37 results about "Stress path" patented technology

The invention relates to a fault development gas storage operation upper limit pressure determination method considering an overpressure operation condition. The method comprises the following steps: 1, establishing a gas storage three-dimensional geomechanical model covering reservoir, cap strata and peripheral faults; 2, carrying out geomechanical simulation; 3, determining the shear failure resistance limit pressure bearing capacity and the tensile failure resistance limit pressure bearing capacity of the cover layer; 4, designing a gas logging permeability test experiment of the cover rock under different static confining pressures; 5, determining the gas breakthrough pressure of the cover rock under different pressure increasing coefficients; 6, determining the sealing limit pressure-bearing capacity of the capillary tube of the cover layer; 7, determining the anti-slip activation limit pressure bearing capacity and the anti-expansion fracture limit pressure bearing capacity of the fault; and 8, the operation upper limit pressure of the gas storage is determined. According to the method, the four-dimensional geomechanical model is established, the stress path of the reservoir building and gas injection process of the oil and gas reservoir is obtained through numerical simulation, and the dynamic horizontal principal stress of the reservoir building and gas injection process is calculated and determined by taking the determined reservoir top horizontal principal stress as the reference.

The invention belongs to the technical field of geotechnical engineering and rock mechanics testing, discloses a stress-strain mixed control-based rock stable failure testing method, and aims to solve the problem that a stress path cannot be maintained and brittle failure cannot be inhibited simultaneously after rock peak strength is detected in an existing true triaxial test. The method comprises the following core steps: firstly, determining a target stress state and a strain growth rate threshold value; then hydrostatic pressure loading is carried out; loading and unloading at a fixed proportional rate in a stress control mode; and when the strain rate reaches a threshold value, switching to a stress-strain hybrid control mode, converting the maximum principal stress direction into strain control to stabilize the damage process, and dynamically coordinating stresses in the other two directions based on real-time feedback to enable the whole damage process to maintain a preset stress path all the time. According to the invention, the complete and stable test of the pre-peak-post-peak mechanical behavior of the rock under any complex stress state can be realized, and a key technical support is provided for accurately verifying the strength criterion and researching the failure mechanism.

The application discloses a kind of stress evolution numerical inversion and stress path equivalent conversion method of mining rock stratum, belong to coal mining technical field.First, corresponding numerical model is established and monitoring point is set;Then, inversion coal seam excavation, roof collapse, gangue accumulation and other dynamic processes, obtain the stress evolution law of roof, floor in the whole process of coal mining, roof vertical and horizontal stress overall presents opposite change rule, while floor vertical and horizontal stress presents same change rule;According to vertical, horizontal stress synchronous change rule, stress path characteristics of mining roof, floor are summarized: finally, vertical stress and horizontal stress are equivalent to axial compression and confining pressure by equivalent conversion method, and the stress evolution process of roof, floor is equivalent to triaxial loading and unloading stress path.Changes in the whole process of coal mining fully embodies the stress evolution law of roof, floor, and the stress evolution of mining is equivalent to laboratory loading and unloading stress path, which can better guide field engineering practice.

The present application relates to the technical field of monitoring and early warning of unloading instability of engineering rock mass, and discloses a multi-parameter dynamic cooperative early warning method and system for unloading instability and failure of engineering rock mass under unloading conditions. The method obtains the geology, initial stress, unloading operation and physical and mechanical parameters of the rock mass of the unloading engineering surface to be monitored, and determines the stress path of the true triaxial unloading test; four types of physical parameters, i.e. stress, acoustic emission, electromagnetic radiation and infrared imaging, are synchronously collected in the test, the unloading stages are divided according to the inflection point of the volumetric strain curve, a multi-parameter stage response database is established and the dynamic weights of each stage are calculated; during field monitoring, the real-time variation law of the four types of parameters is matched with the stage response law in the database, the current unloading stage is identified, a comprehensive early warning index is calculated, and graded early warning and disaster prevention feedback measures are output.

The invention discloses a soft clay cyclic reconsolidation characteristic test method and device, and the method mainly comprises the steps: applying an axial cyclic load, and dynamically adjusting the lateral boundary constraint condition of a sample according to an independent control logic to simulate an actual stress path; synchronously collecting axial deformation, a lateral strain field, pore water pressure and an acoustic emission signal of the sample; and then characteristic parameters are calculated in real time based on the multi-physics field data, and a test process is automatically decided according to a preset criterion. According to the soft clay cyclic reconsolidation characteristic test method and device provided by the invention, the field boundary condition can be simulated more truly, and multidimensional state monitoring and intelligent test control from macroscopic to microscopic can be realized.

