CN116361905A - Calculation method suitable for support-anchor cable cooperative support in arch roadway - Google Patents
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Abstract
The invention belongs to the field of support parameter calculation for roadway surrounding rock control, and particularly relates to a calculation method suitable for support-anchor cable cooperative support in an arch roadway; the method comprises the steps of simulating a support by using a shell unit, simulating an anchor rope by using a pile unit, establishing the association of the shell unit and the pile unit at the co-point position, and connecting the shell unit and the pile unit into a whole, so as to simulate a support-anchor rope cooperative supporting structure. Meanwhile, the anchor cable is divided into an anchoring section, a free section and an exposed section, wherein the anchoring section is used for simulating the bonding effect between the anchor cable and surrounding rock, the free section is used for simulating the suspended anchor cable in the drilling hole, and the exposed section is used for simulating the anchor cable extending out of the drilling hole and applying prestress. The method can analyze the influence of each parameter in the support-anchor cable cooperative supporting structure on the stability of the arch roadway surrounding rock, further provide a theoretical basis for the field application of the support-anchor cable cooperative supporting means, and provide theoretical guidance for optimizing the support-anchor cable cooperative supporting structure in engineering.
Description
Technical Field
The invention belongs to the field of support parameter calculation for roadway surrounding rock control, and particularly relates to a calculation method suitable for support-anchor cable cooperative support in an arch roadway.
Background
An arch-shaped roadway is a commonly used underground roadway section form in coal mining. Compared with other tunnel section forms, the arch tunnel has the advantages that the arch tunnel has an arc section form, and the arc section form has the characteristics of uniform stress, capability of effectively dispersing load above the tunnel and the like. Therefore, the arch roadway has wide application prospect in the control of surrounding rocks of deep roadways.
However, as the mining depth increases gradually, the rock mass around the arch roadway may be in an abnormal broken state. Therefore, in order to ensure the safe use of the deep arch roadway, researchers design a support-anchor cable cooperative support mode. The support mode combines the support and the anchor cable into a structure, and the structure supports the surrounding rock of the arch roadway. In this structure, the bracket is a metal bracket composed of U-shaped steel or I-shaped steel. In the supporting process, the support is responsible for restraining the surrounding rock on the surface of the arch-shaped roadway so as to prevent the surrounding rock on the surface of the arch-shaped roadway from approaching the excavation area to the greatest extent. The anchor cable penetrates through the drill hole in the bracket and goes deep into the rock mass, and is anchored in the rock mass in an end head anchoring mode after forming a structure with the bracket. The support-anchor cable cooperative supporting mode can not only play the constraint function of the support on the surrounding rock on the surface of the arch roadway, but also strengthen the surrounding rock of the arch roadway through the anchor cable. Therefore, the support-anchor cable cooperative support mode can fully exert the self-supporting capacity of the surrounding rock of the arch roadway and improve the stability of the surrounding rock of the arch roadway.
However, at present, the research about the support-anchor cable cooperative support in the arch roadway still stays on the experience level, namely, the support-anchor cable cooperative support structure is designed in a construction experience mode. There are few studies relating to a calculation method of the support-anchor cable cooperative support in an arch roadway. Therefore, the invention provides a calculation method suitable for the support-anchor cable cooperative support in the arch roadway.
Disclosure of Invention
The invention aims to provide a calculation method suitable for support-anchor cable cooperative support in an arch roadway. The calculation method improves the determination method of the support performance of the support-anchor cable cooperative support structure in the existing arch roadway, and can effectively calculate the support performance of the support-anchor cable cooperative support in the arch roadway.
