CN115795924B - Numerical simulation method for embossed anchor cable - Google Patents
Numerical simulation method for embossed anchor cable Download PDFInfo
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- CN115795924B CN115795924B CN202310069965.5A CN202310069965A CN115795924B CN 115795924 B CN115795924 B CN 115795924B CN 202310069965 A CN202310069965 A CN 202310069965A CN 115795924 B CN115795924 B CN 115795924B
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Abstract
The invention belongs to the field of mine numerical simulation, and particularly relates to a numerical simulation method for an embossed anchor cable, which comprises the steps of establishing pile structure units with different IDs (identities) according to the length of an embossed section and the length of a non-embossed section, and completing connection of nodes at the connection positions of the pile structure units with different IDs; defining the shearing slip relations of the anchoring interfaces of the embossing section and the non-embossing section as a three-stage model and a two-stage model respectively, and then setting the material parameters of the pile structure unit; and setting the drawing speed, loading at a constant speed, and recording numerical simulation experiment data. The method overcomes the defect that the anchoring performance of the embossed anchor cable cannot be effectively simulated by the conventional numerical simulation method, can effectively consider the shearing mechanical behavior of the anchoring interface between the embossed structure and the anchoring agent in the embossed anchor cable, and can distinguish the difference of the shearing mechanical characteristics of the anchoring interface between the embossed section and the non-embossed section so as to more accurately simulate the anchoring performance of the embossed anchor cable.
Description
Technical Field
The invention belongs to the field of mine numerical simulation, and particularly relates to a numerical simulation method for an embossed anchor cable.
Background
The embossed anchor cable is an anchor cable with a special-shaped structure in anchor cable support. Compared with the common anchor cable, the embossed anchor cable is provided with an embossed structure in a wedge shape. In the actual supporting process, a wedge effect can be formed between the embossed structure and anchoring agents such as cement or resin, so that the mechanical engaging force and friction force between the anchor cable and the anchoring agents can be obviously improved, and the anchoring force of the embossed anchor cable is finally improved.
In order to test the anchoring properties of embossed cable bolts, researchers and engineers often perform laboratory or field pull-out experiments on embossed cable bolts. However, the drawing experiment needs to prepare a series of drawing equipment in advance, and the cost is high. In addition, in the drawing experiment process, safety accidents such as emulsion injection or anchor bursting can occur, and the safety of experimenters is threatened.
In order to make up for the defects of the anchor cable drawing experiment, the numerical simulation gradually plays a vital role in the anchoring performance test of the anchor cable support. Compared with physical experiments, the numerical simulation has the advantages of low experiment cost and no safety risk. In addition, the numerical simulation can reveal the evolution rule of stress and strain in the anchor cable supporting process, which has positive significance for explaining the anchoring mechanism of the anchor cable support.
In a numerical simulation experiment about anchor cable support, the FLAC3D is widely applied as three-dimensional numerical simulation software. Particularly, the pile structure unit is embedded in the FLAC3D software, so that the axial mechanical behavior of the anchor cable can be directly simulated. However, the pile structure unit has great defects when simulating an embossed anchor cable.
Firstly, the original pile structure unit is often suitable for common anchor cables, and the mechanical characteristics of embossed anchor cables cannot be accurately simulated. The shear slip characteristic of the embossed structure is different from that of a common anchor cable, and the original pile structure unit cannot simulate the difference.
Secondly, the original pile structure unit cannot simulate the mechanical behavior of the embossed anchor cable after the anchoring interface is damaged. After the embossed anchor cable is loaded, plastic failure behaviors can occur in both the embossed section and the non-embossed section after the shear strength of the anchoring interface is achieved, and the shear stress of the anchoring interface is reduced, but the original pile structural unit cannot simulate the mechanical property.
Therefore, the numerical simulation method capable of simulating the anchoring mechanical property of the embossed anchor cable is provided, and the numerical simulation method has important significance for revealing the basic mechanical property of the embossed anchor cable and clarifying the anchoring mechanism of the embossed anchor cable.
Disclosure of Invention
The invention aims to provide a numerical simulation method for an embossed anchor cable. The method overcomes the defect that the existing numerical simulation method cannot effectively simulate the anchoring performance of the embossed anchor cable, and provides a method capable of considering the shearing mechanical property of the anchoring interface of an embossed section and a non-embossed section. The method can effectively consider the shearing mechanical behavior of the anchoring interface between the embossing structure and the anchoring agent in the embossed anchor cable, distinguish the difference of the shearing mechanical property of the anchoring interface between the embossing section and the non-embossing section, and can more accurately simulate the anchoring property of the embossed anchor cable.