The application relates to a rear wall assembly and a vehicle, wherein a rear wall inner plate is provided with a first connecting area, a second connecting area, a third connecting area and a fourth connecting area from top to bottom; a first fixed plate assembly is connected with the rear wall inner plate to form a first stress cavity between the first connecting area and the second connecting area and a second stress cavity between the second connecting area and the third connecting area; the fourth connecting area is an annular area, and the first fixed plate assembly and the rear wall inner plate form a third stress cavity under the cooperation of the third connecting area and the fourth connecting area; upper and lower sides of a rear wall outer plate are connected with the other side of the first fixed plate assembly in the thickness direction, and the connecting areas of the upper and lower sides of the rear wall outer plate correspond to the first connecting area and the third connecting area respectively to form a fourth stress cavity between the rear wall outer plate and the first fixed plate assembly; the above structure optimizes the stress path of the rear wall assembly, and improves the mechanical properties of the rear wall assembly and the dynamic stiffness of the mounting point.

The application discloses a high-strength shock-absorbing support for a machine leg rubber, which comprises a mounting plate and a first connecting piece, the first connecting piece is arranged on the mounting plate, a second connecting piece is arranged on the side wall of the mounting plate, and the second connecting piece is distributed perpendicularly to the mounting plate and the first connecting piece, raw materials of high-strength cold-rolled steel plates are adopted, a stress path of the support is simulated and optimized through CAE simulation, stress concentration positions are removed, reinforcing ribs and load-bearing support structures are added, and the torsional and compressive strengths of the support are improved, the support is processed through an integrated stamping forming process, welding nodes are reduced, support deformation and fracture caused by welding stress are avoided, high-damping and aging-resistant composite rubber formula is adopted for rubber parts, dynamic and static stiffnesses are balanced, isolation performance and extreme environment durability are considered, and the arc-shaped buffer grooves and S-shaped pressure cavities on the rubber parts can better buffer vibration forces on the engine and impact forces caused by the ground, and the shock-absorbing and buffering effect is improved.

The application discloses an assembled stair hidden anti-seismic connecting joint and a construction method thereof, and the connecting joint is used for connecting a stair component and a main component into a whole, and comprises a shearing steel bar assembly and an adjusting assembly arranged on the main component, and a steel assembly arranged on the stair component; the steel assembly is detachably connected with the adjusting assembly; the shearing steel bar assembly, the steel assembly and the adjusting assembly are integrally poured with concrete to form the connecting joint; the steel assembly is used for transmitting the load of the stair component to the main component in the assembling stage, and transmitting the load of the stair component to the concrete and the shearing steel bar assembly after the concrete of the connecting joint reaches the design strength; the application can realize the active separation and orderly conversion of the stress system in the assembling stage and the using stage, realize the orderly conversion of the stress path, form the hidden whole anti-seismic connecting joint, and ensure the stress continuity and the ductility performance of the structure.

The embodiment of the invention provides a surrounding rock reinforcement control method, and relates to the field of coal mining. In some embodiments of the invention, to-be-reinforced surrounding rock is measured to establish a surrounding rock internal and external structure space information probability model corresponding to the to-be-reinforced surrounding rock; 3D printing is conducted based on the surrounding rock internal and external structure space information probability model, and an equal-proportion-reduced 3D printing model corresponding to the to-be-reinforced surrounding rock is obtained; a monitoring terminal early warning system is used for monitoring stress paths corresponding to the surrounding rock to be reinforced and staged stress in the staged deformation fracture process under each stress path; a CT loading grouting device is used for conducting a loading grouting simulation experiment on the 3D printing model, and the grouting position, the grouting time and the grouting pressure needed for reinforcing the to-be-reinforced surrounding rock are determined; according to the grouting position, the grouting opportunity and the grouting pressure, the surrounding rock to be reinforced is reinforced; and the surrounding rock reinforcement process is observed in real time, grouting pressure is dynamically adjusted, and surrounding rock stabilization is finally achieved.

