprises: the original rock stress and the ground stress of the roadway are located.
The numerical simulation step comprises the following steps: firstly, a rectangular boundary wall matched with the surrounding rock is generated according to the set size of the surrounding rock, and friction does not exist between the wall and rock particles. The model is then given a primary rock stress field. Then, simulating excavation of the model roadway, supporting the excavated roadway surrounding rock according to the on-site actual parameters, and simulating the mesoscopic structure evolution process of the roadway surrounding rock under the action of static load. It should be noted that when creating the anchor rope in the particle flow model, sufficient contact of the anchor rope with the coal rock mass should be ensured while bending, breakage or even particle redistribution of the anchor rope during model balancing should be avoided. And finally, applying a speed boundary condition to the model by using a circular wall body according to a speed time course curve, and researching the evolution, crack expansion and deformation damage rules of a surrounding rock force chain in the tunnel impact instability damage process under static and dynamic load combined disturbance.
The method for applying the boundary velocity comprises the following steps: creating a particle string, and using the particle string as a boundary condition, in this embodiment, firstly fixing the translational degree of freedom of boundary particles and deleting the wall in the particle flow number model; and then cycled once so that the imbalance force on each boundary grain is equal or opposite to the previous wall reaction force. The FISH function is then used to apply a force on the boundary grain that opposes the imbalance force, such that the boundary grain is force balanced. All particle constraints are then removed and acceleration is applied to obtain the velocity of the inner particle. However, in order to prevent some boundary particles from moving positions due to physical imbalance, various stabilization methods are required. For example, a mixed boundary condition may be used to fix the rotational freedom of the boundary particles, preventing the particles from rotating away from the equilibrium position.
The initial value of the boundary velocity is then kept unchanged, and finally a velocity boundary condition is applied based on the velocity of the boundary grain and the velocity of the interior grain.
S5, solving a termination condition according to the point dynamic load disturbance setting and monitoring the surrounding rock contact force evolution process to obtain a disaster evolution result of the roadway anchoring surrounding rock under the action of static and dynamic loads.
The monitoring shows that under the condition of no dynamic load, the surrounding rock of the roadway is small in deformation, regular in shape and symmetric left and right as shown in fig. 5, the anchor rod cable shear cracks are accumulated and distributed symmetrically left and right, and the surrounding rock is not broken and deformed, as shown in fig. 6. Under the condition of point-load disturbance, the whole deformation of the anchoring surrounding rock is large, the crack distribution is asymmetric, the disturbance side extends to the basic top, the crack distribution range is wider, and the displacement of the anchoring surrounding rock is obviously changed from left to right. As shown in fig. 7, the partial part of the roof stratum shows a certain displacement vector, so that the left side wall displacement is obviously larger than the right side wall displacement, the displacement can be judged, and as the displacement of the top plate of the roadway is large and small on the left and right sides, the crushing range of the left side wall rock is wider than that of the right side, so that the left side wall rock anchor rod cable is broken, the right side is complete, and the deformation of the roadway wall rock is extremely asymmetric, as shown in fig. 8.
The force chain field of the surrounding rock structure of the roadway can fully reflect the internal stability of the surrounding rock structure and the supporting effect of the anchor rod rope, and the evolution rule of the force chain field in the coal roadway impact roof fall process is shown in fig. 9. From the figure, the impact load causes the force chain of the surrounding rock anchoring structure to gradually break, and the force chain is characterized by intermittent force chain distribution. The concentrated force chain distribution area formed by the interaction of the anchor rod rope and the rock body is lost, so that the anchor rod rope is in failure in anchoring, and roof coal rock caving and two-side coal rock crushing and expanding convergence are caused. Taking a roof anchoring structure as an example, fig. 10 shows a horizontal stress time evolution curve of left and right upper measuring points of surrounding rock, which shows that the weakening of the force chain is not only reflected in the reduction of contact stress, but also in the reduction of the number of force chains. However, the interaction of the anchor lines with the hard rock of the roof does not appear to fail. Because the anchor lines form an effective anchorage with the hard rock of the roof. Under the influence of impact load, the force chain distribution is weakened but not completely destroyed. The broken force chain between the top end of the anchor cable and the hard rock generates a crack separation layer, but the anchor cable and the hard rock still form an anchoring structure with a complete force chain, and the situation that the anchor cable pulls out the hard rock to cause anchoring failure and the hard rock falls does not occur. The anchoring failure of the anchor cable is caused by the fracture of the interface between the coal seam and the direct roof stratum, and the fracture cause can be attributed to the superposition of the interfacial shear stress and the tensile stress of the anchor rod-coal rock combination, which is basically consistent with the failure condition of an accident scene, and most of the broken anchor cable is still suspended on the roof hard rock, and the anchor rod is flushed out along with the coal rock. From this, it can be seen that the model of the application is effective for the catastrophic evolution of roadways under dynamic load.