The invention adopts the following technical scheme that a numerical simulation method for an embossed anchor cable comprises the following steps: the method comprises the steps of establishing a cylindrical model by adopting FLAC3D software, dividing grids, setting an constitutive equation of the grids, setting material parameters, setting a grid surface of the model close to a drawing end of an embossed anchor cable to be fixed, establishing pile structure units with different IDs according to the length of an embossed section and the length of a non-embossed section, completing front and back connection of nodes at connection positions of the pile structure units with different IDs, defining a shearing slip relation of an anchoring interface of the embossed section and inputting the shearing slip relation into a database chain with the number of 100, defining a shearing slip relation of the anchoring interface of the non-embossed section and inputting the shearing slip relation into the database chain with the number of 200, defining general material parameters of all the pile structure units, defining specific material parameters of the pile structure units in the range of the embossed section, defining specific material parameters of the pile structure units in the range of the non-embossed section, setting the drawing speed of the drawing end of the embossed anchor cable and setting uniform loading, recording the drawing force and drawing displacement of the embossed anchor cable, recording the shearing slip data of the embossed section and the non-embossed section, and loading by adopting a time step mode until a support system of the embossed anchor cable is damaged.
As a further description of the above technical solution:
the diameter of the cylinder model is 200mm, and the length of the cylinder model is equal to that of the whole embossed anchor cable; the number of the unit bodies of the cylinder model along the radius direction is 5, and the number of the unit bodies along the long axis direction is not less than 40.
As a further description of the above technical solution:
the constitutive equation of the cylinder model is an isotropic elastic model; and setting material parameters of the cylinder model, including elastic modulus and Poisson ratio, wherein the elastic modulus of the cylinder model is consistent with the elastic modulus of the surrounding rock material in the practical application case, and the Poisson ratio of the cylinder model is consistent with the Poisson ratio of the surrounding rock material in the practical application case.
As a further description of the above technical solution:
setting the speed of all nodes on the grid surface of the cylindrical model close to the drawing end of the embossed anchor cable to be zero along the drawing direction, and simultaneously keeping the speed unchanged so as to realize the fixation of the grid surface of the cylindrical model close to the drawing end of the embossed anchor cable.
As a further description of the above technical solution:
measuring the length of an embossed section and the length of a non-embossed section in the embossed anchor cable according to the physical experiment working condition, and creating a pile structure unit with the ID number of 10 in the middle of the cylindrical model along the extension direction of the cylindrical model, wherein the length of the pile structure unit is the same as the measured length of the embossed section; in the middle of the cylinder model, along the extending direction of the cylinder model, a pile structure unit with the ID number of 20 is created, and the length of the pile structure unit is the same as the measured length of the non-embossed section; and the pile structure unit with the ID number of 10 is overlapped with the pile structure unit with the ID number of 20 in a front-back mode, and the total length is equal to the total length of the embossed anchor cable.
As a further description of the above technical solution:
and merging and connecting the pile structure unit with the ID number of 10 and the pile structure unit with the ID number of 20 at the overlapping position by using a structure node join command.
As a further description of the above technical solution:
defining the shear slip relation of an anchor rope anchoring interface of the embossing section as a three-stage model, wherein the specific formulas are (1), (2) and (3):
in the formula:τshear stress for anchoring interface;sshearing slippage for the anchoring interface;τ 1 shear strength of an anchoring interface of the embossing section;s 1 corresponding shearing slippage when the anchoring interface of the embossing section reaches the shearing strength;τ 2 residual shear strength of the anchoring interface of the embossing section;s 2 corresponding shearing slippage when the anchoring interface of the embossing section reaches the residual shearing strength;D b is the maximum diameter of the embossing section;
the defined three-phase model is entered into the database chain numbered 100.
As a further description of the above technical solution:
defining a shearing and sliding relation of an anchor rope anchoring interface of a non-embossing section as a two-stage model, wherein the specific formulas are (4) and (5):
in the formula:τ a shear strength of the non-embossed section anchoring interface;s a corresponding shearing slippage when the non-embossing section anchoring interface reaches the shearing strength;D c the diameter of the anchor cable is the non-embossing section;nis a calibration factor;
the defined two-phase model is entered into the database chain numbered 200.