The invention relates to the technical field of settlement prediction, in particular to a parallel open cut tunnel settlement prediction method based on numerical simulation, which comprises the following steps: S1, acquiring stratum information, support information and construction time sequence information of a parallel open cut tunnel, establishing a corresponding staged numerical model, and forming a stress path reversal unit set; s2, inputting the stress path inversion unit set into the staged numerical model to perform whole-process simulation, extracting surface layer settlement change, deep deformation accumulation and plastic zone expansion results of each stress path inversion unit in different construction stages, identifying an area in which surface layer settlement is postponed but deep disturbance continuously develops, and forming a virtual stable settlement trigger set; and S3, on the basis of the virtual stable settlement trigger set, stage deduction is continuously carried out on a subsequent to-be-constructed section, and a predicted settlement result set of the target section under the action of subsequent parallel construction is output. The settlement risk control capability in the parallel open cut tunnel construction process is improved.

The application provides a shield tunnel ground surface settlement deformation prediction method and system, relates to the tunnel construction technical field, and includes the following steps: determining the relaxation effect zone range caused by the shield tail gap based on the shield tail gap geometric parameters; constructing the shield tail gap geometric distribution function, the stress release function and the time effect function based on the construction data, and constructing the relaxation effect zone shrinkage function; calculating the foundation ground surface settlement by using the integral method according to the relaxation effect zone range, the relaxation effect zone shrinkage function and the burial depth influence parameters; calculating the nonlinear correction coefficient, the burial depth influence coefficient and the grouting effect coefficient respectively according to the soil modulus parameters, the burial depth parameters and the grouting parameters; and correcting the foundation ground surface settlement based on the nonlinear correction coefficient, the burial depth influence coefficient and the grouting effect coefficient to obtain the corrected ground surface settlement. The application establishes a ground surface settlement model considering the soil nonlinear characteristics, the stress path effect and the space-time evolution characteristics, and provides a scientific basis for the stratum deformation control of shield construction.

Specifically, the application discloses a multi-stage protection method for an intelligent safety rope for power aerial work, and belongs to the field of intelligent safety, and comprises the following steps: S1. Assembling a main bearing rope body, a companion constraint rope body, an anchor point assembly, a sliding modulation assembly, a segmented locking assembly, a human body connecting assembly and a distributed sensing unit along the rope before work, and establishing an initial stress configuration; S2. Collecting state parameters of the main bearing rope body, the anchor point assembly and the human body connecting assembly during work, and forming a three-level state set; S3. Adjusting a stress path of the main bearing rope body, a state of the companion constraint rope body and a stress center of the human body connecting assembly before a critical load is applied; S4. Sequentially performing segmented locking, sliding energy dissipation, shunt bearing and rigid limiting in an impact stage; and S5. Generating a load history after impact and completing review and retirement. The method has the beneficial effects of improving the protection reliability and impact control capability in power aerial work.

The invention belongs to the technical field of deep ground environment mechanical testing, and discloses a device and a method for applying three-dimensional ground stress in a simulated and graded manner by a prestressed steel strand. The device comprises a test piece main body system, a prestress applying system, a positioning reinforcing system and a monitoring feedback system. The core of the method is that based on a post-tensioning prestressing technology, after steel strand rib arrangement and concrete pouring are completed at a time, the same test piece is made to sequentially bear three-dimensional crustal stress of different grades through step-by-step calculation and adjustment of tensioning control force applied to steel strands, and therefore the dynamic evolution process of a crustal stress field is simulated. The problem that it is difficult to achieve multi-stage controllable stress path simulation on the same test piece in a traditional loading mode is solved, and real and stable experimental simulation of the stress grading evolution environment in deep ground engineering is achieved.

The present application relates to a kind of liquid-gas-dynamic coupling test system and method for open-pit mine blast hole stability analysis, belong to geotechnical engineering technical field.Test system includes axial frame unit, horizontal frame unit, axial loading unit, horizontal loading unit, circulating seepage unit, high-pressure jet unit and control system, wherein, axial frame unit is provided with horizontal frame unit in, horizontal frame unit is used to place test piece;Horizontal loading unit is provided with in horizontal frame unit, axial loading unit is provided with in the axial frame unit of horizontal frame unit upper side and lower side, axial loading unit is connected with circulating seepage unit, horizontal loading unit is connected with high-pressure jet unit, axial loading unit, horizontal loading unit, circulating seepage unit and high-pressure jet unit are all connected with control system.The present application provides a new method for simulating the real stress state and shear failure characteristics of open-pit mine slope and rock mass in blast affected area under complex stress path.