The invention adopts the following technical scheme to provide a calculation method suitable for the support-anchor cable cooperative support in an arch roadway, which comprises the following steps: creating a three-dimensional arch roadway model in FLAC3D by utilizing a zone unit body; setting a strain softening constitutive equation and material parameters for the three-dimensional arch roadway model; defining table data corresponding to the table-partition; setting a large deformation calculation mode, a gravity acceleration, a boundary condition and an initial stress of the three-dimensional arch roadway model; carrying out automatic solving until the whole three-dimensional arch roadway model reaches balance; excavating part of the arch roadway and reserving surrounding rocks around the arch roadway; simulating anchor cables by using pile units, respectively installing the anchor cables in left surrounding rock, top surrounding rock and right surrounding rock of an arch roadway twice, wherein the part of the inner surrounding rock is an anchoring section, the part of the outer surrounding rock is a free section (in the invention, the inner part is relatively far away from the arch roadway, the outer part is relatively close to the arch roadway), and installing the anchor section and the free section at two times is carried out for each installation position, wherein a common node exists between the anchor section and the free section; deleting the links of the free section pile units; associating the co-point positions of the anchor section pile units and the free section pile units; the shell unit is utilized to simulate a bracket and support the left side wall, the right side wall and the arc-shaped top plate of the arch-shaped roadway, and when the shell unit is utilized to simulate the bracket, the joint of the shell unit and the joint of the outermost side of the free section pile unit are required to be co-located; defining material parameters of the shell unit; associating the joint of the shell unit with the joint of the outermost side of the free section pile unit; continuously installing anchor cables by using the pile units in the arch roadway range along the extension direction of the installed anchor cables by taking the joint position of the shell unit joint and the outermost side joint of the free section pile units as a starting point so as to simulate the exposed section; deleting the links of the exposed section pile units; associating the exposed section pile unit with the shell unit at the co-point position; defining pile unit material parameters; defining form data corresponding to coupling-table and coupling-efficiency-table; applying a tensile force which is along the extension direction of the anchor cable and points to the outer side to the outermost side node of the exposed section pile unit so as to simulate prestress; carrying out automatic solution again until the whole three-dimensional arch roadway model after excavation and support reach balance; and extracting and analyzing the calculation result.
As a further description of the above technical solution:
the material parameters of the three-dimensional arch roadway model comprise: table-cohesion, young, poisson, cohesion, friction, tension, density.
As a further description of the above technical solution:
the cohesion in the table data corresponding to table-cohesion gradually decreases.
As a further description of the above technical solution:
the large deformation calculation mode of the three-dimensional arch roadway model is false.
As a further description of the above technical solution:
the component of the gravity acceleration in the horizontal direction was 0, and the component in the vertical direction and directed downward was 10m/s 2 。
As a further description of the above technical solution:
the boundary conditions of the front, rear, left, right and bottom surfaces of the three-dimensional arch roadway model are roller supports; the boundary condition of this face at the top is to compensate for the compressive stress.
As a further description of the above technical solution:
initial stress was set using the zone initial-stress command and the overlap parameter values were the same as the compensating compressive stress.
As a further description of the above technical solution:
the grid deletion method is used to excavate the part of the arch roadway.
As a further description of the above technical solution:
the structure link delete command is used when deleting a stub unit link.
As a further description of the above technical solution:
the structure link create command is used when associating at the co-point location.
As a further description of the above technical solution:
the material parameters of the shell element include thiokness and isotropic.
As a further description of the above technical solution:
the created pile unit ids are all different.
As a further description of the above technical solution:
the length of the anchor cable exposed section pile unit is less than or equal to 500mm.
As a further description of the above technical solution:
the number of the components in the anchoring section pile unit is not less than 10; the number of the components in the free section pile unit is not less than 20; the number of components in the exposed section pile unit is not less than 3.
As a further description of the above technical solution:
the pile unit material parameters include: young, cross-sectional-area, tension-yield, moi-polar, moi-y, moi-z, poisson, perimeter, rockbolt-flag, coupling-stiffness-shear, coupling-stiffness-normal, coupling-construction-shear, coupling-construction-shear, coupling-construction-normal, coupling-construction-normal, perimeter, coupling-construction-table, and coupling-construction-table.
As a further description of the above technical solution:
the cohesive force of the anchoring interface in the table data corresponding to the coupling-table is gradually reduced; and the friction angle of the anchoring interface in the table data corresponding to the coupling-efficiency-table is gradually reduced.
As a further description of the above technical solution:
the node is located with the component-id of the outermost node of the exposed section pile unit when the prestressing force is applied.
The key technical means and the beneficial effects of the invention mainly comprise:
1. the shell unit is used for simulating the support, the pile unit is used for simulating the anchor cable, and the association of the shell unit and the pile unit at the co-point position is established, so that the shell unit and the pile unit are connected into a whole to simulate the support-anchor cable cooperative supporting structure. Therefore, the invention provides a novel method for simulating the support-anchor cable cooperative support structure.
