CN113139311A - Tunnel blasting excavation unloading numerical simulation method and device and storage medium - Google Patents
Tunnel blasting excavation unloading numerical simulation method and device and storage medium Download PDFInfo
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Abstract
The invention provides a numerical simulation method, equipment and a storage medium for tunnel blasting excavation unloading, which comprise an initial stress solving stage and an excavation unloading solving stage. The initial stress solving stage comprises the steps of selecting a research range and establishing a finite element numerical model of the field. Setting physical and mechanical parameters of the material, applying a stress boundary condition and a displacement boundary condition, and solving the initial ground stress of the field by adopting a quasi-static loading method. And the excavation unloading solving stage comprises replacing an excavation part material model and applying an equivalent blasting load on an excavation surface. The boundary conditions are modified and the ground STRESS is initialized using the keyword STRESS _ INITIALIZATION. And modifying the solving parameters and submitting to restart solving. The method takes dynamic finite element analysis software as a basic platform, and considers the initial ground stress and the rock mass excavation unloading process. The simple and effective tunnel blasting excavation unloading numerical simulation method is provided, and the stress change process of the surrounding rock in the blasting excavation process is simulated to be more in line with the actual situation.
Description
Technical Field
The invention relates to the technical field of tunnel engineering, in particular to a numerical simulation method, equipment and a storage medium for tunnel blasting excavation unloading.
Background
In the tunnel blasting excavation process, the explosive is detonated in the rock mass to generate instant high pressure in the rock mass, so that the rock mass in the range of 2-3 times of the diameter of the blast hole is broken, tensile stress is generated in the range of 3-15 times of the diameter, and a crack is generated in the rock mass, so that the rock mass to be excavated is separated from the reserved rock mass, and the reserved rock mass is subjected to blasting load and the unloading action of surrounding rocks. After the excavated rock mass is separated, the rock mass around the tunnel expands and deforms towards the excavated space, so that the stress in the surrounding rock generates a redistribution action, and a new stable stress state, namely a redistribution stress state, is formed.
When LS-DYNA is used for solving and analyzing the problems related to tunnel blasting excavation, the influence of initial stress (including ground stress, dead weight stress and the like) is generally considered less, mainly because in a non-high ground stress area, the dynamic stress of surrounding rock induced by explosive explosion is far larger than the initial static stress in the surrounding rock, and in contrast, the initial static stress is negligible. However, when the unloading of the tunnel excavation and the stress redistribution effect of the surrounding rocks of the tunnel are considered, the initial ground stress of the field region where the tunnel is located must be considered.
Meanwhile, the tunnel blasting excavation process is accompanied with the unloading process of the rock mass to be excavated, and the existing research mostly adopts an algorithm of directly deleting the rock mass to be excavated, but the process is obviously not in accordance with the actual condition of the unloading of the tunnel blasting excavation. In the blasting excavation process of a rock body, the release of the ground stress on an excavation surface is accompanied with the processes of blasting rock-breaking crack propagation, excavation surface formation and the like, and the process is synchronous with the blasting rock-breaking and comprises three parameters of the ground stress on the excavation surface, unloading duration and unloading mode. Some students propose a method of 'equivalently releasing node force' to simulate the excavation unloading process of a rock mass, namely, the stress on an excavation surface is equivalently used as node counterforce, and the simulation of the rock mass excavation unloading process is simulated by controlling the release process of the node counterforce. But the method has higher computational difficulty in theory and is not suitable for popularization.
Therefore, a simpler and easier-to-implement tunnel blasting excavation unloading numerical simulation method is needed, which can overcome the defects and ensure the accuracy and reliability of the numerical simulation result.
Disclosure of Invention
The technical problem to be solved by the invention is to provide a numerical simulation method, equipment and storage medium for tunnel blasting excavation unloading aiming at the defects in the prior art.
In order to achieve the above object, the present invention provides a numerical simulation method for tunnel blasting excavation unloading, which includes:
an initial stress solving stage and an excavation unloading solving stage;
the initial stress solving phase comprises the following steps:
s1, acquiring the shape and size of the tunnel and the surrounding rock category in the research range, establishing a finite element numerical model corresponding to tunnel blasting excavation by using finite element numerical simulation software, and setting a part to be excavated of the tunnel in the finite element numerical model as an independent part;
s2, applying stress boundary conditions and displacement boundary conditions to the finite element numerical model;
s3, setting elastic-plastic constitutive models and physical and mechanical parameters of different types of surrounding rocks in the finite element numerical model;
s4, setting the solving time of the initial stress solving stage, submitting the solving time to an LS-DYNA software solver for solving, and obtaining the initial stress of the finite element numerical model and a corresponding solving log file;
the excavation unloading solving stage comprises the following steps:
s5, replacing the elastoplastic constitutive model of the portion to be excavated of the tunnel in the finite element numerical model with a self-defined unloading constitutive model, and applying an equivalent blasting load on the tunnel excavation surface of the finite element numerical model;
s6, modifying the stress boundary condition, and applying a non-reflection boundary condition to the finite element numerical model;
s7, initializing the initial STRESS of the finite element numerical model by using a keyword STRESS _ INITIALIZATION;
and S8, modifying the solving time of the excavation unloading solving stage according to the solving log file, submitting the solving time to an LS-DYNA software solver for restarting solving, and obtaining the excavation unloading result of the finite element numerical model.