This invention discloses a large-span hyperbolic steel pipe truss dome and its construction method. The large-span hyperbolic steel pipe truss dome is installed on the top floor of a podium building via multiple friction pendulum supports. These friction pendulum supports are arranged on the top surface of the podium building's top floor. The large-span hyperbolic steel pipe truss dome is installed above the podium building's top floor using friction pendulum supports for seismic isolation. This invention, through the rational arrangement of triangular support trusses, main trusses A, B, and C, planar support trusses, annular support trusses, outer ring trusses, columns, and other structures, effectively optimizes the stress path of the dome, significantly improving its overall stiffness and structural stability. It meets both aesthetic requirements and structural load-bearing requirements, effectively avoiding cracking, deformation, and other damage caused by uneven stress, extending the service life of the dome structure, and fundamentally solving the problems of poor adaptability and unreasonable stress distribution in existing irregular-shaped dome structures.

This invention discloses a method for stability evaluation and control of tunnel-type artificial gas storage caverns in pressurized gas storage power plants, relating to the field of underground engineering technology. Addressing the shortcomings of existing technologies that fail to consider differences in operating conditions across all stages and neglect intermediate principal stresses and strain softening effects, this method first collects rock mass, geological, and design parameters. Then, based on elastoplastic theory and a unified strength criterion, it constructs stability evaluation criteria suitable for both q≥p and q≤p operating conditions in stages (site selection and design, construction, and operation and maintenance), dividing the process into stable and unstable segments. Furthermore, it controls the unstable segments through active avoidance, pressure adjustment, and reinforcement measures, clarifying the quantitative formula for the radial influence radius. This method takes into account differences in intermediate principal stresses and stress paths, achieving accurate evaluation and quantitative control. The process is simple, highly applicable, and can ensure the safe and stable operation of artificial gas storage caverns throughout their entire life cycle.

The invention belongs to the technical field of optical-mechanical structure design and manufacturing, and discloses a telescope athermalization design and manufacturing method suitable for the Antarctic extreme station site environment, and the method comprises the following steps: 1, building a thermal response model according to a temperature range; 2, establishing a thermal expansion characteristic curve according to thermal environment characteristics, matching thermal performances of the primary mirror, the secondary mirror, the lens cone and the support structure through a material database and a prediction model, and selecting corresponding materials; 3, according to a thermal analysis result, topological optimization and parametric modeling are carried out on a primary mirror support, a secondary mirror support and a lens cone connection node, an optimal support position, a stress path and an error chain under different temperature loads are obtained, and a reserved assembly compensation amount is obtained; and 4, according to the material and the reserved assembly compensation amount, carrying out partition modular 3D printing and assembly on the telescope. According to the design and manufacturing method provided by the invention, through collaborative optimization of materials, structures and manufacturing, low-heat deformation of the telescope in an extreme environment can be realized.

The invention discloses a double-end bolt reverse thread tapping end plate splicing type round steel pipe splicing joint which comprises a first end plate and a second end plate connected with the first end plate through a fixing piece. The second end plate is used for being connected with the end part of a second connecting pipe; after the end surfaces of the first end plate and the second end plate are aligned, the fixing piece extends into the first end plate and the second end plate at the same time and is connected with the first end plate and the second end plate, so that the first connecting pipe and the second connecting pipe are assembled; the first end plate and the second end plate are arranged at the end of the first connecting pipe and the end of the second connecting pipe respectively, the built-in double-end different-thread bolts are screwed synchronously and reversely, and reliable transmission of tension is achieved. Axial pressure is borne through the surface contact area of the two end plates, the protrusions and the concave holes are matched to transmit shearing force, and therefore a continuous and stable stress path is formed in the section of the first connecting pipe and the section of the second connecting pipe. According to the mechanical transmission mode, the joint can keep good overall cooperative performance under the combined action of various internal forces.

The application discloses a rock variable-angle tensile shear, compressive shear and variable-angle triaxial test device capable of adding confining pressure, which comprises a counterforce frame, a hydraulic loading system, a variable-angle shear test module and a variable-angle triaxial test module arranged on the counterforce frame, and can be used for rock sample variable-angle compressive shear test under a condition without lateral confining pressure, rock sample variable-angle tensile shear test under a condition without lateral confining pressure, rock sample variable-angle shear test under a condition with lateral confining pressure, cubic rock sample variable-angle triaxial test, and small-scale rock mass "first loading and then excavation" stress path simulation test under a true triaxial stress condition. The loading structure of the testing machine is simplified, the number of loading oil cylinders is reduced, the simplicity of multiple tests is enhanced, multiple functions can be effectively integrated, and one machine can be used for multiple purposes.