Example two
As shown in fig. 11, a schematic structural diagram of the system of the present application includes: the system comprises an acquisition module, a calibration module, a construction module, a disturbance module and a termination module. The acquisition module is used for acquiring basic data of the field anchoring surrounding rock; the calibration module is used for calibrating the mesoscopic parameters according to the basic data to obtain a calibration result; the construction module is used for constructing a particle flow number model based on the calibration result; the disturbance module is used for applying point dynamic load disturbance to the particle flow number model; the termination module is used for solving termination conditions according to the dynamic load disturbance setting and monitoring the surrounding rock contact force evolution process to obtain the anchoring surrounding rock catastrophe evolution result under the static and dynamic load effect.
The above embodiments are merely illustrative of the preferred embodiments of the present application, and the scope of the present application is not limited thereto, but various modifications and improvements made by those skilled in the art to which the present application pertains are made without departing from the spirit of the present application, and all modifications and improvements fall within the scope of the present application as defined in the appended claims.
Claims (6)
1. The simulation method for the catastrophe evolution of the roadway anchoring surrounding rock under the action of static and dynamic load is characterized by comprising the following steps:
basic data of the roadway site anchoring surrounding rock is obtained;
calibrating the mesoscopic parameters according to the basic data to obtain a calibration result;
constructing a particle flow number model based on the calibration result;
applying a point dynamic load disturbance to the particle flow number model; the method for applying the click load disturbance comprises the following steps: establishing a circular wall body for applying disturbance stress waves in the particle flow number model; applying a speed boundary condition to the circular wall body for simulating the point dynamic load disturbance; the method for applying the speed boundary condition comprises the following steps:
creating a particle string and using the particle string as a boundary condition;
obtaining boundary particles according to the boundary conditions;
fixing the translational degree of freedom of the boundary particles, deleting the wall body in the particle flow number model, and applying acceleration to obtain the speed of the internal particles;
applying a velocity boundary condition based on the velocity of the boundary grain and the velocity of the interior grain;
and solving a termination condition according to the inching load disturbance setting, and monitoring the surrounding rock contact force evolution process to obtain a disaster evolution result of the roadway anchoring surrounding rock under the action of static and dynamic loads.
2. The method for simulating catastrophic evolution of a roadway-anchored surrounding rock under static and dynamic loading as recited in claim 1, wherein said base data comprises: geological stratum conditions, surrounding rock occurrence states and supporting parameters of the roadway site.
3. The simulation method for the catastrophic evolution of the roadway-anchored surrounding rock under the action of static and dynamic loads according to claim 1, wherein the method for obtaining the calibration result comprises the following steps: and (3) establishing a uniaxial compression particle flow numerical model of the standard rock sample by adopting a parallel bonding model, and obtaining a mesomechanics parameter matched with a physical test result by a trial-and-error method to obtain a calibration result.
4. A method for simulating the catastrophic evolution of a roadway-anchored surrounding rock under static and dynamic loading as recited in claim 3, wherein said method for constructing said particle flow numerical model comprises:
performing discrete element simulation on the rock mass and the supporting member according to the calibration result, wherein the discrete element simulation comprises construction of particles for simulating corresponding rock strata and the supporting member and giving of a contact model of particle interface characteristics, and establishing a two-dimensional particle flow model;
and applying stress and boundary conditions to the boundary of the two-dimensional particle flow model to obtain the particle flow value model.