As a further description of the above technical solution:
defining general material parameters of all pile structure units, and specifically comprising the following steps: setting a coppling-stiffness-normal parameter of the pile structural unit as 1; setting the uploading-fragmentation-shear parameter of the pile structure unit as 0; setting the moi-polar parameter of the pile structural unit as 0; setting the moi-y parameter of the pile structural unit as 0; setting the moi-z parameter of the pile structural unit as 0; setting a rockbolt-flag parameter of a pile structural unit as true; and setting the young parameter and the poisson parameter of the pile structure unit to be consistent with the elastic modulus and the poisson ratio of the anchor cable in a physical experiment respectively.
As a further description of the above technical solution:
defining the specific material parameters of the pile structure unit with the ID of 10, and specifically comprising the following steps: setting a perimeter parameter of the pile structure unit as
(ii) a Setting a cross-sectional-area parameter of a pile structural unit to ^ 5>
(ii) a Setting a coupling-table parameter of the pile structure unit as a database chain with the number of 100; setting the coupling-stiffness-shear parameter of the pile structure unit as->
。
As a further description of the above technical solution:
defining the specific material parameters of the pile structure unit with the ID of 20, and specifically comprising the following steps: setting a perimeter parameter of the pile structure unit as
(ii) a Setting a cross-sectional-area parameter of a pile structural unit to ^ 5>
(ii) a Setting a coupling-table parameter of the pile structure unit as a database chain with the serial number of 200; setting the coupling-stiffness-shear parameter of the pile structure unit as->
。
As a further description of the above technical solution:
setting the drawing speed of the drawing end of the embossed anchor cable to be 8 multiplied by 10 -7 m/s and the drawing speed is set constant.
As a further description of the above technical solution:
and recording the drawing force and the drawing displacement of the drawing end of the embossing anchor cable along the drawing direction, and setting the sampling frequency to be more than or equal to 20.
As a further description of the above technical solution:
recording shear slip data of an embossing anchor cable embossing section, wherein the shear slip data comprises the shear stress and shear displacement of an anchoring interface of the embossing section, and setting the sampling frequency to be more than or equal to 20; and recording shear slip data of the non-embossed section of the embossed anchor cable, wherein the shear slip data comprises shear stress and shear displacement of an anchoring interface of the non-embossed section, and setting the sampling frequency to be more than or equal to 20.
As a further description of the above technical solution:
and (4) carrying out time step loading on the simulated embossed anchor cable support system by using a model step command until the anchor cable support system is damaged.
Has the beneficial effects that:
1. the method can accurately simulate the axial mechanical behavior of the embossed anchor cable, thereby overcoming the defect that the original pile structure unit cannot accurately simulate the anchoring characteristic of the embossed anchor cable.
2. When the method is used for simulating the anchoring characteristics of the embossed anchor cable, the shearing mechanical characteristics of the anchoring interface of the embossed section and the shearing mechanical characteristics of the anchoring interface of the non-embossed section can be processed separately, and the differential shearing characteristic result of the anchoring interface of the embossed section and the differential shearing characteristic result of the anchoring interface of the non-embossed section are output. Therefore, the method can distinguish the difference of the shearing mechanical properties of the embossed section and the non-embossed section, solves the problem that the original pile structure unit cannot distinguish the difference of the shearing mechanical properties of the anchoring interface of the embossed section and the non-embossed section, and can more accurately reflect the mechanical characteristics of the embossed structure in the embossed anchor cable.
3. The invention sets shearing slip relation containing elastic and plastic change characteristics for both the embossing section and the non-embossing section in the embossing anchor cable. Thus, both the embossed and non-embossed section anchoring interface shear stresses may exhibit plastic deformation behavior after reaching a peak, i.e., the anchoring interface shear stress may decay in a linear or non-linear manner as shear displacement increases. This is consistent with the mechanical behavior of the anchoring interface after failure in physical experiments. Meanwhile, the defect that the original pile structure unit cannot simulate the plastic deformation behavior of the embossed anchor cable after the anchoring interface is damaged is overcome.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention, are not to be considered as limitations of the invention. In the drawings:
fig. 1 is a flow chart of a method of numerical simulation for an embossed anchor cable according to the present invention;
FIG. 2 is a block diagram of an embossed cable bolt according to the present invention;
FIG. 3 is a comparison graph of the calculation results of the numerical simulation method for embossed anchor cables according to the present invention and the results of physical experiments;
FIG. 4 is a graph of the shear slip results of an embossed section derived by a numerical simulation method for an embossed anchor rope according to the present invention;
FIG. 5 is a graph of the non-embossed section shear slip results derived from a numerical simulation method for an embossed anchor rope according to the present invention;
FIG. 6 is a graph comparing the results of the simulation of the original pile structure unit with the results of the physical experiment;
illustration of the drawings: 1. an embossing section; 2. a non-embossed section.