The invention relates to the technical field of load force measurement, in particular to a bridge support elastomer load force measurement method and system. The method comprises the following steps: acquiring the loading force of each force measuring point at different sampling moments; the method comprises the following steps of: dividing to obtain analysis intervals, determining the stress prominence degree according to the overall distribution of load force of different analysis intervals, then determining the current eccentric direction in combination with the eccentric condition of the rotation of the bridge support, and determining the rigidity stability in combination with the distribution of a force measurement point in the analysis intervals of all sampling moments. And in the eccentricity analysis dimension and the rigidity analysis dimension, carrying out weight analysis on each force measurement point to obtain a fusion weight of each force measurement point. And determining the total loading force of the bridge support elastomer according to the loading force and the fusion weight of all the force measuring points. According to the invention, the problems of complex stress path and uneven pressure can be solved, and the accuracy of bridge support elastomer loading force measurement is improved.

The application discloses a pipeline installation structure on a high and steep rock slope, a design and a construction method, which comprises a fixed support and a plurality of bearing beams, the plurality of bearing beams are arranged on the rock slope at intervals, one end of the plurality of bearing beams is located in the rock slope, and the other end is exposed on the slope; the pipeline is fixed on the cantilever section of the bearing beam exposed on the slope through the fixed support, the pipeline is arranged transversely, and the plurality of bearing beams are arranged vertically; the pipeline is installed on the slope surface through drilling implantation instead of a large excavation mode, so that the integrity of the rock structure is maximally preserved, the environment is protected, and safety is ensured; the bearing beam is bonded with the hole wall rock through cement slurry in the application, the pipeline load is effectively transmitted to the stable rock mass, the stress path is clear and reliable, the angle steel of the bearing beam has excellent bending and shearing resistance, the drilling and installation process are relatively simple in the application, the requirement for the construction site is low, and the application is particularly suitable for being applied in dangerous terrain where large machinery cannot be used, and the construction period can be obviously shortened.

The invention relates to the technical field of tunnel engineering, and discloses a shield tunnel disease repairing structure and method, the shield tunnel disease repairing structure comprises a tunnel body and multiple pile platform structures fixedly connected with the tunnel body, the multiple pile platform structures are arranged in the circumferential direction of the tunnel body at intervals, and each pile platform structure comprises a grouting component and a grouting body; the grouting component is connected with the tunnel body in an anchoring mode, the tunnel body is provided with a grouting hole communicating with the grouting component, and the grouting component is wrapped with the grouting body. The pile platform structure and the tunnel body are matched to serve as an overall stress unit, loads are transmitted to the tunnel body through the grouting body, and the stress path is defined. The pile platform structures are mutually independent, a continuous reinforcing area cannot be formed, loads at different positions of the tunnel body can be adjusted by adjusting the size of the grouting body of each pile platform structure, stress concentration on the tunnel body is reduced, the loads around the tunnel body are uniform, and the effect that the main body adjusts the loads of the stratum outside the tunnel is achieved.

The invention discloses a composite bridge structure supported by arched transverse partitions. The composite bridge structure comprises a concrete top plate, a concrete bottom plate, arched trusses and studs. The concrete top plate, the concrete bottom plate and the arched truss form a structure main body; the arched truss is formed by welding hollow steel pipes, a straight steel pipe frame is arranged on the outer side of the arched truss, and arched transverse partition steel pipes are arranged in the arched truss to jointly form a space truss system; studs are welded to the surfaces, making contact with a concrete top plate and a concrete bottom plate, of the arched trusses, and reliable combination of steel and concrete is achieved. A traditional solid concrete diaphragm plate is replaced by the light arched steel truss, the self weight of the structure is greatly reduced, the stress path is optimized, and the overall rigidity and stability of the box girder are improved. The structure is convenient for factory prefabrication and on-site rapid assembly, the construction efficiency is effectively improved, the construction cost is reduced, and a novel diaphragm solution which is excellent in performance, economical and practical is provided for medium and small span beam bridges.

The invention discloses an indoor rock test method for simulating deep engineering tunnel excavation unloading wall caving damage, and relates to the field of indoor true triaxial rock mechanics test methods, the indoor rock test method comprises the following steps: 1, determining engineering site original rock stress, that is, determining the maximum principal stress, the middle principal stress and the minimum principal stress of an in-situ rock mass; determining a tunnel wall caving area range according to the actual measurement crustal stress direction data of engineering geological exploration and the relative position relation of tunnel to-be-excavated; according to the indoor rock test method for simulating deep engineering tunnel excavation unloading rib caving damage, the defects of an original laboratory rock rib caving test method in the aspects of considering the real three-dimensional stress state of rib caving rock, the loading and unloading stress path of actual engineering excavation rib caving occurrence, the timeliness of rib caving occurrence and the like are overcome; by comprehensively considering the key factors, the test method is more scientific, reasonable and perfect, and the rock mass wall caving damage phenomenon can be simulated and reproduced more accurately.