2. The anchor cable is divided into an anchoring section, a free section and an exposed section. The anchoring section is used for simulating the bonding effect between the anchor cable and surrounding rock, the free section is used for simulating the suspended anchor cable in the drilling hole, and the exposed section is used for simulating the anchor cable extending out of the drilling hole and applying prestress. Therefore, the simulated anchor cable is more consistent with the actual working condition.
3. The two parameters of coupling-table and coupling-fraction-table are utilized to define the attenuation behaviors of the cohesion of the anchoring interface and the friction angle of the anchoring interface, so that the mechanical behavior of the anchor cable support with reduced anchoring performance after loading can be reflected better.
4. The shell units and the pile units are associated at the same point position, so that the support-anchor cable cooperative supporting structure is simulated, and the influence of each parameter in the support-anchor cable cooperative supporting structure on the stability of the surrounding rock of the arch roadway can be analyzed. Such effects include plastic zone development volume, horizontal displacement deflection, vertical displacement deflection, etc. in the arch roadway surrounding rock. Therefore, the invention can provide theoretical basis for the on-site application of the support-anchor cable cooperative support means and theoretical guidance for optimizing the support-anchor cable cooperative support structure in engineering.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate and together with the description serve to explain the invention. In the drawings:
FIG. 1 is a flow chart of a calculation method suitable for supporting a bracket-anchor cable in an arch roadway in a cooperative manner;
FIG. 2 is a schematic illustration of a simulated bracket-anchor cable co-bracing structure for a pile unit and shell unit according to the present invention;
FIG. 3 is a schematic illustration of the cable components of a pile unit simulation according to the present invention;
FIG. 4 is a schematic representation of the overall model of a straight wall semicircular arch roadway in accordance with the present invention;
FIG. 5 is a cohesive softening process of an anchoring interface defined by coupling-joining-table according to the present invention;
FIG. 6 is a graph showing the process of softening the friction angle of the anchoring interface defined by the coupling-efficiency-table according to the present invention;
legend description: 1. an anchor cable; 2. a bracket; 3. an anchor section; 4. a free section; 5. the exposed section.
Detailed Description
As shown in fig. 1-3, the invention provides a calculation method suitable for supporting a bracket-anchor cable in an arch roadway in a cooperative manner, which comprises the following steps: creating a three-dimensional arch roadway model in FLAC3D by utilizing a zone unit body; setting a strain softening constitutive equation and material parameters for the three-dimensional arch roadway model; defining table data corresponding to the table-partition; setting a large deformation calculation mode, a gravity acceleration, a boundary condition and an initial stress of the three-dimensional arch roadway model; carrying out automatic solving until the whole three-dimensional arch roadway model reaches balance; excavating part of the arch roadway and reserving surrounding rocks around the arch roadway; simulating an anchor rope 1 by using a pile unit, and respectively installing the anchor rope 1 in the left surrounding rock, the top surrounding rock and the right surrounding rock of the arch roadway twice, wherein the part of the inner surrounding rock is an anchoring section 3, the part of the outer surrounding rock is a free section 4, and a common node exists between the anchoring section 3 and the free section 4; deleting the links of the free section pile units; associating the co-point positions of the anchor section pile units and the free section pile units; the shell unit is utilized to simulate the bracket 2 and support the left side wall, the right side wall and the arc-shaped top plate of the arc-shaped roadway, and when the shell unit is utilized to simulate the bracket 2, the joint of the shell unit and the joint of the outermost side of the free section pile unit are required to be co-located; defining material parameters of the shell unit; associating the joint of the shell unit with the joint of the outermost side of the free section pile unit; continuously installing anchor cables by using the pile units in the arch roadway range along the extension direction of the installed anchor cables by taking the joint position of the shell unit joint and the outermost side joint of the free section pile units as a starting point so as to simulate the exposed section 5; deleting the links of the exposed section pile units; associating the exposed section pile unit with the shell unit at the co-point position; defining pile unit material parameters; defining form data corresponding to coupling-table and coupling-efficiency-table; applying a tensile force which is along the extension direction of the anchor cable and points to the outer side to the outermost side node of the exposed section pile unit so as to simulate prestress; carrying out automatic solution again until the whole three-dimensional arch roadway model after excavation and support reach balance; and extracting and analyzing the calculation result.