Detailed Description
As shown in fig. 1, the present invention provides a numerical simulation method for an embossed anchor cable, including: the method comprises the steps of establishing a cylindrical model by adopting FLAC3D software, dividing grids, setting an constitutive equation of the grids, setting material parameters, setting a grid surface of the model close to a drawing end of an embossed anchor cable to be fixed, establishing pile structure units with different IDs according to the length of an embossed section and the length of a non-embossed section, completing front and back connection of nodes at connection positions of the pile structure units with different IDs, defining a shearing slip relation of an anchoring interface of the embossed section and inputting the shearing slip relation into a database chain with the number of 100, defining a shearing slip relation of the anchoring interface of the non-embossed section and inputting the shearing slip relation into the database chain with the number of 200, defining general material parameters of all the pile structure units, defining specific material parameters of the pile structure units in the range of the embossed section, defining specific material parameters of the pile structure units in the range of the non-embossed section, setting the drawing speed of the drawing end of the embossed anchor cable and setting uniform loading, recording the drawing force and drawing displacement of the embossed anchor cable, recording the shearing slip data of the embossed section and the non-embossed section, and loading by adopting a time step mode until a support system of the embossed anchor cable is damaged.
In one embodiment:
the diameter of the cylinder model is 200mm, and the length of the cylinder model is equal to that of the whole embossed anchor cable; the number of the unit bodies of the cylinder model along the radius direction is 5, and the number of the unit bodies along the long axis direction is not less than 40.
In one embodiment:
the constitutive equation of the cylinder model is an isotropic elastic model; and setting the material parameters of the cylinder model, including the elastic modulus and the Poisson ratio, wherein the elastic modulus of the cylinder model is consistent with that of the surrounding rock material in the practical application case. And setting the Poisson ratio of the cylinder model to be consistent with the Poisson ratio of the surrounding rock material in the practical application case.
In one embodiment:
setting the speed of all nodes on the grid surface of the cylindrical model close to the drawing end of the embossed anchor cable to be zero along the drawing direction, and simultaneously keeping the speed unchanged to realize that the grid surface of the cylindrical model close to the drawing end of the embossed anchor cable is fixed.
In one embodiment:
measuring the length of an embossed section and the length of a non-embossed section in the embossed anchor cable according to the physical experiment working condition, and creating a pile structure unit with the ID number of 10 in the middle of the cylindrical model along the extension direction of the cylindrical model, wherein the length of the pile structure unit is the same as the measured length of the embossed section; at the very center of the cylinder model, along the extending direction of the cylinder model, a pile structure unit with ID number 20 is created and the length of the pile structure unit is the same as the measured length of the non-embossed section. And the pile structure unit with the ID number of 10 is overlapped with the pile structure unit with the ID number of 20 front and back, and the total length is equal to the total length of the embossed anchor cable.
In one embodiment:
and merging and connecting the pile structure unit with the ID number of 10 and the pile structure unit with the ID number of 20 at the overlapping position by using a structure node join command.
In one embodiment:
defining the shear slip relation of an anchor rope anchoring interface of the embossing section as a three-stage model, wherein the specific formulas are (1), (2) and (3):
in the formula:τshear stress for anchoring interface;sshearing slippage for the anchoring interface;τ 1 shear strength of an anchoring interface of the embossing section;s 1 corresponding shearing slippage when the anchoring interface of the embossing section reaches the shearing strength;τ 2 residual shear strength of an anchoring interface of the embossing section;s 2 corresponding shearing slippage when the anchoring interface of the embossing section reaches the residual shearing strength;D b is the maximum diameter of the embossing section;
the defined three-phase model is entered into the database chain numbered 100.