Preferably, in step S1, the research range refers to a range that includes the tunnel and is greater than or equal to three times the diameter of the tunnel.
Preferably, in step S2, the stress boundary condition of the finite element numerical model is loaded by using a quasi-static load curve, and the displacement boundary condition is a normal displacement constraint on a symmetric plane;
the function of the quasi-static load curve is:
wherein p is load, σ is ground stress, t is loading time, t is1Time for load to reach preset value, t2Is the load end time.
Preferably, in step S3, the physical-mechanical parameters include: density, elastic modulus, poisson's ratio, plastic hardening modulus, and yield strength.
Preferably, in step S4, the solution time of the initial stress solution phase defines a time range of initial stress solution, and is not a real solution time, the real solution time is included in the solution log file, and the real solution time is used for modifying the solution time of the excavation unloading solution phase.
Preferably, in step S5, the custom unloading constitutive model is obtained by adding a time-varying unloading coefficient k (t) to the elastic-plastic constitutive model.
Preferably, in step S6, the modifying the stress boundary condition specifically includes: and replacing the quasi-static load curve with a transient constant load curve.
Preferably, the initial time of the solution time of the excavation unloading solution phase is the termination time of the initial stress solution phase.
In addition, in order to achieve the above object, the present invention further provides a numerical simulation device for tunnel blasting excavation unloading, which includes a memory, a processor, and a numerical simulation program for tunnel blasting excavation unloading stored in the memory and operable on the processor, wherein the numerical simulation program for tunnel blasting excavation unloading is executed by the processor to implement the step of the numerical simulation method for tunnel blasting excavation unloading.
In addition, in order to achieve the above object, the present invention further provides a storage medium, wherein the storage medium stores a numerical simulation program for tunnel blasting excavation unloading, and the numerical simulation program for tunnel blasting excavation unloading is executed by a processor to implement the steps of the numerical simulation method for tunnel blasting excavation unloading.
The invention has the beneficial effects based on the technical scheme that:
1. the method can solve and obtain accurate initial crustal stress by using a quasi-static loading method in an explicit solver (LS-DYNA software solver).
2. The invention provides a simple and feasible tunnel blasting excavation unloading method, which can simulate the change process of surrounding rock stress in the rock blasting excavation process, accords with the conditions in actual engineering, and has higher research value and reference significance.
Drawings
FIG. 1 is a flow chart of a tunnel blasting excavation unloading numerical simulation method of the present invention;
FIG. 2 is a finite element numerical model established by the present invention;
FIG. 3 is a schematic view of a finite element numerical model of the present invention from different angles;
FIG. 4 is a quasi-static unloading curve of the present invention;
FIG. 5 is a schematic diagram of boundary conditions of a finite element numerical model according to the present invention;
FIG. 6 is a graph of the unloading pattern of the wall rock according to the present invention;
FIG. 7 is a stress time course curve of unloading surrounding rock in tunnel blasting excavation according to the invention;
in the figure, 21-the part to be excavated of the tunnel, 311-the front boundary of the finite element numerical model, 312-the back boundary of the finite element numerical model, 321-the upper boundary of the finite element numerical model, 322-the bottom boundary of the finite element numerical model, 331-the right side boundary of the finite element numerical model, 332-the left side boundary of the finite element numerical model, 71-the initial stress state, 72-the blast load application process, 73-the unloading process, 74-the redistribution stress state.
Detailed Description
In order to make the purpose, technical solution and effect of the present invention more clearly understood, the embodiments of the present invention will be further described with reference to the accompanying drawings.
Referring to fig. 1, fig. 1 is a flowchart of a tunnel blasting excavation unloading value simulation method according to the present invention;
the tunnel blasting excavation unloading numerical simulation method comprises an initial stress solving stage and an excavation unloading solving stage;
the initial stress solving phase comprises the following steps:
s1: acquiring the shape, the size and the surrounding rock category in a research range of a tunnel, establishing a finite element numerical model corresponding to tunnel blasting excavation by using finite element numerical simulation software, and setting a part to be excavated of the tunnel as an independent part, referring to fig. 2, wherein fig. 2 is the finite element numerical model established by the invention, and 21 is the part to be excavated of the tunnel.