The invention discloses a composite sealing construction method for a tunnel portal. The composite sealing construction method comprises the following steps that an annular grout stopping panel is installed and fixed at the position of the tunnel portal; an annular pressure-bearing panel is installed and fixed at the position of a tunnel portal; a plurality of reinforcing grouting pipes are arranged on the pressure-bearing panel in a penetrating mode; concrete is poured into a cavity between the grout stopping panel and the pressure bearing panel through the pouring opening; and primary grouting is conducted on the space between the shield tail and the tunnel wall through the main grouting pipe, after primary grouting is completed, drilling is conducted from the outer side to the reinforcing grouting pipe, secondary pressure grouting is conducted on the periphery through the reinforcing grouting pipe, and pressure reinforcing is conducted on a pea gravel layer and a construction joint. The composite pressure bearing body has the beneficial effects that the composite pressure bearing body formed by the steel ring and the concrete has a clear stress path and excellent integrity, high grouting pressure and stratum water and soil pressure can be effectively resisted, and the problem that a traditional brick masonry structure is insufficient in strength and stability is solved.

The invention relates to the field of honeycomb core stretching, and discloses servo-controlled honeycomb core stretching forming equipment which comprises a stretching platform, and the top of the stretching platform is slidably connected with two stretching supports; the plurality of connecting sleeves are arranged on the stretching bracket in a sliding manner; the two stretching supports are close to each other to complete centering and guiding of a workpiece, then the needle rods on the two sides are synchronously connected in an inserted mode and are far away from each other for stretching, displacement is jointly input through the two ends, the stress path is converted into symmetrical traction from single-side traction, peak load and local stress concentration at one end in the initial stretching stage are weakened, and therefore the tensile strength of the workpiece is improved. Therefore, the risks of tearing, collapsing and slipping of the honeycomb unit wall in the insertion area are reduced. And moreover, the workpiece is lifted away from the stretching platform through the lifting pieces after being inserted, so that the static friction and the dragging effect between the workpiece and the platform are reduced, cable-stayed pulling and twisting are not prone to occurring in the unfolding stage, and therefore the length precision, the width consistency and the hole lattice uniformity after stretching are improved.

The invention discloses a short-stress-path rolling mill shock-resistant self-reset type roller axial fixing device which comprises a roller body, an inner bearing assembly and an outer bearing assembly are arranged on the roller body, a damping reset assembly is arranged between the inner bearing assembly and an outer side shaft assembly, and the damping reset assembly comprises a compensation cylinder. Multiple sets of supporting plates are arranged on the circumference of the inner side of the compensation cylinder in an array mode, two sets of contact balls making contact with the outer wall of the roller body are symmetrically and rotationally arranged on the inner sides of the supporting plates, multiple sets of oil inlet main pipes are installed on the outer side of the compensation cylinder, the roller body moves in the radial direction to extrude one set of supporting plates to move, and at least one set of supporting plates abut against the roller body to prevent moving. By means of the damping reset assembly, when the roller body generates radial displacement due to axial impact, one or more sets of contact balls can be extruded to move, compressed hydraulic oil pushes the corresponding contact balls to abut against the roller body, resistance and damping effect opposite to the impact direction are generated, and roller play can be effectively restrained.

The invention discloses a slurry anchor connection structure calculation condition construction method based on a spring-beam unit material model, and particularly relates to the field of edge calculation structure analysis, which comprises the steps of executing direction exclusion calculation on a plurality of edge nodes on the basis of component displacement data, stress data and connection data acquired by each edge node; generating a direction exclusion set of each edge node, wherein the direction exclusion set is used for representing a stress direction which cannot be established under the condition of each edge node; and transmitting a direction exclusion set generated by each edge node to a central side calculation end, and executing set merging calculation by the central side calculation end. A local direction exclusion set is constructed on an edge side in advance, a direction mutual exclusion graph is generated by a central side calculation end in a global range, a unique stress transmission direction sequence is deduced, and a complete coupling chain structure is constructed in combination with a spring-beam unit material model, so that a global calculation condition with a consistent stress path is formed.