In one embodiment:
defining the shearing slip relation of the anchor line anchoring interface of the non-embossing section as a two-stage model, wherein the specific formulas are (4) and (5):
in the formula:τ a shear strength of the non-embossed section anchoring interface;s a corresponding shearing slippage when the non-embossing section anchoring interface reaches the shearing strength;D c the diameter of the anchor cable is the non-embossing section;nis a calibration factor;
the defined two-phase model is entered into the database chain numbered 200.
In one embodiment:
defining general material parameters of all pile structure units, and specifically comprising the following steps: setting the coppling-stiffness-normal parameter of the pile structural unit as 1; setting the uploading-fragmentation-shear parameter of the pile structure unit as 0; setting the moi-polar parameter of the pile structural unit as 0; setting the moi-y parameter of the pile structural unit as 0; setting the moi-z parameter of the pile structural unit as 0; setting a rockbolt-flag parameter of a pile structural unit as true; and setting the young parameter and the poisson parameter of the pile structure unit to be consistent with the elastic modulus and the poisson ratio of the anchor cable in a physical experiment respectively.
In one embodiment:
defining the specific material parameters of the pile structure unit with the ID of 10, and specifically comprising the following steps: setting a perimeter parameter of the pile structure unit as
(ii) a Setting a cross-sectional-area parameter of a pile structural unit to ^ 5>
(ii) a Setting a coupling-table parameter of the pile structure unit as a database chain with the number of 100; setting the coupling-stiffness-shear parameter of the pile structure unit as->
。
In one embodiment:
defining the specific material parameters of the pile structure unit with the ID of 20, and specifically comprising the following steps: setting a perimeter parameter of the pile structure unit as
(ii) a Setting a cross-sectional-area parameter of a pile structural unit to ^ 5>
(ii) a The numbering-registering-table parameter of the pile structure unit is set as number200 database links; setting the coupling-stiffness-shear parameter of the pile structure unit as->
。
In one embodiment:
setting the drawing speed of the drawing end of the embossed anchor cable to be 8 multiplied by 10 -7 m/s, and the drawing speed is set constant.
In one embodiment:
and recording the drawing force and the drawing displacement of the drawing end of the embossing anchor cable along the drawing direction, and setting the sampling frequency to be more than or equal to 20.
In one embodiment:
recording shear slip data of an embossing anchor cable embossing section, wherein the shear slip data comprises the shear stress and shear displacement of an anchoring interface of the embossing section, and setting the sampling frequency to be more than or equal to 20; and recording shear slip data of the non-embossed section of the embossed anchor cable, wherein the shear slip data comprises shear stress and shear displacement of an anchoring interface of the non-embossed section, and setting the sampling frequency to be more than or equal to 20.
In one embodiment:
and (4) carrying out time step loading on the simulated embossed anchor cable support system by using a model step command until the embossed anchor cable support system is damaged.
In order to facilitate understanding of the above technical solutions of the present invention, the following further describes the above technical solutions of the present invention through specific comparative examples.
In order to verify The effectiveness of The invention, the numerical simulation method provided by The invention is adopted to simulate The physical drawing experiment (The effect of bulb frequency on The latent ground of full ground formed bulb cables) of The embossed anchor cable developed by Hyett (1996), and The numerical simulation result is compared with The physical experiment; as shown in fig. 2, the maximum diameter of the embossed section 1 of the embossed anchor cable is 25mm, the diameter of the non-embossed section 2 is 15.24mm, and the length of the whole anchor cable is 1800mm; to simulate this drawing experiment, the following steps were used:
s1: a cylinder model is created by adopting FLAC3D software, the diameter of the cylinder model is 200mm, and the length of the cylinder model is 1800mm; the number of the unit bodies of the cylinder model along the radius direction is 5, and the number of the unit bodies along the long axis direction is 40.
S2: setting a constitutive equation of a cylinder model as an isotropic elastic model; and setting cylinder model material parameters comprising an elastic modulus and a Poisson's ratio, wherein the elastic modulus is 72GPa, and the Poisson's ratio is 0.33.
S3: and setting the speed of all nodes on the grid surface of the cylindrical model close to the drawing end of the embossed anchor cable to be zero along the drawing direction, and simultaneously keeping the speed unchanged.