In one embodiment:
the material parameters of the three-dimensional arch roadway model comprise: table-cohesion, young, poisson, cohesion, friction, tension, density.
In one embodiment:
the cohesion in the table data corresponding to table-cohesion gradually decreases.
In one embodiment:
the large deformation calculation mode of the three-dimensional arch roadway model is false.
In one embodiment:
the component of the gravity acceleration in the horizontal direction was 0, and the component in the vertical direction and directed downward was 10m/s 2 。
In one embodiment:
the boundary conditions of the front, rear, left, right and bottom surfaces of the three-dimensional arch roadway model are roller supports; the boundary condition of this face at the top is to compensate for the compressive stress.
In one embodiment:
initial stress was set using the zone initial-stress command and the overlap parameter values were the same as the compensating compressive stress.
In one embodiment:
the grid deletion method is used to excavate the part of the arch roadway.
In one embodiment:
the structure link delete command is used when deleting a stub unit link.
In one embodiment:
the structure link create command is used when associating at the co-point location.
In one embodiment:
the material parameters of the shell element include thiokness and isotropic.
In one embodiment:
the created pile unit ids are all different.
In one embodiment:
the length of the anchor cable exposed section pile unit is less than or equal to 500mm.
In one embodiment:
the number of the components in the anchoring section pile unit is not less than 10; the number of the components in the free section pile unit is not less than 20; the number of components in the exposed section pile unit is not less than 3.
In one embodiment:
the pile unit material parameters include: young, cross-sectional-area, tension-yield, moi-polar, moi-y, moi-z, poisson, perimeter, rockbolt-flag, coupling-stiffness-shear, coupling-stiffness-normal, coupling-construction-shear, coupling-construction-shear, coupling-construction-normal, coupling-construction-normal, perimeter, coupling-construction-table, and coupling-construction-table.
In one embodiment:
the cohesive force of the anchoring interface in the table data corresponding to the coupling-table is gradually reduced; and the friction angle of the anchoring interface in the table data corresponding to the coupling-efficiency-table is gradually reduced.
In one embodiment:
the node is located with the component-id of the outermost node of the exposed section pile unit when the prestressing force is applied.
As shown in fig. 4, to verify the effectiveness of the present invention, a straight wall half arch roadway model was created in FLAC 3D. The dimensions of the entire model along the X-axis, Y-axis and Z-axis directions were 40m, 80mm and 40m, respectively. A straight wall semicircular arch roadway is arranged in the center of the whole model, and the width of the roadway is 5m, and the height of the roadway is 4m. Setting a strain softening model for the whole model, wherein the material parameters are as follows: table-fusion is 1, young is 15GPa, poisson is 0.2, fusion is 1.3MPa, fusion is 28 DEG, and tension is 0.8MPa, density of 2300kg/m 3 . Table data corresponding to the table-partition are: when the plastic shear strain is 0, the cohesive force is 1.3MPa; plastic shear strain of 1X 10 -4 At this time, the cohesive force was lowered to 1MPa.
The front, back, left, right and bottom of the whole model are all drum support boundary conditions, and a compensating compressive stress is applied to the top of the whole model, wherein the size of the compensating compressive stress is 15MPa. The large deformation calculation mode of the whole model is set as false. Setting the component of the gravity acceleration along the horizontal direction as 0 and the component along the vertical direction and pointing downwards as 10m/s 2 . Initial stress was set using the zone initial-stress command and the overlap parameter was 15MPa of compressive stress. And automatically solving the model until the whole model reaches initial stress balance. Then, a grid deletion method is used to excavate the part of the straight wall semicircular arch roadway.
As shown in fig. 2-3, the anchor cable 1 is simulated by using the pile unit and the anchor cable 1 is installed in the left side surrounding rock, the top surrounding rock and the right side surrounding rock of the straight wall semicircular arch roadway in two times respectively. The part of the inner surrounding rock is an anchoring section 3, the length is 2m, and the number of components is 10. The part of the outer surrounding rock is a free section 4, the length of which is 4m, and the number of components is 20. There is a common node for the anchor section 3 and the free section 4. The link of the free segment stub unit is commanded to be deleted using structure link delete. The structure link create command is used to correlate the anchored and free leg pile units at co-point locations.