The sizes of the tunnel and the surrounding rock are selected according to actual engineering, the research range is more than or equal to three times of the diameter of the tunnel, and the influence of stress wave reflection and other conditions caused by boundary conditions on simulation results can be ignored by selecting larger boundary sizes.
S2: and setting the stress boundary condition and the displacement boundary condition of the finite element numerical model.
In this embodiment, it is first determined that the finite element numerical model established in this embodiment has 6 boundary surfaces in total, referring to fig. 3, fig. 3 is a schematic diagram of the finite element numerical model at different angles, where 311 and 312 are the front boundary and the back boundary of the finite element numerical model respectively, and the normal directions thereof are the positive direction and the negative direction of the z direction respectively, 321 and 322 are the upper boundary and the bottom boundary of the model respectively, and the normal directions thereof are the positive direction and the negative direction of the y direction respectively, and 331 and 332 are the right side boundary and the left side boundary of the finite element numerical model respectively, and the normal directions thereof are the positive direction and the negative direction of the x direction respectively. Wherein step S2 specifically includes:
s21: applying ground stress on the back boundary, the upper boundary and the left side boundary surface of the finite element numerical model by a quasi-static loading method, and applying dead weight stress on the whole finite element numerical model, wherein the quasi-static load curve function is as follows:
wherein p is load, σ is ground stress, t is loading time, t is1Time for load to reach preset value, t2Is the load end time. The quasi-static load curve is referenced to fig. 4.
S22: the front boundary, the right side boundary and the bottom boundary of the finite element numerical model are respectively applied with displacement constraints in the z direction, the x direction and the y direction, and the boundary condition loading condition of the finite element numerical model refers to fig. 5.
S3: and setting constitutive models and physical and mechanical parameters of different types of surrounding rocks in the finite element numerical model.
In this embodiment, the constitutive models of different types of surrounding rocks adopt ideal elastic-plastic constitutive models, and the physical and mechanical parameters mainly include: density, elastic modulus, poisson's ratio, plastic hardening modulus, and yield strength.
S4: and setting the solving time of the finite element numerical model initial stress solving stage, submitting the solving time to an LS-DYNA software solver for solving, and obtaining the initial stress result of the finite element numerical model and a corresponding solving log file. Wherein the initial stress result is contained in a d3dump1 file, and the solution log file is messag.
Steps S1 to S4 are the calculation process of the static initial stress, and after step S4 is completed, the stress state of the finite element numerical model should be checked to be accurate by using post-processing software. The cell stress at the boundary where the finite element numerical model applies pressure should be equal to the applied pressure value.
The excavation unloading solving stage comprises the following steps:
s5: and replacing the constitutive model of the part to be excavated of the tunnel in the finite element numerical model by using the self-defined unloading constitutive model, and applying an equivalent blasting load on the tunnel excavation surface of the finite element model.
In this embodiment, the custom unloading constitutive model is obtained by adding an unloading coefficient k (t) that changes with time on the basis of the elastoplastic constitutive model, and the unloading coefficient k (t) has three forms, namely a linear type, an exponential type and a simple harmonic type, referring to fig. 6. In this embodiment, the equivalent triangular load is selected as the equivalent blasting load.
S6: modifying the stress boundary condition applied in step S3; and modifying the adopted quasi-static load curve into a transient constant load curve, and applying a non-reflection boundary condition to the finite element numerical model.
S7: initializing initial STRESS on the finite element numerical model using a keyword STRESS _ INITIALIZATION.
S8: and modifying the solving time of the finite element numerical model excavation unloading solving stage according to the solving log, submitting the solving time to an LS-DYNA software solver for restarting solving, and solving to obtain an excavation unloading result of the finite element numerical model.
Step S8 specifically includes: and (3) obtaining the simulation duration of the quasi-static calculation process (initial stress solving stage) in the step S4 from the messag file, taking the termination time of the initial stress solving stage as the initial time of calculation of the excavation unloading solving stage, using the d3dump1 file obtained by the solution in the step S4 as a restart initial file, and submitting the restart initial file to an LS-DYNA software solver for restart solution.
Steps S4 through S8 are excavation unloading solving phases of the present invention. After step S8 is completed, the required blasting power response result can be collated by the post-processing software.
Referring to fig. 7, fig. 7 is a time course curve of unloading surrounding rock stress in tunnel blasting excavation according to the present invention. It can be seen from the figure that the surrounding rock in the initial stress state, for example 71, is influenced by the explosive blasting load to generate instantaneous compressive stress, for example 72, after the excavated rock mass is separated from the parent rock, the stress of the surrounding rock rebounds, and changes from the compressive stress to tensile stress, for example 73, and after blasting excavation is completed, the stress of the surrounding rock is further adjusted to form a redistribution stress state, for example 74.