S4: as shown in fig. 2, according to the physical experimental working condition, the length of an embossed section 1 and the length of a non-embossed section 2 in the embossed anchor cable are measured, wherein the embossed section 1 has two positions, and the length of each embossed section is 100mm; the non-embossed section 2 has three positions, the length of the three non-embossed sections 2 is 400mm,800mm and 400mm respectively, and the connection relationship is as follows: the non-embossing section 2 with the thickness of 400mm is connected with the embossing section 1 with the thickness of 100mm, then is connected with the non-embossing section 2 with the thickness of 800mm, then is connected with the embossing section 1 with the thickness of 100mm, and finally is connected with the non-embossing section 2 with the thickness of 400mm, and the accumulated length is 1800mm; in the middle of the cylinder model, along the extending direction of the cylinder model, a pile structure unit with the ID number of 10 is created, and the length of the pile structure unit is the same as the length of the measured embossing section; at the center of the cylinder model, along the extending direction of the cylinder model, a pile structure unit with the ID number of 20 is created, and the length of the pile structure unit is the same as the measured length of the non-embossed section; the pile structure unit with the ID number of 10 is overlapped with the pile structure unit with the ID number of 20 front and back, and the total length is 1800mm.
S5: and carrying out merging connection on the pile structure unit with the ID number of 10 and the pile structure unit with the ID number of 20 at a lapping position by using a structure node join command.
S6: defining a shear slip relation of an anchor line anchoring interface of the embossing section as a three-stage model, wherein the specific formulas are (6), (7) and (8):
in the formula:τshear stress for anchoring interface;sshear slip is the anchoring interface.
The defined three-phase model is entered into the database chain numbered 100.
S7: defining a shearing and sliding relation of an anchor interface of an anchor rope of a non-embossing section as a two-stage model, wherein the specific formulas are (9) and (10):
the defined two-phase model is entered into the database chain numbered 200.
S8: defining general material parameters of all pile structure units, and specifically comprising the following steps: setting the coppling-stiffness-normal parameter of the pile structural unit as 1; setting the uploading-fragmentation-shear parameter of the pile structure unit as 0; setting the moi-polar parameter of the pile structural unit as 0; setting the moi-y parameter of the pile structural unit to be 0; setting the moi-z parameter of the pile structural unit to be 0; setting a rockbolt-flag parameter of a pile structural unit as true; setting the young parameter of the pile structure unit as 200GPa; the poisson parameter of the pile structure unit was set to 0.25.
S9: defining the specific material parameters of the pile structure unit with the ID of 10, and specifically comprising the following steps: setting the perimeter parameter of the pile structure unit to be 78.54mm; setting cross-sectional-area parameter of pile structural unit to 490.87mm 2 (ii) a Setting a coupling-table parameter of the pile structure unit as a database chain with the number of 100; and setting the coupling-stiffness-shear parameter of the pile structural unit to be 55MPa.
S10: defining the specific material parameters of the pile structure unit with the ID of 20, and specifically comprising the following steps: setting the perimeter parameter of the pile structure unit to 47.88mm; setting cross-sectional-area parameter of pile structural unit to 182.41mm 2 (ii) a Setting a coupling-table parameter of the pile structure unit as a database chain with the serial number of 200; the parameter of the coupling-skewness-shear of the pile structure unit is set to be 21.9MPa.
S11: setting the drawing speed of the drawing end of the embossed anchor cable to be 8 multiplied by 10 -7 m/s and the drawing speed is set to be constant.
S12: and recording the drawing force and the drawing displacement of the drawing end of the embossed anchor cable along the drawing direction, and setting the sampling frequency to be 50.
S13: recording shear slip data of an embossing anchor cable embossing section, wherein the shear slip data comprises the shear stress and shear displacement of an anchoring interface of the embossing section, and setting the sampling frequency to be 50; and recording shear slip data of the non-embossed section of the embossed anchor cable, wherein the shear slip data comprises shear stress and shear displacement of the non-embossed section, and setting the sampling frequency to be 50.
S14: and (4) carrying out time step loading on the simulated embossed anchor cable support system by using a model step command until the embossed anchor cable support system is damaged.
The anchoring performance curve of the embossed anchor cable can be obtained through the numerical simulation, as shown in fig. 3. It can be seen that the anchoring performance curve of the embossed anchor cable simulated by the method is highly consistent with the data of the anchoring performance of the embossed anchor cable obtained in a physical experiment. In a physical experiment, the maximum anchoring force of the embossed anchor cable is about 233kN, and the maximum anchoring force of the embossed anchor cable obtained by the simulation method provided by the invention is about 236 kN.