The shell unit is utilized to simulate the bracket 2 and support the left side wall, the right side wall and the arc-shaped top plate of the straight wall semicircular arch roadway, and when the shell unit is utilized to simulate the bracket 2, the joint of the shell unit and the joint of the outermost side of the free section pile unit are required to be co-located. The material parameters defining the shell element include a thickness of 100mm, an isotropic of 1GPa (elastic modulus) and 0.25 (Poisson's ratio). The structure link create command is used to associate the shell element node with the free-segment pile element at the co-point location of the outermost nodes.
And continuously installing the anchor cable 1 by using the pile unit in the range of the straight wall semicircular arch roadway along the extending direction of the installed anchor cable 1 by using the joint co-point position of the shell unit joint and the outermost side joint of the free section pile unit as a starting point so as to simulate the exposed section 5, wherein the length of the exposed section is 300mm, and the number of components is 3. The links of the exposed segment pile units are deleted using structure link delete commands. The structure link create command is used to associate the exposed section pile elements with the shell elements at co-point locations.
Defining pile unit material parameters including young 200GPa and cross-sectional-area 615.8mm 2 The tension-yfield is 350kN, the moi-polar is 0, the moi-y is 0, the moi-z is 0, the poisson is 0, the timer is 87.96mm, the lockbolt-flag is true, the coupling-stillness-shear is 100MPa, the coupling-stillness-normal is 0, the coupling-shear is 100kN/m, coupling-fraction-edge is 32 °, coupling-fraction-normal is 0, coupling-fraction-table is 10, coupling-fraction-table is 11.
As shown in FIG. 5, the tabular data corresponding to coupling-table is defined, with the abscissa being 0, 1mm, 2mm and 4mm, and the ordinate being 100kN/m, 70kN/m, 50kN/m and 40kN/m, respectively. As shown in FIG. 6, the tabular data corresponding to the linking-efficiency-table is defined, with the abscissa being 0, 1mm, 2mm and 4mm, and the ordinate being 32 °, 27 °, 25 ° and 23 °, respectively.
The tensile force of 15kN directed outward along the extension direction of the anchor line 1 was applied to the outermost nodes of the exposed section pile units using structure node apply force command to simulate prestressing. And (5) automatically solving again until the whole model reaches balance.
The axial force in the left side anchor cable of the straight wall semicircular arch roadway is extracted, and the axial force of the anchor cable is found to be increased from small to 154kN along the direction pointing to the center of the roadway in the anchoring section. Subsequently, in the free section, the cable shaft force remains unchanged, maintained at 154kN. In the exposed section, the anchor cable axial force is 15kN, which is the same as the applied prestress, indicating that the prestress has been successfully installed in the exposed section of the anchor cable.
And extracting the horizontal displacement deformation of the straight wall semicircular arch roadway, and finding that the maximum horizontal displacement deformation is 7.94mm. And extracting the vertical displacement deformation of the straight wall semicircular arch roadway, and finding that the maximum vertical displacement deformation is 10.08mm. Extracting the plastic region development volume in surrounding rock around the straight wall semicircular arch roadway, and finding that the plastic region development volume is 5.56m 3 。
In order to show the effectiveness of the support-anchor cable cooperative supporting calculation method provided by the invention, calculation is performed on the straight wall semicircular arch roadway under the condition of no supporting, the maximum horizontal displacement deformation is found to be 11.36mm, the maximum vertical displacement deformation is found to be 11.77mm, and the plastic region development volume is found to be 7.08m 3 。
It can be seen that after the bracket-anchor cable cooperative support calculation method provided by the invention is adopted, the maximum horizontal displacement deformation is reduced by 30.1%, the maximum vertical displacement deformation is reduced by 14.4%, and the development volume of a plastic region is reduced by 21.5%. The method for calculating the support-anchor cable cooperative support provided by the invention can effectively simulate the reinforcement effect of the support-anchor cable cooperative support structure on the surrounding rock of the roadway.
The present invention is not limited to the above-described preferred embodiments, and any person who can obtain other various products under the teaching of the present invention, however, any change in shape or structure of the product is within the scope of the present invention, and all the products having the same or similar technical solutions as the present application are included.