5. Simulation system of tunnel anchor country rock catastrophe evolution under static and dynamic load effect, its characterized in that includes: the system comprises an acquisition module, a calibration module, a construction module, a disturbance module and a termination module;
the acquisition module is used for acquiring basic data of roadway site anchoring surrounding rock;
the calibration module is used for calibrating the mesoscopic parameters according to the basic data to obtain a calibration result;
the construction module is used for constructing a particle flow number model based on the calibration result;
the disturbance module is used for applying point dynamic load disturbance to the particle flow number model; the method for applying the click load disturbance comprises the following steps: establishing a circular wall body for applying disturbance stress waves in the particle flow number model; applying a speed boundary condition to the circular wall body for simulating the point dynamic load disturbance; the method for applying the speed boundary condition comprises the following steps: creating a particle string and using the particle string as a boundary condition; obtaining boundary particles according to the boundary conditions; fixing the translational degree of freedom of the boundary particles, deleting the wall body in the particle flow number model, and applying acceleration to obtain the speed of the internal particles; applying a velocity boundary condition based on the velocity of the boundary grain and the velocity of the interior grain;
and the termination module is used for solving termination conditions according to the point dynamic load disturbance setting and monitoring the evolution process of the surrounding rock contact force to obtain the disaster evolution result of the roadway anchoring surrounding rock under the action of static and dynamic load.
6. The simulation system for disaster evolution of roadway-anchored surrounding rock under static and dynamic load as claimed in claim 5, wherein the working procedure of said calibration module comprises: and (3) establishing a uniaxial compression particle flow numerical model of the standard rock sample by adopting a parallel bonding model, and obtaining a mesomechanics parameter matched with a physical test result by a trial-and-error method to obtain a calibration result.
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103852157A (en) * | 2014-03-18 | 2014-06-11 | 华侨大学 | Deeply-buried round tunnel surrounding rock mass point vibration rule test method under detonation seismic waves |
| CN109684785A (en) * | 2019-03-07 | 2019-04-26 | 湘潭大学 | A kind of deep high stress tunnel country rock dynamic damage failure evolvement method and system |
| CN113279813A (en) * | 2021-05-31 | 2021-08-20 | 北京科技大学 | Roadway supporting method based on dynamic load |
| CN113958366A (en) * | 2020-07-21 | 2022-01-21 | 东北大学 | Dynamic quantitative early warning method for impact risk based on vibration-stress double-field monitoring |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108222990B (en) * | 2018-03-23 | 2023-12-08 | 东北大学 | M-shaped energy release anchor rod |
| CN110390152B (en) * | 2019-07-15 | 2021-04-02 | 中国矿业大学 | Discrete element method for simulating crack evolution of surrounding rock of roadway |
-
2022
- 2022-09-09 CN CN202211104318.5A patent/CN116502386B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103852157A (en) * | 2014-03-18 | 2014-06-11 | 华侨大学 | Deeply-buried round tunnel surrounding rock mass point vibration rule test method under detonation seismic waves |
| CN109684785A (en) * | 2019-03-07 | 2019-04-26 | 湘潭大学 | A kind of deep high stress tunnel country rock dynamic damage failure evolvement method and system |
| CN113958366A (en) * | 2020-07-21 | 2022-01-21 | 东北大学 | Dynamic quantitative early warning method for impact risk based on vibration-stress double-field monitoring |
| CN113279813A (en) * | 2021-05-31 | 2021-08-20 | 北京科技大学 | Roadway supporting method based on dynamic load |
Non-Patent Citations (5)
| Title |
|---|
| Numerical investigation on the stress evolution and failure behavior for deep roadway under blasting disturbance;Jiadong Qiu等;Soil Dynamics and Earthquake Engineering;第137卷;第1-13页 * |
| 动力扰动下高应力巷道围岩动态响应规律;李夕兵;廖九波;赵国彦;周子龙;邹洋;;科技导报(第22期);第48-54页 * |
| 动载扰动下深部煤巷冲击冒顶的颗粒流数值模拟研究;靖洪文等;岩石力学与工程学报;第39卷;第3475-3487页第1-7节 * |
| 砂浆模拟裂隙岩体在动静组合荷载下的SHPB试验研究;张伟等;山东大学学报(工学版);第46卷(第06期);第97-104页 * |
| 高应力软岩近距离巷道工程的掘进扰动与稳定性;余伟健等;岩土工程学 报;第36卷(第1期);第57-64页第1-6节 * |
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