In addition, the shear slip data of the anchoring interface of the embossed section and the non-embossed section in the simulation process of the present invention are outputted as shown in fig. 4 and 5, respectively. It can be seen that both the embossed section anchoring interface and the non-embossed section anchoring interface exhibit elasto-plastic mechanical behavior. The shear stress of the anchoring interface increases with the increase of the shear displacement to the shear strength, and then the shear stress of the anchoring interface generates a damping phenomenon. The attenuation modes of the shear stress of the anchoring interface of the embossing section and the shear stress of the anchoring interface of the non-embossing section are different, the shear stress of the anchoring interface of the embossing section linearly attenuates until the residual shear strength is kept unchanged, and the shear stress of the anchoring interface of the non-embossing section attenuates in a nonlinear mode. Therefore, the simulation method provided by the invention can effectively distinguish the difference of the shearing mechanical properties of the anchoring interface of the embossed section and the non-embossed section. The difference of the shear mechanical property of the anchoring interface of the embossed section and the non-embossed section cannot be simulated by the original pile structural unit.
Meanwhile, the simulation result of the invention shows that the anchoring interface of the embossed section and the non-embossed section can show the failure behavior after the shear stress peak, and the failure behavior after the shear stress peak of the anchoring interface can not be simulated by the original pile structural unit.
Finally, by way of comparison, the results obtained by simulating an embossed anchor line using the original pile construction elements are shown in fig. 6. It can be seen that, when the original pile structure unit is adopted to simulate the embossed anchor cable, the simulation result is obviously inconsistent with the physical experiment result, the deviation between the anchoring performance curve of the whole embossed anchor cable and the physical experiment result is large, and the anchoring characteristic of the embossed anchor cable cannot be accurately simulated.
The present invention is not limited to the above-mentioned preferred embodiments, and any other products in various forms can be obtained by anyone in the light of the present invention, but any changes in the shape or structure thereof, which have the same or similar technical solutions as those of the present application, fall within the protection scope of the present invention.
Claims (9)
1. A numerical simulation method for an embossed anchor cable is characterized by comprising the following steps:
s1: adopting FLAC3D software to create a cylinder model and dividing grids; s2: setting constitutive equations of the grids and setting material parameters; s3: setting a grid surface of the model close to the drawing end of the embossed anchor cable for fixing; s4: creating pile structure units with different IDs according to the length of the embossed section and the length of the non-embossed section; s5: completing front and back connection of the nodes at the connection positions of the pile structure units with different IDs;
s6: defining the shearing slip relation of the anchoring interface of the embossing section and inputting the shearing slip relation into a database chain with the serial number of 100, wherein the shearing slip relation of the anchoring interface of the anchor cable of the embossing section is a three-stage model, and the specific formula is as follows:
in the formula:τshear stress for anchoring interface;sshearing slippage for the anchoring interface;τ 1 shear strength of an anchoring interface of the embossing section;s 1 corresponding shearing slippage when the anchoring interface of the embossing section reaches the shearing strength;τ 2 residual shear strength of the anchoring interface of the embossing section;s 2 corresponding shearing slippage when the anchoring interface of the embossing section reaches the residual shearing strength;D b is the maximum diameter of the embossing section;
s7: defining the shearing slip relation of the non-embossing section anchoring interface and inputting the shearing slip relation into a database chain with the serial number of 200, wherein the shearing slip relation of the non-embossing section anchoring interface is a two-stage model, and the specific formula is as follows:
in the formula:τ a shear strength of the non-embossed section anchoring interface;s a corresponding shearing slippage when the non-embossing section anchoring interface reaches the shearing strength;D c the diameter of the anchor cable is the non-embossing section;nis a calibration factor;
s8: defining general material parameters of all pile structure units; s9: defining specific material parameters of the pile structure units in the range of the embossing section; s10: defining specific material parameters of the pile structure units in the range of the non-embossing section; s11: setting the drawing speed of the drawing end of the embossed anchor cable and setting uniform loading; s12: recording the drawing force and the drawing displacement of the drawing end of the embossed anchor cable; s13: recording shear slip data of an embossed section and a non-embossed section of the embossed anchor cable; s14: and loading in a time step mode until the embossed anchor cable support system is damaged.
2. The numerical simulation method for an embossed anchor cable according to claim 1, characterized in that in step S2, the constitutive equation is an isotropic elastic model, and the set material parameters include an elastic modulus and a poisson' S ratio.