Claims (9)
1. The calculation method suitable for the support-anchor cable cooperative support in the arch roadway is characterized by comprising the following steps of: creating a three-dimensional arch roadway model in FLAC3D by utilizing a zone unit body; setting a strain softening constitutive equation and material parameters for the three-dimensional arch roadway model; defining table data corresponding to the table-partition; setting a large deformation calculation mode, a gravity acceleration, a boundary condition and an initial stress of the three-dimensional arch roadway model; carrying out automatic solving until the whole three-dimensional arch roadway model reaches balance; excavating part of the arch roadway and reserving surrounding rocks around the arch roadway; simulating anchor cables by using pile units, and respectively installing the anchor cables in the left surrounding rock, the top surrounding rock and the right surrounding rock of the arch roadway twice, wherein the part of the inner surrounding rock is an anchoring section, the part of the outer surrounding rock is a free section, and a common node exists between the anchoring section and the free section; deleting the links of the free section pile units; associating the co-point positions of the anchor section pile units and the free section pile units; the shell unit is utilized to simulate a bracket and support the left side wall, the right side wall and the arc-shaped top plate of the arch-shaped roadway, and when the shell unit is utilized to simulate the bracket, the joint of the shell unit and the joint of the outermost side of the free section pile unit are required to be co-located; defining material parameters of the shell unit; associating the joint of the shell unit with the joint of the outermost side of the free section pile unit; continuously installing anchor cables by using the pile units in the arch roadway range along the extension direction of the installed anchor cables by taking the joint position of the shell unit joint and the outermost side joint of the free section pile units as a starting point so as to simulate the exposed section; deleting the links of the exposed section pile units; associating the exposed section pile unit with the shell unit at the co-point position; defining pile unit material parameters; defining form data corresponding to coupling-table and coupling-efficiency-table; applying a tensile force which is along the extension direction of the anchor cable and points to the outer side to the outermost side node of the exposed section pile unit so as to simulate prestress; carrying out automatic solution again until the whole three-dimensional arch roadway model after excavation and support reach balance; and extracting and analyzing the calculation result.
2. The method for calculating the support-anchor cable cooperative support according to claim 1, wherein the method comprises the following steps: the material parameters of the three-dimensional arch roadway model comprise: table-cohesion, young, poisson, cohesion, friction, tension, density; the cohesion in the table data corresponding to table-cohesion gradually decreases.
3. The method for calculating the support-anchor cable cooperative support according to claim 2, wherein: the large deformation calculation mode of the three-dimensional arch roadway model is false; the component of the gravity acceleration in the horizontal direction was 0, and the component in the vertical direction and directed downward was 10m/s 2 The method comprises the steps of carrying out a first treatment on the surface of the The boundary conditions of the front, rear, left, right and bottom surfaces of the three-dimensional arch roadway model are roller support, and the boundary condition of the top surface is compensation compressive stress.
4. A method of calculating a bracket-anchor cable co-support according to claim 3, wherein: initial stress was set using the zone initial-stress command and the overlap parameter values were the same as the compensating compressive stress.
5. The method for calculating the support-anchor cable cooperative support according to claim 4, wherein: excavating a part of an arch roadway by using a grid deleting method; a structure link delete command is used when deleting a stub unit link; the structure link create command is used when associating at the co-point location.
6. The method for calculating the support-anchor cable cooperative support according to claim 5, wherein the method comprises the following steps: the material parameters of the shell element include thiokness and isotropic.
7. The method for calculating the support-anchor cable cooperative support according to claim 6, wherein: the pile unit material parameters include: young, cross-sectional-area, tension-yield, moi-polar, moi-y, moi-z, poisson, perimeter, rockbolt-flag, coupling-stiffness-shear, coupling-stiffness-normal, coupling-construction-shear, coupling-construction-shear, coupling-construction-normal, coupling-construction-normal, perimeter, coupling-construction-table, and coupling-construction-table.
8. The method for calculating the support-anchor cable cooperative support according to claim 7, wherein: the cohesive force of the anchoring interface in the table data corresponding to the coupling-table is gradually reduced; and the friction angle of the anchoring interface in the table data corresponding to the coupling-efficiency-table is gradually reduced.
9. The method for calculating the support-anchor cable cooperative support according to claim 8, wherein: the node is located with the component-id of the outermost node of the exposed section pile unit when the prestressing force is applied.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310635681.8A CN116361905B (en) | 2023-06-01 | 2023-06-01 | Calculation method suitable for support-anchor cable cooperative support in arch roadway |
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