As an optional implementation manner, this embodiment further provides a numerical simulation device for tunnel blasting excavation unloading, where the numerical simulation device for tunnel blasting excavation unloading includes a memory, a processor, and a numerical simulation program for tunnel blasting excavation unloading, stored in the memory and operable on the processor, and when the numerical simulation program for tunnel blasting excavation unloading is executed by the processor, the step of implementing the numerical simulation method for tunnel blasting excavation unloading is implemented.
As an optional implementation manner, this embodiment further provides a storage medium, where a numerical simulation program for tunnel blasting excavation unloading is stored on the storage medium, and when being executed by a processor, the numerical simulation program for tunnel blasting excavation unloading realizes the steps of the numerical simulation method for tunnel blasting excavation unloading.
The features of the above-described embodiments and embodiments of the invention may be combined with each other without conflict.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (10)
1. A numerical simulation method for tunnel blasting excavation unloading is characterized by comprising an initial stress solving stage and an excavation unloading solving stage;
the initial stress solving phase comprises the following steps:
s1, acquiring the shape and size of the tunnel and the surrounding rock category in the research range, establishing a finite element numerical model corresponding to tunnel blasting excavation by using finite element numerical simulation software, and setting a part to be excavated of the tunnel in the finite element numerical model as an independent part;
s2, applying stress boundary conditions and displacement boundary conditions to the finite element numerical model;
s3, setting elastic-plastic constitutive models and physical and mechanical parameters of different types of surrounding rocks in the finite element numerical model;
s4, setting the solving time of the initial stress solving stage, submitting the solution to obtain the initial stress of the finite element numerical model and a corresponding solving log file;
the excavation unloading solving stage comprises the following steps:
s5, replacing the elastoplastic constitutive model of the portion to be excavated of the tunnel in the finite element numerical model with a self-defined unloading constitutive model, and applying an equivalent blasting load on the tunnel excavation surface of the finite element numerical model;
s6, modifying the stress boundary condition, and applying a non-reflection boundary condition to the finite element numerical model;
s7, initializing the initial STRESS of the finite element numerical model by using a keyword (STRESS _ INITIALIZATION);
and S8, modifying the solving time of the excavation unloading solving stage according to the solving log file, submitting to restart solving, and obtaining the excavation unloading result of the finite element numerical model.
2. The method according to claim 1, wherein in step S1, the research range is a range that includes a tunnel and is greater than or equal to three times the diameter of the tunnel.
3. The numerical simulation method for tunnel blasting excavation unloading according to claim 1, wherein in step S2, the stress boundary condition of the finite element numerical model is loaded by using a quasi-static load curve, and the displacement boundary condition is a normal displacement constraint on a symmetric plane;
the function of the quasi-static load curve is:
wherein p is load, σ is ground stress, t is loading time, t is1Time for load to reach preset value, t2Is the load end time.
4. A numerical simulation method of tunnel blasting excavation unloading according to claim 1, wherein in step S3, the physical-mechanical parameters include: density, elastic modulus, poisson's ratio, plastic hardening modulus, and yield strength.
5. The method according to claim 1, wherein in step S4, the solution time of the initial stress solution phase defines a time range for initial stress solution, and is not a real solution time, the real solution time is included in the solution log file, and the real solution time is used to modify the solution time of the excavation unloading solution phase.
6. The method according to claim 1, wherein in step S5, the custom unloading constitutive model is obtained by adding an unloading coefficient k (t) that varies with time to the elastic-plastic constitutive model.
7. The method for numerical simulation of tunnel blasting excavation unloading according to claim 1, wherein in step S6, the modifying the stress boundary condition specifically comprises: and replacing the quasi-static load curve with a transient constant load curve.
8. The method according to claim 1, wherein an initial time of the solution time of the excavation unloading solution phase is an end time of the initial stress solution phase.
9. A tunnel blasting excavation unloading numerical simulation device, which is characterized by comprising a memory, a processor and a tunnel blasting excavation unloading numerical simulation program stored in the memory and operable on the processor, wherein the tunnel blasting excavation unloading numerical simulation program is executed by the processor to realize the steps of the tunnel blasting excavation unloading numerical simulation method according to any one of claims 1 to 8.
10. A storage medium having stored thereon a numerical simulation program of tunnel blasting excavation unloading, the numerical simulation program of tunnel blasting excavation unloading being executed by a processor to implement the steps of the numerical simulation method of tunnel blasting excavation unloading according to any one of claims 1 to 8.
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