3. The method for numerical simulation of an embossed cable bolt according to claim 2, wherein in step S3, the speed of all nodes on the mesh surface of the cylinder model near the drawing end of the embossed cable bolt along the drawing direction is set to zero and kept constant.
4. The numerical simulation method for embossed anchor cables according to claim 3, wherein in step S4, a pile structure element with an ID number of 10 is created in the middle of the cylinder model along the extending direction of the cylinder model, and the length of the pile structure element is the same as the length of the embossed section; in the middle of the cylinder model, along the extending direction of the cylinder model, a pile structure unit with the ID number of 20 is created, and the length of the pile structure unit is the same as the length of the non-embossed section; and the pile structure unit with the ID number of 10 is overlapped with the pile structure unit with the ID number of 20 in a front-back mode, and the total length is equal to the total length of the embossed anchor cable.
5. The numerical simulation method for an embossed anchor cable according to claim 4, wherein in step S5, the pile structure unit with ID number 10 and the pile structure unit with ID number 20 are merged and connected at the overlapping position using a structure node join command.
6. The numerical simulation method for an embossed anchor cable according to claim 5, wherein in step S8, a mutual-stiffness-normal parameter of the pile structure unit is set to 1; setting a coupling-fragmentation-shear parameter of a pile structure unit to be 0; setting the moi-polar parameter of the pile structural unit as 0; setting the moi-y parameter of the pile structural unit to be 0; setting the moi-z parameter of the pile structural unit as 0; setting a rockbolt-flag parameter of a pile structural unit as true; and setting the young parameter and the poisson parameter of the pile structure unit to be consistent with the elastic modulus and the poisson ratio of the anchor cable in a physical experiment respectively.
7. The method for numerical simulation of embossed anchor cable according to claim 6, wherein in step S9, pile structure is setThe perimeter parameter of the cell is
(ii) a Setting cross-sectional-area parameters of pile structural units to be
(ii) a Setting a coupling-table parameter of the pile structure unit as a database chain with the number of 100; setting the coupling-stiffness-shear parameter of the pile structure unit as->
。
8. The method for numerical simulation of embossed anchor cable according to claim 7, wherein in step S10, perimeter parameters of pile structure units are set as
(ii) a Setting cross-sectional-area parameter of pile structural unit as
(ii) a Setting a coupling-table parameter of the pile structure unit as a database chain with the serial number of 200; setting the coupling-stiffness-shear parameter of the pile structure unit as->
。
9. A method of numerical simulation of an embossed cable bolt according to claim 1 or 8, wherein in step S14, the simulated embossed cable bolt support system is time step loaded with a model step command until the embossed cable bolt support system is damaged.
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111931383A (en) * | 2020-08-24 | 2020-11-13 | 长江水利委员会长江科学院 | Simulation calculation method for shear yield failure and fracture of anchor rod/anchor cable |
| CN112699557A (en) * | 2020-12-31 | 2021-04-23 | 长江水利委员会长江科学院 | Method for constructing material type yielding model of energy-absorbing anchor rod/anchor cable |
| CN113010956A (en) * | 2021-02-04 | 2021-06-22 | 浙江大学 | Design optimization method of prestressed anchor cable in anchor-pull type retaining structure |
| CN115358099A (en) * | 2022-10-20 | 2022-11-18 | 中国矿业大学(北京) | Numerical simulation method and system for full-length bonding anchor cable |
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Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111931383A (en) * | 2020-08-24 | 2020-11-13 | 长江水利委员会长江科学院 | Simulation calculation method for shear yield failure and fracture of anchor rod/anchor cable |
| CN112699557A (en) * | 2020-12-31 | 2021-04-23 | 长江水利委员会长江科学院 | Method for constructing material type yielding model of energy-absorbing anchor rod/anchor cable |
| CN113010956A (en) * | 2021-02-04 | 2021-06-22 | 浙江大学 | Design optimization method of prestressed anchor cable in anchor-pull type retaining structure |
| CN115358099A (en) * | 2022-10-20 | 2022-11-18 | 中国矿业大学(北京) | Numerical simulation method and system for full-length bonding anchor cable |
Non-Patent Citations (2)
| Title |
|---|
| 方威 ; 司马军 ; 蒋明镜 ; .岩石锚杆界面滑移破坏的DEM数值模拟.长江科学院院报.2018,35(05),73-78,84. * |
| 王晓卿 ; .对拉锚杆、锚索的承载特性与加固效果分析.煤炭学报.2019,44(S2),430-438. * |
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